NC0005266_report_19890823

NPDES DOCUMENT SCANNING COVER SHEET
NPDES Permit:
NC0005266
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Report
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
August 23, 1989
Thin document in printed on reuse paper - ignore axiy
content on the reverse aide

NORTH CAROLINA DEPARTMENT OF NATURAL,.RESOURCES AND
COMMUNITY DEVELOPMENT
DIVISION OF ENVIRONMENTAL MANAGEMENT
Winston-Salem Regional Office
August 23, 19$.,9
h rEID
M E M O R A N D U M
TO: Trevor Clements
Technical support Branch TECt�NlC�� SU�Pp�T 6�iANCH
THROUGH: Steve Mauney
Water Quality Supervisor
FROM: David Russell z)A
Environmental Specialist
SUBJECT: Abitibi Price WWTP Effluent
NPDES Permit No. 0005266
Wilkes County
Find attached a copy of the lab results for a grab
effluent sample collected July 31, 1989, from the subject
WWTP. The sample contained 1300 mg/l of total suspended
solids and 340.ml/l of settleable solids. This sample
contained much less TSS than is often reported on the
monthly MR-1 forms. Total suspended -solids values of
2500-5000mc./l are quite often reported.
Hopefully, this information will assist in bringing
better controls on this facility. Should you need
additional information please advise.
DCR/vm

COUNTY Ii`r 1 i /-� ,�. _-,
PRIORITY
SAMPLE TYPE
ST-�
RIVER BASIN r4 Z
❑ AMBIENT ❑ QA
❑ STREAM
, EFFLUENT
}
Q WSRO T
REPORT TO: ARO-FRO. MRO RRO WaRO W1RAT
BM
.' . i •;
'COMPLIANCE ❑ CHAIN
11 LAKE
❑
Other
OF CUSTODY
❑EMERGENCY
❑ESTUARY
Shipped by: •$us(�Coitrier; toff, Otker
COLLECTOR(S):
"^ `�•`
Estimated BOD Renge: 0-5/5-25/25-65/40-130 or 100 plus
STATION LOCATION: ` )
! r✓ I !"
,�
c
r
Seed; "Yee` �`No�" Chlorinated Yes ❑ No
REMARKS: " I1If/Na
�-/b
/�
Station?
Da%siZBegIn..(yy/mm/
�dd) -1
Time Begin
Date End
Time End
Depth DM DB DBM
I Value TI
1
2
3
4
5
6
7.
8
9
10
11
12
13
14
15
16
17
13
19
20
SODS 310 mg/I
COD High 340 mg/I
COD Low 335 mg/I
Coliform: MF Fecal 31616 /100ml
Coliform: MF Total 31504 /100ml
Coliform: Tube Fecal 31615 /100ml
Coliform: Fecal Strep 31673 /100m1
Residue: Total 500 mg/1
Volatile 505 mg/1
...
P- Fixed 510 ?t'7 --t1mg/1; ,.
Residue: Suspended 530 mg/1
Volatile 535 mg/1
Fixed 540 mg/I
pH 403 units
Acidity to pH 4.5 436 mg/I
Acidity to pH 8.3435 mg/I
I Alkalinity to pii 8.3 415 mg/I
Alkalinity to pH 4.5 410 mg/I
TOC 680 mg/1
Turbidity 76 NTU
Chloride 946 mg/1
Chi a: Tri 32217 ug/I
Chi a: Corr 32209 ug/I
Pheophytin a 32213 ug/I
Color: True 80 Pt -Co
Color:(pH ) 83 ADMI
Color: pH 7.6 82 ADMr
Cyanide 720 mg/1
Fluoride 951 mg/I,
Formaldehyde 71880 -,fgll
Grease and Oils 556 mg/t
Hardness Total900 mg/1
Specific Cond. 95 u1Zos/cm2
MBAS 38260 m9/1
Phenols '32730 uE/l
Sulfate 945 maA
Sulfide 745 mg/1
Date Received:
Time:. -
Rec'd byres/�
From:
Bue-Courier-Hand Dal
DATA ENTRY BY:
t�ri
CK:�— l `
DATE REPORTED:
A H L
NH3 as N '610 mg/l
TKN as N 625 mgA
NO2 plus NO3 as N 630 mg/I
P: Total as P 665 mg/I
PO4 as P 70507 mg/I
P: Dissolved as P 666 mg/l
Cd•Cadmium 1027 ug/I
Cr-Chromlum:T4ta11034 J.= ugiL ,
Cu-Copper 1042 u9/1
Ni-Nickel 1067 ugA
Pb-Lead 1051 ull/i
Zn-Zinc 1092 ug/I
Ag ilver 1077 ugA
AI -Aluminum 1105 ug/I
Be -Beryllium 1012 ug/I
Ca -Calcium 916 mg/1
Co -Cobalt 1037 ugA
Fe -Iron 1045 ug/I
I T S B I C •G'- GNXX I
Sampling Point %
lConductance at 25 C
Water Temperature (C)
D.O. mg/l
pH
Alkalinity
pH 8.3 pH 4.5
Acidity
pH 4.5 pH 8.3
Air Temperah:re (C)
2
94
10
300 .
400 1 •
82244' _ 431
82243 ,, 182242
20
Salinity %
Precipition an/day)
Cloud Cover %
Wind Direction (Deg)
Stream Flow Severity
Turbidity Severity
Wind Veloclty M/H
can Stream Depth ft.
Stream Width ft.
480
45
32
I36
135?.
1350
35
64
4
DM1/Revised 10/86

NPUES Compliance Inspection Report I or.,n
Sactl
Approval Expire, 7 31 85
o A N tlo I O to System Coding
' 11:a
4IGOl o 1�E16I„
yr/mo/day
tJ9lDlol/l/181,7
Remarks
Faeiliry Ev luniion P.etin;
69 7
Inspection Type Inspoclor Fa.c'T�ype
I 1 � ZJ�cs�I
61 OA
--------------- —Reserved .................
71Wj 7W 7L J74 71I I I I Ij80,
Section 8: Facility Data s
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Entry
Ent Time
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yJ0// $9v7tJ(
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Exit Time/Date
o t c, 6
em s)o
900/ i $ /9/r%
Permit Expiration pate
YV 453
n• I!e a resented,,(,)
nA- re
/" /(C 8/ssP2
Title(s)
PRoCess ��✓f rr✓PP/L
Phone N/o(gsj
I//�� l!/�' 2%S/
enme'• /Address of Responsible icial
Title
tQ'ic f
Phone No.
TNouJ /io NCC �1 rDo g
Contacted
❑ Yes RNo
Section
C: Arms Evaluated During Inspection
IS = Satisfactory, M - Marginal, U e Unsatisfactory, N - Not Evaluated) _
ermit -
-
Flow Moesurement /V Pretreatment
ecords/Reports S
Laboratory
E&Facility
Operations h Maintenance
Compliance Schedules - .5
Site Review S EHluent/Rexiving Waters Soil-Monitor'Ing Program
Sludge
SI a Disposal
Other:
Section D: Summary of Findings/Commanta (Attach additional sheers rinecesseryJ
i7grY� %�✓y.
9%/ /i1AY, GRAB C--Pjs;Ee ICIT GRnb
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Name(.) a Slgiteture(s) of Inspectorfs)
'
Agency/OHice/Telephona
Data
a^ d eft
�}Ein GJSl1� �lf %6/-Z3S�
y0dLe2.
Signetura of Reviewer
Agency/Office
Data
Action Taken
Regulatory Office Uso Only
Date
Complianco Slalus
❑
Noncorn,*Aance
E f'q Form 3660-1 rn...
Coin lienco

MEMO
1DC--m
DATE: z, 2-8 -SV
SUBJECT:
ch
7)"_0 6�
rwo
North Carolina Department of Environment,
Health, and Natural Resources

NRCD - ENVIRONMENTAL MANAGEMENT T15- 02B .0400 -
40 CFR 467 -- EPA Effluent Guidelines and Standards for Aluminum
Forming
40 CFR 468 -- EPA Effluent Guidelines and Standards for Copper
Forming
40 CFR 469 -- EPA Effluent Guidelines and Standards for
Electrical and Electronic Components
(c) Copies of these Federal Regulations are on file at:
(1) Division of Environmental Management
Department of Natural Resources E Community Development
P.O. Box 2768.7, Raleigh, N.C. 27611
(2) Asheville Regional Office
Interchange Building, 59 Woodfin Place
Asheville, N.C..28802
(3) Fayetteville Regional Office
Wachovia Building, Suite 714
Fayetteville, N.C. 28301
(4) Mooresville Regional Office
919 North Main Street
Mooresville, N.C. 28115
(5) Raleigh Regional Office
3800 Barrett Drive
Raleigh, N.C..27609
(6) Washington Regional Office
1502 North Market Street
Washington, N.C..27889
(7) Wilmington Regional Office
7225 Wrightsville Avenue
Wilmington, N.C. 28403.
(8) Winston-Salem Regional Office
8003 North Point Boulevard
Winston-Salem, N.C. 27106
Sd) In cases where effluent limits established by Paragraph
(b) of this Rule are not adequate to control settleable solids,
the staff shall establish effluent limits for settleable solids.
Such effluent limitations for settleable solids will be
applicable only when the projected dverage solids concentration
exceeds 5.0 ml/1 and the limitations established shall lie within '
the range of 0.1 ml/l to 5.0 ml/l. The establishment of such j
limitations for any discharge shall be approved by the Director
of the Division of Environmental Management.
_Je) For industrial categories or parts of categories for which
effluent limits and guidelines have not been published and
adopted, effluent limitations for existing. industrial waste
discharges, or new industrial waste discharges shall be
calculated by the staff using the projected limits of the
Environmental Protection Agency, the Environmental Protection
Agency development document and other available.information in
order to achieve the purposes of Article 21. Such limits
NORTH CAROLINA ADMINISTRATIVE CODE 09/22/88 2-76

746 WASTEWATER ENGINEERING
Chemical
addition
Primary i Secondary
(a)
I
I I
I I To disposal
Insoluble I or reuse
phosphorus , F —and/or— I I
(b)
phosphorus
I I
I I
To further
I Insoluble procesing
1 phosphorus I
(d)
I
I
I
I
Insoluble I
I
I 75.
Insoluble I
phosphorus
phosphorus phosphorus
Primary
Secondary I Advanced
treatment i
treatment I treatment
Mir n F
_(il l S
K-LATI e ti1 le'
pat,�AA:,� f4DDfr
1s/r-� 11
Figure 12-21 Alternative points of chemical addition for phosphorus removal: (a) before primary
sedimentation, (b) before and/or following biological treatment, (c) following secondary treatment,
and (d) at several locations in a process known as split treatment.
additional nitrogen removal occurs because of better settling, but essentially no
ammonia is removed unless chemical additions to primary treatment reduce
BOD loadings to the point where nitrification can occur. An increase in total
dissolved solids can be expected. Still another method that has been proposed
involves the removal of phosphorus by contact filtration [10].
Chemical addition to primary sedimentation facilities In the simplest terms, when
aluminum or iron salts are added to untreated wastewater, they react with the
soluble orthophosphate to produce a precipitate. When lime is used, both the
calcium and the hydroxide react with the orthophosphorus to form an insoluble
hydroxyaptite. Organic phosphorus and polyphosphate are removed by more
complex reactions and by adsorption onto floc particles. The insolubilized
phosphorus, as well as considerable quantities of BOD and suspended solids,
are removed from the system as primary sludge. Adequate mixing and floccula-
tion are necessary upstream of primary facilities, whether separate basins are
provided or existing facilities are modified to provide these functions. Additions
of polymer may be required to aid in settling. A base is sometimes necessary

.1
further
'ocessing
.1
anoval: (a) before primary
'wing secondary treatment,
ng, but essentially no
ary treatment reduce
. An increase in total
at has been proposed
10].
! simplest terms, when
:r, they react with the
ime is used, both the
s to form an insoluble
tre removed by more
es. The insolubilized
and suspended solids,
: mixing and floccula-
:r separate basins are
e functions. Additions
sometimes necessary
ADVANCED WASTEWATER TREATMENT 747
t
} Table 12-17 Typical alum dosage re-
quirements for various levels of phos-
phorus removal'
mol ratio, Al: P
Phosphorus
reduction, % Range Typical
75 1.25: I-1.5: l 1.4: l
85 1.6: 1-1.9: 1 1.7: 1
95 2.1: 1-2.6 : 1 2.3 : l
Developed in part from Ref. 23.
in low -alkalinity waters to keep pH in the 5 to 7 range with mineral addition.
Mineral salts generally are applied in the range of a 1 to 3 metal ion/J
phosphorus molar ratio (see Table 12-17 and Fig. 12-22). The exact application
rate is determined by on -site testing. It varies with the characteristics of the
wastewater and the desired phosphorus, BOD, or suspended solids removals.
Both low -lime and high -lime treatment can be used to precipitate a portion
of the phosphorus (usually about 65 to 80 percent) at pH values equal to or
less than 10. In the trickling -filter process, recarbonation is generally required
before biological treatment. In the activated -sludge process, the carbon dioxide
generated during treatment is usually sufficient to lower the pH without
recarbonation. The residual phosphorus level of 1.0 mg/L can be readily achieved
with the addition of effluent filtration facilities to which chemicals can be added.
In the high -lime system, sufficient lime is added to raise the pH to about 11
1.0
0.01
'r
0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4n a.
Metal to initial soluble phosphorus ratio, mass basis
i
Figure 12-22 Soluble phosphorus removal by ferric chloride addition [231.
0
99
s
E

748 WASTEWATER ENGINEERING
(see Fig. 12-13). After precipitation, the effluent must be recarbonated before
biological treatment.
When lime is used, the principal variables controlling the dosage are the
degree of removal required and the alkalinity of the wastewater. The operating
dosage must usually be determined by on -site testing. Although lime recalcination
lowers chemical costs, it is a feasible alternative only for large plants.
The additional BOD and suspended -solids removals afforded by chemical
additions to primary treatment may solve overloading problems on downstream
biological systems, or may allow nitrification (either seasonal or year-round,
depending on biological system designs).
Phosphorus removal in biological waste treatment Phosphorus is removed in
biological treatment by means of incorporation into cell tissue. The total amount
removed depends on the net solids produced as determined using Eq. 10-9. It can
be estimated by assuming that the phosphorus content of the cell tissue is
about one -fifth of the nitrogen content. The actual phosphorus content may
vary from one -seventh to one-third of the nitrogen value, depending on specific
environmental conditions. It has been observed that the degree of phosphorus
removal at some activated -sludge treatment plants is considerably higher than
would be predicted on the basis of the requirements for organism growth. Two
different theories have been proposed to account for this observation.
The first theory is that the removal of phosphate is brought about by
chemical precipitation, as described by Menar and Jenkins [16]. The required
conditions areas follows: (I) hydrolysis ofcomplex phosphate to orthophosphates;
(2) decreasing carbon dioxide production as the waste passes through a plug -flow
reactor; (3) an increase in pH because less carbon dioxide is being produced
and more is being removed by aeration; and (4) the development of conditions
favoring the precipitation of calcium phosphate. As noted from these conditions,
a long plug -flow reactor would be required.
The second theory is that the removal is accomplished by biological means.
It is believed that, under certain ideal conditions, the microorganisms in the
activated -sludge mixed liquor are able to remove an excess amount of phosphorus
over that required for growth [13]. This phenomenon has been termed "luxury
uptake." It is not clear if the phosphorus is incorporated (stored) within the
cell or adsorbed on the bacterial cells, or a combination of both.
Metal -salt addition to secondary treatment Metal salts can be added to the
untreated wastewater, in the activated -sludge aeration tank, or the final clarifier
influent channel. In trickling -filter systems, the salts are added to the untreated
wastewater or to the filter effluent. Multipoint additions have also been used.
Phosphorus is removed from the liquid phase through a combination of precipita-
tion, adsorption, exchange, and agglomeration, and it is wasted with either the
primary or secondary sludges, or both. Theoretically, the minimum solubility
of AlPO4 occurs at pH 6.3, and that of FePO, occurs at pH 5.3; however,
practical applications have yielded good phosphorus removal anywhere in the
range of pH 5.5 to 7.0, which is compatible with mixed -liquor organisms.

bonated before
dosage are the
The operating
1e recalcination
ants.
;d by chemical
x1 downstream
or year-round,
is removed in
e total amount
Eq. 10-9. It can
cell tissue is
s content may
ing on specific
of phosphorus.,,
ly higher than
i growth. Two
tion.
Ight about by
The required
hophosphates;
igh a plug -flow
ring produced
: of conditions
ese conditions,
logical means.
;anisms in the
of phosphorus
ormed "luxury
A) within the
added to the
final clarifier
the untreated
so been used.
n of precipita-
rith either the
iurn solubility
5.3; however,
ywhere in the
anisms.
ADVANCED WASTEWATER TREATMENT 749
The use of lime or ferrous salts is limited because they produce low
phosphorus levels only at high pH values. In low -alkalinity waters, either
sodium aluminate and alum or ferric plus lime, or both, can be used to
maintain the pH higher than 5.5. Improved settling and lower effluent BOD
result from chemical addition, particularly if polymer is also added to the final
clarifier. Dosages generally fall in the range of a 1 to 3 metal ion -phosphorus
molar ratio.
Chemical polymer addition to secondary clarifiers In certain cases, such as
trickling -filtration and extended -aeration activated -sludge processes, solids may
not flocculate and settle well in the secondary clarifier. This problem may
become acute in plants that are overloaded. The addition of aluminum or iron
salts will cause the precipitation of metallic hydroxides or phosphates, or both.
Aluminum and iron salts, along with certain organic polymers, can also be used
to destabilize colloidal particles. The resultant destabilized colloids and precipi-
tates will settle readily in the secondary clarifier, reducing the suspended solids
in the effluent and effecting phosphorus removal. Dosages of aluminum and
iron salts usually fall in the range of a 1 to 3 metal ion -phosphorus molar
ratio.
Tertiary lime coagulation filtration Lime can be added to the waste stream after
biological treatment to reduce the level of phosphorus and suspended solids
(see Fig. 12-21). Single -stage process and two -stage -process flowsheets are shown
in Figs. 12-23 and 12-24, respectively. In the first -stage clarifier of the two -stage
process (see Fig. 12-24), sufficient lime is added to raise the pH above 11 to
precipitate the soluble phosphorus as basic calcium phosphate (apatite). The
Waste Sludge
lime disposal
Figure 12-23 Single -stage lime treatment system [23].
Waste
washwater

NORTH CAROLINA DEPARTMENT OF NATURAL RESOURCES AND
COMMUNITY DEVELOPMENT
DIVISION OF ENVIRONMENTAL MANAGEMENT Ri..F C
idIy{rab.
Winston-Salem Regional Office
April 17, 1989
M E M O R A N D U M
TO: 'Steve Tedder
6later Quality Chief
THROUGH: Steve Mauney IA -A,
Water Quality Supervisor
FROM: David Russell ame
Environmental Specialist
SUBJECT: Abitibi Price Corporation
Wastewater Discharge
Wilkes County
APR 2 1 1989
It","ANICAL SERVICES BRAD(',
APR 20 �.1989
WATER QUALITY
SECTION
The Abitibi Price permit is up for renewal. The
recommended effluent limits (based on federal guidelines)
are:
Mon. Avg. Dal. Max.
Flow (m d) 1.0
BOD (#day) 9207 17641
TSS (#7 day) 21169 31097
These limits are the same as those in the permit to
._expire July 31, 1989.
These limits allow very high concentration of
pollutants to be discharged. At the permitted flow of 1.0
mgd a BOD of 2115 mg/1 and TSS of 3729 mg/1 could be
discharged and still meet the daily maximum pounds per day
limits.
Self -monitoring data showed an average effluent BOD
during January 1989 of 356 mg/1 (range of 149 mg/1 to 647
mg/1) and for February 666 mg/1 (range of 312 mg/1 to 998
mg/1). The TSS for January averaged 2101 mg/1 (range of 320
mg/1 to 3250 mg/1) and for February averaged 2834 mg/1
(range of 650 mg/1 to 4280 mg/1). This facility's effluent
discharge on many days is equivalent to discharging aeration
basin mixed liquor but still meeting effluent limits.

Steve Tedder
Page #2
April 17, 1989
Abitibi -Price has a high influent BOD, usually
4000-6000 mg/l. The influent TSS usually ranges from
300-700 mg/l, but the effluent TSS is much higher. During
January -and February 1989, the effluent TSS averages were
2101 mg/l and 2834 mg/l, respectively. The high influent
BOD is reduced but many of the biological solids produced
during the treatment processes are discharged in the Yadkin
River. Effluent TSS values average approximately 4-5 times
higher than the influent TSS.
The attached copy of a photograph taken by our office
March 27, 1987, shows the amount of solids that are
routinely discharged. After 25 hours of settling there was
approximately 25%,by volume of settled sludge. Based on an
actual flow of 1.028 mgd for the composite sampling period,
approximately 250,000 gallons of settled sludge were
discharged that day. The sample had a BOD of 560 mg/l and
TSS of 3200 mg/l and effluent limits were met.
The.discharge usually meets effluent limits and have
not been shown to be toxic. But the concern of our office
is that the receiving river may not be.protected. The
tremendous amount of discharged solids and high BOD could be
impacting the downstream aquatic community and creating
water quality problems.
In planning future stream surveys, could this stream be
considered as a study project? If downstream impacts are
occurring, the division should take action to require the
facility to correct the problems.
Should you have questions, contact our office.
DR/vm

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25 Aa..Rs Of

NRCD - ENVIRONMENTAL MANAGEMENT
40 CFR 467 -- EPA Effluent Guidelines and Standards
Forming
40 CFR 468 -- EPA Effluent Guidelines and Standards
Forming
40 CFR 469 -- EPA Effluent Guidelines and Standards
Electrical and Electronic Components
T15: 02B _040
for Aluminum
for Copper
f or
(c) Copies of these Federal Regulations are on file at:
(1) Division of Environmental Management
Department of Natural Resources & Community Development
P.O. Box 2768.7, Raleigh, N.C. 27611
(2) Asheville Regional Office
Interchange Building, 59 Woodfin Place
Asheville, N.C_.28802
(3) Fayetteville Regional Office
Wachovia Building, Suite 714
Fayetteville, N.C. 28301
(4) Mooresville Regional Office
919 North Main street
Mooresville, N.C. 28115
(5) Raleigh Regional Office
3800 Barrett Drive
Raleigh, N.C..27609
(6) Washington Regional Office
1502 North Market Street
Washington, N.C.,27889
(7) Wilmington Regional Office
7225 Wrightsville Avenue
Wilmington, N.C_.28403.
(8) Winston-Salem Regional Office
8003 North Point Boulevard
Winston-Salem, N.C..27106
_(d) In cases where effluent limits established by Paragraph
(b) of this Rule are not adequate to control settleable solids, the staff shall establish effluent limits for settleable solids.
Such effluent limitations for settleable solids will be
applicable only when the.projected average solids concentration
exceeds 5.0 ml/1 and the limitations established shall lie within
the range of 0.1 ml/1 to 5.O ml/l. The establishment of such
limitations for any discharge shall be approved by the Director
of the Division of Environmental Management._
Se) For industrial categories or parts of categories for which
effluent limits and guidelines have not been published and
adopted, effluent limitations for existing industrial waste
discharges, or new. industrial waste discharges shall be
calculated by the staff using the projected limits of the
Environmental Protection Agency, the. Environmental Protection
Agency development document and other available information in
order to achieve the purposes of Article 21. Such limits
NORTH CAROLINA ADMINISTRATIVE CODE 09/22/88 2-76
0
�r.