SW6231110_Design Calculations_20240617

Stormwater Calculations
for
River Terminals, Inc
Fayetteville Site
PREPARED FOR
River Terminals, INC.
P.O. Box 189
Kinston, NC 28502
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Adam H. Grady, PE
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

Stormwater Narrative
For
River Terminals Inc. Fayetteville Site
NARRATIVE
NOTE: To be reviewed in conjunction with "River Terminals Inc., Fayetteville Site", Hanover Design
Services, PA, Drawings Nos. 15900 Sheets 1-5 AND EC1-EC4.
PROJECT DESCRIPTION —
The purpose of this project is to install infrastructure to support a proposed 3,744 SF
Building and associated parking. The site is located in the city of Fayetteville at the end of
Wilkes Road. The site sits within the 29.37-acre tract and is bordered by the Cape Fear River
to the east, and existing industrial sites to the north, south and west. The proposed site
will sit in the southwest corner of the tract.
The existing site is partially developed industrially. The overall site contains 261,179 sf of
existing impervious by way of buildings, pavement, and gravel laydown areas. The site
currently drains to two outfalls. One is located in the northeastern corner of the property
and one in the Southeastern Corner of the property. For this project we will be
concentrating on the outfall to the southeast. The average slopes on the site are
approximately 2%. Soils found in the area are sandy loams.
For this project we are proposing 83,282 sf of new impervious surface to be added to the
site. 27,325 sf of existing impervious will be . A BMP is being proposed to treat all the
newly added BUA of 83,282 sf as well as 11,335 sf of existing impervious that will remain in
the BMP drainage area. Therefore, the total BUA being treated by the SCM will be 94,617
sf. The overall drainage area for the BMP is 167,164sf (3.84 ac). Runoff from the proposed
impervious will sheet flow to two proposed swales and traverse its way to an infiltration
basin located in the southeast corner. As designed the infiltration basin shall attenuate post
developed flows for the 1,2,10, and 25 year storms less than the existing conditions.
Existing runoff that flows to these areas will be diverted away from the basin by a
permanent diversion swale just north of the basin. Important to note during the erosion
control and grading phase, a skimmer basin is proposed to treat runoff. This will limit silt
and other runoff from concentrating in the planned basin area. Once the site is almost
stabilized this area shall be converted to the final basin area design.
SOILS—
(Soils Map attached)

INFILTRATION BASIN
IMPERVIOUS AREAS:
TYPE AREA (SF) AREA (AC)
PARKING/ROADS 46,609 1.070
BUILDING 3,744 0.086
SIDEWALK 2,929 0.067
EXISTING IMPERVIOUS 11,335 0.260
FUTURE 30,000 0.689
TOTAL IMPERVIOUS (NOW AND FUTURE): 94,617 2.172
TOTAL DRAINAGE AREA 167,164 3.838
GREEN AREA 72,547
PERCENT BUA 57%
VOLUME REQUIRED:
V=3630*R(D)*R(V)*A
R(V) 0.559411715
R(D) 1 IN
A 3.8 AC
VOLUME REQUIRED(1.0"STORM SIMPLE METHOD): 7793 CF
VOLUME AT EL 80: 24101 CF
MINIMUM SURFACE AREA REQUIRED FOR INFILTRATION SYSTEM
FACTOR OF SAFETY 2
MAXIMUM DEWATERING TIME 72 HOURS
HYDRAULIC CONDUCTIVITY OF SOIL 3.0 IN/HR
MINIMUM SURFACE AREA REQUIRED 866 SF
SA PROVIDED 14,547 SF
DRAWDOWN TIME ACTUAL VOLUME 7 HOURS
1 HANOVER DESIGN SERVICES, PA LICENSE#C-0597

OVERALL SITE RUNOFF SUMMARY BASIN 1 (CFS)(LOT-1)
Year Event PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED ROUTED
1-YEAR 4.51 6.44 0-
2-YEAR 6.22 8.28 0
10-YEAR 11.48 13.65 0.31
25-YEAR 14.89 17.03 4.35
100-YEAR 20.65 22.68 12.39
Page 2 HANOVER DESIGN SERVICES, PA LICENSE#C-0597

Stage - Storage Report
File: F:\All\PROJECT FOLDERS\15015-ALL SPAN FAYETTEVILLE\ENGINEERING\INFILTRATION POND.cap
Elev(Ft) Storage(CF) Storage(Gallon) Storage(CY) Storage(Acre-Ft) Area(SF) Area(Acre)
78.500 0.000 0.000 0.000 0.000 14547.500 0.334
79.000 7523.995 56283.388 278.666 0.173 15553.596 0.357
80.000 24101.038 180288.280 892.631 0.553 17611.584 0.404
81.000 42765.983 319911.754 1583.925 0.982 19726.593 0.453
81.0
80.5
80.0
a
m
8)
in 79.5
79.0
78.5
78.0 I I I
0 10000 20000 30000 40000 50000
Storage(CF)
Stage-Storage Curve
HDS
River Terminal
Infiltration Basin

1S 2S
EXISTING POST
CONDITIONS CONSTRUCTION
2P
INFILTRATION BASIN
4ubca) Reach "on.
111 Routing Diagram for 15015
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC

15015
15015 NOAA 24-hr C 1-Year Rainfall=3.03"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 2
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: EXISTING CONDITIONS Runoff Area=167,164 sf 0.00% Impervious Runoff Depth>1.28"
Tc=20.0 min CN=82 Runoff=4.51 cfs 0.408 af
Subcatchment 2S: POST CONSTRUCTION Runoff Area=167,164 sf 49.82% Impervious Runoff Depth>1.86"
Tc=20.0 min CN=90 Runoff=6.44 cfs 0.596 of
Pond 2P: INFILTRATION BASIN Peak Elev=79.09' Storage=9,045 cf Inflow=6.44 cfs 0.596 af
Discarded=1.40 cfs 0.595 af Primary=0.00 cfs 0.000 af Outflow=1.40 cfs 0.595 af

15015
15015 NOAA 24-hr C 1-Year Rainfall=3.03"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 4.51 cfs @ 12.30 hrs, Volume= 0.408 af, Depth> 1.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-Year Rainfall=3.03"
Area (sf) CN Description
132,893 79 <50% Grass cover, Poor, HSG B
34,271 96 Gravel surface, HSG B
167,164 82 Weighted Average
167,164 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
5
■Runoff
14 51 cfs
NOAA 24-hr C
4 1-Year Rainfall=3.03"
Runoff Area=167,164 sf
3 Runoff Volume=0.408 of
Runoff Depth>1.28"
LT_ Tc=20.0 min
2 CN=82
0 ,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 1-Year Rainfall=3.03"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: POST CONSTRUCTION
Runoff = 6.44 cfs @ 12.29 hrs, Volume= 0.596 af, Depth> 1.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-Year Rainfall=3.03"
Area (sf) CN Description
46,609 98 ROADS/PARKING
3,744 98 BUILDINGS
2,929 98 SIDEWALKS
30,000 98 FUTURE
72,547 79 <50% Grass cover, Poor, HSG B
11,335 96 Gravel surface, HSG B
167,164 90 Weighted Average
83,882 50.18% Pervious Area
83,282 49.82% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 2S: POST CONSTRUCTION
Hydrograph
7 ■Runoff
6.44 cfs
NOAA 24-hr C
6
1-Year Rainfall3.03"
5 Runoff Area=167,164 sf
Runoff Volume=0.596 af
4 Runoff Depth>1.86"
LL Tc=20.0 m i n
3
CN=90
2
1
0 , . . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 1-Year Rainfall=3.03"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Pond 2P: INFILTRATION BASIN
Inflow Area = 3.838 ac, 49.82% Impervious, Inflow Depth > 1.86" for 1-Year event
Inflow = 6.44 cfs @ 12.29 hrs, Volume= 0.596 af
Outflow = 1.40 cfs @ 12.95 hrs, Volume= 0.595 af, Atten= 78%, Lag= 39.7 min
Discarded = 1.40 cfs @ 12.95 hrs, Volume= 0.595 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 79.09' @ 12.95 hrs Surf.Area= 15,742 sf Storage= 9,045 cf
Plug-Flow detention time= 54.1 min calculated for 0.593 af(99% of inflow)
Center-of-Mass det. time= 53.1 min ( 838.7-785.6 )
Volume Invert Avail.Storage Storage Description
#1 78.50' 42,776 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
78.50 14,547 0 0
79.00 15,553 7,525 7,525
80.00 17,611 16,582 24,107
81.00 19,726 18,669 42,776
Device Routing Invert Outlet Devices
#1 Primary 80.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 78.50' 3.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 76.50' Phase-In= 0.01'
Discarded OutFlow Max=1.40 cfs @ 12.95 hrs HW=79.09' (Free Discharge)
L2=Exfiltration ( Controls 1.40 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=78.50' (Free Discharge)
L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

15015
15015 NOAA 24-hr C 1-Year Rainfall=3.03"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 6
Pond 2P: INFILTRATION BASIN
Hydrograph
■Inflow
s.aa cfs I D Outflow
Inflow Area=3.838 ac ■Disca ded
Peak Elev=79.09'
6 Storage=9,045 cf
5
4
u
_o
U- 3
1.40 cfs
2 poi`" -"
0-00 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 2-Year Rainfall=3.67"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Pape 7
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment IS: EXISTING CONDITIONS Runoff Area=167,164 sf 0.00% Impervious Runoff Depth>1.76"
Tc=20.0 min CN=82 Runoff=6.22 cfs 0.564 af
Subcatchment 2S: POST CONSTRUCTIONRunoff Area=167,164 sf 49.82% Impervious Runoff Depth>2.42"
Tc=20.0 min CN=90 Runoff=8.28 cfs 0.775 af
Pond 2P: INFILTRATION BASIN Peak EIev=79.32' Storage=12,855 cf Inflow=8.28 cfs 0.775 af
Discarded=1.56 cfs 0.774 af Primary=0.00 cfs 0.000 af Outflow=1.56 cfs 0.774 af

15015
15015 NOAA 24-hr C 2-Year Rainfall=3.67"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1 S: EXISTING CONDITIONS
Runoff = 6.22 cfs @ 12.30 hrs, Volume= 0.564 af, Depth> 1.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-Year Rainfall=3.67"
Area (sf) CN Description
132,893 79 <50% Grass cover, Poor, HSG B
34,271 96 Gravel surface, HSG B
167,164 82 Weighted Average
167,164 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
■Runoff
16.22 cfs I
6 NOAA 24-hr C
2-Year Rainfall=3.67"
5 Runoff Area=167,164 sf
Runoff Volume=0.564 af
4 Runoff Depth>1.76"
3 Tc=20.0 m i n
CN=82
2-
1-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 2-Year Rainfall=3.67"
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: POST CONSTRUCTION
Runoff = 8.28 cfs @ 12.29 hrs, Volume= 0.775 af, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-Year Rainfall=3.67"
Area (sf) CN Description
46,609 98 ROADS/PARKING
3,744 98 BUILDINGS
2,929 98 SIDEWALKS
30,000 98 FUTURE
72,547 79 <50% Grass cover, Poor, HSG B
11,335 96 Gravel surface, HSG B
167,164 90 Weighted Average
83,882 50.18% Pervious Area
83,282 49.82% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 2S: POST CONSTRUCTION
Hydrograph
9- ■Runoff
8.28 cfs I
8 NOAA 24-hr C
2-Year Rainfall=3.67"
7.
Runoff Area 167,164 sf
6 Runoff Volume=0.775 af
41.
5: Runoff Depth>2.42"
o 4= Tc=20.0 m i n
CN=90
3-
2-
1J
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 2-Year Rainfall=3.67"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 10
Summary for Pond 2P: INFILTRATION BASIN
Inflow Area = 3.838 ac, 49.82% Impervious, Inflow Depth > 2.42" for 2-Year event
Inflow = 8.28 cfs @ 12.29 hrs, Volume= 0.775 af
Outflow = 1.56 cfs @ 13.04 hrs, Volume= 0.774 af, Atten= 81%, Lag= 44.8 min
Discarded = 1.56 cfs @ 13.04 hrs, Volume= 0.774 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 79.32' @ 13.04 hrs Surf.Area= 16,214 sf Storage= 12,855 cf
Plug-Flow detention time= 72.4 min calculated for 0.774 af(100% of inflow)
Center-of-Mass det. time= 71.5 min ( 850.9- 779.4 )
Volume Invert Avail.Storage Storage Description
#1 78.50' 42,776 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
78.50 14,547 0 0
79.00 15,553 7,525 7,525
80.00 17,611 16,582 24,107
81.00 19,726 18,669 42,776
Device Routing Invert Outlet Devices
#1 Primary 80.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 78.50' 3.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 76.50' Phase-In= 0.01'
Discarded OutFlow Max=1.56 cfs @ 13.04 hrs HW=79.32' (Free Discharge)
4-2=Exfiltration ( Controls 1.56 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=78.50' (Free Discharge)
L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

15015
15015 NOAA 24-hr C 2-Year Rainfall=3.67"
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 11
Pond 2P: INFILTRATION BASIN
Hydrograph
■Inflow
8.28 cfs El Outflow
Inflow Area=3.838 ac ; aryed
Peak Elev=79.32'
8-
Storage=12,855 cf
7
6
• 5
LL• 4
3
1.56.cfs
s 156cf�
10.00 cfs
0 .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 12
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment IS: EXISTING CONDITIONS Runoff Area=167,164 sf 0.00% Impervious Runoff Depth>3.31"
Tc=20.0 min CN=82 Runoff=11.48 cfs 1.058 of
Subcatchment 2S: POST CONSTRUCTIONRunoff Area=167,164 sf 49.82% Impervious Runoff Depth>4.11"
Tc=20.0 min CN=90 Runoff=13.65 cfs 1.316 af
Pond 2P: INFILTRATION BASIN Peak EIev=80.03' Storage=24,721 cf Inflow=13.65 cfs 1.316 af
Discarded=2.07 cfs 1.282 af Primary=0.31 cfs 0.011 af Outflow=2.38 cfs 1.293 af

15015
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 11.48 cfs @ 12.29 hrs, Volume= 1.058 af, Depth> 3.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-Year Rainfall=5.55"
Area (sf) CN Description
132,893 79 <50% Grass cover, Poor, HSG B
34,271 96 Gravel surface, HSG B
167,164 82 Weighted Average
167,164 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
7
■Runoff
12 1 11.48 chs
11 NOAA 24-hr C
10- 10-Year Rainfall=5.55"
9 Runoff Area=167,164 sf
8? Runoff Volume=1.058 af
Runoff Depth>3.31"
° 6j Tc=20.0 min
u_
5- CN=82
4.
3-]
2�
1-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2S: POST CONSTRUCTION
Runoff = 13.65 cfs @ 12.29 hrs, Volume= 1.316 af, Depth> 4.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-Year Rainfall=5.55"
Area (sf) CN Description
46,609 98 ROADS/PARKING
3,744 98 BUILDINGS
2,929 98 SIDEWALKS
30,000 98 FUTURE
72,547 79 <50% Grass cover, Poor, HSG B
11,335 96 Gravel surface, HSG B
167,164 90 Weighted Average
83,882 50.18% Pervious Area
83,282 49.82% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 2S: POST CONSTRUCTION
Hydrograph
15 ■Runoff
14 113.65 cfs I
13 NOAA 24-hr C
12= 10-Year Rainfall=5.55"
Runoff Area=167,164 sf
Runoff Volume=1.316 af
is
8- Runoff Depth>4.11"
71 Tc=20.0 m i n
6
51 CN=90
4-
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 15
Summary for Pond 2P: INFILTRATION BASIN
Inflow Area = 3.838 ac, 49.82% Impervious, Inflow Depth > 4.11" for 10-Year event
Inflow = 13.65 cfs @ 12.29 hrs, Volume= 1.316 af
Outflow = 2.38 cfs @ 13.07 hrs, Volume= 1.293 af, Atten= 83%, Lag= 47.0 min
Discarded = 2.07 cfs @ 13.07 hrs, Volume= 1.282 af
Primary = 0.31 cfs @ 13.07 hrs, Volume= 0.011 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 80.03' @ 13.07 hrs Surf.Area= 17,681 sf Storage= 24,721 cf
Plug-Flow detention time= 117.9 min calculated for 1.288 af(98% of inflow)
Center-of-Mass det. time= 110.3 min ( 878.0- 767.6 )
Volume Invert Avail.Storage Storage Description
#1 78.50' 42,776 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
78.50 14,547 0 0
79.00 15,553 7,525 7,525
80.00 17,611 16,582 24,107
81.00 19,726 18,669 42,776
Device Routing Invert Outlet Devices
#1 Primary 80.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 78.50' 3.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 76.50' Phase-In= 0.01'
Discarded OutFlow Max=2.07 cfs @ 13.07 hrs HW=80.03' (Free Discharge)
4-2=Exfiltration ( Controls 2.07 cfs)
Primary OutFlow Max=0.29 cfs @ 13.07 hrs HW=80.03' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 0.29 cfs @ 0.45 fps)

15015
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 16
Pond 2P: INFILTRATION BASIN
Hydrograph
■Inflow
13.65 •
cfs i 0 Outflow
15= Inflow Area=3.838 ac I.Primaryed
14- Peak Elev=80.03'
1 Storage=24,721 cf
12:
11=
10=
W 9
-
v $
0 7
LT_
6.
5
2.38 cfs
4- i
3 v �"y71.0—��������������
2 / i x
1- 0.31 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 100-Year Rainfall=8.75"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 17
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: EXISTING CONDITIONS Runoff Area=167,164 sf 0.00% Impervious Runoff Depth>6.13"
Tc=20.0 min CN=82 Runoff=20.65 cfs 1.960 af
Subcatchment 2S: POST CONSTRUCTIONRunoff Area=167,164 sf 49.82% Impervious Runoff Depth>7.03"
Tc=20.0 min CN=90 Runoff=22.68 cfs 2.247 af
Pond 2P: INFILTRATION BASIN Peak EIev=80.39' Storage=31,360 cf Inflow=22.68 cfs 2.247 af
Discarded=2.33 cfs 1.547 af Primary=12.39 cfs 0.573 af Outflow=14.72 cfs 2.120 af

15015
15015 NOAA 24-hr C 100-Year Rainfall=8.75"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: EXISTING CONDITIONS
Runoff = 20.65 cfs @ 12.29 hrs, Volume= 1.960 af, Depth> 6.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-Year Rainfall=8.75"
Area (sf) CN Description
132,893 79 <50% Grass cover, Poor, HSG B
34,271 96 Gravel surface, HSG B
167,164 82 Weighted Average
167,164 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 1S: EXISTING CONDITIONS
Hydrograph
23 / ■Runoff
22
21 I 20.65 cfs I 20- NOAA 24-hr C
197 100-Year Rainfall=8.75"
18=
16 Runoff Area=167,164 sf
14 Runoff Volume=1.960 af
13
12 Runoff Depth>6.13"
-
° " Tc=20.0 min
Li- 10-
9
CN=82
7
6
5.
3,
2-;
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 100-Year Rainfall=8.75"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: POST CONSTRUCTION
Runoff = 22.68 cfs @ 12.29 hrs, Volume= 2.247 af, Depth> 7.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-Year Rainfall=8.75"
Area (sf) CN Description
46,609 98 ROADS/PARKING
3,744 98 BUILDINGS
2,929 98 SIDEWALKS
30,000 98 FUTURE
72,547 79 <50% Grass cover, Poor, HSG B
11,335 96 Gravel surface, HSG B
167,164 90 Weighted Average
83,882 50.18% Pervious Area
83,282 49.82% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 2S: POST CONSTRUCTION
Hydrograph
25
24 I Runoff
23 122.66 cfs I
22 NOAA 24-hr C
21=
20= 100-Year Rainfall=8.75"
191
18 Runoff Area=167 164 sf
174
16= Runoff Volume=2.247 af
a 15�
13 Runoff Depth>7.03"
0 12 Tc=20.0 m i n
a 11l
10
9 CN=90
8
5;
2'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

15015
15015 NOAA 24-hr C 100-Year Rainfall=8.75"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 20
Summary for Pond 2P: INFILTRATION BASIN
Inflow Area = 3.838 ac, 49.82% Impervious, Inflow Depth > 7.03" for 100-Year event
Inflow = 22.68 cfs @ 12.29 hrs, Volume= 2.247 af
Outflow = 14.72 cfs @ 12.48 hrs, Volume= 2.120 af, Atten= 35%, Lag= 11.9 min
Discarded = 2.33 cfs @ 12.48 hrs, Volume= 1.547 af
Primary = 12.39 cfs @ 12.48 hrs, Volume= 0.573 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 80.39' @ 12.48 hrs Surf.Area= 18,433 sf Storage= 31,360 cf
Plug-Flow detention time= 91.2 min calculated for 2.113 af(94% of inflow)
Center-of-Mass det. time= 70.0 min ( 828.0- 758.0 )
Volume Invert Avail.Storage Storage Description
#1 78.50' 42,776 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
78.50 14,547 0 0
79.00 15,553 7,525 7,525
80.00 17,611 16,582 24,107
81.00 19,726 18,669 42,776
Device Routing Invert Outlet Devices
#1 Primary 80.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#2 Discarded 78.50' 3.000 in/hr Exfiltration over Surface area
Conductivity to Groundwater Elevation = 76.50' Phase-In= 0.01'
Discarded OutFlow Max=2.33 cfs @ 12.48 hrs HW=80.39' (Free Discharge)
4-2=Exfiltration ( Controls 2.33 cfs)
Primary OutFlow Max=12.29 cfs @ 12.48 hrs HW=80.39' (Free Discharge)
4-1=Broad-Crested Rectangular Weir (Weir Controls 12.29 cfs @ 1.59 fps)

15015
15015 NOAA 24-hr C 100-Year Rainfall=8.75"
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 21
Pond 2P: INFILTRATION BASIN
Hydrograph
•Inflow
i zz.sa cfs 12 Outflow
Inflow Area=3.838 ac ▪Discarded
■Prmary
24: Peak EIev=80.39'
22-
20 Storage=31 ,360 cf
182 14.72 cfs
16
w 14
12.39 cfs
0 12
LL
8
4' -
AUS
2- IMMIIII/L
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

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WA0.1.71 mg_w% S � Am3 Ng 9
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Channel Report
15015
HDS
10-YEAR
CHANNEL-1
Trapezoidal Results
Bottom Width(ft) =2.000 Flow Depth(ft) =1.169
Left Side Slope(Z:1) =3.000 Q(cfs) =6.500
Right Side Slope(Z:1) =3.000 Area(sq ft) =6.436
Channel Depth(ft) =2.000 Wetted Perim(ft) =9.392
Slope(%) =0.500 Hydraulic Radius(ft) =0.685
Manning's n =0.030 Velocity(ft/s) = 1.010
Critical Depth (ft) =0.528
Top Width(ft) =9.013
EGL(ft) = 1.185

15015
HDS
10-YEAR
3.00
2 00
V
a
0 1.00
0.00
Design Ct>ar ncl
-8.00 -6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00
Lining Type =Grass
Grass Cover Density =Good
Channel Cross Section
Grass Growth Form =Sod
Grass Stem Height(ft) =0.500
Soil Type =Noncohesive
Soil D75(in) =0.050

15015
HDS
10-YEAR
Channel Q vs Depth Table
Depth Q Area V Wp Yc Top Width EGL
(ft) (cfs) (sq ft) (ft/s) (ft) (ft) (ft) (ft)
0.20 0.11 0.52 0.21 3.26 0.05 3.20 0.20
0.40 0.50 1.28 0.39 4.53 0.12 4.40 0.40
0.60 1.28 2.28 0.56 5.79 0.21 5.60 0.60
0.80 2.54 3.52 0.72 7.06 0.31 6.80 0.81
1.00 4.40 5.00 0.88 8.32 0.43 8.00 1.01
1.20 6.97 6.72 1.04 9.59 0.55 9.20 1.22
1.40 10.37 8.68 1.19 10.85 0.68 10.40 1.42
1.60 14.70 10.88 1.35 12.12 0.81 11.60 1.63
1.80 20.09 13.32 1.51 13.38 0.95 12.80 1.84
2.00 26.65 16.00 1.67 14.65 1.09 14.00 2.04

Channel Report
15015
HDS
10-YEAR
CHANNEL-2
Trapezoidal Results
Bottom Width(ft) =2.000 Flow Depth(ft) = 1.061
Left Side Slope(Z:1) =3.000 Q(cfs) =5.100
Right Side Slope(Z:1) =3.000 Area(sq ft) =5.497
Channel Depth(ft) =2.000 Wetted Perim(ft) =8.709
Slope(%) =0.500 Hydraulic Radius(ft) =0.631
Manning's n =0.030 Velocity(ft/s) =0.928
Critical Depth(ft) =0.463
Top Width(ft) =8.364
EGL(ft) = 1.074

15015
HDS
10-YEAR
3.00
2.00
V
0 1.00
0.00
Design Char nAl
-8.00 -6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00
Lining Type =Grass
Channel Cross Section
Grass Cover Density =Good
Grass Growth Form =Sod
Grass Stem Height(ft) =0.500
Soil Type = Noncohesive
Soil D75(in) =0.050

15015
HDS
10-YEAR
Channel Q vs Depth Table
Depth Q Area V Wp Yc Top Width EGL
(ft) (cfs) (sq ft) (ft/s) (ft) (ft) (ft) (ft)
0.20 0.11 0.52 0.21 3.26 0.05 3.20 0.20
0.40 0.50 1.28 0.39 4.53 0.12 4.40 0.40
0.60 1.28 2.28 0.56 5.79 0.21 5.60 0.60
0.80 2.54 3.52 0.72 7.06 0.31 6.80 0.81
1.00 4.40 5.00 0.88 8.32 0.43 8.00 1.01
1.20 6.97 6.72 1.04 9.59 0.55 9.20 1.22
1.40 10.37 8.68 1.19 10.85 0.68 10.40 1.42
1.60 14.70 10.88 1.35 12.12 0.81 11.60 1.63
1.80 20.09 13.32 1.51 13.38 0.95 12.80 1.84
2.00 26.65 16.00 1.67 14.65 1.09 14.00 2.04

SKIMMER BASIN
DISTURBED AREA DRAINING TO BASIN (AC) 3.52
Clio(CFS) 11.58
MINIMUM SURFACE AREA REQ(SF) 3763.5
MINIMUM VOLUME REQ. (CF) 6336
MINIMUM SURFACE AREA PROVIDED(SF) 3873
MINIMUM VOLUME PROVIDED (CF) 8062

Stage - Storage Report
Flle: F:\A11\PROJECT FOLDERS\15015-ALL SPAN FAYETTEVILLE\ENGINEERING\SKIMMER BASIN.cap
Elev(Ft) Storage(CF) Storage(Gallon) Storage(CY) Storage(Acre-Ft) Area(SF) Area(Acre)
77.000 0.00 0.000 0.(, 0.000 1605.913 0.037
78.000 1942.544 14531.238 71.946 0.045 2291.175 0.053
79.000 4606.351 34457.899 170.606 0.106 3048.439 0.070
80.000 8062.251 60309.820 298.602 0.185 3873.697 0.089
81.000 12373.352 92559.098 458.272 0.284 4754.865 0.109
82.000 17361.018 129869.426 643.001 0.399 5218.558 0.120
HDS

DISTURB D
CONDITIO S
4P
SKIMMER BASIN
Subcat Reach Pon MI Routing Diagram for 15015
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC

TEMPORARY SKIMMER BASIN
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD®10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 3S: DISTURBED CONDITIONS
Runoff = 11.58 cfs @ 12.29 hrs, Volume= 1.087 af, Depth> 3.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-Year Rainfall=5.55"
Area (ac) CN Description
3.520 86 Newly graded area, HSG B
3.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.0 Direct Entry,
Subcatchment 3S: DISTURBED CONDITIONS
Hydrograph
! I I I
-------._•..___..._......_____..,.---...---- --- 4. ------------------- ------- ■Runoff
127 I I„sa as N /1f1
„ - j -- 21. h=
,o I I_. -- - _.---I----------i ---- --- 1 O=Year Rain ail_5.5.5"
9 a u n ff Area=3.520 ac
8-
_ t Runoff]Vo ume=111111111f087 af
—;i Runoff Depth>3.7;1"
- = - - -
6- - -- ' Tc'=2
1. t , C _N_ S---
4 /- I I i
i
! t
3-� — ' —
1 I i }.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

TEMPORARY SKIMMER BASIN
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 3
Summary for Pond 4P: SKIMMER BASIN
Inflow Area = 3.520 ac, 0.00% Impervious, Inflow Depth > 3.71" for 10-Year event
Inflow = 11.58 cfs @ 12.29 hrs, Volume= 1.087 af
Outflow = 11.47 cfs @ 12.32 hrs, Volume= 0.899 af, Atten= 1%, Lag= 1.6 min
Primary = 11.47 cfs @ 12.32 hrs, Volume= 0.899 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 80.37' @ 12.32 hrs Surf.Area=4,199 sf Storage= 9,673 cf
Plug-Flow detention time= 79.8 min calculated for 0.896 af(82% of inflow)
Center-of-Mass det. time= 33.1 min ( 811.5-778.4)
Volume Invert Avail.Storage Storage Description
#1 77.00' 14,885 cf Custom Stage Data(Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
77.00 1,605 0 0
78.00 2,291 1,948 1,948
79.00 3,048 2,670 4,618
80.00 3,873 3,461 8,078
81.00 4,754 4,314 12,392
81.50 5,218 2,493 14,885
Device Routing Invert Outlet Devices
#1 Primary 80.00' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=11.34 cfs @ 12.32 hrs HW=80.37' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 11.34 cfs @ 1.54 fps)

TEMPORARY SKIMMER BASIN
15015 NOAA 24-hr C 10-Year Rainfall=5.55"
Prepared by HP Inc.
HydroCAD® 10.00-26 s/n 09301 ©2020 HydroCAD Software Solutions LLC Page 4
Pond 4P: SKIMMER BASIN
Hydrograph
/„ ; 1
— r ■Inflow
11.58 cfs 1 11 I I ■Primary
In-flowl-Area : -- -c
f t Peak ;Elea= 0.37
T #o age 9 6,73 , f
8
,
u 7=
0 67'/ i
LL / i 1 i
i
4
i
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5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

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Channel Report
RIVER TERMINAL
HDS
10-YEAR
DIVERSION SWALE
Trapezoidal Results
Bottom Width(ft) =2.000 Flow Depth(ft) =0.852
Left Side Slope(Z:1) =3.000 Q(cfs) =5.000
Right Side Slope(Z:1) =3.000 Area(sq ft) =3.879
Channel Depth(ft) =2.000 Wetted Perim(ft) =7.386
Slope(%) =0.900 Hydraulic Radius(ft) =0.525
Manning's n =0.030 Velocity(ft/s) = 1.289
Critical Depth(ft) =0.458
Top Width(ft) =7.110
EGL(ft) =0.877

RIVER TERMINAL
HDS
10-YEAR
3.00
2.00
m
0 1.00
v
0.00
Design ChZir nal
-8.00 -6.00 -4.00 -2.00 0.00 2.00 4.00 6.00 8.00
Lining Type =Grass
Grass Cover Density =Good Channel Cross Section
Grass Growth Form =Sod
Grass Stem Height(ft) =0.500
Soil Type =Noncohesive
Soil D75(in) =0.050

RIVER TERMINAL
HDS
10-YEAR
Channel Q vs Depth Table
Depth Q Area V Wp Yc Top Width EGL
(ft) (cfs) (sq ft) (ft/s) (ft) (ft) (ft) (ft)
0.20 0.19 0.52 0.36 3.26 0.06 3.20 0.20
0.40 0.86 1.28 0.67 4.53 0.16 4.40 0.41
0.60 2.17 2.28 0.95 5.79 0.29 5.60 0.61
0.80 4.31 3.52 1.22 7.06 0.42 6.80 0.82
1.00 7.47 5.00 1.49 8.32 0.57 8.00 1.03
1.20 11.83 6.72 1.76 9.59 0.72 9.20 1.25
1.40 17.60 8.68 2.03 10.85 0.89 10.40 1.46
1.60 24.95 10.88 2.29 12.12 1.05 11.60 1.68
1.80 34.10 13.32 2.56 13.38 1.23 12.80 1.90
2.00 45.23 16.00 2.83 14.65 1.40 14.00 2.12

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O.Box 400,Lillington NC 27546-0400
Phone[phone]/Fax[phone]
www.halowensoil.com
2 August 2023
Josh Foster
Tidewater Transit Co., Inc.
Reference: Soil Scientist Investigation
1159 Wilkes Road, Fayetteville,NC; PIN 0446-14-2722
Dear Mr. Foster,
A site investigation has been conducted for the above referenced property, located on the
side of Road (SR ), Township, County, North Carolina. The purpose of this investigation was
to provide a general characterization of the soils in the area proposed for a storm water
infiltration device, including a determination of the depth to evidence of a seasonal high water
table and estimation of the permeability of the various soil layers. In-situ hydraulic conductivity
testing was not conducted. All soil characteristics were described in accordance with the USDA
Field Book for Describing and Sampling Soils. This report represents my professional opinion
as a Licensed Soil Scientist.
A hand-powered auger boring was advanced in the area proposed for the infiltration
device (Figure 1). Soil morphological characteristics indicating a seasonal high water table
(SHWT) were observed at 57 inches below surface. Infiltration rates (permeability) are most
limited to approximately 0.06 in/hr in the clay and sandy clay layers from 0 to 20 inches. A soil
profile description was collected at location#1 and is attached to this report.
I appreciate the opportunity to provide this service and trust that you will feel free to call
on me again in the future. If you have any questions or need additional information, please
contact me at your convenience.
Sincerely,
+ yt gRl7'r:ce<t.i,
,
try`' 0) ,; .. �� Britt Wilson
.0tit
``: t;` , - `„ Z. -- l Licensed Soil Scientist
\\..........
/35A O~
Q6
NORM —
Soil Science Investigations • Wetland Delineations,Permitting,and Consulting

HAL OWEN & ASSOCIATES, INC.
Soil Scientist Investigation For Stormwater Management
Wilkes Road, Fayetteville,NC; PIN 0446-14-2722 p gOIL. SC,
2 August 2023 may,/ N$Rir,,L lthy
Figure l o� h :.. .. p ••,,,,'• a
Y
467 'II
ft®.
135i -
Op I'4RTH G-
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29.37AG. 1 Soil Profile#1
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Soil Science Investigations • Wetland Delineations,Permitting,and Consulting

HAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Wilkes Road,Fayetteville,NC PROPOSED FACILITY:
LOCATION OF SITE: 1159 Wilkes Road,Fayetteville,NC COUNTY: Cumberland
EVALUATED BY: Britt Wilson,NC Licensed Soil Scientist DATE EVALUATED: 25 July 2023
EVALUATION METHOD:Auger Boring®, Pit El
PROFILE: 1
HORIZON DEPTH MATRIX MOTTLES TEXTURE STRUCTURE CONSIS- PERMEABIL NOTES
(IN) TENCE ITY(IN/HR)
Btl 0-16 10YR 6/6 10YR 7/2 C SBK FI 0.06
7.5YR 5/8
Bt2 16-20 10YR 6/6 7.5YR 5/8 SC SBK FI 0.06
BC 20-25 10YR 6/4 10YR 6/2 SCL SBK FR 0.8
10YR 5/8
C I 25-43 10YR 5/6 1 OYR 7/3 LS GR VFR 6.0
C2 43-57 1 OYR 6/3 1 OYR 6/8 S GR VFR 10.0
C3 57-74 10YR 6/2 10YR 5/2 S GR VFR 10.0
AWT NA SHWT 57" SLOPE 2%
DRAINAGE SOIL SERIES VEGETATION
COMMENTS:
Soil Science Investigations •Wetland Delineations,Permitting, and Consulting

HAL OWEN&ASSOCIATES, INC.
LEGEND OF ABBREVIATIONS FOR SOIL PROFILE DESCRIPTIONS
TEXTURE MOIST CONSISTENCE
S - Sand L - Loose
LS - Loamy Sand VFR -Very Friable
SL - Sandy Loam FR - Friable
L -Loam FI -Firm
SCL - Sandy Clay Loam VFI -Very Firm
CL - Clay Loam EFI - Extremely Firm
SiL - Silt Loam
Si - Silt
SiCL- Silt Clay Loam
SC - Sandy Clay AWT—Apparent Water Table
C - Clay SHWT—Seasonal High Water Table
SiC - Silty Clay SLWT—Seasonal Low Water Table
O - Organic
MOTTLES
f —few 1 - fine F -Faint
c —common 2 -medium D - Distinct
m —many 3 - coarse P - Prominent
STRUCTURE
0 - structureless VF -very fine G - Single Grain
1 -weak F - fine M -Massive
2 -moderate M -medium CR - Crumb
3 - strong C - coarse GR - Granular
VC -very coarse SBK - Subangular Blocky
ABK -Angular Blocky
PL -Platy
PR -Prismatic
Soil Science Investigations • Wetland Delineations,Permitting, and Consulting