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Wanasen (2003). Upgrading conventional septic tanks by integrating in-tank baffles. Wang J., Huang Y. and Zhao X. (2004). Perfomance and characteristics of an anaerobic baffled reactor. Bioresource Technology, 93(2004) 205-208 Weiland P. and Rozzi A. (1991). Treatment of low-strength wastewaters necessarily occurs at low organic loading rates except at very high hydraulic loading rates. . Water Research, 24(8) 257-277 Wentzel M. C., Ekama G. A. and Sötemann S. W. (2006). Mass balance-based plant-wide wastewater treatment plant models – Part 1: Biodegradability of wastewater organics under anaerobic conditions. Water SA, 32(3) 269-275 Wentzel M. C., Mbewe A., Lakay M. T. and Ekama G. A. (1999). Batch test for characterisation of the carbonaceous materials in municipal wastewater. Water SA, 25(3) 327-336 Wikipedia (2007). Siderophore. http://en.wikipedia.org/wiki/Siderophores (accessed 13/12/07) Witthauer D. and Stuckey D. C. (1982). Laboratory studies on anaerobic processes to treat dilute organic wastewater in developing countries. Study by IRCWD EAWAG Dübendorf, Switzerland. Wu M. M. and Hickey R. F. (1997). Dynamic model for UASB reactor including reactor hydraulics, reaction and diffusion. Journal of Environmental Engineering, 123(3) 244-252 Yu H. and Anderson G. K. (1996). Perfomance of combined anaerobic reactor for municipal wastewater treatment at ambient temperature. Resources, Conservation and Recycling, 17 259-271 Zeeman G. and Lettinga G. (1999). The role of anaerobic digestion of domestic sewage in closing the water and nutrient cycle at community level. Wat. Sci. Tech, 39(5) 187-194 Zhou W., Imai T., Ukita M., Li F. and Yuasa A. (2007). Effect of loading rate on the granulation process and granular activity in a bench scale UASB reactor. Bioresource Technology, 98(7) 1386– 1392 Zhou W., Imai T., Ukita M., Sekine M. and Higuchi T. (2006). Triggering forces for anaerobic granulation in UASB reactors. Process Biochemistry, 41(1) 36-43 Zwietering T. N. (1959). The degree of mixing in continuous flow systems. Chemical Engineering Science, 11 1-15 182
SOUTH AFRICAN DISCHARGE STANDARDS 183 APPENDIX A1 The authorisation for discharge allows a person who owns or lawfully occupies property registered in the Deeds Office or lawfully occupies or uses land that is not registered or surveyed outside of certain listed sensitive areas may on that property or land discharge up to 2 000 kℓ of wastewater on any given day into a water resource that is not a listed water resource provided that the discharge does not alter the natural ambient water temperature of the receiving water by more than 3Cº. The authorisation for irrigation allows a person who owns or lawfully occupies property registered in the Deeds Office or lawfully occupies or uses land that is not registered or surveyed outside of certain listed sensitive areas may on that property or land irrigate up to 500 kℓ of domestic wastewater on any given day. Table A1. 1:General Authorisations in terms of section 39 of the National Water Act, 1998 (Act no. 36 of 1998) for discharge to watercourse, or for irrigation Component Units Target (discharge) Target (Irrigation) COD mgCOD/L 75 400 Ammonia mgN/L 3 Nitrate mgN/L 15 Phosphorus mgP/L 10 TSS mgTSS/L 25 pH 5.5 - 9.5 6 - 9 Faecal Coliforms cfu / 100 mL 1,000 100,000 Target values are obtained from the General Authorisations (DWAF, 1999) for discharge of waste or water containing waste into a water resource through a pipe, canal, sewer or other conduit and irrigation of any land with waste or water containing waste generated through any industrial activity or by a waterworks.
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ANALYSIS OF A PILOT-SCALE ANAEROBIC
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i DECLARATIONS I, Katherine Maria F
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My deepest thanks must be extended
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vii TABLE OF CONTENTS ANALYSIS OF A
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5.3 Feed characteristics and loadin
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xi LIST OF TABLES Table 1.1: List o
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xiii LIST OF FIGURES Figure 1.1: Gr
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Figure 5.1 Installation of the ABR
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Figure 6.8: WEST® representation o
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xix LIST OF ABBREVIATIONS A-HRT App
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1 1 INTRODUCTION The work presented
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obtained from anaerobic systems rel
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• Lalbahadur (MTech, 2005) perfor
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1.7 ORGANISATION OF THE THESIS This
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9 2 LITERATURE REVIEW A detailed re
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• Disintegration of composite par
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Homoacetogens are one of the most v
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Most of the control in anaerobic di
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therefore the sensitivity of the ov
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∆Gº (W) [kcal] -10 -8 -6 -4 -2 L
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For systems with low potential for
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design of the digester in which the
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2.2.2 Expanded granular sludge bed
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fact that for most non-ideal flow s
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hydrolysis steps to convert them to
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from the clarified zone between the
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Table 2.4: Typical pathogen surviva
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Table 2.5: Studies using anaerobic
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• There is no requirement for bio
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Kennedy and Barriault (2005) perfor
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methanogenic (Akunna and Clark, 200
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and 6 h with no significant differe
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2.5.1.12 Granule formation in ABRs
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• A baffled reactor is described
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2.5.3.4 Scanning electron microscop
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spacing on flow patterns in a singl
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Figure 3.5: Orthographic projection
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PLC calculated the fraction of that
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epresent buulk conditionns. Compart
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The rreactor was initially commmiss
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Phase I Phase II Phase III Phase IV
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Table 4.1: Characteristics of degri
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Table 4.2: Pilot-scale ABR approxim
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COD [mgCOD/ℓ] 2000 1800 1600 1400
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4.3.5 Phosphorus Figure 4.8 present
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Observation of sludge in compartmen
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Another interesting observation is
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4.4.3 pH pH measurements were perfo
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esult in low pH values. The reasons
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4.5 SUMMARY: PHASE I - OPERATION AT
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than the optimal range for methanog
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5 EXPERIMENTAL PHASES II-IV: KINGSB
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sludge on a number of occasions. Wh
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On days 99 and 100 of Phase III, a
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5.3.2 Analysis of variations in fee
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Table 5.2: Pilot-scale ABR average
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5.4.1.2 Phase III In Phase III, (Fi
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Phase II: Alkalinity [mgCaCO3/ℓ]
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Eq. 5-1 However, at a COD/SO4 2- ra
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wastewater was probably higher than
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5.5.2.2 Damping Figure 5.12 and Fig
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• The outflow COD values were not
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• Information about the volume of
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As with the total volume of sludge
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It is not clear why the rate of acc
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most compartments was exactly 6.5,
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Soluble COD [mg/ℓ] 600 500 400 30
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pathogens and parasites, which may
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% Probe of DAPI % Probe of DAPI % P
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later compartments at all. Furtherm
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and 4, with decreasing observations
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• The mechanism of sludge build-u
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Table 5.6: Inflow and outflow chara
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Behling et al. (1997) studied the p
Page 156 and 157: organisms in previous compartments.
Page 158 and 159: velocities. Unfortunately, these tw
Page 160 and 161: Thus for a fixed sludge load, at hi
Page 162 and 163: sampling was not possible since in
Page 164 and 165: Wentzel (2006) recommends a COD to
Page 166 and 167: 6.2.1.4 Calculation of CH4 producti
Page 168 and 169: organically bound N) or that N accu
Page 170 and 171: All VFA is consumed in the process,
Page 172 and 173: However, these assumptions are clea
Page 174 and 175: The calculated pH value is compared
Page 176 and 177: influent alkalinity will increase d
Page 178 and 179: The original objective to develop a
Page 180 and 181: • It was not possible to simulate
Page 182 and 183: employed for a medium strength wast
Page 184 and 185: 6.6.4 Alternative baffle design Thi
Page 186 and 187: 6.7.3 Monitoring requirements The m
Page 188 and 189: compartments (Section 6.1.1) pH val
Page 190 and 191: generally about anaerobic digestion
Page 192 and 193: 7.1.1.6 Effect of sludge age on bio
Page 194 and 195: 7.1.2.4 Critical design parameters
Page 196 and 197: 172
Page 198 and 199: Batstone D. J., Keller J., Angelida
Page 200 and 201: Gopala K. G. V. T. (2007). Treatmen
Page 202 and 203: MacLeod F. A., Guiot S. R. and Cost
Page 204 and 205: Sasse L. (1998). Decentralised wast
Page 209 and 210: METTHODS OFF SAMPLINNG AND ANNALYSI
Page 211 and 212: 3.6 Enumeration of total coliforms
Page 213 and 214: that the means are the same, or con
Page 215 and 216: And the significance of the regress
Page 217 and 218: ADDITIONAL RESULTS 193 APPENDIX A3
Page 219 and 220: Table A3. 1 cont. Phase I Phase II
Page 221 and 222: each of the eight compartments were
Page 223 and 224: 3.2 Pathogen indicator organisms A
Page 225 and 226: APPLIED VS. APPARENT HYDRAULIC RETE
Page 227 and 228: 19 h apparent HRT 14 h apparent HRT
Page 229 and 230: 205 APPENDIX A5 CALCULATION OF SOLI
Page 231 and 232: i.e. the average SRT of an accumula
Page 233: X X = P Inert ⋅ where Xinert is t
Page 236 and 237: iodegradable organic material may b
Page 238 and 239: Substituting Eq. A6- 1 in Eq. A6- 7
Page 240 and 241: 1.5 Implementation of steady-state
Page 242 and 243: X = 7⋅ Y = 7 Z = 7⋅ A = 7⋅ (
Page 244 and 245: Dama, P., Bell J., Naidoo, V., Foxo
Page 246: Lalbahadur T. (2004) Characterisati
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