ehab helmy

ABSTRACT

The fluidized bed UASB performance was studied in this experiment as a primary unit the anaerobic unit the advantage of better generated sludge characteristics and smaller tank volume.
The reactor performance was investigated for the treatment of domestic wastewater with unexpected industrial water flows at different operational temperatures (14-25°C) and loading rates. For each temperature range the reactor performance was studied under different hydraulic loadings HRT (6, 4, 2.5 hours).
The best methane yield rate and COD total removal rate are 0.285 l/ g COD total and 70.82 % respectively at warm working temperature 19°C with OLR 7.76 Kg COD /m3/day and HRT 6h.
On the low temperature operation, the average COD removal of the reactor was 55.28 % and 50.33 % for HRT of 4 hours and 2.5 hours respectively. The methane production dropped to 0.1623 & 0.0988 L CH4 / g COD with average organic loading rate of 5.34 & 10 Kg COD /m3/day for HRT of 4 hours and 2.5 hours respectively.
The efficiencies of Total nitrogen removal ranged between (2.23-10.83) % with an apparent decrease during the low temperature high rate stages .Nitrite removal were in the range of (23.08 -77) % with up to the 2 mg/L in the effluent water when obtaining high organic loading and warm temperature. These results demonstrated that the domestic wastewater could be anaerobically treated in a fluidized bed UASB reactor with very low HRT reaching 2 .5 hours.

Keywords
Anaerobic wastewater treatment; anaerobic fluidized bed reactors; biogas production; up flow anaerobic sludge bed reactor UASB.

ABSTRACT:
Many utilities choose water age as water quality indicator because lower water age indicates better water quality and excessive age can cause problems with disinfection by-products (DBPs). This is a hot topic because EPA's Stage 2 Disinfectants and DBP Rule requires utilities to conduct Initial Distribution System Evaluations(IDSEs) that select DBP sampling sites. DBP compliance monitoring will begin in 2012 or 2013, depending on the population supplied.
So, almost utilities chose to conduct their IDSEs using hydraulic models as an alternative to extensive monitoring programs. Models are advantageous because in addition to calculating water age for existing conditions, they can predict what would happen. If operating procedures change, it’s easier to test ideas in a model than to subject a real distribution system to the process of trial and error.
In This study, the software simulations were performed to determine water age value and its dependency on several design parameters (demand planning ,pipe length, roughness coefficient , flow velocity and network pressure). In this case, the results show demand have biggest impact on age from all design which studied.

Abstract
Many effort is exhausted lately in Egypt for adjusting data used to be introduced in a water distribution modeling software. One of these parameters that were very impressive in changing the results totally is the roughness coefficient (Hazen Williams C). The effect is seen obviously if the flows are increased so leads to higher head losses. These head losses would appear lower due to the fact that we are using uncertain value for roughness especially if we are using the standard roughness for new pipes.
The outcome from precise determination of roughness coefficient is adjusting water distribution network models to cope with real field values. The aim of this research is to relate C factor to head loss gradient so engineers can find a way to estimate C factor for aged pipes based in head loss gradient whatever was the network configuration.
The relationship of C factor to water quality parameters as chlorine decay is also discussed. Polynomial Equations relating chlorine concentration and Hazen Williams C factor is deduced.
A validation of Watergems leakage detection module (Darwin calibrator module) makes up a part of this research. And it is concluded that leak location can be found in a range of circle with a radius of 0.25km around point detected by Darwin Calibrator.
Equations of Colebrook and White are inserted in Watergems tables using user data extension tool to enter formulas to be calculated by software engine. This is a way provided to help get a fast estimate for roughness coefficient.
Keywords
C factor, leakage, chlorine decay, head loss gradient and aged pipes.

Abstract
Alum sludge produced from water treatment plants contains aluminum hydroxide mixed with suspended solids in raw water. The aim of this research is to study aluminium sulphate (alum) recovery from alum sludge in aqueous solution by acidification process using sulphuric acid, and compare the results of applying the acidification method to the alum sludge produced from different clarifier types.
The results of the experimental works showed that the recovered alum volume produced from pulsator system after acidification process is the best value with percent recovery 98%, then the high rate system with percent recovery 96.4%, and the classical system with percent recovery 94%. All these percentage achieved at the liquid sludge.
The concentration of recovered alum occurred by acidifying the sludge produced from classical clarifier, the high rate type and the pulsator type are 20.2%, 18.5% and 13.90% respectively. The recovered alum can reduce turbidity with percentage 84.2% in the classical clarifier type, 79.52% in the high rate clarifier type and 76.47 in the pulsator clarifier type. A mixture of recovered alum and fresh alum can also be used to improve the coagulation process.

ABSTRACT:
There are various kinds of low cost anaerobic wastewater treatment systems that are widely used for municipal wastewater treatment. The UASB reactors are widely used in industrial wastewater treatment as it faces many operational problems in domestic wastewater treatment .The high suspended solids in the UASB effluents is one of these problems. The hybrid system is proposed to solve this problem. The hybrid anaerobic UASB reactor was studied using two models each with volume 98 liters, Up-Flow Anaerobic Sludge Blanket Reactor (UASB) and an identical hybrid UASB reactor (UASB with plates at the upper part), at an average temperature of (32-35)°C. The optimum organic loading rates (OLR) achieved were 5.00 and 3.34 kg/m3/day at detention time 4.7 and 5.8 hours for hybrid and UASB reactors, respectively, with the treatment efficiency of about 80% for both reactors. The hybrid & UASB reactors achieved about 87.88 & 82.80 % COD removal efficiency respectively at detention time of 6 hours with OLR of 2.16 kg/m3/day, and by increasing the organic loading measured in COD to 10,000 mg/l, the hybrid & the UASB removal efficiencies decreased to 80.49 & 79.64 % respectively. Then the organic loading expressed in COD mg/L was further increased to 20,000 mg/l. the COD removal efficiencies for the hybrid & UASB decreased to 79.23 & 75.52 % respectively. The hybrid UASB showed better performance than the conventional UASB, even with the high organic loading.

Keywords
Sewage Treatment & Disposal; Anaerobic wastewater treatment; up flow anaerobic sludge blanket; primary treatment.