Treatment of Olive Mill Wastewater with Constructed Wetlands

Abstract

The objective of this study was to investigate the application of constructed wetlands as a mean to manage olive mill wastewater (OMW). Two free water surface (FWS) constructed wetlands, one without (CW1) and one with effluent recirculation (CW2), were operated for a two-year period with diluted OMW (1:10) and evaluated in terms of the removal of COD, TSS, TKN, NH₄⁺-N, NO₃⁻-N, TP and total phenols. The organic loading rate of CWs was adjusted to 925 kg BOD/ha·d. In CW1 the removal efficiency averaged 80%, 83%, 78%, 80%, and 74% for COD, TSS, TKN, TP, and total phenols, respectively, during the operation period. Effluent recirculation further improved the treatment efficiency which approached 90%, 98%, 87%, 85%, and 87% for COD, TSS, TKN, TP, and total phenols, respectively. Constructed wetlands also showed high removal efficiency for NH₄⁺-N. Nitrate concentration maintained low in both CWs basins, probably due to the prevalence of high denitrification rates that efficiently removed the NO₃^--N produced by NH₄⁺-N oxidation. Despite the increased removal percentages, pollutant concentration in effluent exceeded the allowable limits for discharge in water bodies, suggesting that additional practices, including enhanced pre-application treatment and/or higher dilution rates, are required to make this practice effective for OMW management.

1. Introduction

Olive mill wastewater (OMW), the liquid by-product generated during olive oil extraction, has been associated with severe environmental problems in the Mediterranean basin. These problems have been exacerbated during the last decades as a consequence of: (a) the increase in olive oil production, (b) the conversion of traditional olive oil mills (OM) (3.25 m³ OMW/tn of olive oil) into modern ones (centrifuge-type: 5 m³ OMW/tn of olive oil), (c) the dispersed location of a large number of low-capacity OM, and (d) the exclusion of OM personnel from the decision-making processes concerning OMW management [1]. To date, a large number of studies on various treatment methods have been published worldwide. Most of them deal with conventional treatment technologies, including anaerobic digestion, physico-chemical pre-treatments or advanced oxidation processes [2,3,4]. Some of them, although achieving effective treatment, are characterized by high operational costs and/or require experienced personnel. In addition, they place emphasis on certain constituents of OMW, mainly on organic matter, phenols and/or pH adjustment, without considering nutrients and salts, which are also associated with adverse ecological impacts. Currently, evaporation ponds are the most widely used practice to manage OMW, while land spreading to improve soil fertility is also practiced in some cases. Evaporation ponds provide a low cost technology; however they are associated with odor development, leaking of OMW to surface waterways or groundwater and relatively high area requirements in regions with low ET₀ rates. An environmentally safe, cost-effective solution to OMW treatment has yet to be found.

Constructed wetlands (CW) have been extensively used for many decades to treat wastewater from small, decentralized communities or to further polish effluents from conventional wastewater treatment plants [5]. During the last few years, CWs have been expanded to manage various types of wastes and polluted waters, including those of food-processing and livestock [6,7,8]. These effluents, similar to OMW, are characterized by high concentrations of organic matter and nutrients. To date, the use of CW as a potential means for OMW management has received little attention [9,10]. The restricted use of this practice in the Mediterranean region, where the major volume of global OMW production is produced, and its complex composition may be considered as probable reasons. However, data from the use of CWs to treat food-processing effluents show that they can operate effectively at high organic loading rates and produce effluent of high quality [8,11]. The aim of this work was to investigate the possibility of employing CW as an effective means for OMW management. The results of the operation for a two-year period of two free water surface (FWS) CW pilot basins, one with and one without effluent recirculation, are presented.

2. Materials and Methods

The study was carried out at the experimental field of the National Agricultural Research Foundation (NAGREF) in Skalani village, located 6 km south-east of Iraklio city, Crete, Greece. The operation of the CW occurred for two subsequent years: from June to October 2003, and from April to October 2004.

Raw OMW from a nearby OM was transferred and stored in a pond at the study area. During the operation period, OMW was transferred from the pond and diluted in a mixing tank (tank volume = 1.05 m³) with fresh water at a ratio of 1/10. A hydraulic loading of 3.15 m³/d (three tanks) of diluted OMW, the composition of which is presented in Table 1, was applied on a daily basis at 00:00, 08:00, and 18:00 h (Figure 1). The two CW basins were operated under a sequencing batch feeding-day after day-regime: the first 24 h total quantity of influent was applied to CW1, while the second 24 h to CW2. This procedure was preferred to continuous flow, in order to know the exact amount of effluent applied in each CW basin. In order to investigate the effect of effluent recirculation on the overall performance of the CWs, 50% of the effluent in the second basin (CW2) was collected and reapplied on a daily basis.

Table 1. Composition of the mixed influent (±SD).

Parameters	Units	Diluted OMW
pH	-	6.93 (±0.45)
EC	(dS/m)	4.18 (±0.90)
COD	(g/L)	6.68 (±0.68)
TSS	(mg/L)	2,362 (±204.71)
TP	(mg/L)	43.65 (±15.81)
In-P	(mg/L)	14.85 (±1.77)
TKN	(mg/L)	136.80 (±45.98)
N-NH4+	(mg/L)	16.20 (±9.07)
N-NO3−	(mg/L)	3.60 (±0.97)
Total phenols	(mg/L)	1,065 (±421.23)

Table 1. Composition of the mixed influent (±SD).

Parameters	Units	Diluted OMW
pH	-	6.93 (±0.45)
EC	(dS/m)	4.18 (±0.90)
COD	(g/L)	6.68 (±0.68)
TSS	(mg/L)	2,362 (±204.71)
TP	(mg/L)	43.65 (±15.81)
In-P	(mg/L)	14.85 (±1.77)
TKN	(mg/L)	136.80 (±45.98)
N-NH4+	(mg/L)	16.20 (±9.07)
N-NO3−	(mg/L)	3.60 (±0.97)
Total phenols	(mg/L)	1,065 (±421.23)

Figure 1. The sequencing batch feeding and effluent recirculation for the two constructed wetlands (CW) basins regime.

Figure 1. The sequencing batch feeding and effluent recirculation for the two constructed wetlands (CW) basins regime.

Each CW basin occupied an area of 45.5 m² and had a length of 13 m. Constructed wetland basins were thoroughly tested before adding the gravel to check for possible leakage. Coarse gravel of 0.5 m depth was used as a substrate material for vegetation. The depth of wastewater ranged from 0.15 m at the beginning of the basin to 0.25 m at the end. The theoretical retention time was calculated at 5 days. The basins were planted with Phragmites australis, selected because of its high tolerance to salts and phenols and its abundance in the Mediterranean Region. For a better distribution of organic load across the basins, wastewater was applied through nozzles in four pipes located at equal distances along them. The recirculation pipe was installed at the front side of CW2 (Figure 2).

Figure 2. Longitudinal-section of a basin.

Figure 2. Longitudinal-section of a basin.

Samples of diluted OMW and effluents from CW1 and CW2 were collected fortnightly and analyzed for pH, EC, COD, TKN, NH₄⁺-N, NO₃⁻-N, TP, and TSS. Preparation and analyses of the samples were carried out according to the Standard Methods for the Examination of Water and Wastewater [12]. Total phenols were assessed according to the Folin-Ciocalteu method [13].

A mass balance for N and P was applied during the second operation period by multiplying nutrient concentration with the total volume of OMW. Evapotranspiration (ET) losses were assessed by applying a simple hydrological balance at the entry and exit of wetland during this period.

3. Results

The monthly hydraulic loading of OMW applied to the two basins (CW1 and CW2) in the 2003 and 2004 operation periods is presented in Figure 3a. The cumulative loading was estimated to be 2,440 mm and 3,815 mm during the 1st and 2nd operation years, respectively. The hydrologic balance was also calculated taking into account the losses of ET. It varied throughout the application period as a result of climatic conditions, and averaged to 38% of the applied OMW (Figure 3b).

Application of OMW in CWs resulted in a significant reduction in the concentration of all parameters investigated, as presented in Figure 4, Figure 5, Figure 6. In CW1 the average removal efficiency was estimated at 80%, 83%, 78%, 80%, and 74% for COD, TSS, TKN, TP, and total phenols, respectively. The recirculation of OMW in CW2 further improved effluent quality with removal efficiency approaching 90%, 98%, 87%, 85%, and 87% for COD, TSS, TKN, TP, and total phenols, respectively. With regard to the removal of NH₄⁺-N and NO₃⁻-N, it was considerably lower compared to the other parameters monitored. The removal efficiency of NO₃⁻-N approached 40% and 52% in the CW1 and CW2, respectively. The removal of NH₄⁺-N was not affected by the recirculation and averaged to 54% in both wetland basins. The composition of the effluents leaving CWs is shown in Figure 3, Figure 4, Figure 5, Figure 6.

Figure 3. (a) Monthly hydraulic loading of olive mill wastewater (OMW); (b) Weekly water balance for the second operational year.

Figure 3. (a) Monthly hydraulic loading of olive mill wastewater (OMW); (b) Weekly water balance for the second operational year.

Figure 4. Average removal for (a) TSS (±SD); (b) COD (±SD); and (c) total phenols (±SD).

Figure 4. Average removal for (a) TSS (±SD); (b) COD (±SD); and (c) total phenols (±SD).

Figure 5. Average removal for (a) TKN (±SD) and (b) TP (±SD).

Figure 5. Average removal for (a) TKN (±SD) and (b) TP (±SD).

Figure 6. Average removal for (a) NO₃⁻-N (±SD) and (b) NH₄⁺-N (±SD).

Figure 6. Average removal for (a) NO₃⁻-N (±SD) and (b) NH₄⁺-N (±SD).

A mass balance was established in the second year of operation to calculate the mass removal of the pollutants during this period. The findings revealed a greater removal efficiency compared to that estimated by the decrease of pollutant concentration. This discrepancy is attributed to the effect of ET which concentrated effluent and thus increased pollutants concentration. The mass removal rate of TSS increased from 43.20 g/m²·d in CW1 to 50.90 g/m²·d in CW2. The corresponding mass removal rate of COD was estimated to 117.7 and 131.8 g/m²·d for CW1 and CW2, respectively. Compared to COD, the percentage of phenol mass removal rates was lower and estimated at 17.34 g/m²·d and 20.33 g/m²·d for CW1 and CW2, respectively. Ammonium and nitrates showed significantly lower percentages of mass removal. These were found to be 0.032 and 0.041 g/m²·d for NH₄⁺-N in CW1 and CW2, respectively, and 0.19 g/m²·d and 0.20 g/m²·d for NO₃⁻-N in CW1 and CW2, respectively.

4. Discussion

Olive mill wastewater is characterized by extremely high concentrations of organic matter and phenols and very low pH values [14]. These characteristics, in combination with the dispersion of a large number of low-capacity OM units, limit the potential solutions for OMW management and make the task of finding an appropriate treatment method difficult. CWs are suitable for decentralized wastewater management due to low costs of construction, operation and maintenance [15]. They have been effectively employed in the treatment of food-processing effluents [8], thus providing evidence for potential use in OMW management. However, the composition of raw OMW precludes its direct use in constructed wetlands, since adverse effects may occur to impair the treatment performance. These include the prevalence of anaerobic conditions, odor development, death of vegetation, and limited or no outflow. A pre-application treatment and some dilution of the raw OMW are therefore a prerequisite in order to avoid or at least reduce the adverse effects of the previously mentioned factors. A dilution of 1/10 with fresh water was applied in this study, as it was calculated as the minimum dilution necessary to ensure wastewater volumes for the viable operation of the CWs and to avoid detrimental effects on vegetation. The same dilution ratio was also used in a subsurface horizontal flow wetland operated with OMW after pretreatment of effluent with lime putty, calcium hydroxide and hydraulic lime [9]. Indeed, course of this study no visual signs of toxicity were observed for P. australis, an effect consistent with the excellent ability of this species to tolerate stressful conditions [16,17].

The 1/10 dilution of OMW resulted in approximately 925 kgBOD/ha·d loading, considering a BOD/COD ratio 1/2.5 which assessed in preliminary measurements, which is among the maximum loads reported in the literature [6,11,18]. Despite these extreme loads, CWs showed high removal efficiencies in terms of TSS, COD, TKN, and phenols. Effluent recirculation further improved treatment efficiency of CWs, an effect attributed to the additional O₂ supply entered into the basin. This is an important consideration when using high strength wastewaters to improve treatment performance and to avoid the occurrence of anoxic/anaerobic conditions. The mass removal rate of COD approached 130 g/m² d on average. Similar or higher removal rates of COD (120 to 250 g/m²) have been also reported by Grismer [6] for a CW operated with winery effluent. Compared to COD, the percentage of phenol removal was lower in CW1 but reached similar levels in CW2, revealing that O₂ availability and probably antagonistic effects among the microorganisms performing the mineralization of organic compounds were the limiting factors. Decreasing COD concentrations in the effluent was found to favor the removal of phenols, an effect that can be attributed to the increase in dissolved O₂ availability and the decrease in the availability of more biodegradable substances than phenols [19]. This finding provides important implications for the management of CWs operated with OMW in terms of phenol removal, the constituent associated with the high toxicity of OMW. Thus, based on the findings of the present study, it can be assumed that applying a higher dilution ratio, increasing retention time and/or effluent recirculation in CW basin, the removal efficiency of CWs is expected to be improved. Despite these high removal rates, effluent concentrations of COD and phenols remained above the levels required for discharge, suggesting that additional treatment is required. However, taking into consideration the increasing number of studies dealing with land spreading of OMW [20,21,22,23] and the beneficial effects of controlled application of OMW on soil fertility, CWs could be employed as a pretreatment step to ameliorate the potential adverse effects of OMW before its recycling to the land.

TKN removal followed a removal pattern similar to that of COD. Removal of COD and TKN is not necessarily attributed to the degradation of organic matter, since settling of suspended solids is expected to have also an important contribution. With the progress of time, however, settled particulate organic matter is expected to be biodegraded and increasingly contribute to NH₄⁺-N release. NH₄⁺-N accumulation was not observed in either basin, in contrast to the results from the majority of studies dealing with effluents with high organic-N [24]. A high potential of vertical type CWs to remove NH₄⁺-N from OMW, up to 70%, was recently indicated [10]. Since effluent pH did not favor the volatilization of significant amounts of NH₃, the findings of this study probably suggest absorption of NH₄⁺-N to the gravel and basin walls. Oxidation to NO₃⁻-N is not expected to occur at high rates due to the limited O₂ availability and the excess of organic matter, given that under such conditions the available O₂ is preferentially utilized by the microorganisms which mineralize the organic material decreasing the activity of nitrifiers [25]. It cannot precluded however the occurrence of microsites which favor nitrification. In addition, it can be assumed that the redox conditions in CWs operated with a high organic load favor partial nitrification which could be coupled with anammox process contributing in N removal. Recent works showed that anammox process may have a significant contribution in N cycling in CWs, estimated in the range of 15 to 33% of the emitted N₂ [26,27,28]. Apparently, more work is needed to quantify the contribution of denitrification and anammox in constructed wetlands. The removal of nitrates in CWs is mainly attributed to denitrification [25,29]. Effluent recirculation in this study did not affect the removal of nitrates, since carbon was not a limiting factor and anoxic conditions prevailed during the operation of wetlands.

5. Conclusions

Free water surface constructed wetlands showed a high potential for the removal of TSS, COD, organic matter, NH₄⁺-N and phenols. Despite high rates of removal, approaching 90% for COD and phenols, concentration in the effluents remained above the accepted limits for stream discharge. However, CWs can be considered as a pretreatment step to ameliorate the potential adverse effects of OMW before being recycled to the land, a common practice in many Mediterranean countries. The findings of this study show that the factor limiting the performance of the CW was the high organic loading rates applied which depleted the available O₂. Use of a greater dilution ratio for OMW, increase of the surface area of CWs or mechanical supply of O₂ could be considered as potential strategies to improve system performance. However, these would inevitably increase installation and operational costs. To overcome these constraints, a number of considerations should be taken into account in later studies including: (i) the use of hybrid CW systems to increase O₂ availability, (ii) the assessment of the optimum dilution ratio to minimize the interactions among the microorganisms performing the degradation of pollutants, and (iii) the investigation of the mechanisms involved in N cycling.