WQ0007569_More Information Received_20201012

Initial Review
Reviewer Thornburg, Nathaniel
Is this submittal an application? (Excluding additional information.)*
r Yes r No
If not an application what is the submittal type?*
Permit Number (IR)*
Applicant/Permittee
Email Notifications
Does this need review by the hydrogeologist?*
Hydrogeologist Email:
Regional Office
CO Reviewer
Admin Reviewer
• Annual Report
r Residual Annual Report
r Additional Information
r Other
WQ0007569
Carolina Water Service, Inc. of North Carolina
r Yes r" No

Submittal Form
Project Contact Information
Rease provide information on the person to be contacted by NM Staff
Name * Linwood Stroud
Email Address*
[e-mail]
electronic subnittal, confirmation of receipt, and other correspondence.
Project Information
........ ......... ................................................................................................................................. .
Application/Document Type* r New (Fee Req ui red)
r Modification - Major (Fee Required)
r Renewal with Major Modification (Fee
Required)
r Annual Report
c Additional Information
r Other
Phone Number*
252-756-9352
O Modification - Minor
C Renewal
C GW-59, NDMR, NDMLR, NDAR-1,
NDAR-2
r Residual Annual Report
r Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
r Wastewater Irrigation r High -Rate Infiltration
r Other Wastewater r Reclaimed Water
r Closed -Loop Recycle r Residuals
r Single -Family Residence Wastewater r Other
Irrigation
Permit Number:*
W00007569
Fbs Current Existing permt number
Applicant/Permittee Address*
4944 Parkway Plaza Blvd., Suite 325, Charlotte, NC 28217
Facility Name *
Brandywine Bay WWTP
Please provide comments/notes on your current submittal below.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.*
(Application Form} Engineering Rans, Specifications, Calculations, Bc.)
pm 131-21-006.pdf 88.02MB
upload only 1 R3Fdocurrent (less than 250IVB). Miltiple documents rust be contained into one RJFfile unless file is larger than
upload limit.
* V By checking this box, I acknowledge that I understand the application will not be
accepted for pre -review until the fee (if required) has been received by the Non -
Discharge Branch. Application fees must be submitted by check or money order
and made payable to the North Carolina Department of Environmental Quality
(NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature *
Submission Date Is filled in autor atically once subrritted.

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Brandywine Bay WWTP
Groundwater Discharge
Stormwater Impact Analysis
The Brandywine Bay W WTP project is designed to dispose of effluent by high rate infiltration. To
function properly in conformance with the 2T rules requires a groundwater lowering system with a
discharge rate of 691,200 gpd. The design proposes to discharge the groundwater to a ditch along the
eastern boundary of the golf course driving range. This ditch is part of the Brandywine Bay drainage
system which flows northward and westward to a combination 60" CMP and 5'x7' box culvert crossing
at Hwy. 70. From Hwy 70 the drainage follows natural channels to Hull Swamp. Hull Swamp is Classification
C and is tributary to Newport River, also Classification C in the White Oak River Basin. From the groundwater
discharge point the drainage follows a series of ditches to Hwy. 70. At several points along this route there are
culverts which are the limiting factors controlling the surface water levels during storm events. The impact on the
surface water levels is calculated for peak flow conditions for the 1 year, 5 year, 10 year and 25 Year storm events
with results as follows:
• Point A, 48" CMP —The surface water levels are contained within the drainage system during all storm
events with no flooding. For the 25 year event, the water level increase due to pumping groundwater Is
0.06 feet. The freeboard to the adjacent ground surface is 0.7 feet. The conclusion is no significant impact.
• Point B, 2-24" RCP -- Even without the groundwater discharge, the culverts at this location are undersized
for the 5 year, 10 year and 25 Year storm events. The analysis indicates that overflow of the ditch banks
will occur during these events. Even so the discharge of groundwater discharge has very minor impact.
The overflow can be easily resolved by replacing the existing 24" pipes with a larger pipe. This should be
done with or without the groundwater discharge.
0 Point C, 42" RCP, Brandywine Blvd. Crossing —The surface water levels are contained within the drainage
system during the 1yr., 5yr., and 10 yr, storm events with or without the groundwater discharge with no
flooding. For the 25 year event, the water level rises to slightly above the ditch bank the pavement
surface on Brandywine Blvd. The discharge of groundwater has little effect on the peak water surface
level; 0.1 ft. or less.
0 Point D, 42" RCP, Lord Granville Road Crossing —The surface water levels are contained within the
drainage system during all storm events with no flooding. For the 25 year event, the water level Increase
due to pumping groundwater is 0.09 feet. The freeboard to lord Granville Road pavement surface is 2.45
feet. The conclusion is no significant Impact.
• Point E, 5'x7' box culvert in parallel with a 60"CMP, Hwy 70 crossing-- During the 25 year storm
event these culverts less than 75% full with or without the groundwater discharge. The influence
of the groundwater discharge is minute; less than 0.01 ft.
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0716f2026,
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name; Morehead City, North Carolina, .F
9� USA*
Latitude. 34,7333°, Longitude:-76.7333°
Elevation: 8,57 ft** sour= PSRI MapsV'Gor
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. 4onnin, D. Marlin, B. Lin, T. Parzybok, M.Yekla, and D. Riley
NOAA, Natlonal WealherService, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inchealhour)l
Average recurrence interval (years)
1 2 5 10 25 50F 100 200 500 1000
5,75 1 6.78 7.92 8.84 10.00 10.9 11.8 12.7 13.8 14.7
5 min
5.32-6.22) 11 (6.25-7,32) 7.28-8.54 (8,14-9.54) 9.13-10.8) 9,92-11.7 (10.7-12.7) (11.443.6) 1 (12.3-14.9) 13.i-1fi.0)
10-min
(4.254996 5,005�86) 5.836 84 6. 00.63 (7,27.8,56) 7, 0 93A (8. 9 i0.1) (9.76-1.8)10.3-12.6)
15-min
3,54 4214 4. 9 4 91) (4. 2.5.77) 1 (fiA8 6644) 61fi7324) (6.67 7.88) (7.15 8,50) (7. 0 9�10) (8, s 9690) (8. 240.5
30-min
2
43
(2,84 3 2,89- 9 3.49-4.10 3.974266 4.555836) 1 (5.02 5.94) 1 (5.486 51) 6.51 7.8$ 6.98.8753
1.
60-min
1 51- .77) 1.012?13 2. 4 2463 (2. 9 3.04) 3.03 3z7) 3: 0 4302) I (3.77-4 48) I (4. 5.4 97) 1 (4.67 5365 5.03 6 23
1.02 1 2.25 2.57 2.92 3,34 3.83 4,27
2-hr
0.937-1.11) (1.14-1.35) (1.454.71) (1.70-2.01) 2.05.2.42) (2,33.2.79) (2.64-3.16)1 (2.95-3.57)jL(3.39-4.15} 11 (3.754.64)
0.736 F-T-8-9-4--j 1.35 1.66 1.92 2,20 251 2.97 3,36
3-Ilr
(0.672-0.807) 0.818-0.982) 1.44-1.25) 1.234.48) 1,50-1.81) 1 (1.72-2.10) (1.7-2.41 2,22-2.74J 1 (2,59.3,25) 2.91-3.69
6-hY (0.40 -0 500) (0.487 p 608) 0.620-0.777 (0.733.4.924)j(0.898--1,13) (1.04 1731) (1.19 i 51 } 1. 5--1.73 (1.57 2 05) 1,77 2933)
0.263 0.320 0.411 0.491 0,608 4.711 0,824 6.950 1.14 1.30
12•hr .
(0.236.0.300) ( (0.287-0.3B4 0.366-0.468) (0.436.0.559) (0.535-0.6B9)(0.620.0.803) (0.711-0.928) (0.813-1.07) {0.957-1.28) 1.0-1.46)
24•hr
0,142.0166(0.173.4203) j(0.223-0 262 0.264.0311 0.324-0 384) (0.374.0.447) i(0.928-0517) (0.486-0 595 0.568-0,712 0.637-0815
2-day
(0, 81--4.096 00MO. 17) 0.126-0 150 0.149.0178 0.184 0 221 0.2112-0 258} (0.243.0 300) 1(0.277-0 348) (0326.0 421 0.367.0A85
0.063 0.076 0.097 1 0.115 0,141 0.163 0.188 0.215 0.256 0,293
3-day
(0.058.0,068) (0.070.0.082) (0,09.0.106) (0.106-0.125) ILO.129.0.163) (0.148-0,178) (0.168-0.205) (0.190-0.236) (0.222.0.282) 1(0.249.0.324)
0.050 0,061 0.077 F 0. 991 I F 0.110 0-. 1-2 -7-11 0.145 0,165 0.194 0.221
4-da y
(0,046.0054) (0,056-0,065) (0.071-0.083) (0.084-0.098) (0.101-0120) (0.116-0138) (0131.01-98) (0.147-0.180) (0.170-0.2112) (0.190.0.244)
0.33 0,040 0.050 0.05E 0.074 0,080 0.091 0,103 0.119 0.133
7-day
( 00300036) (0.037-0.043 0.046-0.054) 0.054-0.063) 0.084-0.076 (0.073.0,087) (0.082.0.099) 0.092-0.112) 0.105.0,131J (0.115.0.147
4,026 0.031 0.039 0.045 0,45A 0.061 0.069 0.078 0,090 0.100
10•day
(0.024-0.028) (0,029.0.034 0.036.0.042) 1(0.042-0.049J (0.050-0.058) (0.056.0.066) (0.063.0.075) 1(0.070.0.084) 0.080-0.098 (0.087.0.109)
(
0.018 1 0.021 1 0.026 r 0.029 0,035 0.039 1 •0.043 1 0.048 0.055 0.060
20-day
j(0.0 17.0.019)(0.020-0.023) (0.024.0.027) {0.027-0.031} (0.032.0.037) (0.036-0.042) (0.040.0.047) (0.044 0.052) (0.049.0.060) 1 (0.053-0.066)
0.014
30-day
a252036 3 4.045
A
0:15 006-0018 0.019.0022 0.02-0025) (0.2 0029 (0.08-0033 003-.030
0034-4040) 0.70045 0.00.0 049
45-day
0 013 00a3-4 0150.010--0 01800i8-0 021).02 01
0.0110 024 0023.0 027) 0.028.0 030 0028.0033 0. 3 -0 038) 0.034-4041
fi0-day
(0000--0 012) (0.01 -0 014 0.014.0 016 0.016 D 0t8) (0.018-0 021) (0. 20.0 023) (0022.0 025) (0024-0 028) 0026.0 031 )002B 0 034)
t Precipitation frequency (PF) estimates In this table are based on frequency analysis of partial duration series (PnS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 110% confidence Interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence Interval) will be greater than the upper bound (or toss than the lower bound) Is 5%. Estimates at upper bounds are not
chacked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values,
Please refer to NOAA Alias 14 document for more Information.
Back to Top
PF graphical

Brandywine Bay Stormwater Runoff Calculations
Composite Runoff Coefficient
Roofs
C= 1
Pavement & Gravel
C= 0.95
Lawns (flat)
C= 0.15
Wooded
C= 0.15
Wetlands
G 0.1
Design Point
Acres
Roofs
Pavement &
Gravel
Lawns
(flat)
Wooded
Wetlands
Total
Acres
Composite C
A
6.7
7.2
63.9
32
40
149.8
0.213
B
8
8.9
79.1
32
40
168
0.221
C
8
8.9
79.1
32
40
168
0.221
D
8
9.4
83.4
32
40
172.8
0.221
P
27.4
33.9
269.3
32
40
402.6
0.270

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Brandywine Bay
Hwy 70 Box Culvert and 60 " CMP Analysis
Box Culvert Width 7 Ft.
Box Culvert Invert 4.2 ft.
60 " CM P CL El. 6.29 ft,
60 " CMP Area 19.63 SF
Flow Capacity
(CFS)
WL Elevation (ft.)
5'x7' Box Culvert
60" CMP
Total Q
Depth
Q(CFS)
CL Depth
Q (CFS)
(CFS)
6.3
2.1
63.9
0.01
9.5
73.4
6.4
2.2
68.5
0.11
31.3
99.9
6.5
2.3
73.3
0.21
43.3
116.6
6.57
2.37
76,6
0.28
50.0
126.6
6.58
2.38
77.1
0.29
50.9
128.0
6.59
2.39
77.6
0.3
51.8
129.4
6.6
2.4
78.1
0.31
52.6
130.7
6.7
2.5
83.0
0.41
60.5
143.5
6.8
2.6
88.0
0.51
67.5
155.5
6.9
2.7
0.61
73.8
167.0
7
2.8
j93.2
98.4
0.71
79.6
178.0
7.1
2.9
03.7
0.81
85.1
188.8
7.15
2.95
106.4
0.86
87.7
194.1
7.16
2.96
106.9
0.87
88.2
195.1
7.17
2.97
107.5
0.88
88.7
196.2
7.18
2.98
108.0
0.89
89.2
197.2
7.19
2.99
108.6
0.9
89.7
198.2
7.2
3
109.1
0.91
90.2
199.3
7.3
3.1
114.6
1.01
95.0
209.6
7.4
3.2
120.2
1.11
99.6
219.8
7.48
3.28
124.7
1.19
103.1
227.9
7.49
3.29
125.3
1.2
103.5
228.9
7.5
3.3
125.9
1.21
104.0
229.9
7.6
3.4
131.7
1.31
108.2
239.8
7.7
3.5
137.5
1.41
112.2
249.7
7.8
3.6
143.4
1,51
116.1
259.6
7.9
3.7
149.5
1,61
119.9
269.4
7.95
3.75
152.5
1.66
121.8
274.3
7.96
3.76
153.1
1.67
122.1
275.3
8
3.8
155.6
1.71
123.6
279.2
8.1
3.9
161.7
1.81
127.2
288.9
8.2
4
168.0
1.91
130.6
298.6
8.3
4.1
174.3
2.01
134.0
308.3
8.4
4.2
180.8
2.11
137.3
318.1
8.5
4.3
187.3
2.21
140.5 1
327.8
Comments
1 yr. storm
5 yr. storm
10 yr. storm
?5 yr. storm

Brandywine Bay WWTP
Groundwater Discharge
Water Quality Impact Analysis
The Brandywine Bay WWTP project is designed to dispose of effluent by high rate infiltration. To
function properly in conformance with the 2T rules requires a groundwater lowering system with a
discharge rate of 691,200 gpd. The design proposes to discharge the groundwater to a ditch along the
eastern boundary of the golf course driving range. This ditch Is part of the Brandywine Bay drainage
system which flows northward and westward to Hull swamp. Hull Swamp is Classification C and is tributary to
Newport River, also Classification C in the White Oak {liver Basin.
To determine the water quality impact of the groundwater discharge samples were taken form 3 existing
groundwater monitoring wells at the WWTP site and in close proximity to the proposed ground water lowering
system. These samples were tested for pH, BOD Ammonia Nitrogen, TKN, Nitrate -Nitrite Nitrogen, Nitrate
Nitrogen, Nitrite Nitrogen, Total Phosphorus, iron and Turbidity. Samples were also taken from the surface water
In the ditch In close proximity to the proposed groundwater discharge point. The surface water samples were
tested for the same parameters. Results are tabulated below.
Monitoring Wells
Surface
Parameter
Unit
MW-2
MW-3
MW-4
Average
Water
phi
6.7
6.6
7
6.8
7
BOD
mg/L
<2.0
<2.0
<2.0
<2.0
4.6
Ammonia as N
mg/L
0.41
0.25
7.64
2.8
5.16
TKN
mg/L
0.19
0.59
8.79
3.2
5.35
Nitrate -Nitrite as
N
mg/L
<.04
<.04
<.04
<.04
0.11
Nitrate Nitrogen
mg/L
<.04
<.04
<.04
<.04
0.11
Nitrite as N
mg/L
<0.02
<0.02
<0.02
<0.02
<0.02
Total Phosphorus
mg/L
0.13
0.13
0.12
0.1
0.24
Iron
ug/L
742
585
65
464.0
719
Turbdity
NTU
1.9
10
16
9.3
5.8
This sampling and testing Indicates that the discharge of groundwater will have no detrimental impact
on the surface waters.
�uutiYUYYnunrnu
CAR 04 'Ni�,�%
0nt-. �SS10N
- # PE 5279
FNGIVA "Q -
ODE 5,�`,.
0

114 OAKMONT DRIVE
GRUMVILLP, N.C. 27868
13RA11DYWINE BAY-WBT.,LS (Ct'iS)
CFTS SYSTEMS, INC.
5058 HWY, 70 WEST
WEST RIDGE CTR., APT. N2A
MOREHEAD CITY ,NC 28557
nrinkJ:p4WA4or YD, ]771'6 �°
s'
4laatnxasror IDi 10
F;
PHONE [phone]
FAX [phone]
ID#1 206 S
DATE COLLECTED: 08/18/20
DATE REPORTED : 08/28/20
REVIEWED BY:
Mi V-2
N111-3
MW-4
Analysts
Mothod
I'AlkAMETERS
Date
Analyst
Code
PH (not to be used for rel:orling)
6.7
6.0
7.0
08/18/20
GNB
4500HB-11
BOD, mgll
<2.0
<2.0
<2.0
08/19/20
NIAR
521OB-11
Ammonin Nitrogen as N, ing/1
0,41
0.25
7.64
08/20/20
TLH
350.1 R2-93
Toinl Igeldnid Nitrogen as N,nigh
0.91
0.59
8.79
00/26/20
ICES
351.2 R2-93
Nllrate-Nifille as N, mg/1 (talc)
<0.04
<0,04
<0.04
353.2 R2-93
N11mic Nitrogen as N, nigh
<0.04
<0.04
<0.04
09/19/20
DTL
353,2 R2-93
Nih-Ite Nitrogen as N, ulg11
<0.02
<0.02
<0.02
09/19/20
TLH
353.2 R2-93
Total Phosphorus as P, mg/1
0.13
0.13
0,12
08/26/20
TLH
365.4-74
Iron, l:gh
742
585
65
08/21/20
LFJ
EPA200.7
Turbidity, NTU
1.9
10
16
08/18/20
TiVIR
213OB-11

114 OAKMONT MOVE
GREENVILLE, N.C. 27858
BRANDYWINE BAY WSM (CV75)
CWS OYSTEMS, INC.
5058 HW'Y, 70 WEST
WEST RIDGE MR., APT, N2A
MOREHHAD CITY ,NC 28557
PA1I,AMIUMRS
Pl-I (1101 to be used For reportiug)
1101), mg/1
Ammonia Nitrogen as N, mg/l
Total lgohlahl Nitrogen as N,mg/I
Nitrate-Niti4te its N, mg/1 (enle)
Nitrate Nitrogen as N, mg/1
N110te Nitrogen as N, mg/1
Total Phosphorus as P, mg/l
Iron, ag/i
'nu-bidily, NTU
Discharge
Annlysis
Molhod
Stream
Date
Aunlyst
Code
7.0
08/12/20
GN13
4500H13-1I
4,6
08/12/20
GN13
521OB-11
5.16
08/13/20
TCW
350.1 R2-93
5.35
08/19/20
KCS
351.2 112-93
0.11
353.2 R2-93
0.11
08/12/20
um
353.2 112-93
C0.02
08/12120
DTL
353.2 R2-93
0.24
08/I9/20
TLH
365.4-74
719
08/17/20
LVJ
KPA200.7
5.8
08/12/20
KDS
213011-11
Drinking Bator XDl 37716,
Heatnwatar ID1 10
PHONE (252) 766=6208
FAX [phone]
ID(i 1 333 Y
DATE COLLECTED: 08/1.2/20
DATE REPORTED ; 00/26/20
REVIEWED M

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Response to
Request for Additional Information No.2
A. Easement:
1. The proposal received May 15, 2020 to discharge the groundwater lowering water into the ditch on
the north side of the site provides an easement dated December 2, 1976 to the utility company to
install, alter, repair maintain and operate storm drains. However, the extent of this easement is
unknown, as the referenced "Exhibit 1" was also not attached. Lot 57, the adjacent property from
the discharge point, and other properties in the subdivision to the north are listed as part of the
Hammock Place subdivision. Please provide verification that the easement covers the Hammock
Place Subdivision.
The plans have been changed to discharge the ground water at a point which bypasses the stormwater
drainage system interior to Hammock Place Subdivision. The groundwater will be conveyed via a force
main which will be located within the 20' sewer easement as shown Final Plat, Hammock Place which is
recorded in Map Book 29, page 199, Carteret County registry. A copy of the Final Plat is attached and the
proposed discharge point is marked on the copy. The discharge point is in a ditch located along the
property line between Hammock Place Subdivision and the Driving Range. The ditch is within a 20'
drainage easement as shown on the recorded plat. The alignment and discharge point are shown on the
revised plans, Sheet C3.
B. Water Quality:
1. The proposal does not discuss the chemistry of the water that will be discharged into the ditch, or
the potential impacts of the water chemistry on receiving water bodies. This proposal shall include
estimated effluent concentrations for parameters that describe the quality of the groundwater
discharge water, and provide a discussion of the effects of these parameters on receiving water
bodies. The discussed parameters shall include at a minimum:
a. Nutrients, including a discussion or model on how nutrients will affect downstream
surface water quality of Hull Swamp.
b. Iron, which is common to shallow groundwater, which may cause an issue with iron
bacteria blooms in receiving waters and impact the performance and aesthetic of
receiving stormwater systems;
c. pH;
d. BOD; and
e. Turbidity
The water quality analysis is attached.
C. Application:
1. The proposal provides calculations that the first 24" culvert and a point upstream of this culvert
would not flood at the proposed flows during a 10-year storm event. Please provide an explanation
as to why a 10-year storm event was chosen for the calculations.
The attached drainage calculations have expanded to include the lyr., 5 yr., 10 yr., and 25yr. storm
events.
2. The figure sent May 22, 2020 named "DITCH TO 70" contains a culvert labeled "`24" INV.
11.25", which then appears to daylight and flow northeast over Sleepy Court into a Swale that
flows from the back of the cul-de-sac into the main drainage ditch leading out of the subdivision.
However, from review of stormwater permits in the area, it is instead suspected that this culvert
actually runs northwest underneath Sleepy Court and into the main drainage ditch via the culvert
labeled as `24" RCP INV. 10.70". This flow path is shown as the yellow highlighted path in the
attached map. Please verify the flow path of the groundwater lowering discharge and make any
necessary changes to the application based on any changes in this flow path.

The flow path has been changed to bypass Sleepy Court and the entire internal drainage system for
Hammock Place Subdivision so that this is not an issue.
3. The proposal includes discharging water into an existing ditch which ties into existing stormwater
swale for the Hammock Place subdivision. This stormwater system was not designed with the
additional flow coming from this groundwater lowering system in mind, both in terms of quality
and quantity of water. Please provide documentation from the North Carolina Division of Energy,
Mineral and Land Resources (NCDEMLR) Stormwater Program that verifies that the proposed
additional flow won't adversely impact the downstream stormwater systems serving the entire flow
path between this ditch and Hull Swamp.
I have provided my analysis of the proposed discharge to Dan Sams, Engineering Supervisor,
NCDEMLR Wilmington Regional Office and requested his review.
4. The additional flow coming from this groundwater lowering system also crosses Highway 70.
Please provide documentation from the North Carolina Department of Transportation (NCDOT)
stating that the additional water is not a concern for the culvert or the road.
I have provided the project information and hydraulic analysis at the Hwy 70 culvert crossing to NCDOT
and requested their concurrence. Their response will be provided upon receipt.

BRANDYWINE SAY WWTP UPGRADES
,ft.m
�M CIj
VICINITY MAP
PROJECT NO.: PNt3t-21- 1
DRAWING NO.: oot
MOREHEAD CITY, NORTH CAROLINA
CAROLINA WATER SERVICE.INC. OF N.C.
S STROUD ENGINEERING, P.A.
FIOi-0 COERCE STREET
GCOMMERCE
REENVIL— NORTH RI_INn 22058
2521 -9352
AREA MAP
500 25o o SO. i000
GRHPRIC SCALE.:•=500'
B
INDEX OF DRAWINGS
SHEET
Cl
COVERSHEET/INDEX OF DRAWINGS
SHEET
C2
EXISTING CONDITIONS & DEMOLITION
SHEET
C3
OVERALL PROPOSED SITE PLAN
SHEET
C4
PROPOSED GRADING PLAN
SHEET
C5
INFLUENT PUMP STATION
SHEET
C6
PROPOSED SITE PLANT PLAN
SHEET
C7
PROPOSED TANK PLAN
SHEET
C6
PROPOSED FILTER/UV DETAILS
SHEET
C9
PROPOSED EQUIPMENT & PIPING PLAN
SHEET
CIO
RAPID RATE INFILTRATION DETAILS
SHEET
C I I
SITE WORK DETAILS
SHEET
C12
HYDRAULIC PROFILE
SHEET
C 1 3
OFFICE BUILDING SITE PLAN
SHEET
C14
EFFLUENT PIPE PROFILES
SHEET
Bl
OFFICE BUILDING PLANS
SHEET
B2
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