WQ0002648_Seagrove Additional Information_20200701

Michael T. Walker —Secretary
Seagrove- Ulah Metropolitan Water District
P.O. Box 370
Seagrove, NC 27341
Subject:
Request for renewal of permit number WQ0002648
Seagrove -Utah Metropolitan Water District WWTF
Randolph County
This letter requests the renewal of permit # WQ0002648. The request is for the continued operation of
a 30,000 GPD wastewater treatment and 40 acre land application area for disposal of collected and
treated wastewater.
The treatment facility is comprised of 1) an influent flow meter, 2) a 30,000 GPD package wastewater
unit made of a)34,286 gallon aeration basin, and b) a 7,938 gallon clarifier, c) course bubble aeration
diffusers with 4 available 80 CFM air blowers, d) air lift RAS pump, e) motor driven skimmer and sludge
scrapping arms. The facility is further comprised of a 1,003-gallon chlorine contact chamber with liquid
chlorine dosing pumps. The treatment works is equipped with a 150 kw standby generator to operate
all equipment.
The treated effluent of the plant falls to a 588,000-gallon(0.58MG) storage pond that is equipped with
surface aeration for holding treated effluent until land application occurs. There are two pump stations
with intakes in the 0.58MG pond. The original older pump station with 2 75 HP pumps applies water to
the spray fields for land application, while the second newer pump station with 2 75 hp pumps,
constructed in 2007, but soon to be completed, shall move water from the 0.58MG pond to either the
spray fields or to a 2007 constructed 2 MG treated water equalization lagoon if needed. Water pumped
to the 2MG lagoon can then fall back by gravity to the 0.58 MG pond for land application when
conditions permit. The 2MG lagoon is comprised of a synthetic lined lagoon, 2 — 30 HP surface aerators,
floating decanter, and hand operated decant and drain valves.
The land application area consists of 40 acres with 16 zones of from 12 to 16 spray heads each. The land
application area is planted in blue grass and remains green year-round. The application fields are
mowed regularly during the growing season to maintain the cover planting and not migrate to trees.
The aeration plant wastes solids to a sludge pit once per week which is hauled by a local hauler to the
Asheboro WWTP for processing at that plant once every 2 weeks or sooner if needed.
The Seagrove -Utah plant was once part of the Luck's Family foods plant that canned various food
products. At that time the wastewater facility had significant food processing flows and required the
inclusion of a 60,000 GPD package treatment plant, dissolved air floatation for particulate removal,

equalization tank, and active screening equipment. Since the closure of the food processing plant, the
industrial treatment equipment has stood idle many years and is no longer usable.
A process flow diagram, included, shows the unused and active equipment, and the flow routing of
wastewater through the treatment works. This diagram includes the unused equipment at the plant site
for the reviewer to have landmarks and a better understanding of the evolution of the treatment plant
to be permitted.
There exist 201 operating spray heads on the land application spray fields. The spray heads are grouped
into 16 spray lanes that range from 8 to 21 spray heads per lane depending on the topography. A
controller in the existing pump house is programmed to cycle through combinations of lanes (2 to 4 at a
time) that were found to maintain an adequate pressure so that either the spray head impactor would
receive enough flow to work as designed but that the nozzles do not spray too far onto roads or into the
boundary trees. At the current flows of 13,000 GPD water is applied to the fields 2 times per week with
1 group of lanes active at any time segment. The time segments are set for 15 minutes each with 6
segments, a land application event is therefore 6 times 15 minutes. As a result, the spray nozzles
operate for 15 minutes each and disperse approximately 50,000 gallons of water over the 40 acres 2
times per week. 201 spray heads applying to 40 acres means that each spray head covers about 0.2
acres. At the maximum flow of 30000 GPD dispersed over 201 sprayers then each 0.2 acres will receive
149 GPD, or 0.027 inches per day, or 0.19 inches per week.
LANE ACRES HEADS
1
2.1
11
2
2
11
3
2.1
11
4
3.4
18
5
2.2
16
6
2.6
14
7
2.7
16
8
2.4
9
9
2.3
11
10
2
8
11
2.7
10
12
2
8
13
2.2
9
14
2.1
9
15
3.4
19
16
3.8
21
This table represents the land area and number of spray heads on the
Seagrove spray fields where wastewater is applied.
We strive to maintain this facility on a minimum budget from our citizens but perceiver in trying to meet
the laws that govern us all. Thank you for your help and consideration.

Thls lines tloes ocasionally
tlischarge aIn water from floor
grztngs I" de the empty plant""
should be drvertetl D storm sewers.
I HIGH WATER Influent Metz, EXISTING _
ELFA 671' MANHOLES
BOTTOM ELEV: 656'
INSTALLED At wasewater enters through
i
'''S ..�,...,..,.
r „ .-e�vrovev FLOATING app be upperc er of E^ISTI G INDUSTRIAL
SCREENED DECANTER -IAVON GRAIN hlstl b Thepp WASTE CRFFNING
INSTALLED f h b h I
E`Bt� 2 MG b tl P h gh h
TREATED WATER fl tl h EXISTIN
EQUAL2Al10N LAGOON h The ly EXISIIN OMF'P `
M' MANhIOL-
ti 4 9 l b fl he ASt SCREENING T
12" OVERFLOW. sea tl II I b nbe
Oth ghave been
INSTALLED pe—dHIv Pl oggetl
e ff- P6 L�MH 1 ti
IXISTINC
q ^ RIM ELEV 674.0' ISTRIDU[
INVERT: 653.5' B /�
\\ EXISTING 60H EXISTING 3DK
1'ft�PC3EE:. BASIN \\ INDUSTRIAL IREATMENT DOMESTIC THE MENT�
INLET PIPE INSTALLED PLANT PLANT f� EXISTING
TH IS INLET LINE IS CURRENTLY ►RGP$9EFY 12' DRAIN f -PUMP
UNDER CONSTRUCTION TO LINE 70 EXISTING HOUSE
COMPLETE. THE ORIGINAL HOLDING POND
INSTALLER I IT TO RUN THIS
PI HE THE ENTIRE DI STANCE �' INSTALLED
TH E PIPE SHALL BE WORKING �� Ng{ a /
AP^'y..
BY AUGUST 12020 - �r
- FORCE MAIN i
EXISTING W
EXISTING CL2 CONTACT VALL VE i
INVERT: INVERTS:. �%
EXISTING TREATED WATER 661-0 646.5'
HOLDING ROME)
ZINGNOR
S
LINES EXISTING
e� EXISTING CL2 "'LODGE D
Issn
FEED SHED RIT LEGEN
ITRd kd h RED xare
ge A ad b o f b gp gg a,a f bend
,? P ry f .nand not
3 slutlge P PP IY veN2 IY wok9 ball.
EXISTING eeks by a pomptruck and Lnesmarork nGREENarell current
rr ed to Asheboro VN P
PUMP STATION e wastewater pathways through the
INSTALLED / W/ 2 EXISTING PI
PR6Pfl3E2r SCREENED '� SPRAY FIELD PUMPS L d n BetermLAkCK g, f a g„
SUCTION LINES Iandapplb oftreatedwaDe—ter
INSTALLED Fronk s, ever
EXI H ING-.,..----,: ' d f 'I'd
P
FORCE MAIN PUMP STATION 13UILDINC tl PI bIy -the
EXISTING TO SPRAY FIELDS 20 MGl g h st ng
Wj 2 NEW y tem. C PI fine
SPRAY FIELDS �.� PUMPS TO SPRAY FIELD achm tl Taton shall
�-.,, Oft EQUALIZATION LAGOONS b ,ompl d byA g st2020
YY w i... � vv ,•`
SINSTALLED
b ^C•,,. SA
FORG MAIN
TO CONNECT
TORE ISTING
HYDRAULIC PROFILE
NTS
APRIL
DFV
DFi
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AS DID
This modlfiedsite--aeewas mad, from the en xo. 9
as built Plans from 2001 and from a si
pperto need L on e 2020�
Barry King PE# 2]0 1b

Survey &, Mapping for: LUCK'S INC.
SLAGROVE NC. PROPER
�1��✓ / I \�\, K CHLAND TO VNShIP --- RANDOLP OFJTf
kv, a �6 tiOKT-I GAROLR DECFIjBER 10, '991
I �S 5,C :"elL l 0 D 0 R ED R Q i392
6�
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i0.94 TO ACRES CAGLE SURVEYS
s �
N` Elv':'RE ROUTE #1 BOX 13
Ss n^ BC, TARY SEAGROVE N. C. 27341
��
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WASTEWATER TREATMENT PLANT IM1ROVEMENTS
EQQAUZATION LAMONS
Foe -naE
TOWN OF SEAGROVE
Hobbs, Upchurch & Associates, P.A.
Consultin86ptneers
F R
R�:s,ovs
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RAND9LPH CONVT", NORTH G/k17UNA
SOUTHERN NC — CHAR107f6, NC
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NAGS HEAD NC RALE(GH T,
MYRTLE BEACH,SC BFAUFGRT SC
-
EXISTING SPRAY FIELDS PLAN
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WASTEWATER TREATMENT PLANT IMPROVEMENTS
EOUALIZATION LAGOONS
FOR THE
SEAGROVE-ULAH METROPOLITAN WATER DISTRICT
TOWN OF SEAGROVE
RANDOLPH COUNTY, NORTH CAROLINA
`�YI-A2
HOBBS, UPCHURCH & ASSOCIATES, P.A.
I UPI CONSULTING ENGINEERS
SOUTHERN PINES, NORTH CAROLINA 28387
REVISED APRIL 2007

GENERAL CONSTRUCTION NOTES
GENERAL
A. FOUNDATIONS..
CONTRACTwWL
BE COORDINATED SO THAT THE CONSTRUCTION SEQUENCE CAN
is MAXIMUM ALLOWABLE ME( BEARING PRESSURE = CUTS PSF ON
BE FOLLOWED. THE
SUPPLIOR/MANUFACTURE REPRESENTATIVES MUST BE PRESENT TO ASSIST WITH
FILL
a LAP LENGRO SHALL BE "CLASS R' TENSION LENGTHS AS SPECIFIED
ALL INTERMEDIATE
AND FINAL STARTUPS. THE ENGINEER WILL INSPECT ME FACILITIES PRIOR TO
2, EXCAVARONS AND FORMS SHALL BE REVIEWED BY THE
IN TABLE 5—S(B) IN THE ONCE HANDBOOK-1692, UNLESS OTHERWISE
NOTED ON THE DRAWINGS. SPLICES SHALL BE STAGGERED SO THAT NOT
STARTU,.
ENGINEER PRIOR TO PLACING CONCRETE
MORE THAN ONE HALF THE BARS ARE AM ICED AT ANY ONE LOCATION.
CONSTRUCTION SEQUENCE
S. AS DIREGTFD BY 'ME ENGINEER, LOOSE AND UNSUITABLE
9, HOOKS SHALL BE IN ACCORDANCE WON THE AT SPECIFICATIONS,
MATERIAL SHALL BE REMOVED FROM THE BOTTOM OF THE
UNLESS OTHERWSE NOTED.
i GRADE, INSTALL EROSION
CONTROL MEASURES AND STORM DRAINAGE PIPING.
FOUNDATIONS AND REPIACED WITH COMPACTED STRUCTURAL
2 INSTALL HOPE USED
E0. LAGOONS, AERATORS AND RELATED PIPING
FILL OR STONE.
4. PLACE CONCRETE FOR WALLS AND S .ADS IN ALTERNATE
JOINTS LOCATIONS
SECTIONS AND PROVIDE CONSTRAT
10 HIGH CHAIRS FO SAND STATES (HOP) SHAH BE USED TO
STEEL IN FOOTINGS. SLABS AND OTHER
SUPPERS IN CONTACT
MEMBERS IN CONTACT WITH THE EARTH.
3. CONSTRUCT NEW PUMP BUILDING, PUMPS, RELATED PIPING AND ELECTRICAL.
4. INSTALL NEW SPRAY PUMP. SUCTION LINtS, INTAKE SCREED AND CONCRETE SUPPORTS
IN EXISTINGIMG HOLDING PONp.
TU XI
GHUWN ON THE DRAWINGS; OR AT SU FEET MAXIMUM.
NOTE: THE EXISTING PUMP
HULLOING SHALL REMAIN IN OPERATION DURING CONSTRUCTION
5. PH
©RACING AGAINST WALLS REQUIRED TO PREVENTDAARBL
ME.
MAGE DURING COMPACTION OF FILL,
6. ALL HILL BENEAhi STRUCTURES SMALL BE SELECT MATERIAL
A WATERSTOF
SHEET INDEX
FREE FROM ROOTS, TRASH WOOD SCRAPS, AND OTHER
1. PROVIDE CONTINUOUS PVC WATERSTOPS WHERE SHOWN ON
EXTRANEOUS MATERIALS. PLACE FILL IN .FTS NOT EXCEEDING 8
DRAWINGS. AT EXTERIOR WALL CONSTRUCTION JOINTS AND
INCHES AND COMPACT EACH LIFT TO BAD DENSITY AT OPTIMUM
MOISTURE CONTENT AS MEASURED BY WOOD D698. FILL
WHERE DIFFERENTIAL HEIGHTS OF FLUIDS EXIST ON EITHER SIDE
1.
COVER SHEET
PLACEMENT SHALL BE UNDER THE CONTROL OF AN INDEPENDENT
OF WALL.
2
CONSTRUCTION NOTES AND SHEET INDEX
TESTING LABORATORY,
2, WATERSTGO SHALL BE MANUFACTURED OF VIRGIN MATERIAL
3
EXISTING SITE FLAN
?. ALL DICK ILL BEHIND WALLS SHALL. BE SELECT GRANULAR
MATERIAL RIVE FROM ROOTS, TRASH, WOOD SCRAPS, ADD OTHER
COMPOSED OF AN EABTOMERIC PGLWINYL CHLORIDE
COMPOUND MEETING THE REQUIREMENTS OF CORPS OF
4
SITE PLAN
FXRANEOUI MATERIALS, CONTAINING LFBS THAN 20 PERCENT
ENGINEERS CRD—05- SUBMIT MANUFpGTUREWS LITERATURE
SHOWING COMPLIANCE WITH THE ABOVE SPECIFICATION AND
5
GRADING AND EROSION CONTROL PLAN
MATFMAL PASSING THE NO. VIVO EEVE. PLACE BACKFILL N LIVES
NOT EXCEEDING 8 INCHES AND COMPACT EACH LIFT TO END
SHOWING WATERSTOP SHAPES FOR USE.
6
STORM DRAINAGE PLAN
DENS TY AT OPTIMUM MOISTURE CONTENT AS MEASURED BY
ASTM D698. FILL PLACEMENT SHALL BE UNDER THE CONTROL OF
.
3WATERSiOP$ AT CONSTRUCTION JOINTS SHALL BE 6 INCH
7
EROSION CONTROL DETAILS
AN INDEPENDENT TESTING INCRATORY.
MINIMUM LENGTHDUMBBELL' TYPE UNLESS OTHERWISE
INDICATED ON DRAWINGS WATERSTOPS AT EXPANSION JOINTS:
8
EQUALIZATION LAGOON PLAN AND SECTION
SHALL BE 9 INCH MINIMUM LENGTH 'DUMBBELL TYPE WITH 3/4
INCIi MINIMUM INSIDE DIAMETER CENTER BULB. UNLESS
9
HYDRAULIC FLOW SCHEMATIC
B. CONCRETE
OTHERWISE INDICATED ON DRAWINGS.
10
DETAILS
i CONCRETE SURGE DEVELOP 4000 PSI. MINIMUM COMPRESSNE
T ALL SPLICING OF WAICIRITIS SHALL BE SHOP FABRICAIEE
11
DETAILS
STRENGTH AT 28 DAYS,
EXCEPT THAT BUR SPLIGESMAY BE FIELD FARRICATED.
12
DECANTER DETAILS
2. CONCRETE WORK SHALL CONFORM i0 'BUILDING COUE
SSRLIG 1tOOR—SILUL
13
DETAILS
MFNNW_MENiS
A AND 'FNVUR-89, NMENTRI
FOR RERING CENCONCRETE ,.ACI STRUCTURES'.
ENr,EEEREG CONCRETE STRUCTURES". AG s oR-es.
} STEEL $HALL CONFORM TO 'STANDARD SPECIFICATION FOR
STRUCTURAL STFFL' ASTM A36
14
PROPOSED PUMP BUILDING FLOOR PLAN
3. ED ADDITION —RIME WORK SHALL CONFORM TQ SPECIFICATIONS
2 TUBING 'STANDARD
15
PROPOSED PUMP BUILDING ELEVATIONS
FOR STRUCTURAL CONCRETE FOR BUILDINGS, AL 30T-96, EXCEPT
AS ODUGHWISE NOTED.
SPROAURAL
OT-5HVEOCONPORLDE
SPECIFICATION FOR HOT -FARMED WELDED AND G, CRAFT
CARBON STEEL STRUCTURAL TUBING; ASTM nsbD, cwme B,
16
SE-1
PROPOSED PUMP BUILDING SECTIONS
EXISTING SPRAY FIELDS PLAN
OF CONCRETE SHALL.BE CURED A MINIMUM 2F I DAYS BY ONE EXCEPT
MORE METHODS IFI CHAPTER i E PT
0 E ET OLTS FC EO IN CiUP E 2 0 AC 301-E9 EXCE
II —Al OR
3 S1 EEL. WORK SHALL CONFORM TO 'SPECIFICATION FOR
E-1
ELECTRICJM. SITE PLAN
FILMS
POLYETHYLENE FILMS SHALL HOT BE USED FOR THE CURING OF
CONCRETE WORK
STRUCTURAL STEFI BUILDINGS RENEWABLEEE STRESS DESIGN AND
PLASTIC DESIGN." OF THE AMERICAN INSTITUTE OF STEEL
E-2
ELECTRICAL SERVCE LAYOUT FLAN
WORK
JUNE 1, r989, AND THE "CODE of
E-3
PROPOSED PUMP BUILDING ELECTRICAL PLAN
5 CONCRETE FORM SHALL CONFORM TO ACI 34TR-TB B4) AND
AD MANUAL SP 4. (
DFA, HARD PRAION,CTICE
IC RON STEEL
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES:'.
EFFECTIVE sEPTEMBER T, 1986.
E-4
ELECTRICAL DETAILS
6.PROVIDE. GCNSTRUCTION OR CONTROL JOINTS AT LOCATONS
4 CONNECTION BOLTS SHALL BE 3/4 INCH DIAMETER CONFORMING
E-5
ELECTRICAL DETAILS
SHOWN ON DRAWINGS. AT OFFSETS AND CFWNOFS IN DIRECTION, AND
AT 30 FEET MAXIMUM. CONSTRUCTION JOINTS IN WALLS SHALL BE
TO "STANDING SPEGFRATION FOR HIGH STRENGTH BOLTS FOR
STRUCTURAL STEEL IOINTS " ASTM A32S-89 UNLESS OTHERWISE
E-6
ELECTRICAL DETAILS
LOCATED 10'-0' MINIMUM DISTANCE If— ALL WALL INTERSECUONG.
NOTED, CONNECTIONS ARE BEANING TYPE WITH THREADS
). CHAMFER EXPOSED EDGES OF CONCRETE 3/4 INCH, UNLESS
EHCLUDED FROM SHEAR PLANES, INSTALL EACH BOLT WITH A
HARDENED WASHER UNDER THE NUT OR HEAD, WHICHEVER IS
OTHERWISE NOTED..
INGWR FOR 11GHTENINO TO THE REQUIRED TENSION.
C REINFORCING I
—ELOPE,
5. OVERSIZE HOLES AND SLOTTED HOLES SHALL NOT BE USED FOR
i BARS SITALL BE ROLLED FROM NEW BILLET —STEEL OF DOMESTIC.
BOLTED CONNECTIONS ON THIS PROJECT EXCEPT AT LOCATIONS
NOTED ON THE DRAWINGS.
MANUFACTURE CONFORMING TO STANDARD SPECIFICATION FOR
DEFORMED AND PLAIN BILLET—STEEE BARS FOR CONCRETE
6 WELDING SHALL BE BY WELDING CPFACORE WHO HAVE BEEN
REINFORCEMENT' ASTM A615 GRADE 60,
FREVIOUSRLY QUALIFIED BY TESTS AS PRESCRIBED W THE
RTRLDIRRAL WELDING CODE,' AWN Ei.i-00 OF THE AMERICAN
2 WELDED VARE FABRIC SHALL CONFORM TO 'STANDARD
GO CIFICAUGH FOR WILDEIS SILL, WIRE FABRIC FOR CONCRETE
REINFORCAMFNT," ASTM A185
WELDING SOCIETY TO PERFORM THE TYPES OF WASS RECORDS
ON THIS PROJECT.
3. RETAIL ANDFABRICATE REINFORCING STEEL IN ACCORDANCE
AIR THE AMERICAN CONCRETE INSTITUTE 'AGI GRAILING
i. THE CONS RACTOR SHALL PROVIDE ADEQUATE TEMPORARY
BRACING. SHORED AND GUYING OFFRAMING AGAINST WIND,
CONSTRUCTION LOADS AND OTHER TEMPORARY FORCES UNTIL
MANUAL — 994,' PUBLICATION P 66 (94)
SUCH PROTECTON IS NO LONGS REQUIRED FOR THE SAFE
4 A INFORCI G STEEL N PEACE SHALL DE REwEWED BY THE
OF THE FRAMING.
ENGINEER
ENGINEER PRIOR TO PLACING CONCRETE
8 ANCHOR BELT LENGTHS SHOWN ON THE DRAWINGS SMAi1
5. PROVIOE DABS AT CORNERS AND INTERSECTIONS OF THE SAME
NCLUDE DOWNS OF NOT LESS THAN 3 INCHES IN LENGTH,
PROVIDE ONE NUT AND ONE WASHER WITH EACH ANCHOR BOLT
NUMBER AND GTE AS I.ONGDUDINAL BARS IN FOOTINGS, STABS,
GRADE BEAMS AND WARS, DR PROVIDE HOOKS IN HORIZONTAL
UNLESS OTHERWISE NOTED,
BARS IN ACCORDANCE WITH C DETAIUNG MANUAL
9 ALL STMCFUNCL STEEL., BOLTS AND ACCESSORIES SHALL
E. PROVIDE BARS (2 EACH FACE) AT EACH SIDE OF OPENINGS IN
AFTER FABRICATION AND BEFORE ASSEMBLY A
PROTECTIVE COATING OF ZINC IN CONFORMABLE WITH
SEARS WALLS AND EXTEND ')'—O" PAST OPENED. IF SUCH AN LAB
D WA
NOT OBTAINABLE, T'cRMiNATE THE CAR WITH A
'STALLR
STANDARD SPECIFICATION FOR ZINC (HOT GALVANIZED}
COADNGR FROM ROLLED
STANFOIRD TIS
STANDARD HOOk.
SHARES, STRIP' WEN
FORCED STEEL ES, PLANES ASTM
AND FORCFO STEEL SHAPES, PLATES BARS, AND CORNING
A123 AND STANDARD SPECIFICATION FOR ZING COATING
/ IMBRICATE CONTINUOUS BAR.. IN WALLS AND SEADS TO THE
LONGEST PRACTICABLE LENGTHS.
(HOT —DIP) ON IRON AND STEEL HARDWARE;' ASTM A153.
SEAGROVE,
N.C.
`Hy
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DDD
WWTP
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LEGEND
---- GRADE CONTOUR
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EXISTING
N. \\ { t\ EXISTING E 1 i
a
--- EXISTING
PROPOSED GRADE CONTOUR
v l
i A
r
l� GRASS
PATCHUT
I / t BUILDING I t l
W/QUTLfT4 i PIPE\1
-
EXISTING WETLAND$
\ !
\ tt
lr t
-Q, 1
t�� \ 7
--
I u tl i BA
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EXISTING VO ASPI{
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\ `--—"".
l
-
1 v a ExrGrlNc
POWER
201E_ i aye l4
.�, ,-
i _
i_ ,_
I \ tl POWER
400 — ___-__. _...._______ __.--- . __- _ ___ I / ___ __-______.t, p� 1._ ___ASP}1 --------- J ----------- -Pk--POLE %iiF"A
/ %,, \ EDGE OF DRIVE I( 7 d /
�n CAT G PAVEMENT I t _ ' ii � - y „
GRAVEL `a \ �' CATCN BASIN 7 { t T�� >T
TRUCK PAR INf. \X W 0 7Lk7 \\ -
PIPES _ S _ rJ l t �y qp
HP, - _ EXISTING
EXISTING EXISTING \� EXISTING (IO iT �.,. '� '" - " ---
EXI TING - '� t_ _1' _'24' CMP
CODE OF OUTLET CATCH BASI<J' -POLE, TYP,. _ - `- a _..-
CAI H BASIN '- _ -� INVERI .-
GRAVEL W/ OUTLETZ---
EjBOXES lYP.. W/ OUTLETt�'r ��__ -�
PAVEMENT PIPES / `a f ._ "\ I V-., r "ypA
EXISTAR - _ APPROXIMATE\ / 82fi ..
PIPS /� i
II
CMP _- a _
�cocnnoN of
NVEF'T 880II1 PROPERTY LINE
S �.I EXISTING _ �\'Ft
400 fie" TNL A - ,30' CMP - 30 CMP "'6er' o*d�,-
INVERT. 663.9J
G' EXISTING J 1 / _ ---! Y'- -_ _.-a .EXISTING WATER LINE i _-/ '
EXISTING tII GNP
�- _ - '/ i T, A•-�
+- -'1S CM(' - - ,\ 70 BE ABANDONED
INVERT 68t H4 - l`t_ - / /- �_G E Y
_IM1VLRI tiII0 NJ -`t F - / _ lI u/
EXISTING �> / �� - �- -' _ a 1 /// / . / � ,(X' EXIST NG 30K $ T
EXISTING WATER LINE 1 - .� DGME.;TTC IREATMENT� <
`30 CUP L �..,. i I A i. \
-EXISTING / - TO BE ABANDONED ``0 - ((Siff , PINTI
CHIP
INVERT: B82.SL \ \\\JA„
INVERT 683.29 ... - - - _- �1... _. \ ) _" J,� EXISTING 60K \
LT
__ _ 4 f
L- (1-�_,.� INDUSTRIAL IRE41MLNT-. _
�-aax '�' 1 C "EYJSTING JV i' 'T
FLOWE9 -F �. B VL 8
tR� .+. P
\ . AN
k
y INv
FE'EXINCE O� 7\INV
NSI J� �•N,Z T
^.,
4\
EXISTNG OLD
\ tY g
QOI
vqL W z
ING J �a
l-1ZAFdN
I Z
� I
1
ABANDONNED WELL�\ t �`. Wa °'A - fix: ''EXISTING
i w
4' SLUDGE
OSTIN�_
A G
LOJ� vFW -
ONES
/ ✓ T i —'(\ I T iiEEXISDNC TREAItiD � \ 'EXISTING
n �_w
J' r; 'C _- _ /(1 j �� / /i // WATER d S �� ' Wit PUMP HOUSE
% / WElLANP !r "'ey WETLAND L - •,}• I 1 r IXISUN G.INTAKE �t 1q�\ �6' FORGE MIAIR
�i "'1.r.� ^ 1 } SCREENING AND 1 t" t TO PRAY HELD
SUCTION LINES ) t
WETLAND- - --- i _ ISTING T- ED WATER r ^�
BEAR HOLDING POND
� -_ - - __ � �
CREEK 1
f \��.
WETLAND
"
o
(�, --
iBEAR CREEK "' ""_ = _--_ �1wr __'' 'r
EXISTING SITE PLAN
BEA CREEK
p 100 200 300 400 A Io zo aq,ao so 500 690 700 SUO
SCAI.£ IN FEPi

//
GRAVEL \_
m
EXISTING
GRADE. CONTOUR
1 \\
�-
BRACE CONTOUR `` , �r
CHAIN LINK FENCE , `�'
SILT FENCING V
OF DISI URBANCE
\ l
\\l\
` CON; \ \\
...'\\1/
//
\
\\
\\
-C \ t 1 ly" U{
I \ ZS \\ 1\ f I \za`
\ I I Nip
1 \ 1C \\ l\ t
\\ GI
PROPOSED
PROPOSED
o-.- -.-� PROPOSED
LIMITS
�y
-"�'){/�� EXISTING
WETLANDS
\ 11
\1 \\ \ ll\{t
1�Ga.'.Y
PROPOSED
ROCK SILT SCREEN
1 \
`. /A
\
\\\
1
\�I� \\\ \\\
�\ 1�
�► PROPOSED
ER. CONTROL SWALE
„-
APHALT
.:� -
AHALT (t
i ORI SE 4
RIP
AD LINED SWALE.
500
__ - ..—
__-_ _-----___
g
\X�
EXISTING 1 i i
BUILDING GR AI
\
k
1\ AREA OF DISTURBANCE
1
f
\\ 3,03 ACRES
TO
//
\\
I
Is
ASPH
L7[MPP
NAM iT
-..- AA
1
-
A--_
.::
400
-_-
GRAVFI.
___ --_ __.----_____ ..___-.
_
\\ "�
—__- _..
--
DRIVE
Ail—
TRUCK PAR
ING �'
f
%
l EXISTII
\ CATCH
G
BASIN
- i a t
EXISTING
....
I GRAVEL
I'
-EXI
EXISTING EXIST�G LGHT
OUTLET POL TfP
EXI ZING
BOXES, TYP /
CATCH BASIN /
ING jj()L-_1 2
�` 1
..S'���..o
11t1
IIII
SEE STORM DRAINAGE PLAN'
FOR STORMWATER DIVERSION
PIPING AND SrRUCTVRES
'-.
,---
335.ao'-
DRIVE '�, i/
t J 1� 1 g'
t I� ,ya \ %'�`�~
a
CAT
H BASIN j----'�`"J /
.,
Iht
- -
_�'-.
io'
- _
--
'!3 -.____ PROPOS
! I V1 \ GRAVEL
I OPO ED P E\l EXISTING
�,;„
.D j it t °{ (\'WIANHOLE #1 \ FLOW
a
Fyn
"'2'�' -
x
t.,Od
�-
--
_ _-
- .�.
FLOATINI
T
1 i / 8 v _-RIM ELEV: 674.0' EQUAUZATION
I RT: 653 v' " TANK
4
i]
- ems._-
/ {
f ��
______.
PROPOSED
6' Pvc
GE GO
STORA �
a DIP \ I
�{
/
m I
Ii
BRAN LINE PROPOSE
g p
5,26� GA LONS _
----_,�-
FLOATING
_ + i
e ec
- �i- 1'r" DIP ` * 1 k t ol
i GV _PROPOSED \ i
'-t 1 RAVEL 11
41{ Y _
WC I 1 { i1' p 4
itn
II
_---'-'--
I ----'-""`
AERATOR
TYP. OF 2
\ 0
ERIMEFEO: i 1 EXISTING 3
RAIN LIh{E 12 D_LP `� 11 { 1 TREATMENT
TREATMENT K
Z
J 1°
1
I
i
HIGH WATE2.
.. UNE
.,
1 B"GV
1 _
I OVERt LOW t ° L
C {' \L>•�" Pli\Ni
-- 1 @ \
._.-_-F- o
�
__Il
� NDUSIIRIA60K
i TREATMENT
g
200
ID
REMOVE 80 LF •/ Y `^�'� EXISTING
SECTION OF \ -'gyp Oj µ�s%G `
\
o
/
I{
EXISTING FENCE }. II
k SLUDGE
o
Z
PROPOSED
6IST
! y EXISTINO
io
L.A�R..
8 PVC SDIT 35.
FORCE MAIN p _.o o
_
i ° EXISTING \ ySPRAY
p PUMP
_ U`�i o` T FJ�~} INVERT HOL10E
�z
�a
d
W
o
PROPOSED TICE tF
0�6'
! r VERTS: �j `
'PROPOSED
H oz
EXI STING
/
c---
TALL CHAIN LINK
FENCING W/
6 10'^-�
�A I'O-
WEIILAND
f
))
EXISNNG
WLIFT AND .
3
STRANDS &ARBED WIRE
t PROPOSED It 1 SPRAY
i -,` INTAKE_ - _ �j V HPUMP
SCREENING-_ RREAlG HOUSE
OUSE
_-
�
--
"E
�.
t -fiREATED W _ ---_
I
<
EXISTING WATER
TO
�`
DIMGPOND �f
'+
CREEK_-_-_
y4
ONE EXISTING
tll3AN00 U WETLAND.
\�
IIIEEE
n.
APWL 200i
t
♦
a...
�r
-BEAR CREEK
'�w
♦�'.'
EXISTING �"
W � FENCE
w^•iw \._a__ Ia _'°�
F
4
f
-
I � � +»i�EXISTING FORCE
FiGL
�►"'";' iMAiN TO SPRAY FIEF. INS _
AS INDICATED
/
- SITE PEA
; EXISTING WATER (NO ADDITIONS OR CHANGES
,i LINE TO RE TO EXISTING SPRAY FILELDS)
ABANDONED
I
4
0 100
200 - 300
0 iQ 2Q 30 40 5Q
400 5d0-
scA,e w FECT
fiC�O
700 800
1s

NCO LEGEND
---sue ---- EXISTING
CRADE CONTOUR f \\i\
- - -
/ 1i
asa PROPOSED
PROPOSED
/
GRADE CONTOUR �/'� \ \
CHAIN LINK FENCE '' \\\\
/ 1
// I \ O \\ \\ w t
PROPOSED
SILT FENDING
o�
LIMIT$
EXISTING
cy
OF DISTURBANCE CONO\\
WETLANDS
A
\
PROPOSED
�!
ROCK SILT SCREEN ` �.. / \
/
\\ SPHALT 1\\ \\ f1 J{�
\
i
�. PROPOSED
KIERAN
J
ER CONTROL SWALE � /
LINED SWALE
\ \ ARKINGiR
EXISTING
{i \)- `\ GRAS
l
1 1
AREA OF DISTURBANCE I I/ BUILDING I // i
\\ 3.OJ ACRES
\ _EXISTING POWER
PO TTP
A
^_
400
---
PROPOSED,
..'.. /
'x
GRAVEL
RUCK PAR
fA
< FENCE GATEoz
1 TYP OF 3
INC A \ EX STIR
CATCH
f..e-m'Q' `-� ^' .r t� l��!
BASIN.�i\
sa
Nm�
H m
^ t —
ad
II
hXi
II CAT
_- _
EXISTI
EXISTING �' -' /
CATCH BASIN / q..y ''.-- -
TING n 1Eo ,y.
H BASIN E v." -- // ._
SEE STORM DRAINAGE ...-y -- --- ---` i� ,
PIAN SHEET FOR STORM s°'� - -
DRAINAGE SIRVCTURES5.0� I J _ _PENCE GATES
- - s j� �IYP OF 3 G
__"- - ""r d - t ��(1 T L 1� 0%REIEI RING'L
y -----_ l
_ ___ t --� - EXISTING
-.-- flE12�My.-� _ '
z�
,L. p R
ti Ga -
{\GD lam"
_-__ _ ..cllu __ y t __� i -. ,�_
_ K,n -- EOUALIZATiO
__ �.. - Yfi ti.� fI i SWALE #2 KJ 'TANK
h
j
r11En END__
� E L�i
- rr `INVERT OUT.
'- _ p�'6.
—.' YIZvPO� GALLeWS
"
5�r� __\E• y. 1`� RIM ELEV6760 UMk� Yi'-
1
'
� �'� �•
SWALE #1
WATER J
��-
MNHESMH _-_-
.A
R RIM EtEV: 668.0'
'•
zqqJ
ILT FENCE--.
k
..OS.D�,M
"4!`tINVERT6560'�
4� -.\ � '�
62 :7fi
PFEN E GAT E _ l
SWALE #2 _ - SYP OE 3 "k &&.}�.
Ei
iDG
____ I'
-_ _ ssa5 �_ l- - 4 SLUDGE
�g �o
Z
SEDIMB TAE(0 SILT FEMCE�-'��
u BASIN #1 IPRA / . PROPOSEDo8
N /R P `
�f�rQD7SSIPATOR L.%� PUMW
���..z�
oa
W
/ W T ND #
SWALE IA
h�
- QQQQQ HOUSE
_ \ } "PROPOSED SDMH2#� r f2lFRAP
__ ) I" \ 1 t � EXISTING
[f\ umil
0RIM ELEV� " ` t y #bISSIPATOR I 1 t HOUSE
TREATED WATE"-
Q
Kw
�
Z
VPOND
Wh RANDSBEAR
CREEK
/ DELINEATED
i E\ \,'.IEXISTING
APR IL
2 OOT
/ ENCE EXISTING, C
AREA OF DISTURBANCE' �/ IA` o
k
DEW
/
/
_—��
EXISTING ©EAR CREEK
-'- ,__ MAIN T0.5BRAY El<
3.03 ACRES _ :B
1, ...� Ftnaeo ENo � l
._--'l '� .� +�,INVERT OU7 i� -'
- - _ 1.
i 6485'
N
DFW
BGL
/
/
WATER LINE
BE ABANDONED
GRADING
RIPRAP I �� +.`�.�..nc ✓
BEpIj -� WOODS LINE
AND EROSION CONTROL PLAN DI$51PaTOR „.—WEXISTING
WATE NGR SINE CREEK +'' TYPICAL
#I ATE
FD k3L ABANDONED"Ell-
—"AS INDICATED
5
J
—� _— ---
-
i
--------
0 100
200 300 400
a 1oa z 500 6qO 700 800
SCALE IN FEEL
16

EM34NhMNN1
....��
w
o-
fF EXISTING ,�
i - PRDPOSN OR 3 _'� L___._______ ___
CATCH BASIN JUNCTION 80X #3 "' ___________
RIM ELEV 690 0 PROPOSED
EX STING 30" CMP
STORM )r2AiN PIPE INVERT. 6740 FENCING
INVt Ri 683.97 - )� �
z
AL
V I'\1\~r� _ EXISTING iH CMP
ft00F DOUT: `F PIPC \\
----- _ FX19TIN, GE' CMP." -Y- Ic+- = D11!F
\
^� "- -rE+JP STORM DRAIN FIFE 1_ >� _INVERT OUT. 680.87 =.3��.�,'.IS
� INVERT- 68�4.Li�b-
o
'tk
- i PROPOSED 49 lF-
- HOPE NORM
_. -
WATER _�
WATER PIPE c �tlNC'Tt9P-'�
,Y T\ \ _ ^�1 i _L_ PROPOSED 76 LF '678
S6"4 HDPF STORM=
FLARED AND WATER PIPE -- ---- 673—
J 1 INVERT OUT '-'�-"�--------_6 71
6780
U -�
3
FENCE
SILT SILT FENCE �. �T
_.
r T
SE"
PROPOSED sf4�['�
" - FENCING - -IAI"
"S
�i
�'y� so-
OD
PROPOSED KIPRAI - 7 �„ IS EI O
FT
LINED SW #1 ,. '-.-_ `� - -_.,. lV^,. // bt4
2 OQ5,2
d
.R
---- \ GA
r rLLQN S
. '� -----
=— ------
a
m
�Q�-�., -- — 1
G
0 ^70 20 30 40 50
02
•C� � �'
STORM DRAINAGE LAYOUT N.
SCALE IN FEET
`;IV' 1 1 ( I 1 \lk 1 ii-_.._--_
-
aILT FENCE i \ i F. i t IIt 1 ( Il, - _
S i
TYPICAL x iy it 11 11 I\� \\) I i \\ ,
-
V
J �p I !'[.
It O iT1 ➢ /7
I PROPOSED TREATED
ii
O
';l WATER FORGE MAIN is f t i f T, I\i
PROPOSED 1 i
IFROM \
I. i / \1 0 PROPOSED,
I PUMP OUI aDING ,:.� t 1 1 \ t I I l l
i j
;\ T V , TT / I i C �FENCING 7 - f,
)A}� I �
IT
8
C
T
1 I J I _\ii F o PROPOSED 5 x5''
i \ )
, ..
i} STORM WATER
PROPOSED +� ( i II I PROPOU D TREAT .- - tT c 51 >I \ `y Tl Q, �s o T� ,, JUNCTION BOX #1
! i. 1 � i :! -i. RIM ELPA 636.67'
\\\�>
SEDDENTATIONy _--1
` / \-- - ,WATEF: FORCE MAIN 1 ( _ 1. `
/
° "y, `i *,T INVERT. 66II_0
RAP #i 1'--- I i FROM. PROPOSED �� 1 �� ,
_
\ \
PUMP BUILD�IryrG T \ PROPOSED 173 EF"i:0
,\ 1
jIr i m HDPF - 1
T ■{?f , x1� i \ `` \ \\ �1 �- "- S E ,\... STORM DRAIN PIPE'
F
t �, I ,7 � , � }�\ 7,� �� -,� ST EXISTING L
i i Y _.CATCH BASIN
INVERT: 6 AND 24" PIPING
t ` \ ? EXISTI 24" CMP
Z.
Zo
�
p
I STORM WAT PIPE
BEAR CREEK i I o `'xtom: �-' �f qtg �' INVERT OUTI6S1 67'
oa
y { o CONTRACTOR SHALL RENTAL
FLARED END t 1 I i \ 4-� Z89 ' i
-i ® i!�AND REPLACE EXISTING �q, T �' yj,,.� _MANHOLE TOP
INVERT OU ' - ) I �s \ T 1
tii 4
�, ) FENCE AS PEQUIREU FOR a'd1 T t �"---��"/ i TYPICAL
ti48.5' i•('({ ° CONSTRUCTION AND uRADiNG y'o
1t ■a■a� I� f/, �� �Dt9�,r•�" X ��
rMANHOtE #SOMH2 \ �\ -{ \\ Sr% .-, \ = Y\ \ ✓ T \ ` / �.
PROPOSED STORM WATER
i
2007
Id RIM EIEV 6590'rPF20POSED STORM WATER
-- 1� 4 1 I' 'INVERT: 652.0' \ \l \ \.\ f '`„MANHOLE #SQMHi 1\ >L t •i {� t t` '��
�APRIL
DFW
�,y""•�
9
11 I \ V RIM FLAB 6880- L \ 1 y 1 StW ER
G ATAOY
EVENT TUB 0 a \ SAC !`�"
���
DFW
Ttj1 'I to a , x > I v
�« o
SOL
1 i \ i�
v� \ �� \� , �- _
L ) �� \
INDICATED
EXISTING TREATED WATER _
L }},
HOLDING POND \'`�v — `�'} ' 1 �� "SST r
j \
aAS
s
0 10 20 30. 40 50
STORM DRAINAGE LAYOUT �•=•-I—•} '--I—+-j
SCALE IN FEET
- is

I P OF. HANK
PERMANENT SEEDING SCHEDULE
PERMANENT SEEDING MIXTURE WITH NURSE
CROPSTONE
SPECIES RATE (LB./AC'RE)
ROW OF DITCH
DATE
- �_.____-_-_,
TAIL FESCUE & 100
SERICEP LESPEDEZA 30
AUG 25 - OCT 25
SECTION VIEW
PENSACOLA BAHIAGRASS & 50
QR
NATURAL STONE
KOHE LEEPFDEZA 40
FEB15 - APR 15
GROUND CHECK VAM �^
3
TEMPORARY SEEDING MIXTURE
— 11
SPECIES RATE (LB.fACRE)
DATE
, �.. SHOULDER
(PROPOSED
PROPOFSED DITCH) - DROH SLOPE
BACK LOPE -
ANNUAL RYE (GRAIN) 8t, 120
CROSS SECTION
KOBE i FSPFOFIA 50
JAN 1 - MAY 1
GERMAN MILLET AS
.1 1 - AUG. 15
TEMPORARY GRAVEL CHECK DAM
ANNUAL RYE (GRAIN) 120
AUG 15 DEG 3O
r11 D..
'
sn TFENCE
UIG F.CAL STO E DYN L BE SILTEENCE rY£ h { y
LASS 'B TUNE FOR €N.G.
.CR-L IERXUALS, CLA ENT i?4yCE
}..
CON ARE XTONE SHALL BE ?N' E T.. �: �TAl
85 OR $5T'-E.
2. OUTLETS TO DE PLACED AT LOW
POINTS IN SILT FENCING, TO_ PP EW
SIUTFUSB-\ 'M-ENCE
OURENI
CANTROI -, �'
STONC I N
IOW 1'
STRUCTURAL
STONE 1'-6" WIN.
CADS: SECTION FRONT VIEW
SILT FENCE STONE OUTLET DETAIL
NOTE:
- --
TEMPORARY SEED MIX SHALL BE USED FOR ALL AREAS EXPOSED GREATER THAN ONE WEEK
AND SUBJECT TO FURTHER MSIUN3ANCE. PERMANENT SEED MIX SHALL BE CHECKED FOR
MAX. I
DEPTH
-TITER FACING
AND 10EATOED WIT( WIREa RS
ADEQUACY ON JULY 15
NON-WDVEN
GEOSYNTHETIC B
8 O.C. WITHOUT WIRE
SOIL AMENDMLNIS (TILLED l0 6' DEPTH PRIOR TO SLLL)ING)
RFAHRc RIPRAP"'A
_
APPLY AGRICULTURAL LIMESTONE - 2 TONS/ACRE
AND THICKNESS VARIES
SEE CHART BELOW
APPLY FERTILIZER AT A RATE OF 1,000 LB/ACRE (10-10-10).
NOTE: CLASS A RIPRAP 2" TO
CLASS B RIPRAP 12 TO 12"
CI ABE RIPRAP 5" 10 15'
_
u
��T�'
MULCH
CLASS II RIPRAP 9' TO 18"
A
MULCH - 2 TO 2 1/2 TONS/ACRE - SMALL GRAIN STRAW OR EQUIVALENT COVER
RIPRAP SWALF
COMPACTED_/
BACGHU-
T ,a
ANCHOR - ASPHALT EMULSION ON SLOPES. ® 430 GAL/ACRE (TYPE R.S.)
MULCH ANCHORING TOOL SHALL BE USED ON ALL OTHER AREAS.
., 3
EXTEND FA ITT AND
MAINTENANCE
MAX. 1 _
WIRE INTO TRENCH
REFERTILVE IN THE SECOND YEAR UNLESS GROWTH IS FULLY
EXCELSIOR MAT 2'
OVERLAP AT SEAMS
SILT FENCE DETAIL
AS GUSTS. MOW TO 3"Mf. WHEN AVERAGE Hi OF GRASS BECOMES 5'.
STAPLES 2' 0 C B
NTN
RESEED, APPLY SOIL AMENDMENTS AND MULCH DAMAGED OR DEAD AREAS
BOTH DIRFC'TIBNS
12"-j}5TD
IMMEDIATELY
NU BE:
WASHED 510N€
'S.-G�
MIN --CLASK "H" RIPRAP
.MOWING MAY NOT BE NECESSRY ON 2:1 SLOPES, RESEED, FERTILIZE AND MU1 CI} DAMAGED
1L:PREPARE, 9EED,AND INSTALL SOIL EROSION CONTROL
-8
ig^ ,
ROODAMS
AREAS ON STEEP SLOPES IMMEDIATELY.
BLANKET ON DISTURBED AREA OF DITCH.
2 ) EXCELSIOR MATTING 'MIL BE NAG S1506N OR AN
X "1 "E (. SSIP FLOW
RCP AT 1 5%
7G
RIP-RM
IB E QUIT
7 �u _ "
FLOW
1I L_,T
�__ OE INSTALLEDFABRIC
UPOg1ER
ALL PIP -RAP.
RIP —RAP DISSIPATOR
N.T.S.
ATOR
APPROVED EQUAL MATTING. NATURAL GRADE
a
EXCELSIOR MAT SWALF
-- TRAP BorroM
TRAP LENGTH
—'7 - NON -WOVEN OE05YNTH8'IC FABRIC
CROSS SECTION UNUERLINER. WITH AN 18" OVERLAP
6" MIN -{ IFTUL FABRIC W/ TOPSOIL AT All SEAMS (TYP.)
AND SEEN B, MULCH DESIGN 2 1 MAX OVCRUI1 B"
3 SETTLED TOP SIDE SLOPE OR SETTLEMENT
3 t/?�' i MAXI ETA. r
i � -( /�2g,. _ ._ WEIR LENGT�}i I --EMERGENCY SPIT IWAY
1 6' BELOW SETTLED TOP
I ;21/ PREPJ
E �ARE
AS SPECIFIED T2:"T -NATURAL
NOTE NON WOVEN 4 0 C,ROUND
OVERLAP SHALL BE 2" MIN. GEOSYNTUCTIC MIN TT'' - ' F 1:1 SIDE SLOPE
AND BE LAID WITH OVERLAP FABRIC UNUERLINER I
BECOMING ON DOWNSLOPE..
"ENKA-MAT" SWALF D�
NOTE:
.__-.._ IBM wlaiH_
'i SEDIMENT CONTROL STONE
STONE SECTION SHM I. HE. NO 5 OR NO. 57
STONE AND SHALL BE PAID
FOR AT THE CONTRACT UNIT
PRICE PER TON "SEDIMENT
lm TEMPORARY SEDIMENT TRAP DETAIL CONTROL
STONE',
T NE'SHALL BE A
NOT TO SCALE MINIMUM OF ONE FOOT
BELOW THE SHOULOFR OR
A ,
�III��II®®��
�iliY�
A- SEED ADD MUCH
EM: EXCELSIOR MATTING
RR:.WPRAP
DIVERSION POINT
A TOTAL SEDIMENT TRAP
VOLUME OF 1800 CUBIC FEET
PER ACRE OF DISTURBED AREA
11
SHOULD HE PROVIDED SOME
TRAP # WIDTH LENGTH DEPTH LENGTH C D GLASS
OE THE REQUIRED VOLUME MAY
IF BE PROVIDED BY OTHER UP OR
DOWNSTREAM CONTROLS.
9
I
J
O
O
CIS_
Z
O
02
O
DO
DO
SEDIMENT TRAP
DIMENSIONS

EDGE OF
EIEV: 67
_.-- --------- _._.___._.. __—._____...
EDGE OF BERM
EIEV: 673'
GERM
11
_._._____.________ _ ___._______________________.__
i - TOP Of SLOPE: 673 I
i F
I
i
l
I
MAX WATER I-1 671.1"
PER DRAIN PER. ORfJN
51.0' (NEED — 3 I
INVERT: 652.9'
i I
I
A
:..i
PROPOSED 6" PUG PROPOSED STORAGE LAGO N N' DIF DR IN_
NVERT 65a'
Pf RFpRAIFD PERIMETER 2,005,265 GALLONS
I DRAIN PIPING J GAL 'V OVERFLOW
_____________________________________- _____.�_____ I
II
12. r KLLVO Fi56'
7-7
_ __ 12-DIP--
_______________/INVERT
II
l
51.0'
30 HP FLOATING AERATOR FLOATING \
W/ FIXED MOORING STAND DECANTER \
PER: CHAIN TYP.O1 2 HOPE LINER
PER. DRAIN
INVERT: fi50..2' \
: 652.75'MAXATERLEVEL71D'
_______________
OP OF SLOPE, .11'
__ _____ _____._.__._ T.._ __GV_____________
___ ____
____
777 - iy
12'
E W
A
fl"
GV
PROPOSED MANHOLE #1
RIM EIEV. F'4GL
WERT: 653.5'
12' EVE SOT 21
INVERT OUT:
653.5'
12" PVC
SDR 21
EDGE OF DUPE
3'X3 PLAN
LINE: R.
EDGE OF ALRM
CONTINUOUS PROPOSED 6"
ELEV: 673
HOPE LINER PVC SDR 35 PROPOSED 105 LF
ANCHOR TRENCH FORCE MAIN 6" PVC DRAIN LINE
TO EXISTING
HOLDING POND
INVERT: 651.0'
12' D.I.P.
3'X3'
OVEN'
CONTINUOUS
--_-
-- - - --`
PIPE
--_--' 335.0' ---
PROPOSED MANHOLE #1
- RIM
LINER ANCHOR
TRENCH
""'---
W HP FLOATING AERATOR
W/ FIXED MOORING SIMID IN" OFF
ELEV: 3.5
INVERT: 653.5'
T VOF 2 OVERFLOW
WU BAR
MRX WATER LEVFt 6/1 0' --2' FREEROARO. GUARD :
12' OVERFLOW
TOP OF SLOPE: 673
__. _.__ T__.. _--_________._______ _
—INVERT IN:
�% 665.0'
3
�9
1 =
DOTTOM
F1,EV: 656`
- i2" DECANT
NVERT IN'.
555-a'
DERIVE] IF R
DRAIN
EARTH PERIMETER D.I.P. DRAIN
IN
DRAIN INVERT IN:
12" PVC SDR 21
-
653.5'
INVERT OUT:
HDPE LINER
653.5'
SECTION A —A
PROPOSED
EDGE OF NDPE LINER
GRADE
FOLDED AND BURIED
INTO CONTINHOUS
EXISTING
GRAPE 3'X3' TRENCH, EYE,
NOT,:
1HE SOUND GRADE
PROFILE INDICATED
-
_- GM _PROPOSED
----_____ TOP OF
GRADE
SHOWS EXISTING GRADE AT THE MIDDLE
_________
_
OF THE IAGO—
I _I
- SUITABLE
HOPE IINFR--
I FILL -
EARTH-
_ TRANSITION FROM 8"` N _
O.I.P. TO PVC
SECTION B—B
0 ao 30 Oro. 50
,110
EQUALIZATION LAGOON
PLAN AND SF.CTIONS SCALE IN FEET.

„
„
o
„
�I
A,,; �-
HIGH WATER
EXISTING TL �,
ELEV: 671' MANHOLES \E G
BOTfOM ELEV: 656'
PROPOSED fLOA LING EXISTING INDUSTRIAL
r SCREENED DfCANTER LAGOON DRAIN WASTE SCREENING it
PROPOSED 2 MG�... d IREAI ED WATER
r
EQUALIZATION LAGOON EXISTING
MANHOLES EXISTING DOMESTIC
12” OVERFLOW �a'N,A TF SCREENING �
r
PROPOSED MI #'I EXISTING /�
I"6 $ RIM ELEV: 674 0' DISTRI6UTION A4
INVERT: 653.5' J BOXES q t\
_ 1 W
' ✓ EXISTING 60K FXISTING 30K~
PROPO4CP BASIN \F V INTREATMENT DOMESTIC TREATMENT ,¢N /. y�C�+ -
INLET PIPE. PtANd PLANT X( EXISTING Q a4m
iii PROPOSED 12, DRAIN ,yrY / 'iL PUMP off w 1 1 I
LINE TO EXISTING FjT fr HOUSE
y
HOLDING POND
PROPOSED B'
FORCE MAIN
1 EXISTING ( it
1 EXISTING Ct2 GON'fACi
INVERT: INVERTS: I Ji
$ y
—as
EXISTING TREATED WATER 651.0' 646.5
HOLDING PONDr
r _EXISTING WASTEWATER
FLOW EQUALIZATION TANK
EXISTING Il �r,G.�`
LINE ION \ LINES \�
4� EXISTING
EXISTING CL2 SLUDGE
1. FEED SHED PIT w
EXISTING Mtn g �E
NG
—PUMP STATION g wd S
f WJ 2 EXISTING�? N
j� SPRAY FIELD PUMPS gg.
as R0
PROPOSED SCREENED
SUCTION LINES
EXISTING / PROPOSED ¢Woo W
FO FACE MAIN -T'ti PUMP STATION BUILDING z U
EXISTNG 70 SPRAY FIELDS \ \ ��� Wj 2 NEW TRANSFER S on
SPRAY FIR DO \\}, 4 PUMPS TO SPRAY FIELDS Ow a
OR EQUALIZATION LAGOONS
S �Ls S X. .PROPOSED
FORCE MAIN.
TO CONNECT
T. Y fo EXISIING c NaPRn. zoo?
•- =�.-e., r5^i� vTM vv .`rr.,. a,,� `.�.,. FORCE MAIN DFW
•t"n.6,••••d,� cl.co DFW
OIL
raicAS INDICAEED
HYDRAULIC PROFILE
Is

iEu 9F AE in / Sin St
m _
ry
siwomuc ro>r. rrP 9 T
of s Eacx aEraroR I _ ._--
PLAN
im
/ EM9m DEP1H
LAunarE
nD nP FEonnrvc fEw.tox -� ! .x
s v< <D 3DaL
M1 . SiL E L iN S2. .PPE
a-� , iFFnER ,.
SM E
. . Cn 'E M
Evo
SiPFF GnUGE ON E
Ell
OP =� 3 5 SEGitO R �'i
iT,R B
i. OFW.
e �� Ti �
n I I��IIrIJ��I �rlT�
T;��n, -
ER PRotEcio ow� _ __ _ _f. c nu uarERut. s wnL stawLsss mEEL
L pi M MOORING SUPPORT DETAIL
DxEtER ceR—�IJ>Nrl,l(mliF 1-111'-.—I- tI 711 t- IIII
ELEVATION
FLOATING 'AERATOR MOORING DETAIL
EEL-� n ax Exaosurrc sfx� H� oar,
4 U Cx4NNEl LE �
wrtn SWNLEBS 5l LLEL OR
—jT F DE(4CNMENi E Rr p N
o Rt....c rnrc: —P CKILL GRIP -.- -
�/�" SS u09Po G A&E
tE
FRW
BM'ER SUPPLv
GRME
PaDa� rvGR�E�Z
BLOCH. MPROx. --
REOU1REo BY ENGINEER. NEGYIONSNUR.fSx
TYPICAL AERATOR MOORING POST DETAIL
TYPICAL JUNCTION BOX .FIELD SUPPORT
b � ¢
FUNc[�nEQrzx F-� `Y�
Y' d
S Z
g
MANHOLE RINGEE& COVER DETAIL ,Q.�
N.LS. W I
SN WU
� z
a' o• a' Ecaw1IN111 11, ci z
OD[CaN. 11.4
0
w'
wi M
,' a alloave in�roNei
of o
a
__ GROliT p�,j��b (l1
J
fLp
S19rvE BASE � p` p
5'
PRECAST MANHOLE DETAIL
ET a72
WIPE nnFsx-. a ,
2.'toP APRiI 200/
aE ro
6+ GRADENNERE REOU RED sx,rv.
R DFt
wx GFN
10
16

— -- =--
r NN EE a
IIVII IIIII I �ilil IIIIILJIIIII�'('ll IIIIIII IiIIII��—mnR� —�
II II - IIIII9� mi711�-?
I
III r
�- P—DE alvE srENs, m. - IIII r, e z o"
—1ED c—E1DEE Do oM a aA'
Tii �`'� 1111 � `. a�a• Illlllk IIIIIk-11I1
a• ma aEuc vnEVE -- III-�« 11
IIIII�
a-qa Ew
EQUALIZATION BASIN DRAIN OUTLET
- HDPE 4NER
I E ® 0 C. vEN ERGUSSION DRIVEN nD E
Co
N BOtton: mbD SiEE 5 P
�i 4DT IJ
JJ � - >{ SiGEE •H1 P _ r
.e
s{ x z conr nu0us I
srEeE sra as
HDPE LINER @ BASIN OUTLET
HDPE SOLVENT WELD JOINT
s• Pvc PEREORnieD \ '-8av wnstifo sroNE
—N PPE w/FlIrER Y
Eneruc covEe � --- �. _IunD�sruaeED CAMPnClED
- --- IsuecwvD
PERIMETER DRAIN
rEou1—N — MR.
HDPE LINER 0 TOP OF BERM
—E: V—,'-D
6' CHAIN LINK FENCE AND DOUBLE. SWING GATE DETAIL
N T.S
I
Ilnilii—ilr —
EQUALIZATION BASIN INLET
srxe. ale,.=r_o.
31
DFw
rn�,� acr
SAS INDIC
16

PROPOSE, EOR, 1300-5
PIPE RESIRAINT OR .__\
��PNE APPROVED EONAE PROPO5EP FORA 1306—C
\ r- PIPE RESTRAINT OR
6 0 \ (G� / PRE —APPROVED EQUAL
ED
H
.... CAS o _ HQPE PIPE — - CE7 (r� _...
� DF)
OR D I. PIPE
A DfE PIPE c �T
6 HDPE(FU TRAM TION FITTING
C HOPE FDSED JO NT g
D SPLIT NJ GLAND (DD
E NJ DDE ER CASKET HDPE/PVC TRANSITION PRE-ASSEMBIr 1DPE PIPE
r r SLEEVE INSERT ASSEMBLY 61
r�DPE/ona rwiNSlnoN tiTTiNc
G TIE RODS OPE EUSED JOINT
N SELL RESTRAINT RING N_T.S C SOFT MJ GLAND
MJ RUBBER GA5KEf
SST SLEEVE INSERT
MJ TAPPLD CAP
A5,4EMBl D
P MJ TRANSITION
VAEMBLY
N.Ts,
ANCHORING
CABLE
WINCH
PVC
FtOAIS STAINI FSS STEEL
CLIMBERS HOOK CONCRETE
WEIGHT
4"F 4"x 1/4" x S' LONG / /
S.S. ANGLE (1YP.} _ -
- ANCHORINGf 1JI
CABLE
PROPOSED FLOATING DECANTER PLAN VIEW
SCALE 1/4' I'-0"
ANCHORING
CABLE, TYP1 \ r(CABLE
\ 1 WINCH (FOAM FILLED
LEGATE
-
EQUALILATION LAGOON HIGH WATER LEVEL: g11G'
S.S.INTAKE_ SCREEN ail
:5/16" S.S. CABLE NYLON BAND--lD X VND
72" H P D C PIPEGONC DIP -- IiDPE L.INEt?
'IIBOTTOM FIEV: 658.0 #468"
HDPE/PVC TRANSITION EXIST. GROUND
PROPOSED FLOATING DECANTER ELEVATION ASSEMBLY PERIMETER oRAm
SCALE: 4 /4"=T'-0'
onrE, APRIL 2007
HE,
DEN
o, OIL
y�tAS INDICATED
�i,.n rvP 12
6

A
UNDISTURBED EARTH
N L
\• I I
a
UNDISTURBED EARTH
ELEVATION
PLAN
NOTE THRUST BLOCK SHA L BE CONSTRUCTED OF 2000 P.S.I. CONCRETE
TABLE 11A 11DIMENSIONS (IN FEET)
PIPF S17F (N11M NIIA. IN INCHFE)
2 4
90 1v 19
6 8 10
78 s8 47
12 16 18 20 74
/ 8> 94 11.2
45 10 4
22 1/2" D& 10
-..
71 1/4' 08 1 tU
.. __—
71 28 1.
15 2.0 25
____. j
_11 1 1.5 18
5
43. 55 62 69 83
31 40 45 49 5.7
_— --- -- __- __--_
27 2.2 72 3f 4.4..
TRENCH NOT IN ROAD 1 TRENCH IN ROAD
IYPE I-2 BTNMINOUS
CONCRETE SURFACE COURSE
y WHERE REQUIRED TO MATCH
EXISTING
12"
FINISHED GRADE '1
IIIIIIII-IIIIIIII IIIIIIII'= f' �/� "CPq? A k
Fr o �
OR DOUBLE PIPE IIIIIII / J '` SPo `S' P�' "(
SECTIONS MAINTAIN '� �/ IIIIIII 111 _
BET MIN. SEPARATION IIIIIII /�/ III 10" AGGR GATE BASE
BETWEEN 0.0. OF
PIPE (TYP.) COURSE OMPACTED
TO 987 DENSITY IN
Al I- ROADS
SELECT BACKFILL
COMPACTED T0. 98%
DENSITY PLACED IN ,'r Y j`% SELECT COMPACTED
6" LIFTS UNDER �' GRANULAR BACkFlt1
CPACTED TO
ROADS AND O 0% Y. / - PLACED IN 6" LIFTS
OMERE �f
DENSITY ELSEWHERE
DEPTH
r= 14'. 1/3 PIPE O.D.
GRANMAX. O.D. _ •� S 74': iJ2 PIPE O.D.
GRANULAR BEDDING F '
MATERIAL DEPTH:
•I <_ '14': 1/4 PIPE O.D.
T --M4N > 14': 1/2 PIPE O.D.
PIP
THRUST BLOCK DETAIL FOR WATER MAIN BENDS oF_aa iz" MIN.
E
N.T.S.
PIPE BEDDING, OPEN CUT AND PATCH
N. LS.
Size & Horizontal Bend (Degrees) Tee... Reducer Dead End Vertical Offset 45' Ben
5 6' 8ro
Material 45 zzs 1T2h X 5--' Upper Lower
12 PVC Length R IU a ed (R) HIS23 11 6 9 77 106 66 21
H"x18"xB THICK
— CONCRETE PAD
1q PVC Length R t d (IT) 47 20 9 5 16 55 89 56. 18 CAST IN PLACE JZ N18' 6" THICK C'
_ 1 GGNC ENE PAD
8" PVC t Ingth R t nad (it) 40I 16 8 4 24 55 74 46 t'u CAST IN PLACE
— PAC
INNII ll in -: 1T-
6" Length R st o ned (ft) SO 12 6 3 32 N/A 56 35 71
_i ��
- III�II1- � �IHIIIII
Size & Horizontal Bend (Degrees) Tee Reducer Dead End Vertical Offset 45' Ben =
Material -- — ' __ VAST IRON
90 45 22S 11.25 6" Brench X 6" Upper Lower T VALVE BOX
12" DIP Length Reetra ned (ft) 43 18 8 4 .5 42 58 35 1 15 2' SQUARE
tU DIP Length Restrained HE) 36 '5 7 4 9 30 49 29 1 12 // (OPERATOR NUT
8 DIP Length Re t d NL) 30 12 6 3 13 17 41 24 10 IIIIIII IIIIIIII
-__ _______- . ___. _-__.__ IIIIIII -- IIIIIII TAPPING
MECHANICAL JOINT
�6' DIP Length R t a ned (ft) 23 9 5 2 17 N/A 31 18 8 _ _ '-� GATE VALVE SLEEVE
DESIGN PARAMETERS
DEPTH OF BURY 3 FT __
SAFETY FACTOR 2:1
TRENCH TYPE 3, SEE. DETAIL _ NOTE:
rc
TEST PRESSURE 150 PSI - ALL GAIL VALVES SHALLSOIL TYPE CL, INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS BE PLACED ON AN 80 ON 6 CUBIC FEE[ _
LEAN CLAYS. HACKFILLED USING NATIVE SOILS. BAG OF SACRETE. CONCRETE MIN.1
NOTE: 1.111E CONTRACTOR SHALL INSTALL RESTRAINED JOINT THRUST PROTECTION Al AL,. BENDS, TEES, REDUCERS, VERTICAL OFFSETS. THE
ABOVE LENGTHS ARE MINIMUM LENGTHS REQUIRED FOR THE DESIGN PARAMETERS SHOWN ABOVE, THESE RESTRAINING CONDITIONS GATE VALVE ASSEMBLY
ARE COMMON CONDITIONS ENCOUNTERED IN NORMAL PIPELINE CONVTRUCIISN, ANY OTHER CONDITIONS SHALL HE APPROVED BY RLC
THE PROJECT ENGINEER.
2. WHEN USING MECHANICAL JOINT RESTRAINTS SUCH AS MEGA —LUGS FOR PVC S, DIP OR TR FLEX AND GRIFFIN SNAP—LOK, CONCRETE
BLOCKING SHALL BE EXCLUDED FROM THE INSTALLATION.
1/2-
CAST IRON
VALVE BOX
APPING
/-
VALVE
TAPPING SLEEVE
AND VALVE ASSEMBLY
N:I 5
d
c:
13
6

PROPOSED 6' LONG X 30" DIAMETER 6
STAINLESS STEEL CYLINDRICAL INTAKE SCREEN - - - -
-INTAKE SCREEN W/ 1/8" SLOT OPENINGS.
/ F
INSTALL SCREENS 40" FROM BOTTOM OF
i n ..�_.
HOLDING POND.
SS PIPE CLAMP
/ AND FASTENERS _ _
E LEV: 1 iYP. OF 2�
4 -
71111CPTIIS
PIPE4" BLIND FLANGES
. OF 2 ------EOR FUTURE AIR
HOLDING 4D �tJ SCOUR (TYP.. OF 2) S
PONp
BOTTOM G' PROPOSED CONCRETE SUPPORTS
4 #4 / S CLAMPS
8" DIP y O
!i- 1 v t 1= li t�t. SUCTION W
- 60' PIPES FROM
_ HOLDING '
PROPOSED 45 LF 8
POND 6' DIP FLOOR DRAIN
/-PIPE TO HOLDING POND OJ;e{T
GRAVEL W/ 3'X5' NIL RAP DISSIPATOR
_._
12"4 X 6' LONG I PROPOSED 6" QIP.
SONOtUBE FORMED i 45p BEND PROPOSED 8" PVC
CONCRETE SUPPOR i TYP OF 4 8PR 36 EORCE MAIN -Cl! 16' _.._.._ -_..__ TO PROPOSED
COLUMN \ OF 2) 1 INSUI AT- ABOVEGROUND EULA, l?ATION 1AG00NS p;
CIA
1 I �tXPCSLD PIPING, TYP.
INTAKE SCREEN SUPPORT DETAIL 1 � "
INSUTATE ABOVE_ GROUND PRESSURE_ O 12
EXPOSED PIPING, EYE. 8" 1 ti REDUCER 12
qb. PRESSURE GATE _ .GATE / Q-- y
BENDS REDUCER VALVE VALVE
w 1 w
I GATE !_I
\ VALVE
_
PROPOSED 6" PIC r�'y wi A CHECK t�iV xffi
SDR 35 FORCE MAIN CHECK �--1-' VALVE 4 Z
GONER J TO FWCHNC VALVE
SPRAY FIELD FORCE MAIN GATE J��/jJ� ;_GATE s WITH 6" GATE VALVE VALVE VALVE .p
PUMP Qi
AND 8" WYE FLOOR PUMP p _
pRAIN
3'x4' MOTORI7ED S, FUTURE
N�[
ITERL COLDER ( PUMP 16'
.INTERLOCKED W/_j �. MOTOR MOTOR �
EXHAUST FAN I. (. 2'
SPRING OPENED
MOTOR CLOSED
ELECTRIC
PUMP 24' EXHAUST FAN
MOTORS
Wj DAMPER AND SC�^
BIRD SCREEN
N
PROPOSED 6070
HOLLOW METAL
PAINTED ( DOOR AND FRAME Z
8" CMU WALLS W/ KEYED LOCK u
77 m 5
5€90 a
o tom---4'-16" 4'-10"a� 4 O� d
p O
w
o o w
wu a
6 a �
� a
4° THICK
CONCRETE PAD-!
W/ WWF REINFORCEMENT APRII. ?GOT
wx, DFW
ODE
SAS INDICATED
PROPOSED PUMP BUILDING
FLOOR PLAN 14
6

CONTINUOUS
EXHAUST FAN
SPRING OPENED
—
SCALE 1/4" V-0"
MOLOR CLOSED
BIG SCREEN
INCLUDED
1x6 PT
PAINTED T I it
PAINT D
SIDINC
.FASCIA
GARD
INTE
PAINTED
D
PLYWOOD
SOFFIT
ATTACHED TO
GOT M OF
)KERS
PAINTED
CMU WALL
llWIDE XD' LONG!NO"U"A'F111T
=�
ELEVATION
X 4' THIC, CONCRETE
1.1 LA11 AN ARE_
RAMP W/ 2' SLOPE
SCALE '/,t- _ 1-0-
CONTINUOUS
REAR ELEVATION
CONTINUOUS
NlfjHl LLLVAHUN BIRD sceEeN'��
SCALE: 1/4' � 1'-0`
T )F
IRS
ALL
,Cc ziy
dE
z,
Z
z
O
AL w
a_
ARRIL 2007
DFW
NGL
cx AS INDICATED
ITT
15

U
2X4 OUTLOOKERS
24" O.C.
0
GABLE -END / TYPICAL AT BOTH
WOOD TRUSS — GABLE ENDS 2X4 OUlL00KLRS
2 �'\ r „� 24" O.C.
PRE ENGINEEh'ED _ _,___,a..s-- \ TYPICAL AT BOTH _ B0 K
TYP 04
WO00 TRUSS BEYOND �--$T-,( \CABLE ENDS
N
/ 2X4 SUBFASCIA
% \ PRE—ENGINEERED -
f WOOD TRUSSES
\W 24 O.C. TYP.
��'�T i/ C
PAINTED
4i
FASCIA
C A \ C08 TPT NAILER
BOARDGABLE-END.,
WOOD TRUSS "~ .
TYP OF 2 2X4 SUBFASCIA
PAINTED
CABLE END TRUSS y //1X6 PTH
r� FASCIA
BOARD
8 2
ROOF FRAMING - ISOMETRIC VIEW y
NO TO SCALE 'QE`O
.�-_— ------------ n' 4^ TRUSS w1DTr+ --- .--.------- --_
TRUSS BRACING4^
PRE
VAu
WOOD TRUSS AS REQUIRED BY
PRE-ENGINEERED 3 �u
® 24" O.G., TYR,
R TRUSS MANUFACIURER
12 12 WOK
5��5 N -
ROOF SHINGLES, TYPE `HC' HURRICANE ANCHORS
ROOFING FELT, C1) EACH END OF EACH TRUSS
PAINTED 97 5/B" PI_YW000 NGOP
PLYWOOD
CEILING
2X4 SUBFASCIA Z
8" LONG g O
GALVANIZED ` F'
METAL DRIP EDGE / ANCHOR Rot
.1' J W
AT EAVES AND 2X8 PT NAILER
GABLE ENDS COOT
ci O
OTTOM CHORD
8" CMU
g. t• PAINED
1X6 Pl - -"-_ - a5 z _
WALL FASCIA _ PAAOOD e% �� m
4 CEDAR IN CONCRETE FILLED BOARD ' a p
- FULL HEIGHT OF WALL C
PAIN 7 ED IDLING
Al CORNERS AND DOOR JAMBS
CELLS PAINTED - WOOD
PLYWOOD
SOFFIT TRIM
w �
6" CONCRETE FLOOR SIAB < w
3-$4 BEHAR COOT. #4 DOWEL IN FILLED CELLS @ 48" O.C. S WIDE VENT w W/ G"XG' 10/1O WELDED WIFE MESH SCREENING
TYPICAL CVE, 6 MIL VAPOR BARRIER AND ALL CORNERS AND JAMBS TO 24" ABOVE 8' BOND BEAM a
FINISHED FLOOR - HOOK 8 INTO FOOTING CONT. GROUT SOLID �¢ O
ON 4' GRANULAR FILL PAINTED _ 2 fj3 d
OVER COMPACTED SUBGRADE WOOD W/ 2-#4 REPAY
CONTINUOUS
if TRIM
APRIL'200/
III -III II II-IIk ill= EAVE DETAIL ow
-III III�R F III III II III III III" -III III 111=1lI IIL III III7II III III I III-��� ���-� NOT TO SCALE
III 11 I� !N IIHII iIk III III II' II_ III III III_ II! III III -III IIL
I III III=�III III II�i COMPACTED JI-1
SUBGRADE =LI III III _
BUILDING SECTION
111=III=11 �`" AS INDICATED
SCALE 1/A' _ 1' 0" n 16

—J LLl
<
0 <
O
cr
IX
CIL
C)
>
0 d 32
III
o <
C-r
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ck:
Ij
<
APRII 2007
w VFW
DFW
AS INDICKI ED
SF-1

-
GRAVEL
A
w
30 HP, 2AOV 3PH, FVNR COME. STARTER
W/ IN FUSED DISC., CPT, PL. kTM, HOA \
YZ
_--' it O�
SWITCH IN NEMA 4X ENCLOSURE
t CONC
i SJ8" STRINLES5 STEEL UNISTRVT
h
IL
`
��,
i
t
2' GALVANIZED POST
ASPHALT
PARKING G ASPHALT
DRIVE
l
0
G
E
12`xi 2"x6" N-4X JB
`
�i tN
i
�l
EXISTING t
1
GRASS
GRADE
BUILDING
ll
v
30D0 PSI h h I
\ BARN
CONCRETE
o
L---J
'Q
,t
AJyY,ppE1S(
ASPHALT @M8 n
cap
a.
TO NEXT AERATOR
1
ASPHALT liGRAVEL«
DRIVE II EOP-"'
z y
� v
.R
NEMA ENCLOSURE DETAIL
\
30 HP, ADDS' 3PH -
6"x6%S, MOORING ito
COMBINATION DISC/STARTER-
TREES
p ,
F.'.
t
POST W/ KELtAJM GRIP IN N-4X ENCLOSURE
(SEE DETAIL) CT" AL OY 2)
,
qb
MDP-2,A,6
PROPOSED ELECTRICAL
_ PANEL RACK
tf
lilt
MDP-t,3,5
u
y
>y �
�i
WJ
-, I
Vca �m
+£
o
J
MOORING _ __-___.""_..-._
CABLE I
a
a 3
'i= L
POWER CABLE FLOATING 1
_
FRSTINC FLOW
N &v
SUPPORT CABLE DECANTER I
/'��
V
EQUALIZATION 'TANK
�
G0v�or2
ORALL
v
-"--
PR0P0SoO5.26 GALLON -- --- - ----- _
2
it
_------ ems-
---- "' -'--- - -- ^.,� _-
`,.
d
'
-------------
FLOATING AERATOR i , /� - EXISTING 30K
o _
\A,DOMESTIC TREATMENT
I� -WI FIXED MOORING (. , px ___
'I
,
STAND (TYP. OF 4) _ _ --_-- - X �
_
� 1\
�. t
PLANT
,®� X
--_�__- aye-}-`v-.s 'a".�..XV �I
y(. � g
"' l"-a _. o /.�y� N& ��
EXISTING L T
TREATMENT
INDUSTRIAL TREATMENT
PLANT
� ¢
��
Z
6 6'x8' MOORING o V.✓ -
POST FOR DECANTER rx ••UUU"""
0
I
-
g
g
a
}}
S`
PO TI- MOORING (TYPICAL (}F 4) �
POST FOR DECANTER o 0 0
OF
�` <.
FXI, T SPRAY
gw��
oo
W
I-
B
(TYPICAL h)
%
_
PUMP HOUSE
4
PROPOSED SPRAY
ELI
PUMP HOUSE
t
Y
1
i3i^
TE
� , EXISTING TREATED WATER
^++ z1�\
.00
— - — , - �� � � a�. � � � , ��vr , HOLDING
loY
POND
XA'G1
r APRIL 2007
,A
"
DEW
�� i
ELECTRICAL SITE PLAN
r.
m
«Eo
-. BGL
SCALE. t" -30" �� I
A5 INDICATED
cr na.E-
or fi

GRAVEL
3 SOOMCM, 1-2f0 CRIJ
IN 3"C
h
ENCASE IN CONCRETE
IN THIS AREA ONLY
PROPOSED SPRAY •.r•
FIELD AND EFANSFER
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ELECTRICAL LEGEND
------ IV
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NOTE 1 d o
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(2 SETS)' PUMP HOUSE. DISCONNECT CIRCUITS ANO CONDUS POWER CO. I 3- 2, i 2N, i B GRD s} '�
GROUND PER NEC TO TWO 75HP PUMP MOTORS. INSTALL NEW ING AMP, 2
I IN 1 1 f2" C LOSV, DAN, PANEL. 'P3" TO POWER OTHER EXISTING F yy-T
s LOADS INSIDE OLD PUMP HOUSE. PROVIDE LOAD CENTER
COLD AND CIRCUIT BREAKERS AS NEEDED TO POWER (3)EXISTING, i 5A, 12RV DUPLEX GFI ( )
PIPER. � ''-RECEPTACLE BELOW AERATORS, LIGHTS RECEPTACLES, ETC.
PANEL Pi. 3. BOND NEUTRAL TO GROUND INSIDE GENERATOR. .i
150 KIN CONTINUE
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PHASE 3 PHASE. 4 WIRE N£MA 3R
MIA
LOA➢ DESCRIPTION
WIRE
SIZE
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S1ZE
CKT
NO.
Lt
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L3
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SIZ£
WIRE
SIZE
LOAp DESCRIPTION
-
KYA
26.8
28.6
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i5-O
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1
i
150
/
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'15 HP PUMP 2
26.6
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1
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6
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45KVA TE2
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8
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9
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14
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25
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KVA
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SIZE
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SIZE
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Lt
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SIZE
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SIZE
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KVA
0.8
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15
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100
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9
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12
26
11
12
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13
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15
16
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2.25
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2.25
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5HP AERATOR Al
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j4FT VAPOR TIGHT LIGHT L�
`� CROVIDEA IUSWITCH H0-Z12G L
-'---' -----t2'-0- ---- PROVIDE WP SWITCH ON RACK
18' MIN. SHINGLE SHED ROOF .STRUCTURE r
6' WIDE X LENGTH REQUIRED g
!./"' ` ANGiOR BOLT DETAIL FI FCTRICAL PANELS, TYP.
�3 6 MIN.
ANCHOR BOLTS
M`� - -
1 -
N % SEE INSET ��'- "-
,F/✓g TYP. Of 4 '%T _. __ _. _ - _ _ _ _ _ __ - _ i
-� 12„ - i.-.
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7__ __ _ - _____-
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6" MIN, USE 3f8u5" GALVANIZED F,
PLAN VIEW BD' 84" BOLT TO BOLT CROSS
SUPPORTS TO POST OR WELD
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c�%`/T. r.; s .� <-. w ,r_•.,;' W
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4 O MAX.— WIRE
I EQUIPMENT RACK TO BE
.�1 � 1 SIZED FOR CQUIPMEN � T
li
IC$
6 MIL VISOUEEN � � MIN -,� 'x— —� F I I
6 gg4 RE -BAR) C ELECTRICAL CONE
32 O.C. P' 3000 PSI CONCRETE G
}� _
W/.SEAL OFFS 3" GALVANIZED r„ a
IPFRIMETER IN>ULATION 2_ q RE -BAR CONT. BY ELECTRICAL i'POST (6'-0' WIDE BY z9�
1" POLYSTRENE -" 72' # " " ' <. LENGTH OF RACK) ,rye 1R
6" MIN. COMPACTED[ CONTRACTOR 36" j ,_�
STONE BASE ( IF REO.)
EMERGENCY GENERATOR PAD DETAIL
N.T.S. FILL B"x24 HOLE a
__I
CONCRETE
Z
ff
CONCRETE PAD 58EWORK SHED ROOF -- ASPHALT SHINGLES, 5/8" PLYWOOD, M
i. CLEAR AND GRUB GETATION AND OTHER ORGANIC MATTER IN IN AREA FOR 15 FIELD VFR H` ALt EXISTING CONDITIONS, FLEVATIONS, AND DIMENSIONS. �2X4 WOOD EC TRUSSES
SITE WORK STRIP TOPSOIL FOR ENTIRE DEPTH ADD STOCK PILE FOR REPORT FINDINGS AND ANY DLSCREPENCICS TO THE ENGINEER FOR - �^ BOLT SECURELY TO GALS POSTS.
RESPREADING AT COMPIEDON. EVALUATION PRIOR TO .BEGINNING WORK
2_ THE CONTRACTOR SHALL EMPLOY A TESTING LABORATORY TO CONFIRM AND 16, ALL NEW MATERIALS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH
TO CERTIFY THE SOIL AND CONCRETEREQUIREMENTS AS INDICATED ON THE THE MANUFACTURER'S RECOMMENDATIONS OR INSTRUCTIONS, AND STANDARD
DRAWING AND IN THE PROGECT SPECIFICATIONS. INDUSTRY PRACTICES.
3, FILLS AND RACKFILLS SHALL BE AS FOLLOWS: 1/. CONTRACIOR SHALL ERECT AND SAINTAIN ALL SIGNS, BARRICADES, AND 4FT VAPOR TIGHT LIGHT
TOP 12 INCHES = 100 PERCENT PER ASTM EASE. OTHER WARNING DEVISES REQUIRED TO BALLY PERFORM THE WORK, COLUMBIA LUN4-248HO--ZI20
B. ALL OTHERS - 95 PERCENT PER ASTM D698. PROVIDE WP SWITCH ON RACK
18 VERIFY' CONCRETE PAD SIZEWRH THE GENERATOR SET. SUPPLIER PRIOR TO EsW
4. HILL MATERIALS SHALL BE SELECT FREE OF ANY ORGANIC MATTER, DEBRIS, f.OMMFNCPC WORK. DIMENSIONS SHOWN HERE ARE ONLY APPROXIMATE O
HARD IUMP:i, AND RACK PARTIClE5 tARGEF THAN 2 INCHES: MAXIMUM DRY 84� p_w'J
O
DENSITY AT OPTIMUM MOISTURE CONTENT SHALL BE 100 POUNDS PER CUBIC i9 STRIPS FXAC,I LOCATION OF PAD WITH OWNER PRIOR TO STARTING. -
FOOT AS DETERMINED. BY ASTM 0698. PLASTICITY INDEX(P.I.) SHALL NOT `X
EXCEED 15, 20 SCRIP( SPACING AND LOCATION OF ANCHOR BOLTS WITH THE GENERATOR t$�
SUPPLIER ADD APPROVED SHOP DRAWINGS
5. SOIL TENPINS PRESSURE USED IN FOUNDATION DESIGN IS 300E POP. HAVE
SOILS ENGINEER CONFIRM AND CERTIFY BEARING CONDITIONS, 21. STEEL PLATES AND SHIMS SHALL BE A-36 HOT -DIP GALVANIZED, J
4
9. ELEVATIONS SHALL BE THE EDGE OF EXTERIOR CONCRETE PAD. 22. PROVIDE ALL OF THE NECESSARY EARTH MOVING TO PREPARE SITE FOR
GENERATOR HAS.
]. ALL DISTURBED LAWN AREAS SHALL BE SEEDE AND GRASSED,
A. ALL. CONCRETE WORK SMALL COMPLY WITH ACI 318.
TE1
9, CAST -IN -PLACE CONCRETE SHALL BE 400 PSI, AIR ENTRAINED.
-
10, REINFORCED STEEL SHALL BE AS FOLLOWS-
A REINFORCING RARE. DEFORMED BARS HAVING A MINIMUM YIELD L
,A, EW -
^8 3
STRENGTH OF 60 PSI (ASTM ARTS, GRADE 60).
11. CONCRETE COVER FOR REINFORCING SHALL BE AS FOLI-0W5_
A UNIFORMED CONCRETE IN CONTACT WITH EARTH 3 INCHES.
12, CURE CONCRETE FOR A MINIMUM OF SEVEN (7) DAYS WITH LIQUID
NOTE:
CURING COMPOUND CONFORMING TO ASTM C-309. ALLOW (14) FOURTEEN
'TIME
CONTRACTOR SHALL VERIfY CONTROL
DAYS CURING PRIOR TO SITTING GENERATOR:
-
PANEL SIZE BEFORE CONSTRUCTION OF
13. GROUT SHALL BE PRE MIXED, NON-METALLJO GROUT HAVING A MINIMUM
GOMPRFRVAE STRENGTH OF 7000 PSI AT 28 DAYS.
RAINSHIELD RA I NSHIELD SIZE MAY NEED
TO BE LARGER DEPENDING ON SIZE OF
CONTROL PANELS.
14. THE CONTRACTOR SHALL PERFORM A IHOROUGH FIELD INSPECTION OF THE
EXISTING CONDITIONS PRIOR TO BIDDING THE WORK. THE CONTRACTOR
-
SHALL NOTE AND INCLUDE IN UIS BID ANY EXTRA WORK ITEMS NEEDED TO :
f2AINFI00D DETAIL
COMPLETE THE PROJECI. -
N.TB.
F-
NO
OU
" APRIL 2001
AN INDICATED
E-6
6

OPERATIONS & MAINTENANCE GU?DW
prepared for
LUCKS, INCORPORATED
Seagrove, North Carolina
a

OPERATIONS & MAINTENANCE GUIDE
prepared for
LUCKS, INCORPORATED
Seagrove, North Carolina
prepared by
HYDRO MANAGEMENT SERVICES, INC.
Winston --Salem, North Carolina
February, 1985

TABLE OF CONTENTS
SECTION TITLE
PAGE
I. INTRODUCTION .....................
II. OVERVIEW OF BIOLOGICAL
WASTEWATER TREATMENT...............................II-1
RECAP -BASIC CONCEPT ...........................II-3
SLUDGEMOVEMENT...............................II-4
RECAP -SLUDGE ..................
OTHERTREATMENT STEPS .........................II-7
III. DESCRIPTION OF THE LUCKS, INC.
WASTEWATER TREATMENT SYSTEM .......................III-1
PROCESS WASTEWATER TREATMENT SCHEME .......... III-1
SANITARY WASTEWATER TREATMENT SCHEME........ III-17
RINSE/WASH WASTEWATER TREATMENT SCHEME...... III-19
SPRAY IRRIGATION SYSTEM .....................III-20
IV. CONTROLLING THE WASTEWATER
TREATMENT PROCESSES ............
PHCONTROL....................................IV-2
CONTROLLING THE DISSOLVED
AIRFLOATATION (DAF) UNIT.....................IV-4
CONTROLLING THE BIOLOGICAL
TREATMENTPROCESS............................IV-1b
MANAGEMENT OF SPRAY IRRIGATION SYSTEM........ IV-31
OPERATING CONTROL STRATEGIES
AND TECHNIQUES ....................... ..... ...IV-35

.rt a
TABLE OF CONTENTS continued...
aZ,CTION MILS A('
V. MONITORING THE BIOLOGICAL
TREATMENT PROCESS ..............
LABORATORYANALYSES .............. .,.,...........V-1
FIELD MEASUREMENTS .............
VISUAL OBSERVATIONS ............
ROUTINE MAINTENANCE. ............

APPENDIX A
APPENDIX B
APPENDIX C
APPENDICES
PROCEDURES FOR:
Zane Settling Velocity
Sludge,Volume Index
Oxygen Uptake
Jar Test
PREPARATION OF CHLORINE SOLUTIONS
PROCEDURE FOR DETERMINING FLOW
OVER A RECTANGULAR WEIR
METRIC SYSTEM REFERENCE AND
CONVERSION CHART
EXAMPLE DATA SHEETS

LIST OF TABLES
TABLE U-, TITLE PAGE
III-! Component Dimensions And
Capacities ..................... woos .... ...III-u
IV-1 Suitable Grasses For
Spray Irrigation Sites....................IV-36
V-1 Recommended Schedule Of
Laboratory Analyses .........................V„2
V-2 Recommended Field Measurements .................V-4

LIST OF FIGURES
FIGURE TITLE EAU
II-1 Schematic Diagram Of The Basic
Wastewater Treatment Schemes For
Each Of The Wastestreams,,,,,,,,,,,,,,,,,,,,,,,,II-5
III-1 Schematic Diagram Of The Basic
Wastewater Treatment Schemes For
Each Of The Wastestreams ....................,..III-2
III-2 Lucks, Inc. Process Flow Schematic
Wastewater Treatment System....................111-3
III-3 Schematic Illustration Of The
Dissolved Air Floatation Unit.................III-12
II1-4 Schematic Illustration Of Biological
Wastewater Treatment P1ant....................III-15
III-5 Lucks, Inc. Spray Irrigation System..............111-21
IV-1 Biological Activity Vs pH Level....................IV-3
IV-2 Air Flow Control Panel.............................IV-7
IV-3 Retention Tank And Air Accessories ................ IV-10
IV-4 4-Week Summary Of Production Vs Wastewater ........ IV-18
IV-5 Sludge Wastage Worksheet,,,,,,,,,,,,,,,,,,,,,,,,,,IV-22
IV-6 Example Of Settleometer........................... IV-28
IV-7 Summary Of Alternative Operating Strategies ....... IV-38
-v-

OPERATIONS & MAINTENANCE GUIDE
prepared for
LUCKS, INCORPORATED
Seagrove, North Carolina
prepared by
HYDRO MANAGEMENT SERVICES, INC.
Winston-Salem, North Carolina
February, 1985

SECTION I
INTRODUCTION
E
Lucks, Incorporated operates a vegetable and fruit
processing cannery in Seagrove, North Carolina. The plant
processes a variety of vegetables and fruits, including greens,
white beans, lima beans, green beans and apples. The various
vegetables and fruits are washed, cooked, processed, and packaged
for distribution at the plant. The plant normally operates 24
hours per day Monday through Friday, but occasional Saturday
production also occurs as needed.
Cleanliness is extremely important at the Lucks, Inc.
Cannery. Therefore, large amounts of water are used throughout
all stages of production to clean and rinse the products and the
plant. The wastewaters from the cannery are treated on -site for
organic reduction prior to spray irrigation of the effluent on
property adjacent to the plant.
Lucks, Incorporated's on -site wastewater treatment system
requires daily operator attention and regular process
adjustments. These efforts assure that the cannery wastewater is
well-treated and, consequently, that odors are minimized and that
the effluent has no adverse environmental impact and is suitable
for agricultural uses. Lucks, Incorporated requested that Hydro
Management Services, Inc. prepare this operating manual to guide
the Luck's wastewater treatment operators. The purpose of this
operating manual is to provide the operators with the following:
I-1

i. A basic description of the treatment processes at
work in the Luck's, Inc. Wastewater Treatment
System.
2. Guidelines for adjusting the Luck's, Inc. treatment
system to optimize performance.
3. Routine analytical and maintenance procedures.
This manual does not attempt to be a complete encyclopedia
of wastewater treatment in general, nor even specifically for
Lucks Incorporated. Such an attempt would be useless for two
reasons: (1) such an encyclopedia would be so large and
cumbersome that it would remain on a shelf and collect dust, and
(2) wastewater treatment specifics at Lucks, Incorporated will
change over time with modifications to the processing plant and
to the treatment facilities. If a more complete discussion of
wastewater treatment in general is desired, numerous books and
journals can be obtained for this purpose.
In order to accommodate changes which may occur at Lucks,
after the initial printing of this manual, the
manual is assembled in a 3-ring binder. In this manner, learning
experiences of specific operators and future modifications to the
system may be added to the initial document. In fact, the
initial manual is being prepared at the same time as improvements
to the treatment system are being completed. These improvements
are included in the discussion of controlling the process, but
subsequent revisions may be needed as the actual modifications
are completed.
I-2

a
SECTION II
OVERVIEW OF
BIOLOGICAL WASTEWATER TREATMENT
The basic concepts of biological wastewater treatment are
similar to those of raising cattle. However, instead of raising
cows, the purpose of the waste treatment plant is to grow
bacteria. What is considered wastewater, (the toilet wastes and
wash and rinse waters from the canning operation at Lucks),
serves as food for bacteria.
As bacteria "eat" this "food", they "breathe" or consume
oxygen that is dissolved in the water. (This is analogus to fish
that "breathe" oxygen which is dissolved in the water). Since
the wastewater does not contain enough oxygen for all of the
bacteria which are eating the "food", it is necessary to add
oxygen to the wastewater. This is done at LUCKS, by mixing air
into the wastewater with large "blowers", called aerators,
located on the aerobic treatment plants. Adequate oxygen levels
will insure that the bacteria are able to stablize (convert the
wastewater to environmentally acceptable products) the
wastewater. Inadequate oxygen levels will result in
objectionable odors.
The preceding paragraph illustrates why a wastewater
treatment system is needed at LUCKS, Inc. The most important
"Pollution" associated with the cannery wastewaters is the oxygen

demand of bacteria as they feed on the wastewaters. The major
purpose of the treatment system is to "feed" and supply
sufficient oxygen to bacteria. Any "food" that is not eaten by
bacteria in the treatment plant will subsequently be sprayed on
the irrigation sites and "feed" bacteria there, resulting in
possible odors and plugging or binding of the soil.
Besides growing (primarily feeding and "aerating") bacteria,
in the treatment plant, the bacteria must also be "harvested" so
they do not escape, at least in too great numbers. "Harvesting"
in a biological wastewater treatment plant is accomplished in
the clarifier. The bacteria are "fed" and supplied oxygen
(aerated) in the aeration basin. In addition to mixing air into
the water, the aerators also keep the bacteria mixed (or
suspended) in the water. The bacteria must be suspended in the
water, so they can contact the food and oxygen. When the
wastewater leaves the aeration basin, the bacteria are still
suspended in it. The clarifier provides. a stilling pool where
the well-fed bacteria settle to the bottom, because they are
slightly heavier than the water.
It is important that the bacteria separate from the water in
the clarifier. Even though they have eaten most of the "food" in
the wastewater, the bacteria are still living and "breathing"
oxygen. Just as it is not desirable to send too much "food" to
the spray sites, it is also undesirable to grow bacteria in the
wastewater treatment plant and then send these bacteria to the
II-2

spray irrigation sites, where they would continue to "breathe",
resulting in odor problems and possible blinding of the spray
sites. In addition, when bacteria die (stop "breathings% they
become "food" for other bacteria. So if the bacteria are not
separated from the water in the clarifier, another type of "food"
is just sent to the spray areas.
RECAP -BASIC CONCEPT
Before proceeding, a review of what has been discussed above
is presented. Biological wastewater treatment is used at LUCKS,
Inc, It is called biological wastewater treatment, because
bacteria (which are a biological life form) are the main part of
the treatment process. The bacteria consider the cannery
wastewater as food. As the bacteria "eat" this food, they
"breathe" oxygen that is dissolved in the wastewater. The
wastewater does not contain enough oxygen for all of the
bacteria. Therefore, aerators, (electrically driven blowers) mix
air into the wastewater in the aeration basins. The aerators
also keep the bacteria suspended and in close contact with
wastewater food and dissolved oxygen. When the bacteria have
eaten all the "food" in the wastewater, they are separated from
the water in the clarifier. The clarifier is basically a
stilling pool where the heavier bacteria are allowed to settle to
the bottom.
Treated wastewater leaves the top of the clarifier and is
discharged to the holding pond and is subsequently spray
II-3

irrigated on adjacent property. Bacteria have "eaten" most of
the "food" in the cannery wastewater in the aeration basin. Most
of the bacteria have, in turn, been removed from the wastewater
in the clarifier. The treatment process described above is
illustrated in FIGURE II-1.
E MOVEMENI
Up to this point, the discussion has concerned (1) the
"food" in the wastewater that has been "eaten" by bacteria, (2)
the well-fed bacteria that have settled from the wastewater, and
(3) the treated wastewater that has been spray irrigated. In
principle, the primary goal has been achieved -- disposing of
treated wastewater (wastewater from which the "food" has been
removed) in an environmentally safe and acceptable manner.
As noted in FIGURE II-1, the settled bacteria accumulate in
the bottom of the clarifier. These bacteria are so numerous that
they form a thick suspension called sludge. Sludge must be
removed from the bottom of the clarifier, so too much of it does
not accumulate in the clarifier and go to the spray irrigation
system with the treated wastewater (or effluent). Sludge is
removed from the clarifier bottom, which is sloped toward the
center, to a hopper (or sump) located at the center and on the
bottom of the clarifier. The sludge is then pumped from this
sump to one of two places. Most sludge is pumped back to the
aeration basin and is called return (or recycled) sludge. Some
sludge must be removed from the aeration basin/clarifier system
II-4

.j
PRIVARY TP.EATmrflT
GREASE
COLLECTION
TNFLUENT (TOQO) GREASE AND
_ PROCESS SCREENING SOLIDS PH ADJUSTMENT
WASIE61ATER RClsOVAL
,EFFL ZENT SECONDARY BIOLOGICAL TREATMENT
CLARIFICATION
• %
AERATION
STORAGE MIXTURE OF WASTEWATER,
SPRAY IRRIGATION BACTERIA X OXYGEN
(MIXED LIQUOR)
RETURN
INFLUENT (FOOD)
SANITARY
WASTEWATER
AERATION ,
MIXTURE OF WASTEWATER,
BACTERIA I OXYGEN
(MIXED LIQUOR)
SLUDGE
SECONDARY SIDLOGICAL TREATMENT
CLARIFICATION
JNs EFFLUENT
RETURN r—��~
SLUDGE PII
CHLORINATION
SLUDGE �
SPRAY IRRIGATION STORAGE
PROCESS WASTEWATER TREATMENT SCHEME
GAMITARY WASTEWATER TREATMENT SCHEME
INFLUENT (FOOD)
RINSE/WASH PH RINSE./WARN WASTEWATER TREATMENT SCHEME
WASIEWATER SCREENING ADJUSTMENT' STORAGE
]—
SPRAY IRRIGATION
FIGURE II-1. SCHEMATIC DIAGRAM OF THE BASIC WASTEWATER
TREATMENT SCHEMES FOR EACH OF THE WASTESTREAMS

and is pumped to a separate sludge holding pit -�= this is called
waste sludge.
Sludge is returned to the aeration basinsothe bacteria can
"eat" more "food". It is important to keep enough bacteria in
the aeration basin, so most of the "food" in the wastewater will
be removed.
When the bacteria eat the food, they grow. Unlike cattle,
however, individual bacteria do not experience a tremendous
physical growth in size. Instead, bacteria propagate their
species by employing vast reproduction. Weight gain for the
bacteria in the aeration basin is determined by the total weight
of all the bacteria in the basin.
There is an optimum (best) number of cattle that can be
maintained per acre of pasture, in order to keep the cows healthy
and growing properly. Similarly, there is an optimum number of
bacteria (determined by their total weight) that can be
maintained per gallon of aeration basin volume. Since the
bacteria are always growing, the optimum number of them must be
maintained by constantly removing excess bacteria from the
treatment system via the waste sludge line. One of the most
imp-oi�ta-nt__f-u -nc_tions of the LUCKS waw-ater_._t.r-e.atment operator is
to waste the proper amount o_ f sudg_o_ (bacteria) from the system
daily.
-RECAP-�L,UDGE
The biological wastewater treatment system essentially
produces two products:
II-6

1. Treated wastewater (effluent).
2. Excess bacteria (waste sludge).
One of the operator's most important jobs is to move the bacteria
(sludge) to the proper location -- the aeration basin or the
waste sludge pit. The techniques described in Section IV will
r.
help the operator know what to do with the sludge.
OTHERA M P
The discussion above describes the basic operation of the
biological wastewater treatment system. There are other steps
before and after biological treatment that contribute to the
proper operation of the LUCKS INCG T4JR*-E-D-biological system.
A lot of grease and oils are generated during the canning
operation. Grease, oils and solids are in the wastewater as it
leaves the processing area. They are removed in the primary
treatment system, which consists of a bar screen and a dissolved
air flotation (DAF) device. (See FIGURE II-1.) The proper
operation of the pretreatment system in removing grease and
solids is necessary to provide an effective biological treatment
system. If too much grease and solids get through the primary
treatment system, mechanical problems and sick bacteria may
develop in the biological system.
Most of the bacteria in the treatment system are not the
disease or sickness -causing types. Most of them are similar to
bacteria with which we live everyday, including those which are
normally found in our bodies. Sickness -causing bacteria are
1I-7

primarily .associated with fecal coliform bacteria. Fecal
coliforms are not the main bacteria working in the biological
treatment system, but they may still be present. Therefore,
before the treated wastewater (especially the treated sanitary
wastewater) is spray irrigated, chlorine is added to kill any
bacteria that did not settle in the clarifier. -
Another related part of the total treatment system is the
ultimate disposal of the waste sludge. Remember the treatment
system makes two products --- treated wastewater and waste sludge.
The treated wastewater is spray irrigated, which is similar to
"shipping" the product. Up to this point in the discussion,
we have only "warehoused" the waste sludge in the sludge pit.
Obviously, at some time, it is necessary to remove and properly
dispose of the excess (waste) sludge. The waste sludge
"shipping" operation has not been addressed at the time this
manual was being written. The waste sludge is a good soil
conditioner, similar to fertilizer. Since the treated sludge is
already used to grow crops (hay) trucking the waste sludge from
the pit to the fields and other local farms, and applying the
sludge directly to the land may be an alternative for disposal
and alleviate some of the odor problem. The ''landfarming" of
sludge is not addressed in this manual.
11-8

SECTION III
DESCRIPTION OF THE LUCKS, INC.
WASTEWATER TREATMENT SYSTEM
The wastewaters at LUCKS, Incorporated are segregated into
three streams. These are:
1) The Process Wastewaters,
2) The Sanitary Wastewaters, and
3) The Rinse/Wash Waters from washing of greens
and apples.
FIGURE IiI-1 presents a schematic illustration of the treatment
processes employed to treat each of the three waste streams.
FIGURE 111-2 is a schematic depiction of the LUCKS, Inc.
Wastewater Treatment System and illustrates how the treatment of
the three -separate streams are inter -related. TABLE III-1
details the component dimensions and capacities of the various
unit processes employed in each treatment scheme. Each of the
three treatment schemes are described in detail in the following
sections.
PROCESS WASTEWATER TREATMENT SCHEME
FIGURE III-2 is a schematic depiction of the Lucks, Inc.
Wastewater Treatment System and illustrates how the treatment of
the three separate streams are inter -related. The process
wastewater treatment scheme includes both primary treatment and
secondary biological wastewater treatment.

PRIPPARY TREATMENT
I '
GREASE
COLLECTION
INFLUENT (FOOD) GREASE ANO
PR`rESS SCREENING SOLIDS pH ADJUSTMENT
WASTiNATER REMOVAL
-�EFF� QENT SECONDARY BIOLOGICAL TREATMENT
CLARIFICATION
AERATION
STORAGE MIXTURE OF WASTEWATER,
SPRAY IRRIGATION BACTERIA A OXYGEN
(MIXED LIQUOR)
RETURN
SLUDGE
SECONDARY BIOLOGICAL TREATMENT
CLARIFICATION
INFLUENT (FOQO) AERATION
SANITARY MIXTURE OF WASTEWATER,
WASTEWATER CNLORINATTON
BACTERIA & OXYGEN
(MIXED LIQUOR) EFFLUENT
RETURN
SLUDGE
SLUDGE PIT SPRAY IRRIGATION STORAGE
PROCESS WASTEWATER TREATMENT SCHEME
SANITARY WASTEWATER TREATMENT SCHEME
EFFLUENT ,
INFLUENT (FOOD)
RINSE WASH SCREENING .' PH AINSEIWASH WASTEWATER TREATMENT SCHEM&
ADJUSTMENT STORAGE
WASTEWATER SPRAY IRRIGATION
FIOURE 111-1. SCHEMATIC DIAGRAM OF THE BASIC WASTEWATER
TREATMENT SCHEMES FOR EACH OF THE WASTESTREAMS

:.✓L� J 1�
SCREININGS RECIRCULATION LINE SEPARATED OIL I GREASE
TO DISPOSAL
PRESSURE
WETTANK STEAM RENDVEp 8Y
� WELL PUMP IINE COr�IRaCTOR
rEWATE
SLUDGE COLLECIION
EWATR BOX
SCREEN F I
BDX
AIR ------ wABNlRINeH
o D1S5DLUED AIR WASTEWATER
TLOATAIOR
o
ABANDOIED AC LINE r H
MANHOLE \
SANITARY LIMC PIT
WASTEWATER- AIR-L;FT
PUMP VIBRATING
SCREEN
MANHOLE SPUTTER BOX 2 fi!SPLITTER BOX 1
.y Z b cn
2 SH
r7
}
SLUDGE
u AEROBIC
WWTP
t -
DOMESTIC SLUDGE AND]DR DRAIN��l SPRAY IRRIGATION
AEROBIC SYSTEM
Wwrr CHLORINE LAND
APPLICATION
�^ SLUDGE PIT Z_� ".�"
STORAGE POND
CHLORINE
CONTACT
CHAMBER
FIGURE III-2.
LUCKS, INC.
PROCESS FLOW SCHEMATIC
WASTEWATER TREATMENT SYSTE"

TABLE III-1
COMPONENT DIMENSIONS AND CAPACITIES
PR C A
SCREEN BOX:
LENGTH.............................................610t,
WIDTH.......... ..........r............,,...........
41311
DEPTH..............................................
P4tr
VOLUME.......................•....•..85-FT3 (636 Gallons)
WET WELL:
LENGTH......... ............... ..................... 210„
WIDTH........... .....•......... .............•....•..31011
DEPTH..............................................3161,
VOLUME........:........••.•..........21-FT3 (157 Gallons)
PRESSURIZATION PUMPS FOR DAF UNIT:
NUMBEROF PUMPS................«...,•.•......,........1
TYPE..................•............ Centrifugal, 2-Stage
EACH STAGE:
SIZE...................,,..................2" x 211
CAPACITY..................... ...••.....••....50 gpm
RPM.......................................`....1750
IMPELLER DIAMETER ................ •o..,... .6.84 in.
MOTOR:
TYPE.................................. Double Shaft
RPM•••••••••••••..• ...........................1750
III-4

TABLE III-1 continued..
COMPONENT DIMENSIONS AND CAPACITIES
MOTOR continued..
VOLTAGE........................................220
AMPERES...........................•...,.......1u.$
AIR COMPRESSOR FOR DAF UNIT:
MOTOR...............................Gould, Century
RPM...........................................17�5
AIR STORAGE TANK
VOLUME, approximate ... ..■.•....•....•..••.3.59 FT3
PRESSURIZATION FOR DAF UNIT:
WORKINGPRESSURE...............••......••......100 psig
DIAMETER.......................•.....,.,..,.....,..�,p�l
LENGTH, Top to Bottom ....... .................... 4111.5"
DISSOLVED AIR FLOATATION UNIT:
NUMBEROF UNITS................•..•..................,1
MANUFACTURER...............•..•............••.....EIMCO
MODEL.............................................2�i67A
CAPACITY... ...........................•.........
DIAMETER ........ ..............
....................12i{�u
SIDE WATER DEPTH...................................9'0"
III-5

TABLE III-1 continued,.
COMPONENT DIMENSIONS AND CAPACITIES
DRIVE UNIT FOR DAF
MOTOR:
SLUDGE COLLECTION BOX:
LENGTH.............................................$rgri
WIDTH..............................................6r0"
DEPTH...... ..... .... i}rOrr
VOLUME ........... .................. 192-FT3 (1436 Gallons)
AIR-LIFT PUMP PIT:
LENGTH.............................................2r5"
WI:DTH......r.......................................2rOri
DEPTH..............................................41Orr
VOLUME...............................20-FT3 (150 Gallons)
SPLITTER BOX 2:
WEIRLENGTH FOR DOMESTIC WWTP........................5"
WEIRLENGTH FOR PROCESS WWTP........................10"
WEIRLENGTH FOR STORAGE POND........................34"
PROCESS WASTEWATER TREATMENT -PLANT
CAPACITY.....................................60,000 gpd
AERATION TANK DIAMETER............................35-FT
CLARIFIERDIAMETER................................14-FT
III-6

TABLE 111-1 continued..
COMPONENT DIMENSIONS AND CAPACITIES
PROCESS WASTEWATER TREATMENT PLANT continued..
SIDEWATERDEPTH.. ................
AERATION BASIN VOLUME ....................60,451 GALLONS
CLARIFIER VOLUME .........................11,514 GALLONS
TOTALVOLUME.............................71,966 GALLONS
DETENTION TIME (AERATION) @ 600000 gpd........1.01 days
DETENTION TIME (CLARIFICATION) @ 60,000 gpd..4.61 hours
WEIRLENGTH .................... ................... 44—FT
WEIR LOADING RATE @ 607000 gpd..............1364 gpd/FT
CLARIFIER LOADING RATE 0 60,000 gpd.......... 390 gpd/FT2
AERATION:
NUMBEROF BLOWERS,,,,,,,., ... maeososeete ... mv.9w*v9*.w2
MANUFACTURER........ ...... oeeoeeee ... o .... ***** ... ROOTS
TYPE & MODEL...............Positive Displacement, 610AF
HORSEPOWER......................................15 each
RPM................................................17b0
AERATORTYPE..........................Non—Clog Air Diffusers
CLARIFIER DRIVE MECHANISM, H.P......................1/2 H.P.
I SANITARY WA LgATER TRAIN
SPLITTER BOX 1:
WEIR LENGTH FOR DOMESTIC WWTP.......................2211
WEIR LENGTH FOR PROCESS WWTP........................4411
III-7

TABLE III-1 continued..
COMPONENT DIMENSIONS AND CAPACITIES
DOMESTIC WASTEWATER
TREATMENT
PLANT
CAPACITY.....................................30,000
gpd
AERATIONTANK DIAMETER ............... ............. 25-FT
CLARIFIERDIAMETER................................12-FT
SIDEWATER DEPTH..................................12-FT
AERATION BASIN VOLUME ....................33,908 GALLONS
CLARIFIER VOLUME .........................10,152 GALLONS
TOTALVOLUME.............................44,060 GALLONS
DETENTION TIME (AERATION) @ 30,000 gpd........ 1.13 days
DETENTION TIME (CLARIFICATION) @ 309000 gpd..8.12 hours
WEIRLENGTH......................................37.7-FT
WEIR LOADING RATE @ 30,000 gpd...............796 gpd/FT
CLARIFIER LOADING RATE @ 30,000 gpd.......... 265 gpd/FT2
AERATION:
NUMBER OF BLOWERS.....................................2
MANUFACTURER......................................ROOTS
TYPE & MODEL...............Positive Displacement, AF-55
HORSEPOWER.......................................5 each
RPM................................................175Q
AERATOR TYPE... ....................... Non -Clog Air Diffusers
CLARIFIER DRIVE MECHANISM, H.P......................1/2 H.P.
III-8

TABLE III-1 continued..
COMPONENT DIMENSIONS AND CAPACITIES
CHLORINATION SYSTEM:
MANUFACTURER..........................WALLACE & TIERNAN
MODEL..............................................5640
' TYPE........................................Liquid Feed
CHLORINE SOLUTION RESERVOIRS ........... 2 @ 30 GAL. each
TYPE CHLORINE ........................HTH, dry chlorine,
65% Calcium Hypochlorite
SLUDGE PIT.
LENGTH............................................ 11T4',
WIDTH...............................................10,
DEPTH........................,........,...,,......,.,51
VOLUME,....,o.;...,.....*....,,....567-FT3 (4239 Gallons)
CHLORINE CONTACT CHAMBER:
LENGTH..............................................151
WIDTH................................................6�
DEPTH..............................................1.51
VOLUME ............................. 135-FT3 (1010 Gallons)
DETENTION TIME @ 300000 gpd,,,,,4$ Minutes
MAXIMUM ALLOWABLE FLOW RATE TO
MAINTAIN A 30 MINUTE DETENTION TIME .......... 48,500 gpd
OVERFLOWWEIR LENGTH................................12�,
III-9

TABLE III-1 continued.
COMPONENT DIMENSIONS AND CAPACITIES
A
VIBRATING SCREEN;
MAKE.............................................. SWECO
TYPE........ .............. ....... VIBRO-ENERGY SEPARATOR
MODEL..........................................LS 30566
STRAY IRRIGATION SYSTEM
IRRIGATION PUMPS:
NUMBER................................................2
MOTORS.......................«,..................... G.E.
H.P............................................75, each
RPM................................................3555
PUMPS..............«.........,.........,......,..GOULDS
MODEL..............................................3196
INSTRUMENTATION AIR COMPRESSOR, HP ...............« „1,5
STORAGE BASIN VOLUME ..................«,500,000 Gallons R
IRRIGATIONAREA................................40 Acres
NUMBEROF IRRIGATION LANES ...........................1b
NUMBER OF IRRIGATION SPRINGLER HEADS,,,,,,4,,9,,,,,,210

Primary treatment involves screening, grease separation, and
pH adjustment. Screening is accomplished by introducing the
water through a mesh screen to remove the large food and grease
particles. The screenings are placed in a container and disposed
of on a daily basis.
Grease and solids are removed from the Process Wastewater
Stream by a Dissolved Air Floatation (DAF) Unit. In the DAF
process, air is added at pressures greater than atmospheric
pressure to the incoming wastewater stream. When pressure is
reduced and turbulence is created, air in excess of that required
for saturation at atmospheric pressure leaves the solution as
very small bubbles of 50 to 100 um in diameter. The bubbles
adhere to the suspended particles and grease and become enmeshed
in the solids matrix. Since the average density of the solids -
air aggregate is less than that of water, the agglomerate floats
to the surface. The floated solids build to a depth of several
inches at the water surface. Water drains from the float and
affects solids concentration. Float is continuously removed by
the skimmer. Good solids floatation occurs with a solids -air
aggregate specific gravity of 0.6 to 0.7,�"�--
FIGURE III-3 presents a schematic illustration of the
Dissolved Air Floatation Unit used in the Process Wastewater
Treatment Scheme. The DAF Unit, manufactured by EIMCO, is a 12-
foot diameter circular unit with a nine foot side wastewater
depth. The separated oils and greases (float) are transferred to

GREASE TO COLLECTION BOX
A
SKIMMER
PROCESS -WASTEWATER FLOAT BOX
STREAM :� MIXING
OVERFLOW TO BIOLOGICAL
WASTE TREATMENT PLANT
CHAMBER BAFFLE
FLOA -41-Ok..THICKENER , '" CLARIFIED
LIQUID FROM
BACK / SETTLED SLUDGE TO
PRESSURE AIR --LIFT PUMP PIT_
VALVE
AIR SOURCE
CHEMICAL
FEED
(polymer) PRESSURIZED AIR
RECYCLE FLOW FEES
;;. (Air -Pater
Mixture) 7
RETENTION TANK
AIR CONTROL
PANEL
PRESSURIZED
rf
FLOW
FLOW CONTROL � '
VALVE. PRESSURIZAiIOH PUMP
f''';:.' F : - c (Recycle Pump)
FIGURE 111-3. SCHEMATIC ILLUSTRATION OF THE DISSOLVED AIR FLOATATION UNIT

the sludge collection/storage box. Steam is utilized to keep the
accumulated material in the sludge collection box liquid. A
private contractor periodically removes the accumulated oils and
greases from the sludge collection box.
A sludge drawoff/drain valve is provided on the bottom of
the DAF. As the name implies this valve is used to remove any
solids that may accumulate during operation of the unit or to
drain the DAF for inspection or repairs. The sludge from the DAF
drains by gravity into an air lift pump pit. The liquid is then
transferred by an air lift pump to Splitter Box No. 1. (See
FIGURE III-2).
The .primary treated Process Wastewater Stream (oil, grease
and solids removal) leaving the DAF Unit flows by gravity to ,a-,
Wsma-l�l,,:!-pit-immed: a:tely adjacent .tg Splfitter Box 2. The pH of the
.:wast'estr°iam is measured and if necessary, gr""an a "lime (50-1b
D '=
bags) are added to raise the pH of the.*beam.
At this juncture, primary (physical/chemical) treatment is
considered complete and the remaining treatment steps are
referred to as secondary (biological) wastewater treatment.
The Process Waste Stream, at this point consists of organic
solids and liquids. These organic solids and liquids will break
down or decompose. Bacteria use the organic chemicals in the
solids and liquids as food and actually do the work of breaking
the chemicals down. The bacteria, just like the cells in our
body, need oxygen to live and grow. If enough oxygen and enough

food are present the bacteria will live ideally.
Process Wastewater is purified by the destruction of the
organic compounds by using aeration to oxidize the volatile
material into gas, water and sludge. Continued aeration of
highly concentrated solids produces additional organisms that
break down their own and other dead cell material into water,
carbon dioxide and ash. The resulting effluent is clear and
odorless. Generally speaking the plant will remove approximately
85% to 90% of the BOD (Biochemical Oxygen Demand) and Suspended
Solids when properly operated and maintained. BOD refers to the
amount of oxygen that is used by living biological organisms in
the oxidation of organic matter in the waste.
Biological Wastewater treatment consists of two basic
operations; they are aeration and settling. The aeration and
settling processes are accomplished in a 60,000 gpd rated
capacity, aerobic wastewater treatment plant manufactured by
EIMCO.
The modular wastewater treatment plant and associated piping
and equipment are schematically illustrated in FIGURE III-4. The
wastewater treatment plant is a package (shop manufactured and
field assembled) plant of metal construction. It consists of two
concentric tanks, one within the other. The outer compartment
serves as the aeration basin and the inner tank is the clarifier
(settling).
The primary treated Process Wastewater Stream flows by

r
Rinucp CLARIFIER DRIVE
scum
SCUM BOX
BAR SCREEN
SLUDGE RETURP
INFLUENT PIP
SLUDGE L
DIVIS
NON -CLOG AIR DIFFUSERS
I P E
NT LAUNDER
FIGURE 111-4. SCHEMATIC ILLUSTRATION OF BIOLOGICAL WASTEWATER TREATMENT PLANT

gravity into the plant through a bar screen. From the screening
device the wastewater flows into the aeration chamber. In this
chamber wastewater is decomposed by the action of aerobic
bacteria and other micro-organisms in the presence of air
(aerobic condition). In a properly operating plant, these micro-
organisms (some people call them "bugs") wili form a dark brown
mass called activated sludge floc. This floc is mixed with the
incoming wastewater by introducing air around the outside of the
tank near the bottom through air diffusers, which causes mixing
currents within the liquid. An adequate air supply is maintained
to allow the organisms to decompose the wastewater into carbon
dioxide, water and ash. The air is provided by a rotary positive
displacement blowers housed in a metal structure mounted atop the
plant. The air is piped through air header pipes to the
diffusers at the bottom of the aeration tank. -A­--&_e6bnd--Vl-ower
Yfor staff, -by sertxc pis provaded: Each-.wer- is equipped with :a
€i-f__t bfil -.6inut-e-:rhterVal- -timer -to control,the-amowrit of air,
su`p.pf 'd. The aeration tank is designed to provide a volume
equal to the total twenty-four hour flow.
J_t7 ZrbW the aeration chamber, the treated wastewater mixes with
the activated sludge floc and passe through pipe in the wall
into the settling tank or clarifier. In the clarifier the heavy
activated sludge floc settles to the bottom, and the clear
treated liquid flows over a weir into the dischrage line.
Adequate volume is provided in the clarifier to retain the

wastewater usually for a four hour period, depending on flow
conditions. The settled sludge or bacteria are then returned
to the aeration chamber by the air lift sludge return system,
to decompose more incoming sewage. This system consists of pipe
extending from below the clarifier collection hopper (See FIGURE
III-4), back to the influent. bax. Air is injected near the
bottom of this pipe. As the air rises, the sludge is drawn into
the pipe from the hopper and lifted into the horizontal sludge
return pipe, which pumps the liquid to the inlet of the aeration
tank,where it is mixed with more incoming wastewater. An air
lift type skimmer, operated on the same principle, is installed
in the settling tank so that floating solids can be removed and
discharged back into the aeration tank.
These are the basic components of the aerobic treatment
process. Thus treated, the wastewater will have eighty-five to
ninety-five percent of its organic material removed.
Excess biological sludge may be sent to the sludge spit for
subsequent disposal.
The primary and secondary treated Process Wastewater flows
by gravity from the 60,000 gpd aerobic treatment plant to the
storage pond, and is subsequently spray irrigated.
_ANITARY WASTEWATER TREATMENT SCHEME
The sanitary wastewater stream consists primarily of toilet
i�.wastewater and some wash water from the initial bean wash.
FIGURE III-1, schematically depicts, the unit treatment processes

and the flow pattern employed to treat the Sanitary Wastewater
Stream. FIGURE III-2 illustrates how the Sanitary Treatment
Scheme is integrated into the entire treatment process.
Treatment of the Sanitary Stream consists of secondary
biological treatment, chlorination and spray irrigation of the
treated effluent.
Biological treatment (secondary treatment) of the Sanitary
Waste Stream is accomplished in an identical manner to that
described for the treatment of the Process Wastewater Stream.
The wastes flow by gravity into a 30,000 gpd aerobic treatment
plant manufactured by EIMCO. The component dimensions and
capacities of the various units and items of equipment are
described in TABLE III-1. A description of the biological
treatment plant is identical to the description presented for the
Process Wastewater Treatment Scheme, and will not be re-interated
here.
Excess biological sludge generated from the treatment of the
h
Sanitary Wastewater Stream may be transferred to the sludge 'pit.
for subsequent disposal by land application.
The secondary treated Sanitary Waste Stream flows by gravity
to the chlorine contact chamber. The chlorine contact chamber is
a baffled chamber (to prevent short-circuiting) with a volumetric
capacity of approximately 1,000 gallons. At a flow rate of
kt-.
30,000 gpd, the chlorine contact chamber has a detention time of
48 minutes. A thirty minute detention period is considered
adequate.

Chlorine is added to the treated Sanitary Waste Stream to
kill any disease carrying (pathogenic) bacteria which might be
in the effluent. A liquid chlorine solution is prepared by
mixing a weighted quantity of dry powdered, HTH (High-Test-
Hypochlorite) with water. This solution is transferred by a
chlorinator pump from a solution tank in the small building
adjacent to the chlorine contact chamber, and discharged into the
chlorine contact chamber. The treated Sanitary Wastewater Stream
is then allowed to mix with the chlorine. After the contact
period (48 minutes @ 30,000 gpd flow rate) the treated stream
passes out of the chamber over a 1211 rectangular weir and into
the storage pond.
In the storage pond, the treated Sanitary Waste Stream is
,.ombined with the other waste streams and spray irrigated.
IN WA H WA EWAT R REA MEN CREME
Treatment of the wash and rinse waters from the greens and
apple processingline consists oscreening, �y
f g f "�� d j� s, tme'I��, a n d
discharge to the storage pond. FIGURE III-1 presents a schematic
representation of the treatment process and FIGURE III-2
illustrates how this waste stream is integrated with the other
two treatment schemes.
The Wash/Rinse Wastewater flows through a SWECO Vibrating
Screen Separator. This removes any large debris and/or food
stuff which may be in the Wash/Rinse Stream. The screenings are
collected in a trash container and disposed of daily.

If pH adjustments are necessary, lime can be added to
Splitter Box 2. From here, the screened Wash/Rinse Waste Stream
is directed to the storage pond where it is combined with the
other two waste streams.
SPRAY IRRIGAIIO SYSTEM
The treated wastewaters from the Luck's Cannery are spray
irrigated on 40 acres of crop land adjacent to the cannery.
FIGURE II1-5 presents a topographical map showing the LUCKS,
INC. Spray irrigation system. The system consists of 5001000
gallon storage basin for the treated wastewaters that are to be
spray irrigated, two 75 H.P. Goulds Pumps, 16 irrigation lanes
with a capacity of 210 irrigation sprinkler heads.
The irrigation sites consist of approximately 40 acres of
cleared land with a grass cover crop, which is harvested
periodically.
The treated wastewaters are periodically pumped from the
storage pond and sprayed on to the grass crops on one or more of
the 16 lanes. The frequency of irrigation is determined by the
amount of treated wastewater to be disposed of, and hydraulic
loading limitations of the sites and weather conditions.
111-20

LEGEND
0- A- M..".L
0- A-.
CO-ORDI NATI
QD 0.000 0,000
(&-sUL6312 534.4051
Q-r72&%,4 sou'vi
1-24.1%12U U.34LIM17
FICIURIE 111-8-
LUCK4. INC. SPRAY IRRIGATION SYSTEM

SECTION IV
CONTROLLING THE WASTEWATER
TREATMENT PROCESSES
The purposes of treating the wastewaters generated by
Luck's, Inc. (and hence, optimizing the performance of the
wastewater treatment plant) are:
1) To completely stabilize the wastewater,
2) To dispose of the wastewater in an environmentally
acceptable manner and,
3) To reduce and minimize odors.
The following discussion is directed toward those ends.
The Wastewater Treatment System employed at Lucks, Inc. is
an integrated system of physical, chemical and biological
processes, Each of which must function properly in order for the
entire system to work properly and produce a quality effluent.
The wastewater treatment plant operator has a limited number of
factors which may be controlled to obtain the best performance
from the treatment system. An examination of FIGURE I1I-2
indicates that there are only four processes that the operator
can (and must) control to provide effective and economical
control of the wastewater treatment system. These are:
1. pH control of the wastewater
2. Proper operation of the Dissolved Air Floatation Unit
3. Control and optimization of the biological treatment
plants,
IV-1

4. Control of the Spray Irrigation System.
Variable factors that can affect the performance of each of the
aforementioned processes and the operators control over these
factors are discussed in the following sections, and suggested
operating strategies are presented.
D-H-CQNTROL
PH is a method of expressing the acid condition of a
wastewater. The pH scale ranges from 1 to approximately 14, with
a pH of 1 to 7 considered the acid range and 7 to 14 the basic
range. pH 7 is defined as neutral.
A proper pH range must also be maintained in the plant
aeration basin to maintain a healthy and active system. This is
apparent in the relationship between biological activity and pH
as illustrated in FIGURE IV-1.
Bacteria can survive in a pH range from 5.0 to 10.0 but they
thrive between pH values of 6.5 and 8.5. Below a pH of 6.5,
fungi can become the predominant organism present, rather than
bacteria, and poor BOD removal and settling will result. At too
high a pH, nutrients such as phosphorus will begin to precipitate
and become unavailable for use by the bacteria. This again will
result in poor BOD5 removal. Under extreme high or low pH
conditions, the plant biological population will be killed.
The operator should routinely monitor the pH of the incoming
wastestreams and of the two aeration basins. This pH should be
measured 2 to 3 times per shift and the results recorded in the
Operator's Log Book.
IV-2

cz
ez
0
0
cz
ram.
6 7 8 9
pH
FIGURE IV-•1. BIOLOGICAL ACTIVITY VS pH LEVEL

As previously noted, the optimum (ideal) aeration basin pH
is in the range of 6.5 to 8.5.
The Process Wastewater Stream has a low acidic pH value.
The operator must add lime (basic) in the Splitter Box to raise
the pH prior to introduction of the wastewater into the
biological treatment plant. The amount of lime added should be
recorded in the Operator's Log Book.
When adding lime to adjust the pH it is acceptable to err on
the high side (pH 7.5 to 8.5) since the biological activity
occurring in the aeration basin generates CO2 and tends to lower
the pH.
A secondary, but no less important, reason for maintenance
of proper pH is to protect the equipment and facilities. Both
extremely high (basic) and low (acidic) pH values will
deteriorate metals and concrete.
C NT OLLIN HE DI OLVED AIR FLOATATION DAF UNIT
Proper operation of the DAF system is vital to obtaining
good biological treatments minimizing odors, and extending the
useful life of the irrigation site. If the DAF were not _was=na.t�
operating or was operating inefficiently, large quantities of oil
and greases would be introduced to the subsequent processes.
This could result in clogging of lines, scum deposits in
vessels, and poor oxygen transfer in the aeration basin resulting
in low BOD removal efficiencies. Oil and grease in the Storage
Pond coupled with poor BOD removal efficiencies could cause
IV-4

significant odor problems. Additionally, if oil and grease were
sprayed on the irrigation sites, blinding of the sites would
occur, shortening the useful site life, and causing runoff and
odors. Proper and controlled operation of the DAF unit will
remove most of the non-emulusified (not in dissolved in the
water) oils and greases.
The following description of the DAF unit operation was
adapted from the manufacturers (EIMCO) 0 & M manuals.
FLOATATION EQUIPMENT
The basic Floatation System consists of the following main
components as shown in FIGURE III-3:
1) Floatation thickener with skimmer
2) Pressurization pumps
3) Air flow control panel
4) Retention tank
5) Back pressure control valve
DESCRIPTION OF THE FLOATATION SYSTEM
Referring to FIGURE III-2 and FIGURE 11I-3 dissolved air
flotation is accomplished in the following sequence:
1. Pressurizing the Flow (Process and/or Recycle Water).
A portion of the clarified effluent from the floatator
is pressurized to 75 psig by the pressurization pumps
and pumped into the retention tank. Although this pump
operates at approximately 75 psig, the pressure at the
floatation tank is controlled independently at 60 psi
by the back pressure control valve. The 15 psig
difference is due to the pressure loss in the system.
The volume of the pressurized flow is controlled by the
flow control and back pressure valves at the discharge
side of the pump.
IV-5

2. Dissolving Air Into Solution. As the pressurized water
is pumped into the retention tank, it mixes with the
incoming air which dissolves into solution with the
water. The water level in the retention tank is held
down by the air pressure which is controlled
automatically by an air release valve. (To operate
correctly this valve must be set to continuously
release small amounts of air.)
3. Air Injection. The air supply is fed into the
retention tank at the controlled rate specified on the
drawings in SCFM. At that pressure, most of the air is
dissolved in the pressurized flow.
The air flow control panel shown in FIGURE IV-2 ensures
that a precise, measured quantity of air will be
delivered to the retention tank. The solenoid valve
permits the flow of air only when the pressurization
Pump is operating. The hand operated needle valve is
used to control the amount of air going into the system
and the rotameter shows the rate, while the air
pressure regulator limits the air pressure. The by-
pass valves at the inlet and outlet of the .rotameter
allow for gradual start-up of air to the rotameter in
order to prevent tube breakage and to allow for
isolation of the rotameter for maintenance.
4. Chemical Addition to the Feed or Pressurized Flow. if
a chemical, such as a Polymer, is used to aid in the
flotation process, it is fed to the pressurized flow or
to the feed just before entering the flotation tank.
The dosage must be determined regularly during each
shift by testing.
5. Pressure Release and Sludge Floatation. The floatation
tank is where the separation of the floatable materials
from the raw feed takes place. Here the pressurized
and air saturated flow (recycle) passes through the
back -pressure control valve into a chamber at the end
of the valve, where it intermixes with the raw feed
just before it discharges into the tank. As the
pressurized flow leaves the valve, the sudden release
of pressure releases the dissolved air into the tiny
air bubbles that carry the fine solids and liquid
particles to the surface of the tank, creating the
floating sludge blanket.
IV-6

O UTLET Tt
RETENTION
B Y--PASS
VALVI
INLET FROM
AIR SUPPL
SOLENOID VALVE
FIGURE IV-2.
AIR, OUTLET VALVE
ROTAMETER
PRESSURE GAUGE
AIR INLET VALVE
NEEDLE VALVE
AIR PRESSURE
REGULATOR
AIR FLOW CONTROL PANEL

6. Sludge Thickening and Skimming. Sludge thickening
occurs as successive particles of sludge, oil, grease,
and air bubbles force the blanket up to and above the
surface of the water, allowing the solids and 0 & G to
compact and lose water. This sludge blanket is
normally 12 to 24 inches thick, with the dryer
compacted solids above the water level.
The surface skimmers continuously skim the more
compacted solids from the surface of the sludge blanket
and discharge them into the float box. The clarified
effluent passes under the outer floatation baffle,
over the weir and out of the tank. The baffle extends
a minimum of 4 feet below the surface of the water in
order to contain the floating solids and keep them from
passing out with the effluent. Some of the effluent is
recycled back for pressurization.
Any settled sludge or grit is swept to the center
bottom of the tank by the rake )arms fitted -with--' � �a
. °t omg�e.s;;. The solids are -p.Km:p°6,d out at timed ,�-
intervals and in small 'batches by the dsdgng�7�r1
e.¢u-.1_P-mint.: These solids are carried away to the air-
lift pump pit and subsequently to the 30,000 gpd
Wastewater Treatment Plant.
START-UP AND OPERATION
A. Start -Up
1. Check the lubrication referring to the
instructions in the manufacturers' manual.
2. Close the drain valves and fill the floatation
tank with clear water. The raw feed sludge valve
must be closed.
3. If a chemical and/or polymer is used, prepare it
in full strength as recommended by the
manufacturer. Do not exceed the maximum
recommended concentration and note that the
maximum concentration may vary even with the same
manufacturer's products. Generally, this
concentration is 0.5% to 1.0% for dry polymer and
4.0% to 5.0% for liquid polymers.
The quantities required for the best thickening
and solids capture must be determined for each
sludge. But as a rule, they are usually in the
range of 5 to 15 pounds of chemical for each ton
of dry solids.
IV-8

4. Referring to FIGURE IV-3 algae the retention tank
valves #1 and #4 (flush and bleed valves) and
ggen valves #2 and #3 (isolation valves).
5. At the air control panel, FIGURE IV-2, close the
inlet and outlet valves to the rotameter and open
the by-pass valve. Also, close the air needle
valve until it's just snug.
6. Referring to FIGURE III-3, close -the back pressure
valve, then open it about 2 turns. Do not leave
it closed all the way since pressure can build up
too rapidly before it can be adjusted.
7. Open the recycle flow valve on the discharge side
of the recirculation pump. Note that start-up
recycle flow must be from the cleanest water
available.
8. Check the air supply line pressure to be sure it
is at the psig pressure specified by the
manufacturer. Start the air compressor. Check
the pressure regulator in the air control panel to
make sure it is operating and is set for a maximum
line pressure of 80 psig. Then stop the air.
9. Start the pressurization pump and allow the
retention tank to fill. Check for pressure in the
line leaving the pump to insure there are no air
locks.
10. Adjust the back pressure valve for a reading of 60
psi. This 60 psi setting should maintain the 65
psi at the retention tank, provided the 5 psi
allowable pipe loss was not exceeded. (The 10 psi
pressure loss in the retention tank accounts for
the higher 75 psi pump pressure.)
11. Only when the tank is full of water, should the
air be started to the system. To prevent breakage
to the rotameter tube, the volume of air must be
started gradually as follows:
a. Referring to FIGURE IV-2, open the air
control needle valve about one turn. This
valve will be adjusted later with the
rotameter. Recheck the pressure regulator.
b. Open the inlet valve to the rotameter slowly
at first, then all the way. This equalizes
the air in the rotameter and the by-pass
protects against sudden excess pressure.
IV-9

VENT TO -�
ATMOSPHERE
VALVE 04 TO
BLEED AIR FROM
THE TANK
(CLOSE. WHE�i
0PERATING)��
AIR R EL ASE
VALVE
VALVE �1 CLOSED
WHEN OPERATING
(FLUSH FOR THE
RELEASE VALVE)
.V VE 93 OPEN WHEN
OPERATING (ISOLATION
VALVE)
SAFETY VALVE
'.I RETENTION
TANK
CONTROLLED
LIQUID LEVEL IN
TANK_..
VALVE 42 OPEN
WHEN OPERATING
(ISOLATION VALVE)
AIR COMPRESSOR
OR OTHER AIR
SOURCE
AIR FLOW CONTROL
PANEL
PRESSURIZATION PUMP
TANK OUTLET
(COUPLING)
FIGURE IV--3. RETENTION TANK AND AIR ACCESSORIES

c. Slowly open the outlet valve 112 turn and
allow the float to stablize.
d. Then gradually open the outlet valve and at
the same time slowly close the by-pass until
it is fully closed. Watch the rotameter. If
the flow rate exceeds maximum on the scale,
throttle the air control needle valve.
e. Air control to the rotameter is now
controlled by the air control needle valve.
(Inlets and outlets should be fully open and
the by-pass closed.)
WARNING: Leave the rotameter operator shield
in place. Whenever performing any
maintenance, remove all pressure
from the rotameter and be sure the
float is at the bottom, showing no
flow and the pressure gauge is
showing zero.
12. Adjust the air control needle valve until the air
flow reading on the rotameter is 2.9 SCFM per 100
GPM of pressurized flow for start-up. This will
be adjusted later for a slight air bleed from the
air release valve for normal operation.
13. Allow the water level in the retention tank to
come down to the "controlled liquid level in the
tank" shown in FIGURE IV-3. At this level, the
water in the retention tank will stabilize, while
a small volume of excess air (approximately 1W
will discharge intermittenly through the air
release valve.
If the water level in the retention tank is above
the "controlled level", increase the air feed rate
with the air control needle valve. It may take 15
- 45 minutes for the water to drop to proper
level. But if the water level does not drop,
although an air flow greater than about 2.0 SCFM
per 100 GPM of recycle is used, it may be due to
continuous loss of air from the air release valve
caused by debris caught in the air release
orifice.
If the water level in the tank is bglpb the
"controlled level", the release valve orifice or
exhaust piping may be plugged. It may also be
IV-11

caused by improperly installed piping. In any
case, the system must be shutdown and the valve or
Pipes removed and cleaned. A low liquid level is
unacceptable because it allows free air to escape
through the retention tank and into the floator,
disrupting the floating material.
Check the water level at the vertical sight glass.
(Dark the glass for ready reference.) The water
in the glass may appear milky white in color, due
to the air mixture with the water.
14. If a chemical (polymer) is used, start the feed
Pump after the chemical is in solution.
15. Allow the unit to run a few minutes to charge the
floatator with aerated water and chemical feed, if
used.
lb. After continuous operations of one to 3 hours,
test the depth of the sludge blanket (float).
This blanket should be between 12 and 24 inches,
which is the recommended operating depth.
17. Then start the skimmer drive. Adjust the speed so
the skimmer is removing the upper portion of the
float blanket at about the same rate the floatator
is producing the floating solids. Check the
blanket depth frequently at first.
If the skimmer blades move too rapidly, they will
cut too deeply into the floating blanket resulting
in a thinner float and a higher percentage of
water.
B. Routine Operation
The flow through the system to the floatator should be
continuous and set for as constant a rate as possible.
This requires continuous information. To provide that
information the following checks and adjustments if
necessary, should be made twice per shift.
1. Check the pressure in the system. These pressures
should be read as follows:
a. Back pressure valve - 60 psi
IV-12

b. Retention tank - 65 psi
c. Pressurization pump - 75 psig
NOTE, If pressures have varied from the design
point, adjust as necessary.
2. Check the flow through the system:
a. Pressurized flow from pressurization pump in
GPM
b. Air flow to retention tank in SUM
(Slight and continuous air bleed from the air
release valve should be maintained for normal
operation. The air -to -solids ratio is
important because it affects the sludge rise
or lift rate.
c. Flow through the back pressure valve in GPM
d. Flow of raw feed to the floatator in GPM
e. Underflow from bottom of tank
3. Check the "controlled water level" at the sight
glass and check for normal operation of the
release valve.
a. The air release valve should continuously
release small amounts of air to maintain the
"controlled water level".
b. If the water level is below the "controlled
level", the excess air will form large
bubbles that tend to rise rapidly, break up
to the floc particles and disrupt the sludge
bed. On the other hand, a high "controlled
level" will produce a less than adequate
float solids concentration, resulting in an
increase in the turbidity of the effluent.
4. Check the depth of the sludge blanket. The
recommended blanket depth is between 12 and 24
inches. To increase the depth, reduce the skimmer
speed and/or increase the feed rate. To reduce
the blanket depth, do the reverse.
Iv-13

Make a visual check of the floatator pressurizing
equipment for proper system and mechanical
operation.
a. Check the effluent for large flocs
overflowing the weirs, which would indicate a
problem with the pressurization system. A
very turbid effluent without flocs would
indicate a chemical and/or air deficiency or
overloading of the system.
b. Check the sludge blanket depth. A shallow
blanket may indicate excessive skimmer speed
or a process problem with the chemical, the
flow rate, or rate of solid.
e. Check the drive control (only once daily) for
alarm and shutoff.
d. Check the floatator drive, pressurization
pump, sludge sump and underflow pumps, and
the chemical mixer and feed pumps, if
furnished, for lubrication, general condition
and overheating.
6. Check the supply of chemical, if used, and the
feed rate.
7. Test for chemical requirements, if a chemical
(polymer) is used to aid in the floatation. Refer
to the APPENDIX at the end of this manual for a
recommended test procedure.
8. To provide continuous information on the
performance of the system, a rise test is
suggested. This test will help determine the best
air -to -solids ratio, loading rates, and mechanical
performance and serve as a tool for trouble
shooting during poor performance. Refer to the
APPENDIX at the end of this manual for the test
procedure.
C. Shutdown
1. Shut off the influent raw feed.
2. Shut off the chemical supply, if used. Stop the
pumps and mixers then close the valves.
IV-14

3. Allow the skimmer to operate at least 30 minutes
after the influent raw feed has stopped or as
long as necessary to permit the removal of the
sludge from the water surface, leaving the water
in the floatator tank near '.y clean and ready for
start-up.
4. Shut off the air supply to the air flow control
panel or shut off the inlet gate valve to the
rotameter. Stop the compressor. DQ_aQ_t use
the air control needle valve or the air pressure
regulator valve.
5. In reference to FIGURE IV-3 release excess air
from the retention tank by closing valve #2 below
the air release valve and opening valve #1 until
the water is cleared from the air release valve.
Then close valve #1. Let the air bleed and the
pressurization pump to run until the air flow
stops. This procedure will prevent a violent
boiling and spraying of air out through the
floatator when the recirculation pump it turned
on.
b. Turn off the pressurization pump. (This will
close the solenoid valve in the air control
panel.) Then close the valve on the discharge
side of the pump.
7. Reopen valve #2 under the retention tank.
8. Stop the skimmer drive (30 minutes after stopping
the raw feed).
9. Shut off the underdrain pumps.
10. When the float box is empty of sludge, wash down
the float box to prevent odors. Then pump out
the residue and shut off the sludge pump.
11. The floatator tank should now be clear of
suspensions and sludges and the retention tank
filled with almost clear water. The entire system
is primed for start-up.
D. Emergency Shutdown
In case of a loss of power, the entire floatation
system should be closed, generally following the
shutdown procedure, unless emergency power is
available. After power is restored a normal start-up
should be performed.
IV-15

MTRQLLING THE BIOLOGICAL A E PRQCESS
Although there are two biological wastewater treatment
plants, a 300000 gpd unit for the Domestic Stream and a 60,000
gpd unit for the Process Stream, the operating strategies will
apply equally to both. In the latter portions of this Section,
some control operating strategies will be presented so as to
operate the units as parallel plants rece:_ving the same influent
feed. Further, the following discussion on controlling the
treatment process is predicated on operating the systems to
produce a good quality effluent for disposal by spray irrigation,
and that the excess biological sludge will be disposed of
separately by land application.
QUANTITY AND QUALITY OF THE INFLUENT WASTEWATER
The operator has no direct control over either the quantity
(i.e., flow) or the quality (which includes SOD, solids, grease,
etc.) of the wastewater from the cannery processing area. Yet,
the influent wastewater is one of the most important variables
in, as well as being the reason for, biological treatment. While
the operator cannot control the production area wastewater, he
can work closely with the production area supervisors to
coordinate the biological treatment with the cannery operation.
The daily influent wastewater flow is very critical to the
biological system's proper operation, as will be seen later in
this section. The operator needs to know the daily volume of
production wastewater (or at least have a good estimate),
IV-16

to determine the appropriate return sludge flow rate for that
day. Weekly estimates of the number of production days and the
total quantity of wastewater to be generated are needed.
The weekly and daily estimates of production wastewater
flows are provided by the appropriate supervisor. At the time
this manual was being written, limited data were available to
correlate the canning processing activity with wastewater
generation. FIGURE IV-4 presents a suggested form to obtain the
data needed to make accurate estimates of wastewater generation.
After several months of these data are collected, the data may be
analyzed by simple statistics to correlate either the pounds of
raw vegetables and fruits or number of cases of product processed
to wastewater and BQD-loading. Continued use of the form in
FIGURE IV-4 will enable the production supervisor and the
wastewater treatment personnel to recognize and adjust for any
changes in the correlations.
The production wastewaters go through th primary of .%
pretreatment system before the biological treatment system.
Therefore, the actual influent to the biological system is the
effluent from the primary or pretreatment system. Proper
operation of the pretreatment system (including screening, DAF,
and pH adjustment) to remove as much grease and solids from the
wastewater as possible is extremely important to the best
performance of the biological system. The operation and control
IV-17

FIGURE IV A
4-WEEK SUMMARY OF
PRODUCTION VS. WASTEWATER
FOR _-_ TO , 198�
DATE
DAY OF PRODUCT PROCESSED
RAW WAFER WASTEWATER PRETREATED
WEEK (POUNDS OF RAW PRODUCT
FLOW FLOW* WASTEWATER 000
OR NUMBER OF CASES)
(mgd) (mgd) (mg/1) (Ib/day)
WEEK 1
MON
TUE
WED
THU ` —
FRI
SAT
SUN
WEEKLY
TOTALS
WEEK 2
— ------•-----------------------------------------------------------
MON
TUE !—
WED
THU
FRI
SAT
SON
WEEKLY
TOTALS
WEEK 3
-- ---------------------------------------------------------------
M ON
TUE ""—
WED - . —
THU
FRI
SAT
SUN
WEEKLY
TOTALS
WEEK 4
--------------------------------------------------------------------------
MON
TUE
WED
THU
FRI
SAT
SON
WEEKLY
TOTALS
*MEASURED
OR ESTIMATED.
I V--18

of the pretreatment system (pH control & DAN was discussed
previously and is one of the primary variables which the operator
can control.
MASS OF BACTERIA IN THE BIOLOGICAL SYSTEM
The total mass of bacteria in the aeratibn basin and the
clarifier is the primary variable which the operator controls.
The two primary means of adjusting the bacteria (solids) are:
1. Return Sludge - determines the distribution of
solids between the aeration basin and the
clarifier.
2. Waste Sludge - is the single most important
controllable variable and determines the total
mass of solids in the system.
RETURN SLUDGE
The appropriate return sludge flow rate depends on the
influent flow rate, and consequently, on the rate at which mixed
liquor is being discharged from the aeration basin to the
clarifier (this rate is known as the mixed liquor flow rate or
MLQ, which is equal to the Influent Flow Rate plus the Return
Sludge Flow Rate. In Order to maintain an approximately constant
level of solids (bacteria) in the aeration basin, the return
sludge flow rate (RSQ) should consistently remain at
approximately the same ratio to the influent flow rate (Q). It
is impractical to maintain a constant RSQ to Q ratio (RSQ/Q) all
of the time, without automatic control devices. Therefore, we
adjust the RSQ based on the projected daily Q (which is based on
the information provided by the' production supervisor, as
IV-19

discussed under the previous heading in this section.) The RSQ
also depends on two analytical Parameters, which are determined
routinely. These parameters are:
1. Mixed Liquor Suspended Solids (MLSS), which is an
indicator of the number of bacteria in the
aeration basin. L
2. Return Sludge Suspended Solids (RSSS), which is an IIVL
indicator of the number of bacteria in the sludge
at the bottom of the clarifier
The Return Sludge Flow Rate (RSQ) is regulated with the air
valve (See FIGURE II1-4) on the return sludge pipe. Watch the
discharge pipe to determine the correct flow. The return sludge
pipe should run "1/3 of a full pipe full" in most cases.
If the RSQ value is set too high, (a) the RSSS value will
probably go down, (b) the MLSS value will increase, and (c) there
will be a build-up of sludge in the bottom of the clarifier. If
the RSQ is misadjusted, or if there is any doubt about the proper
RSQ value, an RSQ value that is too high is preferable to one
that is too low. If the RSQ value is set too low, the sludge in
the clarifier bottom (the "sludge blanket") may build up so much
that it goes out of the top of the clarifier with the effluent.
WASTE SLUDGE
The amount of sludge to be wasted each day depends on a
value called "sludge age". Sludge age (SA) is simply defined as
the average length of time that we allow sludge (bacteria) to
remain in our biological system. (This is a simplification of
all of the various factors that contribute to sludge age, such as
IV-20

the bacterial growth rate and the food -to -bacteria ratio. (For
those operators interested in a more detailed and exact
explanation, reference texts are available.)
Sludge age is selected based on certain characteristics of
the biological system, as discussed in Section V. At the time
this manual was written (without the benefit of applicable
operating data), the appropriate sludge age was anticipated to be
approximately 200ddaayys. Therefore, we consistently want to keep
sludge in our biological system for an average of 20 days. We
achieve this by removing 1i20 of the sludge from the system each
day by wasting to the sludge digester. (Note: Wasting is
performed only on days when the cannery is operating -- when we
are "feeding" the bacteria.)
Wastage is relative to the sludge (bacteria) at the bottom
of the clarifier. The bacteria at the bottom of the clarifier
are typically more concentrated (there are more bacteria per
gallon, or per liter) than the bacteria in the aeration basin
mixed liquor. Therefore, we need to waste a volume of sludge
from the clarifier that contains the same mass (weight) of
bacteria which is contained in 1120 the volume of the aeration
basin. (Note: A 20-day sludge age is used here as a best first
estimate. The waste treatment supervisor may direct the use of
another sludge age, based on evaluation of the biological system
performance.) The Sludge Wastage Worksheet illustrated
in FIGURE IV-5 is the road -map to determining the
IV-21

FIGURE IV-5
SLUDGE WASTAGE WORKSHEET
1. DATE:
2. ANALYTICAL INFORMATION
(a) MLSS = mg/l
(b) RSSS = mg/l
(c) Eff. SS = mg/1
3. AERATION BASIN:
Volume = mil, gal. for 60,000 gpd plant
Volume = mil. gal. for 30,000 gpd plant
4. DESIRED SLUDGE AGE (SA) = days (from supervisor)
5. PROJECTED INFLUENT FLOW RATE •
(0) for the day = days (from supervisor)
6. CALCULATE WASTE SLUDGE VOLUME:
(a) x f _
MLSS 2a Volume (3-T SA 4 Gross Waste Index 6a
(b) x =
00 Eff. SS (2—c7 Eff. Solids Index 6b
(c)
Gross Waste Index Eff. Solids Index Net Waste Index
(6a) (6b) (60
(d) x 1.000,000 = gal.
Net Waste Index (6c RSSS 2b Waste Volume 6d
' Refer to APPENDIX for a discussion of flow measurements.
IV-22

correct sludge wastage volume.
As illustrated in FIGURE IV-5, various analytical and
measured data are required to calculate wastage. The MLSS and
RSSS values are needed and also it is necessary to know how may
suspended solids are leaving the system through the clarifier
effluent (Eff. SS). These effluent solids (bacteria) are also
part of our wastage -- although, they are unintentional and
undesirable. In fact, if the effluent Suspended Solids values
are consistently high, this typically indicates that not enough
sludge wasting has occurred in a controlled manner.
AERATION
The four blowers (aerators) installed in the aerobic
treatment plants (2 @ 15 H.P. for 60,000 gpd plant and 2 @ 5 H.P.
for 30,000 gpd plant) are capable of supplying more than enough
oxygen for the bacteria, if all four are run at the same time.
Therefore, we conserve energy by only running one blower on each
plant at any given time --- under normal circumstances. Operation
of all 4 blowers may be necessary, however, to maintain the
bacteria suspended in the basin. If the monitoring of the basin
dissolved oxygen (D.O.), as discussed in Section V, ever
indicates a D.O. value less than �i.5. mg/l, all 4 aerators should
be run continuously until the D.O. value increases to 2.5 mg/l.
PRACTICES TO BE FOLLOWED FOR PROPER OPERATION
Every day the operator should check the plant to see that
all equipment is running and to check tha clarifier.
IV-23

Sludge, being heavier than water will normally settle to
the hopper bottom. If the sludge pump (Return Sludge) is not
returning at least "one-third of a pipe full" into the aeration
tank, the slower movement of sludge will tend to allow the sludge
to pack in the hopper bottom and pump intake. Finally the sludge
begins to build up inside the pump tube until it is blocked
completely. This may be remedied by shutting off the air supply
to all other equipment and completely opening the air control
valve to the airlift sludge pump. If the blockage isn't removed,
then the pipe plug at the "tee" must be removed, and the
horizontal discharge pipe closed off at the tee with a shop rag
or plumber's stopper to divert the air downward through the
vertical pump tube to backflush the airlift pump. The great
volume of air should break up the solid mass which has built up.
The chunks that rise to the top must be dipped back into the
aeration tank or broken up into small pieces to be returned by
the skimmer. REMEMBER - A clean, properly cared for plant means
fewer repairs and more efficient operation.
COMMON PROBLEMS AND PRACTICAL SOLUTIONS
A) Motors will not run:
(1) General power outage
(2) Fuses blown - replace; reset circuit breaker
(3) Motors overloaded - push reset button; check
overload heaters if reset does not start
motor.
IV-24

B) Excessive foaming:
"'? , P
(1) Over aeration - reduce ru-nning time
(2) Lack of solids - (usually found only during
first few weeks of operation)
(3) Excessive use of detergents - eliminate
before they enter the plant.
C) Equipment will not work on automatic:
(1) Failure of time clock - have electrician
check
(2) Overload may be released - push re -set
buttons.
D) Spray system not working properly:
(1) Spray pump motor not running - check power
supply and push reset buttons.
(2) Spray pump motor running but not pumping -
pu11"=,pump=and: clean pump screen.
(3) Spray pump pumping but sprays not operating
properly - remove spray nozzles and clean.
E) Sludge accumulation on top of settling tank:
(1) Air-lift skimmer not returning
(2) Sludge return pumps not returning or not
returning enough - check hoppers for sludge
build up.
(3) Excessive amount of grease - check grease
-tr-a-p--and._cleani if necessary; or, eliminate
before entering- plant,
F) Large quantities of solids going over effluent
weir:
(1) Sludge pumps not returning or not returning
enough - check air lines and pump tube for
blockage.
(2) Plant overloaded - check sewage flow and
volume and have raw sewage analyzed for
B.O.D. and suspended solids.
OPERATIONAL OBSERVATIONS AND TESTS
In addition to the daily mechanical maintenance of the
treatment plant, daily observations and tests of the degree of
IV-25

treatment being given to the sewage should be made. An
observation should be entered in the Operator's Log Book.
By visual observation of a few key indicators, and the use
of a few simple tests the operator can usually determine if an
aeration plant is functioning properly and providing good
treatment. Close observation should be given to the aeration
tank, the settling tank;and the effluent.
The aeration tank of a properly functioning plant will
appear medium to dark brown in color with little or no foam or
floating material on the surface. if the color is black or gray,
the bacteria (or activated sludge floc) are either not receiving
enough air or they are receiving too much sewage or a waste which
is toxic to them. Foaming may occur in this tank when the plant
is first put into operation and there is not enough sludge, or
when the plant is overaerated; the foam control system will
usually relieve this.
A. Activated Sludge Volume Test
One test which gives an indication of the degree of
treatment being received is the sludge solids volume test. This
test is a measure of the amount of activated sludge present to
digest the sewage and the condition of this sludge.
The test is largely a matter of experience and becomes a
more useful tool after many samples have been observed. A sample
is collected from the aeration chamber in one liter graduated
1V--26

cylinder while the plant is being aerated, and then allowed to
stand perfectly still for thirty minutes.
If a set of Imhoff cones or graduated cylinders is not
available to perform the test in the standard manner, relatively
satisfactory test vessels may be made from any tall straight -
sided clear glass containers of at least one quart volume, such
as a quart fruit jar. A uniformly divided scale from 0 to 10 (0%
to 100%) should be firmly affixed to the side of the container
and coated with wax or shellac to prevent its being readily
washed off. The finished jar will look something Like the
illustration in FIGURE IV-6.
The sludge solids volume is the percentage of the total
sample volume which is occupied by the sludge. A well
functioning plant will have a sludge volume of thirty percent to
fifty percent which has the appearance of very small particles of
dark brown sponge.
A low solids volume would usually indicate a newly installed
plant or a previous major loss of sludge in the effluent;
aeration time should be cut to the minimum amount required for
proper operation. A high solids volume may indicate a high or
excess sewage load; this can possibly be corrected by a slight
increase in aeration time or by wasting sludge to the sludge
holding tank.
The settling tank of a properly operating plant should
appear clear to a depth of eighteen to thirty-six inches below
IV-27

CLEAR
LIGHT
THICK
LOATING
SOLIDS
SUPERNATANT
SETTLED
SLUDGE
FIGURE IV-8. EXAMPLE OF 8ETTLEOMETER
IV-28

water surface, with a blanket of sludge visible below this level;
there should be little floating material on the surface. The
effluent liquid should appear almost crystal clear with no
murkiness, or solid particles. If there are large pieces of
floating sludges on the surface and in the effluent, it maybe
caused by supplying too much air.
If the plant has fine particles of sludge floating just
below the surface in the effluent, it may be slightly under -
aerated or is receiving toxic material in the incoming sewage.
Excessive amounts of grease or cooking oil will cause this
condition and may cause the sludge to become yellow in color and
produce foam. If large amounts of grease collect on the surface
of the settling tank, it should be removed and disposed of.
S. Dissolved Oxygen (D.O.) Test
Another test which is a useful indicator of plant operation
is the dissolved oxygen test. This test is performed by testing
a sample of the effluent and the aeration tank liquid with a
dissolved oxygen test meter. The results are expressed as parts
per million of dissolved oxygen; this is a measure of the oxygen
or air available for use by the activated sludge (bacteria). A
normal operating plant should have dissolved oxygen content of at
least 1.0 ppm in the effluent and 1 to 2 ppm in the aeration
tank.
IV-29

C. pH Test
Basically, the pH test is one which measures the acidity or
causticity of the liquid in the aeration chamber, as discussed
previously.
A normally operating domestic sewage treatment plant should
have a pH of between 6.5 and 8.0. The bacteria' responsible for
the digestion of sewage cannot normally live and grow if the pH
is not in this range. A pH reading outside this range indicates
either (1) that the plant is septic; or (2) acidic or caustic
wastes are being emptied into the plant; these should be stopped
before they enter the plant.
D. Chlorine Residual Test
The principal reason for chlorination of sewage effluent is
for disinfection. Sewage treatment may not completely remove the
pathogenic (disease -causing) bacteria which may be present. The
chlorine residual is measured by using a color comparator.
When effluents are discharged to bodies of water which are,
or may be used as a source of public water supply, or for
recreational purposes, chlorination to kill harmful bacteria will
require a chlorine residual of greater than 0.5 ppm. This
residual must be the minimum maintained in the effluent. If the
test results show less than this, increase the rate of chlorine
feed or the strength of the solution (for hypochlorination). A
dose of 8 ppm free chlorine should produce a chlorine residual of
0.5 ppm or more in a normally operating plant.
IV-30

The essential elements of the operation and management
of the spray irrigation program include the following:
1) Operations of the Lucks Wastewater Treatment Plant to
ensure that the treated wastewater and sludge are
adequately stabilized and monitored to meet the
requirements for land application.
2) The design, operation, management, and maintenance of
the application site and equipment to minimize
potential nuisance and health problems.
3) Monitoring and Reporting - monitoring of sludge
generation and analyses of sludge, soil, plant, surface
water, and ground water as needed for compliance with
stipulations, standards, and regulatory requirements.
4) Recordkeeping - adequate documenting of program
activities, monitoring, etc.
5) Health and Safety - necessary steps must be routinely
employed to protect the general public, operations
personnel, etc.
NUISANCE ISSUES
Minimizing adverse aesthetic impacts of a spray application
system will aid in maintaining public acceptance of the project.
Continuous efforts should be made to avoid or reduce nuisance
problems associates with waste water application, and related
operations. Potential nuisances of concern include noise, odor,
spillage, mud and dust.
LUCK'S, Inc. Wastewater Spray Irrigation management systems
should consider objectionable odor as a potential problem.
Objectionable odor could result in an unfavorable public reaction
and reduced acceptance of land application options. Potential
IV-31

for odors can be reduced or eliminated by the following:
1) Proper sludge stabilization at the Wastewater Treatment
Plant,and/or a defined procedure for managing sludge
which is not properly stabilized, e.g., additional
treatment, alternate disposal means, etc.
2) Daily cleaning (or more frequently, if needed) of
trucks, tanks and other equipment.
3) Avoiding application to waterlogged soils, or other
soil or slope conditions which would cause ponding or
poor drainage of the applied sludge.
4) Use of proper application rates for application site
conditions.
5) Isolation of the sludge application site(s) from
residential, commercial and other public access areas.
Prevention of odor problems using the recommendations listed
above is important to spray application programs. If, and when,
odor problems resulting in citizen complaints do occur, the
management should have established procedures for correcting the
problems and responding to complaints.
HEALTH CONCERNS
A detailed discussion of pathogens and vectors which may be
associated with sewage sludge is contained in the literature.
Although bacteria, viruses, and parasites are generally present
in sludge, studies conducted through 1982 by the EPA, and others,
have shown no significant health problems for personnel who
experience regular contact with sewage sludge at sewage treatment
plants and/or sludge to land application sites. Furthermore,
epidemiological studies have shown no significant health problems
IV-32

to humans associated with living or working in proximity to
sites receiving land application of sludge or wastewater.
A. Personnel Health Safeguards
Plant management should include health sagefuards for
personnel involved with wastewater and sludge transport and
handling, as follows:
1) Receive regular typhoid and tetanus inoculations and v
poliovirus and adenovirus vaccinations.
2) Limit direct contact with aerosols as much as possible
when liquid application techniques are being used.
3) Encourage proper personal hygiene.
4) Provide annual employee health checkups.
5) Record reported employee illnesses, and if a pattern
(trend) develops of illnesses potentially associated
with sludge and wastewater pathogens, investigate and
take appropriate action.
s' ti Jf
MONITORING
The sludge parameters to be analyzed will vary depending on
such factors as system size, historical sludge variability, type
of land application option used, and regulatory agency
requirements. Generally, as a minimum, sludge will be analyzed
for pH, percent solids, N, P, K, and the heavy metals.
A. Soil Monitoring
In general, routine annual soil tests will provide the data
required for monitoring purposes.
IV-33

F'
Y
V
B. Vegetation Monitoring
Periodic analysis of the harvested portions of crops grown
on the sludge -treated soil will aid in preventing accumulation of
potentially phytotoxic materials. Vegetation monitoring will
also signal the approach of increased levels well in advance of
permanent damage to either soil or crop. Plants can also serve
as effective indicators of excessive or insufficient levels for
many soil constituents.
The need for, and frequency of, vegetation me nitoring will
vary depending on system specific factors. Generally, the crop
should be tested prior to harvesting for human or animal
consumption.
Ground Water Monitoring
If ground water monitoring is needed, a hydrogeologist
should be consulted during the initiation and implementation of a
ground water monitoring program.
Systems which apply wastewater at low rates for agriculture
generally do not monitor ground water quality. Conversely,
dedicated land disposal sites are usually required to monitor
ground water quality by the cognizant regulatory agency. If the
forest land or land reclamation option is being utilized, ground
water monitoring will probably be required for these application
sites which could affect sensitive aquifers, e.g., the decision
is made on a case -by -case basis by the operating agency and/or
regulatory agency.
IV-34

GRASS TYPES
Grasses suitable for use in Spray Irrigation systems are
described in Table I11-1. Additonal information on these grasses
can be found in various references on forage grasses. The
primary purpose of the vegetation in a spray irrigation system is
to facilitate the treatment of wastewater. The market value of
the crop is only of secondary importance. If a grass will not
grow under a particular set of conditions, no matter what its
other desirable characteristics, it is of no benefit. The most
common grasses used on spray irrigation systems have been Reed
Canary Grass and various Bermuda Grass varieties.T.�
OPERATING-CONTEQL STRATEGIES AND-TE-CHNIQUES
Currently, the process operating mode involves directing the
Process Waste Stream (after pretreatment) and the Sanitary Waste
Stream to their respective aerobic biological wastewater
treatment plants. The organic solids and liquids are converted
to biological solids (mixed liquor) with the resultant mixture
being transferred to the Storage Lagoon. There is little
flexibility in the LUCKS Wastewater Treatment System to allow for
separation and segregation of the biological solids generated.
Although both the treatment plants have integral clarifiers, the
only available place to waste sludge is to the S1udgd "Plt-(See
FIGURE III-2) ,w-fish a_ n ap e�c ate tam f QD- gallops.
Therefore, with the very limited sludge storage available, the
biological solids generated (converted organic liquids and
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solids) are being sent directly to the Storage Pond, and
subsequently spray irrigated.
This mode of operation is detrimental for two reasons.
First, the biological solids are living organisms and are likely
to cause significant odor problems both in the Storage Pond and
on the Spray Irrigation Sites. The biological solids must be
stabilized (digested) prior to land application. Secondly, the
biological solids will cause "blinding" of the spray irrigation
sites reducing their useful season and again cause odor problems.
With the inherent flexibility in the existing wastewater
treatment system (and/or minor modifications/upgradings in some
instances) several control strategies are presented. The most
appropriate and most cost effective alternative (or combination)
should be determined by the plant manager and the treatment plant
operator.
Several control strategies/modes of operation are discussed
in the following paragraphs. The advantages and disadvantages of
each process set-up are discussed. Each operating mode shown is
presented with the idea of being able to segregate and
subsequently stabilize the biological solids generated. FIGURE
IV-7 schematically depicts the three options described
subsequently.
OPTION I.
Option I involves pretreating the Process Wastestream
(screening and DAF) and combining it with the Sanitary
IV-37

OPTION-1.
PROCESS
STREAM
OAF
60,o00
EFFLUENT
SPRAY
gpd
TORAGE
IRRIGATION
PLANT
T— BASIN
SANITARY
�
STREAM
•.—
z
WI
�
O
Z-
a
►w
i
a
30,000 gpd _
PLANT
(USE AS AEROBIC DIGESTER)
OPTION-11.
P_ ROCESS
'
OAF
60,000 gpd
STREAM
PLANT
�'• �',
r
SPRAY
STORAGE IRRIGATION
BASIN
_
30,000 gpd
CHLORINE
PLANT
CHAMBER
1
4
�
i
f
a
,z
a
AEROBIC
DIGESTED
DIGESTER '
SLUDGE
OPTION-111.
PROCESS
STREAM
DAF
ll
60,000 gpd
1—i
PLANT
SANITARY.
©
CHLORINE
CHAMBER
ISCHARGE
STREAM
J
fS
30,000 gpd
"'
AM
PLANT
PSPRAY
IRRIGATION
0 AEROBIC DIGESTER)
FIGURE IV--7. SUMMARY
OF ALTERNATIVE OPERATING STRATEGIES

Wastestream and treating both streams in the 60,000 gpd aerobic
treatment plant. The excess biological sludge generated would be
sent to the 30,000 gpd plant which would be utilized as an
aerobic digester. Supernatant (basically clear water) could
then either be returned to influent of the 60,000 gpd plant for
additional treatment or sent directly to the storage pond. After
an appropriate stabilization period, small quantities of digested
sludge could be sent to the sludge pond for spray irrigation.
The advantages of this mode of operation is that very little
modification to the existing treatment system would be required.
However a determination would be required to insure that adequate
treatment and aeration capacity were available.
OPTION II
This mode of operation would entail little or no change from
the current operating practices. However, it would require the
construction of an aerobic digester, with adequate aeration and
mixing capacities. Excess biological sludges from the Domestic
and Process Treatment Plants would be wasted to the aerobic
digester, with the supernatant being divided proportionally and
returned to the two plants. The digested sludge (stabilized and
odorless) would then be mixed with the treated effluent and
sprayed on the irrigation sites. This option has the advantage
of insuring that both adequate treatment and adequate digestion
capacities are available, and would allow each process to be
optimized.
Iv-39

OPTION III
Option III is probably the least desirable of the
alternatives discussed. However, this plan of operation has the
advantage of requiring only minor additional construction. The
additional construction involves enlarging the Chlorine Contact
Chamber so as to provide a 30 minute detention time for the
combined Process and Sanitary Waste Streams.
This mode of operation involves treating the two waste
streams, separately, (as is currently being done) the combining
the treated effluents, adding chlorine and discharging them to
the stream that flows through the site. It would be necessary to
obtain an NPDES Discharge Permit, and then operate the treatment
units so as to produce an effluent in compliance with the Permit
Limitations.
The existing storage basin would be utilized as a sludge
storage lagoon/aerobic digester. The digested sludge would be
disposed of periodically, by spraying on the irrigation sites.
OTHER OPTIONS
Regardless of the operating strategy chosen there are
several operational improvements/techniques that should be
considered by LUCK'S, Inc. operating personnel. These are:
1) Provide mixing in the Storage Pond. This would
preclude solids deposition and also 'help reduce the
odor problems experienced.
2) Investigate the possibility of adding lime and/or
gypsum directly to the storage pond and theJ4 using the
existing pumping and spray system to disperse the lime
IV -CEO

3)
(gpysum). This
the year. This
sites by tractor
could be applied
would eliminate t
and lime spreader.
routinely throughout
he need to lime the
Water conservation practices in the cannery would
significantly reduce the wastewater treatment systems
operations cost. Areas to be evaluated include
alternative operating modes (in the cannery) and
employee education about water usage.
TV-41

SECTION V
MONITORING THE BIOLOGICAL
TREATMENT PROCESS
Information about. the biological system is absolutely
necessary to controlling the system. In Section IV, information
was needed about the quality of the influent wastewater, about
suspended solids at several places in the system, and about
dissolved oxygen (D.O.). This information was needed in order to
perform control operations. Information is also required to tell
us if the control operations are having the desired effect. The
monitoring program described in this section includes laboratory
analyses, field measurements, and visual observations. Example
data sheets to record and maintain these data are presented in
APPENDIX C.
,;41 fs AM
The recommended schedule of laboratory analyses is presented
in TABLE V--1. This schedule of analyses are those necessary for
proper control of the biological system and the spray irrigation
system and sites. The analyses necessary in controlling the
system are discussed below. Filtered and unfiltered BOD's of the
pretreatment system effluent are necessary in evaluating the
efficiency of the bacteria in eating the "food" (which is
measured by BOD).
The filtered COD values of the pretreatment system effluent
and clarifier effluent are the most timely indicators of how the
V-1

TABLE V-1
RECOMMENDED SCHEDULE OF LABORATORY ANALYSES
LOCATION
ANALYSES
FREQUENCY
TYPE SAMPLE(1�
PROCESS WASTE STREAM
INFLUENT
BOOS, 9005 filtered
1/MONTH,
C
COD, COD filtered
TSS, Oil & Grease
NH4-N
EFFLUENT FROM DAF
Oil & Grease, TSS
1/MONTH
C
BOO5, COD
WWTP AERATION BASIN
SS
1/WEEK
G
EFFLUENT FROM WWTP
BOO5, COD, SS
1/MONTH
C
PO4-P, NH4-N
SANITARY WASTE STREAM
INFLUENT
BOB5, BOO filtered
1/MONTH
C
COD, COD filterer
TSS, Oil & Grease
WWTP AERATION BASIN
TSS
1/WEEK
G
EFFLUENT FROM WWTP
Oil & Grease, TSS
1/MONTH
C
BOD5, COD
STORAGE POND EFFLUENT
80051 COD, TSS,
1/MONTH
C
Oil & Grease, NH4-N
Metals Analyses
1/6 MONTHS
C
SPRAY IRRIGATION SITES
Sails Analyses
1/6 MONTHS
G
Vegetation Analyses
1/CROP GROWN
G
(1) C = 24-hour composite
or composite of 4 grab samples
collected @ 6 hour
intervals.
G = Grab Sample.
V-2

system is performing. After a period of BOD and COD data
collection, a reasonable BOD/COD correlation may be determined,
which will make the COD values even more useful in a timely
manner.
The TSS (total suspended solids) values are needed to
determine the required return sludge and waste sludge adjustments
in controlling the system. The clarifier effluent TSS is also a
prime indicator of the effectiveness of the return and waste
sludge control adjustments. The TSS (total suspended solids)
value of the mixed liquor (MLSS) is an indicator of the sludge
age.
The ammonia -nitrogen (NH4-N) and phosphate -phosphorus
(PO4-P) values are determined occasionally to assure that there
are adequate amounts of these substances for the bacteria.
Bacteria need small amounts of these substances (approximately
0.5 to 1 mg/1) to remain healthy. The NH4-N and PO4-P may be
generally considered similar to vitamins for the bacteria.
FIELD MEASUREMENT5
The recommended field measurements (to be performed by the
operator) are listed in TABLE V-2. Dissolved oxygen (D.O.),
temperature, and pH of the mixed liquor are all measured directly
in the aeration basin, with instruments suitable for field use.
The measurements are made from the top of the outlet structure.
The D.O. value indicates that the bacteria have enough oxygen to
"breathe." The value typically is higher in cold weather than in
V-3

TABLE V-2
RECOMMENDED FIELD MEASUREMENTS
MEASUREMENT LOCATION FREQUENCY
Flow Measurements System Influents 2x/shift
System Eff1uents 2x/shift
D.O. In the aeration basins Daily
Clarifier effluent Daily
Settling pond
Daily
Temperature In the aeration basin
Daily
Settling pond
Daily
PH In the aeration basin
Daily
System influents
Daily
Clarifier effluents
Daily
Settling pond
Daily
Chlorine Residual Effluent from chlorine
contact chamber Daily
ZSV Mixed liquor sample from
the aeration basins 2x/week
Settled Volume Mixed liquor sample from
the aeration basins 2x/week
Oxygen Uptake Rate Mixed liquor sample from
the aeration basins 2x/week
Sludge Blanket Depth In the clarifiers Ix/shift
V _A

hot weather, which is why the temperature is measured. If the
D.O. value is less than 1.5 mg/l, and all 4 blowers (aerators)
are running, decreasing the sludge age (increasing wastage) may
be recommended by the treatment supervisor.
The pfi value of the mixed liquor is typipally pH 6.5 to pH
8.0. If the mixed liquor pH value is outside this range, the
treatment supervisor should be notified, and adjustments should
be made immediately.
The Zone Settling Velocity (ZSV) Test is an important
indicator of how well the bacteria are settling from the water.
The procedure for the test is contained in APPENDIX A. If the
ZSV value decreases, the bacteria are not settling as quickly
from the treated wastewater. The mixed liquor discharge to the
clarifier may need to be reduced to keep too many solids from
leaving the clarifier effluent. The ZSV value is related to
sludge age and other factors, such as temperature, and NH4-N.
It may be considered as an indicator of the relative "health" of
the bacteria over time.
When the ZSV test is completed, the settled bacteria occupy
a certain volume in the bottom of the test cyclinder. This is
similar to what happens in the clarifier. The settled sludge
volume in the cylinder is an indicator of how thick we can expect
the return sludge to be. If the cylinder volume increases over
time, we need to closely watch that we are returning enough
sludge from the clarifier, so the sludge blanket does not get too
V-5

close to the effluent weir. (The settled volume procedure as
described previously is similar to the Sludge Volume Index, SVI,
procedure. SVI is a standard wastewater treatment parameter,
which may be performed instead of the settled volume described
here. The SVI procedure -is presented in APPENDIX A.)
The supernatant in the ZSV test cylinder also is an
indicator of how well the clarifier is working. If a lot of
solids remain in the cylinder supernatant, the Eff. SS should be
watched closely. This condition could indicate that the sludge
age needs to be adjusted.
The oxygen uptake rate (OUR) is a relative measure of how
active the bacteria are. Under conditions of high food loading,
and/or low sludge the OUR should be higher than when the food
loading is low, and/or the sludge age is high. By monitoring OUR
over a period of time, the operator has another useful indication
of the health of the biological system. OUR should also be run
more frequently any time that the system does not appear to be
operating properly.
The once per shift clarifier sludge blanket depth
measurement is perhaps the most timely indicator that we have of
the correctness of our return sludge and waste sludge control
procedures.
Devices
to measure
sludge
blanket depth are
commercially
available
(such as the
"Sludge
Judge" [TM7. Similar
devices may be constructed in-house with clear vinyl hose or
clear PVC pipe with at least 3/4-inch inside diameter. The hose
V-6

or pipe is calibrated in 6-inch intervals, and a foot or check
valve is installed at one end. If the sludge blanket level
increases, and the ZSV and settled volume values do not indicate
changes in the sludge settling characteristics, then the RSQ may
be set too low. If the RSQ is at the maximum acceptable value,
without causing too much turbulence in the clarifier nor
exceeding the return sludge pump's capacity, then the sludge age
is too old. In this case, wastage should be increased to lower
the sludge age.
VISUAL OBSERVATIONS
Visual observations of the treatment system by the operator
are very important to evaluating the "health" of the biological
system. The operator is with the system everyday and, therefore,
becomes familiar with "normal" conditions, such as the following:
1. Mixed liquor color.
2. Amount of foam on the aeration basin.
3. Odors
4. Aerator (blowers) spray patterns. (If the pattern
appears unusual, measure the amperage draw of the
blower motor and take appropriate action as indicated
by this value.)
5. Relative appearance of the supernatant in the
clarifier.
6. Amount of grease on the aeration basin and
clarifier.
7. Clarifier effluent turbidity.
8. Return sludge color and odor.
9. Storage pond color and odor.
V--7

The operator records any changes in the above conditions and
others he may recognize. The Operator's Logbook is where this
information is recorded, along with other observations which
could affect the system, such as rain and ambient temperature.
If problems ever develop with the biological system, then the log
is used in conjunction with the laboratory analyses and field
measurements to develop a complete picture of the period
preceding the problem.
R-Q TINE MAINJEN,ANCE
Maintenance and housekeeping are important factors in the
physical operation of the treatment system. If the physical
facilities of the system breakdown, then it is quite likely that
the "health" of the bacteria will be affected. Some general and
specific items of routine maintenance and housekeeping include
the following:
1. The preventive maintenance procedures recommended
by the manufacturers should be adhered to for all
mechanical and electronic equipment.
2. Lubrication of all valves (even those not
currently in normal use) should be performed
weekly.
3. The outlet structure, clarifiers, sludge pit, and
effluent pit should be cleaned by hosing daily to
remove accumulated grease and slime.
4. Slime should be brushed from the aeration basin,
clarifier and associated piping as needed.
5. Grass and weeds should be kept closely trimmed
around the basins and Sludge Storage Pond.

APPENDIX A
PROCEDURES FOR:
o ZONE SETTLING VELOCITY
o SLUDGE VOLUME INDEX
o OXYGEN UPTAKE
o JAR TEST

Apparatus
A. Graduated cylinders, 1-liter glass.
B. Zone settling apparatus; cf. Part VI and Figure I.
C. Stopwatch.
IV. Procedure for ZSV
A. Collect a sample of chemical sludge or mixed liquors.
B. Fill a l-liter cylinder with the sludge and mix well
by up and down movement of the rake. Record the surface
level in the cylinder (Figure 2).
C. Suspend the rake in the cylinder from a 4 to 6 rph motor
and start the stopwatch.
0. Record the interface height in ml every 30 seconds for
2 minutes, then every minute for the next 8 minutes
and every 2 to 10 minutes thereafter, depending on the
rate of descent. The time intervals may be varied on the
basis of experience wath sludge, but the ZSV test
should cover at least 15 minutes of settling. For deeply
colored wastewaters, strong backlighting may be necessary
to expose the interface.
V. Calculation of ZSV
A. Plot interface height in ml against time, as in Figure 3.
B. Derive the slope from the straight-line portion of the plot.

FIG. 1. ZONE SETTLING APPARATUS

Waste Description Pe r'0d C0ru
�1
Date /.:7 /7
F. 2.
ZONE SETTLING VELOCITY
UNIT
1
2
3
4
5
G
Time
o
.5 z
q90
1 do
�
S5
F0
f
G30
7 ID
!�
0
0 13
s0
ZSV (ml/min)
76-'
ZSV (ft/hr) ib
1.57 O
SLUDGE VOLUME INDEX
14LSS (mg/1)
oZ D©
Settled Sl edge (ml)
160,
Sludoe Vol. Index
0
FIGURE 2. SA14PLE ZSV DATA SHEET

1,000
900
Boo
700
i=
0 400
tl3
300
200
1oc
c
0 Z a 6 8 10 12 14
TIME (min)
FIG. 3. ZSV PLOT

slope a ZSV in ml/min
C. Using the conversion factor determined for the 1-liter
cylinder, compute ZSV in ft/hr.
ZSV f x slope) x 60
1, 000 a
Example (from Figures 2 and 3)
slope =
f
ZSV
630 - 330 ,. 75 ml/min
4
1.12 ft/1 (see Part VI-C)
1.12 x 75 x 60 _ 5.0 ft/hr
1, 000
VI. Construction of ZSV Apparatus
A. Construction of Rakes
Raises consist of three, 1/8 in. diameter stainless steel rods
18 in. long welded at each end to the corners of stainless
steel traingles, 2 in. on a side, as shown in Figure 1. A
hook is welded to the top. pimensicns are not critical.
B. Rake Motor
The rake motor is a Mallory M 360M electric motor, rated
6 rph, or a Mallory M 240M, rated 4 rph, with a wire hook
soldered or welded to the shaft, as in Figure 1. Several
motors may be mounted on a 3/8 in. plywood strip.
C. Cylinders
Not all cylinders have the same dimensions. The depth of the
cylinder from the 0 ml to the 1,000 ml mark should be measured

and, for consistency, identical cylinders should be used in any,
one series of tests.
Example: depth from 0 to 1,000 ml - 13 1/2 in.
f=1.12ft/l
VII. procedure for SVI
A. Collect a sample of chemical sludge or mixed liquors.
B. Fill a 1-liter graduated cylinder to the 1-liter marls.
Mix well, then remove stirrer.
C. Record interface level after 30 min, as in Figure 2.
VI I I. Calculation of SVI
A. For ]-liter sample:
SVI volume settled sludae x 1,000
55 concentration
B. For other than 1-liter sample, multiply the number calculated
above by 1,000/sample volume, ml.
Example (from Figure 2)
Volume sample 1,000 ml
Volume settled sludge 100 ml
MLSS 2,500 mg/1
SVI 1 - 2— 00 x 1,000 a 40 ml/g

02 UPTAKE
PURPOSE
Determine amount of oxygen utilized by a unit weight of micro-
organisms In a certain time interval.
EQUIPMENT
1. BOD bottle
2. D.O. probe (YSI Model 54 or equivalent).
3. Recorder (optional)
4. Stop watch
5. Aar supply
6. Air diffuser
PROCEDURE
1. Collect mixed liquor sample.
2. Aerate sample to 5 to 7 mg/l D.O.
3. Pour sample into the BOO bottle.
4. Insert probe in bottle (make sure no air bubbles
are trapped in bottle).
5. a. Without recorder - record oxygen level versus
time to develop the oxygen depletion graph.
The scope of this line is the oxygen uptake in
mg 02/1-min.
b. With recorder - take slope of chart to obtain
oxygen uptake in mg 02/1-min.

b. Aetermine VSS of sample in mg/l.
7. Calculate oxygen uptake in g 02/g VSS/day by
the calculation shown below:
Mg 0,/l-mint
Mg V55/3
x 1.440 g 02/g VSS/day

JAR TEST TO DETERMINE
OPTIMUM CHEMICAL DOSAGE
If a chemical is used, in most cases a Polymer, this test will
determine the proportionate amount of chemical to use to obtain a
well defined floc with good settling and clarity qualities yet
keep dosage to a minimum.
1. Set up six (6) beakers each containing 500 ml of return
sludge to be wasted.
2. Add polymer solution of recommended concentration to all
breakers as follows:
1st beaker add 1 ml of polymer solution
2nd beaker add 2 ml of polymer solution
3rd beaker add 3 ml of polymer solution
4th beaker add 4 ml of polymer solution
5th beaker add 5 ml of polymer solution
6th beaker add 6 ml of polymer solution
3. Place one beaker under each stirrer of a gang stirrer such
as a Phipps —Bird unit. Adjust paddle speed to 100 RPM.
Stir for 60 seconds.
4. Shut off stirrers and allow the sludge to settle for one
minute.
5. Observe to determine the lowest dose that will achieve good
results. Excess flotation aids have no benefit to the
process.
6. Note the amount of chemical to produce the best floc. Then
calculate the ration of sludge volume to chemical volume:
m.L_ cnemzcai
ml sludge
Using the daily sludge flow, determine the daily chemical
addition as a ratio. But, start initially by using about 1 112
times the amount of the calculated ratio. This ratio can then be
reduced to optimum as the plant operates.

APPENDIX D
o PREPARATION OF CHLORINE SOLUTIONS
o PROCEDURE FOR DETERMINING FLOW
OVER A RECTANGULAR WEIR
o METRIC SYSTEM REFERENCE AND
CONVERSION CHART

PREPARATION OF CHLORINE SOLUTIONS
Sodium Hypochlorite Chlorination (Liquid):
A polyethylene tank should be used in mixing and storing
sodium hypochlorite; do not use metallic containers.
Sodium Hypochlorite is available at most local grocery
stores in the form of household laundry bleach. This bleach is
usually 5.25% chlorine by weight. Commercial brands of bleach
are also available, with a strength of 10% to 12% chlorine.
TABLE A is based on the 5.25% solution. If the 10% to 12%
solution is used, divide the required number of pints of bleach
shown in the table by 2.
TABLE A reflects the number of pints of Sodium Hypochlorite
(5.25% hypochlorite) that are to be mixed with 10 gallons of
water in order to provide a one part per million dosage at
various rates of flow. If more than one part per million is
required, multiply the number of pants in TABLE A by the number
of parts required.
TABLE A is only an approximation; residual should be checked
to determine if a higher or lower feed rate is required.
TABLE A (Liquid Chlorine)
e.r,,,.. Gallons of Chlorine Solution Pumped per 24 Hours
Flow (dpw
2
5
10
15
20
25
30
2.000
1.5
.75
.5
.25
5.000
3.5
1.5
.75
.5
.25
10.000
6.75
2.75
1.5
1.0
.75
.5
.5
15,000
10.0
4,0
2.0
1.5
1.0
.75
.75
20,000
14.5
5.75
2.75
2.0
1.5
1.25
1.0
30.000
21,0
8.25
4.25
2,75
2.25
2.0
1.5
40,000
27.5
11.25
5.5
4.0
1.0
2.5
20
50.00❑
34.5
13.75
7.0
4.5
3.5
3.0
2.25
Pints of Sodium Hypochlurile to be mixed with 10 Rallons of water
lbased on 5% liquid chlorine).

If a solution batch of more than 10 gallons is to be made,
use the following formula:
10 x N = Pints of bleach required where:
G = No. pints of bleach from TABLE A.-
N = Gallons of solution to be made.
CAUTION: No more than one week's supply of solution should be
mixed at a time. A batch standing b or 7 days becomes weak.
Calcium Hypochlorite Chlorination (Powder):
Calcium Hypochlorite must be dissolved in a polyethylene
tank and be allowed to settle for period of four to six hours.
After settling, the clear fluid should be decanted (siphoned)
into another clean crock or tank which will act as the pump
supply. In preparing a one part per million solution, the
following table will apply:
TABLE B (Powdered or Tablet Chlorine)
Ounces of Chemical To Be Mixed With 10 Gallons
of Water.
Gallons of Chlorine Solution Pumped per 24 Hours
Flow (010) 2
5
10 1
15
20
25
30
7.000
1.25
.5
.25
5.000
3.5
1.5
.75
.5
.5
.5
.5
10.000
7.5
3.0
1.5
1.25
.75
.75
.5
15.000
5.25
4.5
2.25
1.75
1.25
1.0
.75
20.000
13.75
5.5
2.75
2.25
1.5
1.5
1.25
30.000
21.5
8.5
4.5
3.25
2.25
2.0
1.75
40.000
28.75
11.5
5.75
4.25
2.75
2.5
2.25
50.000
35.0
14.0
7.0
5.25
3.5
3.25
2.75
TABLE B may be used as a guide for mixing suitable
solutions, multiply the weight indicated by the number of ppm
dosage required.
It is suggested that a "soft" water (such .as rain water or
water that has been treated by a softening agent) be used in
preparing Sodium Hypochlorite or other solutions.

PROCEDURE FOR DETERMINING FLOW OVER A RECTANGULAR WEIR
It = Approx. 118 In.
Point to
Measure Head
Drawdown�
Crest
�-f+rlaxlmuin de _
-- - =-
`,`l1 at pe
Minimum
3-4H
y' Ventilation
an
Cresl Height,
Minimum
Weir Plate
' 2-3H
Channel Floor
FORMULA:
0=3.33 (L—O.2H)H1•5
2Hinnx L
Minimum Crest length
s -.— Hmax
2timax
Minimum
WHERE: 0 = Flow Rate, cubic feet per second
H = Head on weir, feet
L = Crest length of weir, feet
Gallons per second = CFS x 7.48i
Million gallons per day = CFS x 0.6463
EXAMPLE CALCULATIONS:
Assume a HEAD (H) of 611 going across a 44" Length (L) weir
(weir length for Process WWTP @ Splitter Box 1)
6"=0.5 ft= H
44" 3.67 ft = L
0, cfs = 3.33 [L — 0.2H] H1.5
= 3.33 (3.67 — 0.2(.5)j 0.51'5
= 4.203 cubic feet per second
= 4.203 x 7.481 = 31.44 gallons per second
= 4.203 x 0.6463 = 2.716 million gallons per day

METRIC SYSTEM REFERENCE
THERE 411E THA(E BASIC METRIC UNITS AND THEY ARE: METERS WHICH MEASURE LENGTH; GRAMS WHICH MEASURE WEIGHT (MASS);
AND LITERS WHICH MEASURE VOLUME OR CAPACITY. THE METRIC SYSTEM 15 BASED ON THE HOMBER 10 WITH PREFIXES TO
SPECIFY THE MULTIPLE OR FRACTION OF THE BASIC UNIT. THE PREFIXES COMMONLY USED ARE:
Prefix, Multiplier Prefix- Multiplier
mega. M I,DOO.000 deci, d D.1
kilo, k 1.000 centl, c 0.01
hecto, h 100 m1111, m ,0.001
j deca, da 10 Micro, v 0.000001
CONVERSION FACTORS
ENGLISH UNIT
SYMBOL
ENGLSHMEiTRICTO
MULTIPLY BY
MENGL15H0
MULTIPLY BY
METRIC UNITS
SYMBOL
acre
ac
4046.9
0.00024111
square meters
m
acre-feet
acre-ft
1233.S
0.0008107
Cubit meters
M3
cubic feet
Cu ft
0.02832
35.315
cubic meters
m3
cubic Feet
cu ft
28.32
O,Q35315
liters
I
Cubic fee t/goI Ian
Cu ft/gal
1.482
0.0001336
1iters/cublt meter
ilm3
cubic feet/pound
Cu ft/lb
0.06243
16.02
cubic meters/kilogram
m3/kg
Cubic yard
cu yd
0.7646
1.308
cubic meters
B3
feet
ft
0.3048
3.281
meters
m
gallon
gal
3.785
0,2642
liters
I
gallon
gal
0.003785
264.2
Cubic meters
mi
gallon per day/sq foot
gpd/sq ft
0.04074
24.55
cubic meter/Sq meter per day
B3/m2•d
gallon per minute
gpm
0.06308
15.85
liters per second
I/s
gallon per minute/sq foot
gpm/sq ft
0.67902
1.473
liters/sq meter per second
l/s2•s
pound
lb
0.4536
2.205
kilograms
kg
pounds/1.000 cubic feet
lb/1,000 sq ft
16.02
0.06243
grams/cubic meter
g/m3
pound/day/cubic font
1b/day/cu ft
16.02
O.Ofi243
kilograms/tu meter per day
kg/*3•d
ISound/million gallon
lb/wii gal
0.119E
8.344
grams/cubic meter
9/m3
million gallon
mil gal
3785.0
0.0002642
Cubic meters
m3
million gallons/day
mgd
3785.0
0.0002642
cubic meters/day
m3/day
million gallons/day
mgd
0.0430
72.83
cubit meters/second
m3/s
poundsfcublC foot
pcf
16.02
0.06243
kilograms/cub lc meter
k3rm3
pounds/square foot
pSf
4,882
0.2048
kilograms/Square meter
kg/m2
poundslsauara inch
psi
0.0703
14.22
kilagrams Force/sq centimeter
kg F/cm2
square feet
Sq ft
0.0929
10.24
square meter
m2
Square inch
It; In
645.2
0.00155
square millimeter
mm2
RECOMMENDED WASTEWATER UNITS OF EXPRESSION
DESCRIPTION
ENGLISH UNIT
METRIC UNIT
Wastewater Flaw
gallons per day, cubit feet per second
cubic meters per second
Billion gallons per day
cubit meter per day
gallons per minute
liters per second
Hydrautic toading
gallons per day per square foot of surface area
cubic meters per day per Square meter of surface area
Organic Loading
pounds of SODS (or COD) applied per day per thousand
kilograms of Boos (or COD) applied per day per cubic
cubic feet of volume
meter of valume
pounds of BOD5 (or COD? applied per day per pound of
kiiograms_of B005 (or COD) applied per day per kilogram
■Ixed Itquor volatile suspended solids (MLYSS)under
MLYSS under aeraion
aeration
Aeration Period
hours of detention In aeration tank excluding
same as English units
return sludge (RAS) flows
Air Requirement
cubic feet of air per pound of 9005 (or Coal removed
cubit meters of air per kilogram of BUDS (or COD)
removed
Cubic feet of air per gallon of wastewater treated
Liters of air per cubic meter of wastewater
treated
cubit meters per Second or liters per second
Air Flow
Cubic feet per minute
volume
Billion gallons, cubic feet, or gallons
cubic meters or liters

APPENDIX C
EXAMPLE DATA SHEETS

C�I�P► i �e[� i i►13�] � ►�i Ie� I�P►1
SEAGROVE- ULAH METROPOLITAN WATER DISTRICT WWTF
ORC: LARRY CHILTON [phone]
[phone]
2ND ORC RUSSEL WELSH [phone]
LOCATION (LAT/LONG 35°31'59.75" N , 79°46'05.63" W)
GOOGLE SEARCH ADDRESS: 798 NC-705, Seagrove, NC 27341
(PLANT LOCATE BEHIND CANNERY)
SEAGROVE FIRE DEPARTMENT [phone]
SEAGROVE POLICE DEPARTMENT [phone]
WASTE HAULER (NEED CONTACT INFORMATION HERE WHO IS IT AND THEIR NUMBER)
SIGNATURE AUTHORITY
Michael T. Walker — Secretary of Seagrove- Ulah Metropolitan Water District
P.O. Box 370
Seagrove, NC 27341 Randolph County
[phone]

Seagrove -Utah
WQ0002648
` 1 1
4,
j !
- �y�.�y-a ". ; • .. 'ill.. 4; - ..
2 mil gal Lagoon '1
I r� WWTF
588,000 gal Lagoo
Bear Creek ' 71
Lane
Lane #2 .
•y Lane
-
-
n Lane #4 ••
40acre
ti, I
Lan e#i6 Spray Field �•
/ i• 4 'A r
mac `
Lane #16 W
a }
Approx. Scale: 1 inch = 200 feet 1a

SEAGROVE-ULAH WASTEWATER TREATMENT FACILITY MASS FLOWS
INFLUENT FROM COLLECTION
SYSTEM, RATED 30,000 GPD,
TYPICALLY 13,000 GPD = 1Q
\TER
:ATI ON

R.T %• •'•f"ll `:,C µre - . 4 r six ` `r. �'•d' '� �' ' * :Ca
i n p ti �•�_ ii �' 1_'f 'k�+� `'4 .�ly. • V `1r
h yam...WIN.
+ y,•.
1 'll r I' � ' .1 .4 '+l�y H-;, / 1. 1'1in ;:;�. •.� + 1 .�.•�, ,.'' [+, -f` -_ il- � �. .' '�� .. - .._ � L' 1
''I 'fir •r•'Y• 1 � S 1 � ! �' i I j-b' E .. � - 2.
R •` •' _ - , _ ': "` -' `� ' .. '.9L'i�rl .r ,� � .. /` �+ .i �y - � 1 if • �
_ \ lr�: '� 1 .��, _ 'Fi \ 'T.a• - � { ! 7'a _i' - .. r.r E� {l�j.C._ ?.�` 7'-�
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