NC0021881_Wasteload Allocation_19860402

NPDES DOCIMENT !;CANNING COVER SHEET
NC0021881
Lake Waccamaw WWTP
NPDES Permit:
Document Type:
Permit Issuance
Wasteload Allocation's.
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Engineering Alternatives (EAA)
Correspondence
Instream Assessment (67b)
Speculative Limits
Environmental Assessment (EA)
Document Date:
April 2, 1986
This document is printed on reuse paper - ignore any
content on the rezrerse side

WILMINGTON REGIONAL OFFICE
State of North Carolina DEM
Department of Natural Resources and Community Development
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, Governor
S. Thomas Rhodes, Secretary
April 2, 1986
The Honorable Thomas W. Elliott
Mayor of Lake Waccamaw
P.O. Box 145
Lake Waccamaw, NC 28450
R. Paul Wilms
Director
Dear Mayor Elliott,
The Division of Env' mega-l-Maiagement has revised the effluent
limitations for t ake Waccamaw WWTP d&scharge to a canal which is -
tributary to Bogue The revised limits are:
Summer Winter
(monthly avg.) (monthly avg.)
Flow (mgd) 0.4 0.4
BOD5 (mg/1) 11 * 10 *
NH3 (mg/I) 2 * 4 *
DO (mg/1) 6 6
TSS (mg/1) 30 30
fecal coliform (#/100 ml) 1000 1000
pH (SU) 6-9 6-9
* or any combination of BOD5 and NH3 that meets the requirements
(summer) BOD5 + (4 x NH3) = 19
(winter) BOD5 + (4 x NH3) = 26
Pollution Prevention Pays
P.O Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
1 f 1 .1 . rr. • r

The Honorable Thomas W. Elliott
April 2, 1986
- page two -
These limits apply to a point source discharge to the receiving
canal. The Division has reviewed the overland flow option previously
recommended to the Town and would prefer that the Torn pursue these
new limits and a point discharge. The Town will be required to per-
form an evaluation of the impacts of the discharge on the receiving
system. Division staff will help with the planning and execution of
the study.
Please contact Meg Kerr at 919-733-5083 if you have any questions
about these requirements.
S
sr
-srge rett, Chief
Water '•ality Section
cc: Allen Wahab
Preston' HowarcJ
Meg Kerr
Jay Sauber
William Burnett
VS,,szt

DIVISION OF ENVIRONMENTAL MANAGEMENT
April 2, 1986
MEMORANDUM
TO: Allen Wahab, Supervisor
Local Planning Management Unit
FROM: Meg Kerr
THR9NGH: Steve Tedder
SUBJECT: Lake Waccamaw
We have completed our review of effluent limits for Lake Waccamaw.
As I discussed with you on the phone, we are recommending that the Town
pursue a point source discharge rather than the overland flow system
previously suggested. Our AT justification for the canal discharge
is attached.
Please let me know if you have any questions.
MK:mlt
Attachment

Lake Waccamaw A.T. Review
Model Summary
Introduction
A Level B analysis has been used to develop effluent limitations
for the Lake Waccamaw discharge to a canal which is tributary to Bogue
Swamp. The canal and swamp are classified C-Swamp.
Traditional steady-state Streeter -Phelps D.O. models do not apply
to large, slow moving swamps like Bogue Swamp. Recent studies have
demonstrated that natural wetlands are more suited to assimilate waste-
waterloadings that standard stream models would suggest. The long
retention times in swamps and the extensive amount of sediment surface
area in contact with the overlying water enhance microbial degradation
of oxygen consuming wastes. Wetland biota are acclimated to standing
water and low dissolved oxygen concentrations. This suggests that
wetlands can be effectively managed to receive wastewater inputs.
(USEPA, "Freshwater Wetlands for Wastewater Management Handbook",
EPA 904/9-85-135, Region IV, Atlanta, GA, 1985).
1983 survey of the Lake Waccamaw discharge demonstrated that
Bogue Swamp is a true swamp. (Survey report attached in Appendix A).
The wasteload allocation model was therefore run to protect the dis-
solved'oxygen standard in the canal. The swamp was not included in
the analysis since it was assumed that residual BOD entering the
swamp from the canal could be adequately assimilated.

Lake Waccamaw
Stream Schematic
Lake
USGS # 02.1089.9100 Waccamaw
DA = 37.8 sq. mi.
QA = 34 cfs
7Q10 = 0.08 cfs
Waccamaw
Rl Ver

Model Parameters
length : The canal was measured to be 2100 ft. long.
flow: The canal drains the WWTP plant site and a small area
contiguous to the plant. The drainage area is less
than 0.1 sq. miles. A 7Q10 flow of 0 cfs was assumed.
slope: There is little or no slope along the canal. A slope
of 1 ft/mile was assumed in the analysis.
velocity: The velocity was estimated with the regression
equation:
vfhere
Design
v _ 0.124 (Qact) 0.75 (slope) 0'29
(Qavg) 0.35
Qact = 7Q10 + Qw
= 0 + (1.55) (0.4) + 'h (.01) (.4)
= 0.622
Qavg = 0.1 + % (0.1) (.4) = 0.12
slope = 1.0
velocity = 0.182 fps
temperature:
summer = 26°C
winter = 16°C

BOD Qecay Rate, K1 :
IK1 (20°C) = 0.35 + [(velocity/depth) x N]
depth = [Qact/ (15 x V ) ] 1/2 = 0.48 ft.
N = 0.1
1 (20°C) = 0.39 /day
Reaer tion Rate, K2 =
'�
K2 (20°C) = 1.8 (slope) (velocity)
= 1.8 (1) (.182)
= 0.33 /day
Allocations
Summer Winter
Qw (mgd) 0.4 0.4
BOD5 (mg/1) 11 * 10 *
NH3 (mg/1) 2 * 4 *
D0 (mg/1) 6 6
TSS (mg/1) 30 30
fecal coliform (#/100 ml) 1000 1000
pH (SU) 6-9 6-9
* summer BOD5 + 4 (NH3) = 19
winter BOD5 + 4(NH3) = 26

1
AZT.:
£%-€ or wx uiriOn
Ai tins ds (208) Planning Area:
?militias (201) Planing Area:
V!T 'acacias Rep
of a quad or a lipoid sketch)
w
Leaven= ors. Rim Milt
.
1
River Rila
EPA 1 1: (SO! -1E3 - 03)
States NUR: (ITS -10H3 - 1:0)
LAKE tatMccitMi4rN
�►. wealMwc STREW UT .?(..lkie
C1assiticassan:
7Q10 head.Fecar Flaw (cfs)
A source of Tlor Info.
(cats Station 1)
B. ASSIMIUITIVE CAPACTlY DATA
1. %mar Surface Slope Mimi)
Y Stream vreloeity (fps)
Stream Depth (ft)
Qsvatiae ! Discharge Pt. (ft)
Drainage Araa (eq. mi.)
7Q10 Yield (efeg/ai2)
t Design Temaratura (at)
Deocygsnatt+on Rats cat Yee s)•
x Deoxygsnatian Rota (lei Rase e)•
R aeration Rita (R2 Ira s)•
or escape cost.
Rift. Straw 0.0. (aq/1)
R.W. Stream Quality
Dl0. (:ai))
1COtm (n/1)
C. = M ED ! W f? =ITS
Design For (NZ)
x RODS MO)
itAmmonia
Dissolvee10 qsn MO)
Total Suspended Solids WA)
Decal Colifocsm (8/100 al)
I (S.v. )
Other
A
xD
.26) 1(o
d4GacLO"C
33 B.Lo°G
a.
!eat
vcc
000 - 1 •RODS 4. 4.6 "413
(tntafart CD02:0005 ratio)
ITPE
arss Other
�°s vanes quality or calibration D.0..
Df34. and 1I13 graphs at other stream data iffililaigig
please attar a assiarY cur data solace.)
Ha jar Trib. Info.
(Tor, s 5 NR3. D.O... *to.)
xn
non
T. Other MY discharge ge info.
(float SC05, t413, D.O. • etc. )
G. Coeaarts=
•
•
• It :section rota- vary O wnstsam. trots and explain in decant section.
X The ht. c11.•.4%. mds . 6i jnCl&)de41 in A•T r'3a

DATA 4**
DISCHARGER
•
L.A1';E. WACCAMA
UT BOGUE SWP
r•J CF,:. f«
16 DEGREES C.
!! F! H Er O .E 1 VELOCITY !DEPTH
•• 1
1 MI1LES 1 L: T/MI 1 FPS 1 FT 1
1 .1 rl !
'_ 1•_ GME. ,7
1 1
1 0.48 1
1 1
3' INPUT DATA SUMMi.i
REACH
WASTE L
HEADWl�i{ERS
TRIBUTARY
RUNOFF *
1 FLOW
S•
! (r' t~
r :�
ivx
.2 •
1 0.000
0.000
1 0.010
1UBBAS1N 4
STREAM CLASS
WINTER 7010
WtISTEFLOW
03075
C_SW
0 CFS
.4 MGB
1 K I. 1 K2 1 K2 1 1\t-!
. DAY 1 1N20 1/DAY 1 (P20 1 f DAY
1
♦• . ! 2 I 0,39
0.331
0.361
CPOD
;'Ii G . ` L 1
26.000
0,000 1
n ♦ u n ;;yy
0 u ,i
I I
NBOD
.I
MG!r L
0.000
0.000
'J , ,7 Vr
0.000
RUNOFF FLOW IS IN C F;• .MI E:
i D.0, 1
1 MG/L 1
� 1
1 6,000 1
1 0.000 1
1 0.000 1
I 2,000
1 i
0,001

0]S[HAR6L�
�
RLCEIVIN6 STREAM
�
�
* * * 4 * * * * * * MODEL RESULTS * * * * * * * *.* *
�BO6UE SWP
THE END D.O. lS 5.07 MG/L
|
)HE END CBCD IS] 24^75 MG/L
lHE END HBOD IS C. MG�i
�
�
�HE D.O. �IN, OF SE�M[H7 1 IS �.07 MG/L
l!1l3 Mlh��UM IS 7 SEGMENT MILEPOINT O 4
LO[ATE� J/( PE�[H MUMB[R 1 '
SEG�EKT L H 1 MS'L OF CBOD
FOP S[G KEACH 1 ]� � MG/L OF'NB�
�HE RE]JIRE� EFpLUE�T D,O, IS 6 MG/L
�!`E S�EFL2� EN7�RI�E 6E� 1 REA[� 1 IS O^4 MGD
********-k

' DISCHARGER LAKE WACCAMAW
RECEIVING STREAM TRIB TO ROGUE SWP
WASTEFLOW
SEG NO 1 REACH
I 1
1
1 1 1
1 1 1
1 1 1
1
1
1
1
1
2
2
2
i
7 �
r i
_+7
2
oft
2
2
2
i
2
2
r7
2
2
2
ry
2
2
w
2
.4
1 SEG MI 1 DO 1 CBOD 1 NBOIi 1 FLOW 1
1 0,001 6.001 26.001 0.001 0.621
0.051 5.801 25.761 0.001 0.621
0.101 5.591 25.521 0.001 0.621
0.151 5.401 25.281 0.001 0.621
0.201 5.201 25.051 0.001 0.621
0.251 5.011 24.821 0.001 0.621
0.301 4.831 24.591 0.001 0.621
0.351 4.651 24.361 0.001 0.621
0.401 4.471 24.131 0.001 0.621
0.401 4.191 21.621 0.001 -0.701
0.501 3.691 20.971 0.001 0.701
0.601 3.221 20.341 0.001 0.711
0.701 2.791 19.721 0.001 0.711
0.801 2.381 19.131 0.001 0.711
0.901 2.011 18.551 0,001 0.711
1.001 1.661 17.991 0.001 0.711
1.101 1.341 17.451 0.001 0.711
1.20! 1.041 16.931 0.001 0.711
1.301 0.771 16.421 0.001 0.711
1.401 0.521 15.921 0.001" 0.711
1:501 0.301 15.441 0.001 0.711
1.601 0.091 14.981 0.001 0.721
1.701 0.001 14.531 0,001 0.721
1.801 0.001 14.091 0.001 0.721
1.901 0.001 13.671 0,001 0.721
2.001 0.001 13.261 0.001 0.721
2.101 0.001 12.861 0.001 0.721
2.201 0,001 12.471 0.001 0.721
2.301 0.001 12.101 0.001 0.721
2,401 0.001 11,731 0.001 0.721
2.501 0.001 11.381 0,001 0.721
2.601 0.001 11.041 0.001•- 0.731
2.701 0.001 10.711 0.001 0.731
2.801 0.001 10.391 0.001 0.731
2.901 0.001 10.081 0.001 0.731
3.001 0,001 9.771 0.001 0.731
3.101 0.001 9.481 0.001 0.731
3.201 0.001 9.201 0.001 0.731
3.301 0.001 8.921 0.001 0.731
3.401 0.001 8.661 0.001 0.731
3.501 0.001 8.401 0.001 0.731
3.601 0.001 8.151 0.001 0.741
3.701 0.011 7.901 0.001 0.741
3.801 0.031 7.67) 0.001 0.741
3.901 0.05) 7.441 0.001 0.741
4.001 0.081 7.211 0.001 0.741
4,101 0.121 7.001 0.001 0.741
4.201 0.161 6,791 0.001 0.741
4.301 0.201 6.591 0.001 0.741
4,401 0.251 6.391 0.001 0.741
4.501 0.301 6.201 0.001 0.741
4.601 0.361 6.021 0.001 0.751

t:# ti r-J to tJ F•J
4.901
5.001
5.101
5.201
5.30!
5.401
0.551
0.611
0.691
0►761
0.841
0.911
-5.491
5.331
5,171
5.021
4.871
4.731
0.001
0.001
0.001
0.001
0.001
0.001
0.751
0.75.1
0.751
0.751
0.751
0.751

D]SCHAR(21E�
,"Al MODEL RESULTS
E WA[[AMAW
nECEI�ING ��RE�M �TRIB TU BO6UE 'c'WP
�
�
*»)�-** k ***�-»* * A.*** � * -* ****** )" 4.** 4. 3,********* **)K * **o* � )v*** * * * * * * * * * * * * * * * * * X.,
END D.O, I8 | 4,95 MG/L.
lHE EHD CBOD l17,64 MG/L
THE E(�D NBOD IS � O^OO MG/L
I
/HE D.O. hIH, OF cE8MEHT 1 IS 4.95 MG/L
`HIS CATED AT SEGMENT MILEPOINT 0^4
l
�H7 H I� L�C�7ED JH REACH NUM2ER 1
L0 FO� �E�H HT 1 �EACH 1 I� 19 MG/L OF [BOD
l�F uLA FUEGREACP, l lS OF NBOy
117 U E�i ERI�� SEG 1 REACH 1 IS 0.4 M6D
*�**�****�**���*�*�

MODEL RESULTS
.DISCHARGER
RECEIVING STREAM :
lake waccamaw
canal, trib to bogue swp
THE END D.O. IS 1.82 MG/L
THE END CBOD IS 4.91 MG/L
THE END NBOD IS 0.00 MG/L
THE D.O. MIN. OF SEGMENT 1 IS 1.57 MG/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT 2.90
WHICH IS LOCATED IN REACH NUMBER 2
THE WLA FOR SEGMENT 1 REACH
THE WLA FOR SEGMENT 1 REACH
THE REQUIRED EFFLUENT D.O. IS
THE WASTEFLOW ENTERING SEG 1
THE WLA FOR SEGMENT 1 REACH
THE WLA FOR SEGMENT 1 REACH
THE REQUIRED EFFLUENT D.O. IS
THE WASTEFLOW ENTERING SEG 1
1 IS 17 MG/L OF CBOD
1 IS 0 MG/L OF NBOD
6 MG/L
REACH 1 IS .4000001 MGD
2 IS 0 MG/L OF CBOD
2 IS 0 MG/L OF NBOD
0 MG/L
REACH 2 IS 0 MGD

*** MODEL•SUMMARY DATA ***
Discharger
Receiving Stream
7Q10
Design Temperature : 26 -C
: lake waccamaw
canal, trib to bogue swp
Subbasin
Stream Class:
Winter 7Q10 :
30Q2
c- sw
212N3i2SUCPE 2 VEIOQTY 2DEP'III 2 K1 2 K1 2 K2 2 K2 2 EN 2 EN 2 RNR 2 ENR 2
2 mile 2ftifali7 2
2 ft 2/ y2@20-2/day2@20-2/ 2@20-2May 2@20-2
2 2 2
Segment 1 2 0.402 1.002
Readh 1 2 2 I 2
2 2 2 2 2 2 2 2 2 2
0.182 2 0.48 2 0.51 2 0.39 2 0.52 2 0.452 0.00 2 0.00 2 0.00 2 0.00 2
2 2 2 2 2 2 2 2 2 2
2 2 2
Segiient 1 2 1.002 1.002
Readh 2 2 2 '2
2 2 2 2 2 2 2 2 2 2
0.100 2 0.69 2 0.48 2 0.36 2 0.49 2 0.432 0.00 2 0.00 2 0.00 2 0.00 2
2 2 2 2 2 2 2 2 2 2
*** INPUT DATA SUMMARY ***
2 Flaw 2 CBOD 2 NBCD 2 D.O. 2
2 cfS 2 ng/4 2 ug/1 2 n /1 2
Segment 1 Reach 1 2
Waste 2
FnTdters2
2
**Fff 2
2 2
0.620 2 21.000 2
0.000 2 2.000 2
0.000 2 0.000 2
0.010 2 2.000 2
2
0.000 2
0.000 2
0.000 2
0.000 2
2
6.000 2
0.000 2
0.000 2
1.500 2
Segment 1Reach2 2 2
Waste 2 0.000 2
Zributary 2 0.080 2
* Banff 2 0.010 2
2 2 2
0.000 2 0.000 2 0.000 2
2.000 2 0.000 2 1.500 2
2.000 2 0.000 2 1.500 2
* Runoff flow is in cfs/mile

DISCHARGER
•RECEIVING STREAM
WASTEFLOW
2 SEG NO 2 REACH
2 1 2 1 I
2 1 2 1
2 1 2 1
2 1 2 1
2 1 2 1
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
2 1 2 2
:lake waccamaw
:canal, trib to bogue swp
2 SEG MI 2 DO 2 CBOD 2 NBOD 2 FLOW
2 0.002 6.002 17.002 0.002 0.62
2 0.102 5.742 16.692 0.002 0.62
2 0.202 5.502 16.382 0.002 0.62
2 0.302 5.262 16.082 0.002 0.62
2 0.402 5.042 15.782 0.002 0.62
2 0.402 4.642 14.222 0.002 0.70
2 0.502 4.332 13.792 0.002 0.71
2 0.602 4.052 13.382 0.002 0.71
2 0.702 3.792 12.972 0.002 0.71
2 0.802 3.542 12.582 0.002 0.71
2 0.902 3.322 12.202 0.002 0.71
2 1.002 3.112 11.842 0.002 0.71
2 1.102 2.922 11.482 0.002 0.71
2 1.202 2.752 11.142 0.002 0.71
2 1.302 2.592 10.802 0.002 0.71
2 1.402 2.442 10.482 0.002 0.71
2 1.502 2.312 10.162 0.002 0.71
2 1.602 2.192 9.862 0.002 0.72
2 1.702 2.092 9.562 0.002 0.72
2 1.802 1.992 9.282 0.002 0.72
2 1.902 1.912 9.002 0.002 0.72
2 2.002 1.842 8.732 0.002 0.72
2 2.102 1.772 8.472 0.002 0.72
2 2.202 1.722 8.212 0.002 0.72
2 2.302 1.672 7.972 0.002 0.72
2 2.402 1.642 7.732 0.002 0.72
2 2.502 1.612 7.502 0.002 0.72
2 2.602 1.592 7.272 0.002 0.73
2 2.702 1.572 7.062 0.002 0.73
2 2.802 1.572 6.852 0.002 0.73
2 2.902 1.572 6.642 0.002 0.73
2 3.002 1.572 6.442 0.002 0.73
2 3.102 1.582 6.252 0.002 0.73
2 3.202 1.602 6.072 0.002 0.73
2 3.302 1.622 5.882 0.002 0.73
2 3.402 1.642 5.712 0.002 0.73
2 3.502 1.672 5.542 0.002 0.73
2 3.602 1.702 5.372 0.002 0.74
2 3.702 1.742 5.212 0.002 0.74
2 3.802 1.782 5.062 0.002 0.74
2 3.902 1.822 4.912 0.002 0.74

MODEL RESULTS
'DISCHARGER .
RECEIVING STREAM
lake waccamaw
canal, trib to bogue swp
THE END D.O. IS 1.65 MG/L
THE END CBOD IS 8.59 MG/L
THE END NBOD IS 0.00 MG/L
THE D.O. MIN. OF SEGMENT 1 IS 1.65 MG/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT
WHICH IS LOCATED IN REACH NUMBER 2
THE WLA FOR SEGMENT 1 REACH
THE WLA FOR SEGMENT 1 REACH
THE REQUIRED EFFLUENT D.O. IS
THE WASTEFLOW ENTERING SEG 1
THE WLA FOR SEGMENT 1 REACH
THE WLA FOR SEGMENT 1 REACH
THE REQUIRED EFFLUENT D.O. IS
THE WASTEFLOW ENTERING SEG 1
3.90
1 IS 20 MG/L OF CBOD
1 IS 0 MG/L OF NBOD
6 MG/L
REACH 1 IS .4000001 MGD
2 IS 0 MG/L OF CBOD
2 IS 0 MG/L OF NBOD
0 MG/L
REACH 2 IS 0 MGD

MODEL RESULTS
'DISCHARGER
RECEIVING STREAM
lake waccamaw
THE END D.O. IS 1.60 MG/L
THE END CBOD IS 6.26 MG/L
THE END NBOD IS 0.00 MG/L
THE D.O. MIN. OF SEGMENT 1 IS 1.59 MG/L
THIS MINIMUM IS LOCATED AT SEGMENT MILEPOINT
WHICH IS LOCATED IN REACH NUMBER 1
THE WLA FOR SEGMENT 1 REACH
THE WLA FOR SEGMENT 1 REACH
THE REQUIRED EFFLUENT D.O. IS
THE WASTEFLOW ENTERING SEG 1
3.20
1 IS 17 MG/L OF CBOD
1 IS 0 MG/L OF NBOD
6 MG/L
REACH 1 IS .4000001 MGD

*** MODEL SUMMARY DATA ***
Discharger : lake waccamaw Subbasin :
Receiving Stream : canal, trib to bogue swp Stream Class: c-sw
7Q10 I : Winter 7Q10 :
Design Temperature : 22 -C 30Q2 :
21.11=112SIDPE 2 VERACITY 2DEPTH 2 K1 2 K1 2 K2 2 K2 2 KM 2 RN 2 MR 2 KNR 2
2 uile 2f/14 2 fpS2 ft 2 /d 2 @20- 2 /day 2 @20- 2 /da 2 @20- 2 /day 2 @20- 2
2 2 2 2 2 2 2 2 2 2 2 2 2
Segment 1 2 3.502 1.002 0.100 2 0.69 2 0.40 2 0.36 2 0.40 2 0.392 0.00 2 0.00 2 0.00 2 0.00 2
Reach 1 2 2 2 2 2 2 2 2 2 2 2 2 2
*** INPUT DATA SUMMARY ***
2 Flow 2 CBCD 2 MOD 2 D.O. 2
2 cfS 2 mil 2 /1 2 mil 2
Segment 1 Reach 1 2 2 2 2 2
Waste 2 0.620 2 17.000 2 0.000 2 6.000 2
Hea,c�aaters2 0.080 2 2.000 2 0.000 2 1.500 2
Tributary 2 0.000 2 0.000 2 0.000 2 0.000 2
* Runoff 2 0.010 2 2.000 2 0.000 2 1.500 2
* Runoff flow is in cfs/mile

1� NPOES WASTE LOAD ALLOCATION
Facility Name: La Wac cai rI? t?LAJ
Date Rec. #
Ms/ K . iS�� _ 3 D /I
Date y`/eft
Engineer
Existing
Proposed O Permit No.: /UC.00a 1 8 8 / Pipe No.: 00 / County: LI5
Design Capacity (MGD) : 0,11 Industrial (% of Flow) : Domestic (% of Flow) : /O o
Receiving Stream: V % %&D J-e 5uJ7
Reference USGS Quad: (Please attach) Requestor: d O 5 (6-)
Class: C - S,cJ Sub -Basin: (J D 5 (P
Regional Office
(Guideline limitations, if applicable, are to be listed on the back of this form.)
J i f7on
Design Temp.: / 6 /(o Drainage Area (mil) : (D, / Avg. Streamflow (cfs) :
7Q10 (cfs) O Winter 7Q10 (cfs) 0 30Q2 (cfs)
Location of D.O. minimum (miles below outfall): Slope (fpm)
Velocity (fps):
Kl (base e, per day):
K2 (base e. per day):
u
Lit) el
Effluent
Characteristics
Monthly
Average
No s
o Os (hi()
/ 1
/O
Nil (OA)
z
`/
Do (G)
6
Co
T55 ("J6)
30
3o
-Fe c.1 o0 I . -(02.0-14/0) `D O O
Loco
Pi+ ( ) (0-9
& -/
Comments:
Effluent
Characteristics
: tenthly
) verage
Reviewed By:
Comments
Date: El
-8V

Facility Name
Type of Waste
Status
Receiving Stream
Stream Class
Subbasin
County
Regional Office
Requestor
Date of Request
Quad
WASTELOAD ALLOCATION APPROVAL FORM
LAKE WACCAMAW
DOMESTIC
EXISTING
UT BOGUE SWP
CSW
YAD 56
COLUMBUS
WILMINGTON
205G
12/2/85
Wasteflow (mgd)
5-Day BOD (mg/1)
Ammonia Nitrogen
Dissolved Oxygen
TSS (mg/1)
Fecal Coliform
(mg/1)
(mg/1)
Request No. : .;D//
Drainage Area (sq mi) . .1
7Q10 (cfs) : 0
Winter 7Q10 (cfs)
30Q2 (cfs)
Average Flow (cfs) : .1
RECOMMENDED EFFLUENT LIMITS
SUMMER
0.4
11
2
6
30
(#/100m1): 1000
pH (SU) : 6-9 6-9
-------------------------------------------------------------------------------
WINTER
0.4
10
4
6
30
1000
COMMENTS
SUMMER LIMITS: ANY COMBINATION OF BOD5 + 4(NH3) = 19 IS A SUITABLE ALLOC.
WINTER LIMTS: ANY COMBINATION OF BOD5 + 4(NH3) = 26 IS A SUITABLE ALLOC.
THESE LIMITS WERE CALCULATED TO PROTECT 5 MG/L DO IN THE CANAL LEADING TO
BOGUE SWAMP. IT WAS ASSUMED THAT BOGUE SWAMP CAN ASSIMILATIE WHATEVER
COMES FROM THE CANAL. THE TOWN WILL ALSO BE ASKED TO PERFORM A STREAM
STUDY TO CONFIRM THAT THESE LIMITS DO NOT POSE A THREAT TO AQUATIC HABITAT.
Recommended by
Reviewed by:
Tech. Support Supervisor
Regional Supervisor
Permits & Engineering
Date
Date /
Date_ c �bG
Date

•
State of North Carolina
Department of Natural Resources and Community Development
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27611
James G. Martin, ¶overnor R. Paul Wilms
S. Thomas Rhodes, Secretary Director
March 25, 1986
Mr. William E. Burnett
Environmental Planner
Henry Von Oesen and Associates
P.O. Drawer 2087
Wilmington, North Carolina 28402
Dear Mr.
Burnett:
RE: Wetlands Treatment System
Town of Lake Waccamaw
Staff of the Water Quality Section have reviewed the Preliminary
Engineering Report for a wetlands treatment system for the Lake Waccamaw
Municipal Wastewater Treatment Facility. This letter is in response to
the submission of the Preliminary Site Screening Questionaire.
Your response to the questionaire was thorough and your efforts to
provide the necessary information are appreciated. The area of application,
characterized by oaks, hickory, sweetgum, holly, etc, is not normally
associated with an area demonstrating a pattern of inundation and dryness.
These species are more typical of a lowland forrest or at best a transitional
zone. The hydraulic loading rate of 51.6 inches per week will produce a
saturated condition that most of the present species could not survive.
However, the only area, within reasonable distance to the treatment
facility; that would be suitable to wetlands discharge technology is located
at the end of the discharge canal, approximately 2,000 feet from the current
outfall. However, this wetlands discharge alternative is not recommended.
The,wasteload allocation for a point discharge at the existing outfall
has been revised by the Division's modeling staff. The new limits are:
Po lhrliorr Prevention Pays
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone]
An Equal Opportunity Affirmative Action Employer

Mr. William E. Burnett
March 25, 1986
Page 2
Summer Winter
flow (mgd) 0.4 0.4
BOD5(mg/1) 11 * 10
NH 5(mg/1) 2 * 4
DO3 (mg/1) 6 6
TSS (mg/1) 30 30
pH (Su) 6-9 6-9
fecal coliform (#/100) 1000 1000
* or 7 & 3
These limits are being finalyzed and will be sent to you and the
Town in a separate letter.
Please give me a call if you have any questions.
Sincerely,
Jitj
Jay Sauber
JS/gh
cc: Chuck Wakild
Preston Howard
Dennis Ramsey
Alan Wahab
Meg Kerr
Stave Tedder

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