SW3220802_Design Calculations_20220816

EROSION CONTROL AND STORMWATER
MANAGEMENT CALCULATIONS
For
ACCESS SELF STORAGE, INC
OUTDOOR STORAGE PROJECT
Union County
O`
SEAL
20165
�H E.
V llil
Kevin E. Herring
ENGINEERING
16101 Shalt Road
Qalbb q NCZ129
980-Wilm

Job: Access Self Storage - Outdoor Storage Job No. Date 6/22/2022 Sheet
Subject: Project Narrative By KEH Chk By
LI /_1:1 R-A 01T/
Proposed project is a gravel outdoor storage lot located off Haywood Rd in Union County, NC. The site is in the Yadkin
Pee -Dee River Basin and drains to South Fork Crooked Creek. The site is in Union County Zoning District. Stormwater
and Erosion Control is regulated by NCDEQ.
The scope of work includes clearing, grubbing, and grading. Scope also includes the installation of temporary riser
skimmer basin, silt fence, coir mesh wattle check dams, and stone base.
The disturbed acreage is 2.9 acres.
Based on USDA Web Soil Survey data the area soils primarily classify as TbB2, a Tarrus gravelly silty clay loam, indicative
of a hydraulic group B.
There are no jurisdictional features on the site as verified by Thompson Environmental
A Sand Filter SCM is proposed to provide the required water quality treatment and water quantity runoff controls as
required by NCDEQ & Union County. The SCM Sand Filter is designed in accordance with NCDEQ Minimum Design
Criteria requirements. The SHWT was evaluated by Thompson Environmental.
The development is proposed as "high density". The SCM is designed to treat a 2.72 ac drainage basin with a built upon
area of 1.99 acres.

Job: Access Self Storage - Outdoor Storage Job No. Date 6/22/2022 Sheet
Subject: Latitude & Longitude Exhibit By KEH Chk By
Latitude and Longitude of a Point
Gear 1 Reset Remove Last Blue Marker Center Red Marker
Get the Latitude and Longitude of a Paint
When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point
are inserted in the boxes below.
Latitude:
3-5.062077
Longitude-
-80.505D51
Combined:
35.062077.-90.605051

Job: Access Self Storage - Outdoor Storage Job No.
Subject: Stream Class
-
os
rf
y�!
Date 6/22/2022 Sheet
By KEH Chk By
SurFacm Water Clamffiirations:
Stream Index-
t3-1 7-20 2
Strearrh Name-
South Fork Crooked
C reek
Descrption-
From source to
tr
li
Crooked Creek
Cla3sifeavon-
C
Date of Class.-
August 31 1974
6
4Vhat does this Class_
More info
~
mean?
;.
River Bassn_
Yadkin Pee-D-e
r� •
f
zcl- i t0
...
k
a

EROSION CONTROL
CALCULATIONS

1x '
OD
TREE
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SSS i
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� , �� 33 32,E `h� • �O 1(, - T��
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IN
REBAR /'
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i
iIN
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IN
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S K0 , SAS i N
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;'A Qistrba = 2.57ao
%C ' O BO /
i
i
SKIMMER BASIN DRAINAGE AREA Scale 1" = 80'

Job Name Access Self Storage Job No. Date 6/22/2022 Sheet
Subject TEMP SKIMMER BASIN (Riser Skimmer Basin) By KEH Chk By
DETERMINE REQUIRED TRAP DIMENSIONS
RISER
DISCHARGE
REQUIRED
DIMENSIONS
SURFACEAREA
SKIMMER
DRAINAGE
DISTURBED
Q=CIA"
SURFACE AREA
@ TOP OF PRIMARY SPILLWAY
PROVIDED
BASIN
AREA (Ac)
AREA(Ac)
(cfs)
(435)Q(10) (sq ft)
W L D
(sq ft)
SIB
2.29 2.29 10.38
4517
56.5 X 105.3 X 3.8
5949
Where C= 0.60 1= 7.57 in/hr, Tc= 5 min for (10 year Storm)
DETERMINE STORAGE CAPACITY (At Skimmer Crest)
RISER
SKIMMER
BASIN
DISTURBED
AREA(Ac)
REQUIRED
STORAGE VOLUME
1800cf per Acre Dist
STORAGE VOLUME
PROVIDED
(cu ft)
SIB
2.29
4115
14626
Storage Volume based on 2:1 Side Slopes of Basin
SKIMMER ORIFICE DIAMETER (Determined by Faircloth Method)
From Contours
Elev
SF
CF
618.5
5950
2856
618
5475
5028
617
4580
4160
616
3740
2418
615
1095
164
614.7
Total Story e
14626
Calculate Skimmer Size for Faircloth Skimmer
Basin Volume in Cubic Feet 14,626 u_Ft Skimmer Size 2.5 Inch
Days to Drain' 3 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.2 Inch[es]
.In NC: aISSurne 3 days to drain If no results maximum flovw rate for asingIeakimill er is exceeded. Nore than one skimmer ma! lye required.
SIZE EMERGENCY SPILLWAY
RISER
SKIMMER
BASIN
DISCHARGE
Q=CIA"
(cfs)
FROM CHART 8.07c
Minimum Emergency Spillway
BOTTOM
OF BASIN
SEDIMENT BASIN ELEVATIONS
SKIMMER EMERGENCY
CREST SPILLWAY
MIN. TOP
OF DAM
Q (cfs)
WIDTH (ft)
STAGE (ft)
SIB10.38
15
12
0.69
614.7
618.5
619.5
621.19
614.7
618.5
620.5
622
Referenced Tables and Charts from NC Erosion & Sediment Control Manual (unless otherwise noted)
Minimum
Actual

Appendices
Table 8.0d
Design Table for Vegetated Spillways Excavated inVery Erodible Soils
(side slopes-3 horizontal:1 vertical)
Discharge
Q
CFS
Slope Range
Bottom
Width
Feet
Stage
Feet
Minimum
Percent
Maximum
Percent
Example of Use
Given: Discharge, Q = 38c.ta Spillway slope, Exit section (from profile) =4%.
Find: Bottom width and Stage inSpillway.
Procedure: Enter table from left at4Oo.te. Note that Spillway slope (4.O%)falls within slope ranges corresponding
toboftomwidtheof36and4Oft. Use wider bottom width, 4Oft..tominimize velocity. GtagoinGpiUway
will be 0.64ft.

STORM DRAINAGE
CALCULATIONS

------------
2"-HDPE�k
Prbp
7T1 c
kNK
li
.,0-3ac
0. 150, Tc\7,--15mi
SET REBAR
32
----624
Sr.,qlp, 1 " = 80'

Job: Access Self Storage Job No
Subject: Tc Calcs - Drive Culvert
Drainage Area 1.03ac
SHEET FLOW
Segment ID: A
Surface description: Dense Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 100.00
2yr 24 hour rainfall, P (in): 3.57 NOAA Atlas 14
Land slope, s (ft/ft): 0.015
Tc= 0.007 (nL) 10.8 1 0.25 hours
P10.5 x s^0.4
SHALLOW CONCENTRATED FLOW
Segment ID:
B
Flow length, L (ft):
330.00
Watercourse slope, s (ft/ft):
0.018 (631.5-625.5)/330
Average velocity, V (fig3-5) (ft/s):
2.20
Tc= L / (3600xV) 1
0.042 hours
CHANNEL FLOW
Segment ID:
C
Assume velocity, V (ft/s):
7.00
Flow length, L (ft):
0.00
Tc= L / (3600xV) 1
0.000 hours
Date 6/22/2022 Sheet
By KEH Chk By
Total Tc path = 0.294 hours = 17.7 minutes
USE Tc = 15 min for Analysis

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Job Name Access Self Storage Job No. Date 6/22/2022 Sheet
Subject STORM DRAIN (RATIONAL METHOD) By KEH Chk By
STORM DESIGN YEAR: 10
DETERMINE DRAINAGE AREA ENTERING CULVERT
PIPE
Drain
Area Ac
Runoff
Coeff "C"
Calculated
Tc min
Used
Tc min
Storm
Design YR
NOAA
I in/hr
Frequency
Factor
Discharge
Q cfs
Culvert
1.03
0.50
17.7
15
10
5.11
1.00
2.6
MATERIAL
Manning n
Concrete Box Culvert
0.015
Concrete Pipe
0.013
Corrugated Metal Pipe
0.024
Plastic Pipe
0.010
Smooth Steel Pipe
1 0.010
DETERMINE MINIMUM PIPE SIZE USING MANNING EQUATION
Drain
Discharge
Manning's
# of
Slope
Proposed
Velocity
PIPE Area
Q(10)
n
Lines
S (ft/ft)
Size (in)
(fps)
Culvert 1.03
3
0.010
1
0.0140
12
7.12

MANNING'S EQUATION FOR PIPE FLOW
Project: Access Self Storage Location: Culvert
By: K Herring Date: 6/22/2022
Chk. Bv: Date:
Mannings Formula
Q=(1.486/n )ARh2i3S 1 i2
R=A/P
A=cross sectional area
P=wetted perimeter
S=slope of channel
n=Manning's roughness coefficient
Wetted Hydraulic
Area,ft2 Perimeter, ft Radius, ft
0.42 1.62 0.26
Created by: Mike O'Shea
V=(1.49/n)Rh2i3S1i2
Q=VxA
Solution to Manninqs Equation
)city ft/s flow, cfs
7.12 2.97
mdo version 12.8.00
Clear Data
Entry Cells
INPUT
D=
12 inches
d=
6.3 inches
n=
0.01 mannings coeff
0=
174.3 degrees
S=
0.014 slope in/in
n-values
PVC
0.01
PE (<9"dia)
0.015
PE (>12"dia)
0.02
PE(9-12"dia)
0.017
CMP
0.025
ADS N12
0.012
HCMP
0.023
Conc
0.013

APRON CALCULATIONS

Job: Rorie Outdoor Storage Job No.
Subject: Apron Calcs Al
Date 6/22/2022 Sheet
By KEH Chk By
APRON: Al (12" HDPE)
Pipe Diameter, Do
12 Inches or 1 Feet
RECEIVING OUTLET (CHANNEL
/ SHEET FLOW): CHANNEL
Apron Length, L=
10 Feet (from Fig 8.06a)
Channel Width, b=
1 Feet
Side Slope, M:1 =
2 :1
H (2/3 Pipe Dia): =
0.7 Feet
Apron Width, W1 =
3 Feet (3 * Pipe Dia.)
Apron Width, W2 =
3.7 Feet
d50 Stone Size =
0.5 Feet (from Fig 8.06a) = 6 inches
Apron Thickness, t=
13.5 inches
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Job: Rorie Outdoor Storage Job No. Date 6/22/2022 Sheet
Subject: Apron Calcs A2 By KEH Chk By
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DITCH CALCULATIONS

/ __------- 1 \�0
z.
Pbrm Ditch PD
= 1..42a,c
-0.5 ;Tc=1 Amin �/ y,. r
1N K E
� •
' III ••.
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0 sE�
it
i
r
i
r :
♦
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♦O
34
----------------------------
----------------
624
p Di h-,6TC
•
D = �0..3a
C=O. , Tq
SO REBAR � i
I C
,Ma* Drainage';Area /
i� utif�ized for c�ticulation of
each temp ditch slope.

Job Name Access Self Storage Job No.
Subject DIVERSION CHANNEL SUMMARY SHEET
Date 6/22/2022 Sheet
By KEH Chk By
TD > 0.3' Freeboard
PD > 0.5' Freeboard
<4.5f/s <1.0' I Design
Diversion
Channel
Drainage
Area (Ac)
Average
Slope (%)
Bottom
Width(ft)
Side Slope
ft/ft
Velocity
ft/s
Flow
Depth (ft)
Depth for
Liner (ft)
Top Width
T ft
Temporary
Liner
TD
0.30
2.00
0.50
2
1.84
0.44
1.00
4.50
STRAW WITH NET
PD
1.12
1.50
1 1.00
2
2.17
0.67
1.25
6.00
STRAW WITH NET
STRAW WITH NET" TO BE NAG S-75 OR EQUAL

Job Name Access Self Storage Job No. Date 6/22/2022 Sheet
Subject TEMPORARY DITCHES By KEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: TD
DRAINAGE AREA: 0.30
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 2.00 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 3.36 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.033 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q (cfs)
d (ft)
v (f/s)
(Td) ****
0.89
0.34
2.18
0.43
Calculated shear of 0.43 is less than the Permissable Shear*** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for TD
"Mannings Coefficient obtained from Table 8.05e
"RATIONAL METHOD USED TO DETERMINE DISCHARGE
O=CIA Where C= 0.5 1= 7.57 in/hr for channel design,Tc= 5.0 min
1= 5.93 in/hr for 2 year storm REF: NOAA Atlas 14 Data
—Permissable Shear Stress Td obtained from Table 8.05g
—**Td=yds Where T=Shear Stress(lb/sq ft), y=unit wt of water, (62.4lb/cubic ft), d=flow depth(ft), s=slope(ft/ft)
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Access Self Storage Job No.
Subject TEMPORARY DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Date 6/22/2022 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL: TD
AVERAGE SLOPE:
2.00 %
MAX VELOCITY allowed:
4.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
7 d
M
b
DISCHARGE
FLOW
WETTED
CRITICAL
DEPTH Side Slope Bottom VELOCITY Q=CIA
AREA
PERIMETER
DEPTH FROLIDE
(d) ft ft/ft Width (ft) V (f/s) Q(10) (cfs)
(sq ft)
(ft)
(ft) No. Fr VR
0.45 2 0.5 1.84 1.14
0.62
2.49
0.35 0.63 0.46
FLOW IS SUBCRITICAL
VELOCITY CHECK
Calculated velocity of 1.84 feet/sec is less than permissable velocity of 4.50 feet/sec
VR CHECK
Calculated VR 0.46 is less than the maximum allowable VR of 2.2
Therefore TALL FESCUE can be used as a grass liner for TD
"Permissable Velocity Obtained from Table 8.05a
"'VR = Velocity' Hydraulic Radius = Velocity' Flow Area/Wetted Perimeter
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Access Self Storage Job No. Date 6/22/2022 Sheet
Subject PERMANENT DITCHES By KEH Chk By
DETERMINE TEMPORARY LINER
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Velocity is checked to see if Temporary Liner is required. If required, 2 year storm is used for design.
Shear Stress is then compared to Permissable Shear Stress allowed.
PROPOSED CHANNEL: PD
DRAINAGE AREA: 1.12 Acres
MAX SHEAR Td allowed: 1.45
AVERAGE SLOPE: 1.50 %
VELOCITY CHECK of Channel Design using Manning of 0.02 (Bare Earth)
Calculated VELOCITY of 3.95 is GREATER THAN 2 Feet per second
TEMPORARY LINER REQUIRED (USING 2 YEAR STORM FOR DESIGN)
PROPOSED LINER: STRAW WITH NET
*MANNINGS (n) of 0.033 used for design
DISCHARGE**
DEPTH
VELOCITY
Calculated Shear
Q (cfs)
d (ft)
v (f/s)
(Td) ****
2.67
0.51
2.56
0.48
Calculated shear of 0.48 is less than the Permissable Shear*** of 1.45
Therefore STRAW WITH NET can be used as a temporary liner for PD
*Mannings Coefficient obtained from Table 8.05e
"RATIONAL METHOD USED TO DETERMINE DISCHARGE
O=CIA Where C= 0.6 1= 5.11 in/hr for channel design,Tc= 15 min
1= 3.98 in/hr for 2 year storm REF: NOAA Atlas 14 Data
—Permissable Shear Stress Td obtained from Table 8.05g
—**Td=yds Where T=Shear Stress(lb/sq ft), y=unit wt of water, (62.4lb/cubic ft), d=flow depth(ft), s=slope(ft/ft)
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

Job Name Access Self Storage Job No.
Subject PERMANENT DITCHES
DETERMINE GRASS LINER
PROPOSED GRASS LINER: TALL FESCUE
Use Retardence Class D
Date 6/22/2022 Sheet
By KEH Chk By
APPROACH: Channel Design calculated using NORMAL DEPTH procedure.
Calculated VELOCITY is compared to MAXIMUM VELOCITY allowed for liner.
Calculated VR is then compared to Fig. 8.05c to determine if design is within range for prop.RETARDENCE CLASS
PROPOSED CHANNEL: PD
AVERAGE SLOPE:
1.50 %
MAX VELOCITY allowed:
4.50 feet/sec
MANNING'S (n) used:
0.045
MAX VR allowed:
2.2
1 d
M
b
DISCHARGE
FLOW
WETTED
CRITICAL
DEPTH Side Slope Bottom VELOCITY Q=CIA
AREA
PERIMETER
DEPTH FROLIDE
(d) ft ft/ft Width (ft) V (f/s) Q(10) (cfs)
(sq ft)
(ft)
(ft) No. Fr VR
0.68 2 1 2.17 3.43
1.58
4.01
0.51 0.59 0.86
FLOW IS SUBCRITICAL
VELOCITY CHECK
Calculated velocity of 2.17 feet/sec is less than permissable velocity of 4.50 feet/sec
VR CHECK
Calculated VR 0.86 is less than the maximum allowable VR of 2.2
Therefore TALL FESCUE can be used as a grass liner for PD
"Permissable Velocity Obtained from Table 8.05a
"'VR = Velocity' Hydraulic Radius = Velocity' Flow Area/Wetted Perimeter
Tables From the NC Erosion & Sediment Control Manual (unless otherwise noted)

STORMWATER MANAGEMENT
CALCULATIONS

Pre -Developed Condition SCALE 1 "=80'
FINAL SCM 3,705sf (0.085ac) = Grass Good (HSG-C) CN-74
99,000sf (2.273ac) = Total CN-66

r-% i r` I 10--. I• i• C� C A I C 4 11- O !l l
FINAL SCM 3,705sf (0.085ac) = Gravel (HSG-C) CN 89
8,625sf (0.198ac) = Grass Good (HSG-D) CN 80
1,437sf (0.033ac) = Grass Good (HSG-B) CN 61
99,000sf (2.273ac) = Total (CN 85)

Job: Access Self Storage Job No. Date 6/22/2022 Sheet
Subject: Tc Calcs - SCM By KEH Chk By
Predevelooed Drainaae Area = 99.00Osf = 2.27ac
PRE -DEVELOPED
SHEET FLOW
Segment ID:
A
Surface description:
Dense Grass
Manning's roughness coeff., n:
0.240
Flow length, L (total L<300') (ft):
150.00
2yr 24 hour rainfall, P (in):
3.57
NOAA Atlas 14
Land slope, s (ft/ft):
0.010
Tc= 0.007 (nL) 10.8 1
0.41
hours
P10.5 x s10.4
SHALLOW CONCENTRATED FLOW
Segment ID:
B
Flow length, L (ft):
235.00
Watercourse slope, s (ft/ft):
0.060
(632-618)/235
Average velocity, V (fig3-5) (ft/s):
3.60
Tc= L / (3600xV) 1
0.018
hours
CHANNEL FLOW
Segment ID:
C
Assume velocity, V (ft/s):
7.00
Flow length, L (ft):
100.00
Tc= L / (3600xV) 1
0.004
hours
Total Tc path =
0.433
hours = 26.0 minutes
POST DEVELOPED
ASSUME Tc = 0.1 HR
USE Tc=26 min for Analysis
Total Tc path = 0.100 hours = 6.0 minutes
USE Tc= 5min for Analysis

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NCDOT EROSION CONTROL MANUAL
Table 8.03h Roughness
coefficients �Manning's n}
for Sheet flow
Surhea doserIption
n'
Smooth surFaca (mncrata, asphalt, gravel, or baie
0.011
sail)
FaDaw (rso res due) .... ..... ........ ..... ........ ..... ..... ........
0.05
Cultivated soils_
Residue mvar S 20%..........................................
0.06
Residue cover } 20% .......... ............. ..... ............. ..
0.17
Grass.:
Shalt grass prairies ........ ..... ............. ............. ......
0.15
Dense grasses' ................ ....................................
0.24
Berm udaWass ............ ---,,.... __ .. __........... ...... ........ ..
0.41
Range (nutral).........................................................
0.13
WM&_ '
Light underbrush ........................--...__....----. . .......
0_40
Donee underbrush ...............................................
0.80
1rneavakwaarescomposleoinkaF cpaomplaubyEngmm{i6B6�.
2 I nmiura q.+ce5 mrii as weed kweTaai, UUegras!L bubft grass, blue gwna
grass, aM nawe gFms maw.
3 Mm-n SAec" 41, ccmxb r wher So a hexjt afaCcrd 0.1 1[ r�:3 aB We oNy part d
LYe Plant CMW MW YHA ObSMKI St*d flOW

Project Name:
Access Self Storage
Project No.:
Sheet Title:
Runoff Curve Number
Calculated By:
KEH
Date:
6/22/2022
SOIL CONDITION: Primarily TbB2(Tarrus Hydraulic Condition "B"
PRE -DEVELOPED DA = 99000 sf = 2.27 ac
Hydrologic Soil
Cover
Area
Area
Product of
Group
Description
CN no.
SF
AC
CN x Area
D
Open Area (Good Cond.)
80
24950
0.573
45.82
C
Open Area (Good Cond.)
74
3705
0.085
6.29
B
Open Area (Good Cond.)
61
70345
1.615
98.51
Totals= 99000 2.27 150.62
CN number= 66
POST -DEVELOPED SCM Coveraae DA = 99000 sf = 2.27 ac
Hydrologic Soil
Group
Cover
Description
CN no.
Area
SF
Area
acres
Product of
CN x Area
B
New Gravel
85
68870
1.581
134.39
C
New Gravel
89
3705
0.085
7.57
D
New Gravel
91
16350
0.375
34.16
D
Open Area (Good Cond.)
80
8625
0.198
15.84
B
Open Area (Good Cond.)
61
1450
0.033
2.03
Totals= 99000 2.27 193.99
CN number= 85

Job: Access Self Storage Job No. Date 6/22/2022 Sheet
Subject: Sand Filter Sizing By KEH Chk By
Design Storm Depth(in)
1
DA(sf)
99000 = 2.273 Ac
IMP(sf)
86700 = 1.990 Ac
IMP(%)
87.57%
Rv
0.8381
WQV= 6915.0 cf
WQV(Adj)= 0.75xWQV= 5186 cf
Sand Filter beet Surface Area:
The nunimurn surface area for the sand filter bed is determined by Darcys Law -
A, (ft') - (WQV YdF
(kXikhi +dr )
• &: Depth of the sand filter bed, (ft). This should be a minimum of 1.5 ft.
• k: Coefficient of permeability for the sand filter bed=3.5 (ft/day).
• t Time required to drain the WQV through the sand filter bed (day). This
time should be 40 hours (1.66 days). (Center for Watershed Protection, 1996.i
• ha: Average head (ft)
o Deteradne the average head of water above the sand filter. The
average head above the sand tiller is half of the maximum head on
the filter (Center for Watershed Protection. I996).
Minimum Sand Filter Area, Af = 793.465 sf
Where: WQV =
6915.0 cf
df =
1.5 ft
k =
3.5 ft/day
t =
1.66 days
hA =
0.75 ft
Use Area = 800 sf (Sand Bed)
Total Area at top or riprap weir = 5970
Sand Chamber Area = 2985 sf
Outlet Orifice Elev. 618.50
Sand Surface at Elev. 617.00
Max head (hmax) 1.50 ft
Avg head (hA) 0.75 ft

Job: Access Self Storage Job No. Date 6/22/2022 Sheet
Subject: Sediment Chamber Sizing By KEH Chk By
Design Storm Depth(in)
1
DA(sf)
99000 = 2.273 Ac
IMP(sf)
86700 = 1.990 Ac
IMP(%)
87.57%
Rv
0.8381
Srdinrentatren Basin Surface Area:
The rn ni urn surface area for the sedimentation basin is determined by the Camp
Hazen Equatiorr
As fi' _ [240 * Rv (urrrtless) * AD (crcresj]* Ra i
RD — Design storm depth (in)
• AD-. Drainage area to the sand filter (acres)
• Rv: Volumetric runoff coefficient (Lnttless)-0.05+0-009(%Imp)
o 'Imp: Percent of impervious of land draining to the sand filter
Minimum Sediment Area, As = 457.193 sf
Where: Rv = 0.8381
Ad = 2.27 Ac
Rd = 1.0 inch
Total SA at Outlet Orifice Elev = 5970 sf
Area of Sand Filter = 2985 sf

Job: Access Self Storage Job No.
Subject: Stormwater Management Control Summary
Date 6/22/2022 Sheet
By KEH ChkBy
CONTROLLED AREA RUNOFF ANALYSIS
Design
Discharge
Pre —Devil,
Runoff
Controlled Post Developed
Total
Peak Flow
Peak
Elevation
1 " Storm
0,04 ifs
617.31
0�1)
0.85 cfs
0,25 ofs
618,74
Q(2)
1.54 cfs
0.61 cfs
618,98
Q(10)
.3.87 ifs
2.39 cfs
619-78
Q(25)
5,50 cfs
4.35 cfs
620,24
o(100
8,35 of,3
12.59 ifs
620.75
I Ref. HydmCad Analysis
0100 EI-620-75
025 EI-620- 4
010 E1-619-78
Q2 EI=61898
Q1 E1=61 a74
WOV-618-65
CV(A,4)—G18t 36
1 " Storm EI=617--31
1 " MIN OOVER
0 0 0 0 a
514.7 Bottom
of Sand Filter
Open Sand Side

(4 ls�
Pre
Subcat Reach on Link Routing Diagram for Access Self Storage_PRE
Prepared by Kevin E Herring Engineering, Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC

Access Self Storage —PRE
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1yr
Type II 24-hr
Default
24.00
1
2.96 2
2 2yr
Type II 24-hr
Default
24.00
1
3.57 2
3 10yr
Type II 24-hr
Default
24.00
1
5.21 2
4 25yr
Type II 24-hr
Default
24.00
1
6.22 2
5 100yr
Type II 24-hr
Default
24.00
1
7.86 2
6 Custom
Type II 24-hr
Default
24.00
1
2.96 2

Access Self Storage —PRE
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.615 61 >75% Grass cover, Good, HSG B (4S)
0.085 74 >75% Grass cover, Good, HSG C (4S)
0.573 80 >75% Grass cover, Good, HSG D (4S)
2.273 66 TOTAL AREA

Access Self Storage _PRE Type 11 24-hr 1 yr Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 4S: Pre
Runoff = 0.85 cfs @ 12.24 hrs, Volume= 0.100 af, Depth= 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1yr Rainfall=2.96"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
---I-- r -- Y -- r --r --I-- r-- -- Y -- r-----I-- r -- Y -- r--------I-- r --? -- r --I--
0.9 --i 0.85cfs r--r--r--r--i--r--r--r--r--r--i--r--r--r--r--I---I--r--t--r--I-
0.85 ----rt--r--r---- ----t--r------------------'T pe-Ht2 ih,r-
0.75 --Ir- y--rt--r--Ir--li--y-----+--Ir--Ir--li--y--rt-4yr Raiftfall-7;2.967-
0.7 --i----+--r--+--i-- -- --+ — I
0.65 —fho�Arda=99-000-5f
+--+ I- +--+--+----------+- +--+----
0.6 --'-- -- -- -- --'-- -- --+-- --'--
w 0.55 --'-- �--�--�--�--'--�--�--+--�--'---'---- �u�]0� iQpu�414SJ a.t3i„_
�i
0.5 --'-- -- -- -- --'-- -- -- -------'-- --
0 0.45 --'-- J--1--L----1--J--1--1--L--1---'----1--1----- ITd=66 0 -M 111-
i l
0.4 --'-- J--1--L--+--1--J--1--1--L--1---'-- --1--i----------1--1--L--JJ1�--
0.35 �N�F-
0.3 --'-- —'---'--'---'---'---'---'---'--'---'---'---'---'--'---'---'---'---'--'---'---'--
0.25 --'-- —'---'--'---'---'---'---'---'--'---'---'---'---'--'---'---'---'---'--'---'---'-
0.2
0.15
----------------------------- -----------------------------
01 ---- ------------ ------------ -- ----------1 -- -- —1
0.05
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

Access Self Storage _PRE Type/1 24-hr 2yr Rainfall=3.57"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Pre
Runoff = 1.54 cfs @ 12.23 hrs, Volume= 0.159 af, Depth= 0.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2yr Rainfall=3.57"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
1.54 cfs
Type If 24-hr
2yr RainfallT3.57
Ruhoff Area=919,000 5f
y Runoff DepthT0.641go
LL Tc=26.�0 hnih
CAN=66
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage _PRE Type 11 24-hr 10yr Rainfall=5.21 "
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 4S: Pre
Runoff = 3.87 cfs @ 12.21 hrs, Volume= 0.355 af, Depth= 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10yr Rainfall=5.21"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
-
---------T--T- -T--- - - ------7--T--T--1r _1 I - ■Runoff
4 3.87 cfs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0011,
Type If 24-h'1r
10yr Rlainfa1IT5.21
— — I— —
-- ----1---1---1-- ----i-
3—i— --- o —I 1 — -- I — —=I
1 u1 ea5
ROOff'1VQILjme='10.$5$ cif
N I I I I I I I I I I I I I I I I I
— —
ulnoff 1DepthT1.671"
—I— -
LL 2 - Td=26.�O tnih
CAN=66
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage _PRE Type/1 24-hr 25yr Rainfall=6.22"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: Pre
Runoff = 5.50 cfs @ 12.21 hrs, Volume= 0.493 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25yr Rainfall=6.22"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
6 ■ RUnoff
5.50 cfs
- -- - --+-- -- -- --+-- -- -- -,--+Type 11',24-h'r_
5-
25yr RainfaillT6.221'
4-
RLjnpff'VQlL;me=',0.49$ Of
N
- -- - T--T- -T T--T--unoffTDepth=2.66
LL 3 Tc=26.�O tnih
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage _PRE Type/1 24-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 4S: Pre
Runoff = 8.35 cfs @ 12.20 hrs, Volume= 0.737 af, Depth= 3.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100yr Rainfall=7.86"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
9 ■ RUnoff
8.35 cfs
-------------------------------------------
T-yp-'r-
-- -- - --I -I I
' -1-00yr��infall�7.8C1'-
7
- -- -- -- -- - -- -- -- RAjhoIffArea=99,000 sf_
6 P4npff'IVQIL;me=0.737 cif
--r- ---r--r--r--r-------r--r--t--r--r------r--r--r--r-- -r-----i--
5 u,noff �DepthT3.39��
LL 4
3
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage _PRE Type 11 24-hr Custom Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 4S: Pre
Runoff = 0.85 cfs @ 12.24 hrs, Volume= 0.100 af, Depth= 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr Custom Rainfall=2.96"
Area (sf) CN Descriotion
3,705 74 >75% Grass cover, Good, HSG C
24,950 80 >75% Grass cover, Good, HSG D
70,345 61 >75% Grass cover, Good, HSG B
99,000 66 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.0 Direct Entry,
Subcatchment 4S: Pre
Hydrograph
---I-- r -- Y -- r --r --I-- r-- -- Y -- r-----I-- r -- Y -- r--------I-- r --? -- r --I--
0.9 --i 0.85cfs r--r--r--r--i--r--r--r--r--r--i--r--r--r--r--I---I--r--t--r--r-
0.85 ----rt--r--r---- ----t--r------------------'T pe-Ht2 ih,r-
0.75 --Ir- y--rt--r--Ir--li--y-----+--Ir--Ir--li-QjSt ►MRaiFiN{���
0.7 --i----+--r--+--i-- ----+--+-----i-- - - i ----
fthorda=99-000-5f
0.65 ---- +--+--+--+----+--+--+--+------ +--+--+----------+- +--+----
0.6 --'-- -- -- -- --'-- -- --+-- --'--
R-qnOff Vp[gmp=-O-. j 0-cjf
w 0.55 --'-- �--�--�--�--'--�--�--+--�--'---'--�- �u�]0� �De�414SJ a.t3i„_
�i
0.5 --'-- -- -- -- --'-- -- -- -------'-- --
,yi qqi ¢ yyi
0 0.45 --'-- J--1--L----1--J--1--1--L--1---'----1--1-----IT�=66 0111-
i l
0.4 --'-- J--1--L--+--1--J--1--1--L--1---'-- --1--i----------1--1--L--JJ1�--
0.35 �N�F-
0.3 --'-- -'---'--'---'---'---'---'---'--'---'---'---'---'--'---'---'---'---'--'---'---'--
0.25 --'-- -'---'--'---'---'---'---'---'--'---'---'---'---'--'---'---'---'---'--'---'---'-
--�-------�-- -- --�-----�-- -- ------- - - -'-- -- -- --'-
0.15
0.2 -- --i
-----------------------------
01 ---- ------------ ------------ -- ------------ -- -- ----
0.05
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

2S
Pdst
scm
Subcat Reach on Link

Access Self Storage —POST
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-inch
Type II 24-hr
Default
24.00
1
1.00 2
2 1yr
Type II 24-hr
Default
24.00
1
2.96 2
3 2yr
Type II 24-hr
Default
24.00
1
3.57 2
4 10yr
Type II 24-hr
Default
24.00
1
5.21 2
5 25yr
Type II 24-hr
Default
24.00
1
6.22 2
6 100yr
Type II 24-hr
Default
24.00
1
7.86 2
7 Custom
Type II 24-hr
Default
24.00
1
2.96 2

Access Self Storage —POST
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.033
61
>75% Grass cover, Good, HSG B (2S)
0.198
80
>75% Grass cover, Good, HSG D (2S)
1.581
85
Gravel roads, HSG B (2S)
0.085
89
Gravel roads, HSG C (2S)
0.375
91
Gravel roads, HSG D (2S)
2.273
85
TOTAL AREA

Access Self Storage _POST Type 1124-hr 1-inch Rainfall=1.00"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: Post
Runoff = 0.65 cfs @ 11.98 hrs, Volume= 0.033 af, Depth= 0.17"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-inch Rainfall=1.00"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000 85 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
0.7 RUnoff
0.65 cfs
0.65 ' I I I I I I I I I I I I I I I I
0.6 I I I I- 47inc faiN=l .00
-I------------------------I- -� �I- Rai Ili--
0.55 I I I I I I I I I
--r--r--r--r--r--r-r--r--t--r--r--I-- - - I--- -- I
0 5 uho� raa" -s -
_ - RLngffY1 0 mid- 0.3 _if
0.45
w 0.4II
v. --r--r--r--r--r--r-r--r--t--r--r----r-„ -Runoff
J--
3 0.35 I TC*C 1 ,�,,
ih-
0.3 I I I I I I I I I I I I I I I I I I I
0.25 NZ
--r--t--t--r--r--I--t--�--t--r--r--I--t--t--+--r--I---I--�--t--r--r--
02
--'-- -'--' --'------ --'-- '--'------------' --'------------' --' --'---
0.15
0.1
-r- r--r--r--r----t--r--t--r--r----r--r--t----------r--t--r--r--
0.05
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type 1124-hr 1-inch Rainfall=1.00"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: SCM
Inflow Area = 2.273 ac, 0.00% Impervious, Inflow Depth = 0.17" for 1-inch event
Inflow = 0.65 cfs @ 11.98 hrs, Volume= 0.033 of
Outflow = 0.04 cfs @ 13.48 hrs, Volume= 0.033 af, Atten= 94%, Lag= 90.3 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to nonexistent node 5L
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to nonexistent node 5L
Tertiary = 0.04 cfs @ 13.48 hrs, Volume= 0.033 of
Routed to nonexistent node 5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 617.31' @ 13.48 hrs Surf.Area= 2,335 sf Storage= 505 cf
Plug -Flow detention time= 157.7 min calculated for 0.033 of (100% of inflow)
Center -of -Mass det. time= 157.8 min ( 1,054.9 - 897.1 )
Volume Invert Avail.Storage Storage Description
#1 617.00' 33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
617.00 924 0 0
618.00 5,480 3,202 3,202
620.00 7,450 12,930 16,132
622.00 9,660 17,110 33,242
Device Routing Invert Outlet Devices
#1 Primary 614.70' 12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary 617.00' Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1 618.50' 6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 620.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 620.50' 12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage _POST Type 1124-hr 1-inch Rainfall=1.00"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L1=Culvert (Passes 0.00 cfs of 4.82 cfs potential flow)
3=Orifice/Grate ( Controls 0.00 cfs)
=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.04 cfs @ 13.48 hrs HW=617.31' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.04 cfs)
Pond 3P: SCM
Hydrograph
-y--r-t--I--r-y--r-t--I--r--I--r-�--r-+--I--r-y--r-rt--I--r-y--
■ Inflow
0.65 cfs
i
� Ii fsow-'Are-Ct;C.-1 1, 3 1 1
-ary
■Outflow
M Prima
■ Se ond
0.7
—r— —--I—
—r—r--r—r--I——T--I
k ��aE16vr-61_7:3'1'-
---—r--I——T--I—————I——T--I——T—r--
■ Tertiary
0.65
r
- - -+--I--
- ---+--I------I--
rr
CI CIr
--I--+ r
�� 4gII
0.6
0.55
I
_F
0.5
�I
I I
—r— —
I F I I
----r------r
7 I F I I I
----T----r—r----T----T—r--
0.45
r----T—r--r—r
V 0.4
-J--1--1--L-�--L-1--1--L--1--I--�--I--�--I--�-J--I--1--I--L-J-
3 0.35
0.3
�I
0.25
—r— r----T—r--r—r----T------r----T----r—r----T----T—r--
02
0.15
0.04 cfs
ZW
I I I I
I I I I I I I
�
0.1
o.00 crs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage _POST Type 11 24-hr 1 yr Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Post
Runoff = 6.51 cfs @ 11.96 hrs, Volume= 0.294 af, Depth= 1.55"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 1yr Rainfall=2.96"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000 85 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
■Runoff
6.51 cfs T
6 1yr RainfellT2.96�;��
5 - -- ---- -- -- -- -- -- ----r-Ruhoff-Aee&9,99,-OQD sf-
--''--94-cif
-
4 - -- RunoffDepth-1.55"
-- - -- -- -- -- -- -- - ---e�S.'airtii�-
u 3
CAN=85
2
--'-- --'-- --1--L--1---'---'--J--1--L--L--L-------J--1--L--L--------'--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type 11 24-hr 1 yr Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 8
Summary for Pond 3P: SCM
Inflow Area =
2.273 ac,
0.00% Impervious, Inflow Depth = 1.55" for 1yr event
Inflow =
6.51 cfs @
11.96 hrs, Volume= 0.294 of
Outflow =
0.25 cfs @
13.58 hrs, Volume= 0.294 af, Atten= 96%, Lag= 97.1 min
Primary =
0.19 cfs @
13.58 hrs, Volume= 0.083 of
Routed to nonexistent
node
5L
Secondary =
0.00 cfs @
0.00 hrs, Volume= 0.000 of
Routed to nonexistent
node
5L
Tertiary =
0.06 cfs @
13.58 hrs, Volume= 0.211 of
Routed to nonexistent
node
5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 618.74' @ 13.58 hrs Surf.Area= 6,207 sf Storage= 7,517 cf
Plug -Flow detention time= 880.3 min calculated for 0.294 of (100% of inflow)
Center -of -Mass det. time= 880.6 min ( 1,706.1 - 825.5 )
Volume Invert
Avail.Storage Storage Description
#1 617.00'
33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
617.00
924
0 0
618.00
5,480
3,202 3,202
620.00
7,450
12,930 16,132
622.00
9,660
17,110 33,242
Device Routing
Invert
Outlet Devices
#1 Primary
614.70'
12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary
617.00'
Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1
618.50'
6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1
620.00'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
620.50'
12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage _POST Type 11 24-hr 1 yr Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 9
Primary OutFlow Max=0.19 cfs @ 13.58 hrs HW=618.74' (Free Discharge)
L1=Culvert (Passes 0.19 cfs of 7.08 cfs potential flow)
3=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.57 fps)
=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.06 cfs @ 13.58 hrs HW=618.74' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.06 cfs)
Pond 3P: SCM
Hydrograph
■ Inflow
6.51 cfs '� ■ Outflow
— — ---- ---- ---- — -- ——lI'Fi"IOWiK1ea=Q.2 ���ac-- ■Primary
� ■Secondary
P�a'k 'EI'evr-618.74' ■Tertiary
6 $tgrage=T 5',17; cif
--------------------------
-y--+----+----t-y--r-y--r-----+----t-y--r-y--r-----+--
4
o
U. 3
21
0.25 cfs
i.. 25
OR numo/ 7"mwwwww���������������������������
15 10 15 20 25 30 35 41 45 50 55 .1 65 70 75 :1 85 91 95 100 105 110 115 11

Access Self Storage —POST Type/1 24-hr 2yr Rainfall=3.57"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: Post
Runoff = 8.61 cfs @ 11.96 hrs, Volume= 0.393 af, Depth= 2.08"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 2yr Rainfall=3.57"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000 85 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
--'---'---'-- I'-- I' --'---'---'---'---'-- I' --'---'---'---'---'---'-- I' --'---'---'---'---'-- ■Runoff
9 8.61 cfs J 2
- - - -'� Type ■ - -'I- - -'I - - -'I - - I'I l L hII r
$ I I I I I I I I I I I I I I I I I I I I I
- -- - - __2yr_R�ainfaIIT3.'157�
Ruhoff Aeea^99,000 sf
6 PLjnpff''IVQILjm''e=0.$9$ cif
_II De
I_
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ulno T - 7 -
5 IC ; y,
--'-- --'-- III-- I'I--------------II-- II --'-I - - - --- - I -------'-- I'-�iTJ.V/� flll-
u q 3
2
---- ------------------
-

Access Self Storage -POST Type/1 24-hr 2yr Rainfall=3.57"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 11
Summary for Pond 3P: SCM
Inflow Area = 2.273 ac, 0.00% Impervious, Inflow Depth = 2.08" for 2yr event
Inflow = 8.61 cfs @ 11.96 hrs, Volume= 0.393 of
Outflow = 0.61 cfs @ 12.56 hrs, Volume= 0.393 af, Atten= 93%, Lag= 36.1 min
Primary = 0.54 cfs @ 12.56 hrs, Volume= 0.176 of
Routed to nonexistent node 5L
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to nonexistent node 5L
Tertiary = 0.07 cfs @ 12.56 hrs, Volume= 0.218 of
Routed to nonexistent node 5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 618.98' @ 12.56 hrs Surf.Area= 6,449 sf Storage= 9,071 cf
Plug -Flow detention time= 695.8 min calculated for 0.393 of (100% of inflow)
Center -of -Mass det. time= 695.6 min ( 1,512.9 - 817.3 )
Volume Invert Avail.Storage Storage Description
#1 617.00' 33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
617.00 924 0 0
618.00 5,480 3,202 3,202
620.00 7,450 12,930 16,132
622.00 9,660 17,110 33,242
Device Routing Invert Outlet Devices
#1 Primary 614.70' 12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary 617.00' Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1 618.50' 6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 620.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 620.50' 12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage —POST Type/1 24-hr 2yr Rainfall=3.57"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 12
Primary OutFlow Max=0.54 cfs @ 12.56 hrs HW=618.98' (Free Discharge)
L1=Culvert (Passes 0.54 cfs of 7.34 cfs potential flow)
3=Orifice/Grate (Orifice Controls 0.54 cfs @ 2.23 fps)
=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.07 cfs @ 12.56 hrs HW=618.98' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.07 cfs)
Pond 3P: SCM
Hydrograph
-+--r-+--�--+--�--+-+--r-+--r-+--�--+--�--+-+--r-+--r-+--�--+--
■Inflow
8.61 cfs
- - - - -'- -
- -II- - - -1- - ; - - _;
n �
- l�inhow� iKla=TL:2! 'a� acl
■ 0Utflow
1
IIrC I�� IIGlII�V���
■ Se ondary
I I I
- �_ - � __,__
I I I I I I I
� __,__+__,__� - �__� _-,--,--
I I
9��
■Tertiary
9
g
— ; — — ; — —I— —
; — — — — ; — ; — — ; — ; — — ; —
; — — — — ;—
w-
5
- -+----
I I I
---- - -- - -- -
I I I I I I I
---- ---- - -- - -- - ---- --
I I I I I I I I I I I I
3
o
- - --,--
--,--- -,-_ -- -_ -
--,-- --,-----_----; -
LL 4
g
—Y— Y--I--t--I--r—Y--Y—Y--Y—Y--I--Y--I--r—Y--Y—Y--Y—Y--I--Y--
0.61 cfs
cfs
2 0.54
1
0.0o cfs
0.07 cfs
0
0 5
10 15 20 25 30 35 40
45 50 55 60 65 70 75
80 85 90 95 100 105110 115120
Time (hours)

Access Self Storage —POST Type 11 24-hr 10yr Rainfall=5.21 "
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Post
Runoff = 14.39 cfs @ 11.96 hrs, Volume= 0.675 af, Depth= 3.56"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 10yr Rainfall=5.21"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000
85
Weighted Average
99,000
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
16--------�-- -- -- -- RUnoff
15 1a.as ers
14
1--1--L--1--- 1--1--1--L-- IT�rpe-��i2-hr
I I I I I I I I I I I I I I I Ii13
Oi' C
.21
12
-- -- -- -- - - -- -- -- Runc fAr'e&99-000-sf-
11
10 - -- - -- ----r--------I----'---+R"np-ff+VQILjmIe=0. 7 of -
F 9
O , 7--7--T--7--I-------7--7--7--T--T--7-----I-- C*-5. Mi�
a7 --- -- -- ------------ -- -- -- -- ------------ -- -- -- --
�i
6 ---- -----?-------------------?--?------------------ i- N=-8
5
--r— ---+--+--+--r--r-------+--+--+--+--r--r----------+--+--+--r--
4
3
--r— —I--r--r--r--r--r--r--I--r--r——r——
r--r--r--I---I---I--r--r--r--r--
1 I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type 11 24-hr 10yr Rainfall=5.21 "
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 14
Summary for Pond 3P: SCM
Inflow Area = 2.273 ac, 0.00% Impervious, Inflow Depth = 3.56" for 10yr event
Inflow = 14.39 cfs @ 11.96 hrs, Volume= 0.675 of
Outflow = 2.39 cfs @ 12.13 hrs, Volume= 0.675 af, Atten= 83%, Lag= 10.3 min
Primary = 2.32 cfs @ 12.13 hrs, Volume= 0.443 of
Routed to nonexistent node 5L
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to nonexistent node 5L
Tertiary = 0.08 cfs @ 12.13 hrs, Volume= 0.232 of
Routed to nonexistent node 5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 619.78' @ 12.13 hrs Surf.Area= 7,231 sf Storage= 14,497 cf
Plug -Flow detention time= 450.1 min calculated for 0.675 of (100% of inflow)
Center -of -Mass det. time= 450.4 min ( 1,252.4 - 801.9 )
Volume Invert Avail.Storage Storage Description
#1 617.00' 33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
617.00 924 0 0
618.00 5,480 3,202 3,202
620.00 7,450 12,930 16,132
622.00 9,660 17,110 33,242
Device Routing Invert Outlet Devices
#1 Primary 614.70' 12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary 617.00' Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1 618.50' 6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 620.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 620.50' 12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage —POST Type 11 24-hr 10yr Rainfall=5.21 "
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max=2.32 cfs @ 12.13 hrs HW=619.78' (Free Discharge)
L1=Culvert (Passes 2.32 cfs of 8.09 cfs potential flow)
3=Orifice/Grate (Orifice Controls 2.32 cfs @ 3.63 fps)
=Orifi ce/G rate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.08 cfs @ 12.13 hrs HW=619.78' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.08 cfs)
Pond 3P: SCM
Hydrograph
-+--+-+----+----+----+----+----+-+--+-+--+-+----+----+--I--
■ Inflow
'
- 14.39 cfs
+----+----+----+----r--I-
-+-+ +-+---n+�'I- +--I--
n Lola Are-a=1
�Utflow
■Primary
-+- -+----+----+----+----+--I-
- + �273+ac -
■ Secondary
16
-+--+----+----+----+----+----+-+
y� 1W —
PCAIcIEle�64I� II a
■Tertiary
15
-+- -+--
-+----+----+--I--+-
--+-+--+-+--+-+----A+-A-y-�-+--Ic--
13
- -
--I-- --I--
--I-- --I--
--I-- - -- - --~+-+--I-- --I-- --I--
12
-+-
+--I--+--I--+--I--+--I--+--I--+-+--+-+--+-+--I--+--I--+--I--
11
- -
--I-- --I--
--I-- --I--
--I-- - -- - ---+--I--+--I-- --I--
10
——---
—--I—
—L
--I——L--I——L
—I-—
--I——L—L— —L—L -- —L--I——L--I——L--I—
9—
V
, ,I
L----L----L--I--L--I--L--I--L—L--L—L--L-1--I--1--1--L--1--
I
I
I
I I
, , ,
, , ,
—L—
L--�—L--�—L--I--L—�--L—�--L—L--L—L--L—L--I--L--I--L--I--
7
LL
- -
L----L----L-
---L----L
- -I--L- --L- --L-1--1--1----L--I--
6
-L-
2.39 cfs
----L----L----L----L--I--
L----L----L----L----L----L—L--L—L--L-1--I--1--1--L--1--
-L--L- --L-L----L----L--I--
5
2.32
—
cfs
4
3
IM�M-1,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage —POST Type/1 24-hr 25yr Rainfall=6.22"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 2S: Post
Runoff = 17.96 cfs @ 11.96 hrs, Volume= 0.854 af, Depth= 4.51"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 25yr Rainfall=6.22"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000
85
Weighted Average
99,000
100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
20
--r--li---li--y--rt--+--r--r--li---li----7--7--T--r--r--+--li--ti----+--r--r--
Runoff
19
1$
' 1
-- 17.96Ifs—1--7--7--t--r--r--1---1--7--7--7--t--r--r--r
--I-----;--T--T--T-------------7--7--T--T--'r-----'ITylpe-�I24=hItY�-
1-- 1
1
1
1 1
1 1
1
y��/�,-----7--r--r--
1 1 1 1�
17
16
1
l 7--7--T--r--�
--1-- -1-- 111111
Tr--1---1---1---1--
--- ---7--7--T--T/-J�-F---11-^---1/-��
--
--II- �-�+--+/J�-2-r--
-- --1L5y -. \1IQ7II. �.T iL Ir,--
1a
' 11--11--
-11-- --
--1--1--11---11---11---11--
--
--Rundff Atea^.99i404_sf--
13
' 1
--------1---1
11
--
1----
1---1---1---1---1---1
--
n9ff �okkm11�wo.S--
12
--, 11
,1
,1
-11--J--1--L--L--11---11---'I--J--7--1R
- -
-� 1 1
--1-- -1 _L_-
1
--1--L--1---1---1--J--1--1--L--
1
1 1
1 1 1
1
L-_`L -
1 1 1 1 1 1 1 1 1 1
unai#'1Dept1rT4. 9"--
10
9
--1-- -1-- --
--1-- -1--
--
--
--1---1---1--
---1---1--
-----
--
--
-- -- ----1---1---1-- -- -- -- --
----- ----1---1-- 1 s .01
iy
7
--1--jL
--1--+--+--+--1---1---1--+
7--+--r--1---1---1--�--7--7--+__+----1---1---1--7-
+
+_
+ + +--+--1---1---1--+-- �+
6
�I
--r-543r7rr7--7--T--r--r7--T--r--2
q
'
--rr--r--r--r--1---1--
I
I
I
--7--7--T--r--r--1---1---1--r--T--r--r--
I
I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type/1 24-hr 25yr Rainfall=6.22"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 17
Summary for Pond 3P: SCM
Inflow Area = 2.273 ac, 0.00% Impervious, Inflow Depth = 4.51" for 25yr event
Inflow = 17.96 cfs @ 11.96 hrs, Volume= 0.854 of
Outflow = 4.35 cfs @ 12.09 hrs, Volume= 0.854 af, Atten= 76%, Lag= 7.9 min
Primary = 4.27 cfs @ 12.09 hrs, Volume= 0.616 of
Routed to nonexistent node 5L
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to nonexistent node 5L
Tertiary = 0.08 cfs @ 12.09 hrs, Volume= 0.238 of
Routed to nonexistent node 5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 620.24' @ 12.09 hrs Surf.Area= 7,718 sf Storage= 17,974 cf
Plug -Flow detention time= 374.7 min calculated for 0.854 of (100% of inflow)
Center -of -Mass det. time= 374.5 min ( 1,169.8 - 795.3 )
Volume Invert Avail.Storage Storage Description
#1 617.00' 33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
617.00 924 0 0
618.00 5,480 3,202 3,202
620.00 7,450 12,930 16,132
622.00 9,660 17,110 33,242
Device Routing Invert Outlet Devices
#1 Primary 614.70' 12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary 617.00' Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1 618.50' 6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 620.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 620.50' 12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage —POST Type/1 24-hr 25yr Rainfall=6.22"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 18
Primary OutFlow Max=4.26 cfs @ 12.09 hrs HW=620.24' (Free Discharge)
L1=Culvert (Passes 4.26 cfs of 8.49 cfs potential flow)
3=Orifice/Grate (Orifice Controls 3.50 cfs @ 4.66 fps)
=Orifice/Grate (Orifice Controls 0.76 cfs @ 1.58 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.08 cfs @ 12.09 hrs HW=620.24' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.08 cfs)
• 1
I
J
%//------///////////////////////////////////////////////
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Inflow
■ Outflow
■ Primary
■ Secondary
■ Tertiary

Access Self Storage —POST Type/1 24-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post
Runoff = 23.73 cfs @ 11.96 hrs, Volume= 1.151 af, Depth= 6.08"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr 100yr Rainfall=7.86"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000 85 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
26 RUnoff
23.73 cfs
24
-- -- -- ----- - -- -- -------------'ITy;pe-u'24-hr -
22
20
18
-- --- -- -- ------------ -- ---[ I I I I I --Ru'ncffAi e'ea�99I-� I I 000-s`If-
I I I I I I I I I I I I I I�
-- - -- -- -----R0nofflLVpl�me '1:�,1-51-cl'f-
16 I I I I I I I I I I I I I
w Runoff �IDepthT6.08�" .21 14
0 12 Tc"5.0 to i h
,I
LL I I
10
--I---I--r--r--r--r--r--I---I--r--r--r--t--r--r--r--I---I--r-��r �� 8-
- - - - - - - - - - - - - - - - - - - T - - - - - - - - - - - - - - - - - - - - - - - - -
6
--r- ---r--r--r--r----------r--r--r--r--r--r----------r--r--r--r--
4
I I I I I I I I I I I I I I I I I I I I I I I
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 20
Summary for Pond 3P: SCM
Inflow Area = 2.273 ac, 0.00% Impervious, Inflow Depth = 6.08" for 100yr event
Inflow = 23.73 cfs @ 11.96 hrs, Volume= 1.151 of
Outflow = 12.59 cfs @ 12.04 hrs, Volume= 1.151 af, Atten= 47%, Lag= 5.0 min
Primary = 8.54 cfs @ 12.04 hrs, Volume= 0.870 of
Routed to nonexistent node 5L
Secondary = 3.96 cfs @ 12.04 hrs, Volume= 0.035 of
Routed to nonexistent node 5L
Tertiary = 0.09 cfs @ 12.04 hrs, Volume= 0.247 of
Routed to nonexistent node 5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 620.75' @ 12.04 hrs Surf.Area= 8,278 sf Storage= 22,026 cf
Plug -Flow detention time= 296.9 min calculated for 1.151 of (100% of inflow)
Center -of -Mass det. time= 296.7 min ( 1,083.6 - 786.9 )
Volume Invert Avail.Storage Storage Description
#1 617.00' 33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
617.00 924 0 0
618.00 5,480 3,202 3,202
620.00 7,450 12,930 16,132
622.00 9,660 17,110 33,242
Device Routing Invert Outlet Devices
#1 Primary 614.70' 12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary 617.00' Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1 618.50' 6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1 620.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary 620.50' 12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage —POST Type/1 24-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 21
Primary OutFlow Max=8.54 cfs @ 12.04 hrs HW=620.75' (Free Discharge)
L1=Culvert (Passes 8.54 cfs of 8.91 cfs potential flow)
3=Orifice/Grate (Orifice Controls 4.37 cfs @ 5.83 fps)
=Orifi ce/G rate (Orifice Controls 4.16 cfs @ 2.78 fps)
Secondary OutFlow Max=3.95 cfs @ 12.04 hrs HW=620.75' (Free Discharge)
L5= Broad -Crested Rectangular Weir (Weir Controls 3.95 cfs @ 1.32 fps)
Tertiary OutFlow Max=0.09 cfs @ 12.04 hrs HW=620.75' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.09 cfs)
I
•
•
1
®�
1 1 1 1 1
1 .1 1
:1 •1 • 11 1 1 1
■ Inflow
■ Outflow
■ Primary
■ Secondary
■ Tertiary

Access Self Storage _POST Type 11 24-hr Custom Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 2S: Post
Runoff = 6.51 cfs @ 11.96 hrs, Volume= 0.294 af, Depth= 1.55"
Routed to Pond 3P : SCM
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Type II 24-hr Custom Rainfall=2.96"
Area (sf) CN Descriotion
68,883
85
Gravel roads, HSG B
3,705
89
Gravel roads, HSG C
16,350
91
Gravel roads, HSG D
8,625
80
>75% Grass cover, Good, HSG D
1,437
61
>75% Grass cover, Good, HSG B
99,000 85 Weighted Average
99,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post
Hydrograph
■Runoff
6.51 cfs T
6 Custom Rai nfsllT2.96'�
5 - -- ---- -- -- -- -- -- ----r-Ruhoff-Aee&9,99,-OQD sf-
--''----i--L--------1--J--1--1--fit nOff''VQkjm!e=0.2" cif-
4 - -- RunoffDepth-1.55"
-- - -- -- -- -- -- -- - ---e�S.'airtii�-
u 3
CAN=85
2
--'-- --'-- --1--L--1---'---'--J--1--L--L--L-------J--1--L--L--------'--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

Access Self Storage -POST Type 11 24-hr Custom Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 23
Summary for Pond 3P: SCM
Inflow Area =
2.273 ac,
0.00% Impervious, Inflow Depth = 1.55" for Custom event
Inflow =
6.51 cfs @
11.96 hrs, Volume= 0.294 of
Outflow =
0.25 cfs @
13.58 hrs, Volume= 0.294 af, Atten= 96%, Lag= 97.1 min
Primary =
0.19 cfs @
13.58 hrs, Volume= 0.083 of
Routed to nonexistent
node
5L
Secondary =
0.00 cfs @
0.00 hrs, Volume= 0.000 of
Routed to nonexistent
node
5L
Tertiary =
0.06 cfs @
13.58 hrs, Volume= 0.211 of
Routed to nonexistent
node
5L
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.02 hrs
Peak Elev= 618.74' @ 13.58 hrs Surf.Area= 6,207 sf Storage= 7,517 cf
Plug -Flow detention time= 880.3 min calculated for 0.294 of (100% of inflow)
Center -of -Mass det. time= 880.6 min ( 1,706.1 - 825.5 )
Volume Invert
Avail.Storage Storage Description
#1 617.00'
33,242 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
617.00
924
0 0
618.00
5,480
3,202 3,202
620.00
7,450
12,930 16,132
622.00
9,660
17,110 33,242
Device Routing
Invert
Outlet Devices
#1 Primary
614.70'
12.0" Round Culvert
L= 40.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 614.70' / 614.50' S= 0.0050 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf
#2 Tertiary
617.00'
Top of Washed Stone
Head (feet) 0.00 0.25 0.50 0.75 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.040 0.044 0.047 0.051 0.066 0.080 0.095
0.109
#3 Device 1
618.50'
6.0" W x 18.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Device 1
620.00'
24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Secondary
620.50'
12.0' long x 14.0' 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) 2.64 2.67 2.70 2.65 2.64 2.65 2.65 2.63

Access Self Storage _POST Type 11 24-hr Custom Rainfall=2.96"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCADO 10.20-2d s/n 12605 © 2021 HydroCAD Software Solutions LLC Page 24
Primary OutFlow Max=0.19 cfs @ 13.58 hrs HW=618.74' (Free Discharge)
L1=Culvert (Passes 0.19 cfs of 7.08 cfs potential flow)
3=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.57 fps)
=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.00' (Free Discharge)
L5= Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.06 cfs @ 13.58 hrs HW=618.74' (Free Discharge)
L2=Top of Washed Stone (Custom Controls 0.06 cfs)
Pond 3P: SCM
Hydrograph
■ Inflow
6.51 cfs '� ■ Outflow
— — ---- ---- ---- — -- ——lI'Fi"IOWiK1ea=Q.2 ���ac-- ■Primary
� ■Secondary
P�a'k 'EI'evr-618.74' ■Tertiary
6 $tgrage=T 5',17; cif
--------------------------
-y--+----+----t-y--r-y--r-----+----t-y--r-y--r-----+--
4
o
U. 3
21
0.25 cfs
i.. 25
OR numo/ 7"mwwwww���������������������������
15 10 15 20 25 30 35 41 45 50 55 .1 65 70 75 :1 85 91 95 100 105 110 115 11

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d sln 12605 © 2021 HydroCAD Software Solutions LLC
• - i . . • - . 2 . •
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
Top of Stone- 617.00
924
0
(Above Sand) 617.01
970
9
617.02
1,015
19
617.03
1,061
30
617.04
1,106
41
617.05
1,152
52
617.06
1,197
64
617.07
1,243
76
617.08
1,288
88
617.09
1,334
102
617.10
1,380
115
617.11
1,425
129
617.12
1,471
144
617.13
1,516
159
617.14
1,562
174
617.15
1,607
190
617.16
1,653
206
617.17
1,699
223
617.18
1,744
240
617.19
1,790
258
617.20
1,835
276
617.21
1,881
294
617.22
1,926
314
617.23
1,972
333
617.24
2,017
353
617.25
2,063
373
617.26
2,109
394
617.27
2,154
416
617.28
2,200
437
617.29
2,245
460
617.30
2,291
482
617.31
2,336
505
617.32
2,382
529
617.33
2,427
553
617.34
2,473
577
617.35
2,519
602
617.36
2,564
628
617.37
2,610
654
617.38
2,655
680
617.39
2,701
707
617.40
2,746
734
617.41
2,792
762
617.42
2,838
790
617.43
2,883
819
617.44
2,929
848
617.45
2,974
877
617.46
3,020
907
617.47
3,065
937
617.48
3,111
968
617.49
3,156
1,000
617.50
3,202
1,032
617.51
3,248
1,064
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
617.52
3,293
1,096
617.53
3,339
1,130
617.54
3,384
1,163
617.55
3,430
1,197
617.56
3,475
1,232
617.57
3,521
1,267
617.58
3,566
1,302
617.59
3,612
1,338
617.60
3,658
1,374
617.61
3,703
1,411
617.62
3,749
1,449
617.63
3,794
1,486
617.64
3,840
1,524
617.65
3,885
1,563
617.66
3,931
1,602
617.67
3,977
1,642
617.68
4,022
1,682
617.69
4,068
1,722
617.70
4,113
1,763
617.71
4,159
1,804
617.72
4,204
1,846
617.73
4,250
1,888
617.74
4,295
1,931
617.75
4,341
1,974
617.76
4,387
2,018
617.77
4,432
2,062
617.78
4,478
2,107
617.79
4,523
2,152
617.80
4,569
2,197
617.81
4,614
2,243
617.82
4,660
2,289
617.83
4,705
2,336
617.84
4,751
2,384
617.85
4,797
2,431
617.86
4,842
2,479
617.87
4,888
2,528
617.88
4,933
2,577
617.89
4,979
2,627
617.90
5,024
2,677
617.91
5,070
2,727
617.92
5,116
2,778
617.93
5,161
2,830
617.94
5,207
2,881
617.95
5,252
2,934
617.96
5,298
2,986
617.97
5,343
3,040
617.98
5,389
3,093
617.99
5,434
3,147
618.00
5,480
3,202
618.01
5,490
3,257
618.02
5,500
3,312
618.03
5,510
3,367

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d sln 12605 © 2021 HydroCAD Software Solutions LLC
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
618.04
5,519
3,422
618.05
5,529
3,477
618.06
5,539
3,533
618.07
5,549
3,588
618.08
5,559
3,644
618.09
5,569
3,699
618.10
5,579
3,755
618.11
5,588
3,811
618.12
5,598
3,867
618.13
5,608
3,923
618.14
5,618
3,979
618.15
5,628
4,035
618.16
5,638
4,091
618.17
5,647
4,148
618.18
5,657
4,204
618.19
5,667
4,261
618.20
5,677
4,318
618.21
5,687
4,375
618.22
5,697
4,431
618.23
5,707
4,488
618.24
5,716
4,546
618.25
5,726
4,603
618.26
5,736
4,660
618.27
5,746
4,718
618.28
5,756
4,775
618.29
5,766
4,833
618.30
5,775
4,890
618.31
5,785
4,948
618.32
5,795
5,006
618.33
5,805
5,064
618.34
5,815
5,122
618.35
5,825
5,180
WQV(adj)- 618.36
5,835
5,239
618.37
5,844
5,297
618.38
5,854
5,356
618.39
5,864
5,414
618.40
5,874
5,473
618.41
5,884
5,532
618.42
5,894
5,590
618.43
5,904
5,649
618.44
5,913
5,709
618.45
5,923
5,768
618.46
5,933
5,827
618.47
5,943
5,886
618.48
5,953
5,946
618.49
5,963
6,005
WQ Outlet- 618.50
5,973
6,065
618.51
5,982
6,125
618.52
5,992
6,185
618.53
6,002
6,245
618.54
6,012
6,305
618.55
6,022
6,365
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
618.56
6,032
6,425
618.57
6,041
6,486
618.58
6,051
6,546
618.59
6,061
6,607
618.60
6,071
6,667
618.61
6,081
6,728
618.62
6,091
6,789
618.63
6,101
6,850
618.64
6,110
6,911
618.65
6,120
6,972
618.66
6,130
7,033
618.67
6,140
7,095
618.68
6,150
7,156
618.69
6,160
7,218
618.70
6,170
7,279
618.71
6,179
7,341
618.72
6,189
7,403
618.73
6,199
7,465
618.74
6,209
7,527
618.75
6,219
7,589
618.76
6,229
7,651
618.77
6,238
7,714
618.78
6,248
7,776
618.79
6,258
7,839
618.80
6,268
7,901
618.81
6,278
7,964
618.82
6,288
8,027
618.83
6,298
8,090
618.84
6,307
8,153
618.85
6,317
8,216
618.86
6,327
8,279
618.87
6,337
8,342
618.88
6,347
8,406
618.89
6,357
8,469
618.90
6,366
8,533
618.91
6,376
8,597
618.92
6,386
8,660
618.93
6,396
8,724
618.94
6,406
8,788
618.95
6,416
8,852
618.96
6,426
8,917
618.97
6,435
8,981
618.98
6,445
9,045
618.99
6,455
9,110
619.00
6,465
9,175
619.01
6,475
9,239
619.02
6,485
9,304
619.03
6,495
9,369
619.04
6,504
9,434
619.05
6,514
9,499
619.06
6,524
9,564
619.07
6,534
9,629

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d sln 12605 © 2021 HydroCAD Software Solutions LLC
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
619.08
6,544
9,695
619.09
6,554
9,760
619.10
6,564
9,826
619.11
6,573
9,892
619.12
6,583
9,957
619.13
6,593
10,023
619.14
6,603
10,089
619.15
6,613
10,155
619.16
6,623
10,222
619.17
6,632
10,288
619.18
6,642
10,354
619.19
6,652
10,421
619.20
6,662
10,487
619.21
6,672
10,554
619.22
6,682
10,621
619.23
6,692
10,688
619.24
6,701
10,754
619.25
6,711
10,822
619.26
6,721
10,889
619.27
6,731
10,956
619.28
6,741
11,023
619.29
6,751
11,091
619.30
6,760
11,158
619.31
6,770
11,226
619.32
6,780
11,294
619.33
6,790
11,362
619.34
6,800
11,430
619.35
6,810
11,498
619.36
6,820
11,566
619.37
6,829
11,634
619.38
6,839
11,702
619.39
6,849
11,771
619.40
6,859
11,839
619.41
6,869
11,908
619.42
6,879
11,977
619.43
6,889
12,046
619.44
6,898
12,114
619.45
6,908
12,183
619.46
6,918
12,253
619.47
6,928
12,322
619.48
6,938
12,391
619.49
6,948
12,461
619.50
6,958
12,530
619.51
6,967
12,600
619.52
6,977
12,669
619.53
6,987
12,739
619.54
6,997
12,809
619.55
7,007
12,879
619.56
7,017
12,949
619.57
7,026
13,020
619.58
7,036
13,090
619.59
7,046
13,160
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
619.60
7,056
13,231
619.61
7,066
13,301
619.62
7,076
13,372
619.63
7,086
13,443
619.64
7,095
13,514
619.65
7,105
13,585
619.66
7,115
13,656
619.67
7,125
13,727
619.68
7,135
13,798
619.69
7,145
13,870
619.70
7,155
13,941
619.71
7,164
14,013
619.72
7,174
14,085
619.73
7,184
14,156
619.74
7,194
14,228
619.75
7,204
14,300
619.76
7,214
14,372
619.77
7,223
14,445
619.78
7,233
14,517
619.79
7,243
14,589
619.80
7,253
14,662
619.81
7,263
14,734
619.82
7,273
14,807
619.83
7,283
14,880
619.84
7,292
14,953
619.85
7,302
15,026
619.86
7,312
15,099
619.87
7,322
15,172
619.88
7,332
15,245
619.89
7,342
15,318
619.90
7,351
15,392
619.91
7,361
15,465
619.92
7,371
15,539
619.93
7,381
15,613
619.94
7,391
15,687
619.95
7,401
15,761
619.96
7,411
15,835
619.97
7,420
15,909
619.98
7,430
15,983
619.99
7,440
16,058
620.00
7,450
16,132
620.01
7,461
16,207
620.02
7,472
16,281
620.03
7,483
16,356
620.04
7,494
16,431
620.05
7,505
16,506
620.06
7,516
16,581
620.07
7,527
16,656
620.08
7,538
16,732
620.09
7,549
16,807
620.10
7,561
16,883
620.11
7,572
16,958

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d sln 12605 © 2021 HydroCAD Software Solutions LLC
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
620.12
7,583
17,034
620.13
7,594
17,110
620.14
7,605
17,186
620.15
7,616
17,262
620.16
7,627
17,338
620.17
7,638
17,414
620.18
7,649
17,491
620.19
7,660
17,567
620.20
7,671
17,644
620.21
7,682
17,721
620.22
7,693
17,798
620.23
7,704
17,875
620.24
7,715
17,952
620.25
7,726
18,029
620.26
7,737
18,106
620.27
7,748
18,184
620.28
7,759
18,261
620.29
7,770
18,339
620.30
7,781
18,417
620.31
7,793
18,495
620.32
7,804
18,573
620.33
7,815
18,651
620.34
7,826
18,729
620.35
7,837
18,807
620.36
7,848
18,886
620.37
7,859
18,964
620.38
7,870
19,043
620.39
7,881
19,122
620.40
7,892
19,200
620.41
7,903
19,279
620.42
7,914
19,358
620.43
7,925
19,438
620.44
7,936
19,517
620.45
7,947
19,596
620.46
7,958
19,676
620.47
7,969
19,756
620.48
7,980
19,835
620.49
7,991
19,915
Emer Spillway-620.50
8,003
19,995
620.51
8,014
20,075
620.52
8,025
20,155
620.53
8,036
20,236
620.54
8,047
20,316
620.55
8,058
20,397
620.56
8,069
20,477
620.57
8,080
20,558
620.58
8,091
20,639
620.59
8,102
20,720
620.60
8,113
20,801
620.61
8,124
20,882
620.62
8,135
20,963
620.63
8,146
21,045
Elevation
Surface
Storage
(feet)
(sq-ft)
{cubic -feet)
620.64
8,157
21,126
620.65
8,168
21,208
620.66
8,179
21,290
620.67
8,190
21,372
620.68
8,201
21,453
620.69
8,212
21,536
620.70
8,224
21,618
620.71
8,235
21,700
620.72
8,246
21,782
620.73
8,257
21,865
620.74
8,268
21,948
620.75
8,279
22,030
620.76
8,290
22,113
620.77
8,301
22,196
620.78
8,312
22,279
620.79
8,323
22,362
620.80
8,334
22,446
620.81
8,345
22,529
620.82
8,356
22,613
620.83
8,367
22,696
620.84
8,378
22,780
620.85
8,389
22,864
620.86
8,400
22,948
620.87
8,411
23,032
620.88
8,422
23,116
620.89
8,433
23,200
620.90
8,444
23,285
620.91
8,456
23,369
620.92
8,467
23,454
620.93
8,478
23,538
620.94
8,489
23,623
620.95
8,500
23,708
620.96
8,511
23,793
620.97
8,522
23,878
620.98
8,533
23,964
620.99
8,544
24,049
621.00
8,555
24,135
621.01
8,566
24,220
621.02
8,577
24,306
621.03
8,588
24,392
621.04
8,599
24,478
621.05
8,610
24,564
621.06
8,621
24,650
621.07
8,632
24,736
621.08
8,643
24,822
621.09
8,654
24,909
621.10
8,666
24,996
621.11
8,677
25,082
621.12
8,688
25,169
621.13
8,699
25,256
621.14
8,710
25,343
621.15
8,721
25,430

Access Self Storage -POST Type 1124-hr 100yr Rainfall=7.86"
Prepared by Kevin E Herring Engineering Printed 6/22/2022
HydroCAD® 10.20-2d sln 12605 © 2021 HydroCAD Software Solutions LLC
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
621.16
8,732
25,517
621.17
8,743
25,605
621.18
8,754
25,692
621.19
8,765
25,780
621.20
8,776
25,868
621.21
8,787
25,955
621.22
8,798
26,043
621.23
8,809
26,131
621.24
8,820
26,220
621.25
8,831
26,308
621.26
8,842
26,396
621.27
8,853
26,485
621.28
8,864
26,573
621.29
8,875
26,662
621.30
8,886
26,751
621.31
8,898
26,840
621.32
8,909
26,929
621.33
8,920
27,018
621.34
8,931
27,107
621.35
8,942
27,196
621.36
8,953
27,286
621.37
8,964
27,375
621.38
8,975
27,465
621.39
8,986
27,555
621.40
8,997
27,645
621.41
9,008
27,735
621.42
9,019
27,825
621.43
9,030
27,915
621.44
9,041
28,006
621.45
9,052
28,096
621.46
9,063
28,187
621.47
9,074
28,277
621.48
9,085
28,368
621.49
9,096
28,459
621.50
9,108
28,550
621.51
9,119
28,641
621.52
9,130
28,732
621.53
9,141
28,824
621.54
9,152
28,915
621.55
9,163
29,007
621.56
9,174
29,099
621.57
9,185
29,190
621.58
9,196
29,282
621.59
9,207
29,374
621.60
9,218
29,466
621.61
9,229
29,559
621.62
9,240
29,651
621.63
9,251
29,743
621.64
9,262
29,836
621.65
9,273
29,929
621.66
9,284
30,021
621.67
9,295
30,114
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
621.68
9,306
30,207
621.69
9,317
30,300
621.70
9,329
30,394
621.71
9,340
30,487
621.72
9,351
30,581
621.73
9,362
30,674
621.74
9,373
30,768
621.75
9,384
30,862
621.76
9,395
30,955
621.77
9,406
31,049
621.78
9,417
31,144
621.79
9,428
31,238
621.80
9,439
31,332
621.81
9,450
31,427
621.82
9,461
31,521
621.83
9,472
31,616
621.84
9,483
31,711
621.85
9,494
31,805
621.86
9,505
31,900
621.87
9,516
31,996
621.88
9,527
32,091
621.89
9,538
32,186
621.90
9,549
32,282
621.91
9,561
32,377
621.92
9,572
32,473
621.93
9,583
32,569
621.94
9,594
32,664
621.95
9,605
32,760
621.96
9,616
32,856
621.97
9,627
32,953
621.98
9,638
33,049
621.99
9,649
33,145
622.00
9,660
33,242 - Top of Dam

Job: Access Self Storage Job No.
Subject: Sand Filter Underdrain Sizing
Date 6/22/2022 Sheet
By KEH Chk By
WQV = 6915 cf
Time to Drain, t = 1.66 days (40 hrs)
Determine Flow Rate through sand
Q(cfs) = WQV / t = 3980 / 1.66 days / 86,400 secs per day = 0.048 cfs
Factor of Safety = 10
Q x Factor of Safety = 0.48 cfs
Determine Minimum diameter of Underdrain, D
* n 8
D ()
where: D r Diameter of single pipe {inches
n - Roughness factor {recommended to he 0.0111
S T internal slope (recommended to be l -5%)
Q = Underdrain design flow (cfs)
Minimum D= 6.06 inches Therefore 6" is sufficient
Table : Number of 6" Pipes Required in the Underdrain
7.84 2
9.11 3
4D_ 13 4
Since D = 6.06 < 7.84 Two 6" lines are required

SUPPORTING DATA

3/23/22, 6:26 PM
Precipitation Frequency Data Server
Atlas 14, Volume 2, Version 3
Location name: Monroe, North Carolina, USA*
0NOAA
Latitude: 35.0605°, Longitude:-80.6057°
Elevation: 627.71 ft•*
'source: ESRI Maps
'%yw
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Servios, Silver Spring, Maryland
PF tabular I P_gMhD ical I Mao & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duretion
Avera�OOOOge
recurrence interval (years)
1
2
5
10
25
0
50
0
100
0000
200
500
1000
5 mrn
H��]
0.385-0.454
0.45"538
0.52 0 624
0.5 8-0685
0.636 0.756
0. 775-0.805
0.709-0849
0.738-0.890
0.769-0 937
0.7 9-0971
10-min
0.6 5-06725
0.727-0861
0.8431.00
0.925-1.10
1.01-1.20
1.071828
1: 3-21535
1173041
1243748
1244.53
15-min
0.835
0.994
1.16
1.28
1.41
1.1
1.1
1.64
1.72
1.76
(0.769-0.907)
(0.914-1.08)
1 (1.07-1.5) 11
(1.17-1.39)
1 (1.29-1.53)
1 (1.36-1.62) 11
(1.42-1.71)
1 (1.48-1.78) 11
(1.53-1.87) 11
(1.56-1.92)
1.14
1.37
1.65
1.85
2.09
2.26
2.41
2.1
2.73
2.86
30-min
(1.06-1.24)
(1.5-1.49)
(1.52-1.80)
(1.70-2.01)
(1.90-2.26)
(2.05-2.44)
(2.18-2.61)
(2.30-2.77)
(2.44-2.97)
(2.533.11)
1.43
1.72
2.12
2.41
2.78
3.06
3.32
3.59
3.92
4.17
60-min
(1.32-1.55)
(1.8-1.88)
(1.94-2.30)
(2.21-2.62)
(2.54-3.01)
(2.78-3.31)
(3.003.60)
(3.2-3.89)
(3.49-4.5)
(3.94.54)
2-hr
1.65
(1.51-1.81)
2.00
(1.83-2.19)
2.48
(2.26-2.71)
2.84
(2.593.10)
3.31
(3.01-3.61)
3.67
(3.32-3.99)
4.02
(3.624.38)
4,37
(3.91-4.76)
4.84
(4.27-5.28)
5.19
(4.545.67)
3-hr
1.76
(1.61-1.93)
2.12
(1.94-2.33)
2.64
(2.42-2.90)
3.05
(2.783.34)
3.60
(3.5-3.93)
4.03
(3.63-4.40)
4.46
(3.994.86)
4,91
(4.36-5.35)
5.52
(4.83-6.02)
6.00
(5.205.55)
6-hr
2.11
(1.932.32)
2.54
(2.33-2.79)
3.18
(2.91-3.48)
3.67
(3.354.02)
4.35
(3.94-4.74)
4.89
(4.40-5.32)
5.43
(4.865.91)
6.00
(5.31-6.52)
6.78
(5.937.37)
7.40
(6.393.04)
2.50
3.02
3.79
4.40
5.25
5.93
6.64
7.39
8.43
9.28
12-hr
D�El
(2.29-2.74)
(2.773.32)
(3.47-4.15)
(4.014.82)
(4.75-5.73)
(5.33-6.46)
(5.91-7.23)
(6.50-8.03)
(7.30-9.16)
(7.93-10.1)
2.96
3.57
4.49
5.21
6.22
7.02
7.86
8.73
9.95
10.9
24-hr
(2.733.20)
(3.303.87)
(4.14-4.86)
(4.805.65)
(5.70-6.73)
(6.42-7.61)
(7.163.52)
(7.93-9.48)
(8.98-10.8)
(9.81-11.9)
2-day
3. 2 3877
3.88455
48 4-5..67
5. 8556
6.61-7..79
7. 2 8.78
8.269582
9: 2- 0.9
10 3- 2.4
11 2-13.7
3-day
3. 2 3g99
4.141 80
5: 45.95
5.87-687
6.93-8.14
7.767 9716
8.64- 0.2
9.53-11.3
10.8 2.9
11.7314.2
4-day
3.62 420
4.345 04
585-6.23
6. 5-67517
7. 588.48
8. 2 9354
9.02-610.6
9.94-111.8
11 2-13.4
12.2-14.7
4.1
5.37
6.1
7.49
6.79
9.83
10.9
12.0
13.6
14.8
7-day
E�(5.035.76)
11
(4.21-4.83)
(6.12-7.02)
(6.993.03)
(8.17-9.43)
(9.11-10.6)
( 10.1-11.7)
( 11.1-12.9)
( 12.4-14.6)
( 13.5-16.0)
5.18
6.16
7.1
6.40
9.74
10.8
11.9
13.0
14.5
15.7
10-day
(4.86-5.53)
(5.775.58)
(6.94-7.92)
(7.853.97)
(9.07-10.4)
(10.0-11.5)
(11.0-12.7)
(12.0-13.9)
(13.3-15.5)
(14.4-16.8)
6.94
6.19
9.1
10.8
12.4
13.7
15.0
16.2
18.0
19.4
20-day
(6.54-7.37)
(7.723.70)
(9.10-10.3)
(10.2-11.5)
(11.7-13.2)
(12.8-14.6)
(14.0-15.9)
(15.1-17.3)
(16.7-19.2)
(17.9-20.7)
30-day
8.50
(8.039.00)
9.99
(9.46-10.6)
11.6
(11.0-12.3)
12.9
(12.2-13.7)
14.6
1 (13.7-15.4)
15.9
(14.9-16.8)
17.1
(16.1-18.2)
18.4
1 (17.2-19.6)
20.1
(18.8-21.4)
21.4
(19.9-22.9)
45-day
10.7
(10.2-11.3)
12.6
(11.9-13.2)
14.4
1 (13.6-15.1) 11
15.8
(15.0-16.5)
17.6
1 (16.6-18.4)
18.9
1 (17.9-19.9) 11
20.3
(19.2-21.3)
21.6
1 (20.4-2.7) 11
23.3
(21.9-24.6) 11
24.6
(23.1-26.0)
60-day
12.8
14.9
16.9
18.4
20.3
21.8
23.2
24.6
26.4
27.8
(12.2-13.4)
(14.2-15.6)
(16.1-17.6)
(17.5-19.2)
(19.4-21.3)
(20.7-2.8)
(2.0-24.3)
(23.3-25.8)
(24.9-27.8)
(5.2-29.2)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
r a
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimaLrsn(_
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%, Estimates at upper bounds a
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0605&Ion=-80.6057&data=depth&units=english&series=pds 1/3

3/23/22, 6:28 PM
Precipitation Frequency Data Server
Atlas 14, Volume 2, Version 3
Location name: Monroe, North Carolina, USA*
0NOAA
Latitude: 35.0605°, Longitude:-80.6057°
Elevation: 627.71 ft•*
'source: ESRI Maps
'%yw
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Servios, Silver Spring, Maryland
PF tabular I P_gMhD ical I Mao & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duretion
Avera�OOOOge
recurrence interval (years)
1
2
5
10
25
0
50
0
100
0000
200
500
1000
5.93
5-
4.62 5?45
5.46-6.46
6.32�49
6.948 22
7.6339.07
8. 49.66
8.514 0.2
8.86-810.7
9.23 4.2
9.47- 1.7
10-min
359-4 35
4.365.17
506-6.00
5. 5858
6.0867.22
64 4-7..69
6. 68.10
7.02 8.47
73 0-8.89
7.46-9.17
3.34
3.11
4.65
5.11
5.13
5.11
1.31
1.57
1.17
7.11
15-min
(3.08-3.63)
(3.66-4.33)
(4.27-5.06)
(4.685.54)
(5.14-6.10)
(5.44-6.49)
(5.695.82)
(5.90-7.12)
(6.12-7.46)
(6.24-7.68)
2.21
2.74
3.1
3.71
4.17
4.51
4.12
5.11
5.47
5.71
30-min
(2.11-2.49)
(2.52-2.99)
(3.033.59)
(3.39-4.02)
(3.81-4.52)
(4.10-4.89)
(4.365.23)
(4.60-5.54)
(4.87-5.94)
(5.058.22)
1.43
1.72
2.12
2.41
2.71
3.11
3.32
3.11
3.12
4.17
60-min
(1.32-1.55)
(1.58-1.88)
(1.94-2.30)
(2.21-2.62)
(2.54-3.01)
(2.78-3.31)
(3.003.60)
(3.22-3.89)
(3.49-4.26)
(3.69-4.54)
0.826
0.999
1.24
1.42
1.66
1.83
2.01
2.19
2.42
2.59
2-hr
(0.757-0.902)
(0.914-1.09)
1 (1.131.36) 11
(1.30-1.55)
1 (1.50-1.80)
1 (1.66-2.00) 11
(1.81-2.19)
1 (1.95-2.38)
(2.14-2.64)
(2.27-2.83)
0.584
0.705
0.880
1.02
1.20
1.34
1.19
1.61
1.84
2.00
3-hr
(0.534-0.642)
(0.646-0.776)
(0.804-0.967)
(0.925-1.11)
1 (1.08-1.31)
1 (1.21-1.46) 11
(1.33-1.62)
1 (1.45-1.78) 11
(1.61-2.01) 11
(1.73-2.18)
0.352
0.125
0.531
0.614
0.726
0.816
0.907
1.00
1.13
1.21
6-hr
(0.323-0.387)
(0.389-0.466)
(0.485-0.582)
(0.560-0.671)
(0.658-0.791)
(0.735-0.888)
(0.811-0.987)
(0.887-1.09)
(0.989-1.23) 11
(1.07-1.34)
0.207
0.250
0.314
0.365
0.435
0.492
0.551
0.613
0.700
0.770
D�E]12-hr
(0. 190-0.227)
(0.230-0.275)
(0.288-0.345)
(0.333-0.400)
(0.394-0.475)
(0.442-0.537)
(0.491-0.600)
(0.540-0.667)
(0.606-0.760)
(0.658-0.837)
0.123
0.119
0.187
0.217
0.259
0.292
0.327
0.361
0.115
0.155
24-hr
(0. 114-0.133)
(0.138-0.161)
(0.173-0.203)
(0.200-0.235)
(0.238-0.281)
(0.268-0.317)
(0.298-0.35)
(0.330-0.395)
(0.374-0.451)
(0.409-0.496)
2-day
0.067-0079
0081-0095
0.101-0.118
0.1016-0..1137
0.138 0.1162
0.155-00.183
0.1072-0204
0.190-0.227
0.2114-0 259
0.234-0284
3-day
0.048-0 05
0057-0067
0.007 0 083
0.081-0095
0096-01113
0.108-0.1127
0.120-0142
0.132 0..1157
0.149-0..1179
0.163-0197
4-day
0.038-0 044
005-0 0 453
00560.065
0.064-0075
0 0075-0 088
0.085-0.099
0.094-0.111
0.104-0.123
0.1� -0..1139
0.128-0153
1.127
1.132
1.11
1.111
1.112
1.11
1.111
1.171
1.111
1.111
7-day
(0.025-0.029)
(0.030-0.034)
(0.036-0.042)
(0.042-0.048)
(0.049-0.056)
(0.054-0.063)
(0.060-0.070)
(0.066-0.077)
(0.074-0.087)
(0.081-0.095)
1.122
1.121
1.11
1.135
1.111
1.145
1.111
0.054
1.111
1.111
10-day
(0.020-0.023)
(0.024-0.027)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.048)
(0.04".053)
(0.050-0.058)
(0.055-0.05)
(0.060-0.070)
1.114
1.117
1.11
1.123
1.121
1.11
1.131
1.134
1.137
1.141
20-day
(0.014-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.028)
(0.027-0.030)
(0.029-0.033)
(0.031-0.036)
(0.035-0.040)
(0.037-0.043)
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.026
0.028
0.030
30-day
(0.011-0.012)
(0.013-0.015)
(0.0150.017)
(0.017-0.019)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030)
(0.028-0.032)
0.010
0.012
0.013
0.015
0.016
0.018
0.019
0.020
0.022
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.017-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
60-day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
r a
Numbersin parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimaLrsn(_
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%, Estimates at upper bounds a
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0605&Ion=-80.6057&data=intensity&units=english&series=pds 1/3

Table 4: HS s for North Carolina Sail Types
Urban areas runoff curve numbers for S CS method (S CS 1986)
Fully developed urban areas
Open Space (lawns, parks, golf courses, etc.)
Prior condition (< 50% grass cover}
Fair condition (50% to 76% grass corer)
Good condition (> 75% grass cover)
Impervious areas:
Paved parking lots_ roofs, driveways, etc_
S#reets and roads:
Paved. curbs and storm sewers
Paved; open ditches
Gravel
Dirt
Developing Urban areas
Newly graded areas
Pastufe (e, 50% ground cover or heavily grazed)
Pastufe (50% to 75% ground cover or not heavily grazed)
Pastufe (>75% ground cover or IigMy grazed)
NCDEQ Stormwater Design Manual
Meadow— continuous grass, protected from grazing and
generally mowed for hay
Brash (< 50% ground cover)
Brush (60% to 75% ground cover)
Brush (>75% ground cover)
Woods (Forest latter, small trees, and bash destroyed by
heavy grazing ar regular buming)
Woods (Woods are grazed but not burned, and some
forest litter covers the soil)
Woods (Woods are protected from grazing, and litter and
brush adequately cover tN! soil)
68
79
86
89
49
69
79
84
39
65
74
89
98
96
98
98
98
98
98
99
83
89
98
98
76
85
89
91
72
82
85
88
77
86
91
68
79
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49
68
70
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61
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30
58
79
78
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48
65
73
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66
77
83
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64
73
79
30
55
70
77

3: Hydrologic Soil Group —Union County, North Carolina
(Access Self Storage)
535930 535950 535970 535990 536010 536030 536D50 536070 536090 536110 536130 536150 536170
35o 3' 39" N
-
�i
R
T
� 4
8
r
Soil MaN may not he valiel at this scale.
rn
r
35o 3' 33" N
535930
535950 535970 535990 536010
536030 536050 536070
Map Scale: 1:1,210 if printed on A landscape (11" x 8.5") sheet.
Meters
$
N 0 15 30 60
90
Feet
0 50 100 200
300
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
usoA
Natural Resources
Web Soil Survey
Conservation Service
National Cooperative Soil Survey
536090 536110 536130 536150 536170
536190
35o 3'39" N
�i
�i
�i
8
r
rn
35o 3'33" N
536190
3/23/2022
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(Access Self Storage)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
D6 Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
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.
usoA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Access Self Storage
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CmB
Cid channery silt loam, 1
D
0.7
24.0%
to 5 percent slopes
ScA
Secrest-Cid complex, 0
C
0.1
4.8%
to 3 percent slopes
TbB2
Tarrus gravelly silty clay
B
1.9
71.3%
loam, 2 to 8 percent
slopes, moderately
eroded
Totals for Area of Interest
2.7
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Access Self Storage
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 3/23/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

[e-mail]
From: Larry Thompson <[e-mail]>
Sent: Sunday, April 17, 2022 5:57 PM
To: Kevin Herring PE
Subject: 3115 Haywood Road SHWT Determination
Attachments: 3115 Haywood Road Invoice (04-16-22).pdf; 3115 Haywood Road SHWT (04-16-22).pdf
Kevin,
Have attached a report for the property located at 3115 Haywood Road, Monroe. No jurisdictional features were
observed within the project study area. We met auger refusal at 30 inches with no signs of a seasonal high-water
table. This is rock that we hit.
Larry
Larry Thompson, PWS, LSS
Thompson Environmental Consulting, Inc.
www.thompsonenv.com
704-301-4881 cell

SEASONAL HIGH-WATER TABLE DETERMINATION
3115 Haywood Road
Monroe, NC 28110
Prepared for:
Kevin E. Herring, PE
16101 Silver Road
Oakboro NC 28129
Prepared by:
Thompson
Environments
Consultin'
PO Box 541
Midland, NC 2810"'
April 16, 2022
L

INTRODUCTION AND SITE DESCRIPTION
Kevin Herring, PE is investigating the construction of a stormwater best management practice
(BMP) device to be located at 3115 Haywood Road, Monroe, NC 28110 (Union County Parcel:
07027023). The project study area is currently being used for agricultural production. No
jurisdictional features were observed within the project study area. A single sand filter (BMP) is
being considered to collect and treat runoff from adjacent impervious surfaces.
As part of the application process, a soils investigation detailing soil type and depth to seasonal
high-water table (SHWT) is required. Thompson Environmental Consulting, Inc. (TEC) has
been retained to perform the soils investigation.
INVESTIGATION METHODOLOGY
Prior to the field investigation, the Union County Soil Survey was referenced to get an overview
of the possible soil series located within the project study area. A Cid soil series (Fine, mixed,
semiactive, thermic Aquic Hapludults) is mapped at the proposed BMP location. The Natural
Resource Conservation Service (NRCS) Custom Soil Resource Report is attached to this report.
The soil and site evaluation were performed on April 13, 2022. A single soil boring was
advanced within the proposed BMP area using a hand -turned auger (Figure 1). Observations of
landscape (landscape position, slope, drainage patterns, past use, etc.) as well as soil properties
(depth, texture, structure, seasonal wetness, restrictive horizons, etc.) were recorded. Soil color
was determined with a Munsell Soil Color Chart.
FINDINGS
A soil series determination was made by comparing the soil boring description to the NRCS
Official Series Description and the results are listed in Table 1. Soil properties observed are best
classified as disturbed Cid at the proposed BMP area. A full profile description is attached as
well as a key to soil profile classifications.
The proposed BMP is located along a linear slope landscape position (615.5 elevation). A single
boring was advanced to 30 inches before encountering auger refusal (parent material) with no
evidence of a SHWT observed.
Table 1. Soil Series Determination and Depth to SHWT
Soil Boring #
Proposed BMP
Soil Series Determination
SHWT
S13-1
Sand Filter
Cid
>30 Inches
3115 Haywood Road - 2 - April 16, 2022

CONCLUSIONS
The findings presented herein represent TEC's professional opinion based upon our soil and site
evaluation. No evidence of a SHWT was observed above an elevation of 613 (30 inches below
the grounds surface).
This report has been prepared to assist in the application for a stormwater BMP by providing the
necessary soil information. Any concurrence with the findings of this report would be made by a
representative of the North Carolina Division of Energy, Mineral, and Land Resources (DEMLR)
by the issuance of the appropriate permits.
3115 Haywood Road - 3 - April 16, 2022

FIGURE 1
Prepared For:
Kevin Herring, PE
SHWT DETERMINATION
3115 Haywood Road
Monroe, NC 28110
Union County
Scale:
0 100 200 ft
Date: TEC Job No.
April2022 22-96
Thompson
Environments
Consulting

SOIL EVALUATION FORM
Thompson Environmental Consulting
Post Office Box 541
Midland, NC 28107
704.301.4881
Job: 3115 Haywood Road
County: Union
Date: 04-13-22
Sheet: 1 of 1
ro
=
N
a
v =
N
a
Structure /
Texture
Consistence /
Mineralogy
Matrix Color
Mottle Colors
(Quantity, Size, Contrast, Color)
1
Bt1
0-20
sbk/sic
fr/ns/np/nexp
2.5Y 6/4
5.5YR 5/5 (8 inches)
Bt2
20-24
gr/sicl
vfi/s/p/exp
2.5Y 6/4
2.5Y 7/3
BC
24-30
m/sic
fi/s/p/sexp
2.5Y 6/6
*Auger Refusal at 30"
**No SHWT
Evaluated by: Larry Thompson, LSS

Key to Abbreviations for Soil Profile Descriptions

HORIZON AND LAYER DESIGNAT70NS
use capital letters to identify master horizons; e.g-, A, B.
Ilse suffixes [lowercase letters) to denote additional horizon
cha lacteristics or features; e.q., Ap, 804. (For more detailed criteria,
see the Soil Taxonomy" eeCi•on [p. 4-1]; for Complete definitions,
see "to Soil Taxonomy [Soil Survey Staff, 2010].) Label a
horizon [assign horizzet deslg nation] only after all morphology is
recgrded-
MASTER AND TRANSMONAL HORIZONS AND LAYERS
Identify the master horizons of the mil profile -
Horizon
Criteria
(expanded detal is listed in "Sail Taxonomy' section)
0
Organic sail materials (not limnlc).
A
Mineral; organ lC matter (humus) accumulation, toms
of Fe, Al, day.
AS
Of AE
Dominantly A horizon characterlstics but also
or RC
contains some B, E, or C horizon attributes.
AIB
or AI E
Discrete, interiminq led bodies of A and B, E, a C
or AI C
material; majority is A material -
E
Mi nenal; some loss of Fe, Al, clay, or organic matter.
FA
or EB
Dominantly E horizon characteristics but also
or EC
contains some A, B, r C horizon attrihu tes.
EIA
Discrete, intermingled bodies of E and A a B horizon
or EIB
material; majority W horixan is E material-
E and Bt
Thin, hear ier textured lamellae {Bt)within a
B and E
dominantly E horizon (or thin E within dominantly B
horizon).
BA
or BE
Dan inantly B characteristics but contains A, E, or C
or Sc
horizon attributes.
B/A
or B1 E
Discrete, intermingled bodies of B and A, E, or C
or Bic
material; majority
majori N horizon i5 8 material.
Su bsu Trace auumulation of clay, Fe, A], Si, humus,
B
Ca5O,; or loss of Ca CO ; or accumulation of
Zroxldes; or subswfacesa'1 structure.
CB
Dominantly C horizon characteristics but also
or CA
contains attributes of the B or A horizon.
CIS
Discrete, intermingled bodies of C and B or A
"CIA
material; majority of horizon is C material.
C
Little or no pedogenic alteration, unconsolidated
earthy material, soft bedmcL
L
L]mnic soil materials.
A layer of liquid water (W) or permanently Frozen
w
water (Wf] within or beneath the sail (excludes
wateirlice above soil).
M
Root -limiting subsoil layers of human -manufactured
materlals-
R
Bedrock, strongly cemenbed to indurated -
HORIZON SUFFIXES -Historically referred to as "Horizon
Subscripts," "Subordinate Distincdans," "Haizon_DesignatiaL
Suffix" in HASIS, and as "Suffix Symbols" in sail taxonomy 1.
(Historical designations and conversions are shown in the "SaH
Tixonom y" section. )
Horizon
Suffix
Cribaris r
(expanded details listed in "Sal Taxonomy" section)
Is
Highly decomposed organic matter (used only with. O)
as
[proposed] Accu mu latton of anhydrite (--5S0 )
E
[tuned genetH horizon (not used with C horizons)
c
Concretions a nodules
co
Copragenous earth (used a* with Ll
d
Denshc layer (physically root restrictive;
di
Diatomaceous earth (used only with L)
a
Moderately decomposed organic matter (used only
with O)l
IF
Permanently Frozen soil or Ice IWmaFlosq;
continuous itlbsu rfaoe Ice; oat Seasonal ice
ff
Permanently Frozen soil ("OrY' permafrost); no
continuous ice; not seasonal ice
9
Strong gley
h
Illuvial organic matter accumulation
I
slightly decarnpdsad organic matter (used only with o)
l
3hrosite accumulation
JJ
Evidenre of eryoturbation
k
Pedoge is Coco accumulation ([So%by vol.)
kk
Major pedogen is Cam accumulation (a50%by col.)
m
continuans cameo tation(pedagenic)
me
L Mad (used only with L)
n
Fedogenic, exchangeable sod lum accumu lotion
o
Residual sesqu loxlde accumulation (m ogenic)
P
Plow layer or other artificial dlsturbanoe
q
5xonda ry (pedogenic) sl lrca a tmnulat on
r
Weathered or soft bedrock
e
Illuv[aI sesquloxlde and organic matter bou m u latlon
•e
Provence of sulfides (in mineral or organic horizons)
It
Illuvial accumu anon of silicate day
a
Presence of human -manufactured materials (artifacts)
Rinthite
Weak odor or strt tore within B (used only with B)
Fragipan characteristics
If
Au umu lanon of gypsum
yy
Dominance of q yprum(- a 50%by vat.)
a
pedogenic accumulation of salt more soluble than
gypsum
SWL TEXTURE
$NI MW,e is the tom kal propo,%m (weight percentage)
of the sand, sAt, and clay separates in the fine -earth (maim
(c2 men). Soil texture k Mild.9ti—ad by hid or lab m¢esured
by hydr-never or pq a and placed within [he texaral [re ogle to
ottan Texeire Cien.
a vl me Texture Ckai; e.g., A—; -S-W ass; e.g-, Roe
seedy loam; -choose a Term in Lien of Texture; e.q� gravel- If
acpaPnf4e, uste Taxtece Clew "edifier; e.g., gravel' kom-
NOTE: Sall Texture neWdes only the fine -earth fraction ts2 mml-
-Wholo-wil PertCle-sine Dimibutor' i-c'Ww the n�emth
fraruen ]sz men, tot %) and coarse fragmerds ]�2 men). (rare
For fragments A76 mm in diameter, visually estimate the volume
percent, which is then converted to a weight basis using the
estimated particle density [pd] and hulk density [B,j.)
TE)n'URE CLASS —
Texture Class or
subclass
Code
Canv.
HASIS
Coarse Sand
cos
COS
Sand
s
Fine Sand
fs
FS
Very Fine Sand
vfs
VFS
Loamy Coarse Sand
loos
LCOS
Loamy Sand
Is
LS
Loamy Fine Sand
Ifs
LFS
Loamy Vary Fine Sand
105
WFS
Coarse Sandy Loam
Cos,
COSL
Sandy Loam
sl
SL
Fine Sa ndy Loam
Fsl
FSL
Very Fine Sandy Loam
vfA
VF5L
Loam
I
L
Sot Loam
so
SIL
Silt
si
SI
Sandy Clay Loam
scl
SCL
Clay Loam
d
CL
silty Clay Loam
Sid
SICL
Sandy clay
sc
SC
Silty Clay
SIC
SIC
Clay
c
C
(Soil) Textural Triangle:
Fine Earen le... C... (—)
90 -
ap
- -
dP
ea
so
"11
diy - ,$
�nv[qa.n A.
xndr dxy Iwm
m
team
aft rn
to . xandr Irr.m
-
-nd ,-d
. . . ails
-4— send write, na —
TEXTURE MOOLFIERS—Conventions For using •mock Fragm ent
Texture Mod ihers' and for using textu cal adjectives that convey the
-%volume- ranges for Rack Fragments - Quantity and Size.
Frog
Rock Fragment Mod lfier Usage
conwnt
Yol, %
e15
N9 texture clau modifier (non on y; e.g., loam).
IS to c35
use fragmentize adjective with haxture class;
e.g., gm"W foam.
35 to C60
Use'—rV' with fragment•sis adjective with
texture class; e.g., very gra,Nl loam.
60 to s90
Use'extcamety" with fragment-5ia , adjectrue with
texture class; eg., erua—fy grave fy loam.
a9O
No adjective or mod iher. If &10% One earth, use
the appropriate fragment -size class name for the
dominan t size class; A.9. gravel. Lse Terms Used
In Lim of Teztu to (see table on 1.. 2-43).

CONSISTENCE
Consistence is the degree and kind or cohesion and adhesion that
soil exhibits and/or the resistance or soil to deformation or rupture
under an applied stress. Soil -water state strongly influences
consistence. Field evaluations of consistence include: Rupture
Resistance (Blocks, Peds, and Clods; or Surface Crusts and
Plates), Manner of Failure (Brittleness, Fluidity, Smeariness),
stickiness, Plasticity and Penetration Resistance. Historically,
consistence applied 0 dry, mast, or wet soil as observed in the
Reld. wet consistence evaluated stickiness and plasticity. Rupture
Resistance now applies to dry soils and to soils in a water state
from moist through wet. Stickiness and Plastic fty of sod are
Independent evaluations -
RUPTURE RESISTANCE —A measure of the strength of soil to
withstand an applied stress. Separate estimates of Rupture
Resistance are made for Blocks/Pads/Clods and for Surface
Crusts and Piston of soil. Block -shaped specimens should be
approximately 2.8 cm across. If 2.8-cm cubes (e.g-, - 2-5.3.1 cm,
or 1 inch) are not obtainable, use the following equation and the
table below to Calculate the stress at fai l Lire' ([2-8 cmfcube length
cm)> x estimated stress (N) at failure]]; e.g., for a S.6-cm cube
({2, SIS-6.F X 20 NJ = 5 M a Soft Class. Rate -shaped specimens
(surface crusts or platy structure) should be approximately
1.0-1,5 cm long by 0.5 cm thick (or the thickness of occu hence, if
<0.5 cm thick).
RUPTURE RESISTANCE FOR:
Blocks, Pads, and Clods —Estimate the class by the Force required
to rupture (break) a soil unit. Select the column for the appropriate
soil water state (dry vs. motet) and/or the Cementation column, if
applicable.
Dry I
Moist I
Cementation 2
specimen
Class
Code'
Class
Code
Class
Cede
Falls Under
Loose
L
Loose
L
fHot ApplicaWeJ
rzMa t specimen
d(lo)
m(lo)
a tabtarna5fcf
SoR
S
Very
VFR
Non-
HC
Very slight tome
Friable
ce mantad
between fingers.
d(sci)
m[vfr)
[6 N
Slightly
SH
Friable
FR
Extremely
EW
Hard
wMldy
slight force
Cemented
batwcvn Hngvrs.
6 to s20N
d[sh]
m(fr)
M.d.
M"
Firm
FI
Very
Vw
Hard
Weakly
Moderato farce
Cemented
between fingers.
20 to 440 N
d(h)
m(N)
Hard
HA
Very
VFI
WeWy
w
Strong force
Hrm
cemented
between Fingers.
d(uh)
-(vF)
a(y)
40 to �60 N
Very
VH
Ex1r.
EF
Moderately
hl
Madera[. farce
Hard
Firm
Cemarted
b- hands.
d(uh)
-left]
60 to �169 n
E Rtr.
EN
Slightly
5R
strongly
5T
foot pressure by
Hard
Rgld
Cemented
full body weight.
d(eh)
-left]
c(s)
160 to r60o N
Rigid
R.
Rigid
R
very
Vs
strongly
.row 0 [3 1 but
Cemented
not body weight.
600 N to [3 J
d(eh)
m[efi]
Very
VR
Very
VR
induraled
I
alow of 2:31
Rigid
Rlgld
[3 ] = 2 k9
wekjhtdmpped
d(eh)
m(ell)
I
c(I)
I 15 cm]
STICKINESS The capacity or soll to adhere W other pb)ects.
Stickiness Is estimh led at the motstu ra odntenL th at dlsp lays the
greatest adherence when pressed between thumb and forefinger.
stickiness
code
Criteria: work moistened soil
Cpm+,
NASIS
ss Cla
between thumb and forefinger
Nonsticky
(w) so
SO
Little or no sod adheres to Fingers
after release of pressure.
Slightly
Soll adheres to both fingers after
Sticky
(w) ss
SS
release of pressure. Soil stretches
little on separation or fingers,
Moderately
Soil adheresto both Rngemafter
SIICky '
(w) s
MS
release of pressure. Soil stretches
some dr separation of fingers.
Sall adheres firmly to both hngers
very Sticky
(w) vs
Vs
after release of pms.5a ra. Soil
Stretches greatly upon separation
OF Angers.
I Histori tally, the n ic�ieratety Sticky class was site ply called Sticky
PLAsTKITY - The degree to which "puddled• or reworked sad
can be perManenLly deformed wlLho HL rupturing. The evaluation is
made by forming a roll (wire] of soil at a mater content where the
maxirnun, plasticity ins expressed.
Plasticity
code
Criteria: make a roll of soil
Class
4 cm long
Spry.
HASIS
Will not form a roll 6 mm In
Norlplastic
(w) po
PO
diameter, or iF a roll is farmed, It
can't support aselr If held on end.
511gliLly
(w) ps
SP
h min diameter roll supports itself;
pla5Lls
4 mm diameter roll does not.
ModeraLefy
4 min sel diameter roll supports 1Lr;
Plasllc'
(w) P
MP
2 mn+ diameter roll does not.
Very
(w) VP
VP
2 Prim dfamelkr roll supports its
Plastic
weight.
■
2mm 4mm 5mm 4cm
SOIL COLOR
DECISION FLOWCHART FOR DESCRIBING SOIL COLORS —Use
the follrnvi ng chart to decide how and with which data elements the
color patterns of a soil or soil Feature should be described.
Matrix Color
list in sequence,
dominant first
Color
Is the color yes or
a matrix color? Mixed/
Intermingled
No i.e., discrele, mixed,
w transitional hvrizvns,
s > as A/A
Other
Colors Mottle
(nvnmatrix cvlws) No
Is the color associated with bthodrromic color;
a otiatl5tain, film, e.g., IOYR 8/I
gtbbsn% gray shales
yes
Nan-
redoximorphir
Is
Feature
forme
Pby0xida>ioA_No
anCvncentra€fon
or pod
pand
Void Surface
Fe,7Vjm,, a-g-,
Carbonate mass,
clay film, and organic
Redoximorphic Feature
(RMF)
Conceneralipn, depletion, Or
reduced matrix Cofer
NOTE: Reduced matrix color is described
as a matrix Color and in
the associated "(Soil Color) -Location or Condition Described ldble"
(SOIL) MATRIX COLOR —Record the Cc to r(s), Moisture State,
and Location or Condition.
(Soil) Matrix Color - (Soil) Color —Identify the soil matrix
color(s) with Munsell($ notation (Hue, Value, Chrome); e.g.,
I OYR 3/2. For neutral colors, ch roma is zero but not shown;
e.g., N 4/. For other gley colors, use appropriate notation (see
M unselW gley pages; e.g., 5G16/I ). For narrative descriptions
(soil survey reports, Official Soil Series Descriptions), both the
verbal name and the Munsell® notation are given; e.g., dark
brown, IDYR W3.

Reference:
Schoeneberger, P.J., D.A. Wysocki, E.C. Benham, and Soil Survey Staff. 2012. Field book for
describing and sampling soils, Version 3.0. Natural Resources Conservation Service,
National Soil Survey Center, Lincoln, NE.

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
3115 Haywood Road, Monroe, NC
28110
April 17, 2022

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:Hoffices.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

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.

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
CmB—Cid channery silt loam, 1 to 5 percent slopes..................................13
ScA—Secrest-Cid complex, 0 to 3 percent slopes......................................14
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes,
moderately eroded................................................................................16
References............................................................................................................18

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

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

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.

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.

Custom Soil Resource Report
KD Soil Map
KD
KD
535830 535980 535930 535980 536030 536080 536130 536180 536230 536280
35° 3' 45" N RI I - I I 35° 3' 45" N
4%6 i
e4
I `F'
� 1 �
r
.
Yn
%V�' '
Ali q�
hkL
E3 it M . N n mebe .lid - t i - le.JAL
350 3' 35" N � '� r' l I �' 350 3' 35" N
535830 535980 535930 535980 536030 536080 536130 536180 536230 536280
KD
KD Map Scale: 1:2,250 if printed on A landscape (11" x 8.5") sheet. M
Meters $
$ N 0 30 60 120 180
A0 100 200 400 E00
Map projection: Web Mercator Gomer000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
9

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
Landfill
A.
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
G '
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
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
E F
Rails
measurements.
. 0
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 22, Jan 21, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
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
CmB
Cid channery silt loam, 1 to 5
percent slopes
8.4
46.5%
ScA
Secrest-Cid complex, 0 to 3
percent slopes
0.5
2.7%
TbB2
Tarrus gravelly silty clay loam, 2
to 8 percent slopes,
moderately eroded
9.2
50.9%
Totals for Area of Interest
18.1
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
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
11

Custom Soil Resource Report
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
CmB—Cid channery silt loam, 1 to 5 percent slopes
Map Unit Setting
National map unit symbol: 3wOq
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
Cid and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cid
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Hydric soil rating: No
13

Custom Soil Resource Report
ScA—Secrest-Cid complex, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol. 3wl b
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
Secrest and similar soils: 65 percent
Cid and similar soils: 20 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Secrest
Setting
Landform: I me rfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 8 inches: silt loam
BA - 8 toll inches: silt loam
Bt - 11 to 43 inches: silty clay loam
BCt - 43 to 54 inches: silty clay
Cr - 54 to 62 inches: weathered bedrock
R - 62 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock; 60 to 80 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
14

Custom Soil Resource Report
Hydrologic Soil Group: C
Hydric soil rating: No
Description of Cid
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: D
Hydric soil rating: No
Minor Components
Wehadkee, undrained
Percent of map unit. 2 percent
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
15

Custom Soil Resource Report
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx8q
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: All areas are prime farmland
Map Unit Composition
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from schist and/or other metamorphic rock
Typical profile
Ap - 0 to 6 inches: gravelly silty clay loam
Bt - 6 to 45 inches: silty clay
Cr - 45 to 80 inches: weathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock
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 supply, 0 to 60 inches: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
it.

Custom Soil Resource Report
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/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
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/rangepastu re/?cid=stelprdb1043084
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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/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_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 = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
19