Optimized Design of a Hybrid Biological Sewage Treatment System for Domestic Wastewater Supply

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1. Introduction

Pollution of the environment and in particular of water resources as a result of poor waste management including sanitation constitutes one of the most immediate and serious environmental problems facing governments around the world, particularly in developing countries. Urbanization and economic development are now changing the face of the earth dramatically and remain powerful drivers of pollution. Between 1970 and 2000, the global population doubled 6 billion while the degree of urbanization in developing countries rose by half to reach 50% and these countries’ economies grew tenfold from US$0.4 to 4 trillion [1] . Industrial cities with factories are the engine for economic development, but also consume more resources and use up more space forcing all waste to be discharged into the “nature” beyond these cities’ borders [2] . The pollution load into the environment has increased concomitantly, thus is exerting pressure on nature and threatening economic activities [3] [4] . The Commission on Sustainable Development has raised concern over current patterns of development, utilization and management of water resources [5] . Current patterns of water use globally are not sustainable [6] and the world is facing a worsening series of local and regional water quality problems, partly as a result of unregulated effluent disposal especially in poor developing countries [3] [7] despite requirements of modern and sustainable Development Goals.

More than 1.7 billion people in urban and rural areas do not have appropriate sanitary facilities and approximately 80% of all diseases and a third of all deaths are caused by inadequate water and lack of hygiene in developing countries [1] . This is a tragedy that has been called “the ‘silent emergency’―a global crime against humanity” [8] .

2. Description of Study Area

The study area was Kaputiei Housing Estate located in Kisaju in, Kajiado County where 2,000 low cost housing units were being developed. It is situated at an altitude range of 1650 m and 1680 m above sea level 50 km South East of Nairobi City. Kaputiei is an undulating ridge area lying between two seasonal rivers (Kisaju to the south and Engejolorowak to the north) and is in a semi-arid environment. This semi-arid area falls within agro-climatic zone 4/5 which is a typical semi-arid environment with medium potential for agriculture. Kaputiei soils are predominantly deep (one meter) black cotton soils (vertisols) with a sandy clay loam texture. The Kaputiei (new) Town area has black cotton soil within the top 0 to 1.0 m depth and weathered limestone within a depth of 1.0 to 2.0 m and is underlain by weathered Upper Athi Tuffs (volcanic tuffs or building stones) at depths greater than 2.0 m [9] . In some areas, the black cotton soil is to a depth of 65 cm and is above a limestone layer of 1 to 1.4 m depth. The parent material comprises of deep phonolitic basement system rock.

3. Methodology

3.1. Determination of Design Input Parameters

The standard design models that are applicable to sewage treatment systems (STSs) in Kenya were used in determining the input design parameters that included:

i) Design population (Pd)

The population projection for the STS is adopted from the Practice Manual for Water Supply Services in Kenya (2005) that recommends that water supply systems be designed for a 20 year period.

The design population for the waste treatment system for the estate was based on an initial population of 10,000 people and a design period of 20 years. Equation (1) was used in estimating the initial, future and ultimate population.

(1)

where, P_{d} = design population, P_{i} = initial population, n = design period, r = annual population growth rate expressed as a fraction.

Based on the above, the design population was as follows: Initial population- 10,000; Future Population-14,802; and Ultimate Population-21,911.

ii) Design BOD concentrations

The design BOD concentration was estimated on the basis of wastewater contribution of 100 liters/capita/day and per capita BOD contribution of 40 mg/day [10] that is recommended for medium-sized towns that Kaputiei Housing Estate falls. The wastewater BOD from the estate was estimated using Equation (2) applicable to Tropical climates [11] :

(2)

where: L_{i} is wastewater BOD (mg/l); B is BOD contribution (g/capita/day); and q is wastewater flow (L/capita/day).

iii) Design flows

The amount of wastewater generation was estimated as a factor of water consumption per person per day. The mean daily flow rate was estimated using Equation (3) [11] as follows:

(3)

where: Q = design mean daily flow (m^{3}/day), k = wastewater return factor; q = per capita water consumption (l/person/day), P_{d} = design population; I = infiltration of groundwater into a sewer line (m^{3}/day), E = industrial wastewater flow (m^{3}/day).

Wastewater return factor of 0.8 suggested for sewage project for the Government of Kenya [12] was used.

iv) Design Faecal coliform concentrations

Design faecal coliforms concentration of 5 × 10^{7} FC per 100 ml in domestic wastewater [13] was used.

3.2. Design Criteria and Analysis of the Waste Stabilization Ponds

a) Anaerobic Ponds

The design and analysis of anaerobic ponds was based on permissible volumetric BOD loading and BOD removal [11] [14] . The volume of the anaerobic pond was determined using Equation (4) as follows:

(4)

where: λ_{v} volumetric organic loading rate (g/m^{3}/day); L_{i} is the influent BOD (mg/l); Q is the flow rate; and V_{a} is the volume of the anaerobic pond.

The mean hydraulic retention time in the anaerobic was calculated using Equation (5) as follows:

(5)

The effluent BOD in the anaerobic pond was determined as per Equation (6) [13] as applicable to Kenya.

(6)

where: θ_{a} = hydraulic retention time in anaerobic pond (days); L_{i} = influent BOD (mg/l); L_{e} = effluent BOD into facultative pond (mg/l); K_{BOD} = first order BOD removal constant rate (d^{−}^{1}).

The first order BOD removal constant (K_{BOD}) was determined as follows

(7)

where: HRT = hydraulic retention time; T = temperature (˚C)

b) Facultative Ponds

Facultative ponds have been designed on the basis of permissible surface BOD loading [15] [16] .

(8)

The hydraulic retention time in the facultative pond was computed using Equation (9) that takes full account of the impact of the evaporation rates that may be experienced in the housing estate especially in the hottest months of the year (May - October).

(9)

The effluent BOD the facultative was calculated using Equation (10) [17]

(10)

where k_{1} is a gross measure of bacterial activity described by an Arrhenius Equation (11) below:

(11)

The facultative pond was assumed to be lined with well compacted impermeable borrowed soils that will limit leakage of wastewater in the pond. Thus, effluent flow rate (Q_{e}) was computed using Equation (12).

(12)

c) Maturation Ponds

The design criteria for maturation ponds assumed a first order rate constant for bacterial die-off in the process. The formula used for coliform removal in a series of anaerobic, facultative and maturation ponds is as shown in Equation (13) [18] :

(13)

where the faecal coliform die-off rate is determined as per Equation (14)

(14)

The minimum hydraulic retention time in the first maturation pond was determined by using Equation (15) [19] .

(15)

A minimum retention time of 3 days in maturation ponds that has been established to be adequate for East Africa was used [20] . The retention times and the number of subsequent maturation ponds was determined from Equation (16).

(16)

The maturation pond area was calculated from Equation (17) as follows:

(17)

d) Volumes of the Ponds

The volumes of the ponds were analyzed as follows [11] [21] :

(18)

where: V = pond volume (m^{3}); L = pond length at TWL (m); W = pond width at TWL (m); s = horizontal slope factor; D = pond liquid depth (m).

3.3. Design Criteria and Analysis of Constructed Wetlands

The constructed wetlands analysed for wastewater treatment in Kaputiei housing estate were the vertical surface flow horizontal subsurface flow constructed wetland.

a) Vertical surface flow constructed wetlands

The design of the vertical surface flow constructed wetland was based on Equation (19) [22] :

(19)

The population equivalent was determined from Equation (20), as follows:

(20)

b) Horizontal surface flow (HSSF) constructed wetlands

Equation (21) that has been widely used sizing HSSF constructed wetlands for domestic sewage treatment [23] was used as follows:

(21)

where Q = average flow rate through the wetland (m^{3}/day), C_{e} = outlet effluent pollutant concentration (mg/l), C_{i} = influent pollutant concentration (mg/l); n = porosity (percent, expressed as decimal fraction), d = depth of the wetland (m), K_{T} = Rate constant (day^{−}^{1})

The effluent BOD from the constructed wetland was determined using Equation (22) as follows:

(22)

The rate constant,

(23)

The values for the rate constant K_{T} (rate constant, K_{R}; the temperature coefficient, θ; and reference temperature, T_{R}) for both BOD and faecal coliforms were extracted from Table 1 as follows:

The hydraulic residence time (HRT) was calculated using Equation (24) as follows:

(24)

Table 1. Temperature coefficient for rate constants [23] .

where: n = effective porosity of media as a decimal; L = length of bed (m); W = width of bed (m); d = average depth of liquid in bed (m); Q = average flow through the bed, m^{3}/d.

In analysing a suitable STS for the housing estate, alternative wastewater treatment systems were analysed in the following three scenarios:

Scenario 1: Re-sizing of the initial sewage treatment system;

Scenario 2: Optimization of the initial STS;

Scenario 3: Hybrid sewage treatment system.

4. Results and Discussion

4.1. Design Flows (Q)

The existing practices relate generated waste water to the per capita water consumption. The amount of wastewater generation is estimated as a factor of water consumption (q) of 100 liters/capita/day. Wastewater return factor (k) of 0.8 suggested [24] for sewage projects for the Government of Kenya was used in the design.

The domestic wastewater to be treated in Kaputiei Housing Estate was assumed to be conveyed through a PVC pipeline network and thus infiltration of groundwater into the sewer line was negligible. Thus, infiltration (I) and industrial wastewater flow (E) in Equation (3) were assumed to be zero. Therefore, the amount of generated sewage from the housing estate was estimated to be 1,753 m^{3}/day.

4.2. Design BOD Concentration (Li)

Kaputiei Housing Estate is a medium-size town. Thus, BOD contribution of 40 g/capita/day recommended for tropical countries was considered appropriate for estimation of the influent BOD [11] . Therefore, the design BOD concentration using Equation (2) was taken to be 400 mg/l.

4.3. Analysis of the Performance of the Initial STS

The analysis of the initial STS was an attempt to comparatively calculate its capacity in handling the wastewater from the housing estate and associated limitations. The standard design models for the WSPs were used as a basis for the analysis as follows:

a) Anaerobic Pond

The analysis of the anaerobic pond was based on the design specifications that included: Water Depth (D) = 2.6 m; Top Water Level: Length (l) = 60 m; Width (W) = 37 m; and s = 0.5. The volume of the anaerobic pond (V_{a}) computed using the Equation (5) [11] [21] was 5,450 m^{3} and the hydraulic retention time being 3 days which was more than minimum 1 day recommended for the design of anaerobic ponds [25] .

The volumetric BOD loading in the anaerobic pond estimated using Equation (4) was 129 g/m^{3}/day. The loading was considered to be within a permissible range of 100 - 400 g/m^{3}/day that is recommended for designing anaerobic ponds in order to maintain anaerobic conditions and avoid release of odour [13] .

With a BOD loading of 300 g/m^{3}/day, the required volume of anaerobic pond was 2,337 m^{3}. Therefore, the anaerobic pond was way above the expected capacity of 2,337 m^{3}. Thus not making the most economic use of available land in the estate.

The effluent BOD from the above pond was simulated to 244 mg/l using a design temperature of (T) of 20˚C and first order BOD removal constant rate (K_{BOD}) of 0.212 per day.

b) Facultative pond

The design specifications that form the basis for analyzing the facultative pond were: Water Depth (D) = 1.5 m; Top Water Level: Length (l) = 148 m; Width (W) = 42 m. Thus, the Volume of the facultative pond was 9,111 m^{3} and surface area (Af) was 6,216 m^{2}.

The permissible surface BOD loading as per Equation (5) [16] at design temperature of 20˚C should be 253 g/m^{3}/day. For this amount of BOD loading, the ideal surface area required was 16, 906 m^{2}. Therefore, the surface area of the facultative pond (i.e 6,216 m^{2}) was below the anticipated size by 10,690 m^{2}._{ }

For this surface area and considering net evaporation rate in Kaputiei Housing Estate of 12 mm/day, retention time in the facultative pond (θ_{f}) was determined to be 5 days. Therefore, the effluent BOD (L_{e}) calculated using Equation (10) was 97.7 mg/l and the flow rate of the partially treated being 678 m^{3}/day.

c) Maturation Pond

Design specifications of the maturation pond were: Water Depth (D) = 1.1 m; Top Water Level: Length (l) = 148 m; Width (W) = 42 m; and Influent flow rate (Qi) = 1,474 m^{3}/day.

Based on Equation (5), the volume of maturation pond (V_{m}) was 6,723 m^{3} and Surface area (A_{m}) of 6,216 m^{2}.

The hydraulic retention time in the maturation pond determined by Equation (17) was 4 days which was above the minimum 3 days that has been established to be adequate for maturation ponds in East Africa [20] . This meant that there would be minimal rates of hydraulic short-circuiting and algal washout in the pond [18] . The rate of faecal coliform removal in a series of anaerobic, facultative and maturation ponds determined by applying Equation (8) [18] was 35,600 FC per 100 ml. This was way above 1,000 FC per 100 ml that are recommended by WHO if the treated wastewater was to be used for unrestricted crop irrigation. From the maturation pond, the effluent BOD was determined to be 44 mg/l which was also way above the recommended 25 mg/l for discharge into the water bodies. The analysis showed that the initial STS was not going to be sufficient for the treatment of the domestic wastewater to acceptable effluent discharge standards.

4.4. Analysis and Selection of Suitable STS

A suitable biological sewage treatment, based on the design input parameters, would be selected on account of BOD reduction and faecal coliform removal as critical parameters.

Scenario 1: Re-sizing of the Initial STS

In this scenario, the actual sizes of the waste stabilization ponds required in order to achieve acceptable wastewater treatment discharge standards are common traditional designs of anaerobic, facultative and maturation ponds.

a) Anaerobic Pond

The design of the actual size of anaerobic pond was based on permissible volumetric BOD loading (λ_{v}) of 300 g/m^{3}/day usually below the upper limit of 400 g/m^{3}/day recommended to avoid risks of odour production [15] . Thus, it was suitable in determining the actual size of the anaerobic pond.

The volume of the anaerobic pond determined using Equation (7) was 2,337 m^{3}. By assuming a design depth of 2.5 m, the surface area of the anaerobic pond was 935 m^{2}. The hydraulic retention time in the anaerobic pond using Equation (6) was 3 days which was above the minimum design value of 1 day recommended for the design of anaerobic ponds [25] . The BOD removal in the anaerobic pond determined using Equation (6) was 314 mg/l.

b) Facultative Pond

The design of facultative pond was based on permissible surface BOD loading (λ_{S}), Equation (8). By using a design temperature of 20˚C, the λ_{S} is as 253 g/m^{3}/ day. With this BOD loading, the surface area determined using Equation (7) was 21,757 m^{2}.

The hydraulic retention time in the facultative pond computed using Equation (9) and a design depth of 1.5 m was 3 days which was above the acceptable minimum value of 4 days that is usually adopted for design temperatures that are above 20˚C. Therefore suitable in minimizing hydraulic short-circuiting and preventing algal washout.

c) Maturation ponds

The hydraulic retention time in the maturation pond as per Equation (15) was found to be 2.4 days which is less than the recommended minimum of 3 [18] . Therefore, θ_{m}_{1} of 3 days was used in the design. Thus, the area of the first maturation pond being 4,397 m^{2} and the effluent BOD being 23.7 mg/l. Thus, the effluent flow from the first maturation pond would be 1,463 m^{3}/day).

The influent faecal coliforms (N_{i}) of 5 × 10^{7} FC per 100 ml [13] and effluent faecal (N_{e}) of 1,000 FC per 100 ml that are recommended by WHO are used in Equation (18) to determine the hydraulic retention time in subsequent maturation ponds. By allocating random values to n and solving for the hydraulic retention time, the following outputs resulted:

For:

・ Combination 1: n = 1, θ_{m} = 9 days

・ Combination 2: n = 2, θ_{m} = 1.5 days

・ Combination 3: n = 3, θ_{m} = 0.7 days

From the above combinations, using two maturation ponds was considered to provide the recommended minimum time hydraulic retention time of 3 days. The area of M_{2} was determined to be 4,397 m^{2} (same as for M_{1}). Therefore, effluent BOD was 12.5 mg/l and effluent flow from maturation pond M_{2} would be 1,425 m^{3}/day.

Scenario 1 which presents the actual sizes of anaerobic, facultative and maturation required to treat domestic wastewater in the housing estate would give satisfactory treatment performance both in terms of BOD and faecal coliform reductions as summarized in Table 2 above. However, the only limiting factor is the size of land required which is above the currently available land. Thus, the analysis proceeded to scenario 2.

Scenario 2: Optimization of the initial STS

In this scenario, the anaerobic pond of the initial STS was considered to remain as a constant and the facultative and maturation ponds portioned into two ponds in order to obtain optimal wastewater treatment:

Anaerobic ponds_{ }

The design specifications and the projected wastewater treatment performances of the initial anaerobic pond will be maintained in the optimized design as follows:

・ Water Depth (D) = 2.6 m

・ Influent flow rate = 1753 m^{3}/day

・ Hydraulic retention time = 3 days

・ Effluent BOD = 244 mg/l

Facultative ponds F_{1} and F_{2}

The initial facultative pond was split into two equal ponds F_{1} and F_{2} with the following design specifications.

Water Depth (D) = 1.5 m

Top Water Level: Length (l) = 72 m; Width (W) = 42 m^{ }

From the above design specifications, the volume and the surface area of each facultative pond as per Equation (5) will be 4,409 m^{3}, Surface area (A_{f}) being 3,024 m^{2} and the hydraulic retention time in the facultative pond F_{1} computed using Equation (9) being 3 days. With this retention time and an influent BOD of 244 mg/l, the anticipated BOD concentration in the effluent will be 128 mg/l and the Effluent from rate from F_{1} being 1,717 m^{3}/day.

The hydraulic retention time in F_{2} was analyzed to be 2.7 days and an Effluent of 71 mg/l. In this scenario, the effluent from the facultative pond F_{2} was less than the 97.6 mg/l in the initial STS. This meant that better treatment was

Table 2. Analysis of well sized WSPs (Scenario 1).

achieved when the facultative pond was partitioned. The combined BOD removal in the anaerobic pond and facultative ponds in this scenario was 82.2% and was greater than 80% for temperatures above 20˚C [13] . Thus, the partitioning was considered adequate.

Maturation Ponds M_{1} and M_{2}

The analysis considered partitioning of the initial maturation pond into two equal ponds with a water depth (D) of 1.1 m and equal volumes (Vm) of 3,258 m^{3} and the surface area (Am) of 3,024 m^{2}. With this, the effluent BOD was anticipated at 44.4 mg/l and the effluent flow rate being 1,645 m^{3}/day. The hydraulic retention time θ_{m}_{2} obtained was 2 days BOD in the effluent of 27.8 mg/l. Through partitioning of the initial maturation pond, a BOD of 27.8 mg/l was achieved. This was lower than the 44.4 mg/l in the initial STS. With faecal coliform die-off rate determined previously as 2.6 and a design influent faecal coliform concentration of 5 × 10^{7} FC per 100 ml, the effluent FC (N_{e}) gave 2,094 FC per 100 ml and this was way below the 35,600 FC per 100 ml in the initial STS.

Analysis of scenario 2 for the initial and future populations

In the design of an STS for the initial and future populations, there was need to analyze Scenario 2 for the treatment of the wastewater. The design assumption was population of 10,000 with waste water generation of 800 m^{3}/day and Volumetric BOD being 58 g/m^{3}/day. The future population (i.e. 10 years after implementation of the STS) was projected to be 14,802 people with an estimated wastewater production of 1184 m^{3}/day and Volumetric BOD of 87 g/m^{3}/day.

Thus, the use of the initial anaerobic pond would contribute to volumetric BOD loading that was way below 300 g/m^{3}/day suitable at a design temperature of 20˚C and the minimum 100 g/m^{3}/day in order to prevent anoxic reactions in anaerobic ponds [13] . The initial anaerobic pond was not therefore suitable for use in the two cases.

In order to ensure proper utilization of available land, there was need to design an anaerobic pond which can satisfactorily handle wastewater for the two cases.

The required volume of the anaerobic pond for the future population determined from Equation (7) was 1,579 m^{3}. With an initial flow rate of 800 m^{3}/day, the volumetric BOD loading was 203 g/m^{3}/day. The above BOD loading was within the permissible range of 300 g/m^{3}/day. Thus, with a retention time determined as 1.3 days and effluent BOD of 314 mg/l, the pond was considered appropriate in handling wastewater for the initial and future population.

The facultative and the maturation ponds in scenario 2 will be utilized in the estate for the present and future populations. Thus, F_{1} and F_{2} will have a design surface area of 3,024 m^{2}. Thus, the hydraulic retention time in facultative pond F_{1} will be 4 days and the anticipated BOD concentration in the effluent of 143 mg/l and flow of 1,148 m^{3}/day.

As for F_{2}, the hydraulic retention time was determined to be 4 days, effluent BOD concentration (L_{e}) of 65 mg/l and flow rate of 1,112 m^{3}/day. The hydraulic retention time in M_{1} will be 3 days, effluent BoD of 34.2 mg/l and effluent flow rate from M_{1} will be 1,076 m^{3}/day.

With the above flow rate, the hydraulic retention time in Maturation Pond 2 was determined to be 3.1 days and Effluent BOD of 21 mg/l. With a design influent faecal coliform concentration of 5 × 10^{7} FC per 100 ml, the effluent FC from M_{2} will be 1,101 FC per 100 ml._{ }

From the above design, the faecal coliforms in the effluent were not be satisfactory, thus, the need to re-design M_{2} to have a HRT of 3.5 days and surface areas of 3,360 in order to get an effluent BOD of 16.7 mg/l and with at most 1,000 FC per 100 ml.

For the initial and future population, the above STS will provide satisfactory treatment. Thus, with M_{2} of 3360 m^{2} and a flow rate of 1,645 m^{3}/day for the ultimate population, HRT (θ_{m}_{2}) will be 2.2 days and the BOD in the effluent of 26.7 mg/l. The effluent flow rate from M_{2} will be 1,605 m^{3}/day and the faecal coliforms removal will be 1,932 FC per 100 ml.

The anticipated effluent faecal coliforms in this scenario are way below the 35,600 FC per 100 ml in the initial STS.

In summary, scenario 2 which involved partitioning of the initial facultative pond and the maturation pond gave better treatment performance when compared to the initial STS in terms of both BOD and faecal coliforms removal. However, for the initial and the future populations, the use of the initial anaerobic pond which is appropriate for the ultimate population was considered not appropriate since the volumetric BOD loading would be too low. Thus, an additional treatment system selected for the ultimate population was a constructed wetland. A hybrid system that incorporates both the STS of WSPs in scenario 2 and a constructed wetland analysed under scenario 3.

Scenario 3: Hybrid wastewater treatment system

The hybrid STS consisted of the optimized initial STS and a constructed wetland (CW). In order to achieve better treatment performance, the CW adopted for the purification pond was that of German Pure Reedbed Technology which incorporates both the vertical flow and the horizontal subsurface flow in the Gravel Bed Hydroponics (Figure 1).

i) Design of the vertical surface flow (VSF) GBH

The design of the vertical surface flow constructed wetland based on Equation

Figure 1. Cross-Section of the purification Bed of a Pure Reedbed STS [26] .

(21) and (19) was 465 m^{2} and the hydraulic retention time (t) in the VSF being 0.1 days. By assuming a rate constant K_{T} for BOD removal as 09.3 in Equation (22), the effluent BOD as per Equation (22) was 24.3 mg/l. Thus, the rate constant (K_{T}) for faecal coliform removal determined as per Equation (22) was 1.54.

Therefore, one cell of the vertical flow bed was considered adequate in providing effluent faecal coliforms amounting to 1,674 FC per 100 ml.

ii) Design of the horizontal subsurface flow (HSSF) GBH

The design input parameters for sizing and evaluating the performance of the HSSF GBH were:

1) Influent BOD (C_{i}) = 24.3 mg/l

2) Influent FC = 1674 FC per 100 ml

3) Effluent BOD (C_{e}) = 20 mg/l

4) Depth of the GBH (d) = 0.6 m

5) Media = Gravel of diameter 32 mm and porosity (n) of 0.4

The surface area of the HSSF (A_{h}) determined using Equation (21) [23] was 1,396 m^{2}

With the above surface area, the hydraulic residence time (t) was 0.2 days and the effluent flow (Q_{e}) rate of 1,587 m^{3}/day and 195 FC per 100 ml.

For scenario 3, a summary of the analysis based on the ultimate population is as shown in Table 3:

A summary of the analysis of alternative STSs for Kaputiei Housing Estate based on the ultimate population in terms of land area required and the anticipated treatment performances is as shown in Table 4:

Table 3. Analysis of the hybrid STS (scenario 3).

Table 4. Comparison of the alternative STSs analyzed.

From the summarised results in Table 4, the Hybrid STS analysed in scenario 3 provided best effluent performances that meets acceptable discharge limits to the environment.

Figure 2 shows the output of the analysis that compared the initial STS and the alternative scenarios both in terms of surface areas and the anticipated treatment performances in BOD and faecal coliforms in the effluent.

As shown in Figure 3 and Figure 4, the two alternatives that can provide

Figure 2. Comparison of alternative STSs in terms of surface area and treatment performances.

Figure 3. Comparison of BOD reduction in the alternative STSs.

Figure 4. Comparison of faecal coliform reduction in the alternative STSs.

satisfactory treatment performances include well sized WSPs (Scenario 1) and the hybrid STS (Scenario 3). The only limitation with scenario 1 was the large amount of land required. Thus, the hybrid STS was considered appropriate for wastewater treatment in the estate both in terms of land area required and projected treatment performance.

5. Conclusion

Based on this study, the objective of selecting a hybrid sewage treatment system for wastewater treatment in the housing estate demonstrated excellent wastewater purification performance in both BOD reduction and faecal coliform removal within the available land area in the housing estate. The incorporation of a constructed wetland in the hybrid system reduced the overall land area required for treatment by approximately half that was required for well sized WSPs. The treated effluent discharge from the hybrid STS with a BOD of 20 mg/l and 195 FC per 100 ml was acceptable for unrestricted crop irrigation and thus would be reused in the housing estate for kitchen gardening and agroforestry.

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[22] O’Hagan, S. (2003) The Design, Operation and Performance of a Municipal Hybrid Reed Bed Treatment. Water Science & Technology, 48, 119-126.

[23] Reed, S.C., Crites, R.W. and Middlebrooks, E.J. (1995) Natural Systems for Waste Management and Treatment. 2nd Edition, McGraw Hill, New York.

[24] World Bank Water and Sanitation Program, Washington DC.

[25] Meiring, P.G., Drews, R.J., van Eck, H. and Stander, G.J. (1998) A Guide to the Use of Pond Systems in South Africa for the Purification of Raw and Partially Treated Sewage.

[26] Rausch, W.D. (2008) Design of a Pure Reedbed Sewage Treatment Plant (PURE-RSTS), the German Design of a Wastewater Management System.