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N 4-19. 002 004 FIGURE P-4-18 50 m 50 m 50 m 100 m 100 m Proposed new well 50 m 50 m 50 m 001 003 005 Knotquite Well Field No. 1 Approved: Knotquite 1.0 km For the well field layout shown in Figure P-4-19 on page 4-46, determine the effect of adding a sixth well. Is there any potential for adverse effects on the well or the aquifer? Assume all the wells are pumped for 100 days <strong>and</strong> that each well is 0.300 m in diameter. Aquifer data are shown below the well field data. Fair Well Field No. 2 Well no. Pumping rate (m 3 / s) 1 0.020 2 0 . 035 3 0.020 4 0.015 5 0 . 030 6 (proposed) 0.025 The aquifer characteristics are as follows: Storage coefficient � 2.11 � 10 �6 Transmissivity � 4.02 � 10 �3 m 2 / s Nonpumping water level � 9.50 m below grade Depth to top of artesian aquifer � 50.1 m Depth of well (m) 105.7 112.8 111.2 108.6 113.3 109.7 WELLS 4-45
4-46 WATER AND WASTEWATER ENGINEERING 5 3 1 4-20. 4-21. N 300 m 300 m 300 m FIGURE P-4-19 What pumping rate, pumping time, or combination thereof can be sustained by the new well in Problem 4-19 if all of the well diameters are enlarged to 1.50 m? For the well field layout shown in Figure P-4-21 on page 4-47, determine the effect of adding a sixth well. Is there any potential for adverse effects on the well or the aquifer? Assume all the wells are pumped for 180 days <strong>and</strong> that each well is 0.914 m in diameter. Well data are given in the table below. Aquifer data are shown below the well field data. Bode Well Field No. 3 Well No. Pumping rate (m 3 / s) 1 2 3 4 5 6 (proposed) 150 m 150 m 150 m 150 m 150 m Plant 1.5 km 300 m 300 m 300 m Proposed new well 4 2 Fair Well Well Field No. 2 Approved: 0.0426 0.0473 0.0426 0.0404 0.0457 0.0473 Depth of well (m) 169.0 170.0 170.0 168.0 170.0 170.0
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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
Page 140 and 141: 3-2. 3-3. 3-4. Design a shore river
Page 142 and 143: Elev. = 335.1 m FIGURE P-3-6 Condui
Page 144 and 145: 3-8 3-9 3-1. 3-2. (3) efficiency at
Page 146 and 147: 4-1 INTRODUCTION 4-2 DESIGN ELEMENT
Page 148 and 149: quality standards, the strata that
Page 150 and 151: TABLE 4-1 Typical isolation distanc
Page 152 and 153: Pump discharge Large diameter sucti
Page 154 and 155: Grout overflow Drilled hole diamete
Page 156 and 157: Minimum of 4 m of water at start of
Page 158 and 159: pressure, the vent is essential to
Page 160 and 161: Protective casing Ventilation To wa
Page 162 and 163: In either instance, the degree of i
Page 164 and 165: TABLE 4 -3 (continued) Values of W(
Page 166 and 167: Drawdown, m 0.0 1.0 2.0 3.0 4.0 t o
Page 168 and 169: In addition, because each well is i
Page 170 and 171: Surface of seepage h iw 2r w h w Tr
Page 172 and 173: motor and pump are in the water in
Page 174 and 175: located by hydraulic analysis to lo
Page 176 and 177: Cumulative percent retained 100 90
Page 178 and 179: Screen Diameter The selection of a
Page 180 and 181: An analysis of the water indicates
Page 182 and 183: 3 × − ( 225 . )( 2. 818 10 m/s)(
Page 184 and 185: The open area of the screen is The
Page 186 and 187: NPSH A � 9.6 m 38.7 m NPSH R �
Page 188 and 189: 4-3. 4-4. 4-5. 4-6. 4-7. 4-8. 4-9.
Page 192 and 193: 2 137.5 m Plant Proposed new well 6
Page 194 and 195: 4-24. EXTRACT FROM WELL LOG Locatio
Page 196 and 197: 4-7 4-8 4-1. 4-2. 4-3. 4-4. 40.0 60
Page 198 and 199: 5-1 INTRODUCTION 5-2 REDUNDANCY AND
Page 200 and 201: Unloading may be accomplished by pn
Page 202 and 203: c. From Table 5-1 , an interruptibl
Page 204 and 205: Liquified Gases. Gases are normally
Page 206 and 207: TABLE 5-2 Dry feeder characteristic
Page 208 and 209: 5-11 5 cm schedule 80 pvc fill line
Page 210 and 211: Chlorine gas feeder Remote from con
Page 212 and 213: 5-15 TABLE 5-5 Recommended material
Page 214 and 215: ⎛ 1 ⎞ ⎛ 1 ⎞ 3 ( 4750 , kg/d
Page 216 and 217: 5-19 Chemical (D = dry; L = liquid;
Page 218 and 219: 5-9 CHAPTER REVIEW When you have co
Page 220 and 221: 5-5. 5-6. 5-7. chlorine gas cylinde
Page 222 and 223: 5-12 REFERENCES Anderson, J. L. (20
Page 224 and 225: 6-1 INTRODUCTION 6-2 CHARACTERISTIC
Page 226 and 227: condition the small particles for s
Page 228 and 229: � Anode Negatively charged ion Pa
Page 230 and 231: TABLE 6-1 Frequently used inorganic
Page 232 and 233: As shown in Figure 6-5 b, the charg
Page 234 and 235: Case I Acid is added to carbonate b
Page 236 and 237: pH 14 13 12 11 10 9 8 7 6 5 4 3 2 1
Page 238 and 239: 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
Page 494 and 495:
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
Page 634 and 635:
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
Page 644 and 645:
TABLE 15-8 Typical selection of cen
Page 646 and 647:
of rotary drum vacuum filters are u
Page 648 and 649:
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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Page 672 and 673:
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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Page 688 and 689:
Page 690 and 691:
Page 692 and 693:
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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
Page 722 and 723:
TABLE 17-4 Needed fire flow (NFF) f
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c. The peak hour demand is then est
Page 726 and 727:
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
Page 732 and 733:
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
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TABLE 17-9 Required duration for fi
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Riser Pipe. This pipe is connected
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Side view Side view Top view Top vi
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FIGURE 17-14 Horizontal pump with a
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TABLE 17-10 Typical minor loss fact
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increased reliability of service an
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Sanitary Protection of Water Mains
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17. On a pipe network, locate the p
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17-8. 17-9. 17-10. 100 mm 100 mm 10
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17-16. 17-17. 17-18. 17-19. 17-20.
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17-24. 17-25. g. System pressure is
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128 m 120 m N Bacon Road 120 m FIGU
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17-3. 17-12 You have been asked to
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GENERAL WASTEWATER COLLECTION AND T
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TABLE 18-2 Principal flow rate term
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TABLE 18-5 Typical composition of u
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Final Use or Disposal Practice LAND
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TABLE 18-17 Summary of requirements
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18-7. 18-8. 18-9. 18-10. GENERAL WA
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128 18-12. 120 120 128 MLD 1 MAR 20
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19-1 INTRODUCTION 19-2 PREDESIGN AC
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Street Main Wye Connection to main
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Spigot FIGURE 19-3 Nomenclature of
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Elevation HHA (Start pumps & sound
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Because the sewer is under pressure
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The pipe is manufactured with integ
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Slope. All sewers shall be designed
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• A drop manhole may be used to m
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TABLE 19-5 Typical values of n that
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Note that cos 1/2 q � 1 � 2 d /
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4 Increase slope Start Compute flow
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and 14.5 L/s, respectively. Infiltr
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Q full, m 3 /s Q/Q full v/v full j.
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w. Column 10, line 3: The slope of
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Drop manhole 150 mm water main FIGU
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piping system should be designed ba
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and the size of solid that can pass
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The ground floor must be set above
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TABLE 19-8 Submergence depth requir
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station is located at a low point,
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TABLE 19-9 Personal protective equi
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19-3. 19-4. Write an equation that
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an inverted siphon that will carry
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20.82 Harrison Ave. 19.96 19.55 19.
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Peters, J., E. G. Malter, and B. Sc
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HEADWORKS AND PRELIMINARY TREATMENT
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TABLE 20-1 Typical screw pump selec
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h. To meet the redundancy requireme
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c 40 35 30 25 20 15 10 5 0 0.01 FIG
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(a) 5 pipe diameters (b) Magnet coi
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Deck Deck (a) (c) Continous chain s
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Location. In nearly all cases, scre
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(a) (b) A B C D E 4 Average Q 5 n
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5. Differential headloss for activa
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2. Sensors for headloss should have
Page 868 and 869:
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Grinders Grinders pulverize the sol
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Cumulative percent passing 100 90 8
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ate of velocity of the roll. The pa
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ulb shape to provide this geometry
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TABLE 20-11 Typical design criteria
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. Using the peak hour flow rate fro
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Wastewater flow Average daily flow
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Example 20-6. Determine the equaliz
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h. The mass of BOD 5 entering the e
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The basins may also be made out of
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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.
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Parshall, R. L. (1926a) Bulletin 33
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21-1 INTRODUCTION 21-2 SEDIMENTATIO
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number of particles decreases with
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Scum trough Scum pit Scum pipe Brid
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or by sizing of the primary clarifi
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If the hydraulic gradient is such t
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c. The elevation of the bottom of t
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Solution: a. Note that the clarifie
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The feedwell can promote flocculati
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Circular baffle Influent FIGURE 21-
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d. After another iteration, the fee
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are too low, the orifice may not be
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A single sludge hopper with a cross
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Hose bibs should be provided at eac
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4. Discuss the proposed design phil
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21-12. Design a splitting box for t
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U.S. EPA (1975) Process Design Manu
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22-1 INTRODUCTION 22 -2 ROLE OF MIC
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Obligate anaerobes are microorganis
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1 O2�2H �2e H2O 2 � � ⇌ 1
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HO H : O : H HO H + HO H HS R CH 2
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NADH Flavoprotein Quinone Cytochrom
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Bacterial numbers 10 6 10 5 10 4 10
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FIGURE 22-9 Population dynamics in
Page 946 and 947:
E q uations 22-16 and 22-19 are a f
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The microbiology, stoichiometry, gr
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The � nm values for nitrifying or
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Growth Kinetics. The substrate util
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TABLE 22-2 Volatile fatty acids and
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pH, low nitrogen, low oxygen, and h
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22 -3. 22 -4. 22-5. 22-6. 22 -7. De
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Monod, J. (1949) “The Growth of B
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SECONDARY TREATMENT BY SUSPENDED GR
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Page 966 and 967:
TABLE 23-1 Selected activated sludg
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DO uptake (mg ⁄ L·d) Substrate (
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Preanoxic Influent Postanoxic Anoxi
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Influent Influent Anaerobic Aerobic
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(a) (b) Air Influent Air Influent B
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Aeration tank (Q + Qr ) Q, S0 , X0
Page 978 and 979:
Page 980 and 981:
Page 982 and 983:
Page 984 and 985:
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Using Equation 23-12 , this may be
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j. Add the following constraint in
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where NO x � concentration of NH
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. Estimate the mass of O 2 as �3
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TABLE 23-6 Typical clean water oxyg
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h. The required air flow rate is fo
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SDNR, g NO 3 -N/g biomass . d 0.4 0
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Page 1002 and 1003:
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TABLE 23-10 U.S. EPA’s recommende
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Minimum 1.2 m Dia precast manhole s
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. For three cells of equal size, th
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Grit chamber Raw sewage pumps Wet w
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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
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Page 1056 and 1057:
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Return Activated Sludge (RAS) RAS r
Page 1060 and 1061:
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23-12. 23-13. 23-14. SECONDARY TREA
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Page 1066 and 1067:
Page 1068 and 1069:
23-46. SECONDARY TREATMENT BY SUSPE
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23-7. Influent Q SECONDARY TREATMEN
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23-12 REFERENCES SECONDARY TREATMEN
Page 1076 and 1077:
Page 1078 and 1079:
SECONDARY TREATMENT BY ATTACHED GRO
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( 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
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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/
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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
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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
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25 -4. 25 -5. SECONDARY SETTLING, D
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26-1 INTRODUCTION 26-2 CHEMICAL PRE
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The removal of phosphorus to preven
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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 1142 and 1143:
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 1162 and 1163:
Page 1164 and 1165:
TABLE 27-9 Example lime dosages for
Page 1166 and 1167:
Ms Vsl � ( �)( Ssl )( Ps) 3 Ms
Page 1168 and 1169:
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 1174 and 1175:
Stage 1: Hydrolysis and fermentatio
Page 1176 and 1177:
c. Solve the mass balance for COD .
Page 1178 and 1179:
Page 1180 and 1181:
With a safety factor of 5, the esti
Page 1182 and 1183:
The remainder of the discussion on
Page 1184 and 1185:
Page 1186 and 1187:
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 1192 and 1193:
Page 1194 and 1195:
Page 1196 and 1197:
Hydraulic: Solids loading: 3 10. 7
Page 1198 and 1199:
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2. 3. 4. 5. 6. 7. 8. 9. 10. 11. Des
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Page 1204 and 1205:
Page 1206 and 1207:
27-26. 27-27. 27-28. 27-29. 25 mm i
Page 1208 and 1209:
Task Committee (1988) “Belt Filte
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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:
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:
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-
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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
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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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