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Dedication To all the professionals in the water and wastewater industry who give of their time and wisdom to the generations that follow, and especially to M yron Erickson, P.E Thomas C. Gavin, P.E. Ti mothy D. McNamara, P.E. Thomas Newhof, P.E., BCEE Lucy B. Pugh, P.E., BCEE Carlos A. Sanlley, Ph.D. J i mmy L. Spangler, P.E. Jeffrey R. Stollhans, P.G. for the advice and wisdom they shared to make this book possible.
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Page 2 and 3: List of the elements with their sym
Page 4 and 5: WATER AND WASTEWATER ENGINEERING
Page 6 and 7: WATER AND WASTEWATER ENGINEERING De
Page 10 and 11: ABOUT THE AUTHOR Mackenzie L. Davis
Page 12 and 13: This book is designed for use by pr
Page 14 and 15: Larry Sanford, Assistant Supervisor
Page 16 and 17: PROFESSIONAL ADVISORY BOARD Myron E
Page 18 and 19: Lucy B. Pugh, P. E., BCEE, Vice Pre
Page 20 and 21: Preface 1 The Design and Constructi
Page 22 and 23: 7-10 Problems 7-40 7-11 Discussion
Page 24 and 25: 15 Water Plant Residuals Management
Page 26 and 27: 22 Wastewater Microbiology 22-1 22-
Page 28 and 29: Appendix A A-1 Properties of Air, W
Page 30 and 31: 1-1 INTRODUCTION 1-2 PROJECT PARTIC
Page 32 and 33: TABLE 1-1 Some observed professiona
Page 34 and 35: In alternative approaches such as d
Page 36 and 37: The client’s view of the project
Page 38 and 39: eading journal articles, and partic
Page 40 and 41: Establishment of Design Criteria. D
Page 42 and 43: TABLE 1-3 Guidance for minimum equi
Page 44 and 45: S ite limitations. The location and
Page 46 and 47: In conjunction with the client, the
Page 48 and 49: equirements because an initial assu
Page 50 and 51: points in the construction be ident
Page 52 and 53: documents (EJCDC, 2002). Not withst
Page 54 and 55: 1-10 1-3. 1-4. 1-1. 1-2. 1-3. The c
Page 56 and 57: Metcalf & Eddy, Inc. (2003) Wastewa
Page 58 and 59:
2-1 WATER DEMAND 2-2 WATER SOURCE E
Page 60 and 61:
TABLE 2-1 Design periods for water
Page 62 and 63:
TABLE 2-3 Typical wastewater flow r
Page 64 and 65:
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
Page 72 and 73:
TABLE 2-9 Theoretical relationship
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1995 Jan 2.89 0.1445 0.387 0.25 0.6
Page 76 and 77:
Page 78 and 79:
Page 80 and 81:
3. 4. GENERAL WATER SUPPLY DESIGN C
Page 82 and 83:
Page 84 and 85:
Page 86 and 87:
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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Page 98 and 99:
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
Page 116 and 117:
75 m diameter piping Water surface
Page 118 and 119:
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
Page 146 and 147:
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
Page 160 and 161:
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
Page 180 and 181:
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
Page 200 and 201:
Unloading may be accomplished by pn
Page 202 and 203:
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;
Page 218 and 219:
5-9 CHAPTER REVIEW When you have co
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5-5. 5-6. 5-7. chlorine gas cylinde
Page 222 and 223:
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
Page 228 and 229:
� 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
Page 242 and 243:
Jar test II Jar numbers 1 2 3 4 5 6
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Example 6-4 illustrates the impact
Page 246 and 247:
Polymer. In rare instances, usually
Page 248 and 249:
The velocity gradient may be though
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The focus of this discussion is on
Page 252 and 253:
Example 6-5. Using Table 6-4 select
Page 254 and 255:
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
Page 282 and 283:
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
Page 290 and 291:
The product of the activity of the
Page 292 and 293:
4. Removal of noncarbonate hardness
Page 294 and 295:
log[Ca 2+ ] 0 -2 -4 -6 -8 -10 2 FIG
Page 296 and 297:
(a) (b) (c) CO 2 CO 2 CO 2 Ca 2�
Page 298 and 299:
Five reactions that are employed in
Page 300 and 301:
c. With p K a 1 � 6.35, solve Equ
Page 302 and 303:
179.0 mg/L as CaCO 3 � 20 mg/L as
Page 304 and 305:
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
Page 310 and 311:
log[species] log[species] 0 �2
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7-29 Lime Raw water CaCO 3 sludge L
Page 314 and 315:
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
Page 320 and 321:
From Table 7-5 at a temperature of
Page 322 and 323:
CO 2 that is not dissolved. Exposur
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7-6. 7-7. 7-8. 7-9. Well No. 1, Lab
Page 326 and 327:
7-13. Using K sp , show why magnesi
Page 328 and 329:
7-24. Determine the lime and soda a
Page 330 and 331:
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
Page 336 and 337:
Properties of Ion Exchange Resins E
Page 338 and 339:
and Y j qj � q where q T � tota
Page 340 and 341:
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
Page 346 and 347:
The larger the laboratory or pilot
Page 348 and 349:
The column should be operated long
Page 350 and 351:
volume should be estimated in the t
Page 352 and 353:
TABLE 8-3 Typical range of design c
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d. Compute the the area in [B17]. 3
Page 356 and 357:
8-6 CHAPTER REVIEW When you have co
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8-3. Repeat Problem 8-2 assuming co
Page 360 and 361:
(a) C, meq/L C, meq/L (b) 12 10 8 6
Page 362 and 363:
CHAPTER 9 REVERSE OSMOSIS AND NANOF
Page 364 and 365:
Bacteria, protozoa, algae, particie
Page 366 and 367:
Flux Several models have been devel
Page 368 and 369:
Permeate water Source water & flow
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Permeate water Concentrate outlet P
Page 372 and 373:
TABLE 9-1 Typical NF/RO membrane pr
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d. This indicates that the solubili
Page 376 and 377:
In mg/L this is �3 ( 2. 58 �10
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Solution: a. The saturation value o
Page 380 and 381:
9-7 15. Design a membrane array to
Page 382 and 383:
Masters, G. M. (1998) Introduction
Page 384 and 385:
10-1 INTRODUCTION 10-2 SEDIMENTATIO
Page 386 and 387:
g � acceleration due to gravity,
Page 388 and 389:
Newton’s coefficient of drag, C D
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A B C D E F G 3 Input data 4 5 Diam
Page 392 and 393:
In the upflow clarifier, particle-l
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50% 50% v 0 /2 perspective, this im
Page 396 and 397:
Depth, m 0.0 0.5 1.0 1.5 2.0 0 41 5
Page 398 and 399:
Suspended solids removal, % 80 70 6
Page 400 and 401:
about 60 � . The configurations a
Page 402 and 403:
For cocurrent settling, the settlin
Page 404 and 405:
TABLE 10-1 Alternative settling tan
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24 m max Influent channel 0.05L to
Page 408 and 409:
second stage. These flocculate with
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Recommended values for the settling
Page 412 and 413:
Horizontal-Flow Rectangular Sedimen
Page 414 and 415:
If the sludge zone is not counted,
Page 416 and 417:
TABLE 10-5 Typical design criteria
Page 418 and 419:
Operation and Maintenance. To facil
Page 420 and 421:
f. Check the approach velocity. v a
Page 422 and 423:
• Use lower mixer speed (80 to 85
Page 424 and 425:
10-14. 10-15. 10-16. Depths, a Time
Page 426 and 427:
10-19. W idth of each tank Length o
Page 428 and 429:
11-1 INTRODUCTION 11-2 AN OVERVIEW
Page 430 and 431:
conventional depth filter. The bott
Page 432 and 433:
In the mid-1980s, deep-bed, monomed
Page 434 and 435:
TABLE 11-1 Typical properties of fi
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11-4 GRANULAR FILTRATION THEORY Mec
Page 438 and 439:
Depth, m 0.0 0.2 0.4 0.6 0.8 1.0 0.
Page 440 and 441:
TABLE 11-2 Formulas used to compute
Page 442 and 443:
Solution. The computations are show
Page 444 and 445:
where v b is the backwash velocity
Page 446 and 447:
The expanded bed porosity (next to
Page 448 and 449:
design when the raw water is improp
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Example 11-5. In continuing the des
Page 452 and 453:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Page 454 and 455:
(a) (b) (c) Intel main Wash water o
Page 456 and 457:
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
Page 462 and 463:
e. Check depth using height of back
Page 464 and 465:
Influent Effluent 2 where v 1 , v 2
Page 466 and 467:
In addition to providing for a mini
Page 468 and 469:
TABLE 11-8 Design criteria for sing
Page 470 and 471:
TABLE 11-10 Design criteria for tri
Page 472 and 473:
TABLE 11-13 Approximate flow veloci
Page 474 and 475:
With the use of this text, you shou
Page 476 and 477:
11-9. 11-10. b. Anthracite coal E
Page 478 and 479:
11-15. 11-16. 11-17. What effect do
Page 480 and 481:
G ullet dimensions B a ckwash water
Page 482 and 483:
11-3. 11-4. Explain what air bindin
Page 484 and 485:
12-1 INTRODUCTION 12-2 MEMBRANE FIL
Page 486 and 487:
Operating pressures (kPa) Size (mic
Page 488 and 489:
Ferry (1936) developed a model for
Page 490 and 491:
Transmembrane flux Transmembrane pr
Page 492 and 493:
Pore sealing with superposition (in
Page 494 and 495:
TABLE 12-4 Comparison of hollow-fib
Page 496 and 497:
12-4 MF AND UF PRACTICE Process Des
Page 498 and 499:
Process Design Membrane Process Sel
Page 500 and 501:
Example 12-2. Determine the number
Page 502 and 503:
• Prudent design suggests install
Page 504 and 505:
12-8. 12-9. Determine the number of
Page 506 and 507:
13-1 INTRODUCTION 13-2 DISINFECTION
Page 508 and 509:
Chlorine existing in the form of HO
Page 510 and 511:
The distribution of the reaction pr
Page 512 and 513:
Example 13-2. Estimate the percent
Page 514 and 515:
Chlorine dioxide and ozone can oxid
Page 516 and 517:
The transformed data are ⎛ 1 1
Page 518 and 519:
Chlorine. The chlorine must penetra
Page 520 and 521:
Example 13-4. The data for HOCl dis
Page 522 and 523:
Time, min 1000 100 10 Hom-Haas Mode
Page 524 and 525:
Regulatory Context. Selection of an
Page 526 and 527:
Water that spends a long time in th
Page 528 and 529:
Iron, manganese, and sulfides exert
Page 530 and 531:
Weight Percent Chlorine. Chlorine i
Page 532 and 533:
it is delivered at a pH of about 12
Page 534 and 535:
The American Water Works Associatio
Page 536 and 537:
(a) (b) (c) Plan Section Rectangula
Page 538 and 539:
. From the definition of hydraulic
Page 540 and 541:
solution is 40 mg/L (U.S. EPA, 1986
Page 542 and 543:
TABLE 13-9 Log-removal/inactivation
Page 544 and 545:
a n d if the ozone concentration re
Page 546 and 547:
Multiple Contact Reactors. When seq
Page 548 and 549:
• AWWA Standard B702 for sodium f
Page 550 and 551:
Pump suction line Overflow line Mix
Page 552 and 553:
• Corrective action drills and ma
Page 554 and 555:
13-9. Because of high TOC in the ra
Page 556 and 557:
13-15. by ion exchange. The time fo
Page 558 and 559:
13-21. The town of Wallowa has aske
Page 560 and 561:
13-26. Determine the chemical feed
Page 562 and 563:
LaGrega, M. D., P. L. Buckingham, a
Page 564 and 565:
REMOVAL OF SPECIFIC CONSTITUENTS 14
Page 566 and 567:
The oxidation-reduction reaction wi
Page 568 and 569:
Comment. According to Ghurye and Cl
Page 570 and 571:
SO 4 2� � 50 mg/L NO 3 � �
Page 572 and 573:
14-9 TABLE 14-2 Arsenic treatment t
Page 574 and 575:
TABLE 14-3 Typical sorption treatme
Page 576 and 577:
2MnSO4 �2Ca( HCO3) 2�O2 → 2Mn
Page 578 and 579:
NF Yes Start Is No water aerobic ?
Page 580 and 581:
Treatment Strategies The primary me
Page 582 and 583:
In each of these instances, the reg
Page 584 and 585:
(Drewes et al., 2005; Nghiem et al.
Page 586 and 587:
Liquid in Shell Random packing Gas
Page 588 and 589:
G 2 0.1 m Fp � rg (rw -rg ) 0.4 0
Page 590 and 591:
Raw water TCE � 72.0 � g/L Te m
Page 592 and 593:
3. A spreadsheet was used to perfor
Page 594 and 595:
Solution: a. From the Freundlich eq
Page 596 and 597:
TABLE 14-10 Guide to selection of G
Page 598 and 599:
Geosmin concentration ng/L 140 120
Page 600 and 601:
16. Evaluate a preliminary design o
Page 602 and 603:
14-10. 14-11. 14-12. Packing � 90
Page 604 and 605:
Djebbar, Y. and R. M. Narbaitz (199
Page 606 and 607:
U.S. EPA (2005) A Regulator’s Gui
Page 608 and 609:
WATER PLANT RESIDUALS MANAGEMENT 15
Page 610 and 611:
TABLE 15-1 Major water treatment pl
Page 612 and 613:
Volume Reduction Relationships In t
Page 614 and 615:
Thus, on a theoretical basis, each
Page 616 and 617:
solution, 1.5 to 2 mg/L of sludge i
Page 618 and 619:
Solution. The mass balance diagram
Page 620 and 621:
5. Sludge lagoon overflow. 6. Dewat
Page 622 and 623:
the Mg(OH) 2 . The carbonated sludg
Page 624 and 625:
Influent pipe FIGURE 15-2 Continuou
Page 626 and 627:
Solids flux, kg/d·m 2 1,200 1,000
Page 628 and 629:
the supernatant must be returned to
Page 630 and 631:
. Estimate the height of the thicke
Page 632 and 633:
Lagoon Design. The required area an
Page 634 and 635:
Solids dewatered Coagulant 7 to 10%
Page 636 and 637:
The filtrate from the sand drying b
Page 638 and 639:
L � ( Di)( Psinitial )( �) A M
Page 640 and 641:
c. The data in column 5 is a conver
Page 642 and 643:
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
Page 650 and 651:
Example 15-8. A lime softening wate
Page 652 and 653:
Surface discharge (as permitted) Tr
Page 654 and 655:
No pretreatment - Disposable AA - F
Page 656 and 657:
Direct discharge to river Inject be
Page 658 and 659:
Commercial producers of topsoil use
Page 660 and 661:
15-4. If the mass of dry solids in
Page 662 and 663:
15-18. The reject from the MF membr
Page 664 and 665:
15-25. 15-26. 15-27. 15-28. 15-29.
Page 666 and 667:
Kawamura, S. (2000) Integrated Desi
Page 668 and 669:
DRINKING WATER PLANT PROCESS SELECT
Page 670 and 671:
Page 672 and 673:
Contaminant categories Reverse osmo
Page 674 and 675:
Contaminant categories Processes Re
Page 676 and 677:
Page 678 and 679:
Collector well DRINKING WATER PLANT
Page 680 and 681:
Page 682 and 683:
Page 684 and 685:
16-17 Reservoir FIGURE 16-6 E xampl
Page 686 and 687:
Page 688 and 689:
Page 690 and 691:
Page 692 and 693:
Page 694 and 695:
Page 696 and 697:
Influent value (automatic process)
Page 698 and 699:
Page 700 and 701:
16-33 Checklist Asset categorizatio
Page 702 and 703:
TABLE 16-10 Water system—layered
Page 704 and 705:
Feedwater from wells 42,000 m 3 /d
Page 706 and 707:
Mississippi River FIGURE P-16-4 MWW
Page 708 and 709:
16-9. 16-10. DRINKING WATER PLANT P
Page 710 and 711:
16-11. Primary recovery trains Reje
Page 712 and 713:
B A Lagoon system Racoon River Cont
Page 714 and 715:
16-7 16-8 16-1. 16-2. 16-3. 16-4. 1
Page 716 and 717:
17-1 INTRODUCTION 17-2 DEMAND ESTIM
Page 718 and 719:
the additional requirement of provi
Page 720 and 721:
In designing the water system, the
Page 722 and 723:
TABLE 17-4 Needed fire flow (NFF) f
Page 724 and 725:
c. The peak hour demand is then est
Page 726 and 727:
Pipe Material Selection Standards a
Page 728 and 729:
where p 1 , p 2 � pressure at poi
Page 730 and 731:
Solution: a. The hydraulic analysis
Page 732 and 733:
Four basic closure methods are used
Page 734 and 735:
Spring Pressure relief FIGURE 17-5
Page 736 and 737:
1. Run of standard tee 2. Run of te
Page 738 and 739:
Pressure control, high and low pres
Page 740 and 741:
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
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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
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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
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Visit the text website at www.mhpro
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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
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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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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
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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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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
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2 W Influent Rotor 6m L Brush rotor
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j. As in step (g), estimate � nit
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c. The cross-sectional area of the
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A suggested design approach is as f
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Recognizing that V F � V S = V T
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At a fill time of 2.25 h 1233 , , 4
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TABLE 23-17 BOD/P and COD/P ratios
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Return Activated Sludge (RAS) RAS r
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23-12. 23-13. 23-14. SECONDARY TREA
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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
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SECONDARY TREATMENT BY ATTACHED GRO
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( a ) ( b ) SECONDARY TREATMENT BY
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z z � dz L 0 SECONDARY TREATMENT
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Inlet from primary Raw wastewater D
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Page 1094 and 1095:
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25 -1 INTRODUCTION 25 -2 SECONDARY
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Solids flux, kg/m 2 � h 10 8 6 4
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Suspended solids concentration, kg/
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SECONDARY SETTLING, DISINFECTION, A
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d. The clarifier overflow rate (OFR
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TABLE 25-4 Secondary clarifier over
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TABLE 25-5 Ranges of loading rate f
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TABLE 25-7 Typical chlorine dosages
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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
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Sand on bottom Effective size Unifo
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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
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26-6. 26-7. A dual media denitrific
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WASTEWATER PLANT RESIDUALS MANAGEME
Page 1142 and 1143:
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TABLE 27-1 Typical design propertie
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M N Supernatant P Filtrate Degritte
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TABLE 27-2 Mass balance equations f
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TABLE 27-3 Mass balance equations f
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TABLE 27-5 Advantages and disadvant
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Multiplication factor, K 14 12 10 8
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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
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TABLE 27-9 Example lime dosages for
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Ms Vsl � ( �)( Ssl )( Ps) 3 Ms
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TABLE 27-11 Characteristics of supe
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3 3 3 270 m /d[ 38, 000 g/m �( 0.
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Stage 1: Hydrolysis and fermentatio
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c. Solve the mass balance for COD .
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With a safety factor of 5, the esti
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The remainder of the discussion on
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c. Compute the heat loss by conduct
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CO 2 in digester gas, % 50 40 30 20
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Hydraulic: Solids loading: 3 10. 7
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2. 3. 4. 5. 6. 7. 8. 9. 10. 11. Des
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27-26. 27-27. 27-28. 27-29. 25 mm i
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Task Committee (1988) “Belt Filte
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CLEAN WATER PLANT PROCESS SELECTION
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9. It is essential that residuals m
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TABLE 28-1 (continued) Important fa
Page 1216 and 1217:
Page 1218 and 1219:
28-9 TABLE 28-6 Conceptual process
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TABLE 28-7 (continued) Process Adva
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TABLE 28-8 (continued) Process Adva
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TABLE 28-13 Advantages and disadvan
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TABLE 28-14 (continued) Process Adv
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Inffluent Carbon source Anoxic 0.5-
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Bioreactor distribution channel 27.
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28-33 TABLE 28-18 (continued) Unit
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Elevation, m 26 24 22 20 18 16 Maxi
Page 1246 and 1247:
TABLE A-1 Physical properties of wa
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TABLE A-3 Properties of saturated w
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TABLE A-7 Properties of air at stan
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TABLE A-9 Properties of selected or
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A-9 TABLE A-11 Characteristics of c
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U.S. sieve designation Size of open
Page 1258 and 1259:
TABLE C-1 Hazen-Williams friction c
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C-3 TABLE C-4 SI-based velocity and
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C-5 TABLE C-4 (continued) SI-based
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C-7 TABLE C-5 (continued) Hydraulic
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APPENDIX D U.S. ENVIRONMENTAL PROTE
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TABLE D-1 (continued) Ct values (mg
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TABLE D-10 Ct values (mg · min/L)
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A/O, 23-10, 23-11 A 2 /O, 23-11, 23
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Beta (β) factor in aeration, 23-32
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Concentrate, RO/NF, 9-9 Conceptual
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Dissociation: table of constants, A
Page 1284 and 1285:
Freundlich equation, 14-29 Froude n
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esins, 8-2 backbone, 8-2, 8-3 matri
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Microfiltration (MF) and ultrafiltr
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Pathogens, in drinking water, 2-25,
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Radium-226, removal of, 14-21 Radon
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Settling velocity, 10-3-10-7 and So
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levels, 17-26 location, 17-23-17-25
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stabilization, 28-18 thickening, 28
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Useful conversion factors Multiply
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