NC0025909_Speculative Limits_19940411

NPDES DOCUMENT SCANNING COVER SHEET
NPDES Permit:
NC0025909
Rutherfordton WWTP
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File - Historical
Correspondence
Speculative Limits
Instream Assessment (67b)
Environmental Assessment (EA)
Permit
History
Document Date:
April 11, 1994
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content on the rezzerse side

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
April 11, 1994
Charles M. Nance, Jr.
Town Administrator
Town of Rutherfordton
110 N. Washington St.
Rutherfordton, NC 28139
rYVA
�EHNF�
Subject: Speculative Discharge Limits
Town of Rutherfordton WWTP
NPDES Permit No. NC0025909
Rutherford County
Dear Mr. Nance:
Reference is made to the request submitted by Keith Webb, P.E. of McGill Associates
for speculative limits for the expansion and possible relocation of the Rutherfordton
wastewater treatment plant discharge. We are hereby supplying limits that would presently
be applied to the discharge at its current location in Cleghorn Creek and for the possible
future location in the Broad River at its confluence with Cleghorn Creek.
Limits (30 day avg.)
Parameter Units Cleghorn Cr. Broad River
Flow MGD 2.0 2.0
BODS (Sum/Win) mg/1 30/30 30/30
NH3N (Sum/Win) mg/1 2/4 14/monitor
DO (minimum) mg/I 5.0 monitor
TSS mg/I 30 30
Fecal Coliform /100 ml 200 200
Chronic Toxicity* P/F @ % 77 % 6 %
Residual Chlorine ug/1 22 (daily max) 28 (daily max)
Chromium ug/1 65 monitor
Arsenic ug/1 65 monitor
*Toxicity Testing: Chronic (Ceriodaphnia) - no observable inhibition of
reproduction or significant mortality at the percentage indicated; Quarterly Test
The metals limits given above are based on our Pretreatment Group's assessment of
the "pollutants of concern" most often associated with textile finishing plants rather than
actual effluent data. Once effluent data is collected and analyzed the limits may be deemed
unnecessary, or the limits may be justified and may be required in addition to other specific
toxicant limits found to be necessary.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

As a publicly ;owned treatment works with significant industrial users the town will be
required to implement a pretreatment program in order to manage and control industrial
discharges. As a requirement of the pretreatment program the POTW must implement a
long term monitoring plan (LTMP) which will involve, at a minimum, quarterly monitoring
at influent and effluent locations for the parameters cadmium, chromium, copper, lead,
nickel and zinc. Monitoring for mercury, molybdenum and selenium will also be required
in. the LTMP if residual sludge is land applied or composted. In addition, monitoring for
arsenic, as a pollutant of concern for textile finishing plants, may be required through the
LTMP. Until such time that the LTMP is implemented, effluent monitoring for the
aforementioned parameters will be required directly through the NPDES permit.
Monitoring for chlorides and surfactants may also be required in the LTMP or directly in
the NPDES permit.
DEM is currently planning a basinwide water quality management initiative. Our
schedule for implementation in the Broad River Basin is set for 1997 &1998. The plan will
address all sources of point and non point pollutants where deemed necessary to protect or
restore water quality standards. In addressing interaction of sources, wasteload allocations
may be affected. Those facilities that already have high levels of treatment technology are
least likely to be affected. The Town of Rutherfordton may want to consider the
implementation of this basinwide strategy in planning its WWTP expansion, as opposed to
the limits proposed here which only address localized receiving waters.
Please note that these are speculative limits and are not binding unless the limits are
part of an issued NPDES permit. All information pertaining to this request has been sent to
our Central Files for storage. When you are ready to request the increase or and/or
discharge relocation, please submit a complete application package including fees
appropriate for that point in time.
If you have any questions please contact Jason Doll at [phone].
Donald S
Assistant Chie • " echriieal Support
Water Quality Section
cc: M. Kieth Webb, P.E. - McGill Associates, P.A.
Asheville Regional Office
David Goodrich - NPDES Permits Group
Central Files

MODEL INPUTS FOR LEVEL B ANALYSIS
GENERAL INFORMATION .
Facility Name:
ki_.4-4e,froretlei-
NPDES No.:
Ak..00,P-5V)
Type of Waste:
-2- % ,67(nc..5t/c
'771 3
Facility Status:
1)e-c— -Pot
EV'
Receiving Stream:
Veiro.cf 4.
ve.v-
Stream Classification:
C (/3 /412
Subbasin:
63670 -
County:
g...t•The,r- Ec.)rc4'
Regional Office:
46,4e,Itlie-
Topa Quad:
FLOW INFORMATION
USGS 41
keef ;cril 4-1(1
f/)
Date of Flow Estimates:
-- •
—Oct_i-7 Dr.;
Drainage Area (mi2):
2.'77
Summer 7Q10 (cfs):
.56 I
Winter 7Q10 (cfs):
Average Flow (cfs):
t:11-/ ' 5
30Q2 (cfs):
IWC at Point of Discharge (%):
(I. 3
Cummulative IWC (%):
1.;:::5.:.4.T:i:.:im,''':.;nm.1,•:iiikt..:',,,,:::?..in,..m::i*m....1.•,.•:.
/M--
•
%... ..,'
.,...,-.....,.'..5"....i?..,:i?iikii•z•::t.:•:›
MODEL INPUT INFORMATION c-i\ ..._,
LENGTH OF REACH (miles)
3' :5
)
INCREMENTAL LENGTH (miles)
6, i
0, I
WASTE CHARACTERISTICS
FLOW (MGD)
;, 0
CBOD (mg/1)
;,., , '
NBOD (mg/I)
D.O. (mg/I)
RUNOFF CHARACTERISTICS 0,. (0 ‘c. 6, 3" i
7Q10 (cfs/mi2)
Cu Cd3
QA (cfs/rni2)
-2 f leo 6.
I. 94/
CBOD (mg/1)
,2.0
z. c)
NBOD (mg/I)
/. 0
/. 0
D.O. (mg/1)
,--)e•Fapt1-7'-
_ ple-ra,t /-
TRIBUTARY CHARACTERISTICS
7Q10 (cfs)
•
?III i
QA (cfs)
CBOD (mg/1)
NBOD (mg/1)
t, 0
D.O. (mg/1)
Alit l
17P-
SLOPE (fpm)
y,--1.-
,
Name of facility

USGS weighted low flow estimate procedure
FacilityLRutherfordton NPDES #
Region
DA LFPR
w7Q10 LFPR
DAnew
MAR
QA eq
STEP 1
._••••HA10.
96 �.sq mile
.._._.. ______33 cfs
277
1.5
415.50
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
NC002909 1
113..r2ast_i
Broad
NOTE: procedure applies for regions HA3, HA5,
HA9, and HA10, else see flow SOP
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1
weight
0
ratio
1
#VALUE! T see B I
1
0.25
weight =
0.37
B. RATIO > 1
weight talk
0 1
0.37 I 2.89
1 4
STEP 3 calculate 7010 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
124.54
22.96
22.96
98.58
cfs
cfs
cfs
cfs
7010_EQ =
calculate 7Q10 yield using weighted equation
98.58
= j1ii]
cfs/sq mile
7Q10yield = [weight_LFPR * 7Q10 LFPR] + [weight EQ * 7010 EQ]
DA_LFPR DA new
yield = 0.13
STEP 5 calculate w7010
7010 = 7Q10yield * DA new
winter 7010 =
97.33
cfs
+ 0.22 = 0.35 cfs/mile

USGS weighted low flow estimate procedure
Facilitylfutherf_ordton NPDES # NC0025909_j
Region
DA LFPR
s7010_LFPR
DA_new
MAR
QA_eq
STEP 1
HA10
NOTE: procedure applies
96 sq mile HA9, and HA10, else see
6.6 cfs
277
1.5
415.50
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1
weight ratio
0 1
#VALUEi1 see B
1 0.25
weight =
0.37
B. RATIO > 1
weight ratQ
0 1
0.37 1 2.89
1 4
STEP 3 calculate 7Q10 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
64.31
3.86
3.86
68.41
cfs
cfs
cfs
cfs
7Q10 EQ=
calculate 7010 yield using weighted equation
Stream; Broad
for regions HA3, HA5,
flow SOP
68.41
7Q10yield = [weight_LFPR * 7010 LFPR] + [weight EQ * 7Q10 EQ]
cfs
DA_LFPR DA new
yield = 0.03 + 0.16
STEP 5 calculate s7Q10
7010 = 7Q10yield * DA new
summer 7010 =
50.07
cfs
0.18
2.885416671
cfs/sq mile

USGS weighted low flow estimate procedure
FacilitylRutherfordton NPDES #
Region
DA LFPR
s7Q10 LFPR
DA new
MAR
QA eq
STEP 1
•._.. HA1,0._„_•
177 sq mile HA9, and HA10, else see flow SOP
55 cfs
245
1.5
367.50
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1 B. RATIO > 1
weight L,Q weight r�Q'
0 1 0 1
1 #VALUEI I see B I I 0.87 1 1.38
1 0.25 1 4
weight =
0.87
STEP 3 calculate 7Q10 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
57.65
3.62
3.62
60.43
cfs
cfs
cfs
cfs
7Q10 EQ=
calculate 7010 yield using weighted equation
60.43
7Q10yield = [weight_LFPR * 7010_LFPR] + [weight EQ * 7010 EQ]
cfs
NC0025909
Stream Broad
NOTE: procedure applies for regions HA3, HA5,
=I.J19Z1
DA LFPR DA new
yield = 0.27
STEP 5 calculate s7Q10
7Q10 = 7Q10yield * DA_new
summer 7010 =
74.12
cfs
+ 0.03 = 0.30 cfs/sq mile

USGS weighted low flow estimate procedure
FacilityRutherfordton NPDES #
Region
DA LFPR
w7Q10 LFPR
DA new
MAR
QAeq
STEP 1
HA10
177 Jsq mile HA9, and HA10, else see flow SOP
ENC00259091
Stream?Broad
._ j
..�._.. 93 _.._..�.� cfs
245
1.5
367.50
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
NOTE: procedure applies for regions HA3, HA5,
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1 B. RATIO > 1
weight taliQ weight tag
0 1 0 1
#VALUE! 1 see B I F.-0:8/-1 1.38
0.25 1 4
t
1
weight =
0.87
STEP 3 calculate 7010_EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
111.51
20.84,
20.84
87.30
cfs
cfs
cfs
cfs
7Q10 EQ=
calculate 7010 yield using weighted equation
87.30
cfs/sq mile
7Q10yield = [weight_LFPR * 7010_LFPR] + [weight EQ * 7Q10 EQ]
DA LFPR DA new
yield = 0.46
STEP 5 calculate w7010
7010 = 70310yield * DA new
winter 7010 = 123.42 cfs
+ 0.05 = 0.50 cfs/mile

USGS weighted low flow estimate procedure
FacilitylRutherfordton
Region
DA LFPR
s7010_LFPR
DA_new
MAR
QA eq
STEP 1
HA10
NPDES # iNC0025909 j Stream�Broad
NOTE: procedure applies for regions HA3, HA5,
177 sq mile HA9, and HA10, else see flow SOP
55 cfs
528.2
1.5
792.30
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1 B. RATIO > 1
weight isliSt weight rsiiift
0 1 0 1
E#VALUE!I see B • 0.34 •• •• ! 2.98
1 0.25 1 4
weight =
0.34
STEP 3 calculate 7010_EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
114.23
5.44
5.44
131.28
cfs
cfs
cfs
cfs
7Q10 EQ=
calculate 7010 yield using weighted equation
131.28
7Q10yield = [weight LFPR * 7010 LFPR] + [weight EQ * 7Q10 EQ]
cfs
DA LFPR DA new
yield = 0.11
STEP 5 calculate s7Q10
7010 = 7010yield * DA new
summer 7010 =
142.41
cfs
2 _984180791
+ 0.16 = 0.27 cfs/sq mile

USGS weighted low flow estimate procedure
FacilitylRutherfordton NPDES #
Region
DA LFPR
w7Q10 LFPR
DA new
MAR
QA eq
STEP 1
..-..-HA10.-..-.
177 sq mile HA9, and HA10, else see flow SOP
93 cfs
1N99025909_i
Streams.Broad
.._„_d
528.2
1.5
792.30
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
NOTE: procedure applies for regions HA3, HA5,
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight LFPR)
A. RATIO < 1 B. RATIO > 1
weight weight 18iQ
0 1 0 1
#VALUE! I see B - 0.34 s 2.98
1 0.25 1 4
weight =
0.34
STEP 3 calculate 7Q10 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
222.64
38.23
38.23
186.77
cfs
cfs
cfs
cfs
7Q10 EQ =
calculate 7Q10 yield using weighted equation
186.77
cfs/sq mile
7Q10yield = [weight_LFPR * 7Q10_LFPR] + [weight EQ * 7010_EQ]
DA_LFPR DA_new
yield = 0.18
STEP 5 calculate w7Q10
7Q10 = 7Q10yield * DA_new
winter 7Q10 = 217.50 cfs
+ 0.23 = 0.41 cfs/mile

SUMMER
MODEL RESULTS
Discharger : RUTHERFORDTON WWTP
Receiving Stream : BROAD RIVER
The End D.O. is 7.32 mg/l.
The End CBOD is 2.98 mg/l.
The End NBOD is 1.99 mg/l.
WLA WLA WLA
DO Min CBOD NBOD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 6.77 3.50 1
Reach 1 60.00 63.00 0.00 2.00000
Reach 2 0.00 0.00 0.00 0.00000

SUMMER
Seg # I Reach # I Seg Mi I D.O. I CBOD I NBOD I Flow I
1 1 0.00 7.01 5.38 4.61 53.20
1 1 0.10 6.99 5.36 4.58 53.26
1 1 0.20 6.98 5.33 4.55 53.33
1 1 0.30 6.96 5.31 4.52 53.39
1 1 0.40 6.95 5.28 4.49 53.45
1 1 0.50 6.94 5.26 4.46 53.52
1 1 0.60 6.93 5.24 4.43 53.58
1 1 0.70 6.91 5.21 4.40 53.64
1 1 0.80 6.90 5.19 4.37 53.70
1 1 0.90 6.89 5.17 4.34 53.77
1 1 1.00 6.88 5.14 4.31 53.83
1 1 1.10 6.87 5.12 4.28 53..89
1 1 1.20 6.86 5.10 4.25 53.96
1 1 1.30 6.86 5.08 4.22 54.02
1 1 1.40 6.85 5.05 4.19 54.08
1 1 1.50 6.84 5.03 4.16 54.15
1 1 1.60 6.83 5.01 4.13 54.21
1 1 1.70 6.83 4.99 4.11 54.27
1 1 1.80 6.82 4.96 4.08 54.33
1 1 1.90 6.82 4.94 4.05 54.40
1 1 2.00 6.81 4.92 4.02 54.46
1 1 2.10 6.81 4.90 4.00 54.52
1 1 2.20 6.80 4.88 3.97 54.59
1 1 2.30 6.80 4.85 3.94 54.65
1 1 2.40 6.79 4.83 3.92 54.71
1 1 2.50 6.79 4.81 3.89 54.78
1 1 2.60 6.79 4.79 3.86 54.84
1 1 2.70 6.78 4.77 3.84 54.90
1 1 2.80 6.78 4.75 3.81 54.96
1 1 2.90 6.78 4.73 3.79 55.03
1 1 3.00 6.78 4.71 3.76 55.09
1 1 3.10 6.77 4.69 3.73 55.15
1 1 3.20 6.77 4.66 3.71 55.22
1 1 3.30 6.77 4.64 3.68 55.28
1 1 3.40 6.77 4.62 3.66 55.34
1 1 3.50 6.77 4.60 3.63 55.41
1 2 3.50 7.15 3.11 2.13 129.51
1 2 3.60 7.17 3.11 2.12 129.53
1 2 3.70 7.18 3.10 2.11 129.56
1 2 3.80 7.19 3.09 2.10 129.59
1 2 3.90 7.20 3.08 2.09 129.61
1 2 4.00 7.21 3.07 2.09 129.64
1 2 4.10 7.22 3.07 2.08 129.67
1 2 4.20 7.23 3.06 2.07 129.69
1 2 4.30 7.24 3.05 2.06 129.72
1 2 4.40 7.25 3.04 2.05 129.75
1 2 4.50 7.26 3.03 2.04 129.77
1 2 4.60 7.27 3.03 2.04 129.80
1 2 4.70 7.28 3.02 2.03 129.83
1 2 4.80 7.29 3.01 2.02 129.86
1 2 4.90 7.30 3.00 2.01 129.88
1 2 5.00 7.31 3.00 2.00 129.91
1 2 5.10 7.32 2.99 2.00 129.94
1 2 5.20 7.32 2.98 1.99 129.96
Seg # 1 Reach # I Seg Mi I D.O. I CBOD I NBOD I Flow I

*** MODEL SUMMARY DATA ***
Discharger : RUTHERFORDTON WWTP Subbasin : 030802
Receiving Stream : BROAD RIVER Stream Class: C
Summer 7Q10 : 50.1 Winter 7Q10 : 97.3
Design Temperature: 25.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KN I
I mile I ft/mil fps I ft Idesign l @20' Idesign l @20,4 Idesign'
I I I I I I I I I
Segment 1 I 3.501 4.201 0.454 12.82 10.28 10.22 11.87 I 1.681 0.44
Reach 1 I I I I I I I I I
I I I I I I I I I
Segment 1 I 1.701 4.201 0.698 13.52 10.29 10.23 12.88 I 2.581 0.44
Reach 2 I I I I I I I I I
I Flow I CBOD I NBOD I D.O. I
I cfs I mg/1 I mg/1 I mg/1 1
Segment 1 Reach 1
Waste I 3.100 160.000 163.000 I 0.000
Headwaters) 50.100 I 2.000 I 1.000 I 7.440
Tributary I 0.000 I 2.000 I 1.000 I 7.440
* Runoff I 0.630 I 2.000 I 1.000 I 7.440
Segment 1 Reach 2
Waste 1 0.000 I 0.000 I 0.000 I 0.000
Tributary 174.100 I 2.000 I 1.000 I 7.440
* Runoff I 0.270 I 2.000 I 1.000 I 7.440
* Runoff flow is in cfs/mile

WINTER
MODEL RESULTS
Discharger : RUTHERFORDTON WWTP
Receiving Stream : BROAD RIVER
The End D.O. is 9.53 mg/1.
The End CBOD is 2.66 mg/1.
The End NBOD is 2.09 mg/1.
WLA WLA WLA
DO Min CBOD NBOD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment 1 8.99 0.00 1
Reach 1 60.00 90.00 0.00 2.00000
Reach 2 0.00 0.00 0.00 0.00000

WINTER
Seg # I Reach # I Seg Mi I D.O. I CBOD I NBOD I Flow I
1 1 0.00 8.99 3.79 3.75 100.40
1 1 0.10 9.01 3.78 3.74 100.47
1 1 0.20 9.02 3.78 3.73 100.53
1 1 0.30 9.04 3.77 3.72 100.60
1 1 0.40 9.05 3.76 3.72 100.66
1 1 0.50 9.06 3.76 3.71 100.73
1 1 0.60 9.08 3.75 3.70 100.80
1 1 0.70 9.09 3.74 3.69 100.86
1 1 0.80 9.10 3.74 3.69 100.93
1 1 0.90 9.12 3.73 3.68 100.99
1 1 1.00 9.13 3.72 3.67 101.06
1 1 1.10 9.14 3.72 3.66 101.13
1 1 1.20 9.15 3.71 3.66 101.19
1 1 1.30 9.16 3.70 3.65 101.26
1 1 1.40 9.17 3.70 3.64 101.32
1 1 1.50 9.19 3.69 3.63 101.39
1 1 1.60 9.20 3.68 3.63 101.46
1 1 1.70 9.21 3.68 3.62 101.52
1 1 1.80 9.22 3.67 3.61 101.59
1 1 1.90 9.23 3.66 3.60 101.65
1 1 2.00 9.24 3.66 3.60 101.72
1 1 2.10 9.25 3.65 3.59 101.79
1 1 2.20 9.26 3.64 3.58 101.85
1 1 2.30 9.27 3.64 3.57 101.92
1 1 2.40 9.28 3.63 3.57 101.98
1 1 2.50 9.29 3.63 3.56 102.05
1 1 2.60 9.30 3.62 3.55 102.12
1 1 2.70 9.30 3.61 3.54 102.18
1 1 2.80 9.31 3.61 3.54 102.25
1 1 2.90 9.32 3.60 3.53 102.31
1 1 3.00 9.33 3.59 3.52 102.38
1 1 3.10 9.34 3.59 3.52 102.45
1 1 3.20 9.35 3.58 3.51 102.51
1 1 3.30 9.36 3.57 3.50 102.58
1 1 3.40 9.36 3.57 3.49 102.64
1 1 3.50 9.37 3.56 3.49 102.71
1 2 3.50 9.32 2.71 2.13 226.11
1 2 3.60 9.34 2.71 2.13 226.14
1 2 3.70 9.35 2.70 2.12 226.17
1 2 3.80 9.36 2.70 2.12 226.20
1 2 3.90 9.38 2.70 2.12 226.23
1 2 4.00 9.39 2.69 2.12 226.27
1 2 4.10 9.40 2.69 2.11 226.30
1 2 4.20 9.42 2.69 2.11 226.33
1 2 4.30 9.43 2.69 2.11 226.36
1 2 4.40 9.44 2.68 2.11 226.39
1 2 4.50 9.45 2.68 2.11 226.42
1 2 4.60 9.46 2.68 2.10 226.45
1 2 4.70 9.48 2.67 2.10 226.48
1 2 4.80 9.49 2.67 2.10 226.51
1 2 4.90 9.50 2.67 2.10 226.54
1 2 5.00 9.51 2.67 2.09 226.58
1 2 5.10 9.52 2.66 2.09 226.61
1 2 5.20 9.53 2.66 2.09 226.64
Seg # 1 Reach # 1 Seg Mi 1 D.Q. 1 CBOD 1 NBOD 1 Flow 1

*** MODEL SUMMARY DATA ***
Discharger : RUTHERFORDTON WWTP Subbasin : 030802
Receiving Stream : BROAD RIVER Stream Class: C
Summer 7Q10 : 68.4 Winter 7Q10 : 97.3
Design Temperature: 14.0
ILENGTHI SLOPEI VELOCITY I DEPTH' Kd I Kd I Ka I Ka I KN I
1 mile I ft/mil fps I ft Idesign l @204 Idesign l @204 Idesign'
I I I I I I I I I
Segment 1 I 3.50I 4.201 0.726 13.05 10.18 10.23 12.36 I 2.681 0.19
Reach 1 I I I I I I I I I
I I I I I I I I I
Segment 1 I 1.70I 4.201 1.060 13.77 10.18 10.24 13.44 I 3.921 0.19
Reach 2 I I I I I I I I
Flow I CBOD I NBOD I D.O. 1
cfs I mg/1 I mg/1 I mg/1 1
Segment 1 Reach 1
Waste I 3.100 160.000 190.000 I 0.000
Headwaters) 97.300 I 2.000 I 1.000 I 9.280
Tributary I 0.000 I 2.000 I 1.000 I 9.280
* Runoff I 0.660 I 2.000 I 1.000 I 9.280
Segment 1 Reach 2
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary 1123.400 I 2.000 I 1.000 I 9.280
* Runoff I 0.310 I 2.000 I 1.000 I 9.280
* Runoff flow is in cfs/mile

USGS weighted low flow estimate procedure
FacilityLRutherfordton
Region
DA_LFPR
s7010_LFPR
DA new
MAR
QA_eq
STEP 1
1. HA10
177 sq mile HA9, and HA10, else see flow SOP
.._.._.. 55_.._.._.. cfs
530.4
1.5
795.60
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1 B. RATIO > 1
weight. weight rig
0 1 0 1
E#VALUE!1 see B I I 10.33! 3.00
1 0.25 1 4
weight =
0.33
STEP 3 calculate 7Q10 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
114.65
5.45
5.45
131.84
cfs
cfs
cfs
cfs
7Q10 EQ =
calculate 7010 yield using weighted equation
131.84
7Q10yield = [weight_LFPR * 7010 LFPR] + [weight EQ * 7010 EQ]
cfs
DA LFPR DA new
yield = 0.10
STEP 5 calculate s7Q10
7010 = 7Q10yield * DA new
summer 7010 =
142.87
cfs
NPDES # ENC0025909_! StreamBroad _„
NOTE: procedure applies for regions HA3, HA5,
L&.6619!?J
+ 0.17 = 0.27 cfs/sq mile

USGS weighted low flow estimate procedure
FacilitylRutherfordton NPDES # iNC0025909 I Stream1Broad
.._N._H_.._.._.._.. �_H_.._.. _..._...N1 N_H_N.._N_..N.
Region
DA LFPR
w7Q10 LFPR
DA new
MAR
QA eq
STEP 1
HA10
H 177
.._.._.. 93_.._.._..
530.4
1.5
795.60
sq mile
cfs
sq mile
cfs/sq mile
cfs
calculate drainage area ratio
NOTE: procedure applies for regions HA3, HA5,
HA9, and HA10, else see flow SOP
RATIO = new drainage area
drainage area at gage
IF 0.25 < RATIO < 4, CONTINUE to STEP 2, ELSE too far from gage
OK, do STEP 2 now!
STEP 2 determine weight of gage (weight_LFPR)
A. RATIO < 1 B. RATIO > 1
weightQ weight raliit
0 1 0 1
I #VALUEI 1 see B I i ["i.ii"1. 3.00
1 0.25 1 4
weight =
0.33
STEP 3 calculate 7010 EQ using regional equation
HA3
HA5
HA9
HA10
STEP 4
223.47
38.35
38.35
187.54
cfs
cfs
cfs
cfs
7Q10 EQ=
calculate 7010 yield using weighted equation
2_99661917
187.54
cfs/sq mile
7Q10yield = [weight_LFPR * 7Q10 LFPR] + [weight EQ * 7010_EQ]
DA LFPR DA new
yield = 0.18
STEP 5 calculate w7Q10
7010 = 7010yield * DA_new
winter 7010 = 218.02 cfs
+ 0.24 = 0.41 cfs/mile

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ck
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cot,i-eAtte.„
EPA
ClItior4

Residual Chlorine
7010 (CFS)
DESIGN FLOW (MGD)
DESIGN FLOW (CFS)
STREAM STD (UG/L)
UPS BACKGROUND LEVEL (UG/L)
IWC (%)
Allowable Concentration (ug/I)
Fecal Limit
Ratio of 16.2 :1
Ammonia as NH3
(summer)
50.1 7Q10 (CFS)
2 DESIGN FLOW (MGD)
3.1 DESIGN FLOW (CFS)
17.0 STREAM STD (MG/L)
0 UPS BACKGROUND LEVEL (MG/L)
5.83 IWC (%)
291.74 Allowable Concentration (mg/I)
Ammonia as NH3
(winter)
7010 (CFS)
200/100m1 DESIGN FLOW (MGD)
DESIGN FLOW (CFS)
STREAM STD (MG/L)
UPS BACKGROUND LEVEL (MG/L)
IWC (%)
Allowable Concentration (mg/I)
50.1
2
3.1
1.0
0.22
5.83
13.61
97.3
2
3.1
1.8
0.22
3.09
51.39
3/30/94

Residual Chlorine
7010 (CFS)
DESIGN FLOW (MGD)
DESIGN FLOW (CFS)
STREAM STD (UG/L)
UPS BACKGROUND LEVEL (UG/L)
IWC (%)
Allowable Concentration (ug/I)
Fecal omit
Ratio of 0.3 :1
Ammonia as NH3
(summer)
0.92 7010 (CFS)
2 DESIGN FLOW (MGD)
3.1 DESIGN FLOW (CFS)
17.0 STREAM STD (MG/L)
0 UPS BACKGROUND LEVEL (MG/L)
77.11 IWC (%)
22.05 Allowable Concentration (mg/I)
Ammonia as NH3
(winter)
7010 (CFS)
200/100ml DESIGN FLOW (MGD)
DESIGN FLOW (CFS)
STREAM STD (MG/L)
UPS BACKGROUND LEVEL (MG/L)
IWC (%)
Allowable Concentration (mg/I)
0.92
2
3.1
1.0
0.22
77.11
1.23
1.45
2
3.1
1.8
0.22
68.13
2.54
3/29/94

ACONSULTING ENGINEERS
McGILL ASSOCIATES, P.A.
March 15, 1994
Mr. Jason Doll
North Carolina Department of Environment
Health and Natural Resources
Division of Environmental Management
Post Office Box 29535
Raleigh, North Carolina 27616-0535
Dear Mr. Doll:
MAR 22
RE: Wastewater Treatment Plant Expansion
Town of Rutherfordton
NPDES Permit No. NC0025909
Rutherford County
Per your request I am enclosing a copy of figure 3.2 labeled "Alternative 2". This figure indicates
the proposed discharge location for the Town of Rutherfordton Wastewater Treatment Plant. There
are two discharge locations indicated. The first being the current discharge location in Cleghorn Creek
and the second being a proposed future discharge point in the First Broad River.
If there are any questions or if you need additional information, please do not hesitate to call.
Sincerely,
McGILL ASSOCIATES, P.A.
i(e2,9,/1
M. KEITH WEBB, P.E.
K' `v.mcm
Enclosure
cc: Ms. Karen Andrews w/enclosure
Mr. Glenn Rhodes w/enclosure
Mr. Jim Reid w/enclosure
92220.00
jd15
P.O. BOX 2259 / 704/252-0575 / 3B ORANGE STREET
ASHEVILLE, NC 28802 704/252-2518 (FAX) ASHEVILLE, NC 28801

FIGURE 111.1
Hrit,'
/(:?•P\ )!.)1
UPGRADE EXISTING .‘\\•.%
WASTEWATER TREATMENT'
FACILITY TO 2.0 MGD •
s'••• .
Ch
" • '<
/I/1 •
tty
II ' ://:" e."--•'"4-‘ -- /,4,1:1
' • i "---7
q ,
.,--.'•-• Myr,...7.1 • , ,
116 A. ; • IL
ALTERNATIVE 1
'
'IRirthc
I"C" ..t7•*"';'.1(111g).17*. •
J., • •
• • I 'el tiCh
• • f 4.11.
A
McGILL ASSOCIATES, P.A.
A11,
k cONSULTING ENGINEERS
ASHEVILLE, NORM' CAROLINA

6/--',----1-'-',-) ) ) • ,•
.h / /
„,1 ) j , \ '..M ' • Y
it •..,-----<.--;))'
V) 1.1111
)1 10 II )
: A .01•("
' ( (
)
. ...0.,,
\.\ .,/,ts,•
,..10 Y.;c
..was,114,:;,,,
- ., / .S. ..,-,,,.1)1, • .. P- ‘ \‘' :". (
FIGURE 111.2
.q?
ILDISCHARGE TO BROAD RIVER
-
it
ALTERNATIVE 2
•
. ,e.....,_...--........,,r_..... . ' .9.>(:. ......."............,{2.., .:1 . .
' -7.7--+:: \Iy..__.::..:..,.'',\t,,....... \ .2.....,,,,,,C.Ii.:::::::7".."..--:....1 J,: 7....T :„... ::: '4, , ‘•-• 41
, --.Y.t,
1 -))1 2
-___,„ -,....-,_„ -\,•-•,..,.. •- . _
,•• -- .1 Irl
. ,, - I • (ti ;/
\ i• ) . ,?.#t
.2.0V:7 _ • - • .. . . . .,, ,- I .,.1.' ..) 1
S' ( • / " ' c '
\?_, 2\\ ':,Ift. ; .) , I . ' 1 il
:•.)‘.\\..\ ' i I ) I ...
' ,-- ) j ‘..,.!./ -----
- ••\• \
L.. •-,_:. .--
1 • • N.. • . 1
• . 0 . -.--0,---,
• _ ItNIO -
I McGILL ASSOCIATES, P.A.
A wANSSUELVL T:LNGE,N ORTHC
ENGINEERS
HAROL INA

i!":. -
A
CONSULTING ENGINEERS
McGILL ASSOCIATES, P.A.
c:E'C3 1 / 19i:'
February 10, 1994
Donald L. Safrit, P.E.
North Carolina Department of Environment,
Health and Natural Resources
Division of Environmental Management
Post Office Box 29535
Raleigh, North Carolina 27616-0535
RE: Wastewater Treatment Plant Expansion
Town of Rutherfordton
NPDES Permit No. NC 0025909
Rutherford County
Dear Mr. Safrit:
„„,J
McGill Associates is assisting the Town of Rutherfordton in the preliminary planning for the
expansion of their wastewater treatment plant. The existing treatment facility is permitted for a flow of
1.0 MGD with discharge to Cleghorn Creek. Treatment consist of two (2) lagoons which operate in
series with disinfection of the effluent prior to discharge.
Preliminary plans are to upgrade the facility to a Secondary Treatment, activated sludge plant.
Additional aeration will be added to the first stage basin with discharge form the basin to two (2)
proposed clarifiers.
Our current plans are to continue discharge to Cleghorn Creek at the existing location. To assist
in the planning stage and to insure that project budgets are set to cover all aspects of the required
treatment plant we are requesting that your office provide speculative discharge limits for both the current
discharge point into Cleghorn Creek and into e_F-first Bioad near the confluence of Cleghorn Creek.
Please provide discharge limits for a flow of
(—Orr c
P.O. BOX 2259 704/252-0575 38 ORANGE STREET
ASHEVILLE, NC 28802 / 704/252-2518 MAX) ASHEVILLE, NC 28801

Donald L. Safrit, P.E.
February 10, 1994
Page 2
If there are any questions or if you need additional data, please do not hesitate to call.
Sincerely,
McGILL ASSOCIATES, P.A.
,9„fif
M. KEITH WEBB, P.E.
MKW/drj
Enclosure
cc: Karen Andrews
Glenn Rhodes
Forest Westall
92220
DS 10

RECEIVED
DEHNR-GEM-We
; ITS & ENGIN. UNIT
Q fEC 29 AM lt: � l
McGILL ASSOCIATES, P.A.
CONSULTING ENGINEERS
December 22, 1993
gral-
:c. c») -
Mr. D oodrich
N Carolina Department of Environment,
Health and Natural Resources
Division of Environmental Management
512 North Salisbury Street
Raleigh, North Carolina 27611
RE: Wastewater Treatment Plant Upgrade
Town of Rutherfordton
Rutherford County
Dear Mr. Goodrich:
McGill Associates is the consultant for the Town of Rutherfordton and we are currently assisting
the Town with the planning stages for the expansion of the existing wastewater treatment plant. The
existing wastewater treatment plant has a capacity of 1.0 MGD with discharge limits as follows:
BOD, 5 day, 20 degree C
Total suspended solids
Fecal coliform
30.0 mg/1 monthly avg.
90.0 mg/1 monthly avg.
200/100 ml monthly avg.
45.0 mg/1 weekly avg.
135.0 mg/1 weekly avg.
400/100m/weekly avg.
Discharge is into Cleghorn Creek, a Class C water in the Broad River Basin at the location shown
on the attached map.
The Town of Rutherfordton has received a request for a prospective industry which will require
the upgrade of the Town's wastewater treatment plant. Current plans are to expand the existing
wastewater treatment plant to a total capacity of 2.5 MGD. We have anticipated new limits as follows:
BOD, 5 day 30 mg/1 monthly/average
Total Suspended Solids 30 mg/I monthly/average
We are requesting on behalf of the Town of Rutherfordton that you review the proposed increase
in wastewater discharge at the existing discharge point and provide us with speculative limits. A copy
of the Preliminary Engineering Report, Wastewater Treatment Facility Improvements, Town of
Rutherfordton is enclosed for your use.
P.O. BOX 2259 / 704/252-0575 / 38 ORANGE STREET
B ASHEVILLE, NC 2B02 704/252-2518 (FAX) ASHEVILLE, NC 28801

Mr. Dave Goodrich
December 22, 1993
Page 2
t ECE1VED
DEH R-OEM-WO
r MI TS & ENGIN. UNIT
tlEC 29 tl t l : 31
If there are any questions, please do not hesitate to call.
Sincerely,
McGILL ASSOCIATES, P.A.
M. KEITH WEBB, P.E.
MKW/drj
cc: Karen Andrews
Glenn Rhodes
Don Price
92220
DG22

DIVISION OF ENVIRONMENTAL MANAGEMENT
MEMORANDUM
TO:
FROM:
THRU: Ruth Swanek QC
Carla Sanderson
Monica Swihart
December 13, 1993
SUBJECT: EA for Town of Rutherfordton
Project No. 94-0336
Rutherford County
The Instream Assessment Unit has reviewed the subject document . The document
does not indicate the proposed or speculative effluent limits for the 1 MGD expansion of
the Rutherfordton plant . A preliminary review by the Division could determine whether
the receiving stream, Cleghorn Creek would be able to assimilate this additional wasteflow.
If Cleghorn Creek cannot accept the additional flow, a relocation of the outfall or other
options may needed. Our files do not show that these issues have been addressed by the
Town. It is our recommendation that speculative limits for this expansion be determined so
the necessary level of treatment for the new facility or other options will be known.
Rutherfordton should also be informed of the basinwide water quality management plan for
the Broad River Basin in 1998 and how wasteload allocations may be affected by this
strategy.
If there are additional questions, please contact me.
cc: Roy Davis