Investigation of flow dynamics of wastewater in a pilot-scale constructed wetland using radiotracer technique.

Constructed wetlands (CWs) are used for the treatment of wastewater by natural processes. Knowledge of the flow dynamics of wastewater through the CWs is required to evaluate their performance, operation and design. The residence time distribution (RTD) approach was used to evaluate the above-mentioned parameters in a CW. The RTD of wastewater flowing through a pilot-scale CW was measured using Technetium-99 m (99mTc) as a radiotracer. The measured data were analyzed, and mean residence time and stagnant volumes were quantified under different operating conditions. A plug flow component in series along with a tank-in-series model with an exchange between the active and dead zones was used to simulate the measured RTD curves and investigate the flow dynamics of the flowing wastewater. The results of the study showed that the optimum flow rate and wastewater level in the CW was 2.3 m3/s and 0.6 m, respectively. Moreover, the results of the study will help in the operation and design of the existing wetland and design of new wetlands.

Post-treatment and reuse of secondary effluents using natural ltreatment systems: the Indian practices.

Paper summarizes the results of India-wide survey of natural treatment systems (NTSs) for wastewater treatment and reuse. The quality of treated wastewater from different types of NTSs was analyzed for various physico-chemical and bacteriological parameters, and needs for post-treatment were identified. Currently, about 1838 million liters per day (MLD) of wastewater is being treated using NTSs, of which the contributions of polishing ponds, waste stabilization ponds, duckweed ponds, constructed wetlands, and Karnal technology were found to be 53.39, 45.15, 0.13, 0.55, and 0.78%, respectively. Among the NTSs studied, constructed wetland was found most efficient in removal of pollutants including nitrogen, phosphorus, total coliform, and fecal coliform in the range of 76, 61, 99.956, and 99.923%, respectively. Of all types of NTSs, only constructed wetland was found to meet the total coliform count requirements (<1000 per 100 ml). Of all the 108 NTSs in operation, 23 systems are producing treated effluents for irrigation; effluents from 48 systems are being discharged into river or lake, and remaining 38 systems have not found any designated use of treated effluent. The chlorination was the only post-treatment, which is being practiced at only three wastewater treatment facilities. During post-treatment, 1-2 ppm of chlorine is applied to the secondary effluent irrespective of its quality. The treated effluents from different NTSs contain fecal bacteria in the magnitude of 10(3) to 10(5), which may cause the severe health impacts through contamination of groundwater as well as surface water resources.

Characteristics of sludge developed under different loading conditions during UASB reactor start-up and granulation.

Sludge characteristics available inside the reactor are of vital importance to maximize advantages of UASB reactor. The organic loading rate and sludge loading rate applied during start-up are among the important parameters to govern the sludge characteristics. Effects of these loading rates on the characteristics of the sludge developed are evaluated in six laboratory scale UASB reactors. The sludge characteristics considered are VSS/SS ratio of the sludge, sludge volume index, specific gravity, settling velocity and metal contents of the sludge developed under different loading rates. The experimental results indicate that, for developing good characteristics sludge, during primary start-up from flocculent inoculum sludge, organic loading rate and sludge loading rate should be in the range of 2.0-4.5 kg COD/m3 d and 0.1-0.25 kg COD/kg VSS d, respectively (chemical oxygen demand, COD). Proper sludge granulation and higher COD removal efficiency will be achieved by these loading rates.

QSAR models to predict effect of ionic strength on sorption of chlorinated benzenes and phenols at sediment-water interface.

It is hypothesised that the experimental sorption coefficient normalised to the organic carbon fraction of sediment (K(oc)exp) for non-ionic, hydrophobic, organic pollutant depends upon the molecular properties as well as background ionic strength of the aquatic system. The utility of this concept has been demonstrated by incorporating ionic strength as a parameter in the three quantitative structure activity relationships (QSARs) namely octanol-water partitioning coefficient model (Kow model), the linear solvation energy model (LSE model), and molecular connectivity indices theory (MCI model). Four chlorinated benzenes and two chlorinated phenols were employed in the present study. Sorption experiments using sediment from the Patalganga River were conducted in laboratory (bottle point method) at different ionic strengths (viz. 0.01, 0.05, and 0.10 M). The K(oc)cat values predicted using Kow model incorporating ionic strength compare reasonably well with the K(oc)exp values (r2 = 0.60 and standard error of estimator i.e. SEE = 0.35). The LSE model incorporating ionic strength too, was found to be equally good (r2 = 0.67, SEE = 0.33). An attempt has also been made to validate the QSARs developed in the present study utilising the sorption parameters experimentally measured by Dewulf et al. (1996) (Water Res. 30, 3130-3138) for sorption of toluene, ethylbenzenes, and xylenes onto the sediments from Belgian Continental Shelf and North Sea, as well as Mader et al. (1997) (Environ. Sci. Technol. 27, 1524-1531) for sorption of di-, tri-, tetra chlorobenzenes on pure mineral oxides namely Al2O3 and Fe2O3.

Washing of marine coastal sand in a batch reactor: sorption and desorption of BTEX.

This study addresses the issues related to decontamination of marine beach sand accidentally contaminated by petroleum products. Sorption and desorption of BTEX (i.e., benzene, toluene, ethylbenzene, and xylene) onto the sand from Uran Beach, located near the city of Mumbai, India, were studied, and isotherms were determined using the bottle point method to estimate sorption coefficients. Alternatively, QSARs (i.e., quantitative structure activity relationships) were developed and used to estimate the sorption coefficients. Experiments for kinetics of volatilization as well as for kinetics of sorption and desorption in the presence of volatilization were conducted in a fabricated laboratory batch reactor. A mathematical model describing the fate of volatile hydrophobic organic pollutants like BTEX (via sorption and desorption in presence of volatilization) in a batch sediment-washing reactor was proposed. The experimental kinetic data were compared with the values predicted using the proposed models for sorption and desorption, and the optimum values of overall mass transfer coefficients for sorption (K(s)a(s)) and desorption (K(d)a(d)) were estimated. This was achieved by minimization of errors while using the sorption coefficients (Kp) obtained from either laboratory isotherm studies or the QSARs developed in the present study. Independent experimental data were also collected and used for calibration of the model for volatilization, and the values of the overall mass transfer coefficient for volatilization (K(g)a(g)) were estimated for BTEX. In these exercises of minimization of errors, comparable cumulative errors were obtained from the use of Kp values derived from experimental isotherms and QSARs.