SW3201201_Report (SW)_20210317

ENGINEERING CALCULATIONS
FOR
UNION COUNTY SHERIFF'S OFFICE
Prepared by:
LandDesign, Inc.
223 North Graham St.
Calculations by: GR, AR, MO, SK
Checked by: MDM
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March 15t", 2020
LandDesign PN: 1019314

TABLE OF CONTENTS
PROJECT NARRATIVE
EROSION CONTROL CALCULATIONS
SEDIMENT TRAP AND SKIMMER SEDIMENT BASIN DESIGN
ABOVE GROUND SAND FILTER CALCULATIONS
DESIGN CALCULATIONS
HYDROCAD WATER QUALITY ANALYSIS
DETENTION ANALYSIS
STORMWATER CALCULATIONS
10-YR STORM SEWER REPORT
- STORM SEWER PLAN
- PIPE CAPACITY CALCULATIONS
RUNOFF TO PRESSON ROAD
RUNOFF TO EX. BMP
RIP -RAP OUTFALL SIZING CALCULATIONS
APPENDIX
EXISTING CONDITIONS
- WEB SOIL SURVEY
- SITE LOCATION MAP
- USGS TOPO MAP
- PROPERTY DATA
PRE -DEVELOPMENT HYDROLOGY EXHIBIT
POST -DEVELOPMENT HYDROLOGY EXHIBIT
NCDEQ
- EROSION & SEDIMENTATION CONTROL PRELIMINARY REVIEW
CHECKLIST
- STORMWATER CHECKLIST
- FINANCIAL RESPONSIBILITY FORM

PROJECT NARRATIVE

Erosion Control Narrative
Union County
Sheriff's Office
3344 Presson Road, Wingate, NC, Union County
INTRODUCTION
LandDesign, Inc (LDI) has prepared an Erosion Control package for the Union County Sheriff's
Office located in Wingate, North Carolina. Existing conditions of the project site include asphalt
pavement, gravel, dense woodland, and fallow wooded soils.
The proposed project is located within Wingate city limits on property owned by Union County, Tax
ID #090-05-7010. Current zoning of the parcels is HC (highway corridor mixed -use).
Planned facilities associated with the Sheriffs Office include offices, storage rooms, a fitness area,
and lab rooms.
CONSTRUCTION SEQUENCE
1. Verify approved erosion control plan is on site.
2. Flag the construction limits and mark any trees, wetlands, or existing structures noted to
remain.
3. Set up an on -site pre -construction conference with erosion control inspector to discuss
erosion control measures. Failure to schedule such conference 48 hours prior to any
land -disturbing activity is a violation and is subject to fine.
4. Contractor to coordinate perimeter construction fencing with owner and submit fencing
plan to owner for approval.
5. Install temporary construction entrance(s).
6. Install silt fence and any other measures required by the erosion control inspector.
7. Install skimmer sediment basin, temporary sediment traps, check dams and diversion
ditches. (Phase 1)
8. Notify NCDEQ inspector that erosion control measures are in place.
9. Obtain grading permit and/or perform any field revisions as required by inspector.
10. Remove existing utilities as shown on sheet C1-00 - Demolition Plan
a. Power
b. Gas line — coordinate with Piedmont Natural Gas
c. Telecom Line
d. Storm Drainage
e. Light poles and underground electric. Contractor to coordinate with construction
manager.
11. Upon removal of all utilities in conflict with proposed grading, the grading contractor will
verify that erosion control measures are in place and functioning prior to grubbing and
mass grading operations.
12. Upon stabilization of all upstream area, muck out skimmer sediment basin and convert to
an above ground sand filter. Remove temporary sediment trap and all unstable sediment,
and smooth area to blend with adjoining areas. Stabilize properly.
SITE UTILITIES
All site utilities to serve the building are controlled by Union County with the exception of natural
gas which is owned by Piedmont Natural Gas and power which is owned by Duke Energy.
Water, sewer, electric and telecom service are all available to the site.

WATER SERVICE
Water service to the building will be provided from one 8" domestic tap and one 6" fire line tap
into the existing water line serving the existing office and jail, which connects to a water main on
Presson Road. Separate backflow devices and meters will be used. All domestic water will be
metered for internal tracking.
SANITARY SEWER SERVICE
The Sheriff's Office waste will discharge into a proposed 8" gravity sewer main line. The sanitary
main will connect to larger lines which eventually connects to the John Glenn Water treatment
Plant.
STORMWATER SYSTEM
Proposed drainage intends to maintain the existing runoff by utilizing an above ground sand filter
to mitigate storm water impacts and detain the 1 ", and 2-yr /10-yr, 24-hr storms.
SITE GEOLOGY
The project site contains asphalt, gravel, and dense woodland. Preliminary geotechnical analysis
of the site encountered fat clays, silty sand and sandy silt. The soil is classified as Badin
channery siltu clay loam, from 2 to 15 percent slopes. Residual soil was found below the surficial
materials at each test location. The site is located in the Yadkin-PeeDee River Basin.
SITE PREPARATION AND GRADING
The placement of the building and the establishment of a finished floor elevation are based on
Presson Road. Minor adjustments to the final FIFE considered ADA accessibility, pedestrian
movements and delivery truck access.

SEDIMENT TRAP AND SEDIMENT BASIN DESIGN

Sediment Trap and Skimmer Sediment Basin Design (To Emergency Spillway Elevation)
Project: UCSO Computed By: AR Date: 11/6/2020
Location: Wingate, NC Checked By: MDM Revised: 11/18/2020
Developer: Turner
Design Criteria:
Settling Efficiency Criteria:
Design Storm
10 yr
Design Storm 10 yr
Rational Runoff Coeff.
0.6
Rational Runoff Coeff. 0.6
Intensity
7.03 in/hr (Tc= 5 min.)
Intensity 7.03 in/hr (Tc= 5 min.)
Weir Coefficient
3.13
Height Over Weir
1 ft
Basin
Number
Drainage
Area (Acres)
Denuded
Area (Acres)
Sediment Basin
Volume
Required Provided
Bottom
Area
Sq ft
Depth
ft.
Top
Area
Sq ft
Side-
slope
Weir
Length
ft.
Sediment
Basin
Factor
Skimmer
Size
(inches)
Orifice
Diameter
(inches)
Dewatering
Time
(days)
10-yr
Flow
cfs
SSB 1
1.08
1.08
1,944
6,529
2,569
3
3,989
3
20
2,310
2.5
2.50
0.99
4.56
SSB 2
2.65
2.65
4,770
11,381
4,702
3
6,708
3
20
2,310
2.5
3.00
1.20
11.18
SSB 3
4.64
4.64
8,352
16,344
6,166
3
10,220
3
20
2,310
2.5
3.00
1.72
19.57
SSB 4
6.13
6.13
22,068
40,416
11,535
51
15,485
51
201
2,310
1 2.5
1 5.00
1 1.53
25.86
Surface Area Requirements:
Sediment Trap 435 sf X Peak Flow (10 yr)
Skimmer Basin 325 sf X Peak Flow 110 -1
Basin
Number
Drainage
Area (Ac)
10-year
Peak Inflow
(cfs)
Surface Area
(Sq. ft.)
Required Provided
SSB 1
1.08
4.56
1,481
3,989
SSB 2
2.65
11.18
3,633
6,708
SSB 3
4.64
19.57
6,361
10,220
SSB 4
6.13
25.861
11,248
15,485
Verify
Good
Good
Good
Good
Volume Requirements:
Sediment Trap 3600 cf X Denuded Acres
Skimmer Basin 1900 cf X Denuded Acres
Basin
Number
Drainage
Area (Acres)
Denuded
Area (Acres)
Sediment Basin
Volume
Required Provided
SSB 1
1.08
1.08
1,944
6,529
SSB 2
2.65
2.65
4,770
11,381
SSB 3
4.64
4.64
8,352
16,344
SSB 4
6.13
6.13
22,068
40,416
Verify
Good
Good
Good
Good
Verify
Good
Good
Good
Good
10-yr
Flow
cfs
1.46
3.57
6.25
8.26

Skimmer Sediment Basin 1
Contour
Cumulative
Elevation
Area
I Volume
I Volume
I Volume
ft)
(sq ft
cut
I (cu ft)
I (ac-ft)
543.00
2,569
2,910
2,910
0.07
544.00
3,250
3,620
6,529
0.15
545.00
3,989
DETENTION VOLUME REQUIRED =
DETENTION VOLUME PROVIDED =
1,944 CU-FT
6,529 CU-FT
Skimmer Sediment Basin 3
Contour
Cumulative
Elevation
Area
Volume
Volume
Volume
ft)
(sq ft
cut
cu ft
ac-ft
531.00
6,166
7,159
7,159
0.16
532.00
8,151
9,186
16,344
0.38
533.00
10,220
DETENTION VOLUME REQUIRED =
DETENTION VOLUME PROVIDED =
8,352 CU-FT
16,344 CU-FT
Skimmer Sediment Basin 2
Contour
Cumulative
Elevation
Area
Volume
Volume
Volume
ft)
(sq ft
cut
(cu it)
(ac-ft)
538.00
4,702
5,189
5,189
0.12
539.00
5,676
6,192
11,381
0.26
540.00
6,708
DETENTION VOLUME REQUIRED =
DETENTION VOLUME PROVIDED =
4,770 CU-FT
11,381 CU-FT
Skimmer Sediment Basin 4
Contour
Cumulative
Elevation
Area
Volume
Volume
Volume
ft)
(sq 11
cut
cu ft
ac-ft
534.00
11,535
12,165
12,165
0.28
535.00
12,795
13,453
25,618
0.59
536.00
14,111
14,798
40,416
0.93
537.00
15,485
DETENTION VOLUME REQUIRED =
DETENTION VOLUME PROVIDED =
22,068 CU-FT
40,416 CU-FT

SAND FILTER CALCULATIONS

Project Name: UNION COUNTY SHERIFFS OFFICE
Project Number: 1019314
Design Requirements: NCDEQ Storm Water Manual
Given Information:
Land Use: Commercial
Drainage Area to Facility (Acres): 6.86
Impervious Area (Acres):
Percent Impervious:
Soil Type: BdB2 & BdC2
Soil Group: C
Curve Number (CN) Pre:
Curve Number (CN) Post:
Time of Concentration Pre (hour):
Time of Concentration Post (hour):
Design Storm Rainfall Depth (in):
Detention Time (Day):
4.157
60.6%
73
92
0.300
0.0833
1.0
1.66
NCDENR (Maximum 5 Acres)
Meck. County (Maximum 10 Ac for a Surface Filter)
Meck. County (Maximum 2 Ac for a Perimeter Filter)
Meck. County (Maximum 5 Ac for an Underground Filter)
(Typically 1 ")
Meck. County:
2 days - 85% TSS & 70% TP (Optimal Efficiency)
1 day - 70% TSS & 35% TP (Standard Efficiency)
2 days - 85% TSS & 0% TP (TSS - Only Efficiency)
NCDENR
1.66 days
Coefficient of Permeability for the Sand Filter Bed: 2 inches/hour
Watershed: N/A
Efficiency: NCDENR

Sand Filter Design (NCDENR)
Project Name: UNION COUNTY SHERIFFS OFFICE
Job Number: 1019314
Step 1: Compute the water quality volume (WQV).
WQV (Ft) _ (Rv/ 1) X (A, / 1) X (43,560 Ft' / 1 Acre) X (RD / 1) X (1 Ft / 12 in)
WQVAdj (Ft3) _ (0.75) WQV
Where:
WQV = Water Quality Volume (Ft)
WQVAdi = Adjusted Water Quality Volume (Ft)
AD = Drainage Area to Sand Filter (acres). Max. 5 acres for underground. 10 acres for above ground
Rv= Volumetric Runoff Coefficient = 0.05 + 0.9 (% Impervious)
Rp = Design Storm Rainfall Depth (in). Typically 1.0".
Percent Impervious = 61%
AD = 6.86 acres
Rp = 1.0 in
RV = 0.60
WQV = 14,826 Ft3
WQVAdj = 11,120 Ft' Sand filters allowed to reduce in volume by 25%

Step 2: Determine the maximum head on the sand filter and sedimentation basin.
ha (ft) = hMaxFilter / 2
hMaxFilter (Ft) _ (WQVAdj) / (As + Af)
As (Ft2) _ -(Q0 / w) x (In (1 - E))
Af (Ft2) _ (WQV x dF) / (k x t x (hA + dF))
Q (Ft3/Sec) = k x (1 Day / 86,400 Sec) x (Af) x ((ha + dF) / dF)
Where:
ha = Average Head (Ft)
hMaxFilter = Maximum Head on the Sand Filter (Ft)
As = Surface Area of the Sedimentation Basin (Ft2)
Af = Surface Area of the Sand Filter Bed (Ft2)
Qo = Average Rate of Outflow From Sedimentation Chamber (Ft3 / sec.) = WQV / 86,400
E = Trap Efficiency of the Chamber = 0.9
w = Settling Velocity of Particle (Ft/sec) (Assume Particle Diameter of 20 microns = 0.0004 Ft/sec)
dF = Depth of Sand Filter Bed (Ft) (Minimum of 1 Ft)
k = Coefficient of Permeability for the Sand Filter Bed NCDEQ = 2 in / hr = 4 Ft / day, CI-
t = Time Required to Drain the WQV through the Sand Filter Bed (day).
Q = Sand Filter Infiltration Rate at hMaxFilter (Ft3/Sec). (Darcy's Law)

For maximum heads between 2 and 6 feet, the following combinations of variables will work:
(Ideal situation As = Af)
hMaxFilter
Ft
WQVAdj
(Ft3)
As + Af
(Ft2)
2
11,120
5,560
3
11,120
3,707
4
11,120
2,780
5
11,120
2,224
6
11,120
1,853
Area available for sand filter = 11,535 Ft2
hMaxFilter - Ft
ha = 1 Ft
Minimum As = 988 Ft`
dF = Ft
k = 4.0 Ft/day
t = 1.66 day
Minimum Af= 1,340 Ft`
Min. required area for sand filter = 2,328 Ft2
Provided Af = 2,550 Ft`
Provided As = 8,985 Ft'
hMaxFilter - 2.0 Ft
ha = 1.0 Ft
Q = 0.197 Ft3/Sec
Surface area of entire BMP
As allowed by stormwater standards
Min 1'
NCDEQ = 2 in / hr = 4 Ft / day, Charlotte = 3.5 Ft / Day
TRUE
= surface area of entire BMP - provided sand fil
Step 3: Ensure that the Water Quality Volume is Contained.
(Af + As) x hMaxFilter WQVAdj
23,070 Ft3 >_ 11,120 Ft3 TRUE

Step 4: Additional Design Requirements.
For underground sand filters, provide at least 5 feet of clearance between the surface of
the sand filter and the bottom of the roof of the underground structure to facilitate
cleaning and maintenance.
Step 5: Calculate Surface Area and Underdrain Requirements
Q (Ft3/Sec) = k x (1 Day / 86,400 Sec) x (Af) x ((ha + dF) / dF)
Where:
ha = Average Head (Ft)
hMaxFiiter = Maximum Head on the Sand Filter (Ft) (Maximum of 2.0 Ft)
Af = Surface Area of the Sand Filter Bed (Ft2)
As = Surface Area of the Sedimentation Basin (Ft2)
Cd = Sediment Chamber Depth (Ft)
dF = Depth of Sand Filter Bed (Ft) (Minimum of 2.0 Ft)
k = Coefficient of Permeability for the Sand Filter Bed = 3.5 Ft/day
QM -Filter = Sand Filter Infiltration Rate at hM-Filter (Ft3/Sec). (Darcy's Law)
Qo = Sand Filter Infiltration Rate at Top of Sand (Ft 3/Sec). (Darcy's Law)
Required Af= 1,340 Ft2
Provided Af = 2550 Ft`
Required As= 988 Ft'
Provided As = 8985 Ft`
Required Cd = 0.4 Ft
Provided Cd = Ft
QMaxFliter = 0.197
Ft3/Sec
Qo = 0.000
Ft3/Sec
Number of Underdrain Rows Required=0(Maximum
Spacing = 10 Ft)
Total Length of Underdrain = 78
Ft
Number of Underdrain Perforations = 616
Holes
50% of Perforations = 308
Holes
Area of One Perforation = 0.00077
Ft2
Capacity of One Hole = 0.0052
Ft3/Sec
Total Capacity of Perforations = 1.6
Ft3/Sec

Check:
1.6 Ft3/Sec > 0.197 Ft3/Sec :. GOOD
Capacity of 6" PVC Underdrain at 0.50% Slope = 0.39 Ft3/Sec
Assume 50% Clogging = 0.20 Ft3/Sec
Check:
0.20 Ft3/Sec > 0.197 Ft3/Sec :. GOOD

9314-BMP Sand Filter Volumes Type 1124-hr 1000-yr Rainfall=11.40"
Prepared by LandDesign - MRO Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 2
Summary for Pond 3P: SAND FILTER OVERALL VOLUME
Volume
Invert Avail.Storage Storage
Description
#1
534.00'
74,272 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
534.00
11,535
0
0
535.00
12,795
12,165
12,165
536.00
14,111
13,453
25,618
537.00
15,484
14,798
40,416
538.00
16,914
16,199
56,615
539.00
18,400
17,657
74,272

9314-BMP Sand Filter Volumes Type 1124-hr 1000-yr Rainfall=11.40"
Prepared by {enter your company name here} Printed 3/9/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 1
Summary for Pond 4P: SED. CHAMBER VOLUME
Volume
Invert Avail.Storage Storage
Description
#1
534.00'
55,908 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
534.00
8,985
0
0
535.00
9,832
9,409
9,409
536.00
10,708
10,270
19,679
537.00
11,605
11,157
30,835
538.00
12,528
12,067
42,902
539.00
13,484
13,006
55,908

9314-BMP Sand Filter Volumes Type 1124-hr 1000-yr Rainfall=11.40"
Prepared by {enter your company name here} Printed 3/9/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: SAND CHAMBER VOLUME
Volume
Invert Avail.Storage Storage
Description
#1
534.00'
18,366 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
534.00
2,550
0
0
535.00
2,963
2,757
2,757
536.00
3,404
3,184
5,940
537.00
3,880
3,642
9,582
538.00
4,386
4,133
13,715
539.00
4,916
4,651
18,366

WATER QUALITY CALCULATIONS

WQ -Adjusted CN
3P
SAND FILTER
Subcat Reach on Link

9314-BMP Sand Filter - WQ Type 11 6-hr 1-in Rainfall=1.00"
Prepared by LandDesign - MRO Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Pond 3P: SAND FILTER Peak Elev=534.88' Storage=10,700 cf Inflow=8.82 cfs 0.288 of
Outflow=0.17 cfs 0.283 of

9314-BMP Sand Filter - WQ Type 11 6-hr 1-in Rainfall=1.00"
Prepared by LandDesign - MRO Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Pond 3P: SAND FILTER
Inflow Area = 6.130 ac, 0.00% Impervious, Inflow Depth = 0.56" for 1-in event
Inflow = 8.82 cfs @ 2.96 hrs, Volume= 0.288 of
Outflow = 0.17 cfs @ 6.04 hrs, Volume= 0.283 af, Atten= 98%, Lag= 184.9 min
Primary = 0.17 cfs @ 6.04 hrs, Volume= 0.283 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 534.88' @ 6.04 hrs Surf.Area= 12,650 sf Storage= 10,700 cf
Plug -Flow detention time= 938.3 min calculated for 0.283 of (98% of inflow)
Center -of -Mass det. time= 937.9 min ( 1,141.0 - 203.1 )
Volume
Invert Avail.Storage Storage
Description
#1
534.00'
74,272 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
534.00
11,535
0
0
535.00
12,795
12,165
12,165
536.00
14,111
13,453
25,618
537.00
15,484
14,798
40,416
538.00
16,914
16,199
56,615
539.00
18,400
17,657
74,272
Device Routinq Invert Outlet Devices
#1 Primary 530.85' 24.0" Round Culvert
L= 132.9' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 530.85' / 530.19' S= 0.0050 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 534.00' Sand Infiltration Rate
Elev. (feet) 534.00 535.00 536.00 537.00 538.00 539.00
Disch. (cfs) 0.000 0.197 0.276 0.354 0.433 0.512
Primary OutFlow Max=0.17 cfs @ 6.04 hrs HW=534.88' (Free Discharge)
L1=Culvert (Passes 0.17 cfs of 26.79 cfs potential flow)
L2=Sand Infiltration Rate (Custom Controls 0.17 cfs)

9314-BMP Sand Filter - WQ Type 11 6-hr 1-in Rainfall=1.00"
Prepared by LandDesign - MRO Printed 1/25/2021
HydroCADO 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 4
Pond 3P: SAND FILTER
Hydrograph
■ Inflow
i 8.82ds /�I .,I Imo+ I,� I!� I� Primary
9 1 1 1 111 T 1 1 1 1 1 1 I I �I q fl ow I-�'"'� 1 e am-6 i 1-i7 V I
8
1�s il/ .-8 V 1
I- I -I _I � � � � 1 � � I_ I_ I _I _I _I � � 1Peak /�I
7
-'I -1 -1 -4 -44- 4-'� 1- 1-'1 -'1 -1 -1 +Storag 00I, Ma C11r�
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
i
5
3 I -III �� rt rt fi fi� IIIII I� rt rt fi fi� IIIII �� rt rt fi fi
0
LL 4
1 1 7 7 7 T T 7 7 F 1 1 1 7 7 T T T 7 1 1-1-1 7 T T T
31 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2
1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 3P: SAND FILTER
Stage -Discharge
■ Primary
0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5
Discharge (cfs)

DETENTION CALCULATIONS

PREDEVEILOPMENT
4P
PRE OUT
S4
Reach on L
ink
i
S
POSTDEVELOPMENT
43P
SAND FILTER

9314-BMP Sand Filter - Storms Type 1124-hr 2-yr Rainfall=3.64"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 2
Summary for Pond 3P: SAND FILTER
Inflow Area = 6.860 ac, 60.60% Impervious, Inflow Depth = 2.49" for 2-yr event
Inflow = 29.64 cfs @ 11.95 hrs, Volume= 1.422 of
Outflow = 5.37 cfs @ 12.13 hrs, Volume= 1.405 af, Atten= 82%, Lag= 10.7 min
Primary = 5.37 cfs @ 12.13 hrs, Volume= 1.405 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 536.32' @ 12.13 hrs Surf.Area= 14,550 sf Storage= 30,196 cf
Plug -Flow detention time= 360.7 min calculated for 1.405 of (99% of inflow)
Center -of -Mass det. time= 353.6 min ( 1,155.6 - 802.0 )
Volume Invert
Avail.Storage Storage Description
#1 534.00'
74,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
534.00
11,535
0 0
535.00
12,795
12,165 12,165
536.00
14,111
13,453 25,618
537.00
15,484
14,798 40,416
538.00
16,914
16,199 56,615
539.00
18,400
17,657 74,272
Device Routing
Invert
Outlet Devices
#1 Primary
530.85'
24.0" Round Culvert
L= 132.9' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 530.85' / 530.19' S= 0.0050 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1
534.00'
Sand Infiltration
Elev. (feet) 534.00 535.00 536.00 537.00 538.00 539.00
Disch. (cfs) 0.000 0.197 0.276 0.354 0.433 0.512
#3 Device 1
535.00'
2 yr Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.50
Width (feet) 2.00 2.00
#4 Device 1
537.35'
48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#5 Primary
538.35'
20.0' long Emergency Spillway 2 End Contraction(s)
Primary OutFlow Max=5.36 cfs @ 12.13 hrs HW=536.32' (Free Discharge)
1=Culvert (Passes 5.36 cfs of 33.16 cfs potential flow)
2=Sand Infiltration (Custom Controls 0.30 cfs)
3=2 yr Weir (Orifice Controls 5.06 cfs @ 5.06 fps)
4=Top of Riser ( Controls 0.00 cfs)
5=Emergency Spillway ( Controls 0.00 cfs)

9314-BMP Sand Filter - Storms Type 11 24-hr 2-yr Rainfall=3.64"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 3
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Pond 3P: SAND FILTER
Hydrograph
Time (hours)
Pond 3P: SAND FILTER
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)
e Inflow
❑ Primary
❑ Primary

9314-BMP Sand Filter - Storms Type 1124-hr 2-yr Rainfall=3.64"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 4
Summary for Pond 4P: PRE OUT
Inflow Area = 6.860 ac, 1.90% Impervious, Inflow Depth = 1.54" for 2-yr event
Inflow = 12.24 cfs @ 12.11 hrs, Volume= 0.878 of
Primary = 12.24 cfs @ 12.11 hrs, Volume= 0.878 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
1
1
1
1
N
U
3
0
LL
Pond 4P: PRE OUT
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

9314-BMP Sand Filter - Storms Type 11 24-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: SAND FILTER
Inflow Area = 6.860 ac, 60.60% Impervious, Inflow Depth = 4.09" for 10-yr event
Inflow = 47.31 cfs @ 11.95 hrs, Volume= 2.337 of
Outflow = 11.97 cfs @ 12.11 hrs, Volume= 2.321 af, Atten= 75%, Lag= 9.2 min
Primary = 11.97 cfs @ 12.11 hrs, Volume= 2.321 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 537.53' @ 12.11 hrs Surf.Area= 16,248 sf Storage= 48,888 cf
Plug -Flow detention time= 256.2 min calculated for 2.321 of (99% of inflow)
Center -of -Mass det. time= 251.6 min ( 1,039.6 - 788.0 )
Volume Invert
Avail.Storage Storage Description
#1 534.00'
74,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
534.00
11,535
0 0
535.00
12,795
12,165 12,165
536.00
14,111
13,453 25,618
537.00
15,484
14,798 40,416
538.00
16,914
16,199 56,615
539.00
18,400
17,657 74,272
Device Routing
Invert
Outlet Devices
#1 Primary
530.85'
24.0" Round Culvert
L= 132.9' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 530.85' / 530.19' S= 0.0050 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1
534.00'
Sand Infiltration
Elev. (feet) 534.00 535.00 536.00 537.00 538.00 539.00
Disch. (cfs) 0.000 0.197 0.276 0.354 0.433 0.512
#3 Device 1
535.00'
2 yr Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.50
Width (feet) 2.00 2.00
#4 Device 1
537.35'
48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#5 Primary
538.35'
20.0' long Emergency Spillway 2 End Contraction(s)
Primary OutFlow Max=11.78 cfs @ 12.11 hrs HW=537.53' (Free Discharge)
1=Culvert (Passes 11.78 cfs of 37.71 cfs potential flow)
2=Sand Infiltration (Custom Controls 0.40 cfs)
3=2 yr Weir (Orifice Controls 7.41 cfs @ 7.41 fps)
4=Top of Riser (Weir Controls 3.97 cfs @ 1.38 fps)
5=Emergency Spillway ( Controls 0.00 cfs)

9314-BMP Sand Filter - Storms Type/1 24-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 6
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Pond 3P: SAND FILTER
Hydrograph
Time (hours)
Pond 3P: SAND FILTER
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)
e Inflow
❑ Primary
❑ Primary

9314-BMP Sand Filter - Storms Type 11 24-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 7
Summary for Pond 4P: PRE OUT
Inflow Area = 6.860 ac, 1.90% Impervious, Inflow Depth = 2.90" for 10-yr event
Inflow = 23.42 cfs @ 12.10 hrs, Volume= 1.659 of
Primary = 23.42 cfs @ 12.10 hrs, Volume= 1.659 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Pond 4P: PRE OUT
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

9314-BMP Sand Filter - Storms Type 11 24-hr 25-yr Rainfall=6.37"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 8
Summary for Pond 3P: SAND FILTER
Inflow Area = 6.860 ac, 60.60% Impervious, Inflow Depth = 5.09" for 25-yr event
Inflow = 58.11 cfs @ 11.95 hrs, Volume= 2.912 of
Outflow = 29.57 cfs @ 12.05 hrs, Volume= 2.895 af, Atten= 49%, Lag= 6.2 min
Primary = 29.57 cfs @ 12.05 hrs, Volume= 2.895 of
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 537.90' @ 12.05 hrs Surf.Area= 16,766 sf Storage= 54,877 cf
Plug -Flow detention time= 215.6 min calculated for 2.893 of (99% of inflow)
Center -of -Mass det. time= 213.7 min ( 995.7 - 782.0 )
Volume Invert
Avail.Storage Storage Description
#1 534.00'
74,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
534.00
11,535
0 0
535.00
12,795
12,165 12,165
536.00
14,111
13,453 25,618
537.00
15,484
14,798 40,416
538.00
16,914
16,199 56,615
539.00
18,400
17,657 74,272
Device Routing
Invert
Outlet Devices
#1 Primary
530.85'
24.0" Round Culvert
L= 132.9' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 530.85' / 530.19' S= 0.0050 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1
534.00'
Sand Infiltration
Elev. (feet) 534.00 535.00 536.00 537.00 538.00 539.00
Disch. (cfs) 0.000 0.197 0.276 0.354 0.433 0.512
#3 Device 1
535.00'
2 yr Weir, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 0.50
Width (feet) 2.00 2.00
#4 Device 1
537.35'
48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#5 Primary
538.35'
20.0' long Emergency Spillway 2 End Contraction(s)
Primary OutFlow Max=29.04 cfs @ 12.05 hrs HW=537.89' (Free Discharge)
1=Culvert (Passes 29.04 cfs of 38.96 cfs potential flow)
2=Sand Infiltration (Custom Controls 0.42 cfs)
3=2 yr Weir (Orifice Controls 7.98 cfs @ 7.98 fps)
4=Top of Riser (Weir Controls 20.64 cfs @ 2.40 fps)
5=Emergency Spillway ( Controls 0.00 cfs)

9314-BMP Sand Filter - Storms Type/1 24-hr 25-yr Rainfall=6.37"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 9
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Pond 3P: SAND FILTER
Hydrograph
Time (hours)
Pond 3P: SAND FILTER
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Discharge (cfs)
e Inflow
❑ Primary
❑ Primary

9314-BMP Sand Filter - Storms Type/1 24-hr 25-yr Rainfall=6.37"
Prepared by {enter your company name here} Printed 3/11/2021
HydroCAD® 10.10-4a s/n 09780 © 2020 HydroCAD Software Solutions LLC Page 10
Summary for Pond 4P: PRE OUT
Inflow Area = 6.860 ac, 1.90% Impervious, Inflow Depth = 3.80" for 25-yr event
Inflow = 30.66 cfs @ 12.10 hrs, Volume= 2.175 of
Primary = 30.66 cfs @ 12.10 hrs, Volume= 2.175 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
N
V
3
0
LL
Pond 4P: PRE OUT
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

10-YR STORM SEWER REPORT

Hydraflow Storm Sewers Extension for Autodeak@ Civil 3D@ Plan
19
16
Outfall 18 17
1
15
5
4
14
20
3 21
6
13
23 22
24 27
2
2625
Outfall 28 12
33 11
31
29
10
9 35 36 37 38
8 39
7
Outfall
Project File: 9314_STORM SEWERS —UPDATE 01.20.21.stm Number of lines: 39 Date: 1/20/2021
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
20.775
0.04
0.04
0.85
0.03
0.03
5.0
5.0
7.2
0.25
3.58
2.38
12
1.01
544.67
544.88
544.85
545.08
546.34
548.87
Pipe - (323)
2
End
91.616
0.07
0.56
0.85
0.06
0.48
5.0
7.1
6.7
3.17
7.44
4.04
18
0.50
542.00
542.46
542.68
543.15
543.42
547.00
Pipe - (13)
3
2
119.183
0.09
0.38
0.85
0.08
0.32
5.0
6.1
6.9
2.24
4.54
2.81
15
0.50
542.46
543.05
543.48
543.69
547.00
547.62
Pipe - (320)
4
3
66.685
0.15
0.29
0.85
0.13
0.25
5.0
5.6
7.1
1.74
2.54
3.32
12
0.51
543.30
543.64
543.98
544.23
547.62
547.80
Pipe - (16)
5
4
37.317
0.14
0.14
0.85
0.12
0.12
5.0
5.0
7.2
0.86
2.47
1.11
12
0.48
543.39
543.57
544.48
544.50
547.80
548.18
Pipe - (321)
6
2
66.578
0.11
0.11
0.85
0.09
0.09
5.0
5.0
7.2
0.68
2.76
1.94
12
0.60
542.71
543.11
543.48
543.45
547.00
547.00
Pipe - (26)
7
End
43.233
0.36
5.80
0.85
0.31
4.93
5.0
12.7
5.6
27.44
33.64
5.30
36
0.25
534.00
534.11
536.06
536.17
537.47
538.38
Pipe - (1)
8
7
18.409
0.04
5.44
0.85
0.03
4.62
5.0
12.6
5.6
25.80
46.64
5.51
36
0.49
534.11
534.20
536.39
535.84
538.38
538.38
Pipe - (2)
9
8
77.854
0.00
3.81
0.85
0.00
3.24
5.0
12.4
5.6
18.18
22.35
6.82
24
0.98
534.20
534.96
535.84
536.49
538.38
539.50
Pipe - (3)
10
9
186.237
0.00
3.81
0.85
0.00
3.24
5.0
11.9
5.7
18.46
18.90
6.86
24
0.70
534.96
536.26
536.56
537.86
539.50
545.12
Pipe - (4)
11
10
222.368
0.00
3.57
0.85
0.00
3.03
5.0
10.4
6.0
18.09
18.95
5.76
24
0.70
536.26
537.82
538.49
539.92
545.12
547.33
Pipe - (6)
12
11
99.990
0.30
3.57
0.85
0.26
3.03
5.0
10.1
6.0
18.25
25.95
5.91
24
1.32
537.82
539.14
540.42
540.99
547.33
546.00
Pipe - (7)
13
12
150.000
0.09
2.65
0.85
0.08
2.25
5.0
9.6
6.1
13.78
17.52
4.39
24
0.60
539.15
540.05
541.83
542.39
546.00
546.70
Pipe - (9)
14
13
94.234
1.09
1.85
0.85
0.93
1.57
5.0
9.1
6.2
9.78
16.80
3.11
24
0.55
540.05
540.57
542.81
542.98
546.70
546.00
Pipe - (18)
15
14
130.955
0.09
0.76
0.85
0.08
0.65
5.0
8.3
6.4
4.14
8.75
2.48
18
0.69
541.07
541.98
543.06
543.24
546.00
546.80
Pipe - (25)
16
15
58.023
0.13
0.67
0.85
0.11
0.57
5.0
7.8
6.5
3.70
7.80
3.24
18
0.55
541.98
542.30
543.37
543.03
546.80
548.00
Pipe - (22)
17
16
132.309
0.39
0.49
0.85
0.33
0.42
5.0
6.4
6.8
2.85
4.80
3.99
15
0.55
542.30
543.03
543.03
543.71
548.00
547.90
Pipe - (325)
18
17
67.111
0.10
0.10
0.85
0.09
0.09
5.0
5.0
7.2
0.62
2.64
0.89
12
0.55
543.03
543.40
544.12
544.13
547.90
547.90
Pipe - (326)
19
16
66.534
0.05
0.05
0.85
0.04
0.04
5.0
5.0
7.2
0.31
3.33
2.46
12
0.87
543.12
543.70
543.33
543.93
548.00
547.74
Pipe - (23)
20
13
58.200
0.19
0.71
0.85
0.16
0.60
5.0
7.3
6.6
4.01
8.14
2.27
18
0.60
540.55
540.90
542.81
542.89
546.70
547.00
Pipe - (10)
21
20
159.000
0.00
0.52
0.85
0.00
0.44
5.0
6.2
6.9
3.05
5.02
2.52
15
0.60
541.14
542.10
542.95
543.27
547.00
548.06
Pipe - (11)
22
21
92.165
0.11
0.42
0.85
0.09
0.36
5.0
5.5
7.1
2.54
4.99
2.31
15
0.60
542.05
542.60
543.42
543.54
548.06
547.50
Pipe - (12)
Project File: 9314_STORM SEWERS -UPDATE 01.20.21.stm
Number of lines: 39
Run Date: 1/21/2021
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
66.729
0.31
0.31
0.85
0.26
0.26
5.0
5.0
7.2
1.91
2.76
2.54
12
0.60
542.60
543.00
543.70
543.86
547.50
547.40
Pipe - (322)
24
21
54.105
0.10
0.10
0.85
0.09
0.09
5.0
5.0
7.2
0.62
4.45
0.95
12
1.33
542.05
542.77
543.42
543.43
548.06
548.90
Pipe - (44)
25
12
61.051
0.00
0.62
0.85
0.00
0.53
5.0
5.5
7.1
3.74
4.42
4.76
12
1.31
539.14
539.94
541.83
542.41
546.00
542.44
Pipe - (40)
26
25
44.387
0.16
0.46
0.85
0.14
0.39
5.0
5.3
7.2
2.80
3.88
3.56
12
1.01
539.94
540.39
542.76
542.99
542.44
548.62
Pipe - (42)
27
26
39.588
0.30
0.30
0.85
0.26
0.26
5.0
5.0
7.2
1.85
3.83
2.35
12
0.99
540.39
540.78
543.09
543.18
548.62
542.66
Pipe - (43)
28
25
22.141
0.16
0.16
0.85
0.14
0.14
5.0
5.0
7.2
0.98
8.44
1.25
12
4.79
539.94
541.00
542.76
542.77
542.44
548.65
Pipe - (41)
29
10
21.963
0.00
0.24
0.85
0.00
0.20
5.0
11.7
5.7
1.17
5.46
2.84
12
2.00
537.88
538.32
538.49
538.78
545.12
550.05
Pipe - (327)
30
29
21.204
0.00
0.01
0.85
0.00
0.01
5.0
7.1
6.7
0.06
5.43
0.78
12
1.98
538.11
538.53
538.78
538.63
550.05
544.90
Pipe - (30)
31
30
22.435
0.01
0.01
0.85
0.01
0.01
5.0
5.0
7.2
0.06
2.61
1.77
8
3.97
538.53
539.42
538.63
539.53
544.90
545.51
Pipe - (31)
32
29
23.057
0.08
0.23
0.85
0.07
0.20
5.0
6.0
6.9
1.36
3.85
2.91
12
1.00
538.07
538.30
538.78
538.79
550.05
547.25
Pipe - (32)
33
32
73.523
0.15
0.15
0.85
0.13
0.13
5.0
5.0
7.2
0.92
3.84
2.76
12
0.99
538.30
539.03
538.79
539.43
547.25
548.70
Pipe - (33)
34
8
14.567
0.30
1.59
0.85
0.26
1.35
5.0
6.5
6.8
9.23
67.67
3.54
36
1.03
534.20
534.35
535.84
535.31
538.38
539.41
Pipe - (35)
35
34
70.987
0.35
1.29
0.85
0.30
1.10
5.0
6.0
7.0
7.63
15.88
4.99
24
0.49
534.35
534.70
535.33
535.68
539.41
537.45
Pipe - (36)
36
35
52.886
0.37
0.78
0.85
0.31
0.66
5.0
5.7
7.0
4.67
7.50
4.17
18
0.51
534.70
534.97
535.68
535.82
537.45
537.60
Pipe - (37)
37
36
18.010
0.25
0.41
0.85
0.21
0.35
5.0
5.5
7.1
2.47
4.57
2.31
15
0.50
534.97
535.06
536.03
536.04
537.60
538.15
Pipe - (38)
38
37
25.331
0.16
0.16
0.85
0.14
0.14
5.0
5.0
7.2
0.98
4.63
0.93
15
0.51
535.06
535.19
536.13
536.14
538.15
538.18
Pipe - (39)
39
35
34.802
0.16
0.16
0.85
0.14
0.14
5.0
5.0
7.2
0.98
2.56
1.34
12
0.52
534.70
534.88
535.68
535.70
537.45
537.50
Pipe - (328)
Project File: 9314_STORM SEWERS -UPDATE 01.20.21.stm
Number of lines: 39
Run Date: 1/21/2021
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2020.00

RUNOFF TO PRESSON ROAD

9314- Presson Road Runoff Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1S: PRE -IMPERVIOUS
Runoff = 14.23 cfs @ 12.02 hrs, Volume= 0.729 af, Depth> 2.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
2.460 72 Woods/grass comb., Good, HSG C
0.700 98 Paved parking, HSG C
3.160 78 Weighted Average
2.460 77.85% Pervious Area
0.700 22.15% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.1 Direct Entry, User Entry

9314- Presson Road Runoff Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: POST -IMPERVIOUS
Runoff = 10.58 cfs @ 11.95 hrs, Volume= 0.475 af, Depth> 3.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
0.750 98 Paved parking, HSG C
0.910 74 >75% Grass cover, Good, HSG C
1.660 85 Weighted Average
0.910 54.82% Pervious Area
0.750 45.18% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, User Entry

RUNOFF TO EX. BMP

9314- Ex BMP Runoffs Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3A: EX. BMP (AREA E) - PRE
Runoff = 8.19 cfs @ 12.12 hrs, Volume= 0.547 af, Depth> 2.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
0.100
98 Paved parking, HSG C
2.530
74 >75% Grass cover, Good, HSG C
2.630
75 Weighted Average
2.530
96.20% Pervious Area
0.100
3.80% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
16.2 100
0.0350
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.60"
2.6 400
0.0250
2.55
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
18.8 500 Total

9314- Ex BMP Runoffs Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3B: EX. BMP (AREA E) - POST
Runoff = 7.99 cfs @ 12.00 hrs, Volume= 0.378 af, Depth> 2.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
0.090
98 Paved parking, HSG C
1.720
74 >75% Grass cover, Good, HSG C
1.810
75 Weighted Average
1.720
95.03% Pervious Area
0.090
4.97% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.4
100
0.0350
0.23
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
0.8
160
0.0469
3.49
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
8.2 260 Total

9314- Ex BMP Runoffs Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here} Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4A: EX. BMP (AREA A) - PRE
Runoff = 18.40 cfs @ 11.97 hrs, Volume= 0.931 af, Depth> 4.23"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
0.650 79 50-75% Grass cover, Fair, HSG C
1.990 98 Paved roads w/curbs & sewers, HSG C
2.640 93 Weighted Average
0.650 24.62% Pervious Area
1.990 75.38% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.0
75
0.0533
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
1.3
300
0.0600
3.94
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fos
6.3 375 Total

9314- Ex BMP Runoffs Type 1124-hr 10-yr Rainfall=5.33"
Prepared by {enter your company name here) Printed 1/25/2021
HydroCAD® 10.00-19 s/n 09780 © 2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4B: EX. BMP (AREA A) - POST
Runoff = 14.48 cfs @ 11.96 hrs, Volume= 0.657 af, Depth> 3.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-yr Rainfall=5.33"
Area (ac) CN Description
0.820 98 Paved roads w/curbs & sewers, HSG C
1.690 74 >75% Grass cover, Good, HSG C
2.510 82 Weighted Average
1.690 67.33% Pervious Area
0.820 32.67% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, USER ENTERED THROUGH PIPE ASSUMPTION
0.7 200 0.0775 4.48 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fos
5.7 200 Total

OUTFALL RIP -RAP SIZING CALCULATIONS

User Input Data
Calculated Value
Reference Data
INLET INTO BMP
Designed By: Alexander Rhode Date: 3/10/2021
Checked By: Marc Momsen Date: 3/11/021
Company: LandDesign, Inc.
Project Name: Union County Sheriff's Office
Project No.: 1019314
Site Location (City/Town) Monroe, NC
Culvert Id.
Total Drainage Area (acres) 5.8
Step 1. Determine the tadwater depth from channel characteristics below- the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum taihcater condition.
If it is greater than half the pipe diameter, it is classified maximum condition_
Pipes that outlet onto Wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
36
18
Max TW (Fig. 8.06b)
27.44
5.3
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b. and determine d50 riprap size and minimum apron length
(L). The d5o size is the median stone size in a well -graded nprap apron.
Step 3. Determure apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2_
Riprap d50, A)
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.)
Apron shape
Minimum TW
Figure 8.06a
E
Maximum TW
Figure 8.06b
0.2
13.75
9
Rectangle

Apron width at outlet end (ft.) 3 8.5
Step 4. D: terms-ne the tna"anium stone diameter
d�3s = I.5 x cl',o
Minimum TW
Max Stone Diameter, dmax (ft.) 0
Step 5. Deternune the apron thickness:
Apron thickness = 1.5 x dr,.
Apron Thickness(ft.)
Maximum TW
0.3
Minimum TW Maximum TW
0 0.45
Step 6. Fit the nprap apron to the site by making it level for the nunimiLun
length, La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it Krith the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire charnel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8_

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3DO
Outlet N . Do + 0.4L8
pipe
diameter Mo) L La
5Do
�'u iw
Discharge (tt3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe (:owing full, maximum tailwater condition (T„ i 0.5 3ameter).
3
.0
000
8.06.4 Rev, 12 93

User Input Data
Calculated Value
Reference Data
BMP OUTFALL
Designed By: Alexander Rhode Date: 3/12/2021
Checked By: Marc Momsen Date: 3/12/2021
Company: LandDesign, Inc.
Project Name: Union County Sheriff's Office
Project No.: 1019314
Site Location (City/Town) Monroe, NC
Culvert Id.
Total Drainage Area (acres) 6.86
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise_
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
24
Max TW (Fig. 8.06b)
11.97
3.81
Step 2. Based on the tailwater conditions determined in step 1_ enter Figure
8.06a or Figure 8.06b, and determine dso riprap size and muiimum apron length
(L). The d,, size is the median stone size in a well -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape_ and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Figure 8.06a
Riprap d50, A)
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.) 6
Apron shape
Maximum TW
Figure 8.06b
0.1
9.5
6
Rectangle

Apron width at outlet end (ft.) 2 5.8
Step 4. Determine the maximum stone diameter-
d.=1.5xd5,
Minimum TW
Max Stone Diameter, dmax (ft.) 0
Step 3. Determne the apron thickness -
Apron thickness = 1.5 x d,_,„
Apron Thickness(ft.)
Maximum TW
0.15
Minimum TW Maximum TW
0 0.225
Step 6. Fit the riprap apron to the site by making it level for the mininituu
length. L,,_ from Figure 8.06a or Figure 8.06b. Extend the apron farther
doxvristream and along channel banks until stability is assured_ Keep the
apron as straight as possible and align it with the flow of the receiving stream.
:Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight_
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). VG'here overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Figure 8.06b: Design of outlet protection from a round pipe flowing full, maximum
tailwater condition (Tw>=0.5 diameter)
3Do {
I
Outlet W = Do + 0.4La
pipet�l
diameter (Dol i La
5Do
80 -
�PQ�o 70
60
50
20 r--:... -
10
0
120 -
I '
Discharge (Olsec)
Curves may not be extrapolated -
Figure 6.06b Dosign of outlet protection from a round pipe flowing full. maximum tailwater conddion (Tw > 0,5 ciameter)-
8.SC4 Rew IM

APPENDIX
WEB SOIL SURVEY

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Union County,
North Carolina
May 26, 2020

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap.................................................................................................................. 8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................ 11
MapUnit Descriptions.........................................................................................11
Union County, North Carolina......................................................................... 13
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded................................................................................13
BdC2—Badin channery silty clay loam, 8 to 15 percent slopes,
moderately eroded................................................................................14
BuB—Badin-Urban land complex, 2 to 8 percent slopes ............................ 15
ChA—Chewacla silt loam, 0 to 2 percent slopes, frequently flooded .......... 16
References............................................................................................................18
2

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
0

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
0

3
fn
W
548550
34° 58 54 N
IN
0
93
34° 58' 33" N
548550 548630 549710 548790 548870
3
fn
Map Scale: 1:3,180 W printed on A portrait (8.5" x 11") sheet
N Meters
0 45 90 181 270
Feet
0 150 300 600 900
Map projection: Web Mercator Comeraoordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
Custom Soil Resource Report
Soil Map
548630 548710 548790 548870
548950
3
a
$N
W
549030
6—8 34° 56 54 N
34° 58' 33" N
549030
3
fn
v
N

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
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: Union County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 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.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BdB2
Badin channery silty clay loam,
18.1
74.2%
2 to 8 percent slopes,
moderately eroded
Badin channery silty clay loam,
BdC2
6.3
25.8%
8 to 15 percent slopes,
moderately eroded
BuB
Badin-Urban land complex, 2 to
0.0
0.0%
8 percent slopes
ChA
Chewacla silt loam, 0 to 2
0.0
0.0%
percent slopes, frequently
flooded
Totals for Area of Interest
24.4
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
11

Custom Soil Resource Report
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Union County, North Carolina
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx85
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr- 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
13

Custom Soil Resource Report
BdC2—Badin channery silty clay loam, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx86
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope, shoulder
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr - 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
14

Custom Soil Resource Report
BuB—Badin-Urban land complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3wOk
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Badin and similar soils: 60 percent
Urban land: 25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: channery silt loam
Bt - 6 to 35 inches: silty clay
Cr - 35 to 43 inches: weathered bedrock
R - 43 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
15

Custom Soil Resource Report
Description of Urban Land
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
ChA—Chewacla silt loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 3wOp
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 87 percent
Minor components: 13 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 4 inches: silt loam
Bwl - 4 to 26 inches: silty clay loam
Bw2 - 26 to 38 inches: loam
Bw3 - 38 to 60 inches: clay loam
C - 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
16

Custom Soil Resource Report
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: No
Minor Components
Congaree
Percent of map unit: 8 percent
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Wehadkee, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
17

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
18

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
19

SITE AND USGS TOPO MAP

............
or
PROJECT
LOCATION
t
®2020Goag€e �- •• Voogle Earth
+• knagery Date: 9/29j2019 34°58'46.52" N B0°27'59.55" W eley W ft eye at 7045 ft 0

PROPERTY DATA

7/16/2020
Parcel Report
Parcel Number
09057010
Owner
UNION
COUNTY
Mailing Address
%SHERIFF'S OFFICE 3344 PRESSON
RD
MONROE
NC , 28112
Account Information
Land Value $1,093,200.00
Building Value $14,592,800.00
Total Value
$15,686,000.00
Acreage
33.4400
Sales Information
Sale Date
Sale Amount
Location Information
Municipal
Union County
Administration
County Zoning Code
CITY
Zoning Administration
Wingate
ETJ
Wingate
Fire District
Wingate
Soils
ChA,BdC2,BuB,BdB2
Building Information
Description WINGATE-PRESSON RD-JAIL 3344
PRESSON RD
Situs Address 3344 PRESSON RD
Property Class GOVERMENT/SCHOOL/CHURCH
Book & Page Grantor
12 Mile Service Area No
School School Assignment Information
Census Tract Number 207.02
FEMA Panel 5465,5464
FEMA Zone AE
Total Living Area 0 Improvement Type
Year Build 0
District Voting Assignments (Jurisdictions)
Polling Place Wingate Community School District 1
Center
Precinct District #8 State House 69
Congressional 8
District
Senate 35
District
gis-web.unioncountync.gov//gomaps/Reports/UserDefined/parcelReport.cfm?objectids=16242412&bbox=-8957852.236709736,4160210.338999955,-... 1 /1

PRE AND POST HYDROLOGY EXHIBITS

410
4F \
SITE INFORMATION:
SITE: 33.44 AC
PARCEL: 09057010
EXISTING IMPERVIOUS:
ASPHALT = 131,249 SF = 3.013 AC
CONCRETE = 41,061 SF = 0.943 AC
GRAVEL = 10,209 SF = 0.234 AC
92,561 SF = 2.125 AC
L = 275,080 SF = 6.315 AC
L PERCENT IMPERVIOUS = 18.88%
SCALE: 1 "=120'
0 60' 120' 180' 300'
UNION COUNTY SHERIFF'S OFFICE • MONROE, NC • PRE -DEVELOPMENT IMPERVIOUS EXHIBIT
PN1019314 1 07.16.2020 1 UNION COUNTY LandDesign.
7/16/20202:08PM GRUAN N:\2019\1019314\CAD\CIVIL\CALCS\9314-PRE-IMPERVIOUS.DWG

ooe
N
STREAM AREA = 0.331 AC
SITE IMPERVIOUS INFORMATION:
SITE: 33.44 AC
PARCEL: 09057010
PER SECTION IV 7 OF THE NCDEQ STORMWATER MANAGEMENT APPLICATION
THE TOTAL PROJECT AREA = PROPERTY AREA - WETLANDS - STREAM WATER
SURFACE AREA - ANY OTHER WATER SURFACE AREAS.
TOTAL PROJECT AREA = 33.44 AC - 0.331 AC (EX. STREAM)
TOTAL PROJECT AREA= 33.109 AC
EXISTING IMPERVIOUS:
ASPHALT =
131,249 SF
= 3.013 AC
CONCRETE =
41,061 SF
= 0.943 AC
GRAVEL =
10,209 SF
= 0.234 AC
BUILDINGS =
92,561 SF
= 2.125 AC
TOTAL =
275,080 SF
= 6.315 AC
EXISTING IMPERVIOUS TO BE REMOVED:
TOTAL = 0.714 AC
PROPOSED NEW IMPERVIOUS:
ASPHALT =
152,910 SF
= 3.510 AC
CONCRETE =
22,780 SF
= 0.523 AC
BUILDINGS =
36, 513 SF
= 0.838 AC
TOTAL =
212,094 SF
= 4.871 AC
TOTAL SITE BUA = 6.315 - 0.714 + 4. 871 = 10.472 AC
TOTAL SITE % IMPERVIOUS = (TOTAL SITE IMPERVIOUS / TOTAL PROJECT AREA)
* 100 = (10.472 AC / 33.109)* 100 = 31.63
INCREASED BUA FOR THIS DEVELOPMENT
=4.871 AC-0.714AC
= 4.157 AC
** IF THIS TABLE CHANGES, UPDATE ON SHEET C3-00 AND C3-05 AS WELL **
OFFICE _
X
TIMOTHY CHARLES HUGGINS
PID: 09057010C
\ PIE: 1172 PG 647
PROPERTY BOUNDARY- I �-
v
_ _
- — — — — 11000
4000
loe
O��QPP
Y '
A�
cP
0-p
09O �
x C.
EXISTING \ \�
ANIMAL
CONTROL
PROPOSEDOFFICE
100000
0000,
00000,
OP
J�
00
Q110� HELMS JAMED o so o Rio Leo aoo
PID: 09057011A57011A
UNION COUNTY SHERIFFS OFFICE • MONROE, NC • POST —DEVELOPED IMPERVIOUS AREAS
PN1019314 1 01.25.2021 1 UNION COUNTY LandDesign.
1/25/2021 2:20 PM SKAUFMAN NA 2019\1019314\CAD\CIVIL\CALCS\9314-POST-IMPERVIOUS.DWG

Xx
DRAINAGE AREA
TOTAL SITE AREA: t 33.44 AC
EX. IMP: t 6.315 AC
IMPERVIOUS: 18.88%
<0��i��/
M—S nuamr­s H—INS
=111.1% \ PIE I=7
oh h / 2 DRAINAGE BOUNDARY (TYP.) q
R
sopUl
046
°
�� ����/� N — — \�\ . 5 525\\\ ,ems �• 1 EXISTING DA C �\
530�A \s DRAINAGE AREA: 1.50 AC \ \��o�•
515 ��� �`�� �� EXISTING DA B 90
EXISTING DA A I �� Os3s = 535 \�
��� ��� DRAINAGE AREA: 2.10 AC
DRAINAGE AREA: 18.31 AC _� o
77 /
5 �� �Ll
S —1 — — — — — _ �j DRAINAGE AREA: 34,167 SF
AS
0.78 AC
535 �1 542'
p /
DA: 4
DRAINAGE AREA: 115,490 SIF I
2.65 AC / / �\s Sao
DRAINAGE0 68 AC 29,837 SF
540'
OFF -SITE DA ,o / / DA: 3
DRAINAGE AREA: 1.40 AC /� / / �\ DRAINAGE AREA: 225,914 SIF \\\ \ \
— lob � / � 5.19 AC
S3 540
'Qy / San
DA: 5
DRAINAGE AREA: 36,371 SF
0.83 AC
175 150'
0 75 150 300
UNION COUNTY SHERIFFS OFFICE • MONROE, NC • PRE -DEVELOPED DRAINAGE AREAS FOR EROSION CONTROL USE
PN1019314 1 07.17.2020 1 UNION COUNTY
LandDesign.
11/17/2020 4 07 PM ARHODE N:\-2019\1019314\CAD\CIVIL\CALCSk9314-PRE-IMPERVIOUS.DVVG

11
PI�H
— 7 — \ \ \ PIE. 5�.]PGsze — — P,Eo:1�
00
S\\ S DA TO PRESSON ROAD,
1.66 AC
REMAINING SITE DA \em53s = j DA TO EX. BMP � \A9�
33.44 AC - 6.86 - 1.81 - 2.51 - 1.66 AC 2.51 AC
20.30 AC 530�
/ y 0 \ \
y
J �/ j��All 535 = �_ 54p
� �(((/G�� 542 i
DA TO EX.
ma
54
o
PROP. BMP DA TO PROP. BMP
E]s
6.86 AC yy°
63.6
s \\
-
- 535
HELMS JHMESDONALO D
UNION COUNTY SHERIFFS OFFICE • MONROE, NC • POST -DEVELOPED DRAINAGE AREAS
PN1019314 1 01.25.2021 1 UNION COUNTY
1/25/2021 2:20 PM SKAUFMAN NA 2019\1019314\CAD\CIVIL\CALCS\9314-POST-IM PERVIOUS. DWG
1= 150'
7
0 5 150 300
s

CB - (16) DA: 0.05 A
()
_ _ A DA: 0.15 AC ��S
DA: 0.07 AC �o CB - (15) 0
CB - (26) s a DA: 0.04 AC �O
DA: 0.11 AC DA: 0.14 AC
CB (13)
CB - (491)
5_ 540
53
DA: 0.10 AC
CB - (490)
CB - (12) DA: 0.31 AC \`
a
\ ' DA: 0.39 AC
DA: 0.11 AC �
DA: 0.10 AC ` ` CB - (11) DA: 0.13 AC i
s
SDCO - (44) �� A CB - (22)
p
DA: 0.0 AC DA: 0.09 AC
CB - (25) mo
TD- (31) �
/ — TD - (30)
/
540
SDMH - (3) 1 SDCO - (492) _ �
DA: 0.37 AC
\ 45 545 - SDCO - (32) ��_ CB - (10) v DA:1.09 AC
535 � c
_ III DA: 0.04 AC
�� ��. CB - (24)
4 /PROP. B M P c6 (2)30 AC SDCO - (33) SDCO - (43) �`v
I CB - (35) \ _ SDCO - (42)
CB - (1) DA: 0.16 AC CB - (27)
s \ \ \ spc0000 SDCO - (40) DA: 0.09 AC \ \ / /
DA: 0.35AC SDCO-(41)
�V CB - (493) CB - (36) n DA: 0.30 AC _ / -
-
/
I CB-
DA: 0.37 AC
s3s i CB - (37) I SDMH - (6)
CB (38) \ _ DA: 0.16 AC
�o o DA: 0.25 AC
\ 535 o CB - (39) �O
Q�
\ \ 542 545 5A0 Q
539 540 535 HELMS JA ALD � PID: 09059057011011A
7 — , ��� �� 535
UNION COUNTY SHERIFFS OFFICE • MONROE, NC • SITE POST -DEVELOPED DRAINAGE AREAS
PN1019314 101.21.2021 1 UNION COUNTY
1/25/2021 2:20 PM SKAUFMAN N:\ 2019\1019314\CAD\CIVIL\CALCS\9314-POST-IM PERVIOUS. DWG
I W. rore I-
s

NCDEQ CHECKLISTS, FRO, & APPROVAL LETTER

EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedimentation control plan:
NPDES Construction Stormwater General Permit NCGO10000
X Designation on the plans where the 7 or 14 day ground stabilization requirements apply per Part II.E.1 of the permit.
X Design of basins with one acre or more of drainage area for surface withdrawal as per Part II.B.8 of the permit.
LOCATION INFORMATION
X Project location & labeled vicinity map (roads, streets, landmarks)
X North arrow and scale
X Identify River Basin.
X Provide a copy of site located on applicable USGS quadrangle and
NRCS Soils maps if it is in a River Basin with Riparian Buffer
requirements.
GENERAL SITE FEATURES (Plan elements)
X Property lines & ownership ID for adjoining properties
X Existing contours (topographic lines)
X Proposed contours
X Limits of disturbed area (provide acreage total, delineate limits,
and label). Be sure to include all access to measures, lots that will
be disturbed, and utilities that may extend offsite.
X Planned and existing building locations and elevations
X Planned & existing road locations & elevations, including
temporary access roads
X Lot and/or building numbers
X Hydrogeologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc. (include all
required local or state buffer zones and any DWQ Riparian Buffer
determinations)
X Easements and drainageways, particularly required for offsite
affected areas. Include copies of any recorded easements and/or
agreements with adjoining property owners.
X Profiles of streets, utilities, ditch lines, etc.
X Stockpiled topsoil or subsoil locations
If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless
the borrow or waste activity is regulated under the Mining Act of
1971, or is a landfill regulated by the Division of Waste
Management. If the land -disturbing activity and any related
borrow or waste activity are not conducted by the same person,
they shall be considered separate land -disturbing activities and
must be permitted either through the Sedimentation Pollution
Control Act as a one -use borrow site or through the Mining Act.
Location and details associated with any onsite stone crushing or
other processing of material excavated. If the affected area
associated with excavation, processing, stockpiles and transport
of such materials will comprise 1 or more acres, and materials will
be leaving the development tract, a mining permit will be required.
Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150 linear feet)
EROSION & SEDIMENT CONTROL MEASURES (on plan)
X Legend (provide appropriate symbols for all measures and
reference them to the construction details)
X Location of temporary measures
X Location of permanent measures
X Construction drawings and details for
temporary and permanent measures. Show measures to scale on
plan and include proposed contours where necessary. Ensure
design storage requirements are maintained through all phases of
construction.
X Maintenance requirements for measures
X Contact person responsible for maintenance
SITE DRAINAGE FEATURES
X Existing and planned drainage patterns (include off -site areas that
drain through project and address temporary and permanent
conveyance of stormwater over graded slopes)
X Method used to determine acreage of land being disturbed and
drainage areas to all proposed measures (e.g. delineation map)
X Size, pipe material and location of culverts and sewers
X Soil information: type, special characteristics
X Soil information below culvert storm outlets
X Name and classification of receiving water course or name of
municipal operator (only where stormwater discharges are to
occur)
STORMWATER CALCULATIONS
X Pre -construction runoff calculations for each outlet from the site (at
peak discharge points). Be sure to provide all supporting data for
the computation methods used (rainfall data for required storm
events, time of concentration/storm duration, and runoff
coefficients).
X Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients for the site)
X Design calcs for culverts and storm sewers (include HW, TW and
outlet velocities)
X Discharge and velocity calculations for open channel and ditch
X flows (easement & rights -of -way)
Design calcs for cross sections and method of stabilization for
existing and planned channels (include temporary linings). Include
appropriate permissible velocity and/or shear stress data.
X Design calcs and construction details for energy dissipaters below
culvert and storm sewer outlets (include stone/material specs &
X apron dimensions). Avoid discharges on fill slopes.
Design calcs and dimension of sediment basins (note current
surface area and dewatering standards as well as diversion of
runoff to the basins). Be sure that all surface drains, including
ditches and berms, will have positive drainage to the basins.
VEGETATIVE STABILIZATION
X Area & acreage to be stabilized with vegetation
X Method of soil preparation
X Seed type & rates (temporary & permanent)
X Fertilizer type and rates
X Mulch type and rates (include mulch anchoring methods)
NOTE: Plan should include provisions for groundcover in accordance with
NPDES Construction Stormwater General Permit NCG010000.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
X Completed, signed & notarized FR/O Form
X Accurate application fee payable to NCDEQ ($65.00 per acre
rounded up the next acre with no ceiling amount)
X Certificate of assumed name, if the owner is a partnership
Name of Registered Agent (if applicable)
Copy of the most current Deed for the site. Please make sure the
deed(s) and ownership information are consistent between the
plan sheets, local records and this form.
X Provide latitude & longitude (in decimal degrees) at the project
entrance.
X Two hard -copies of the plans (some regional offices require
additional plans or multiple sizes; please contact the regional
coordinator prior to such submittal.)
NOTE: For the Express Permitting Option, inquire at the local Regional
Office for availability. Express Reviews are performed by
appointment only.
NARRATIVE AND CONSTRUCTION SEQUENCE
X Narrative describing the nature & purpose of the construction
X activity.
Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation of
the land -disturbing activity & removal of measures after areas they
serve are permanently stabilized). Address all phases of
construction and necessary practices associated with temporary
stream bypasses and/or crossings.
Bid specifications related only to erosion control
rev. 05142019

NC DEQ Division of Energy, Mineral and Land Resources
STATE STORMWATER FAST TRACK "AUTHORIZATION TO CONSTRUCT" PERMIT
APPLICATION INSTRUCTIONS
A. ELIGIBILITY FOR FAST -TRACK PERMITTING
Before applying for a Fast Track ATC permit, be sure to verify that your project is eligible for
permitting under the Fast Track Permitting Process. Read each item on the application form
under "A. ELIGIBILITY FOR FAST -TRACK PERMITTING" carefully and check only those items
that apply to your project. If any item does not apply, the project is not eligible for Fast Track
Permitting and must apply under the Standard Permitting Process.
B. GENERAL INFORMATION
1. Project Name — Provide the actual name of the project consistent with the project name that
was used on the CAMA application and/or on the SEC application.
2. Previous Project Name — If the project was previously submitted and/or returned under
another name, please report the previous project name.
3. Location of Project — Provide the street address of the facility. Most local governments
require a street address for the 911 emergency system. Please provide the 911 street
address for the project and the ZIP code with 4-digit extension. Reporting the ZIP code is
necessary in order for the Division's database to accurately reflect the project location.
4. Directions to Project — The directions provided must originate from the nearest intersection
of 2 major roads (should be the same roads referenced on the vicinity map on the plans). A
major road is any 1, 2 or 3 digit NC, US or Interstate highway. The 4-digit NC State Road
numbers are helpful, but referencing only NCSR numbers in the directions will not suffice.
5. Latitude and Longitude — These must be taken and recorded at the Main Entrance to the
project. If there is more than 1 main entrance, please specify which entrance was chosen,
i.e., north, south, east, west, and/or identify by the road name. Please be careful when
entering the numbers on the application.
C. PERMIT INFORMATION
New Projects
If the project has never received a stormwater permit before, then it is NEW (no previous
application).
If the project has previously received a Fast Track ATC permit, the project is considered
NEW (replacing a previous ATC Permit) if:
• the previous Fast Track ATC permit has NOT expired;
• construction on the project has NOT begun;
• the proposed project has been modified such that project area has changed;
• the project can begin and end construction within the term of its original ATC permit
(the new ATC permit will be issued with the same expiration date); and
• the applicant agrees to rescind the previous Fast Track ATC permit (the new ATC
permit will be issued with a different permit number).
If the project has previously received a Fast Track ATC permit, the project can be renewed
one time using Form SWU-102 (the renewed permit will be issued with the same permit
number and a new expiration date), if:
• the previous Fast Track ATC permit has NOT expired;
• the project has NOT been modified such that the project area has changed;
Stormwater Fast Track ATC Application Instructions Page 1 of 7 Feb. 11, 2018

• construction has either NOT begun or has begun, but due to unforeseen
circumstances, CANNOT be completed in the original 5-year permit term; and
• construction on the project can be completed within the renewed 5-year permit term.
Major ModificationF
A project is a MODIFICATION of an EXISTING STORMWA TER PERMIT if a project
previously permitted under the Standard Permitting Process is being modified, and the
applicant wishes to permit it under the Fast Track Permitting Process going forward.
If a project was previously permitted under the Standard Permitting Process, and a major
modification is requested, the project may be eligible for the Fast Track Permitting Process
if:
• the modification being requested is NOT considered a minor modification, as that
term is defined in 15A NCAC 02H .1002(25). Minor modifications must use the
Standard Permitting Process;
• the major modification is submitted by the original permittee;
• the previous SW permit has NOT expired;
• the entire project and all SCMs (including existing SCMs associated with the
project) will meet all applicable requirements of 15A NCAC 02H .1000 - .1062,
including the MDC, upon project completion; and
• the applicant agrees to rescind the previous SW permit upon issuance of the new
Fast Track ATC permit.
Modifications of existing Fast Track ATC permits are not allowed. If a project for which a
Fast Track ATC permit was issued has been modified such that the project area has
changed, that project may be eligible to replace its Fast Track ATC permit with a new Fast
Track ATC permit (see criteria above under "New Projects.")
Please list the existing SW permit number and the status of construction:
Check ❑Not Started if the project that was previously permitted was not built.
Check Partially Completed if, during the course of construction, something about the
project has changed that requires a modification.
Check ❑Completed if the project is complete and is being modified for some other reason.
For both Partially Complete and Completed projects, a Designer's Certification must
accompany the modified application. A partial Designer's Certification is needed for
Partially Complete projects, and would cover the SCM(s) and any drainage features
constructed to date. The Designer's Certification for a Complete project would encompass
the SCM, the drainage area and the built -upon area.
Transfers
A transfer of an existing Fast Track ATC Permit to a new project owner (other than an
HOA) may be requested using the Stormwater Fast Track ATC Application Form under the
following conditions:
• the existing Fast Track ATC Permit is NOT expired;
• the project area has NOT been modified;
• the proposed permittee fills out a new ATC form with a new Design Professionals
notarized certification AND the current permittee notarized certification form
approving the transfer;
• the Fast Track ATC Permit is NOT being transferred to a Homeowner's Association
(a project must be issued a Final Permit before transferring to an HOA);
• the Applicant acknowledges that the expiration date for the transferred Fast Track
ATC permit will remain the same as the existing Fast Track ATC permit;
Stormwater Fast Track ATC Application Instructions Page 2 of 7 Feb. 11, 2018

If the project has NOT started construction, the current permittee has provided a copy
of the Fast Track ATC Permit and any associated records (e.g., design information)
to DEMLR and the proposed permittee/Applicant;
If the project has started construction, the design professional of record must certify
what has been built to date and the design professional must provide all records
(e.g., plans, calculations, SCM specifications, recorded documents, etc) to DEMLR
and the proposed permittee/Applicant.
If any of the above conditions cannot be met, the Fast Track ATC Permit is not eligible for
Transfer and may be rescinded upon issuance of a new permit or allowed to expire. If
construction has NOT started, the new permittee/Applicant may choose to apply for a new
Fast Track ATC Permit or apply under the Standard Permitting Process. In those cases, the
renewal term will be reset. If construction has started, the new permittee/Applicant may
request that the Fast Track ATC Permit be converted to a state stormwater permit under the
Standard Permitting Process.
2. Applicable State Stormwater Programs — Check each stormwater program that applies to
the project. Applicability is generally based on location of the project site within a subject
area, draining to a subject waterbody, and/or cumulative disturbed area. Consult the
Stormwater Permitting Interactive Map as the starting reference determining applicability,
and contact the DWR Regional Office for confirmation. You should also consult the
stormwater rules (effective 1/1/2017) that apply to your project for specific requirements.
If a project has portions that are located within two or more coastal stormwater program
areas, the project shall meet the applicable requirements of 15A NCAC 02H .1019(6) inside
each of the project's portions. (15A NCAC 02H .1019(5)(d) & G.S. 143-214.7 (b2)(3)] If there are any
questions, please contact the appropriate Regional Office for guidance.
3. Other Permits — Please let us know what other permits the project has already applied for
or received or that are required. You will need to contact the Division of Coastal
Management to determine if a CAMA Major permit is needed. You will need a
Sedimentation Erosion Control Plan if the project will cumulatively disturb more than one
acre. You will need an NPDES Industrial Stormwater permit if the project proposes an
activity wherein the stormwater will come in contact with any process water or chemicals.
You will need a 401/404 wetlands permit if there are any wetlands impacts proposed. If you
need help with determining what other permits may be needed, please contact the
Customer Service Center at 1-877-623-6748.
DEMLR routinely sends out letters requesting stormwater applications for those projects that
have submitted for a CAMA Major permit or for a Sedimentation Erosion Control Plan
approval or for the proposed construction of more than 10,000 square feet of built -upon
area. The applications for CAMA and SEC projects are assigned an application number,
which is referenced on the letter. Please refer to this application number when applying
for the stormwater permit.
4. Local Government Contact — Provide information on the local government contact that
will be issuing the building permit. This will assist us in getting a copy of the permit to the
correct Building Inspection Office.
D. CONTACT INFORMATION
1. Applicant (also known as Financially Responsible Party) — Who will own the project?
This can be a developer, the property owner, the person leasing the property (lessee), the
purchaser of the property, a designated government official, a "person" such as a
corporation, LLC, general partnership, municipality, individual, etc.,
Stormwater Fast Track ATC Application Instructions Page 3 of 7 Feb. 11, 2018

2. If the Applicant/Financially Responsible Party is a corporation or LLC, list the name of the
Registered Agent and contact information. The mailing address must match the address on
file with the NC Dept of the Secretary of State https://www.sosnc.gov/search/index/corp.
3. Check all that apply to indicate whether the Applicant is the property owner, the lessee,
purchaser, developer, or some combination thereof. The property owner is the person who
owns the property, is legally responsible for the property, and who has the authority sell it
and place deed restrictions on it. If the Applicant is not the property owner, attach a copy of
the associated agreement and complete Item 4.
4. Complete this item if the Applicant is not the property owner. Otherwise, skip to Item 5.
5. List the contact information for the consultant who is acting as the licensed Design
Professional for the duration of the project. The Design Professional for permits issued
under the Fast Track Permitting Process must be licensed pursuant to either Chapter 89A or
Chapter 89C of the NC General Statutes. f15A NCAC 02H .1043(2)]
6. [Optional] This is the place to provide any other contact information for the project, such as
the construction supervisor.
E. PROJECT INFORMATION
Specify whether the project is Low Density or High Density. Note that projects which drain
to an off -site SCM are not eligible for Fast -Track Permitting and must apply under the
Standard Permitting Process. (15A NCAC 02H.1003(3)(c)]
2. A brief explanation on how the stormwater will be treated/conveyed. This can be as
simple as "Low density with grassed roadside swales" or "Wet Detention Pond" to something
more complex, such as "Overall low density with infiltration trench systems to treat areas of
the project with a density higher than the overall project."
3. What River Basin(s) will the project drain to? In North Carolina, there 17 identified river
basins. In the 20 coastal counties, the following river basins can apply: Lumber, Cape Fear,
White Oak, Neuse, Tar -Pamlico, Pasquotank, or Chowan.
4. List the Receiving Stream Name, Stream Classification, and Stream Index Number for
each waterbody receiving flow from the project. This information can be found in the NC
Surface Water Classifications interactive map. Search for the receiving waters by stream
name or location. Streams may be broken up into several segments, each with different
classifications. If you need assistance, you can submit the Water Quality Classification
Request form and topo map to the Regional Office.
5. Project Area and Density Information (report in square feet, unless otherwise stated)
Total Property Area = The entire property area (or permit area for campus -style
development) on which the project will be located.
Total Surface Water Area = Area of waters shown as blue lines on the USGS maps,
hydrologically connected waters, and waters that are listed in the Division's Schedule of
Stream Classifications, whether they appear on the USGS map or not. This includes the
normal pool of impounded structures, the area between the banks of streams and rivers,
and the area below the Normal High Water (NHW) line or Mean High Water (MHW) line.
Total Coastal Wetlands Area = Area of coastal wetlands landward from the NHW (or
MHW) line. Coastal wetlands are defined in Rule 15A NCAC 07H .0205, and can only be
identified and flagged by personnel of the Division of Coastal Management, or an
Stormwater Fast Track ATC Application Instructions Page 4 of 7 Feb. 11, 2018

appropriately trained person acceptable to DCM.
Total Project Area = Project Area minus (Coastal Wetlands Area + Surface Water Area)
Total Project Area may or may not be the same as Total Property Area.
"Project" is defined as the proposed development activity for which an applicant is
seeking a stormwater permit. "Project" excludes any land adjacent to the area
disturbed by the project that has been counted as pervious by any other development
regulated under a federal, State, or local stormwater regulation. [15A NCAC 02H
.1002(38)]
If the proposed project has more than one phase of development, the Applicant must
consider whether multiple phases can be completed within the 5-year permit term and
be able to provide the required information for each phase with the initial ATC permit
application. If not, the Applicant must consider each phase as its own project for
purposes of Fast Track ATC permitting. Alternatively, the phased project may be
permitted under the Standard Permitting Process.
Built -Upon Area (BUA) associated with Existing Development = BUA associated with
Existing Development within the Total Project Area
• "Existing Development" means those projects that are built or those projects that have
established a vested right under NC law as of the effective date of the state
stormwater program or applicable local government ordinance to which the project is
subject. (15A NCAC 02H. 1002(17]
• "Built -upon area" or "BUA" means impervious surface and partially impervious surface
to the extent that the partially impervious surface does not allow water to infiltrate
through the surface and into the subsoil. "BUA" does not include a slatted deck; the
water area of a swimming pool; a surface of number 57 stone, as designated by the
American Society for Testing and Materials, laid at least four inches thick over a
geotextile fabric; or a trail as defined in G.S. 113A-85 that is either unpaved or paved
as long as the pavement is porous with a hydraulic conductivity greater than 0.001
centimeters per second (1.41 inches per hour). (NCGS 143-214.7(b2]
Proposed New BUA = BUA that is not associated with existing development.
• "Built -upon area" or "BUA" means impervious surface and partially impervious surface
to the extent that the partially impervious surface does not allow water to infiltrate
through the surface and into the subsoil. "BUA" does not include a slatted deck; the
water area of a swimming pool; a surface of number 57 stone, as designated by the
American Society for Testing and Materials, laid at least four inches thick over a
geotextile fabric; or a trail as defined in G.S. 113A-85 that is either unpaved or paved
as long as the pavement is porous with a hydraulic conductivity greater than 0.001
centimeters per second (1.41 inches per hour). (NCGS 143-214.7(b2]
• The design volume of SCMs must take into account the runoff from build out from all
surfaces draining to the SCM. [15A NCAC 02H .1050(1)].
Project Density - Perform one of the following Project Density calculations, depending on
whether or not the project has existing development:
Project Density with Existing Development = [New BUA] divided by [Total Project
Area minus Existing BUA] x 100
or
Project Density without Existing Development = [New BUA] divided by [Total
Project Area] x 100
6. Identify the Anticipated construction start date.
Stormwater Fast Track ATC Application Instructions Page 5 of 7 Feb. 11, 2018

7. Please check the appropriate box as to whether the project is located within 5 miles of a
public airport that supports commercial air carriers or general aviation services. See
Session Law 2012-200, Part VI for more information regarding SCM types used.
8. FOR PROJECTS IN UNION COUNTY ONLY: Contact the DEMLR Central Office
Stormwater staff at 919-707-9200 to determine if the project is located within a Threatened
& Endangered Species watershed that may be subject to more stringent stormwater
requirements per 15A NCAC 02B .0600.
F. SUBMITTAL REQUIREMENTS
This section provides a list of all the items that make up a complete State Stormwater Fast Track
Process: Authorization to Construct Permit Application. Only application packages that include
all these items will be accepted and reviewed:
1. Two original signed hard copies and one electronic copy of the State Stormwater Fast Track
Process: ATC application form. Original signatures only. (15A NCAC 02H .1043(3)(a)]
2. The appropriate permit application processing fee currently set at $505.00. (N.C.G.S. 143-
215.3D)]
3. Two hard copies and one electronic copy of a USGS map identifying the project location and
GPS coordinates for the project. For those projects draining to a receiving stream that is
classified as SA, the project location must be shown to scale and the'/2 mile radius from the
project must be drawn on the map. If the project is within 575 feet of Class SA-ORW waters,
the map must include the 575-foot radius. (15A NCAC 02H .1043(3)(e)]
4. Two original signed hard copies and one electronic copy of a site plan depicting the boundary
of the project or project phase currently being permitted, including the locations of SCMs,
streams, wetlands, and buffers. (15A NCAC 02H .1043(3)(j)]
5. Two hard copies and one electronic copy of a construction sequence that discusses how
any future development on the project may be phased. [15A NCAC 02H .1043(3)(g)]
6. One copy of the most current property deed, along with the Deed Book and Page No.
7. Corporations and Limited Liability Corporations must be registered with the NC Secretary
of State, active and in good standing, in order to receive a permit. The person signing the
application for a corporation must be at least the level of vice president. The person signing
the application for an LLC must be either the Manager, if the LLC is manager -managed, or a
Member, if the LLC is member -managed. Additionally, the person signing the application must
be either listed in the Articles of Incorporation and identified with their title, or listed on the
latest annual report with their title. These documents can be downloaded from the Secretary
of State website at https://www.sosnc.gov/search/index/corp, and must be submitted with the
application. (15A NCAC 02H .1043(3)(b)]
8. When the applicant is a Partnership or other person engaging in business under an assumed
name, attach a copy of the Certificate of Assumed Name.
9. When the applicant is not the property owner, provide two hard copies and one electronic
copy of lease agreements, affidavits, or other documents showing that the applicant has
obtained legal rights to submit a stormwater permit application within the proposed project
area. (15A NCAC 02H .1043(3)(c)]
10. If modifying an existing permit for completed or partially completed projects, one copy of the
designer's certification.
Stormwater Fast Track ATC Application Instructions Page 6 of 7 Feb. 11, 2018

G. CERTIFICATION OF APPLICANT/FINANCIALLY RESPONSIBLE PARTY
The applicant signs and dates the application in the presence of a notary public. Don't forget to
have the notary public fill in, stamp, sign and date the notary public area. Either inked stamps or
raised impression stamps are allowed. Please make sure the Notary Public signs the application
containing the original signature of the applicant and not a photocopied signature. 15A NCAC
02H .1043(3)(a)(vii); 15A NCAC 02H .1043(3)(d)
H. DESIGN PROFESSIONAL'S CERTIFICATION
The Design Professional identified in Section D.5 completes this Section, including affixing their
professional seal.
I. PROPERTY OWNER'S AUTHORIZATION
To be completed by the Property Owner if the Applicant is NOT the Property Owner. The
Property Owner signs and dates the application in the presence of a notary public. If a developer
or lessee is involved, the property owner's signature also authorizes the developer or lessee to
construct the project as approved. Don't forget to have the notary public fill in, stamp, sign and
date the notary public area. Either inked stamps or raised impression stamps are allowed. Please
make sure the Notary Public signs the application containing the original signature of the property
owner and not a photocopied signature.
J. CERTIFICATION OF CURRENT PERMITTEE
To be completed by the current permittee ONLY if a permit transfer is being requested. The
current permittee signs and dates the application in the presence of a notary public. Don't forget
to have the notary public fill in, stamp, sign and date the notary public area. Either inked stamps
or raised impression stamps are allowed. Please make sure the Notary Public signs the
application containing the original signature of the applicant and not a photocopied signature.
Stormwater Fast Track ATC Application Instructions Page 7 of 7 Feb. 11, 2018

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by
the Land Quality Section, N.C. Department of Environmental Quality. Submit the completed form to the
appropriate Regional Office. (Please type or print and, if the question is not applicable or the e-mail and/
or fax information unavailable, place N/A in the blank.)
Part A. Union County Sheriff's Office
1. Project Name
2. Location of land -disturbing activity: County Union City or Township Wingate
Highway/Street Presson Latitude 34.980999 Longitude-80.465823
3. Approximate date land -disturbing activity will commence: October 2020
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 11.71
6. Amount of fee enclosed: $ 780.00 . The application fee of $65.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Gordon Vincent E-mail Address [e-mail]
Telephone [phone] Cell # Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Union County 704-296-4252 N/A
Name
500 N Main St
Telephone
N/A
Current Mailing Address Current Street Address
Monroe NC 28112 N/A
City State
10. Deed Book No. N/A
Zip City
Page No. N/A
Fax Number
State
01
Provide a copy of the most current deed.
Part B.
1. Company(ies) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet.) If the company or firm is a sole proprietorship,
the name of the owner or manager may be listed as the financially responsible party.
Union County [e-mail]
Name
500 N Main St
E-mail Address
N/A
Current Mailing Address Current Street Address
Monroe NC 28112 n/a
City State
Telephone [phone]
Zip City State Zip
Fax Number

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
November 10, 2020
LETTER OF APPROVAL WITH MODIFICATIONS
Union County
Attention: Gordon Vincent, Facilities Project Manager
500 North Main Street
Monroe, North Carolina 28112
RE: Project Name: Union County Sheriff's Office
Acres Approved: 11.71
Project ID: UNION-2021-013
County: Union, City: Wingate
Address: Presson Rd.
River Basin: Yadkin-PeeDee
Stream Classification: Other
Submitted By: Marc Momsen, PE, LandDesign
Date Received by LQS: October 27, 2020
Plan Type: Revised
Dear Mr. Vincent:
This office has reviewed the subject erosion and sedimentation control plan. We find the plan to be
acceptable with modifications and hereby issue this letter of Approval with Modifications. The
Modifications Required for Approval are listed on the attached page. This plan approval shall expire
three (3) years following the date of approval, if no land -disturbing activity has been undertaken, as is
required by Title 15A NCAC 4B .0129.
As of April 1, 2019, all new construction activities are required to complete and submit an electronic
Notice of Intent (NOI) form requesting a Certificate of Coverage (COC) under the NCG010000
Construction Stormwater General Permit. This form MUST be submitted prior to the commencement
of any land disturbing activity on the above named project. The NOI form may be accessed at
deq.nc.gov/NCGOI. Please direct questions about the NOI form to Annette Lucas at
[e-mail] or Paul Clark at [e-mail]. After you submit a complete and
correct NOI Form, a COC will be emailed to you within three business days. Initially, DEMLR will
not charge a fee for coverage under the NCGO1 permit. However, on or after May 1, 2019, a $100 fee
will be charged annually. This fee is to be, sent to the DEMLR Stormwater Central Office staff in
Raleigh.
Title 15A NCAC 4B .0118(a) and the NCGO1 permit require that the following documentation be kept
on file at the job site:
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9Epa1Mealt 6f EPvitOmM1enial l7uaEtty
North Carolina Department of Environmental Quality i Division of Energy, Mineral and Land Resources
Mooresville Regional Office 1 610 East Center Avenue. Suite 301 1 Mooresville, North Carolina 28115
704.663.1699

Letter of Approval with Modification
November 10, 2020
Page 2 of 3
1. The approved E&SC plan as well as any approved deviation.
2. The NCGO1 permit and the COC, once it is received.
3. Records of inspections made during the previous 30 days.
Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to
insure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance -oriented, requiring protection
of existing natural resources and adjoining. properties. If, following the commencement of this project,
the erosion and sedimentation control plan is inadequate to meet the requirements of the Sedimentation
Pollution Control Act of 1973 (North Carolina General Statute I I3A-51 through 66), this office may
require revisions to the plan and implementation of the revisions to insure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State
water quality laws, regulations, and rules. In addition, local city or county ordinances or rules may
also apply to this land -disturbing activity. This approval does not supersede any other permit or
approval.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form, which you provided. You are requested to file an amended form if
there is any change in the information included on the form. In addition, it would be helpful if you
notify this office of the proposed starting date for this project.
Your cooperation is appreciated.
Sincerely,
{
Shannon Leonard
Assistant Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
Modifications Required for Approval
NCGO1 Fact Sheet
c: Inspection Department
ec: Marc Momsen, PE

Letter of Approval with Modification
November 10, 2020
Page 3 of 3
MODIFICATIONS REQUIRED FOR APPROVAL
Project Name: Union County Sheriffs Office
Project ID: UNION-2021-013
County: Union
1. Adequately sized slope drains shall be provided into SSB-3. A minimum of five (5) 18"
slope drains shall be provided. Slope drains shall be provided to convey the run-off from
the temporary diversion berms into the basin. The slope drains shall outlet into the bottom
of the basin.
2. The permanent storm drainage into SSB-4 shall be installed from Outfall-1 thru CB-36
before SSB-3 can be removed. This will allow the relocation of the temporary diversion
berm in inset on Sheet C2-02 to be followed. The diversion berm to CB-36 (to isolate
SSB-3 area), shall remain intact and functional during fill placement into SSB-3 area.
Approval from DEMLR is required prior to the removal of SSB-3.
3. Upon placing fill during SSB-3 removal, a diversion berm shall be placed at the top of the
fill slope at the end of each working day. Slope drains shall be provided to convey any
run-off to toe of fill slope. Adequate excavated storage area (e.g. 4' W x 8' L x 2' D
minimum) shall be provided in front of the stone outlets at the toe of the fill slope.

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
N/A
Name E-mail Address
Current Mailing Address
City
Telephone.
Current Street Address
State Zip City
Fax Number
State Zip
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
N/A
Name of Registered Agent
Current Mailing Address
City
Telephone
E-mail Address
Current Street Address
State Zip City State Zip
Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there be any change in the information provided herein.
Gordon Vincent
Type or print name Title or Authority
Signature
Date
, a Notary Public of the County of
State of North Carolina, hereby certify that appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this day of 120
Seal
Notary
My commission expires