NC0026000_Wasteload Allocation_19840928

NPDES DOCUHENT SCANNING COVER SHEET
NC0026000
Tabor City WWTP
NPDES Permit:
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Correspondence
Owner Name Change
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
September 28, 1984
This document ins printed on reu®ce paper - ignore any
content on the reNrersse Bide

Date Rec.
P 5- 4!;/x7, �5 / NPDES WASTE LOAD ALLOCATION
Facility Name: • _T br)r- C;/ 6 (JIIJT P
Existing 0
Proposed 0 Permit No.: Dr 6 d ram? 0 Pipe No .: O /
Engineer
9 a.7
Date
County: Cr%) ✓i?ba.5
Design Capacity (MGD): %, // Industrial (% of Flow): Domestic (% of Flow): / Ci
Receiving Stream: /t-, r» /] Ca r14 / Class: ()-- ..Sti/o)
i
Reference USGS Quad:
(Please attach) Requestor:
Sub -Basin:
e3 St?
i ,) Regional office
(Guideline limitations, if applicable, are to be listed on the back of this form.)
Design Temp.: 2( C
7Q10 (cfs )
C) t'
Drainage Area (mi2): U "t v'' 1" Avg. Streamflow (cfs) :
1
Winter 7Q10 (cfs) G 30Q2 (cfs)
Location of D.O. minimum (miles below outfall) : Slope (fpm) 3.'1 4"
Velocity (fps):
Kl (base e, per day):
‘-r8
K2 (base e. Der day) : , 70
5�;-mmJU\
Effluent
Characteristics
Monthly
Average
Comments
Ni }}3` f
2
`'`"f ! x
1)(5
(ot)
Te.cc_ Co r c r,k LkA
cC)C)
7(00v4
pi-}
_ 6- g-
.Su
Original Allocation 0
Revised Allocation O
Confirmation
Prepared By:
Comments:
Effluent
Characteristics
:-'onthly
i .verage
Comments
_
jI
u
3)c)
C,
we 1
TS,C
Fece��1 a i t4>C v
i cbCD
11 e',
Reviewed By:
T/7/11//v/
Date: 9/2e /ar
-8y

Reouest No, 1255
Facility Name
Type Of Waste
Receiving Stream
Stream Class
Subbasin
County
Regional Office
Reouestor
Drainage Area (so mi)
7010 (cfs)
Winter 7Q10 (cfs)
3OQ2 (cfs)
Wasteflow (m�d)
5-Day BOD (ms/l)
Ammonia Nitros�en
Dissolved Oxylen
PH (SU)
Fecal Coliform
TSS (m�/l)
WASTELOAD ALLOCATION APPROVAL FORM
TABOR CITY WWTP
DOMESTIC
TOWN CANAL
C-SW
O3O757
COLUMBUS
WILMINGTON
HELEN FOWLER
0,4
O^0
O^0
RECOMMENDED EFTI. LiFINT
1°1 1~1
5 10
2 4
6 6
6-8.5
1000 1000
30 30
COMMFNT�i
iIMITS
OCT Z 1984
`�
mm�p
���M\NGlWN N�u�wp"� �ccC�'DEM
DUE TO THE CHANNEL IZED NATURE OF TOWN CANAL, ITS LOW S1.OPE7 AND THE
LARGE AMOUNT OF WASTEFLOW ENTERING THE RECEIVING WATFRS, TERTTARY LIMITS
ARE RECOMMENDED FOR PROTECTION OF WATER QUAiITY, ACCORDING TO SELF -
MONITORING DATA, TABOR CITY HAS COMPLIED WITH THFSE LIMITS 7N THF PAST.
FOR THE 8/83 TO 7/84 PERIOD, THE TABOR CITY WWTP AVFMA(1FD 2~12 MG/L BOD5
7 ND 0.82 MG/ N 3 MAX.-*
JA
FACILITY IS � f PROPOSED ( ) EXISTTNG ( ) NFU ( )
LIMITS ARE REVISION ( ) CONFIRMATION (y-) OF THOSF PRFVJOUSiY IS�UED
REVIEWED AND RECOMMENDED BYO.
MODELER
SUPERVISOR,MODELING GROUP
IqAREGIONAL SUPERVISOR
PERMITS MANAGER
�
�
-
D�TF
ATF

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ue
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---------- MODEL RESULTS
DISCHAAGEA TABOR CITY WWTP
AECEIVINC STREAM TOWN CANAL
THE END D.O. IS 5.09 MC/L
---------------------------
THE END CBOD IS 8.37 MC/L
---------------------------
THE END NROD IS 0.00 MC/L
THE D.O. MIN. OF SEGMENT 1 IS 5.06 MC/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT 2.4
WHICH IS LOCATED IN REACH NUMBER 1
THE WLA FOR SEGMENT 1 REACH 1 IS 13 1C/L OF CBOD
THE WLA FOR SEGMENT 1 PEACH 1 IS / MC/L OF NBOD
THE REQUIRED EFFLUENT D O IS 6 MC/L
THE WASTEFLOW ENTERING SEC 1 REACH I IS 1.1 MCD

DischarQer TABOA C%TY WWTP Subbasin 08O757
Aeceiving Strmam TOWN [,ANAL Gtream C�1ass�
7Q1O O Winter 7Q10 0
Design Tmmperature ER to vC Waste -Plow �
|LEN[3TH|5LOPE ) VELOCITY |DEPTH | 10. | 10. | K8 K2 | KN
| mi1e |ft/mi | fpm | ft � /day | 02011 | /daU | 02011 | /daU |
| |
Segment 1 0.E.30| 3.40) 0.285 ) 0.6 -':3 0.W-3 | 0.40 | 2.0 | 15| 0.001,
Aexuah 1 | |
Design temperature im 26 oC
F1mw CBOD N 13' OD , D.0.
cfm mg/l mg/1 ( mg/1
Segment 1 Aeach 1
Waste 1.70� � 000 | 0.000 | 6.000 |
Headwaterm| 0.000 | 0.00O | 0.000 | 0.000 |
Tributary | 0.()00 | ().() ()0 | 0.()00 | 0.U()0 |
At Aunoff | 0.000 ( V.000 | 0.000 It 0.000 �
* Aunmff 411ow im in cfs/mi1e

---------- MODEL RESULTS
DISCHARGER, TABOR CITY WWTP
RECEIVING STREAM TOWN CANAL
THE END D.O. IS 2.45 MC/L
---------------------------
THE END CBOD IS 13,8'1 MC/L
---------------------------
THE END NBOD IS 0.00 MC/L
THE D.O.MIN. OF SEGMENT 1 IS 2.92 MG/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT 3.099999
WHICH IS LOCATED IN PEACH NUMBER 1
THE WLA FOR SEGMENT 1 REACH 1 Is 09P MC/L OF CBOD
THE WLA FOR SEGMENT 1 PEACH 1 IS O MC/L OF NBOD
THE REQUIRED EFFLUENT D.O. IS 6 MC/1
THE WASTEFLOW ENTERING SEG 1 REACH 1 IS 1.1 MCD

---------- MODEL RESULTS
DI5CHAACEA TABOR CITY WWTP
RECEIVING STREAM TOWN CANAL
THE END D.O. IS 1.42 MC/L
---------------------------
THE END CBOD IS 16.50 MC/L
---------------------------
THE END NBOD IS 0.00 MC/L
THE D.O. MIN. OF SEGMENT 1 IS 1.30 MG/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT 3.199999
WHICH IS LOCATED IN REACH NUMBER :1.
THE WLA FOR SEGMENT 1 PEACH 1 IS (3Jl MC/L OF CBOD
THE WLA FOP SEGMENT 1 PEACH 1 IS O MG/L OF NBOD
THE REQUIRED EFFLUENT D.O. IS 6 MG/L
THE WASTEFLOW ENTERING SEC 1 PEACH 1 IS 1.1 MCD

Justification for Effluent Limits Less Than 10 & 4
Discharger Name:
Suggested limits
Waste flow (mgd):
Receiving Stream:
a-ioc C1441 Wi I
BOD5:
1•1
(tO NH3:
foWvA l avIG
DO:
(o,,,,6 lip <6
7Q10: ()•0 Avg: DA: t•h{
DO minimum at assigned limits: 5 ,0 nc;
DO minimum at 10 BOD5'
4 NH3: 2 • ,
DO min. at 15 BOD5, 4 NH3:
(if 7Q10 = 0 cfs)
l 3
Schematic diagram of discharge and Receiving Stream: (Show flow sites,
location of interacting dischargers and approximate location of DO minimum).
OZ• ioG7 57cO
DA = IpA vv,:
C-R = !o c-C S
7Qto -
l cdc1:,c
Ik-62.10'17 ,7/5c
Dry O, w,k
Q ft= 4• 4 c s eTed;Cfe�
7Citc� o c�C�
io 4 a'r.Q I 4 q• 4[ hoop tit,40 /s -0 7 /o(c)
area m tkpo+-ta +io j 15 (1. I vr-s-c:0) ovr& w 1 I c, o Jt o'--
-fife t ill 51--3a m vi . TLcz I c� p on 155
lv�dA Aream F/orvs mo
iet j (5 o/1 -7 -- Jaf?f) • %Ylts l.5 an ex/51)rz9 uiA, 50 1-70 cAa/Jg,2 16 foiL a-71 cv0

The water quality policy, "Maximum Treatment Requirements for Wasteload
Allocations for Dischargers of Domestic Wastewater" signed by the Director of
the Division of Environmental Management on August 31, 1984, allows effluent
limits more restrictive than 10 and 4 for the following cases:
1. Dischargers to flowing streams
2. Dischargers to zero flow streams which impact downstream flowing
waters
3. Large proposed dischargers to zero flow streams which are predicted
to have severe impacts on water quality (cases where no discharge
is not an alternative).
In all three of these cases, strict effluent limits are required to
protect the aquatic habitat. Flowing streams support viable fish and
insect populations which can be stressed and damaged by violations of the
dissolved oxygen water quality standard. The steady-state Streeter
Phelps Level B model used by the Technical Support Group to simulate
dissolved oxygen reactions in flowing streams can reliably predict conditions
in these systems. When limits of 10 mg/1 BOD5, 4 mg/1 NH3 are simulated by
the model, low dissolved oxygen concentrations are predicted. These concen-
trations can be expected to damage the aquatic ecosystem.