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Stage 1: Hydrolysis and fermentation Stage 2: Acetogenesis and dehydrogenation Stage 3: Methane fermentation WASTEWATER PLANT RESIDUALS MANAGEMENT 27-35 methanogens are able to maintain a very low partial pressure of H 2 , the equilibrium of the reactions is shifted toward more oxidized end products, that is, CH 3 COO � and HCOO � . In effect, the methanogenic organisms serve as a hydrogen sink that allows the fermentation reactions to proceed. If the methanogens do not utilize the hydrogen rapidly enough, propionate and butyrate fermentation ( Figure 27-12 ) will be reduced and volatile fatty acids will accumulate. This will result in an adverse reduction in pH (Metcalf & Eddy, 2003). Nuisance Organisms. Sulfate-reducing bacteria are nuisance organisms because they can reduce sulfate to sulfide. In high concentrations sulfide is toxic to methanogens. Stoichiometry A limited number of substrates are used by methanogens. Madigan et al. (1997) outlined the following reactions: O x idation of hydrogen O x idation of formic acid O x idation of carbon monoxide O x idation of methanol 20% 52% Acetic acid 72% Complex organics 76% Higher organic acids CH 4 4H �CO ⇌ CH �2H O 2 2 4 2 � � 24% 28% 4HCOO �4H⇌ CH �3CO�2HO 4% 4 2 2 4CO �2HO⇌ CH �3CO 2 4 2 4CH OH ⇌ 3CH �CO �2HO H 2 3 4 2 2 FIGURE 27-13 Steps in anaerobic digestion process with energy flow. (Source: Davis and Cornwell, 2008.) (27-15) (27-16) (27-17) (27-18)
27-36 WATER AND WASTEWATER ENGINEERING O x idation of trimethylamine O x idation of acetic acid 4( CH ) N �12HO⇌9CH �3CO �6HO�4NH 3 3 2 4 2 2 3 CH COOH ⇌ CH � CO 3 4 2 (27-19) (27-20) The COD loss in anaerobic digestion is accounted for by methane production. The COD equivalent of methane is the amount of oxygen needed to oxidize methane to carbon dioxide and water: CH �2O⇌ CO �2HO(27-21) 4 2 2 2 Thus, the COD per mole of methane is 2(32 g O 2 / mole) � 64 g O 2 / mole CH 4 . The ideal gas law provides a method of estimating the volume of methane production for a given sludge bsCOD. At standard conditions (0 � C and 1 atm) the volume of methane is 22.414 L/mole. The volume of CH 4 equivalent of COD converted under anaerobic conditions is 22. 414 L/mole � 0. 35 L/g COD 64 g mole (27-22) CO 2 is also produced in substantial amounts in the anaerobic degradation process. Typically, this is estimated as 35 percent of the gas production. Example 27-5 illustrates the method of estimating the gas production from the COD oxidized. Example 27-5. Determine the daily volume of methane and total gas produced in an anaerobic digester that is operated at 35 � C under the following conditions: biosolids flow � 300 m 3 / d; bsCOD � 5,000 g/m 3 . Assume Y � 0.04 g VSS/g COD and 95% bsCOD removal. Solution: a. Use a steady-state mass balance to determine the amount of the influent COD converted to methane: b. Determine the individual COD values. 0 �CODin �CODeff �CODvss �CODCH4 3 3 6 CODin �( 5, 000 g/m )( 300 m /d) �1.5�10 g/d 6 4 CODeff �( 1�0. 95)( 1. 5�10 g/d) �7. 50�10 g/d Noting from Equation 23-42 in Chapter 23, that the COD of waste activated sludge is 1.42 ( P x ), CODvss � ( 142 . gCOD/gVSS)( 004 . gVSS/gCOD) ( 095 . )( 1. 5 �10 g/d) 4 �809 . �10g/d 6
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List of the elements with their sym
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WATER AND WASTEWATER ENGINEERING
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WATER AND WASTEWATER ENGINEERING De
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Dedication To all the professionals
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ABOUT THE AUTHOR Mackenzie L. Davis
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This book is designed for use by pr
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Larry Sanford, Assistant Supervisor
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PROFESSIONAL ADVISORY BOARD Myron E
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Lucy B. Pugh, P. E., BCEE, Vice Pre
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Preface 1 The Design and Constructi
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7-10 Problems 7-40 7-11 Discussion
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15 Water Plant Residuals Management
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22 Wastewater Microbiology 22-1 22-
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Appendix A A-1 Properties of Air, W
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1-1 INTRODUCTION 1-2 PROJECT PARTIC
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TABLE 1-1 Some observed professiona
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In alternative approaches such as d
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The client’s view of the project
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eading journal articles, and partic
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Establishment of Design Criteria. D
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TABLE 1-3 Guidance for minimum equi
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S ite limitations. The location and
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In conjunction with the client, the
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equirements because an initial assu
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points in the construction be ident
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documents (EJCDC, 2002). Not withst
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1-10 1-3. 1-4. 1-1. 1-2. 1-3. The c
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Metcalf & Eddy, Inc. (2003) Wastewa
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2-1 WATER DEMAND 2-2 WATER SOURCE E
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TABLE 2-1 Design periods for water
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TABLE 2-3 Typical wastewater flow r
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TABLE 2-5 Typical changes in water
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Population water source Groundwater
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2-11 TABLE 2-7 Average monthly disc
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GENERAL WATER SUPPLY DESIGN CONSIDE
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TABLE 2-9 Theoretical relationship
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1995 Jan 2.89 0.1445 0.387 0.25 0.6
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3. 4. GENERAL WATER SUPPLY DESIGN C
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TABLE 2-13 Examples of sources to b
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2-31 Organics Ethylbenzene 0.7 0.7
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2-33 Microbials Cryptosporidium Zer
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TABLE 2-16 Maximum contaminant leve
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TABLE 2-17 Secondary maximum contam
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2-41 Squannacook River near West Gr
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2-8. GENERAL WATER SUPPLY DESIGN CO
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a plot on probability paper. Using
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3-1 INTRODUCTION 3-2 DESIGN ELEMENT
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3-3 Max w.s. 4-vertical mixed flow
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TABLE 3-2 Types of intake structure
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Perforated pipe Perforated pipe Col
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TABLE 3-4 Intake port design criter
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The unit space occupied by a bar an
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75 m diameter piping Water surface
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Slope. To avoid air blockage, the c
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Pump Criteria Pump Type. The most c
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The AFD allows changes in the flow
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v 2 d /2g Datum EGL HGL H baronetri
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1 2 �h s �h s Datum h a FIGURE
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Total dynamic head, m 20 19 18 17 1
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P umps are selected from those comm
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e. From Figure 3-16 , the maximum T
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Slope. The gallery can be horizonta
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Heating the water at the intake por
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Hints from the Field. Operation and
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3-2. 3-3. 3-4. Design a shore river
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Elev. = 335.1 m FIGURE P-3-6 Condui
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3-8 3-9 3-1. 3-2. (3) efficiency at
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4-1 INTRODUCTION 4-2 DESIGN ELEMENT
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quality standards, the strata that
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TABLE 4-1 Typical isolation distanc
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Pump discharge Large diameter sucti
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Grout overflow Drilled hole diamete
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Minimum of 4 m of water at start of
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pressure, the vent is essential to
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Protective casing Ventilation To wa
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In either instance, the degree of i
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TABLE 4 -3 (continued) Values of W(
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Drawdown, m 0.0 1.0 2.0 3.0 4.0 t o
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In addition, because each well is i
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Surface of seepage h iw 2r w h w Tr
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motor and pump are in the water in
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located by hydraulic analysis to lo
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Cumulative percent retained 100 90
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Screen Diameter The selection of a
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An analysis of the water indicates
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3 × − ( 225 . )( 2. 818 10 m/s)(
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The open area of the screen is The
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NPSH A � 9.6 m 38.7 m NPSH R �
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4-3. 4-4. 4-5. 4-6. 4-7. 4-8. 4-9.
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N 4-19. 002 004 FIGURE P-4-18 50 m
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2 137.5 m Plant Proposed new well 6
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4-24. EXTRACT FROM WELL LOG Locatio
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4-7 4-8 4-1. 4-2. 4-3. 4-4. 40.0 60
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5-1 INTRODUCTION 5-2 REDUNDANCY AND
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Unloading may be accomplished by pn
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c. From Table 5-1 , an interruptibl
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Liquified Gases. Gases are normally
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TABLE 5-2 Dry feeder characteristic
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5-11 5 cm schedule 80 pvc fill line
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Chlorine gas feeder Remote from con
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5-15 TABLE 5-5 Recommended material
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⎛ 1 ⎞ ⎛ 1 ⎞ 3 ( 4750 , kg/d
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5-19 Chemical (D = dry; L = liquid;
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5-9 CHAPTER REVIEW When you have co
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5-5. 5-6. 5-7. chlorine gas cylinde
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5-12 REFERENCES Anderson, J. L. (20
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6-1 INTRODUCTION 6-2 CHARACTERISTIC
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condition the small particles for s
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� Anode Negatively charged ion Pa
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TABLE 6-1 Frequently used inorganic
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As shown in Figure 6-5 b, the charg
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Case I Acid is added to carbonate b
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pH 14 13 12 11 10 9 8 7 6 5 4 3 2 1
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educed and is generally not an oper
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Log [Fe], mol/L �2 �3 �4 �5
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Jar test II Jar numbers 1 2 3 4 5 6
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Example 6-4 illustrates the impact
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Polymer. In rare instances, usually
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The velocity gradient may be though
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The focus of this discussion is on
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Example 6-5. Using Table 6-4 select
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Pressure drop per element, kPa 1000
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i. Estimate Gt. �1 Gt �( 241. 9
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n � rotational speed, revolutions
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Flocculation Mixing Design Criteria
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A B C 3 Q � 10000 m3 /d 4 0.116 m
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n. Execute solve to find the number
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d. Each basin is divided into three
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TABLE 6-7 Design recommendations fo
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�3 j. Each paddle wheel is then 6
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Comments: 1. Because G i s tapered,
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6-4. 6-5. 6-6. 6-7. Calculate the
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6-14. 6-15. at 175 rpm has been shi
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6-20. 6-21. 4. Compartment length
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6-23. For each compartment L � W
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Packham, R. F. (1965) “Some Studi
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7-1 HARDNESS 7-2 LIME-SODA SOFTENIN
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Extremely soft Very soft Soft to mo
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discrepancy between the cation and
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The product of the activity of the
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4. Removal of noncarbonate hardness
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log[Ca 2+ ] 0 -2 -4 -6 -8 -10 2 FIG
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(a) (b) (c) CO 2 CO 2 CO 2 Ca 2�
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Five reactions that are employed in
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c. With p K a 1 � 6.35, solve Equ
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179.0 mg/L as CaCO 3 � 20 mg/L as
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21.9 CO 2 0 238 293.6 349.8 HCO 3
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Raw water Q Mgr Aeration Lime/soda
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emoved. Removal of the calcium equi
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log[species] log[species] 0 �2
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7-29 Lime Raw water CaCO 3 sludge L
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Although rapid mixing may be provid
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The GLUMRB design guidance is less
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where pH is in the actual hydrogen
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From Table 7-5 at a temperature of
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CO 2 that is not dissolved. Exposur
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7-6. 7-7. 7-8. 7-9. Well No. 1, Lab
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7-13. Using K sp , show why magnesi
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7-24. Determine the lime and soda a
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7-12 REFERENCES AWWA (1978) Corrosi
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8-1 INTRODUCTION 8-2 FUNDAMENTAL CO
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Polymer chain (a) (b) � � SO
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Properties of Ion Exchange Resins E
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and Y j qj � q where q T � tota
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Example 8-1. Estimate the maximum v
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Water outlet Water inlet Meter Back
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Column 1 Column 2 Column 3 FIGURE 8
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The larger the laboratory or pilot
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The column should be operated long
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volume should be estimated in the t
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TABLE 8-3 Typical range of design c
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d. Compute the the area in [B17]. 3
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8-6 CHAPTER REVIEW When you have co
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8-3. Repeat Problem 8-2 assuming co
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(a) C, meq/L C, meq/L (b) 12 10 8 6
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CHAPTER 9 REVERSE OSMOSIS AND NANOF
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Bacteria, protozoa, algae, particie
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Flux Several models have been devel
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Permeate water Source water & flow
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Permeate water Concentrate outlet P
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TABLE 9-1 Typical NF/RO membrane pr
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d. This indicates that the solubili
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In mg/L this is �3 ( 2. 58 �10
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Solution: a. The saturation value o
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9-7 15. Design a membrane array to
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Masters, G. M. (1998) Introduction
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10-1 INTRODUCTION 10-2 SEDIMENTATIO
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g � acceleration due to gravity,
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Newton’s coefficient of drag, C D
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A B C D E F G 3 Input data 4 5 Diam
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In the upflow clarifier, particle-l
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50% 50% v 0 /2 perspective, this im
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Depth, m 0.0 0.5 1.0 1.5 2.0 0 41 5
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Suspended solids removal, % 80 70 6
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about 60 � . The configurations a
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For cocurrent settling, the settlin
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TABLE 10-1 Alternative settling tan
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24 m max Influent channel 0.05L to
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second stage. These flocculate with
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Recommended values for the settling
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Horizontal-Flow Rectangular Sedimen
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If the sludge zone is not counted,
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TABLE 10-5 Typical design criteria
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Operation and Maintenance. To facil
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f. Check the approach velocity. v a
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• Use lower mixer speed (80 to 85
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10-14. 10-15. 10-16. Depths, a Time
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10-19. W idth of each tank Length o
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11-1 INTRODUCTION 11-2 AN OVERVIEW
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conventional depth filter. The bott
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In the mid-1980s, deep-bed, monomed
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TABLE 11-1 Typical properties of fi
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11-4 GRANULAR FILTRATION THEORY Mec
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Depth, m 0.0 0.2 0.4 0.6 0.8 1.0 0.
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TABLE 11-2 Formulas used to compute
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Solution. The computations are show
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where v b is the backwash velocity
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The expanded bed porosity (next to
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design when the raw water is improp
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Example 11-5. In continuing the des
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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
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(a) (b) (c) Intel main Wash water o
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Backwash rate, m/min 2 1.8 1.6 1.4
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“Y”, cm 50 45 40 35 30 25 20 15
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e. The volume of backwash water for
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e. Check depth using height of back
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Influent Effluent 2 where v 1 , v 2
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In addition to providing for a mini
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TABLE 11-8 Design criteria for sing
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TABLE 11-10 Design criteria for tri
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TABLE 11-13 Approximate flow veloci
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With the use of this text, you shou
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11-9. 11-10. b. Anthracite coal E
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11-15. 11-16. 11-17. What effect do
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G ullet dimensions B a ckwash water
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11-3. 11-4. Explain what air bindin
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12-1 INTRODUCTION 12-2 MEMBRANE FIL
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Operating pressures (kPa) Size (mic
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Ferry (1936) developed a model for
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Transmembrane flux Transmembrane pr
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Pore sealing with superposition (in
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TABLE 12-4 Comparison of hollow-fib
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12-4 MF AND UF PRACTICE Process Des
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Process Design Membrane Process Sel
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Example 12-2. Determine the number
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• Prudent design suggests install
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12-8. 12-9. Determine the number of
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13-1 INTRODUCTION 13-2 DISINFECTION
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Chlorine existing in the form of HO
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The distribution of the reaction pr
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Example 13-2. Estimate the percent
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Chlorine dioxide and ozone can oxid
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The transformed data are ⎛ 1 1
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Chlorine. The chlorine must penetra
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Example 13-4. The data for HOCl dis
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Time, min 1000 100 10 Hom-Haas Mode
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Regulatory Context. Selection of an
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Water that spends a long time in th
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Iron, manganese, and sulfides exert
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Weight Percent Chlorine. Chlorine i
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it is delivered at a pH of about 12
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The American Water Works Associatio
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(a) (b) (c) Plan Section Rectangula
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. From the definition of hydraulic
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solution is 40 mg/L (U.S. EPA, 1986
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TABLE 13-9 Log-removal/inactivation
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a n d if the ozone concentration re
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Multiple Contact Reactors. When seq
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• AWWA Standard B702 for sodium f
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Pump suction line Overflow line Mix
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• Corrective action drills and ma
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13-9. Because of high TOC in the ra
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13-15. by ion exchange. The time fo
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13-21. The town of Wallowa has aske
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13-26. Determine the chemical feed
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LaGrega, M. D., P. L. Buckingham, a
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REMOVAL OF SPECIFIC CONSTITUENTS 14
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The oxidation-reduction reaction wi
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Comment. According to Ghurye and Cl
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SO 4 2� � 50 mg/L NO 3 � �
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14-9 TABLE 14-2 Arsenic treatment t
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TABLE 14-3 Typical sorption treatme
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2MnSO4 �2Ca( HCO3) 2�O2 → 2Mn
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NF Yes Start Is No water aerobic ?
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Treatment Strategies The primary me
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In each of these instances, the reg
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(Drewes et al., 2005; Nghiem et al.
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Liquid in Shell Random packing Gas
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G 2 0.1 m Fp � rg (rw -rg ) 0.4 0
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Raw water TCE � 72.0 � g/L Te m
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3. A spreadsheet was used to perfor
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Solution: a. From the Freundlich eq
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TABLE 14-10 Guide to selection of G
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Geosmin concentration ng/L 140 120
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16. Evaluate a preliminary design o
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14-10. 14-11. 14-12. Packing � 90
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Djebbar, Y. and R. M. Narbaitz (199
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U.S. EPA (2005) A Regulator’s Gui
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WATER PLANT RESIDUALS MANAGEMENT 15
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TABLE 15-1 Major water treatment pl
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Volume Reduction Relationships In t
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Thus, on a theoretical basis, each
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solution, 1.5 to 2 mg/L of sludge i
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Solution. The mass balance diagram
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5. Sludge lagoon overflow. 6. Dewat
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the Mg(OH) 2 . The carbonated sludg
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Influent pipe FIGURE 15-2 Continuou
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Solids flux, kg/d·m 2 1,200 1,000
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the supernatant must be returned to
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. Estimate the height of the thicke
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Lagoon Design. The required area an
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Solids dewatered Coagulant 7 to 10%
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The filtrate from the sand drying b
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L � ( Di)( Psinitial )( �) A M
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c. The data in column 5 is a conver
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is low as shown in this example. A
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TABLE 15-8 Typical selection of cen
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of rotary drum vacuum filters are u
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Follower Back-up plate Polypropylen
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Example 15-8. A lime softening wate
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Surface discharge (as permitted) Tr
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No pretreatment - Disposable AA - F
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Direct discharge to river Inject be
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Commercial producers of topsoil use
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15-4. If the mass of dry solids in
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15-18. The reject from the MF membr
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15-25. 15-26. 15-27. 15-28. 15-29.
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Kawamura, S. (2000) Integrated Desi
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DRINKING WATER PLANT PROCESS SELECT
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Contaminant categories Reverse osmo
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Contaminant categories Processes Re
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Collector well DRINKING WATER PLANT
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16-17 Reservoir FIGURE 16-6 E xampl
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Influent value (automatic process)
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16-33 Checklist Asset categorizatio
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TABLE 16-10 Water system—layered
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Feedwater from wells 42,000 m 3 /d
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Mississippi River FIGURE P-16-4 MWW
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16-9. 16-10. DRINKING WATER PLANT P
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16-11. Primary recovery trains Reje
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B A Lagoon system Racoon River Cont
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16-7 16-8 16-1. 16-2. 16-3. 16-4. 1
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17-1 INTRODUCTION 17-2 DEMAND ESTIM
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the additional requirement of provi
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In designing the water system, the
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TABLE 17-4 Needed fire flow (NFF) f
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c. The peak hour demand is then est
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Pipe Material Selection Standards a
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where p 1 , p 2 � pressure at poi
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Solution: a. The hydraulic analysis
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Four basic closure methods are used
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Spring Pressure relief FIGURE 17-5
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1. Run of standard tee 2. Run of te
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Pressure control, high and low pres
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Pump station (a) Pump station (b) P
Page 742 and 743:
TABLE 17-9 Required duration for fi
Page 744 and 745:
Riser Pipe. This pipe is connected
Page 746 and 747:
Side view Side view Top view Top vi
Page 748 and 749:
FIGURE 17-14 Horizontal pump with a
Page 750 and 751:
TABLE 17-10 Typical minor loss fact
Page 752 and 753:
increased reliability of service an
Page 754 and 755:
Sanitary Protection of Water Mains
Page 756 and 757:
17. On a pipe network, locate the p
Page 758 and 759:
17-8. 17-9. 17-10. 100 mm 100 mm 10
Page 760 and 761:
17-16. 17-17. 17-18. 17-19. 17-20.
Page 762 and 763:
17-24. 17-25. g. System pressure is
Page 764 and 765:
128 m 120 m N Bacon Road 120 m FIGU
Page 766 and 767:
17-3. 17-12 You have been asked to
Page 768 and 769:
GENERAL WASTEWATER COLLECTION AND T
Page 770 and 771:
Page 772 and 773:
TABLE 18-2 Principal flow rate term
Page 774 and 775:
Page 776 and 777:
TABLE 18-5 Typical composition of u
Page 778 and 779:
Page 780 and 781:
Page 782 and 783:
Final Use or Disposal Practice LAND
Page 784 and 785:
Page 786 and 787:
Page 788 and 789:
TABLE 18-17 Summary of requirements
Page 790 and 791:
Page 792 and 793:
18-7. 18-8. 18-9. 18-10. GENERAL WA
Page 794 and 795:
128 18-12. 120 120 128 MLD 1 MAR 20
Page 796 and 797:
19-1 INTRODUCTION 19-2 PREDESIGN AC
Page 798 and 799:
Street Main Wye Connection to main
Page 800 and 801:
Spigot FIGURE 19-3 Nomenclature of
Page 802 and 803:
Elevation HHA (Start pumps & sound
Page 804 and 805:
Because the sewer is under pressure
Page 806 and 807:
The pipe is manufactured with integ
Page 808 and 809:
Slope. All sewers shall be designed
Page 810 and 811:
• A drop manhole may be used to m
Page 812 and 813:
TABLE 19-5 Typical values of n that
Page 814 and 815:
Note that cos 1/2 q � 1 � 2 d /
Page 816 and 817:
4 Increase slope Start Compute flow
Page 818 and 819:
and 14.5 L/s, respectively. Infiltr
Page 820 and 821:
Q full, m 3 /s Q/Q full v/v full j.
Page 822 and 823:
w. Column 10, line 3: The slope of
Page 824 and 825:
Drop manhole 150 mm water main FIGU
Page 826 and 827:
piping system should be designed ba
Page 828 and 829:
and the size of solid that can pass
Page 830 and 831:
The ground floor must be set above
Page 832 and 833:
TABLE 19-8 Submergence depth requir
Page 834 and 835:
station is located at a low point,
Page 836 and 837:
TABLE 19-9 Personal protective equi
Page 838 and 839:
19-3. 19-4. Write an equation that
Page 840 and 841:
an inverted siphon that will carry
Page 842 and 843:
20.82 Harrison Ave. 19.96 19.55 19.
Page 844 and 845:
Peters, J., E. G. Malter, and B. Sc
Page 846 and 847:
HEADWORKS AND PRELIMINARY TREATMENT
Page 848 and 849:
TABLE 20-1 Typical screw pump selec
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h. To meet the redundancy requireme
Page 852 and 853:
c 40 35 30 25 20 15 10 5 0 0.01 FIG
Page 854 and 855:
(a) 5 pipe diameters (b) Magnet coi
Page 856 and 857:
Deck Deck (a) (c) Continous chain s
Page 858 and 859:
Location. In nearly all cases, scre
Page 860 and 861:
(a) (b) A B C D E 4 Average Q 5 n
Page 862 and 863:
Page 864 and 865:
5. Differential headloss for activa
Page 866 and 867:
2. Sensors for headloss should have
Page 868 and 869:
Page 870 and 871:
Grinders Grinders pulverize the sol
Page 872 and 873:
Cumulative percent passing 100 90 8
Page 874 and 875:
ate of velocity of the roll. The pa
Page 876 and 877:
ulb shape to provide this geometry
Page 878 and 879:
TABLE 20-11 Typical design criteria
Page 880 and 881:
. Using the peak hour flow rate fro
Page 882 and 883:
Wastewater flow Average daily flow
Page 884 and 885:
Example 20-6. Determine the equaliz
Page 886 and 887:
h. The mass of BOD 5 entering the e
Page 888 and 889:
The basins may also be made out of
Page 890 and 891:
f. Assume each aerator is placed in
Page 892 and 893:
Visit the text website at www.mhpro
Page 894 and 895:
Page 896 and 897:
20-20. 20-21. 20-22. 20-23. 20-24.
Page 898 and 899:
Parshall, R. L. (1926a) Bulletin 33
Page 900 and 901:
21-1 INTRODUCTION 21-2 SEDIMENTATIO
Page 902 and 903:
number of particles decreases with
Page 904 and 905:
Scum trough Scum pit Scum pipe Brid
Page 906 and 907:
or by sizing of the primary clarifi
Page 908 and 909:
If the hydraulic gradient is such t
Page 910 and 911:
c. The elevation of the bottom of t
Page 912 and 913:
Solution: a. Note that the clarifie
Page 914 and 915:
The feedwell can promote flocculati
Page 916 and 917:
Circular baffle Influent FIGURE 21-
Page 918 and 919:
d. After another iteration, the fee
Page 920 and 921:
are too low, the orifice may not be
Page 922 and 923:
A single sludge hopper with a cross
Page 924 and 925:
Hose bibs should be provided at eac
Page 926 and 927:
4. Discuss the proposed design phil
Page 928 and 929:
21-12. Design a splitting box for t
Page 930 and 931:
U.S. EPA (1975) Process Design Manu
Page 932 and 933:
22-1 INTRODUCTION 22 -2 ROLE OF MIC
Page 934 and 935:
Obligate anaerobes are microorganis
Page 936 and 937:
1 O2�2H �2e H2O 2 � � ⇌ 1
Page 938 and 939:
HO H : O : H HO H + HO H HS R CH 2
Page 940 and 941:
NADH Flavoprotein Quinone Cytochrom
Page 942 and 943:
Bacterial numbers 10 6 10 5 10 4 10
Page 944 and 945:
FIGURE 22-9 Population dynamics in
Page 946 and 947:
E q uations 22-16 and 22-19 are a f
Page 948 and 949:
The microbiology, stoichiometry, gr
Page 950 and 951:
The � nm values for nitrifying or
Page 952 and 953:
Growth Kinetics. The substrate util
Page 954 and 955:
TABLE 22-2 Volatile fatty acids and
Page 956 and 957:
pH, low nitrogen, low oxygen, and h
Page 958 and 959:
22 -3. 22 -4. 22-5. 22-6. 22 -7. De
Page 960 and 961:
Monod, J. (1949) “The Growth of B
Page 962 and 963:
SECONDARY TREATMENT BY SUSPENDED GR
Page 964 and 965:
Page 966 and 967:
TABLE 23-1 Selected activated sludg
Page 968 and 969:
DO uptake (mg ⁄ L·d) Substrate (
Page 970 and 971:
Preanoxic Influent Postanoxic Anoxi
Page 972 and 973:
Influent Influent Anaerobic Aerobic
Page 974 and 975:
(a) (b) Air Influent Air Influent B
Page 976 and 977:
Aeration tank (Q + Qr ) Q, S0 , X0
Page 978 and 979:
Page 980 and 981:
Page 982 and 983:
Page 984 and 985:
Page 986 and 987:
Using Equation 23-12 , this may be
Page 988 and 989:
j. Add the following constraint in
Page 990 and 991:
where NO x � concentration of NH
Page 992 and 993:
. Estimate the mass of O 2 as �3
Page 994 and 995:
TABLE 23-6 Typical clean water oxyg
Page 996 and 997:
h. The required air flow rate is fo
Page 998 and 999:
SDNR, g NO 3 -N/g biomass . d 0.4 0
Page 1000 and 1001:
Page 1002 and 1003:
Page 1004 and 1005:
TABLE 23-10 U.S. EPA’s recommende
Page 1006 and 1007:
Minimum 1.2 m Dia precast manhole s
Page 1008 and 1009:
. For three cells of equal size, th
Page 1010 and 1011:
Grit chamber Raw sewage pumps Wet w
Page 1012 and 1013:
Effluent NH 4 �N concentrtion, mg
Page 1014 and 1015:
2 W Influent Rotor 6m L Brush rotor
Page 1016 and 1017:
Page 1018 and 1019:
j. As in step (g), estimate � nit
Page 1020 and 1021:
Page 1022 and 1023:
c. The cross-sectional area of the
Page 1024 and 1025:
Page 1026 and 1027:
A suggested design approach is as f
Page 1028 and 1029:
Page 1030 and 1031:
Recognizing that V F � V S = V T
Page 1032 and 1033:
Page 1034 and 1035:
At a fill time of 2.25 h 1233 , , 4
Page 1036 and 1037:
Page 1038 and 1039:
TABLE 23-17 BOD/P and COD/P ratios
Page 1040 and 1041:
Page 1042 and 1043:
Page 1044 and 1045:
Page 1046 and 1047:
Page 1048 and 1049:
Page 1050 and 1051:
Page 1052 and 1053:
Page 1054 and 1055:
Page 1056 and 1057:
Page 1058 and 1059:
Return Activated Sludge (RAS) RAS r
Page 1060 and 1061:
Page 1062 and 1063:
23-12. 23-13. 23-14. SECONDARY TREA
Page 1064 and 1065:
Page 1066 and 1067:
Page 1068 and 1069:
23-46. SECONDARY TREATMENT BY SUSPE
Page 1070 and 1071:
Page 1072 and 1073:
23-7. Influent Q SECONDARY TREATMEN
Page 1074 and 1075:
23-12 REFERENCES SECONDARY TREATMEN
Page 1076 and 1077:
Page 1078 and 1079:
SECONDARY TREATMENT BY ATTACHED GRO
Page 1080 and 1081:
( a ) ( b ) SECONDARY TREATMENT BY
Page 1082 and 1083:
z z � dz L 0 SECONDARY TREATMENT
Page 1084 and 1085:
Page 1086 and 1087:
Page 1088 and 1089:
Page 1090 and 1091:
Inlet from primary Raw wastewater D
Page 1092 and 1093:
Page 1094 and 1095:
Page 1096 and 1097:
25 -1 INTRODUCTION 25 -2 SECONDARY
Page 1098 and 1099:
Solids flux, kg/m 2 � h 10 8 6 4
Page 1100 and 1101:
Suspended solids concentration, kg/
Page 1102 and 1103:
SECONDARY SETTLING, DISINFECTION, A
Page 1104 and 1105:
d. The clarifier overflow rate (OFR
Page 1106 and 1107:
TABLE 25-4 Secondary clarifier over
Page 1108 and 1109:
TABLE 25-5 Ranges of loading rate f
Page 1110 and 1111:
Page 1112 and 1113:
TABLE 25-7 Typical chlorine dosages
Page 1114 and 1115:
Page 1116 and 1117:
Page 1118 and 1119:
With the aid of this text, you shou
Page 1120 and 1121:
25 -4. 25 -5. SECONDARY SETTLING, D
Page 1122 and 1123:
26-1 INTRODUCTION 26-2 CHEMICAL PRE
Page 1124 and 1125: The removal of phosphorus to preven
Page 1126 and 1127: Hints from the Field. Experience fr
Page 1128 and 1129: Sand on bottom Effective size Unifo
Page 1130 and 1131: Denitrification Filters. Coarse-med
Page 1132 and 1133: TABLE 26-7 Typical filtrate water q
Page 1134 and 1135: Carbon Selection The critical eleme
Page 1136 and 1137: Visit the text website at www.mhpro
Page 1138 and 1139: 26-6. 26-7. A dual media denitrific
Page 1140 and 1141: WASTEWATER PLANT RESIDUALS MANAGEME
Page 1144 and 1145: TABLE 27-1 Typical design propertie
Page 1146 and 1147: M N Supernatant P Filtrate Degritte
Page 1148 and 1149: TABLE 27-2 Mass balance equations f
Page 1150 and 1151: TABLE 27-3 Mass balance equations f
Page 1152 and 1153: TABLE 27-5 Advantages and disadvant
Page 1154 and 1155: Multiplication factor, K 14 12 10 8
Page 1156 and 1157: This is less than 1.5 m/s so the pi
Page 1158 and 1159: TABLE 27-6 Occurrence of thickening
Page 1160 and 1161: Air bubble formation WASTEWATER PLA
Page 1164 and 1165: TABLE 27-9 Example lime dosages for
Page 1166 and 1167: Ms Vsl � ( �)( Ssl )( Ps) 3 Ms
Page 1170 and 1171: TABLE 27-11 Characteristics of supe
Page 1172 and 1173: 3 3 3 270 m /d[ 38, 000 g/m �( 0.
Page 1176 and 1177: c. Solve the mass balance for COD .
Page 1180 and 1181: With a safety factor of 5, the esti
Page 1182 and 1183: The remainder of the discussion on
Page 1188 and 1189: c. Compute the heat loss by conduct
Page 1190 and 1191: CO 2 in digester gas, % 50 40 30 20
Page 1196 and 1197: Hydraulic: Solids loading: 3 10. 7
Page 1200 and 1201: 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. Des
Page 1206 and 1207: 27-26. 27-27. 27-28. 27-29. 25 mm i
Page 1208 and 1209: Task Committee (1988) “Belt Filte
Page 1210 and 1211: CLEAN WATER PLANT PROCESS SELECTION
Page 1212 and 1213: 9. It is essential that residuals m
Page 1214 and 1215: TABLE 28-1 (continued) Important fa
Page 1216 and 1217: CLEAN WATER PLANT PROCESS SELECTION
Page 1218 and 1219: 28-9 TABLE 28-6 Conceptual process
Page 1220 and 1221: TABLE 28-7 (continued) Process Adva
Page 1222 and 1223: TABLE 28-8 (continued) Process Adva
Page 1224 and 1225:
CLEAN WATER PLANT PROCESS SELECTION
Page 1226 and 1227:
TABLE 28-13 Advantages and disadvan
Page 1228 and 1229:
TABLE 28-14 (continued) Process Adv
Page 1230 and 1231:
Inffluent Carbon source Anoxic 0.5-
Page 1232 and 1233:
Page 1234 and 1235:
Page 1236 and 1237:
Page 1238 and 1239:
Bioreactor distribution channel 27.
Page 1240 and 1241:
Page 1242 and 1243:
28-33 TABLE 28-18 (continued) Unit
Page 1244 and 1245:
Elevation, m 26 24 22 20 18 16 Maxi
Page 1246 and 1247:
TABLE A-1 Physical properties of wa
Page 1248 and 1249:
TABLE A-3 Properties of saturated w
Page 1250 and 1251:
TABLE A-7 Properties of air at stan
Page 1252 and 1253:
TABLE A-9 Properties of selected or
Page 1254 and 1255:
A-9 TABLE A-11 Characteristics of c
Page 1256 and 1257:
U.S. sieve designation Size of open
Page 1258 and 1259:
TABLE C-1 Hazen-Williams friction c
Page 1260 and 1261:
C-3 TABLE C-4 SI-based velocity and
Page 1262 and 1263:
C-5 TABLE C-4 (continued) SI-based
Page 1264 and 1265:
C-7 TABLE C-5 (continued) Hydraulic
Page 1266 and 1267:
APPENDIX D U.S. ENVIRONMENTAL PROTE
Page 1268 and 1269:
TABLE D-1 (continued) Ct values (mg
Page 1270 and 1271:
Page 1272 and 1273:
Page 1274 and 1275:
TABLE D-10 Ct values (mg · min/L)
Page 1276 and 1277:
A/O, 23-10, 23-11 A 2 /O, 23-11, 23
Page 1278 and 1279:
Beta (β) factor in aeration, 23-32
Page 1280 and 1281:
Concentrate, RO/NF, 9-9 Conceptual
Page 1282 and 1283:
Dissociation: table of constants, A
Page 1284 and 1285:
Freundlich equation, 14-29 Froude n
Page 1286 and 1287:
esins, 8-2 backbone, 8-2, 8-3 matri
Page 1288 and 1289:
Microfiltration (MF) and ultrafiltr
Page 1290 and 1291:
Pathogens, in drinking water, 2-25,
Page 1292 and 1293:
Radium-226, removal of, 14-21 Radon
Page 1294 and 1295:
Settling velocity, 10-3-10-7 and So
Page 1296 and 1297:
levels, 17-26 location, 17-23-17-25
Page 1298 and 1299:
stabilization, 28-18 thickening, 28
Page 1300 and 1301:
Useful conversion factors Multiply
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