NC0077968_Wasteload Allocation_19891020

NPDES WASTE LOAD ALLOCATION
PERMIT NO.: NC0077968
FACILITY NAME: Homer Group - Proposed MHP
Facility Status: Proposed
Permit Status: New
Major Minor
Pipe No.: 001
Design Capacity: 0.040 MGD
Domestic (% of Flow): 100 %
Industrial (% of Flow): 0 %
Comments:
See attached engineering proposal with maps.
No classification change within 3 miles.
STREAM INDEX: 16-11-(9 )
RECEIVING STREAM:
Class: C-NSW
Reedy Fork
Sub -Basin: 03-06-02
Reference USGS Quad: C2ONE, Ossipee
County: Alamance
Regional Office: Winston-Salem Regional Office
(please attach)
Requested by: Jule Shanklin Date: 10/3/89
Prepared by: J1 J, �,13 tittit& Date: 10 :9 $•
Date: 0
Reviewed by: 'h t,ut-4- (' S -W Jt
Modeler
Date Rec.
#
MDS
No\3' e9
54c2-5
Drainage Area (mil ) Z 55
Avg. Streamflow (cfs): 2 Z B
7Q10 (cfs) y7.So Winter 7Q10 (cfs) 60.00 30Q2 (cfs)
Toxicity Limits: INC
Instream Monitoring:
Parameters
% Acute/Chronic
Upstream Nt Location
Downstream N Location
Effluent
Characteristics
Summer
Winter
BOD2 (mg/1)
3 0
NH 3-N (mg/1)
N K
D.O. (mg/1)
N R
TSS (mg/1)
30
F. Col. (/100 ml)
IA
pH (SU)
G _ q
T? ("1/4)
2.
PLO
ED
Comments: IL Ica ( co (r o r,nn
I, MI- baud o n .,rct kI y
13 ALctSSary dut yo
TP (:n1.1: 1 a ruarftr�/
Mon.lo r.Acf,

89169
ENGINEERING PROPOSAL
FOR A PROPOSED WASTEWATER TREATMENT PLANT
DISCHARGING INTO REEDY FORK CREEK
ALAMANCE COUNTY. NEAR OSSIPEE, NORTH CAROLINA
SERVING A PROPOSED MOBILE HOME PARK
OWNER: HORNER INVESTMENT GROUP
502 STILL RUN LAND
GRAHAM, NORTH CAROLINA 27253
TIMOTHY WILLIAM HORNER, PRESIDENT
Prepared By:
Alley, Williams. Carmen, & King, Inc.
Engineers and Architects
Burlington, North Carolina
Date: September 26, 1989
Job No. 89169
atecicererrr
n
,CYC 4..
a LAN .
ffi o

89169
This Engineering Proposal has been prepared as a supplement to the NPDES Permit
Application for a proposed 100 unit Mobile Home Park development in Alamance
County. The proposal will address the requirements as contained in 15 NCAC
2H.0105 (b) (1-5) as follows:
(1) Description of the origin. type, and flow of waste which is proposed
to be discharged.
The proposed Mobile Home Park is a planned residential development
anticipated to contain 100 - 3 Bedroom Units. Wastewater into the proposed
treatment plant will originate on site from the residential units and will
be domestic only wastewater. The wastewater flow is estimated as follows:
100 Units @ 360 GPD/unit =
Reserve Capacity for possible on
site commercial/business flows =
36,000 GPD
4,000 GPD
TOTAL FLOW REQUESTED IN PERMIT 40.000 GPD
(2) Summary of Waste Treatment and Disposal Options
The proposed Horner Mobile Home Park is located approximately 17.000
feet north from the existing Town of Gibsonville's Travis Creek Sewage Pump
Station on S.R. 1504 at Travis Creek. The option of pumping the wastewater
toa municipal system was initially considered for this project; however, a
considerable distance separates this site from a city sewer. A pumping
application for this site would result in a Static head of approximately 80
ft. and friction head of approximately 70 ft. for a 4" Force Main would
make a total head of = 150 ft.
1

89169
Using a 4" force main size. the retention time in the force main would be
approximately 6.7 hours which would require end of line or in -line
treatment for odor control. The estimated cost for a pump station and
force main option is:
A. Construction
17,000 L.F. 4" Force Main @ $8.00 $ 136.000.00
1 Ea. 85 GPM Pump Station @ $40,000.00 40,000.00
4 Ea. Air Relief Valves @ $1.000.00 4,000.00
Odor Control Facilities 25,000.00
Creek Crossing 2 Ea. @ $2.000.00 4.000.00
Road and Driveway Crossings 5,000.00
Erosion Control 6,000.00
Standby Power - 1 Generator @ $15.000.00 15,000.00
Sub -Total $235.000.00
B. Engineering and Contingencies $ 55.000.00
TOTAL $290.000.00
No formal request has been made to the Town of Gibsonville as to their
acceptance of wastewater from this project; therefore this option may not
be viable from that view.
Several on -site disposal options are available for consideration.
Individual septic tank systems have limitations due to soil and topographic
considerations. The exact number of units utilizing individual septic
tanks which could be placed on this tract has not been. determined due to
the timely procedures required by Health Department regulations to approve
individual tracts. It is our understanding that 'the soil types on this
site are not conducive to significant residential development.
Another on -site option is land application. This option would require
the treatment of the wastewater to at least secondary levels prior to land
application. Limitations exist on this site for a land application system
due to slopes and buffer requirements.

89169
This option is not usually considered compatible with close residential
development such as contemplated for this project.
The last major option considered is the on -site treatment and
discharge option. This option allows optimum use of the property and is
not soil type or slope restrictive as other options. The proposed
discharge point is located on the Reedy Fork Creek approximately 7.000 feet
from its confluence with the Haw River. It is estimated that a 40,000 GPD
treatment plant at this location will cost in the range of $160.000.00.
which is less than the pump station and force main option. We are
therefore recommending the installation of an on -site wastewater treatment
plant for this project.
(3) Description of Proposed Treatment Works
The proposed discharge from this project will be tributary to the Haw
River. This River is tributary to Lake Jordan and is classified as
"Nutrient Sensitive Waters"; therefore. phosphorus limits will be required
at this plant. Although the effluent limits for this discharge have not
been determined at this time, we have assumed the following in order to
prepare the recommended process components:
Assumed Effluent Limits
BOD5 8 mg/1
SS 5 30 mg/1
Ammonia - 4 mg/1
P - 2 mg/1
D.O. - 5 mg/1
It is understood that a final determination of the limits may differ from
the assumptions; therefore, final plant design will take the formally
issued limits into account. The following components are proposed for
installation at this site:
3

A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
89169
Influent screening.
Extended Aeration Tanks/Diffused Aeration (24 hour detention
time) .
Final Clarifiers (400 GPD/sq. ft. overflow rate).
Sludge Recirculation (50% to 100%).
Final Filters (2 GPM/sq. ft.).
Chlorination.
Chemical Storage and Feed Equipment for Removal.
Sludge Digestion and storage.
Effluent Aeration prior to discharge.
Effluent Flow Measurement.
It is proposed that waste sludge will be land applied by contracting with
an approved waste hauler contractor. Sludge storage is proposed to be
provided for approximately 3 months detention time. A schematic flow
diagram of the proposed
A.
General Location Map
Exhibit B attached shows
roads and rivers.
Location Plan
Exhibit C attached shows the location of the proposed
wastewater treatment plant is included as Exhibit
the general location of
the site with reference to
treatment works and
the point of discharge on a U.S.G.S. map with a scale of 1" = 2.000 ft.
4

TP
alley, williams, carmen, & king, inc
ENGINEERS & ARCHITECTS
p.o. box 1179 /.740 chapel hill road
burlington, north caroling' 27215
telephone [phone]
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EXT.E._N2.E.J
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FINAL GLARIFIE2 5
+-_-C- GaRI.4.1IoN:
Project: 1491 1JeR INVE5TMENT-4Roup No: 6-9.--1.C9.
Subject:-pR°Po5E D W. P. LA -your
Date: "5EI'T .2(0. , 1189_.._ Rep. d • VV12.
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WASTELOAD
Facility Name:
NPDES No.:
Type of Waste:
Status:
Receiving Stream:
Classification:
Subbasin:
County:
Regional Office:
Requestor:
Date of Request:
Quad:
RECEIVED
N.C. Dept. NRCD
0 CT 9 1989
Winston-Salem Request
eAPPROVAL
Horner Group MHP
NC0077968
Domestic
Proposed
Reedy Fork
C-NSW
030602
Alamance
Winston-Salem
Jule Shanklin
10/3/89
C2ONE
FORM
Drainage
Summer
Winter
Average
RECOMMENDED EFFLUENT LIMITS
Wasteflow (mgd) :
BOD5 (mg/1) :
NH3N (mg/1):
DO (mg/1) :
TSS (mg/1) :
Fecal coliform (#/100m1):
pH (su) :
TP (mg/1) :
0.040
30
NR
NR
30
NR
6-9
2
Upstream (Y/N): N
Downstream (Y/N): N
MONITORING
Location:
Location:
COMMENTS
No.: 5425
area:
7Q10:
7Q10:
flow:
30Q2:
IThflVEO
OCT 121989
PERMITS R Frv,INFFRip
255 sq mi
47.50 cfs
60.00 cfs
228 cfs
cfs
0,6 Q,w 0-)0
No fecal coliform limit is necessary due to the amount of dilution.
TP limit is a quarterly limit based on weekly monitoring.
Recommended by:
Reviewed by
1.Yi5feeavY) eftt1
Tech SuppoSrt o cipcri v-�vt
Regional Supervisor:
Permits & Engineering:
Ocio,Lk- ,S?c(,),ttA,c42,-,&Y
RETURN TO TECHNICAL SERVICES BY:
NOV 04 1989
Date: (0/11/0
Date: 1615-10
Date: l0 -70- S
Date: _ /0114rel

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MDS
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le.t,c11 Folk

SUMMER
stA. kcvq-
MODEL RESULTS
Discharger : HORNER GROUP MHP
Receiving Stream : REEDY FORK
The End D.O. is 7.63 mg/l.
The End CBOD is 2.01 mg/l.
The End NBOD is 0.89 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 7.20 0.54 2
Reach 1
Reach 2
Reach 3
0.00
102.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00000
0.05000
0.00000

*** MODEL SUMMARY DATA ***
Discharger : HORNER GROUP MHP
• Receiving Stream : REEDY FORK
Summer 7Q10 : 47.5
Design Temperature: 26.0
Subbasin : 030602
Stream Class: C-NSW
Winter 7Q10 : 60.0
'LENGTH' SLOPE' VELOCITY 1 DEPTH' Kd 1 Kd 1 Ka 1 Ka I KN I
I mile 1 ft/mil fps 1 ft Idesign l @201i design @201/2 'design!
Segment 1
Reach 1
I 1 I 1 1 1 1 I
0.351 2.901 0.457 1 2.63 1 0.29 1 0.22 1 1.33 1 1.171 0.48
I 1 1 1 1 1 1 I
Segment 1
Reach 2
I I
0.201 2.901
I I
I 1 1 1 1 I
0.100 1 5.64 1 0.27 1 0.20 1 0.29 1 0.261 0.48
I I I
Segment 1
Reach 3
I I
0.901 14.301
I I
I 1 1 1 1 I
0.728 1 2.09 1 0.39 1 0.30 110.43 1 9.161 0.48
I 1 1 1 1 I
Segment 1
Waste
Headwaters
Tributary
* Runoff
1 Flow
I cfs
Reach 1
1 0.000
147.500
I 0.000
I 0.180
CBOD
mg/1
0.000
2.000
2.000
2.000
NBOD
mg/1
0.000
1.000
1.000
1.000
D.O. I
mg/1 I
0.000
7.300
7.300
7.300
Segment 1 Reach 2
Waste 1 0.077 1102.500 1 0.000 1 0.000
Tributary 1 0.000 1 2.000 1 1.000 1 7.300
* Runoff 1 0.180 1 2.000 1 1.000 1 7.300
Segment 1 Reach 3
Waste 1 0.000 1 0.000 1 0.000 1 0.000
Tributary 1 0.000 1 2.000 1 1.000 1 7.300
* Runoff 1 0.180 1 2.000 1 1.000 1 7.300
* Runoff flow is in cfs/mile

W
SUMMER
\ Seg # ( Reach # \ Seg Mi | D.O. | CBOD | NBOD | Flow |
1 1 0.00 7.30 2.00 1.O0 47.50
1 1 0.02 7.30 2.00 1.00 47.50
1 1 0.04 7.30 2.00 1.00 47.51
1 1 0.06 7.30 ' 2.00 1.00 47.51
1 1 0.08 7.30 1.99 0.99 47.51
1 1 0.10 7.30 1.99 0.99 47.52
1 1 0.12 7.30 1.99 0.99 47.52
1 1 0.14 7.30 1.99 0.99 47.53
1 1 0.16 7.30 1.99 0.99 47.53
1 1 0.18 7.30 1.99 0.99 47.53
1 1 0.20 7.30 1.98 0.99 47.54
1 1 0.22 7.30 1.98 0.99 47.54
1 1 0.24 7.80 1.98 0.98 47.54
1 1 0.26 7.30 1.98 0.98 47.55
1 1 0.28 7.30 1.98 0.98 47.55
1 1 0.30 7.30 1.98 0.98 47.55
1 1 0.32 7.30 1.98 0.98 47.56
1 1 0134 7.30 1.97 0.98 47.56
' 1 2 0.34 7.29 2.14 0.98 47.64
1 2 0.36 7.28 2.13 0.97 47.64
1 2 0.38 7.27 2.12 0.97 47.65
1 2 0.40 7.26 2.12 0.96 47.65
1 2 0.42 7.25 2.11 0.95 47.65
1 2 0.44 7.24 2.10 0.95 47.66
1 2 0.46 7.23 2.10 0.94 47.66
1 2 0.48 7.22 2.09 0.94 47.66
1 2 0.50 7.21 2.08 0.93 47.67
1 2 0.52 7.21 2.08 0.93 47.67
1 2 0.54 7.20 2.07 0.92 47.67
1 3 0.54 7.20 2.07 0.92 47.67
1 3 0.57 7.22 2.07 0.92 47.68
1 3 0.60 7.24 2.06 0.92 47.69
1 3 0.63 7.26 2.06 0.92 47.69
1 3 0.66 7.28 2.06 0.92 47.70
1 3 0.69 7.29 2.06 0.92 47.70
1 3 0.72 7.31 2.06 0.92 47.71
1 3 0.75 7^33 2.05 0.91 47.71
1 3 0.78 7.35 2.05 0.91 47.72
1 3 0.81 7.36 2.05 0.91 47.72
1 3 0.84 7.38 2.05 0.91 47.73
1 3 0.87 7.40 2.05 0.91 47.73
1 3 0.90 7.41 2.04 0.91 47.74
1 3 0.93 7.43 2,04 0.91 47.74
1 3 0.96 7.44 2.04 0.91 47.75
1 3 0.99 7.46 2.04 0.91 47.76
1 3 1.02 7.47 2.04 0.90 47.76
1 3 1.05 7.48 2.03 0.90 47.77
1 3 1.08 7.50 2.03 0.90 47.77
1 3 1.11 7.51 2.03 0.90 47.78
1 3 1.14 7.52 2.03 0.90 47.78
1 3 1.17 7.53 2.03 0.90 47.79
1 3 1.20 7.55 2.02 0.90 47.79
1 3 1.23 7.56 2.02 0.90 47.8O
1 3 1.26 7.57 2.02 0.90 47.80
1 3 1.29 7.58 2.02 0.89 47.81
1 3 1.32 7.59 2.02 0.89 47.82
1 3 1.35 7.60 2.01 0.89 47.82
1 3 1.38 7.61 2.01 0.89 47^83
- - --

1/ Seg' `1* I Reach # 1 St-g• h D.O. 1 CBOD I NBOD 1 Flow I
SUMMER
MODEL RESULTS
Discharger : HORNER GROUP MHP
Receiving Stream : REEDY FORK
WITH PROPOSED DISCHARGE
The End D.O. is 7.62 mg/1.
The End CBOD is 2.06 mg/1.- ac,(L �o
The End NBOD is 0.99 mg/1.
g5.5 hack raµno— cone,G4T 14. r•an1J
Segment 1
Reach 1
Reach 2
Reach 3
WLA WLA WLA
DO Min CBOD NHDD DO Waste Flow
(mg/1) Milepoint Reach # (mg/1) (mg/1) (mg/1) (mgd)
7.18
0.54 2
45.00 90.00 0.00 0.04000
102.50 0.00 0.00 0.05000
0.00 0.00 0.00 0.00000

. a'
*** MODEL SUMMARY DATA ***
.Discharger : HORNER GROUP MHP
Receiving Stream : REEDY FORK
Summer 7Q10 : 47.5
Design Temperature: 26.0
Subbasin : 030602
Stream Class: C-NSW
Winter 7Q10 : 60.0
ILENGTHI SLOPE' VELOCITY 1 DEPTHI Kd I Kd 1 Ka I Ka 1 KN 1 KN I YNR 1 YNR I SOD 1 SOD
mile I ft/mil fps 1 ft 'design! 320° Idesignl 320' Idesignl 320° !design' 320' Idesignl 320'
1 I 1 ! l I I f I 1 I I I 1
Segment 1 1 0.351 2.901 0.457 1 2.63 1 0.29 1 0.22 1 1.33 1 1.171 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00
Reach 1 I I 1 1 1 1 1 1 1 ! 1 f I
l 1 1 I 1 1 1 1 1 1 1 1 I 1
Segment •1 1 0.201 2.901 0.100 1 5.64 1 0.27 10.20 10.29 1 0.261 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00
Reach 2 I 1 1 1 1 1 ! I 1 1 1 1 I
1 I I I I I I ! 1 I 1 1 I f
Segment 1 1 0.901 14.301 0.728 1 2.09 1 0.39 1 0.30 110.44 1 9.161 0.48 1 0.30 1 0.48 1 0.00 1 0.00 10.00
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 I
I Flow 1 CBOD 1 NBOD 1 D.O. I
1 cfs 1 mg/1 1 mg/1 1 mg/1 I
Segment 1 Reach 1
Waste I 0.062 1 45.000 1 90.000 1 0.000
Headwaters) 47.500 1 2.000 1 1.000 1 7.300
Tributary I 0.000 1 2.000 1 1.000 1 7.300
* Runoff 1 0.180 1 2.000 1 1.000 1 7.300
Segment 1 Reach 2
Waste 1 0.077 1102.500 I 0.000 1 0.000
Tributary 1 0.000 I 2.000 I 1.000 1 7.300
* Runoff 1 0.180 1 2.000 1 1.000 1 7.300
Segment 1 Reach 3
Waste I 0.000 1 0.000 1 0.000 1 0.000
Tributary I 0.000 I 2.000 1 1.000 1 7.300
* Runoff I 0.180 I 2.000 I 1.000 1 7.300
* Runoff flow is in cfs/mile

,
i
WITH PROPOSED DISCHARGE
I Seg # | Reach # I Seg Mi I D.O. \ CBOD | NBOD I Flow |
1 1 0.00 7.29 2.06 1.12 47.56
1 1 0.02 7.29 2.05 1.11 47.57
1 1 0.04 7.29 2.05 1.11 47.57
1 1 0.06 7.29 2.05 1.11 47.57
1 1 0.08 7.29 2.05 1.11 47.58
1 1 0.10 7.29 2.05 1.11 47.58
1 1 0.12 7.29 2.05 1.11 47.58
1 1 0.14 7.29 2.04 1.11 47.59
1 1 0.16 7.29 2.04 1.10 47.59
1 1 0.18 7.29 2.04 1.10 47.59
1 1 0.20 7.29 2.04 1.10 47.60
1 1 0.22 7.29 2.04 1.10 47.60
1 1 0.24 7.29 2.04 1.10 47.61
1 1 0.26 7.29 2.04 1.10 47.61
1 1 0.28 i.29 2.03 1.10 47.61
1 1 0.30 7.29 2.03 1.09 47.62
1 1 0.32 7.29 2.03 1.09 47.62
1 1 0.34 7.29 2.03 1.09 47.62
1 2 0.34 7.28 2.19 1.09 47.70
1 2 0.36 7.27 2.19 1.08 47.70
1 2 0.38 7.26 2.18 1.08 47.71
1 2 0.40 7.25 2.17 1.07 47.71
1 P. 0.42 7.24 2.16 1.07 47.72
1 2 0.44 7.23 2.16 1.06 47.72
1 2 0.46 7.22 2.15 1.05 47.72
1 2 0.48 7.21 2.14 1.05 47.73
1 2 0.50 7.20 2.14 1.04 47.73
1 2 0.52 7.19 2.13 1.03 47.73
1 2 0.54 7.18 2.12 1.03 47.74
1 3 0.54 7.18 2.12 1.03 47.74
1 3 0.57 7.20 2.12 1.03 47.74
1 3 0.60 7.22 2.12 1.03 47.75
1 3 0.63 7.24 2.12 1.02 47.75
1 3 0.66 7.26 2.11 1.02 47.76
1 3 0.69 7.28 2.11 1.02 47.76
1 3 0.72 7.29 2.11 1.02 47.77
1 3 0.75 7.31 2.11 1.02 47.77
1 3 0.78 7.33 2.11 1.02 47.78
. 1 3 0.81 7.35 2.10 1.02 47.79
1 3 0.84 7.36 2.10 1.02 47.79
1 3 0.87 7.38 2.10 1.02 47.80
1 3 0.90 7.40 2.10 1.01 47.80
1 3 0.93 7.41 2.09 1.01 47.81
1 3 0.96 7.43 2.09 1.01 47.81
1 3 0.99 7.44 2.09 1.01 47.82
1 3 1.02 7.45 2.09 1.01 47.82
1 3 1.05 7.47 2.09 1.01 47.83
1 3 1.08 7.48 2.08 1.01 47.83
1 3 1.11 7.49 2.08 1.01 47.84
1 3 1.14 7.51 2.08 1.00 47.84
1 3 1.17 7.52 2.08 1.00 47.85
1 3 1.20 7.53 2.08 1.00 47.86
1 3 1.23 7.54 2.07 1.00 47.86
1 3 1.26 7.55 2.07 1.00 47.87
1 3 1.29 7.57 2.07 1.00 47.87
1 3 1.32 7.58 2.07 1.00 47.88
1 3 1.35 7.59 2.07 1.00 47.88
1 3 1.38 7.60 2.06 0.99 47.89
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