20180029 Ver 1_Stormwater Info_20180306

Transmittal
601 North Trade St Suite 200, Winston Salem, NC 27101
Page 1 of 2
PROJECT:EGGER - DAVIDSON COUNTY
17-212 DATE:2/6/2018
SUBJECT:Stormwater Management
Submittal TRANSMITTAL ID:00018
PURPOSE:For your approval VIA:Info Exchange
FROM
NAME COMPANY EMAIL PHONE
Neal Tucker
601 North Trade St
Suite 200
Winston Salem NC 27101
United States
Stimmel Associates, [e-mail] 336-723-1067
TO
NAME COMPANY EMAIL PHONE
Chonticha
McDaniel
1617 Mail
Service Center
Raleigh, NC
27699-1617
United States of
America
NC Division of Water Resources, 401 &
Buffer Permitting Branch
chonticha.mcdaniel@
ncdenr.gov
(919)
870-6379
REMARKS:
Chonticha,

The stormwater documents for the Egger project are too large to e-mail, so
I am transmitting a link for you to download them from our Information
Exchange server. Stormwater plans, calculations, stormwater permit
application and re-treatment exhibit are included. Click the link in this
transmittal to download the files. Let me know if you have any questions.

Thanks.
Neal Tucker
Transmittal
DATE:2/6/2018
TRANSMITTAL ID:00018
Page 2 of 2
DESCRIPTION OF CONTENTS
QTY DATED TITLE NOTES
1 2/6/2018 Egger PRE-TREATMENT EXHIBIT.pdf
1 2/5/2018 Egger SWM Application.pdf
1 2/6/2018 Egger SWM Calculations.pdf
1 2/6/2018 Egger SWM Plans Full Set_2-1-18.pdf
COPIES:
Sue Homewood (NCDENR W-S Regional Office)
Brad Luckey (Pilot Environmental, Inc)
Wilbur Christmas (Stimmel Associates, P.A.)
GI107GI106GI105GI104GI102GI101OUTLET100GI201OUTLET200GI202GI203GI204GI205GI206GI207GI209GI103GI208PERMANENTDIVERSIONCHANNELINSTALLEDDURINGSTAGE1EROSIONCONTROL.GI210GI211CHECKEDBY:DRAWNBY:ISSUEDATE:DESIGNMANAGER:DESIGNCOORDINATOR:ARCHITECT:CIVIL/STRUCTURAL:MECHANICAL/ELECTRICAL/PLUMBING:REVISIONS:17-21212/04/2017WECJNTNo.DescriptionDatePHASE1ABUILDINGS04/05/06(OFFICE/TRAININGCENTER)LEXINGTON,NORTHCAROLINASHEETNAME:SHEETNUMBER:PROJECTNO:DESIGNCONSULTANTS:ANEWMANUFACTURINGFACILITYAIssuedforReview12/04/2017WoodsProductsLLCEGGERBIssuedforReview12/22/2017CIssuedforReview12/28/2017DIssuedforReview01/11/2018EIssuedforReview01/15/2018FIssuedforBid01/23/2018GIssuedforPermitting01/31/2018HBidRevision02/01/2018EXHIBITNorth0SCALE:1"=120'120120240360RETAININGWALLRETAININGWALLACCESSROADEGGERPARKWAYBYOTHERSDUKEENERGYACCESSROADTOR/W.DUKEENERGYSUBSTATIONPAD.WETDETENTIONPOND.SEESW-401.RELOCATEDDUKEENERGYTRANSMISSIONLINE.FUTUREPHASE3HATCHAREAREPRESENTTHEAREADESIGNATEDBYEGGERWOODPRODUCTSASPRODUCINGCATEGORY2STORMRUNOFFREQUIRINGPRE-TREATMENTPRIORTODISCHARGINGTOTHESTORMWATERMANAGEMENTPOND.RETAININGWALLEGGERPARKWAYSTORMOUTFALLBYOTHERSMASSGRADINGCONTOURS.SEEPHASEPLANSBYOTHERSFORFINALGRADING.PONDDRAINAGEAREA(TYP)EGGERENTRANCEN35°44'43.0788"W80°20'23.4852"PROPERTYLINE(TYP)PROPERTYLINE(TYP)PROPERTYLINE(TYP)PROPERTYLINE(TYP)S O U T H P O T T S C R .WETLANDS(TYP).ALLWETLANDSHAVEBEENDELINEATEDBYPILOTENVIRONMENTAL.WETLANDS(TYP).ALLWETLANDSHAVEBEENDELINEATEDBYPILOTENVIRONMENTAL.

STORMWATER MANAGEMENT CALCULATIONS AND
SUPPORTING INFORMATION

EGGER WOOD PRODUCTS, LLC
Linwood
Davidson County, N.C.
Project # 17-212

Owner:
Egger Wood Products, LLC
300 Egger Parkway
Linwood, NC 27299

By:

2/06/2018

Hydrologic Soil Group—Davidson County, North Carolina
(Egger Wood Products)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/16/2018
Page 1 of 3395460039549003955200395550039558003956100395460039549003955200395550039558003956100558100558400558700559000559300559600559900560200560500560800
558100 558400 558700 559000 559300 559600 559900 560200 560500 560800
35° 44' 54'' N 80° 21' 30'' W35° 44' 54'' N80° 19' 38'' W35° 43' 55'' N
80° 21' 30'' W35° 43' 55'' N
80° 19' 38'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 500 1000 2000 3000
Feet
0 150 300 600 900
Meters
Map Scale: 1:12,800 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Davidson County, North Carolina
Survey Area Data: Version 18, Sep 26, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Mar
15, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Davidson County, North Carolina
(Egger Wood Products)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/16/2018
Page 2 of 3
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ArA Armenia loam, 0 to 2
percent slopes,
frequently flooded
C/D 6.8 2.3%
CcB Cecil sandy loam, 2 to 8
percent slopes
B 4.6 1.6%
CcD Cecil sandy loam, 8 to
15 percent slopes
A 10.8 3.7%
ChA Chewacla loam, 0 to 2
percent slopes,
frequently flooded
B/D 32.7 11.2%
DdB Davidson loam, 2 to 8
percent slopes
B 115.4 39.3%
DdD Davidson loam, 8 to 15
percent slopes
B 5.1 1.7%
MeB Mecklenburg loam, 2 to
8 percent slopes
C 7.7 2.6%
MeD Mecklenburg loam, 8 to
15 percent slopes
C 4.9 1.7%
PaE Pacolet sandy loam, 15
to 25 percent slopes
B 13.2 4.5%
Ud Udorthents, loamy C 64.5 22.0%
Ur Urban land 20.1 6.8%
W Water 7.6 2.6%
Totals for Area of Interest 293.4 100.0%
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Davidson County, North Carolina Egger Wood Products
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/16/2018
Page 3 of 3
Project :Egger Wood Products Sheet : 1
Project No.:17-212 Date : 2/5/2018
Designed by:WC Revised:
Checked by:
SCS RUNOFF CURVE NUMBERS- SITE DRAINAGE AREA
PRE-DEVELOPED CONDITIONS
BASIN LAND USE SOIL HYDROL. AREA AREA CURVE NO CN x
NAME GROUP (AC.) ( % ) (CN)AREA
N/A N/A 6.37 4.36%98 624
N/A N/A 1.98 1.36%98 194
* C 1.05 0.72%70 74
Woods-Good DdB B 0.38 0.26%55 21
Ud C 5.31 3.63%65 345
DdB B 0.28 0.19%48 13
ArA D 4.27 2.92%73 312
* C 47.60 32.58%71 3380
ArA D 6.92 4.74%78 540
Meadow-Good ** B 71.93 49.24%58 4172
*Ud,MeB,MeD **DdB,PaE,DdD TOTALS 146.09 46.0% 9674
WEIGHTED CN (PRE-DEVELOPED) = 66
POST-DEVELOPED CONDITIONS
BASIN LAND USE SOIL HYDROL. AREA AREA CURVE NO CN x
NAME GROUP (AC.) ( % ) (CN)AREA
N/A N/A 137.63 94.21%98 13488
N/A N/A 3.32 2.27%98 325
Ud C 5.14 3.52%74 380
*NaB,TdC,CoA TOTALS 146.09 100.0% 14193
WEIGHTED CN (DEVELOPED) = 97
Water-Pond
Open Space Good
Brush-Good
Brush-Good
Meadow-Good
Meadow-Good
Impervious
Water
Woods-Good
Brush-Good
Impervious
NOAA Atlas 14, Volume 2, Version 3
Location name: Linwood, North Carolina, USA*
Latitude: 35.7417°, Longitude: -80.3437°
Elevation: 692.37 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular |PF_graphical |Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.385
(0.354-0.418)
0.456
(0.420-0.497)
0.531
(0.488-0.578)
0.582
(0.534-0.631)
0.637
(0.582-0.691)
0.672
(0.612-0.729)
0.703
(0.635-0.762)
0.727
(0.654-0.790)
0.751
(0.670-0.817)
0.765
(0.677-0.834)
10-min 0.615
(0.566-0.668)
0.729
(0.672-0.795)
0.851
(0.782-0.926)
0.931
(0.854-1.01)
1.01
(0.927-1.10)
1.07
(0.974-1.16)
1.12
(1.01-1.21)
1.15
(1.04-1.25)
1.19
(1.06-1.29)
1.21
(1.07-1.31)
15-min 0.769
(0.707-0.835)
0.917
(0.845-0.999)
1.08
(0.989-1.17)
1.18
(1.08-1.28)
1.29
(1.18-1.40)
1.36
(1.23-1.47)
1.41
(1.28-1.53)
1.45
(1.31-1.58)
1.50
(1.33-1.63)
1.51
(1.34-1.65)
30-min 1.05
(0.970-1.15)
1.27
(1.17-1.38)
1.53
(1.41-1.66)
1.71
(1.56-1.85)
1.91
(1.74-2.07)
2.04
(1.86-2.22)
2.16
(1.95-2.35)
2.26
(2.04-2.46)
2.38
(2.12-2.59)
2.45
(2.17-2.67)
60-min 1.31
(1.21-1.43)
1.59
(1.46-1.73)
1.96
(1.80-2.13)
2.22
(2.04-2.41)
2.54
(2.32-2.75)
2.77
(2.52-3.00)
2.98
(2.69-3.23)
3.17
(2.86-3.45)
3.41
(3.04-3.71)
3.58
(3.16-3.90)
2-hr 1.52
(1.40-1.65)
1.84
(1.69-2.00)
2.28
(2.10-2.48)
2.61
(2.39-2.83)
3.02
(2.76-3.27)
3.33
(3.02-3.60)
3.62
(3.27-3.93)
3.90
(3.49-4.24)
4.26
(3.77-4.63)
4.51
(3.95-4.90)
3-hr 1.62
(1.49-1.76)
1.95
(1.80-2.13)
2.44
(2.24-2.65)
2.79
(2.56-3.03)
3.25
(2.97-3.52)
3.60
(3.27-3.90)
3.94
(3.55-4.26)
4.27
(3.82-4.62)
4.70
(4.15-5.09)
5.01
(4.37-5.44)
6-hr 1.96
(1.80-2.13)
2.36
(2.18-2.57)
2.94
(2.70-3.20)
3.38
(3.10-3.67)
3.96
(3.61-4.30)
4.42
(4.00-4.78)
4.87
(4.37-5.26)
5.32
(4.72-5.74)
5.91
(5.18-6.39)
6.36
(5.50-6.88)
12-hr 2.30
(2.12-2.51)
2.77
(2.56-3.04)
3.47
(3.19-3.79)
4.02
(3.68-4.38)
4.76
(4.32-5.17)
5.34
(4.81-5.78)
5.94
(5.30-6.41)
6.55
(5.78-7.07)
7.37
(6.40-7.95)
8.00
(6.84-8.63)
24-hr 2.76
(2.57-2.98)
3.34
(3.11-3.59)
4.17
(3.88-4.49)
4.83
(4.49-5.20)
5.71
(5.29-6.15)
6.41
(5.93-6.90)
7.13
(6.57-7.67)
7.86
(7.22-8.46)
8.85
(8.09-9.55)
9.62
(8.76-10.4)
2-day 3.21
(2.99-3.44)
3.86
(3.60-4.14)
4.79
(4.47-5.13)
5.51
(5.13-5.90)
6.47
(6.01-6.93)
7.23
(6.70-7.75)
7.99
(7.39-8.57)
8.78
(8.09-9.42)
9.83
(9.01-10.6)
10.6
(9.73-11.5)
3-day 3.41
(3.19-3.65)
4.09
(3.83-4.38)
5.05
(4.73-5.41)
5.81
(5.42-6.21)
6.82
(6.34-7.29)
7.61
(7.06-8.15)
8.42
(7.79-9.03)
9.24
(8.53-9.92)
10.4
(9.51-11.1)
11.2
(10.3-12.1)
4-day 3.61
(3.39-3.86)
4.33
(4.06-4.63)
5.32
(4.99-5.69)
6.11
(5.71-6.52)
7.16
(6.67-7.66)
8.00
(7.43-8.56)
8.85
(8.20-9.48)
9.71
(8.97-10.4)
10.9
(10.0-11.7)
11.8
(10.8-12.7)
7-day 4.16
(3.92-4.43)
4.96
(4.67-5.29)
6.03
(5.66-6.42)
6.87
(6.44-7.31)
8.01
(7.50-8.53)
8.92
(8.32-9.50)
9.84
(9.15-10.5)
10.8
(9.99-11.5)
12.1
(11.1-12.9)
13.0
(12.0-14.0)
10-day 4.74
(4.49-5.02)
5.63
(5.33-5.97)
6.76
(6.39-7.16)
7.64
(7.22-8.10)
8.83
(8.31-9.35)
9.76
(9.17-10.3)
10.7
(10.0-11.4)
11.6
(10.9-12.4)
12.9
(12.0-13.8)
13.9
(12.9-14.9)
20-day 6.38
(6.06-6.71)
7.52
(7.14-7.91)
8.88
(8.42-9.34)
9.95
(9.43-10.5)
11.4
(10.8-12.0)
12.6
(11.8-13.2)
13.7
(12.9-14.5)
14.9
(13.9-15.7)
16.5
(15.3-17.5)
17.7
(16.4-18.8)
30-day 7.89
(7.53-8.27)
9.27
(8.85-9.71)
10.8
(10.3-11.3)
11.9
(11.4-12.5)
13.5
(12.8-14.1)
14.6
(13.9-15.3)
15.8
(14.9-16.5)
16.9
(16.0-17.8)
18.5
(17.3-19.4)
19.6
(18.4-20.7)
45-day 9.92
(9.52-10.4)
11.6
(11.1-12.1)
13.3
(12.7-13.8)
14.6
(13.9-15.2)
16.2
(15.5-16.9)
17.5
(16.7-18.3)
18.7
(17.8-19.6)
20.0
(18.9-20.9)
21.6
(20.4-22.6)
22.8
(21.4-23.9)
60-day 11.8
(11.4-12.3)
13.8
(13.3-14.3)
15.5
(15.0-16.2)
16.9
(16.2-17.6)
18.6
(17.9-19.4)
20.0
(19.1-20.8)
21.2
(20.3-22.1)
22.4
(21.4-23.4)
24.0
(22.8-25.1)
25.2
(23.9-26.4)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
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–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
Large scale aerial
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?:[e-mail]
Disclaimer
+
–
100km
60mi
Project:Egger Wood Products
Project No.:17-212 Date:2/5/2018
Designed By:WC Revised:
Checked By:
POND NAME: Egger Wood Products
DA: 146.09 Ac 146.09 AC
% Imp: 96.48 %140.95 AC Imp.
Rd: 1 in
Rv: 0.92
Volume Required: 486999 cf
Calculation from NCDEQ Stormwater Design Manual
Water Quality Simple Method
Project:Egger Wood Products
Project No.:17-212 Date:2/5/2018
Designed By:WC Revised:
Checked By:
WET DETENTION BASIN AVERAGE DEPTH
Calculation from NCDEQ Stormwater Design Manual
VPP(cf)= 985,916 Main Pool Volume
APP(sf)= 116,538 Main Pool Area
davg(ft)= 8.46
Use (ft) 8
FORBAY SIZE CHECK
ELEVATION POND AREA
(SF)
POND
VOL. (CF)
N-FORBAY
AREA (SF)
N-FORBAY
VOL. (CF)
S-FORBAY
AREA (SF)
S-FORBAY
VOL. (CF)
641.5 90,122 0 1,414 0 2,061 0
642 91,574 45,424 2,686 1,025 3,828 1,472
643 94,502 93,038 6,201 4,444 9,130 6,479
644 97,464 95,983 6,865 6,533 10,010 9,570
645 100,460 98,962 7,560 7,213 10,931 10,471
646 103,490 101,975 8,286 7,923 11,893 11,412
647 106,554 105,022 9,044 8,665 12,895 12,394
648 109,652 108,103 9,831 9,438 13,935 13,415
649 112,786 111,219 10,650 10,241 15,013 14,474
650 116,538 226,190 11,786 21,617 16,357 30,292
985,916 77,097 109,979
Pond Vol.: 985,916 cf
Forbay Vol.: 187,076 cf
Forbay %: 18.97 OK
Project:Egger Wood Products
Project No.:17-212 Date:2/5/2018
Designed By:WC Revised:
Checked By:
Average Depth: 8.00 ft
Drainage Area: 146.09 AC
Impervious Cover: 96.48 %
NCDEQ STORMWATER DESIGN MANUAL
TABLE 1: PIEDMONT AND MOUNTAINS SA/DA
PERCENT Permanent Pool Average Depth (ft)
IMPERVIOUS
COVER 3.0 4.0 5.0 6.0 7.0 8.0
10 0.51 0.43 0.37 0.30 0.27 0.25
20 0.84 0.69 0.61 0.51 0.44 0.40
30 1.17 0.94 0.84 0.72 0.61 0.56
40 1.51 1.24 1.09 0.91 0.78 0.71
50 1.79 1.51 1.31 1.13 0.95 0.87
60 2.09 1.77 1.49 1.31 1.12 1.03
70 2.51 2.09 1.80 1.56 1.34 1.17
80 2.92 2.41 2.07 1.82 1.62 1.40
90 3.25 2.64 2.31 2.04 1.84 1.59
100 3.55 2.79 2.52 2.34 2.04 1.75
96.48 1.69
SA/DA= 1.69
Surface Area Required: 107,782 sf
Surface Area Provided: 116,538 sf
Project :Egger Wood Products Sheet : 1
Project No.:17-212 Date : 2/5/2018
Designed by:WC Revised:
Checked by:
Temporary WQ Pool Drawdown From NCDEQ Stormwater Design Manual
Orifice Size:10 in
0.83 ft
Orifice Area: 0.545 ft^2
Orifice Invert:650.00 Permanent Pool Area at Elev. 650.00= 144,681 sf
Orifice Centroid: 650.42
Top Temp. Pool: 653.37
Driving Head: 2.95 ft
Ho: 0.983 ft
Q= 2.604 CFS
t = V / Q
t :Drawdown Time {sec}
V :emp. Pool Volum {CF} = 486,999
Q: Flow {CF/S}= 2.604
t = 187026.78 sec
2.16 day
Project: Egger Wood Products
Project No.: 17-212 Sheet: 1
Designed By: WC Date: 2/5/2018
Checked By: WC
Structure Location / Identifier: 8'x8' Riser with 54" TC 50 DI Barrel
RECTANGULAR PRECAST CONCRETE STRUCTURE
FLOATATION CALCULATIONS
UNIT WEIGHT OF WATER = 62.4 PCF
UNIT WEIGHT OF CONCRETE (In Air) = 145.0 PCF
ANTI-BOUYANCY FACTOR OF SAFETY = 1.15 Note: Excludes weigth of trash rack
UNIT WEIGHT OF PIPE MATERIAL = 351 # / LF 54" DI TC 50
RECTANGULAR STRUCTURE
OUTSIDE OUTSIDE WALL WALL BASE
LEN (FT) WID (FT) THK (IN) HT (FT) THK (IN)
WALLS: 9.33 9.33 8.00 12.40
BASE: 13.33 13.33 34.00
DISPLACED VOLUME / WEIGHT ADDS: (COLLARS)
HT (FT) WID (FT) THK (IN) # DISPL. BOUYANT
ADD 1: 7.14 9.33 12 1 VOLUME WEIGHT FORCE
ADD 2:0000 (CF)(LBS)(LBS)
WALLS 1079.41 41,538 67,355
WEIGHT DEDUCTS:BASE 503.45 73,001 31,415
CORES:DIA (IN) THK (IN) #STRUCTURE: 1582.86 114,538 98,770
CORE 1: 57.56 8 1
CORE 2: 12 8 1 BARREL 72.28 1,404 4,510
CORE 3: 0 0 0
COLLAR 1 66.62 9659 4,157
NOTCH:WID (IN) HT (IN) # COLLAR 2 0.00 0 0
NOTCH 1 0 0 0 NOTCH 1 -N/A- 0 -N/A-
NOTCH 2 0 0 0 NOTCH 2 -N/A- 0 -N/A-
CORE 1 -N/A- -1,747 -N/A-
EXPOSED BARREL CORE 2 -N/A- -76 -N/A-
LEN (FT) DIA (IN) CORE 3 -N/A- 0 -N/A-
4.00 57.56 INSTALLED TOTALS 1721.76 123,779 107,438
BOUYANT FORCE = 107,438 LBS ACTING UPWARD
STRUCTURE WEIGHT = 123,779 LBS ACTING DOWNWARD
NET FORCE = 16,341 ACTING DOWNWARD F.S. = 1.152
BALLAST REQUIREMENTS :NO BALLAST REQUIRED
FACTOR
LENGTH WIDTH THICKNESS VOLUME WEIGHT OF
ACTUAL BALLAST :(FT) (FT) (FT) (CF) (LBS) SAFETY
00 0 0.0 - 1.15
BASE SECTION WEIGHT :BASE HEIGHT (FT) = 0
GROSS BASE WEIGHT (LBS) = 73,001
BASE SECTION BLOCK OUTS :DIA # OF WEIGHT
(SHIPPING CONDITION) (IN) BLOCK OUTS (LBS)
10NET BASE SECTION
20SHIPPING WEIGHT :
3 0 73,001 LBS.
Appendices
Rev. 12/93 8.06.3
1 - PRE-DEVELOPMENT 2 - POST-DEVELOPMENT
3 - POND ROUTING
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Project: Egger.gpw Monday, 02 / 5 / 2018
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Pond No. 1 - EGGER
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 641.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft)Total storage (cuft)
0.00 641.00 90,121 0 0
1.00 642.00 98,088 94,105 94,105
2.00 643.00 109,833 103,961 198,065
3.00 644.00 114,339 112,086 310,151
4.00 645.00 118,951 116,645 426,796
5.00 646.00 123,669 121,310 548,106
6.00 647.00 128,493 126,081 674,187
7.00 648.00 133,418 130,956 805,143
8.00 649.00 138,449 135,934 941,076
9.00 650.00 144,681 141,565 1,082,641
10.00 651.00 156,542 150,612 1,233,253
11.00 652.00 161,912 159,227 1,392,480
12.00 653.00 167,832 164,872 1,557,352
12.50 653.50 170,826 84,664 1,642,016
13.00 654.00 173,842 86,167 1,728,183
14.00 655.00 179,941 176,892 1,905,075
14.50 655.50 183,024 90,741 1,995,816
15.00 656.00 186,130 92,288 2,088,104
16.00 657.00 192,409 189,270 2,277,374
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in)= 54.00 10.00 0.00 0.00
Span (in)= 54.00 10.00 0.00 0.00
No. Barrels = 1 1 0 0
Invert El. (ft)= 641.00 650.00 0.00 0.00
Length (ft)= 169.00 0.50 0.00 0.00
Slope (%)= 5.47 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes No No
Crest Len (ft)= 32.00 34.00 0.00 0.00
Crest El. (ft)= 653.40 655.50 0.00 0.00
Weir Coeff.= 3.00 3.37 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
Stage (ft)
0.00 641.00
3.00 644.00
6.00 647.00
9.00 650.00
12.00 653.00
15.00 656.00
18.00 659.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 6.069 cfs
Storm frequency = 1 yrs Time to peak = 3.73 hrs
Time interval = 2 min Hyd. volume = 74,189 cuft
Drainage area = 146.090 ac Curve number = 66
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 1.96 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
PRE-DEVELOPMENT
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 14.55 cfs
Storm frequency = 2 yrs Time to peak = 2.90 hrs
Time interval = 2 min Hyd. volume = 142,354 cuft
Drainage area = 146.090 ac Curve number = 66
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 2.36 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
2
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
Q (cfs)
Time (hrs)
PRE-DEVELOPMENT
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 59.42 cfs
Storm frequency = 10 yrs Time to peak = 2.73 hrs
Time interval = 2 min Hyd. volume = 384,193 cuft
Drainage area = 146.090 ac Curve number = 66
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 3.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
3
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
PRE-DEVELOPMENT
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 1
PRE-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 157.93 cfs
Storm frequency = 100 yrs Time to peak = 2.67 hrs
Time interval = 2 min Hyd. volume = 855,977 cuft
Drainage area = 146.090 ac Curve number = 66
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 4.87 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
4
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
PRE-DEVELOPMENT
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 2
POST-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 181.13 cfs
Storm frequency = 1 yrs Time to peak = 2.57 hrs
Time interval = 2 min Hyd. volume = 852,038 cuft
Drainage area = 146.090 ac Curve number = 97
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 1.96 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POST-DEVELOPMENT
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 2
POST-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 223.48 cfs
Storm frequency = 2 yrs Time to peak = 2.57 hrs
Time interval = 2 min Hyd. volume = 1,057,367 cuft
Drainage area = 146.090 ac Curve number = 97
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 2.36 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
2
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POST-DEVELOPMENT
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 2
POST-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 330.45 cfs
Storm frequency = 10 yrs Time to peak = 2.57 hrs
Time interval = 2 min Hyd. volume = 1,584,455 cuft
Drainage area = 146.090 ac Curve number = 97
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 3.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
3
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
POST-DEVELOPMENT
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 2
POST-DEVELOPMENT
Hydrograph type = SCS Runoff Peak discharge = 484.98 cfs
Storm frequency = 100 yrs Time to peak = 2.57 hrs
Time interval = 2 min Hyd. volume = 2,358,236 cuft
Drainage area = 146.090 ac Curve number = 97
Basin Slope = 1.6 % Hydraulic length = 4384 ft
Tc method = KIRPICH Time of conc. (Tc) = 24.57 min
Total precip. = 4.87 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
4
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (hrs)
POST-DEVELOPMENT
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 27.38 cfs
Storm frequency = 1 yrs Time to peak = 4.53 hrs
Time interval = 2 min Hyd. volume = 825,210 cuft
Inflow hyd. No. = 2 - POST-DEVELOPMENT Max. Elevation = 653.78 ft
Reservoir name = EGGER Max. Storage = 1,690,378 cuft
Storage Indication method used. Wet pond routing start elevation = 650.00 ft.
1
0 8 16 24 32 40 48 56 64 72 80
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POND ROUTING
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 1,690,378 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 48.23 cfs
Storm frequency = 2 yrs Time to peak = 3.57 hrs
Time interval = 2 min Hyd. volume = 1,030,490 cuft
Inflow hyd. No. = 2 - POST-DEVELOPMENT Max. Elevation = 653.99 ft
Reservoir name = EGGER Max. Storage = 1,726,061 cuft
Storage Indication method used. Wet pond routing start elevation = 650.00 ft.
2
0 6 12 18 24 30 36 42 48 54 60 66
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POND ROUTING
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 1,726,061 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 154.13 cfs
Storm frequency = 10 yrs Time to peak = 2.93 hrs
Time interval = 2 min Hyd. volume = 1,557,488 cuft
Inflow hyd. No. = 2 - POST-DEVELOPMENT Max. Elevation = 654.74 ft
Reservoir name = EGGER Max. Storage = 1,858,786 cuft
Storage Indication method used. Wet pond routing start elevation = 650.00 ft.
3
0 4 8 12 16 20 24 28 32 36 40 44 48
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
POND ROUTING
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 1,858,786 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Monday, 02 / 5 / 2018
Hyd. No. 3
POND ROUTING
Hydrograph type = Reservoir Peak discharge = 284.96 cfs
Storm frequency = 100 yrs Time to peak = 2.87 hrs
Time interval = 2 min Hyd. volume = 2,331,185 cuft
Inflow hyd. No. = 2 - POST-DEVELOPMENT Max. Elevation = 655.83 ft
Reservoir name = EGGER Max. Storage = 2,056,460 cuft
Storage Indication method used. Wet pond routing start elevation = 650.00 ft.
4
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (hrs)
POND ROUTING
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 2,056,460 cuft
DEMLR USE ONLY
Date Received Fee Paid Permit Number

Applicable Rules:  Coastal SW – 1995  Coastal SW – 2008  Ph II - Post Construction
(select all that apply)  Non-Coastal SW- HQW/ORW Waters  Universal Stormwater Management Plan
 Other WQ Mgmt Plan:

Form SWU-101 Version Oct. 31, 2013 Page 1 of 6
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources

STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Egger Wood Products, LLC
2. Location of Project (street address):
300 Egger Parkway
City:Linwood County:Davidson Zip:27299
3. Directions to project (from nearest major intersection):
From the intersection of I-85 and Belmont Rd. (Hwy 47) Travel East on Belmont approximately 1 mile to the
Intersection of Belmont Rd. (Hwy 47) and Clyde Fitzgerald Rd. (SR 1287) and Egger Parkway (under
construction). Turn right on Egger Parkway and travel approximately 0.2 miles to entrance on right.
4. Latitude:35° 44’ 43.0788” N Longitude:80° 20’ 23.4852” W of the main entrance to the project.

II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): New Modification Renewal w/ Modification†
†Renewals with modifications also requires SWU-102 – Renewal Application Form
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: Not Started Partially Completed* Completed* *provide a designer’s
certification
2. Specify the type of project (check one):
Low Density High Density Drains to an Offsite Stormwater System Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project
number, if assigned, and the previous name of the project, if different than currently
proposed, .
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
CAMA Major Sedimentation/Erosion Control: 181 ac of Disturbed Area
NPDES Industrial Stormwater 404/401 Permit: Proposed Impacts 0.24 wetland,1.0 pond,49 lf stream
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:

5. Is the project located within 5 miles of a public airport? No Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official’s name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Egger Wood Products, LLC
Signing Official & Title:Bernhard Vorreiter, Manager
b. Contact information for person listed in item 1a above:
Street Address:300 Egger Parkway
City:Linwood State:NC Zip:27299
Mailing Address (if applicable):PO Box 907
City:Lexington State:NC Zip:27293
Phone: (980 ) 267-7050 Fax: ( )
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
The property owner (Skip to Contact Information, item 3a)
Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a
and 2b below)
Developer* (Complete Contact Information, item 2a and 2b below.)

2. a. Print Property Owner’s name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:Davidson County
Signing Official & Title:Zeb Hanner, County Manager
b. Contact information for person listed in item 2a above:
Street Address:913 Greensboro Street
City:Leington State:NC Zip:27292
Mailing Address (if applicable):PO Box 1067
City:Lexington State:NC Zip:27293
Phone: (336 ) 242-2200 Fax: ( )
Email:[e-mail]

3. a. (Optional) Print the name and title of another contact such as the project’s construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
4. Local jurisdiction for building permits: Davidson County
Point of Contact:Todd Hancock, Director Phone #: (336 ) 242-2807

Form SWU-101 Version Oct. 31, 2013 Page 3 of 6
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff will be conveyed to a wet detention pond designed to remove 85% of TSS.

2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
Approval of a Site Specific Development Plan or PUD Approval Date:
Valid Building Permit Issued Date:
Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
Coastal SW – 1995 Ph II – Post Construction
3. Stormwater runoff from this project drains to the Yadkin Pee-Dee River basin.
4. Total Property Area: 167.044 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) – Total Coastal Wetlands Area (5) – Total Surface Water Area (6) = Total Project
Area+: acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water (MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 84.38 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each
area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area Drainage Area Drainage Area
Receiving Stream Name South Potts Cr.
Stream Class * C
Stream Index Number * 12-111
Total Drainage Area (sf) 6,363,680
On-site Drainage Area (sf)
Off-site Drainage Area (sf)
Proposed Impervious Area**
(sf)
6,139,782
% Impervious Area** (total) 96.48

Impervious** Surface Area Drainage Area Drainage Area Drainage Area Drainage Area
On-site Buildings/Lots (sf) 5,915,884
On-site Streets (sf)
On-site Parking (sf)
On-site Sidewalks (sf)
Other on-site (sf) 223,898
Future (sf)
Off-site (sf)
Existing BUA*** (sf)
Total (sf): 6,139,782
* Stream Class and Index Number can be determined at: http://portal.ncdenr.org/web/wq/ps/csu/classifications
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas, sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6
*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined? Provide documentation.

Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B
.0600.

V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed
application instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)

Please indicate that the following required information have been provided by initialing in the space
provided for each item. All original documents MUST be signed and initialed in blue ink. Download the latest
versions for each submitted application package from
http://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within ½ mile of the site boundary, include the ½
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5” x 14” (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
l. Details of roads, drainage features, collection systems, and stormwater control measures.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5”x11” copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.aspx

VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-stormwater-forms_docs. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.

VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Wilbur Christmas, PE
Consulting Firm: Stimmel Associates, PA
Mailing Address:601 N. Trade St. Suite 200
City:Winston-Salem State:NC Zip:27101
Phone: (336 ) 723-1067 Fax: (336 ) 723-1069
Email:[e-mail]

IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy
of the lease agreement or pending property sales contract has been provided with the submittal, which indicates
the party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my
designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or
defaults on their lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater
permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DEMLR
immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be
operating a stormwater treatment facility without a valid permit. I understand that the operation of a
stormwater treatment facility without a valid permit is a violation of NC General Statue 143-215.1 and may
result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day,
pursuant to NCGS 143-215.6.

Signature: Date:

I, _____________________________________, a Notary Public for the State of ____________________, County of
____________________, do hereby certify that ______________________________________ personally appeared
before me this day of _________________, _______, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, _________________________________________________

SEAL

My commission expires

X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) ,
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater
requirements.

Signature: Date:

I, _____________________________________, a Notary Public for the State of ____________________, County of
____________________, do hereby certify that ______________________________________ personally appeared
before me this day of _________________, _______, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, _________________________________________________

SEAL

My commission expires