SW4100601_HISTORICAL FILE_20100719

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 41 OCR (,o
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
2 o I n O7 t 1
YYYYMMDD

Stimmel 601 N. Trade Street date: 711612010 job #: 09-148
Suite 200
Winston Salem, NC project: Sheetz
Landscape Architecture 27101-2916 HWY 1091 Gumtree Rd.
Civil Engineering P: 336,723.1067 ` r ,
PA Land Planning F: 336,723,1069 Wallb,urg, NC, L" l -
Stimmel Associates, �.L �,��,. .
letter of transmittal AUG 2 4 2010
Winston. -Say.
attn: Brian Lowther/ Environmental Engineer sent pia: c: AttacrreI& ¢=c ;c,c
...._._.
to: NC DENR- DWQ Wetlands and Stormwater Brancl C" Under Separate Cover
Stormwater Permitting Unit r U.S. Mail r By Hand
1617 Mail Service Center T% Over Night Service r For Pick -Up
Raleigh, NC 27699-1617
[phone]
We are sending you the following items:
Prints r Calculations r Base Drawings
Reproducibles (— Information r Correspondence
l Fax#
# of pages total =
r Originals r Specifications r Change Order/ Addendum
r Diskette/CD
r Email with Attachments
r
copies
sheet
dated
description
2
Sets
7/16/2010
Revised Plans: L-1.0
remarks, comments, & details:
Brian,
Attached to this Transmittal is the Revised Landscape Plan for the Sheetz at the intersection of
Hwy 109 and Gumtree Rd. in Wallburg , NC in regards to the email correspondance on July 15,
2010. If you have any questions or concerns please feel free to call.
Thanks,
Kenneth A. Binkley, PE
[phone] Ext. 118
r�c�c�ud�
JUL 1 9 2010
copies to: rite t,y: Ken uinKiey

Stimmel 601 N. Trade Street date: 7/1312010
Suite 200
40!%J Winston Salem, NC project: Sheetz
job #: 09-148
Landscape Architecture 27101-2916 HWY 109/ Gumtree Rd.
Civil Engineering
P: 336.723.1067 Wal I bu rc
Stimmel Associates, PA Land Planning F: 336.723.1069
letter of transmittal
attn: Brian Lowther/ Environmental Engineer
to: NC DENR- DWQ Wetlands and Stormwater Brancl
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
[phone]
We are sending you the following items:
sent via: r: Atta'
C Unde
r U.S. Mail
r Over Night Seance
r Fax#
* of pages total =
r
Prints
Calculations
r
Base Drawings
r
Reproducibles
f Information
r
Correspondence
r
Originals
r
Specifications
r
Change Order / Addendum
C
R G461VFu
N.C. beat. of FVF
AUG 2 4 2010
ched Wlnstori.salern
Regional C7tflce
r-Se pa rate Cove r
r By Hand
r For Pick -Up
r Diskette/CD
r Email with Attachments
r-
co ies
sheet
dated
description
2
Sets
7/12/2010
Revised Plans:C-3.1, C-3.3, C-4.0
1
supplement
Supplement Checklist
1
supplement
7/12/2010
Stormwater Management Calculations
1
supplement
7/13/2010
Add Info Response Letter
remarks, comments, & details:
Brian,
Attached to this Transmittal is the Stormwater Permit Application Resubmittal packet for the Sheetz
at the intersection of Hwy 109 and Gumtree Rd. in Wallburg , NC in regards to the add info letter
dated June 28, 2010. If you have any questions or concerns please feel free to call.
Thanks,
Kenneth A. Binkley, PE
[phone] Ext. 118
JUL t 4 ?010
copies to: rile t?y: Ken t3lnKie

RECEIVED
N.C, Doot n, r
AUG 2 4 2010
Stimmel
601 N, Trade Street Wrnston-Salk:-;
Suite 200 Reg onal CKiice
Landscape Architecture
Winston Salem, NC
27101-2916
Civil Engineering
Stimmel Associates, PA Land Planning
P: 336.723.1067
F: 336,723.1069
July 13, 2010
Brian Lowther
NCDENR- DWQ Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: Sheetz
HWY 1091 Gumtree Rd.
Wallburg, NC
Dear Brian:
This letter is to inform you of our response to comments within the add info letter addressed to Wilbur
Christmas on June 28,2010 for Stormwater Project No. SW4100601 .
Comment 1- We have changed the design of the pond to account for 90% TSS removal as opposed to the
requirement of the level spreader and filter strip. The updated SAIDA ratio calculation is included in the
Wet Detention Pond Calculation section of the Stormwater Management Calculation Report included with
this submittal.
Comment 2- Drawdown calculations are included in the Wet Detention Pond Calculation section of the
Stormwater Management Calculation Report included with this submittal. The calculation required a
design change of a 1" orifice as opposed to the 2.5" orifice previously submitted. The Stormwater
Management Calculation Report included with this submittal has been updated for the design change and
should replace the previous report.
Comment 3- Supplement Checklist included with this submittal.
Comment 4- An additional baffle wall was added to the design to extend the flow path of the basin.
Please refer to Sheets C-3.1 and C-3.3 for design info. According to the BMP manual the minimum flow
path: width ratio is 1.5:1. We have achieved this minimum, but have not achieved a 3:1 recommended
ratio. The supplement has been revised to reflect the designed flow path. The supplement shows that
our flow path is insufficient which contradicts the BMP manual. Please note we are following the BMP
manual for design minimums.
Comment 5- The plan sheet reference discrepancy has been fixed and a full sized Sheet C-3,3 was
included with this submittal for review.
If you have any additional questions or concerns, feel free to contact me.
Sincerely,
Kenneth A. Binkley, PE
Stimmel Associates, PA

STORMWATER MANAGEMENT CALCULATIONS FOR:
SHEETZ
WALLBUG, NC
D"IDSON COUNTY, NC
Project # 09-148
Prepared for:
SHEETZ INC.
5700 SIXTH AVENUE
ALTOONA, PA 16602
Prepared By:
�9ry16�19lf 111///
® SEAL
023562
0
RECEIVED
N.C. O11ra
AUG 2 4 ZQ1Q
WlnsWn;,,,,:
Ra910oai office
Stimmel
N. grade Street
Suite 200
Suite
'
Winston Salem, NC
Landscape Architecture
27101-2916
Civil Engineering
R 336 723 1067
Stimme! Associates, PA Land Planning F: 336.723.1069
July 12, 2010

TABLE OF CONTENTS
STORMWATER MANAGEMENT NARRATIVE
SOILS MAP
COMPOSITE RUNOFF CURVE NUMBERS
RAINFALL DATA
WET DETENTION POND CALCULATIONS
1 YR, 24 HR PRE -DEVELOPED INFLOW HYDROGRAPH
1 YR, 24 HR POST DEVELOPED INFLOW HYDROGRAPHS
POND REPORT AND STAGE STORAGE DISCHARGE
1 YR, 24 HR HYDROGRAPH ROUTING
TREATMENT VOLUME INFLOW
TREATMENT VOLUME ROUTING
NCDWQ FORMS
DRAINAGE AREA EXHIBITS
SITE PLAN AND SWM DETAILS
BMP DRAINAGE AND ACCESS EASEMENT
SHEETZ
WALLBURG, NC
DAVIDSON COUNTY, NC
Project # 09-148

STORMWATER MANAGEMENT NARRATIVE

INTRODUCTION
This project is located in Wallburg, NC at the Northeast Quadrant of intersection of HWY 109 and
Gumtree Road. The site is apporoximately 2.318 Acres. The stormwater management system
will receive 0.79 Acres from the site. The remaining portion of the site will bypass the stormwater
management system. The existing site is a developed site with approximately 38.9% Impervious
cover. Runoff from this site is not currently being managed for quality or quantity. The proposed
site will increase Impervious cover to 55.3% for a net increase of 16600 SF (0,38 AC). The
increase of impervious cover must be managed for quality and quantity under Phase II rules. The
proposed stormwater management system consists of a Wet Detention Basin. This basin will
provide quality treatment of runoff for the first one inch of rainfall and is designed to remove 90%
of TSS. The Wet Detention Basin also provides peak attenuation of the one year, 24 hour storm.
METHODOLOGY
Existing and proposed hydrologic computations were performed using the Soil Conservation
Service's Technical Release No. 55 (TR-55)'. Time of concentration and runoff curve numbers
(CN) were developed by the methodology in TR-55. A time of concentration of 5 minutes was
used in the calculations since the calculated time of concentrations are unrealistic for small travel
paths which result from this small project site. The USDA Soil Conservation Service's website
(Soil Survey) z was used to determine the existing soil group classifications. Soils present on this
site have a hydrologic soils group classification of 'B' and 'C'. A map of the approximate locations
of the soils on site is located in the appendix. The soil types present on the site and a brief
description are as follows:
Soil Name and Map Symbol Hydrologic Soil Group
Casville Sandy loam- CaB (slope 2-8%) "C',
Nathalie Sandy loam- NaB (slope 2-8%) "B"
Udorthents- Ud (loamy) "C"
The existing site is commercial in nature. Open, Fair Conditions were used to classify pervious
areas in determining the Composite Curve Numbers for both the Pre and Post Developed Site.
The existing site drains to an 18" pipe under Highway 109 and is located at the Southwest corner
of the site. Composite curve number calculations with references of the drainage areas are
included in the appendices.
Rainfall data used in the hydrologic analysis for the project was taken from Point Precipitation
Frequency Estimates From NOAA ATLAS 14 4, provided by the NOAA website.
Hydrographs follow the SCS Unit Hydrograph Method as outlined in National Engineering
Handbook3, (NEH-4). Hydrographs were calculated based on a shape factor of 484, using the
computer modeling system in the software Hydraflow Hydrographs produced by Intellisolve.
Pipe flow out of the stormwater management system was calculated under both inlet and outlet
control, and the lesser of the two outflows taken as the control. A weir coefficient of 3.0 was
used.
Storm hydrograph routing through the Wet Detention Pond was performed using the Storage
Indication Method as outlined in NEH-4. A brief summary of the routing results are included at
the end of this narrative. Detailed routing calculations are included in the appendices.
The treatment volume was determined by the simple method as outlined in The NCDWQ BMP
Manual and shown following this paragraph. According to the BMP manual the treatment volume
must have a drawdown time of 2-5 days. The Pond Drainage area is 0.791AC and 66.8% of

Impervious. A storm event of 1.52 inches, when modeled in hydroflow for the drainage area to
the Wet Pond, produced the hydraulic volume that equals the required treatment volume
calculated. The orifice size of 1" was shown to provide a drawdown of greater than 2 days. Refer
to appendices for calculations, hydraulic volume, and drawdown.
DESIGN PARAMETERS
This project is located within the Wallburg jurisdiction which is subject to Phase II rules and will be
reviewed by the North Carolina Division of Water Quality, The States Phase II requirements for a
Wet Detention Basin are as follows: The Wet Detention Pond shall be designed to reduce the
post -development runoff rate to the predeveloped runoff rate for the 1-year, 24hr, storm events.
The Wet Detention Basin should treat the treatment volume as determined by the simple method
with a drawdown time of 2-5 days. A minimum of 85% Total Suspended Solids (TSS) must be
removed from the stormwater s , however the basin is designed to remove 90% TSS in order to
avoid the requirement of level spreader and filter strip. The stormwater management system's
Wet Detention Basin is designed to meet the Quality Specifications as well as the retention
requirements. Refer to appendices for Wet Detention Basin Calculations in accordance to the
BMP manual.
The stormwater management system proposed for this project is a Wet Detention Basin. This
pond is located at the Northeast portion of the site and provides 3694 square feet of surface area
at the permanent pool elevation. Stormwater enters the Wet Detention Basin by way of concrete
flumes from the parking lot surface and a flared end section at the downstream end of a pipe
system that captures rainfall from the parking lot and roof leaders.
The Wet Detention Basin has a forebay section located at the entry section of the pond. The
forebay contains 20% of the entire pond volume and is designed to pre -treat stormwater as it
enters the pond. The wet detention basin is also designed to have a 1' sediment storage section
and a 10' bench section as per design requirements set forth in the NCDWQ Stormwater BMP
Manual 6. Design Elevations for the pond are listed below:
Surface Area
Elevation
(SF)
Outlet Structure Throat 1 Top Shelf
915.00
5148
Permanent Pool
914.50
3694
Bottom Shelf
914.00
2448
Bottom Pond
911.00
1291
Bottom Sediment Storage Zone
910.00
985
The outfall of the Wet Detention Basin will be an NCDOT STD. 840.04 drop inlet with 15 inch
barrel outlet. The drop inlet will also serve as the emergency bypass in the event of impounding
volumes of lower frequency storms. The Outlet barrel will be conveyed to the downstream
underground system.

PRE 1 POST COMPARISON
Flows Represented in this Comparison are SCS 1yr, 24 hlr Storm Frequency.
Flow (cfs)
Pre -Development 2.201
Post -Development 0.412
Difference -1.789
As shown, the post -development SCS 1 yr, 24 hr storm flow for the drainage area to the wet pond
is decreased by 1.789 cfs compared to the pre -developed flow. Refer to the appendices for
routing calculations.
REFERENCES
(1) Technical Release No. 55, USDA Soil Conservation Service, December 1993
(2) http:llwebsoilsurvey„nres.usda.gov/appl, 2008
(3) National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service, 1972
(4) http://hdsc.nws.noaa.gov/hdsc/nfds/,2008
(5) General Assembly of North Carolina Session 2005; Session Law 2006-246 Senate Bill 1566;
Section 9- August 16, 2006
(6) Stormwater Best Management Practices Manual, NCDENR, July 2007

SOILS MAP

Hydrologic Soil Group —Davidson County, North Carolina, and Forsyth County, North Carolina
0
0
m
36' 1' 53'
36' 1' 17'
D14Ow Oil Uw
oro
m
m
a
n
Y f
ii
m
m
� 1
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a
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5748(0 574900
00 575200 575300 575400 575500 575600 575700 575800 57590
Map Scde: 1:7,920 if pmtetl on A size (8-5' x 11•) sheet.
N Meters
$ 0 100 200 400 600
,{ Feet
A0 400 800 1,600 2,400
USI)Ik Natural Resources Web Soil Survey
a" Conservation Service National Cooperative Soil Survey
='!V
r
00 576200
LMIAMIM
6400
fn
m
m
3/4/2010
Page 1 of 4

Hydrologic Soil Group —Davidson County, North Carolina, and Forsyth County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Map Scale: 1:7,920 if printed on A size (8.5" x 11") sheet.
Area of Interest (A01)
The soil our rise surveys that comprise AOI were y p y mapped at scales
Soils
ranging from 1:15,840 to 1:24,000.
J
soil Map Units
Please rely on the bar scale on each map sheet for accurate map
Soil Ratings
measurements.
A
Source of Map: Natural Resources Conservation Service
wo
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: UTM Tone 17N NAD83
t3
This product is generated from the USDA -MRCS certified data as of
0
BID
the version date(s) listed below.
C
Soil Survey Area: Davidson County, North Carolina
CID
Survey Area Data: Version 12, Jun 17, 2009
D
Soil Survey Area: Forsyth County, North Carolina
Survey Area Data: Version 11, Jun 19, 2009
Not rated or not available
Your area of interest (AOI) includes more than one soil survey area.
Political Features
These survey areas may have been mapped at different scales, with
C
Cities
a different land use in mind, at different times, or at different levels
of detail. This may result in map unit symbols, soil properties, and
Water Features
interpretations that do not completely agree across soil survey area
[�
Oceans
boundaries_
Streams and Canals
Date(s) aerial images were photographed: 6/16/2006
Transportation
The orthophoto or other base map on which the soil lines were
i r+
Rails
compiled and digitized probably differs from the background
�y
Interstate Highways
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
N
US Routes
Major Roads
�y
Local Roads
USDA Natural Resources Web Soil Survey 3/4/2010
® Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Davidson County, North Carolina, and Forsyth County,
North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Davidson County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
..n n i� it 9 ! 4 A 00/
i y slopes'~
NaB Nathalie sandy loam, 2 to 8 percent I B I 1.2 26 6%
slopes
Ud Udorthents, loamy C 1.1 25.4% 1
Subtotals for Soil Survey Area 3.0 66.8% I
Totals for Area of Interest 4.51 100.0%
Hydrologic Soil Group-- Summary by Map Unit — Forsyth County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
I NaB Nathalie sandy loam, 2 to 6 percent B 1.51 33.2%
slopes i I
Subtotals for Soil Survey Area 1.51 33.2% 1
Totals for Area of Interest 4.5 100.00/6
USDA Natural Resources Web Soil Survey 3/4/2010
Conservatfon Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Davidson County, North Carolina, and Forsyth County,
North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B. C, and D) and
three dual classes (AID, BID, and CID), The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie -break Rule: Lower
USDA Natural Resources Web Soil Survey 314/2010
Niiiiiiiiiiiiiiii Conservation Service National Cooperative Soil Survey Page 4 of 4

COMPOSITE RUNOFF CURVE NUMBERS

Project : Sheetz-WalIburg, NC
Project No.: 09-148
Designed by: KB
Checked by: WC
Pre and Post Developed drainage area
Sheet :
Date :
1
3/4/2010
SCS RUNOFF CURVE NUMBERS
PRE -DEVELOPED CONDITIONS
BASIN LAND USE
SOIL
NAME
I HYDROL. AREA I
GROUP (AC.)
AREA
(%)
CURVE NO
(CN)
CN x
AREA
Open, Fair Condition
NaB
B 0.229
28.90%
69
16
Impervious
NaB
B 0.370
46.73%
98
36
Open, Fair Condition
CaB
C 0.000
0.00%
79
0
Impervious
CaB
C 0.044
5.52%
98
4
Open, Fair Condition
Ud
C 0.079
9.96%
79
6
Impervious
Ud
C 0.070
8.89%
98
7
TOTALS 0,791 100.0%
WEIGHTED CN (PRE -DEVELOPED) =
69
88
POST -DEVELOPED CONDITIONS
BASIN LAND USE
SOIL
NAME
JHYDROL.l
GROUP
AREA
(AC.)
I AREA I
(%)
CURVE NO
(CN)
I CN x
AREA
Open, Fair Condition
NaB
B 0,152
19.15%
69
10
Impervious
NaB
B 0.449
56.70%
98
44
Open, Fair Condition
CaB
C 0.018
2.23%
79
1
Impervious
Cab
C 0.025
3.16%
98
2
Open, Fair Condition
Ud
C 0.101
12.73%
79
8
Impervious
Ud
C 0.048
6.01%
98
5
TOTALS 0.791 100.0%
71
WEIGHTED CN (POST -DEVELOPED) =
90

RAINFALL DATA

Precipitation Frequency Data Server
Page I of 4
9 POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
WIN5TON SALE[ REYNOL, NORTH CAROLINA (31-9539) 36.1333 N 80.2333 W 944 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas la. Volume 2, Version 3
G..M. Bonnin. Q, .Martin, B. Lin, T. Parzybok, M.Yekta, and D, Riley
NOAA, National Weather service. Silver Spring, Maryland, 2004
Extracted: Mon Jul 12 2010
Confidence Limits Seasonality J1 Related Info GIS data y2PsjLR2aj o State Map
Precipitation Frequency Estimates (inches)
ARI* 0 5 30 61-1 _10
120 2 jd-F;d
10 20 30 460 ears) min min mn Zlnd
hy
A, -,a La
71 0.37 0.60 D.74 l U2 1.27 1.50 1.61 1.97 2.35 2.83 3.30 3.69 4.22 4.79 6.46 8.00 10.07 12.05
�-J 0.44 0.71 0.89 t?3 1.54 L82 1.95 2.38 2.85 3.42 3.97 4.43 5.04 5.71 7.b3 9.41 11.80 14.07
0 0.52 0.83 1.05 1.50 1.92 2.28 2,45 299 3.58 4.28 492 5.47 6.13 6.87 9.04 10.95 l3.54 15.90
10 D.57 0.92 l . l6 1.68 2.19 2.62 2.82 3.45 4,16 4.96 5.66 6.29 7.00 7.79 10.17 12.13 44. 9 17.31
25 0.63 I.O1 1.28 1.89 2,52 3.06 3.31 4.08 4.97 5.89 6.66 7.39 8.18 9,03 11.70 13.68 16.b2 19.10
50 U.67 I.D7 1.35 2.04 2.76 3.40 3.68 4.58 5.61 6.63 7.45 8.27 9.11 10. 11 12.90 14.87 17.95 20.44
100 0.71 l . l Z L42 2.17 3.OD 3.73 4.05 5.0$ 6.29 7.40 8.25 9.16 10.07 I I.00 l4. l2 16.04 19.25 21.73
200 0.74 1.17 1.48 2.30 3.22 4.06 4.42 5.59 6.99 8?0 9.07 ]0.09 11.05 12.02 15.36 17,21 20.53 22.97
500 0.77 1.22 1.53 2.44 3.5(} Lfl 4.90 6.29 nfl 9.30 10. 99 11.37 12.40 13A0 17.074 18.75 22.22 24.55
100fl 0.79 1.25 1.57 2.54 3.70 4.82 5.27 6.83 8.76 [O.i9 11.07 12.37 13.46 14.48 18.35 19.93 23.50 25.72
'These precipitation frequency estimates are based on a 0artial duration series, ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formattag forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
A R[ * * 5 l0
min min
0.41 0.65
0.48 0.77
15 30 60 l20 3 6 12 24 48 TZ 7 I 0 20 30 45 6U(years)
min min min min hr hr hr hr hr day day da day day day
0.81 l.1 i 1.38 L63 1.75 2.15 2.57 3.07 3.54 396 4.51 5.10 6.83 8.40 10.54 12.60
0.97 l .34 EflEfl 2.13 2.60 3. ! 2 3.70 4.26 4.75 Efl 6.06 8.07 9.87 12.34 14.70
i ' 10,56
0.91
1.15
L63
2. 99
Ffl
2.66
3.26
391
4.63
5.29
5.85
6.54 7 29
9.56
11.47
14.15
i6.61
10
0.62
Q99
1.26
1.82
2.37
2.85
3.Db
3.76
4.53
5.36
6.08
6.72
7.47
8.27
10.76
12.71
15.54
18.08
25 1 0.69 IF09-1
Efl
EE
EE
FE
3.58
4.43
EE
6.37
7.15
7.91
KE
=
12.38
14.35
17.37
19.96
® 0.73 i.16
1.47
2.21
3.00
3.69
3.99
4.97
6.07
7. l8
8.O1
8.87
9.75
10.65
13.66
15.61
18.78
2l.39
lOfl 0.77 1,22
1.54
2.36
3.25
4.D6
4.39
5.51
6.79
8.02
8.88
EK4j
10.78
11.72
14.98
16.87
20.17
22.76
200 0.80 1.27
1.60 2.50 3.50 4.42 4.80 6A7 7.55 8.89 9.79 10.86 11.86 l2.83 16.34 18.15
21.57
24.09
500
0.84
1.33
1.68
2.67
3.$3
4.91
5.34
5.75
6.84
7.45
8.62
9.47
10.09 11.02 12?7
l 1.07 I? 02 l3.39
13.36 14.36
14.55 15.58
18?0 19.84 23.42 25.80
19.65 21.15 24.84 27.1 l
1000
0.87
1.37
1.72
2.78
4.06
5.28
f he upper bound of the confidence interval at 90% confidence level is Me value which 5% of the smufatod quanhle values la a giver h%uency are greater than.
"These precipitation frequency estimates are based on a oartiai duration series. AR is the Average Recurrence Interval.
Please refer to NOAA_Alias 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Freauenev Estimates (inches)
I(yralrs)II min I min { m n m n I mein II min hr hr I� hr hr I h day II day day 1I d Y I1 d Y I d Y 45 i� day
3.4G
3.95
4.5!
6.11
7.b1
9.63
11.56
4.15
4.72
5.36
7.22
8.95
11?7
13.49
I 1 1
0.34 110.55
D.69
0.94
1.18 111.38
111.48
1.82
2.17
2.62
3.07
=
0.41
0.66
0.82
1.14
i.43
1.68
1.8D
2.20
2.62
3.17
3.69
0.48
0.77
0.97
1.38
1.77
2.10
2.26 2.75 3.29 3.95
4.58 5. i i 5.73
6.45 8.55 10.40 12.92 15?3
I0
0.53
0.84
1.06
1.54
2.01
2.40
2.59 3.17 3.81 4.57
5?6 5.86 6.53
7.29 9.60 11.50 14.18 66.56
25 0.58 0.92 1.17 1.73 2.3 l 2.79
3.O l 3.71 4S 1 5.41
6.16 6.86 7.60
8.43 10.99 12.95 15.80 18.24
http:l/hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 7/ 12/2010

Precipitation Frequency Data Server
Page 2 of 4
These precipitation frequency estimates are based on a eanial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more 6niormation. NOTE: Formatting prevents estimates near zero to appear as zero.
c
Text version of tables
Partial duration based Point Precipitation Frequency Estimates - Version: 3
36.1333 N 80.2333 W 944 Pt
1 2 5 10 25 50 100 200 500 1000
Average Recurrence Interval (years)
Mon Jul 12 16:13:57 2010
Duration
5-min — 30-min + 3-hr --0- 24-hr -6- 7-day -4- 30-day -B-
10-min + 60-min -$- 6-hr -0-- 48-hr -15- 10-day 45-day -0-
15-min —4t-- 120-m -Q- 12-hr -A- _- 4-day_-v- 20-day dk 60-day -0-
http:llhdsc.nws.noaa.govlcgi-binlhdselbui ldout.perl?type=pF&un its=us&series=pd&statena... 7/ 12/2010

Precipitation Frequency Data Server
Page 3 oF4
2
Partial duration based Point Precipitation Frequency Estimates - Version: 3
36.1333 N 80.2333 W 944 ft
E � E
1
I[7 O to
1-1 1-1m
Mon Jul 12 16:13:56 2010
C C E L L L L L L L L L S S M M s M T T S S
4 L f L z r t � M M i6 lu N M M M M M
fi H N A a 0 CO N M It �L aD I I I I I 'a 'O "I
O O rl 1-111 N 1 V m a t f 1 A 0 O L' O
`O M Ouration — '' "` Cl) � `b
Average Recurrence Interval
(years)
1 2 f 5 10 + 25 -$- 50 -0- 100 — 200 t- 500 -A- 1000
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Mans
Watershed/Streamflow Information
,lick here to see watershed and streamtlow information available for this location from the U.S. Environmental Protection Agency's
site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+1-30 minutes j or +1-1 degree j of this location. Digital ASCII data can be obtained directly from NCDC,
Note: Precipitation frequency results are hosed on analusis of precipitation data from a variety of sources, but largely NCDC, The
following links provide general information about observing sites in the area, regardless of if their data was used in this study. For
detailed information about the stations used in this study, please refer to the matching documentation available at the IT Q(xumtgjl
page
US Departmentof Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
http://hdse.nws.noaa.gov/cgi-bin/hdsclbuiIdoLit.per]?type=pF&units=us&series=pd&statena... 7/ 12/2010

WET DETENTION POND CALCULATIONS

Project: Sheetz-Wallburg, NC Sheet : 1
Project No.: 09-148 Date : 7/8/2010
Designed by: KB
Checked by: WC
Wet Detention Basin Calculations
TREATMENT VOLUME
Rv = 0.05 + 0.9 (IA)
Rv = 0.65
V = 3630 * RD * RV * A Volume Provided
V = 1867.4 ft3 2211 ft3
Rv = Runoff Coefficient
IA = Impervious Fraction
V = Treatment Volume Required (CF)
Ro = Design Storm Rainfall (1")
A = Drainage Area (Acres)
WET DETENTION BASIN AVERAGE DEPTH-OPT10N 2
Surface Area(SF) Elevation
Abot_shelf: 2448 914
Aperm_pool: 3694 914.5
Abot_pond: 1291 911
Depth: 3.5
dav= 3.09
dav = (0.25*(l+(Abot shelf /Apetm_Pcwl))+((Abot shelf + Abot—pond)/2) * (Depth / Abot shelf
SURFACE AREA CALCULATION
Average Depth:
3.0
Percent Impervious:
67.27
SA/DA Ratio:
3.86 (Interpolated from Table 10-3 of $MP Manual]
Drainage Area:
34457 SF
Required Surface Area:
1330.0 SF
Surface Area Provided:
3694 SF
FOREBAY SIZING
Permanent Pool Volume: 7144.5 CIF
Forebay Volume Required: 1428.9 CIF
Forebay Volume Provided: 1481 CIF
Forebay Percentage: 20.7 %

Project : Sheetz-WalIburg, NC Sheet : 1
Project No.: 09-148 Date : 7/12/2010
Designed by: KB
Checked by: WC
Temporary Pool Drawdown Equation (Ch. 3 BMP Manual)
Orifice Size:
Orifice Area:
Orifice Invert:
Orifice Centroid:
Top Temp. Pool:
Driving Head:
Ho:
Q = Co (A) (2 g H, )^(0.5)
1 in
0.08 ft
1811111I•�'iiY•]
914.50
914.54
915.00
0.46 ft
0.153 ft Ho = H /3
Q: Flow {CF/S)
Ca: Discharge Coefficient {unitless)
A : Orifice Area {SF)
g : gravity constant (32.2 ft/sec^2)
Ho : Falling Head (ft)
Q = 0.6 (0.022) [ 2 (32.2)(0.153)1 ^(0.5)
Q= 0.010 CFS
t=V/Q
t : Drawdown Time {sec)
V : Temp. Pool Volume {CF)
Q: Flow {CF/S)
t = 2211 / (0.010)
t = 215005.16 sec
2.49 day

1 YR, 24 HR PRE -DEVELOPED
INFLOW HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.24
Monday, Jul 12, 2010
Hyd. No. 5
Pre- Developed Pond Drainage Area
Hydrograph type = SCS Runoff
Peak discharge
= 2.201 cfs
Storm frequency = 1 yrs
Time to peak
= 716 min
Time interval = 2 min
Hyd. volume
= 4,484 cult
Drainage area = 0.790 ac
Curve number
= 88
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
Tc method = USER
Time of conc. (Tc)
= 5.00 min
Total precip. = 2.83 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Pre- Developed Pond Drainage Area
Q (cfs) Hyd. No. 5 -- 1 Year
i 11
1.00
2 4 6 8 10 12 14 16 18 20 22
Hyd No, 5
Q (cfs)
3.00
2.00
�"- OM
24
Time (hrs)

1 YR, 24 HR POST -DEVELOPED
INFLOW HYDROGRAPHS

Hydrograph Report
Hydraflow HydrNraphs by Intelisolve v9.24
Hyd. No. 3
Wet Pond SCS Inflow
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
0.790 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
2.83 in
Storm duration =
24 hrs
Q (cfs)
3.00
2.0o
1.00
Monday, Jul 12, 2010
Peak discharge = 2.387 cfs
Time to peak
= 716 min
Hyd. volume
= 4,916 cuft
Curve number
= 90
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Wet Pond SCS Inflow
Hyd. No. 3 -- 1 Year
2.0 4.0 6.0 8.0 10.0 12.0 14,0 16.0 18.0 20.0
Hyd No. 3
Q (cfs)
3.00
2.00
1.00
"'. 0.00
22.0
Time (hrs)

POND REPORT AND
STAGE -STORAGE -DISCHARGE

Pond Report
Hydraflow Hydrographs by Intelisolve v9,24
Monday, Jul 12, 2010
Pond No. 1 - Wet Pond
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 914.50 ft
Stage ! Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (cult)
0.00 914.50
3,694
0
0
0.50 915.00
5,155
2,202
2,202
1,50 916.00
6,142
5,641
7.843
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 15,00
1.00
0,00
0.00
Crest Len (ft)
= 7.00 0.00
0.00
0.00
Span (in) = 15.00
1.00
0.00
0.00
Crest EI. (ft)
= 915.00 0.00
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.00 3.33
3.33
3.33
Invert El. (ft) = 911.00
914.50 0.00
0.00
Weir Type
= Broad ---
---
Length (ft) = 38.00
1.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope (%) = 0.79
1.00
0.00
nla
N-Value = .013
.013
.013
nla
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfll,(inlhr)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: CWyert/0nfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir nsers checked for onfice conditions (ic) and submergence (s).
Stage !
Storage ! Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil
User
Total
ft
tuft
ft
cfs
cfs
cfs
cis
cfs
cfs
cfs
cfs cfs
cfs
cfs
0.00
0
914.50
0.00
0.00
---
0.00
0.000
0.05
220
914.55
10.02 is
0.00 is
---
--
0.00
---
---
--- ---
-
0.003
0.10
"0
914.60
10.02 is
0.01 is
---
---
0.00
---
---
--- ---
0.006
0.15
661
914.65
10.02 is
0,01 is
---
-
0.00
-
-
0.009
0.20
881
914.70
10.02 is
0.01 is
0.00
---
-
0.010
0.25
1,101
914.75
10.02 is
0.01 is
---
---
0.00
---
---
--- ---
0.012
0.30
1,321
914,80
10.02 is
0.01 is
---
0.00
---
---
-
-
0,013
0.35
1.541
914.85
10.02 is
0.01 is
0.00
-
--- ---
0.015
0,40
1,762
914.90
10.02 is
0.02 is
---
0.00
---
---
-- ---
0.016
0.45
1,982
914.95
10.02 is
0.02 is
---
0.00
---
---
-
-
0.017
0.50
2,202
915.00
10.02 is
0.02 is
-
-
0,00
-
-
-
-
0.018
0.60
2,766
915.10
10.02 is
0.02 is
-
---
0,66
-
-
--- ---
0,683
0.70
3,330
915.20
10.02 is
0.02 is
---
1 88
---
---
-- --
1,900
0,80
3.894
915.30
10.02 is
0.02 is
-
-
3.45
-
-
-- -
--
3.472
0.90
4.458
915A0
10.02 is
0.02 is
---
---
5,31
---
--- ---
---
5.335
1.00
5.022
915.50
10.02 is
0.03 is
---
---
7.42
---
---
-
7.448
1.10
5.586
915.60
10.02 is
0.03 is
-
-
9.76
--
-
-- -
---
9.785
1,20
6,150
915.70
10.02 is
0.03 is
---
---
12.29
--
- ---
---
12.32
1.30
6.715
915.80
10.02 is
0.03 is
---
---
15,02
---
--- ---
---
15.05
1,40
7,279
915.90
10.02 is
0.03 is
-
---
17.92
17.95
1,50
7.843
916.00
10.02 is
0.03 is
---
---
21.00
---
---
---
21.03

1 YR, 24 HR HYDROGRAPH ROUTING

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.24
Monday, Jul 12, 2010
Hyd. No. 4
SCS Wet Pond Routing
Hydrograph type = Reservoir
Peak discharge
= 0.412 cfs
Storm frequency = 1 yrs
Time to peak
= 726 min
Time interval = 2 min
Hyd. volume
= 4,808 cuft
Inflow hyd. No. = 3 - Wet Pond SCS Inflow
Max. Elevation
= 915.06 ft
Reservoir name = Wet Pond
Max. Storage
= 2,536 cuft
Storage Indication method used.
Q (cfs)
3,00
2,00
1.00
0.00 —6
0
480
Hyd No. 4
SCS Wet Pond Routing
Hyd. No. 4 -- 1 Year
960 1440 1920 2400 2880 3360 3840
Hyd No. 3 u I l u l Total storage used = 2,536 cuft
Q (cfs)
3.00
2,00
1.00
0.00
4320
Time (min)

TREATMENT VOLUME INFLOW

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.24
Hyd. No. 3
Wet Pond SCS Inflow
Hydrograph type =
SCS Runoff
Storm frequency =
1.52 in
Time interval =
2 min
Drainage area =
0.790 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
1.52 in
Storm duration =
24 hrs
Monday, Jul 12, 2010
Peak discharge = 0.933 cfs
Time to peak
= 718 min
Hyd. volume
= 1,880 cult
Curve number
= 90
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Wet Pond SCS Inflow
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
Hyd No. 3
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0,10
- 0,00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

TREATMENT VOLUME ROUTING

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.24
Monday. Jul 12, 2010
Hyd. No. 4
SCS Wet Pond Routing
Hydrograph type = Reservoir
Peak discharge
= 0.013 cfs
Storm frequency = 1.52 in
Time to peak
= 1144 min
Time interval = 2 min
Hyd. volume
= 1,795 cuft
Inflow hyd. No. = 3 - Wet Pond SCS Inflow
Max. Elevation
= 914.81 ft
Reservoir name = Wet Pond
Max. Storage
= 1,348 cuft
Storage Indication method used.
Q (cfs)
SCS Wet Pond Routing
Hyd. No. 4 -- 2 Year
1.00
1.00
0.90
0.90
0.80
0.80
0,70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
000
0.10
- 000
0 8
Hyd No. 4
16 24 32 40 48 56 64 72 80
Hyd No. 3 i iaiiljl lilt Total storage used = 1,348 cuft
88
Time (hrs)

NCDWQ FORMS

DRAINAGE AREA EXHIBITS

6853-60-6659
EX. ASPHALT HARKING
.... 6P
f . . . B471 SF (0.19AC) : 1'
94.1 % IMP(7975SF) ►
-DRAINAGE ARE TO WET POND
IMPERVIOUS CALCULATIONS
EXISTING IMPERVIOUS: 39290 SF (0.902 AC)
EXISTING OPEN SPACE: 1 61696 SF 1.416 AC
TOTAL SITE: 1 D0986 SF (2.318 AC)
EXISTING IMPERVIOUS PERCENTAGE: 38.91%
PROPOSED IMPERVIOUS: 55890 SF (1.283 AC)
PROPOSED OPEN SPACE: 45096 SF 1.035 AC
TOTAL SITE. 100986 SF (2-31 B AC)
PROPOSED IMPERVIOUS PERCENTAGE: 55.34%
DEVELOPMENT OF THIS SITE TO PROPOSED
CONDITIONS WILL RESULT IN A NET INCREASE OF
IMPERVIOUS OF 16600 SF (0.381AC)
ADS
DA: 805 SF (0.02 AC)
WET POND DRAINAGE AREA CALCULATIONS
PROPOSED IMPERVIOUS: 23018 SF (0.528 AC)
TOTAL DRAINAGE AREA: 34457 SF (0.791 AC)
PROPOSED IMPERVIOUS PERCENTAGE: 66.80'/0
THE IMPERVIOUS AREA BEING TREATED BY THE WET POND
EXCEEDS THE REQUIRED TREATMENT AREA BY 6418 SF.
TRENCH
flA. ncnn nr i.-. --
SHEETZ WALLBURG
GUMTREE ROAD AND HWY log
WALLBURG, NORTH CAROLINA
WET POND DRAINAGE AREA EXHIBIT
601 N. Trade Street, Suite 200
' Winston Salem. NC 27101-2916
r
e I P• 336.7231067 F_ 336.723.1069
SI-tmmel Associates, PA Landscape Architecture Civil Engineering Land Planning
NORTH FLUME
DA: 6896 SF(0.16AC)
29.6% IMP(2042SF)
C:0.50
SOUTH FLUME
DA: 6082 SF(0.14AC)
34.1% IMP(2076SF)
C:0.55 �-
NCSEES CERT. NO.: C•1347
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kk CA
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23552 =
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30 0 30 60
SCALE: 1" = 30'
f`Ul

10 0 Ic A 30
r
SCALEr'.. lb
POND CONSTRUCTION SPECIFICATIONS:
I S67E PREP:LRATION
V CONCRETE
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pEGEtEE WrUl6OErER Of TrE rLOw OE WATER TO RE $RLWAY OE+
O EPA wPr0LS AIEI MAwTESO,L NOT TO STN AYTWAY w:TE.
PPEMTgA OR WJ2E OF THE TRUGIUHtf. PRArvr•OE OnERSor6
A+EF PE Eu EXAu sF mw.+cT®As+rECEssART To �nw nE aeaL.E.o ��ImT.
a C[RPFLP eT THE GEOTEC�MMX ENGaELR AT THE cONPLETgN Or
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Cp6-t(RICTe1R TEETaIG W4 eE rK pNwIERS pEtPONpearM1,
p[CAVATION 410 THE W NMTION ­LL RE AC<l)1R15EEP IN A
MANNER EJO :D T.rt EXTT:Nr rw.T w4 NAatrAar STATLIT of TE
EJ.GVAIFD 6aOPE4 MPGFIDTT0 EZGYAf>Ov6 AHDwal
III BACKFILL ADJACENT TO STRUCTURES
CEEOUarEn
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4 PAPRO NLLRavu. QHFAIW GVLX TrE arRUPIIMi.
SURVEY REQUIREMENTS:
I TIE OOWRAOlO SHAL1M RE- aPPRSw.[ FM N,L gerrvEvnP RE0.1RG0
By TIE GOXSIMR: UX oPaaEXTs TICS1K1 aK111PE Nrt voT-
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TXE enNiamGTd SIT— Of iEaPON— MR A FII— AS� '
z swvE� a THE aDND rR[ AseLILT suavEv IR.wLL FenIIGE n1E
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f GOT CONl01Nt5 A!O 8e01 ELEVAl101a5 4ONO CEVIER TOP GF @AM N ] egOT
6. TOP OF wePR ELEYAIIDX ATp plelLpE ELEYAT%ai
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P e0npu R PDX,, uivATipr6 ANG LOGTxY•
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F. LOGSIDN ANc ELEY+TION 0<TamFR 91'+-TiE
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THE sS TSUaVEY.
e OOrrtaACTOr19V•Al r'pOYbE w AITTPE/,L PRAw'MG ANO • m
H+ROCOw TO FNGa+EER
INSPECTION SCHEDULE
rt E fii1TEK EOft ..EVEIrAl I1LN5 TV � e14PEC1ID Al THE
MfYLPPRIATE IwE GIeaXG aDELSIaUCraY. IT 4TE CpNTRUCTPEES
TEESPDX•m—ToN —T EHM -RA: LEAST 2 GA`BETLOR TC
EEG — WORT OA TESE PEMS 105l]•E1]IAE WSRECTa)re_. 111E
rtEMs IAL ASE0.1Ovv6
AM' ITELQ COXS'RucYEl ANp COYFRED W PRIOa TO DB9EJiYAl10N Sell
eE UXGPVEREn GX l[STHG w9.1 BL PROypEO Ac AriRGE1WTE A � THE
COwPRA•'TOFK FmEN4F
TIMBEa WALL ANU W %E7 STNUCIURE Of' FIRST OAV OF CO !.ICTg
2 nuaER WALL ANO cu'LL7T 6TRt1CT6E AT COVRETa)R
] Flnu irESPEC'h0iv AFTE. RECEIv1 OF sLRnEVEOASaIF.TS
WET DETENTION BASIN BMP
MAINTENANCE SCHEDULE
BMP moment'
nut-UW QrP01ePL
How I vvE re WW. the prad—
Ta eftLIMP
TrafNdelkm a
R— GIe ramlael—
TNe pam d 1. wet
aetenl t begin
A— of here eoi
aTtdlwefoe,ve pub.
Re9red9 dve soil l ne�W rtRmve the quay, and hen Pont a
prwlt0 PPWF aw Aar w,P! ¢ a —.bl ah d Pawbe W-.4 a
tuva tometl
one -Irene farLlaer appYCabvt.
V.gM [n Is 1oc V m w Wo
Mertrain "n—t,m at a reghl of ayprosrtl iW, ru ndiea-
Tne r.W oevd_ pipe.
The wp, a 0.%W.
Urx" Th, pipe, DmpO of the esOmara oR-eke.
The K. la omt a
blmrv.ife darn.w
Raps— OIe I"
Swale
ETW m E 0co.,. p IT ax
R."w Ins w«w k Pueaaary to PnocGl a bvw arq Prc4lae
aWao
—.I- —tool tle+Aea suds es mlrl'woeo hrl malwp or w.p m
,-I N�re MbLerre .Kh nt>em.
The brebay
5 . has AMI,, Arced tp
SaarCl ear" sOwCe a Vie setivneN -d mmeRi the wodem I
p depth Qmeiel 11— pie
p—lbW R--Cie rdTi—I;: PRWee Of R o e air .
Doyen deboa Oepin b
Eealner¢ amr
W1,— d S]E nal l9vx ITPaIZ+ W saeai®a the BMP.
Emam hag PMln
Rowe amlinwl elGwm ww sm rerRwaed ibd
P ,N or nprap a needed to rreYent Tubes amem probbim-
Wsets ere Present
Remove T 1re . pm}eratry b)' liana If IxalrJaa m kleed, Aq a
on tM pi— rarer OHn rpaynp.
Tne -W Wna slSell
Bell wdfeSS w Pr " ,
PDnim —ding I. bare PIDteSexMEI praEtiaea
0— eel PrurwQ a neeOed
to --in op4R 1 pent
h..M
Ponta are deed. d'"a"d or
DeYe — me ro — d em the Prabt„ soft t,ydmk)oy, Piae6x. m
ym Op
R—, GIe pmbI— end w - pla Pm a P -lime
Iadll— vp"-10 -table,, the omua0 [Over R a Soa OmA
.itlloiae r e rleo®ey.
LVeedr are P—L
R— the weeds. welsiab(y by ham If O Lvw Iw Y—Jd ripe r
PIT "PWn21av— maF l01aye0
Tlir nail treePllele are.
Setleerd M
IOr Cie ap Pt the 5e -ua aOd rem" me PTGlaem d
b -m ore ,Alan l
Doeaibla. Remove lie faialnwM anb beep— of . e A IorLtrorl
org" d®gI esa—
w(we It will W wawyna or the RMP,
.*rape depth.
"7-p mSErs —
C—& a prGlesaolW 1p remove erq (;xdrd ire [epee prowlft
.sm d me area.
L:alaY, Pfr."- Or Omer
Remove N chile by wpq Cent IVrb Pf Ida roe a vl
RvaalYe Plan- mYer 50% Of
bx bun earaae.
The elraani: ,Ot
Srauw hate amded n 9Ep•
R— —m eamedWely.
m me ernber*IrienE
E..h.— at mLmsral P,
Ilea trap[ In renove muakrals end Ulnalll • pmi--1 to
dpeYer aoP m preeeT¢,
n]rnme dai.wla.
A Yae lam parted n pf m
CwmGa a dam [-day fpe®e611. 'enibae lie tree.
the eibrnkmanl.
An [maid a.p— br en
MavA al reMMP IaCiNa-
epPrOwmla pmLaesaanl
aliawe wl me arnperlLmep
need. repair. IN aPpbPIbie)
The olklel dwvrA,
Ck9p^p h. IXL,-.
aaw oIA the otl dawe, D oaee d be a.dmell LA-sft
The -6m w— 6 damned
Reps w TFB.Q tw -oin Oeveoe
Tne rar<mq weer
Elbaan a Olb- son at
tad re lonal Na D—ion OF Wider Oia61y Rog—i,l Olhaa. Or
bamape hne —rred an tN!
.A*
1pt OYan V tlnrt W PIS-T33-W86.
TSMSER RAFFLE WALL
10' VEGETATED SHELF
TYPICAL
EXISTING IMPERVIOUS. 39290 SF 10.907 AC}
EXISTING OPEN SPACE' 61fiEXISTNG OPEN LaE- 16ACY
TOTAL SITE: 1O098E SF (2.316 AC}
EXISTNG IMPERVIOUS PERCENTAGE' 36.Pl%
PROPOSED IMPERVIOUS: 5m90 SF 293 AC)
PROPOSED OPEN SPACE e509b SF t.b3', AC
TOTAL SITE: 1DW86 SF (2.31a ACj
PROPOSED IMPERVIOUS PERCENTAGE: 55, 34%
DEVELOPMENT OF THIS SITE TO PROPOSED
CONOITIONS WILL RESULT EN A NET INCREASE OF
IMPERVIOUS OF 16WU SF (0 381AC4
OUTLET CONTROL
STRUCTURE
TEMPORARY POOL k WEIR ELEV. pl
3.5' PERMANENT POOL I i
I ti--___________
ELLV. 91 1,00 I I
1' SEDIMENT STORAGE
BOTTOM ELEV. 91G.00 i
FORESAY MAIN POND
BASIN DIAGRAM
GRADING LEGENI):
WET POND DRAINAGE AREA CALCULATIONS
�,_rzPve PROPOSED SPOT ELEVATION
PROPOSEI) IMPERVIOUS 2wI6 SF(0526 AC) X_ po cURP �>�brT
701 A DRAWAGE AREA34457 5F IO.791 ACj
PRpposEp IMPERVIOUSPERCENTAGE' 66W �— PROPOSEC CONTOUR
1= THE IMPERVIOUS AREA BEING TREATED BY THE WET P01E0 DRAINAGE SLOPE ARROW
EXCEEDS THE REQUIRED TREATMENT AR0% BY 6416 SF,6OH a0 PVC ROOF DRAIN
Stimmel
Stimmel Associates, PA
LandSWPa Artna rUre
C.sI Fsapne ,
Lana Planrvr9
601 N, Traae ST.eI S.lae 200
IVMiron 5Yem. NC 2T101291(
P. 33E T'_'1106T F: 336 723 1059
SEALS
MLEEEL LERT. aD_'. L-, ]al
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AltOde, PA IOM2
FA—. (540j 36E-0616
fax: [phone]
DF " SAS, f(AB
DATE- UM7110
REV6IONS
4\XCL W—mOOONAr . T—
JOB Hg. 09-148
SHEET TREE'
STORMWATER
MANAGEMENT
PLAN
SCALE' 1 =3V
STIEEr XO.-
C-3.1
snMMEl ASIOCIATEs. P A

I'DIA CRIME Stimmel
— ---------
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4v. =i I I Stimmel "s(mater., PA
CORRUGATED STEEL
JGA-VANIZEDI
'6P Bu1aL­100
z
T-T EL- 111.
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HOLES T"P. S —EC T 10 —NB—B/
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6
f FT, 7—WIT, I
TRASH GUARD I I PLAN
if23352
SECTION AmA 17 J, .0,
n FLUME .�LIT STABILIZATION DETAIL
Egluaemcl 5wftca Dmnqp Produ=
HYLOPLAST O'GRATESXMRS pvc �.�h t-afl- ar m­q ml­d-
-7-* ­CMaa� The �MiE � Q�s 112- OW IV ima— -A ­a1 VV 0'. � RM 9 am W � co M Pa�
[ t. ­J_ 0—M. — d Baal � k� t.V ft — —t�­ The ae— daa—W � �M � as —.dd—d by
TO n� -T
OUTLET CONTROL STUCTURE Ti* m6� dato m�W fu M tmca PVC PiW 2� ubltaK # Mw­*drV r­ W feAM the
(7) TT� ME— ia.* W ft K� �g­ Tft &­Q� mpC —.0— � OLO � ­9� f— PVC � � aad brad
—.tVM —� -M — �fad �.Wa­ T� joel bqN­ V,R oaa� W ASTM D3212 Im are,
SCALE, T.5.P. ;AE fi� _11L T", as Ia *Ml ­Q.
I. . ==� � da- bed, and We NO spUM ul � ­m— �" �b WME
�­ah 1. I�W ftrg, - a6-� a, AST M 03031. Sta�� h. 5-- PVC P.W
OLCTL IRON Ift.IJ ,g.; ASTF! 3M. Slaactral fc, PVC G..� S— Fw4p.
COMB CA `0 ChTIAT A05 The RrrlEs h.,.td k. Cr faw — F-. IT. 17'. Ir, 18'. 24'— 37 jt7'­d 15
GRATE 9• . I ­_ I� .— �% - - lapa� . —d �— ftrol 0.1 Oa � meO� a <
c W W­_ Ica­b�duppcMag 1­1�25 � b-&,Q fu� —"-dy I­k �H­10 0 2:
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0
TlaA ATgw
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D2321. jhd A— &_.qe ENKS h.1 ac baadad mW4eed -&—as, h er»>dFme weeg ASTNI CZWI. Far FL25 Load a -al
grew nal �h pa� 0
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< 0
SCALE: N.T.S. 0 z
ui q:
FLANGED ALLmNum SHEER GATE. CGNTEG�. MODEL NO 66M OR EOUVALEKT. W
LIJ
BOLT TO FLANGED C.A.P. WO STAINLESS STEEL NrT, BOLT AND WASHER It 00
ui
BAFFLE WALL ISOMETRIC T (All
LIFT RCM TREATIEDPOST
jowmarcwell
GE145TENM
i R�.G, ANCHORED TO P0.57L 57OG SL4h A�
Aft� FA 16602
it pP— (W) 38&96 6
1— (540) 366-Mi
A A� L =-'
DRAM SAS. KAB
DATE 06/0V10
FHEOCALL' Fl....
CORRUGATE' CO�� �U OUM OR
ALUM MAE 1C.kpj EOILW BOLT TO F�EC
TREATE- ST.NLE$S ST7Fl UT,
sn BOLT -0 WASHER
"P
B SECTION A -A
TO nn cONwo"
OuT1iu I
B J06 -0
NCOOT CiAY9F ilk SHEET TITLE:
7_1
FiA
RPRw
SITE DETAILS
llPiCAL A, PCfn
On UO'MllkrcTloN
BOTTOM DRAIN DETAIL
SECTION B-13
(:4IILI BAFFLE DETAILS
C-3.3
0 5T...E� ASSOCwTFS, - A

SWM PLAN AND DETAILS

BMP DRAINAGE AND ACCESS EASEMENT

N 88'35'55" E 306.06' --�
OSC€'I\
S880 30_.15"W 106.74'
CH=S 18° 3$' 20"E 37.27'/�
RAID = 19.5'
s
°%� ,
� ,
^�./ /' .A ,✓mil �" 02A0
of ,
N 880 30' 45"E 7.90'---" /
�x 3 l
CH=N 75° 29' 39"W 27.83 ,� �y� e�°�., " r
RAID = 50.5'
CCESS EASEMI
CH=S 07° 29' 28"E 23.70'
IR"TYPICAL
RAID = 25.0' ��_�� ��lk- s
S 350 47' 48"E 18.81'
F7
30
North
15 45 W 13.15
WET DETENTION BASIN
DRAINAGE AND ACCESS EASEMENT
SHEETZ
WALLBURG, NC
0 30 60 Qn
SCALE. 1"= 30'

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
RECEIVED
N.C. De,-.'
June 28, 2010 AUG 2 4 2010
Mr. Wilbur Christmas, PE wEnscon.sa
Stimm-nel Associates, P.A. Regional C>" c
601 N. Trade St.
Winston Salem, NC 27101
Subject: Request for Additional Information
Stormwater Project No. SW4100601
Sheetz-Wallburg, NC
Davidson County
Dear Mr. Christmas:
Dee Freeman
Secretary
The Division of Water Quality Central Office received a Stormwater Management Pen -nit Application for the
subject project on June 14, 2010. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stormwater review:
1. A wet detention basin designed for 85%TSS Removal must have a level spreader and filter strip.
Alternatively, the pond may be designed for 90oic TSS. Please change the design to incorporate one of
these options.
2. No drawdown calculations were found in the submitted materials. Please include these.
3. The Supplement Checklist for the wet detention basin was not included. Please include this.
4. The flowpath to width is not 3:1. The supplement says the flowpath to width is 3:1 but this is not reflective
of what is shown on the plansheets. Please update the design to have a 3:1 flowpath to width.
5. Baffle wall and the outlet structure details are noted to be on plan sheet C-5.3. This sheet was not included
with the plans. A small plan sheet of C3-3 was included with the calculations looks to have these details.
Please make sure to fix this discrepancy and provide two copies of the plan sheet.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to July 14, 2010, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension to the
Division, at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is ,allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther
Environmental Engineer
cc: Winston Salem Regional Office
DWQ Central files
Wetlands and Stormwater Branch One 1 1617 Mail Service Center, Raleigh, North Carolina 27699-1617 NorthCa1-01111a
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877.623-6748 ��tturrrCC�
intemet: www.nowaterquatity.org

A-f—rxiz-
Application Completeness Review /
�irst Submittal ❑ Re -submittal
Development/Project Name:
Receiving stream name Se4w )
Date Received. G /4 a Date Reviewed: By p AG<,GGI ib
c_4-j- WA U rL,. hi a, . YI r.
classification: C
ENR
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-Il, WS-I11, WS-IV, HQW, ORW, Neuse RivervEir?
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient w�naton-sah
Management Strateciv. 4 R: gional Dt`
High Density Projects that require a 401 /404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): Af
Latitude and Longitude: 36 O/ 31t Al ­96 _ OyJurisdiction
Project Address: -6 -r#4 CLE CA -Al
Engineer name and firm: ; L- AG{.'� ka E wed. ,� -!s ' rv,
Stilrnn e!t. /-ssoc'irtr-r,fR. 40/ Ar.TXA-PF 'T- W-AAJG 2.7pt
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets R<igh Density ❑ Other
A(IA- ❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or addinfo letter)
gr' BUA
V. Check for $505.00 included
CK Original signature (not photocopy) on application
("Legal signature (Corporation-VP/higher, Partnership eneral Partner igher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/tliepage.aspx i
If an agent signs the application, a sign,:c; letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
glA,❑ For subdivided projects, a signed and notarized deed restriction statement
W Sealed, signed & dated calculations
aa"Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ 4ormwater Wetland
et Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
�wo sets of sealed; signed & dated layout & finish grading plans with appropriate details
arratjve Description of stormwater management provided
Soiis report provided
❑ Wetlands delineated or a note on the pla.-.-, that none exist on site and/or adjacent property
2"" Details for the roads, parking area, cul-d-•,;ac radii; sidewalk widths, curb and gutter;
Dimensions & slopes provided
6Y,,Drainage areas delineated ®'Pervious and impervious reported for each ❑ Areas of high density
lir nspection and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments
4 -�e G 4)'k .P 1f tp-
ID
February 9, 2009 Revision

February 5, 2010
Mr. John Maxwell
SHEETZ, INC.
8312 Strathmore Lane
Roanoke, Virginia 24019
RE: Evaluation of Seasonal High Water Table
Sheetz — Stormwater Pond
Wallburg, North Carolina
Unifour Job Number G-1034B
Dear John:
On January 28, 2010, Unifour Engineering 8t Testing Laboratories, P.C. (Unifour)
mobilized a drill rig and engineering intern (El) to drill two borings and collect samples from
within the proposed stormwater management devices for the Sheetz Store to be constructed
in Wallburg, North Carolina. The work was performed in general accordance with Unifour
Change Order No. 2 dated January 20, 2010.
Exploration Procedures
Unifour drilled two soil test borings within the proposed stormwater management devices. The
borings were marked in the field by measuring from existing site features based on locations
indicated by the project civil designer, Mr. Sam Smith of Stimmei Associates, P.A., on a
preliminary drawing provided via email. The approximate boring locations are shown on the
attached Boring Location Map (Figure 1). Note that the borings were numbered B-14 and B-
15 to be consecutive with previous borings performed by Unifour during the geotechnical
exploration of the site in 2009.
The borings were drilled using a truck -mounted power drill rig. The borings were advanced
using hollow -stem augers. Soil samples were obtained "continuously" using a 2-ft long split -
spoon sampler. The sampler was driven into the ground every 2 feet using procedures
described in ASTM D1586. Each soil sample was visually classified in the field in general
accordance with the Unified Soil Classification System by Unifour's geotechnical Engineering
Intern. The field engineer also used Munsell soil color charts to describe the hue, value, and
chroma of each sample collected. The samples were then sealed in plastic bags for further
classification and possible testing. Additional information about field procedures are described
in Unifour's "Report of Geotechnical Exploration", dated November 16, 2009, prepared for the
proposed Sheetz Store in Wallburg, North Carolina.
Unifour2010 lat AwnucSW • I hU21
ckory, .,rth Cantina WIEngineering &Testing Laboratories PC
P,O. 80 2(K�7 • Hickory. NC 2tNZ • fP) 92, 256.3ax1 (F) 528.256.6421

Sheetz Store - Seasonal High Water Table February 5, 2010
NC Hwy 109 at Gumtree Road Unifour Project G-10348
Wallburg, North Carolina Page 2
The soil samples were transported to Unifour's laboratory and the samples were reviewed by
a Principal Engineer to confirm the field classifications and Munsell descriptions. Ten SPT
samples were tested for natural moisture content in general accordance with ASTM D2216.
Results of the natural moisture content tests are presented on the Test Boring Reports
attached. Information about the soil stratigraphy and the SPT data from each boring are also
provided on the attached Test Boring Reports.
Exploration Results
Boring B-14 encountered a surface layer of asphalt approximately 1 314 inches thick overlying
crushed stone 10 to 12 inches thick. Boring B-15 encountered a surface layer of topsoil
approximately 4 inches thick. The generalized soil profile below the surface materials
consisted of undisturbed residual soils comprised of moist to wet silty sands (SM) and sandy
silts (ML). The residual soils had SPT N-values ranging from 3 to 82 blows per foot (bpf) but
most N-values were between 17 and 26 bpf.
Groundwater was encountered by both borings. Water was noted at a depth of 16 feet inside
the augers at boring B-14 and at a depth of 12 feet inside the augers at boring B-15. At the
end of drilling, before filling the boreholes, the water level had risen to a depth of 8 feet below
ground surface at boring B-14 and 9 feet below ground surface at boring B-15.
After each soil sample was removed from the split -spoon sampler, the soil hue, value, and
chroma were determined by comparison with Munsell color charts and recorded. These data
are provided in the table below to illustrate how the soil chroma values change with depth
below the ground surface. Where more than one description was evident, the more prevalent
one was listed first and the secondary description was listed as a mottle, such as "X mottled
with Y". Where two different descriptions were approximately equal, they are listed as "Mottled
X and Y".

Sheetz Store — Seasonal Nigh Water Table
NC Hwy 109 at Gumtree Road
Wallburg, North Carolina
February 5, 2010
Unifour Project G-1034B
Page 3
Depth (ft)
Munseil Description
Boring
B-14
Boring
B-15
1
10YR 6/6
10YR 5/4
2
10YR 6/6 mottled w/ 5YR 5/6
10YR 5/4
3
Not sampled
10YR 6/6 mottled w/ 5YR 5/6
4
Not sampled
10YR 6/6 mottled w/ 5YR 5/6
5
7.5YR 5/6
10YR 6/6 mottled w/ 5YR 5/6
6
7.5YR 7/6 mottled w15YR 6/8
10YR 716 mottled w/ 5YR 5/6
7
7.5YR 6/6 mottled w/ 7.5YR 7/1
10YR 6/4
8
10YR 7/1
Mottled 10YR 7/2 and 10YR 6/8
9
10YR 7/1 mottled w/ 2.5YR 7/3
Mottled 10YR 6/4 and 10YR 8/2
10
Mottled 10YR 8/1 and 10YR 6/8
10YR 8/1
11
Mottled 2.5YR 711 and 10YR 6/8
2.5YR 7/3
12
Mottled 2.5YR 7/1 and 10YR 6/8
2.5YR 7/3
13
10YR 8/2 mottled w/ 10YR 7/8
7.5YR 7/1 mottled w/ 7.5YR 3/2
14
10YR 8/2 mottled w/ 10YR 7/8
7.5YR 7/1 mottled w/ 7.5YR 3/2
Boring Terminated
15
10YR 8/2 mottled w/ 10YR 7/8
16
10YR 4/1
17
2.5YR 811
18
2.5YR 8/1
Boring Terminated

Sheetz Store — Seasonal High Water Table February 5, 2010
NC Hwy 109 at Gumtree Road Unifour Project G-1034B
Wallburg, North Carolina Page 4
Conclusions and Recommendations
The purpose of the field exploration and Munsell soil description was to allow inference of the
depth of the seasonal high water table at the stormwater management devices. The inference
is based on redoximorphic features in the soil, specifically low chroma mottles (called redox
depletions), which are formed as a result of the seasonal fluctuations of the water table. A
redox depletion is a localized zone of "decreased" pigmentation that is grayer, lighter, or less
red than the surrounding soil matrix. Depletions with chroma <- 2 are used to define aquic
conditions in Soil Taxonomy and are used extensively in the field to infer the occurrence and
depth of saturation in soils.
Review of the tabulated Munsell data from the borings shows the first occurrence of low
chroma readings (chroma less than or equal to 2) at a depth of 7 feet in boring B-14 and at a
depth of 8 feet in boring B-15. The subsequent chroma readings at greater depths are almost
all equal to or lower than the readings at these first occurrence depths. These chroma
readings are supported by the direct groundwater depths measured in the borings which were
each approximately 1 foot below the depth of the first occurrence of the low chroma readings.
This suggests that groundwater at the time of the exploration was near the seasonal high
water table level. Based on these data, we recommend the depth to the seasonal high water
table be taken as 7 feet below ground surface at boring B-14 and 8 feet below ground surface
at boring B-15.
Closing
We appreciate the opportunity to be of service to you on this phase of the project. If we can
provide any additional engineering or testing services please contact us.
Respectfully submitted,
UNIFOUR ENGINEERING & TESTING LABORATORIES, PC
By,
H CA
01
3 i S iEAI
• 1967(
' t
�.�opG 'GIN y�,�.
•.....••
Douglas O. Bell, P.E. "1, GtA 0,0
Principal Engineer �'rH11„15110% �
Licensed, NC 019670
Date:
Attachments: Boring Location Map
Test Boring Reports

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APPROXIMATE
' BORING LOCATION
BORING NEW SHEETZ 6-10346
wALLBURG, NORTH CAROCINADRAWING ASSCESPROJE1 NUMBER
LOCATION MAP STIMMEL OATo
SHEET
Unl*
f�u� CLIENT: SHEETZ, INC. 1/29/2010 FIG.1
DATE DRAWING NUMBER
2019 Ist Avenoi sw Engineering & Testing Laboratories, PC : Numbering Q p
IIickory. North Camlina 28601 NOTE; o f Borings kept Consecutive with 1" : 80.
11,0. Rox 2067-hickory•, NC28603 previous borings.
(P) 828.2 56.3000 pSCALE
(F ) 82x.2s6.6m_ 1

111111IR
ItUnif Our
TEST BORING
REPORT
BORING B-14
]ingin erring & Testing Lnbomtnries, 11C
PROJECT: Sheetz - Wallburg, NC FILE NO.: G-1034B
CLIENT: Sheetz, Inc. SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION:
GROUNDWATER PENETRATION DEPTH: 18.0 FT
DATE TIME H2O TEST DATA SPT DPT ELEVATION:
1128 TOB 16' TYPE: gPn SP DATE START: January 28, 2010
1128 EOD 8' SIZE I.D.: 1.718- DATE FINISH: January 28, 2010
Blows per 6 SPT N- HAMMERWT: 14ON DRILLER: Unifour
inch value, by
increment HAMMER FALL: 50" - - INSPECTOR: Jared Webb, E.I.
DEPTH SAMPLE DEPTH MOIST. .200 (% FIELD CLASSIFICATION AND REMARKS
(M No, INTERVAL (x)
1
0-2
7-10-14
24
1-314" (+1-) Asphalt - 10" (+1-) Stone
RESIDUAL -Yellowish brown silty SAND (SM)
5
4-6
9-11-13
24
17.6
2
6-8
8-11-15
26
11.7
3
Yellowish brown mottled w1 gray silty SAND (SM)
moist
4
8-10
12-11-12
23
10.8
Gray silty SAND mottled w1 yellowish brown
10
silty SAND (SM) - moist
10-12
8-10-12
22
16.8
5
wgz
White mottled with yellowish brown
6
12-14
5-7-10
17
25.1
sandy SILT (ML) - moist
15
14-16
7-6-11
17
7
Dark brown/black highly mica. sandy SILT (ML)
8
16-18
15-32-50
82
:.R14
20
Boring terminated at 18.0 ft
Water at Time of Boring (TOB) measured inside
augers.
Water at End of Day (EOD) measured prior to
25
demobilizing from site.
30
35
BLOWSIFT DENSITY
BLOWSIFT CONSISTENCY
SAMPLER IDENTIFICATION
0-4 Very loose
0-2 Very Soft
OPT —DIRECT PUSH
4-10 Loose
2d Soft
SPT -----SPLIT SPOON
10.30 CompacVM. Dense
4-8 Firm
T--THIN WALL TUBE
30-50 Dense
8.15 Stiff
U -----UNDISTURBED PISTON
50+ Very Dense
15-30 Very Stiff

M
M Unif our
TEST BORING
REPORT
BORING B-15
F.ngineeTing& Testing l.ahnralorirg, PC
PROJECT: Sheetz - Wallburg, NC FILE NO.: G-1034B
CLIENT: Sheetz, Inc. SHEET NO.: 1 of 1
DEPTH TO STANDARD SAMPLING PROTOCOL LOCATION :
GROUNDWATER PENETRATION DEPTH: 14.0 FT
DATE TIME H2O TEST DATA SPT OPT ELEVATION :
1128 TOB 12' TYPE: spit sP DATE START: January 28, 2010
1128 EOD 9' SIZELD.: 1.718" DATE FINISH: January 28, 2010
Blows per B SPT N- HAMMER wT: 1400 DRILLER: Unifour
inch increment value, by HAMMER FALL: 30" - INSPECTOR: Jared Webb, E.I.
DEPTH SAMPLE DEPTH MOIST.
{rT) NO, (xl •20o Ix FIELD CLASSIFICATION AND REMARKS
INTERVAL
5
10
1
0-2
2-4
4-6
6-8
8-10
10-12
12-74
2-1-2
5-7-71
7-10-12
10-16-11
15-15-27
21-19-13
7-9-11
3d,
18
22
27
42
32
20
17.2
14.2
12.5
16.8
20.5
4" (+1-) Topsoil
RESIDUAL -Light brown Sandy SILT (ML)
2
Brownish yellow silty SAND ISM)
Mottled brownish yellow and white
silty SAND ISM)
3
4
5
6
}�
i`►:
Mottled reddish gray and brown
sandy SILT (ML)
7
15
20
25
30
35
Boring terminated at 14.0 ft
Water at Time of Boring (TOB) measured inside
augers.
Water at End of Day (EOD) measured prior to
demobilizing from site.
BLOWSIFT DENSITY
BLOWSIFT CONSISTENCY
SAMPLER IDENTIFICATION
od Very loose
4-10 Loose
10.30 compact/M. Dense
30-50 Dense
50+ Very Dense
0.2 Very Soft
2-4 Soft
4-8 Firm
8-15 stiff
15-30 Vary Stiff
DPT -----DIRECT PUSH
SPT --SPUT SPOON
T ---THIN WALL TUBE
U ---UNDISTURBED PISTON

SHWT ELEVATION APPROXIMATION
` I BORING B-15
i
SURFACE ELV:917.37
APPROXIMATE SHWT DEPTHH'�9g�77 3377 ��\ \ APPROXIMATE SHWT ELV:909.37 yrATERTABLEB'QRE
�
VATERTBRI&E /
\ BORING B-14
SURFACE ELV916.11
APPROXIMATE SHWT DEPTH:9'
APPROXIMATE SHWT ELV:909.11
\
/
`` •\ / o� '00010
'po
Ile
/' GROUND ELEVATIONS AT BORE LOCATIONS
WERE SHOT BY SGROI LAND SURVEYING AND
ARE ON SAME VERTICAL DATUM AS SHEETZ
•\ /'- ; f DESIGN
60 0 60 120 180
i
North SCALE: 1" = 60'

)
1
r
f
4
Return To: Cynthia S. Aiken, Post Office Drawer 15026, luc 12 4 os PH'85
Winston-Salem, North Carolina 27113
Drafted By: ALLKAN, SPRY, HUMPHREYS & ARM£NTROUT
Cynthia S. Aiken
Post Office Drawer 15026
Winston-Salem, North Carolina 27113
Telephone: [phone]
STATE OF NORTH CAROLINA )
1 DEED
COUNTY OF DAVIDSON )
THIS DEED, made this 31st day of July , 1985,
by JOSEPH WADE YOKELEY (widower) of Forsyth , County,
North Carolina, a 1/8 undivided interest; ROSA YOKELEY WALKER
(widow), of Davidson County, North Carolina, a 1/8 undivided
interest; VIRGIE YOKELEY STONE (widow), of Forsyth County, North
Carolina, a 1/8 undivided interest; DR. GILBERT W. YOKELEY and
wife DELIA G. YOKELEY, of Forsyth County, North Carolina, a 1/8
undivided interest; HAYES HAMPTON YOKELEY and wife ELIZABETH A.
YOKELEY, of Forsyth County, North Carolina, a 1/8 undivided
interest; JAKE LLOYD YOKELEY and wife ADELINE G. YOKELEY, of
Forsyth County, North Carolina, a 1/8 undivided interest; MARTHA
YOKELEY MARTINAT (widow), of Forsyth County, North Caoriina, a
1/8 undivided interest; GILBERT W. WALKER and wife FRANCES C.
WALKER, of Forsyth County, North Carolina, a 1/32 undivided
interest; DONALD EDWARD WALKER and wife SYLVIA D. WALKER, of
New Hanover County, North Carolina, a 1/32 undivided interest;
VICKIE YOKELEY BRITTAIN and husband JAMES S. BRITTAIN, of
Forsyth County, North Carolina, a 1/32 undivided interest;
and SHIRLEY YOKELEY LAIRD and husband CHARLIE H. LAIRD, of
Forsyth County, North Carolina, a 1/32 undivided interest.
parties of the first part, to W 6 u JOINT VENTURE, a North
Carolina General Partnership, party of the second part;
W I T N E S 5 E T H:
That the said parties of the first part, in considera-
tion of ($100.00 and ovc), One Hundred Dollars and other valuable

0
considerations to them paid by the Said party of the second part,
the receipt of which is hereby acknowledged, have bargained and
sold, and by these presents do bargain, sell and convey unto the
said party of the second part, its successors and assigns a tract
or parcel of land in Davidson County, North Carolina, Abbotts
Creek Township, and bounded as follows:
BEGINNING at an iron stake in the Northeast
corner of the intersection of N. C. Highway 109
and Gumtree Road (State Road 1711); thence with
the eastern right-of-way line of N. C. Highway
109 North 326 41' 02' West 373.45 feet to an
iron in said right-of-way line, said iron lying
on the Forsyth County line and being a corner of
Lot 2, Merriweather Estates (Forsyth County);
thence with the Forsyth County Line and the
southern boundary line of said Lot 2, South 86'
51' 03' East 19.89 feet to point, the South-
western corner of the Maranatha Baptist Church
property described in Book 1446. page 642,
Forsyth County Registry; thence continuing with
the Forsyth County line and the southern
boundary line of Maranatha Baptist Church South
87' 58' 46• East 299.52 feet to a point, the
Southwestern corner of the Bertha Rothrock
property described in Book 1442, page 1769,
Forsyth County Registry; thence continuing with
the Forsyth County Line and the Southern
boundary line of Rothrock South 98' 06' 43' East
306.16 feet to a point; thence continuing with
the Forsyth County line South 88' 21' 27" East
37.10 feet to an iron in the Northern right-of-
way Iine of Gumtree Road; thence with said
right-of-way line as it curves to the right a
chord bearing and distance South 57' 28' 02'
West 546.32 feet (no arc distance or radius
given) to the point and place of beginning,
containing 2.32 acres more or less, according
to a survey entitled 'Fruperty of Gilbert W.
Yokeley" prepared by John E. Season. Reqistered
Land Surveyor, dated June 12, 1985.
Being a part of Tax Lot 17, Abbotks Creek
Township, Map #2, Davidson County Tax Maps.
Being a portion of the property conveyed to
Jacob W. Yokeley and wife Joyce C. Yokeley by
deed recorded in Book 72, page 47, Davidson
County Registry. See also Will of Jacob W.
Yokeley (film no. 516, page 655); Will of Joyce
C. Yokeley (film no. 681, page 13081; Estate of
Raran Mock Yokeley (file no. 72E 968); and Will
of Frances E. Yokeley (file no. 63E 795), all in
Forsyth County Superior Court Records and see
also will of Lema Mary Yokeley (file no. 74E
284, Davidson County Superior Court Records).
TO HAVE AND TO HOLD the aforesaid tract or parcel of
land, all privileges and appurtenances thereunto belonging to the
said party of the second part and its successors and assigns
forever and the said parties of the first part do covenant that
-2-

Fii
to
they are seized of said premises in fee and have the right to
convey the same in fee simple; that the same are free from
encumbrances; and that they will warrant and defend the said
title to the same against the claims of all persons whatsoever,
Subject to easements and restrictions of record, if any, and 1985
ad valorem taxes.
IN TESTIMONY WHEREOF, the said parties of the first
part have hereunto set their hands and seals.
�&-LL-U, �" t (SEAL)
JOSE�ADE YORE E I
1
CC��,Qi CoQ (.l�l_( (SEAL)
ROSA YO LEY WALKER
(SEAL)
VIRGI6 KELEY STONE
(SEAL)
DR. GILBERT W. Y K LEY
11�t..- c.T.�► (SEAL)
MARTHA YOg LEY qtARTINAT
(SEAL)
GI LBE"R1XLli-7'
��tthe,G�•( SEAL)
13DNALD JEDWARD WALKER
f I 6. (SEAL)LJL''a�(/}i (SEAL)
-44
DEVIA G. YOKELEYr SIPIA D.'WALKER
C
Y j(SEAL) J/ (S-AL)
HATES HAMPTUYYOKELEY VICKI
r �
EAL)
ELIZJs$ TH A. YOKELF]Y J
;/%►Ls,L4 (SEAL)
AKE LLOY%f YOKiLEY
I.LGiPL«., t (SEAL)
ADELINE G. YO ELEX
(SEAL)
JAES 5. BRITTALN
IE�t *, �C�sYlLea I ZobSEAL)
SHIRLEY_IYOPELEY WKLI
X
� �(SEAL)
-3-

STATE
COUNTY OF
Notary Public of
ount-y, tate o��_ i �_ fiLa U do
;- ereby ce tify t at JOS£PH WADE YOKELEY (widower), grantor,
personally appeared before me this day and acknowledged the
execution of the foregoing deed of conveyance.
Witness my hand and notarial seal or stamp, this the
play of , 1985.
s2
Notary Pub c
(NOTARIAL STAKP OR SEALS
My commissio
n xpires: r t1�)ARY
'- C
-�L�-� �. PLZLIC c,
STATE OP'2�1� Q11i.�.)
1 _
- COISNTY OA �
Nota y Public of
� aunty, State of do
hereby fortiry that ROSA YOKELEY WALKER (widow), grantor,
personally appeared before me this day and acknowledged the
execution of the foregoing deed of conveyance.
�y Witness m Ahand and notarial seal or stamp, this the
day of , 1965.
n n
�d`'9oUF1 '4+y` Notary Public
[NOTARIAL STAMP OR SEAL],
My commission expires: ? NOTARY
I
'. CO,J = +lam
-4-

M
STATE OF
COUNTY OF 44L)
L I, Notary Public of
County, State o do
hereby er�ft y that VIRGIE YOKELEY STO E (widow), grantor,
personally appeared before me this day and acknowledged the
execution of the foregoing deed of conveyance.
Witness my hand and notarial seal or stamp, this the
day of C . 1985.
v
m-� -
`rit,,,sn Notate c
[NOTARIAL STAMP OR SEAL],. ?.� • C�j`�
MY ,RYrn� s
_�-
to -R(j r .�� P.•TL4C ca�
STATE OF y i�jjq1
l
COUNTY OF
n �
Notary Public of
County, state o
do ereh certi y that ZX> X*Xlg DELIA G.
YOKELEY, grantor, znz:b personally appeared before me this
day and acknowledged the execution of the foregoing deed of
conveyance.
Witness my hand and notarial seal or stamp, this the
a5" day of 1985.
J
Foy Pu i c
[NOTARIAL STAMP OR SEAL]
My commission expires:
STATE OF NORTH CAROLINA
COUNTY OF FORSYTH
I, Tonia M. Comer, a Notary Public of Forsyth County, State
of North Carolina, do hereby certify that DR. GILBERT W. YOKELEY,
grantor, personally appeared before me this day and acknowledged the
execution of the foregoing deed of conveyance.
Witness my hand and notarial
26th day of July, 1985.
.o ^y.
`Q'l
ee
s_
(NOTARIAL STAMP OR SE#iL]
My commission expires p.
,y"
'r•rr,f 0nn,•,
MIC
seal or stamp, this the
)tart' Public

� n
STATE OF �77'�
COUNTY OF 'gorS )
a potarX Publ C of
County, State o
o hereby certify that HAYES HAMPTON YO ELEY and wife ELIZABETH
A. YOKELEY, grantors, each personally appeared before me this
day and acknowledged the execution of the foregoing deed of
conveyance.
Witness my hand and notarial seal or stamp, this the
day of ,A� 1985.
,�,. - - ft,
V _ j: COS
1;�T,N! Ry o ary Public
[NOTARIAL STAMP OR 5EALI '`"
My commission expires:
L-.
n
STATE OF ___ ;w1_(ilw}
)
COUNTY OF � )
.'1
kh
Notary Public of
County, state o _ �L1
do ere y c� certify that JAKE LLOYD YOKELEY and wife ADELINE G.
YOKELEY, grantors, each personally appeared beforeLme this
day and acknowledged the execution of the foregoing deed of
conveyance.
Witness my hand and notarial seal or stamp, this the
day of 1985.
{NOTARIAL STAMP OR SEAL]
My commission expires:
ant �.RY
QS

i
STATE Of' � � L1 ZAt0 .;g, )
COUNTY OF
I. jE "okary Public of
County, State of � 0h r,1_�. �_ )
o herey certify that MARTHA YOKELEY MARTINAT (widow), grantor,
personally appeared before me this day and acknowledged the
execution of the foregoing deed of conveyance.
Witness my hand and notarial seal or stamp, this the
day of 1985.
[NOTARIAL STAMP OR SEALI ,4�i.1a • r� lop
My comnission expires:
STATE OF `,90C.0 fi ) '�•+n: �taaaa
)
COUNTY OF fDRS�/TFl )
a Notary Public of
-fcXsrTi,�_ County, S e of Aitr„LrrASgv:ld -
o hereD51 certify that GILB RT W. WALKER and wife PRANCES C.
WALKER, grantors, each personally appeared before me this day and
acknowledged the execution of the foregoing deed of conveyance.
witness my hand and notarial seal or stamp, this the
n�STI/ day of r 1985.
ANN JOHNSTON
ROTARY PUBLIC
FORSVIM COUNTY, N. C -r
NOt G
[NOTARIAL STAMP OR SEAL]
My commission expires:
/99a
-7-
9

7.
STATE OF �-,/ )
)
COUNTY OF )
Notar Public of
County, State o f ��� 4 4 41 A)
o hereFY certify that DONALD EDWARD WALKER and wife SYLVIA D.
WALKER', rantors, each personally appeared before me this day and
acknowledged the execution of the foregoing deed of conveyance.
Witness my Pand and notarial seal or stamp, this the
day of CV 1985.
�a,". Notary Public
(NOTARIAL STAMP OR SEAL) C.Ck N.coil
.' F1P
My commission expires:
FUBOt
��••. J co
1 STATE OF 3 ,,}nttn.•.t���
. 3
COUNTY OF )
a otary Public of
` County, state a
o ere y cart fy that VICKIE YOKELEY B ITTAIN and husband JAMES
S. BRITTAiN, grantors, each personally appeared before me this
day and acknowledged the execution of the foregoing deed of
conveyance.
W'ltnessAy hand and notarial seal or stamp, this the
-��- day of 1985.
(NOTARIAL STAMP OR SEAL]�CoSgf
My commissionexpires.
/- ZU_E.qq
-8-

STATE OF in Aj rntu�
3
COUNTY OF���`L�^
, NotaryPublic of
County, State o
dcj ere y certify that SHIRLEY YOKELE IRO. grantor, personally
appeared before me this day and acknowledged the execution of the
foregoing deed of conveyance.
' Witness my hand and notarial seal or stamp, this the
day of 1985.
•'�''} rLr Notary Pub.LIC
(NOTARIAL STAMP OR SEAL].'
�r T.4 RY
My commission expires:
C,I 10 — gq ?fir
• • + s + a + t • + + + Ai'e� r� }�l j�, ate•
STATE OF arTN �A,Cdl..,%A f
j COUNTY OF f Tf1 !
I, a Notary Public of
County, WaRte-of alem eewal,."
o hereby certa y that CW&LIE 8. LAIRD, grantor, person'&Tyy
appeared before me this day and acknowledged the execution of
the foregoing deed of conveyance.
Witness my hand and notarial seal or stamp, this the
.3.0 Xy day of �, l,/ - 1985,
ANN JOHNSTON
M07AW PUBLIC
FORsm COUNTY -C
-No ta Pu c
(NOTARIAL STAMP OR SEAL]
My commission expires:
-9-

STATE OF NORTH CAROLINA ]
DAVIDSON COUNTY j
The foregoing (or annexed) certificates of:
are certified to be correct. This the �„� day
1985.
ml
Register of Deeds— RKAW W CLWC5 t
By
vepu --rgasews�
-10-

.:l C T
r
2010 Statement of Work For Sheetz Inc. - CT Corporation's Registered
Agent Services
For annual fees rendered by Sheetz, Inc. ("Customer"), CT Corporation will continue to act as the
company's registered agent in the jurisdictions where Sheetz and its subsidiaries, including
Sheetz of North Carolina, are registered to do business with the various states.
CT's statutory or contract representation services are limited to the receipt and forwarding of
items covered by the respective statute, rule, regulation or contract, and do not include the
provision of a business or mailing address independent of such statute, rule, regulation, or
contract. CT has no obligation to forward any items received pursuant to any unauthorized use
of CT's address and assumes no liability to Customer or any other party for loss of such items.
Inclusive within CT's standard registered agent services for Sheetz are the following:
• Receipt and forwarding of any service of process on behalf of the organization if properly
served upon CT Corporation;
• Forwarding any state communications received on behalf of the organization if directed
through CT Corporation within that jurisdiction;
• Forwarding any general communications to the organization that may be routed through CT
Corporation on behalf of Sheetz;
• Providing Sheetz with Report & Tax Bulletins and related reports covering those jurisdictions
In which CT acts as registered agent for the companies;
• Providing Sheetz with access to CTAdvantage.com to assist with transactional needs;
• CT will provide Sheetz with a calendar system to assist with timely filing annual/biennial
reports with the states in which they conduct business;
• CT will provide Sheetz with a database to track any service of process that has been
forwarded to the company by CT as its registered agent.
It is Customer's sole responsibility to keep CT informed as to any changes in address, or of
changes of persons authorized to receive CT notifications, reports, processes and legal matters.
Such changes are deemed to be effective when entered into CT's customer record system.
Unless notified, CT will automatically generate renewal bills once annually for the above
registered agent services. CT guarantees to keep the said services active unless advised to cancel
by an authorized representative from within the Sheetz organization.
CT is not engaged in rendering legal or other professional service. If legal or other expert
assistance is required, the services of a competent professional person should be sought.
f �
Adriane pePante, CTCorpo

a=--=3LLP ECS CAROLINAS LLP
CAtit+ UNA. 9 Geotechnicai*Construction Materials*Environmental
June 11, 2020
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
585 Waughtown St.
Winston-Salem, North Carolina 27107
ECS Project No. 09.17817
Reference: Phase I Environmental Site Assessment
Proposed Sheetz
5519 Gumtree Road
Wallburg, North Carolina
To whom it may concern:
ECS Carolinas, LLP (ECS) conducted a Phase I Environmental Site Assessment (ESA) for the
proposed Sheetz site located at 5519 Gumtree Road in September 2009. At that time, we
observed the site for evidence of streams, ponds and wetlands. Streams ponds and wetlands
are not present on the site.
If there are questions regarding this letter, or a need for further information, please contact us at
[phone].
Respectfully submitted,
ECS CAROLINAS, LLP
0/9144-�
Denise M. Poulos, PWS
Principal Scientist
cc: Mr. Sam Smith, Stimmel Associates, PA
481 l Koger Boulevard * Greensboro. NC 27407 * T: 336-856-7150 * F: 336-856-7160 * www.ecslknited.com
ECS Carolinas. LLP * ECS Florida, LLC * ECS Mid -Atlantic, LLC • ECS Southeast. LLC • ECS Texas, LLP

St
601 N. Trade Street
Suite 200
date: 6/11/2010 job #: 09-148
Winston Salem, NC
project: 5heetz
Landscape Architecture
27101-2916
HWY 1091 Gumtree Rd.
Civil Engineering
Stlmmel Associates, PA
Land Planning
P: 336.723.1067
F: 336,723.1069
Wallburg, NC
letter of transmittal
attn: Robert Patterson/ Stormwater Staff Engineer
to: NC DENR- DWQ Wetlands and Stormwater Brancl
Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
[phone]
We are sending you the following items:
sent via: fi Attached
r Under Separate Cover
r U.S. Mail r By Hand
r Over Night Service ( For Pick -Up
f Fax#
# of pages total =
r%
Prints
Calculations
r
Base Drawings
r
Reproducibles
r
Information
r
Correspondence
r
Originals
r
Specifications
r
Change Order/ Addendum
r Diskette/CD
r Email with Attachments
r
copies
sheet
dated
descri bon
2
5/26/2010
Stormwater Permit Application(original and copy)
1
supplement
5/26/2010
Supplements Form and O&M Agreement
1
Check
6111 /2010
$505 Review Fee
1
supplement
61712010
Stormwater Management Calculations
1
supplement
USGS location map
2
Sets
6/7/2010
Plans: D-1, C-1,C-3.0, C-3.1, C-3.3, L-1, L-2
1
supplement
Soils Report and SHWT information
1
j Deed
8/12/1985
Current Deed
1
supplement
6/11/2010
Wetland Evaluation letter
remarks, comments, & details:
Robert,
Attached to this Transmittal is the Stormwater Permit Application packet for the Sheetz at the
intersection of Hwy 109 and Gumtree Rd. in Wallburg , NC. If you have.any-.q es4tions or concerns
please feel free to call. —_�'"'J
�tC���
Thanks,
Ken Binkley
[phone] Ext. 118
1LSN .l 4
copies to: rile Qy: Ken Hinkley

NC®ENR f-a ri
North Carolina Department of Environment and Natural Resources Y
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director RECEIVED Secretary
N.C. Dept. of ENR
June 28, 2010
JUL a 2 2a1a
Winston-Salem
Ragtonal 0fflce
Mr. Wilbur Christmas, PE
Stimmel Associates, P.A.
601 N. Trade St.
Winston Salem, NC 27101
Subject: Request for Additional Information
Stormwater Project No. SW4100601
Sheetz-Wallburg, NC
Davidson County
Dear Mr. Christmas:
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on June 14, 2010. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stormwater review:
l . A wet detention basin designed for 85%TSS Removal must have a level spreader and filter strip.
Alternatively, the pond may be designed for 90% TSS. Please change the design to incorporate one of
these options.
2. No drawdown calculations were found in the submitted materials. Please include these.
3. The Supplement Checklist for the wet detention basin was not included. Please include this.
4. The flowpath to width is not 3:1. The supplement says the flowpath to width is 3.1 but this is not reflective
of what is shown on the planshects. Please update the design to have a 3:1 flowpath to width.
5. Baffle wall and the outlet structure details are noted to be on plan sheet C-5.3. This sheet was not included
with the plans. A small plan sheet of C3-3 was included with the calculations looks to have these details.
Please make sure to fix this discrepancy and provide two copies of the plan sheet.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to July 14, 2010, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a tune extension to the
Division at the address and fax number at the bottom of this letter: The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone].
Sincerely,
AC;7----- . i
Brian Lowther
Environmental Engineer
cc: Winston Salem Regional Office
DWQ Central Piles
Wetlands and Stormwater Branch One
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 North Carob na
Location: 512 Salisbury St. Raleigh, North Carolina 27604 �atura!!J
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwalerquatity.org