SW4220501_Stormwater Report_20220510

STORMWATER & EROSION CONTROL
SUPPORTING CALCULATIONS
FOR
Valle Crucis School
2756 Broadstone Road
Banner Elk, NC 28604
PIN: 1980-26-1517
CDC Project No. 21931
OWNER
Watauga County
814 West King Street
Boone, NC 28607
Deron Geouque
Watauga County Manager
[phone]
ENGINEER
Gregory Hoffman, PE
ff�
fr
SEAL
035013 —
a
lt' k1khti133xx}
April 11, 2022
C7D7'C,Concepts,
Design
PA
168 Patton Avenue, Asheville, NC 28801
828-252-5388

TABLE OF CONTENTS
ITEM/DESCRIPTION
1. Project Narrative
2. Drainage Area Maps
3. Impervious Calculations
4. Water Quality Calculations
5. Bayfilter Sizing
6. HydroCAD Report
7. Pipe Network Calculations
8. Buoyancy Calculations
9. Permanent Ditch Calculations
10. Erosion Control
a. Erosion Control Plan Review Checklist
b. Efficiency -Based Sediment Basin
c. Temporary Erosion Control Ditches
11. Pipe Outlet Protection
12. NRCS Soil Report
13. Supporting Figures
a. USGS Topo Map
b. FEMA FIRMette Map
c. NOAA Precipitation Tables

Project Narrative

Civil
Design
Concepts, PA
EROSION CONTROL AND STORMWATER NARRATIVE
General
Watauga County School Board plans to construct a new public school, Valle Crucis School, at
the location 2756 Broadstone Road, Banner Elk, NC 28604. The existing site consists of
undeveloped agricultural land. Proposed improvements include a school building, a new well,
and onsite sanitary sewer treatment. Please refer to the project plans for more information on the
existing site conditions and proposed improvements.
Erosion Control
Sediment and erosion control methods such as silt -fencing, efficiency -based sediment basin, trap
rip -rap construction entrances, and inlet protection for drainage inlets will be employed throughout
the construction process to mitigate sediment runoff from leaving the site.
Storm Drainage
Stormwater runoff will be conveyed using a network of permanent drainage conveyances, storm
drainage inlets and piping. Proposed stormwater treatment is accomplished through two ADS
Bayfilter systems. The proposed stormwater conveyance network has been oversized to
accomplish water quality detention. All proposed stormwater conveyance measures are designed
for the 25-year storm event.
Mailing Address: P.O. Box 5432, Asheville, NC 28813
168 Patton Avenue, Asheville, NC 28801 52 Walnut Street — Suite 9, Waynesville, NC 28786
Phone [phone] Fax [phone] Phone: [phone] Fax: [phone]

Drainage Area Maps

NOPITH PROPERTY LINE (TYP)
O 150
NCBELS #: C-2184
COOL
DRAINAGE AREA
Iv19-11\V1 1 LVLL

O 150
SITE LEGEND
DRAINAGE AREA "A"
DRAINAGE AREA "B"
DRAINAGE BYPASS AREA
Civil
Design
C'D Concepts, PA
NCBELS #: C-2184
PROPERTY LINE (TYP) /
PROPOSED BAYFILTER
SYSTEM "A" /
PROPOSED BYPASS I. . ° //
DRAINAGE AREA: 2.34 AC
PROPOSED DRAINAGE
AREA "A": 4.52 AC
EXISTING WETLANDS (TYP)
r / ::•.
r � PROPOSED BAYFILTER
SYSTEM B
r r / %
r PROPOSED DRAINAGE
AREA "B": 0.62 AC
d e y�
/1
p
00 '�
J
r \,
VALLEY CRUCIS SCHOOL
POST DEVELOPMENT DRAINAGE AREA
MARCH 2O22

Impervious Calculations

CDCC.D1'i6,,PA
IMPERVIOUS CALCULATIONS
ONSITE PROPERTY
VALLE CRUCIS SCHOOL
CDC Project No.: 21931
Area Type
Pre -Development
(SF)
Post Development
(SF)
Grass
645,998
460,999
Total Pervious:
645,998
460,999
Pavement
0
95,029
4,734
Concrete Curbs
0
Sidewalks
0
10,846
Building
0
74,390
Total Impervious:
0
0.0%
184,999
% Impervious:
28.6%
Total Area:
645,998
645,998
Issued 4/l/2022

Water Quality Calculations

Civil
CDPCD...g.
Concepts, PA
VALLE CRUCIS SCHOOL
CDC Project No.: 21931
WATER QUALITY CALCULATIONS
BASIN INFORMATION
SCM ID
Bayfilter "A"
Drainage Area (A)
4.52 acres
Impervious Area
3.75 acres
Percent Impervious (IA)
82.9%
Run-off coefficent (Rv)
0.80
WATER QUALITY VOLUME
Design Storm Depth (RD)
1 inches
Design Volume (DV)
13066 cu ft
75% Design Volume Required (DV
9800 cu ft
Notes:
One acre = 43,560 square feet
197022 sf
Rv 0.05 + 0.9(IA)
DV = 3630 * RD * Rv * A
Issued 4/l/2022

Civil
CDPCD...g.
Concepts, PA
WATER QUALITY CALCULATIONS
BASIN INFORMATION
SCM ID
Bayfilter "B"
Drainage Area (A)
0.62 acres
Impervious Area
0.50 acres
Percent Impervious (IA)
80.4%
Run-off coefficent (Rv)
0.77
WATER QUALITY VOLUME
Design Storm Depth (RD)
1 inches
Design Volume (DV)
1737 cu ft
75% Design Volume Required (DV
1303 cu ft
Notes:
One acre = 43,560 square feet
26931
21662
VALLE CRUCIS SCHOOL
CDC Project No.: 21931
Rv 0.05 + 0.9(IA)
DV=3630*R„*Rv*A
Issued 4/l/2022

Bayfilter Sizing

CD Rry;1
Design
Concepts, PA
SYSTEM A
GENERAL INFORMATION
Drainage Area (sf, ac)
193,588
Pervious Area (sf,ac)
33,541
Impervious Area (sf,ac)
163,350
Water Quality Volume (WQV) (cf)
13,066
75% WQV (cf)
9,800
WQV Flowrate (cfs)
1.13
BMP SELECTION
Cartridge Type
Bayfilter 522
24 hr Filtration Volume (cf/cartridge)
1250
# of Cartridges (Vol.)
8
STORAGE VOLUME
Designated Storage Pipes
Pipe Diameter (in, ft)
60
Pipe Length (ft)
70
Pipe Volume (cf)
1,374
# of Pipes
4
Storage Width
21
Total Detention Pipe Storage
5,498
Using Pipe Networks
Pipe: E1-130
4.44
0.69
3.75
5.0
Pipe Diameter (in, ft)
54
4.5
3.5
Pipe Length Total (ft)
65
Pipe Volume (cf)
1,034
Pipe: D3-D2; D2-D1; D1-D0; DO-131; 61-130
Pipe Diameter (in, ft)
42
Pipe Length Total (ft)
381
Pipe Volume (cf)
3,666
Total Pipe Network Storage 4,699
Total Combined Storage 10,197
Valle Crucis School
CDC Project No.: 21931
from hydroCAD

CD Rry;1
Design
Concepts, PA
SYSTEM B
GENERAL INFORMATION
Drainage Area (sf, ac)
26,931
Pervious Area (sf,ac)
5,269
Impervious Area (sf,ac)
21,662
Water Quality Volume (WQV) (cf)
1,737
75% WQV (cf)
1,303
WQV Flowrate (cfs)
0.17
BMP SELECTION
Cartridge Type
Bayfilter 522
24 hr Filtration Volume (cf/cartridge)
1250
# of Cartridges (Vol.)
1
0.62
0.12
0.50
STORAGE VOLUME
Using Pipe Networks
Pipe: C2-Cl; Cl-CO
Pipe Diameter (in, ft) 36 3.0
Pipe Length Total (ft) 199
Pipe Volume (cf) 1,407
Total Pipe Network Storage 1,407
Valle Crucis School
CDC Project No.: 21931
from hydroCAD

HydroCAD Report

Pre -Development
2S 6S
Post-DevE lopment A Post-DeVE lopment B
3P 7P
Bayfilter A Bayfilter B
8S
4L
Bypass
Total Post Outfall
Subcat Reach on Link

21931 Valle Crucis
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1" WQV Type II 24-hr Default 24.00 1 1.00 2
2 25-Year Type II 24-hr Default 24.00 1 7.28 2

21931 Valle Crucis
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Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
3.113
69
Grass (2S, 8S)
0.121
60
Grass (6S)
7.315
69
Grass Cover (1 S)
4.247
98
Impervious (2S, 6S)
14.796
77
TOTAL AREA

21931 Valle Crucis
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HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
14.796
Other 1 S, 2S, 6S, 8S
14.796
TOTAL AREA

21931 Valle Crucis
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HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
0.000
0.000
0.000
3.234
3.234
Grass 2S, 6S, 8S
0.000
0.000
0.000
0.000
7.315
7.315
Grass Cover 1 S
0.000
0.000
0.000
0.000
4.247
4.247
Impervious 2S, 6S
0.000
0.000
0.000
0.000
14.796
14.796
TOTAL
AREA

21931 Valle Crucis
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 6
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Width Diam/Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3P 2,666.75 2,666.50 50.0 0.0050 0.012 0.0 30.0 0.0
2 7P 2,668.00 2,667.50 50.0 0.0100 0.012 0.0 18.0 0.0

21931 Valle Crucis Type 1124-hr 1" WQV Rainfall=1.00"
Prepared by {enter your company name here} Printed 4/11/2022
HvdroCADO 10.10-4b s/n 11595 © 2020 HvdroCAD Software Solutions LLC Paae 7
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=7.315 ac 0.00% Impervious Runoff Depth=0.00"
Tc=5.0 min CN=69 Runoff=0.00 cfs 0.001 of
Subcatchment2S: Post-DevelopmentA Runoff Area=4.520 ac 82.96% Impervious Runoff Depth=0.45"
Tc=5.0 min CN=93 Runoff=3.67 cfs 0.170 of
Subcatchment6S: Post-DevelopmentB Runoff Area=0.618 ac 80.42% Impervious Runoff Depth=0.36"
Tc=5.0 min CN=91 Runoff=0.40 cfs 0.019 of
Subcatchment8S: Bypass Runoff Area=2.343 ac 0.00% Impervious Runoff Depth=0.00"
Tc=5.0 min CN=69 Runoff=0.00 cfs 0.000 of
Pond 3P: BayfilterA Peak EIev=2,670.52' Storage=3,815 cf Inflow=3.67 cfs 0.170 of
Outflow=0.16 cfs 0.169 of
Pond 7P: Bayfilter B Peak EIev=2,670.61' Storage=114 cf Inflow=0.40 cfs 0.019 of
Outflow=0.17 cfs 0.019 of
Link 4L: Total Post Outfall Inflow=0.31 cfs 0.188 of
Primary=0.31 cfs 0.188 of
Total Runoff Area = 14.796 ac Runoff Volume = 0.190 of Average Runoff Depth = 0.15"
71.30% Pervious = 10.549 ac 28.70% Impervious = 4.247 ac

21931 Valle Crucis Type 11 24-hr 1 " WQV Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1 S: Pre -Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" WQV Rainfall=1.00"
Area (ac) CN Description
7.315 69 Grass Cover
7.315 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre -Development
Hydrograph
0.004
1 0.00
- - - - - e-H 12A
cfs
0.003
—I
0.003
-
4 --k 1 4 k1 h-Wdyl R�ir fatt=�1N00�-
0.003
0.003
I 1 4 �- IR-Ondff IMed-- 3115at-
0.003
0.002
t I "-i `off i`=` —�T `� OF
0.002°�
tl��
3
0 0.002
=&0-nin-
LL
0.002
0.001
66-
0.001
1I + 11 1 --t 4- 1I + I I _
0.001
0.001
0.001
0.000
0.000
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

21931 Valle Crucis Type 11 24-hr 1 " WQV Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Post -Development A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.67 cfs @ 11.96 hrs, Volume= 0.170 af, Depth= 0.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" WQV Rainfall=1.00"
Area (ac) CN Description
3.750 98 Impervious
0.770 69 Grass
4.520 93 Weighted Average
0.770 17.04% Pervious Area
3.750 82.96% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post -Development A
Hydrograph
4 — -
3.67 cfs
I Typ� II 24-hlr
l l l l l l l l 6V_Rainf 64.bQ"
3 �I ftnbff Area=4.520 ac
RyngfflVolume70.179 �f
3 2 T 1- clff
Tc=5.0 m i n
16NL91
4-
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)

21931 Valle Crucis Type 11 24-hr 1 " WQV Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 6S: Post -Development B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.40 cfs @ 11.96 hrs, Volume= 0.019 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" WQV Rainfall=1.00"
Area (ac) CN Description
0.497 98 Impervious
0.121 60 Grass
0.618 91 Weighted Average
0.121 19.58% Pervious Area
0.497 80.42% Impervious Area
Tc
Length Slope
Velocity
Capacity Description
(min)
(feet) (ft/ft)
(ft/sec)
(cfs)
5.0
Direct
Entry,
Subcatchment 6S: Post -Development B
Hydrograph
+
0.44
0.42
04
0.38
011 cfs
-
1 a�
—
E 1 1 W' 6�1 2�-hr
0.36
4
� I A
4-11u=-�VIA6�f�tl�rb&
0.34
0.32
1 t I
I
t--I�
t ft n6ff -AteA=O.-M at
0.26
3 0.22
1- 1
1-
1
1-1 1
LL 0.2
— . F n
0.18
0.16
+
1+ I
I�
4— 1 1 4 1 �C/'��L
V 7 F
0.12
fi l
-t-1
fi l rt l _t —I -
0.1
—
——
0.1
0.08
0.06
0.04
+
I 4
�— I
4 —
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

21931 Valle Crucis Type 11 24-hr 1 " WQV Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 8S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" WQV Rainfall=1.00"
Area (ac) CN Description
2.343 69 Grass
2.343 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Bypass
Hydrograph
1 1
0.001
0.001
=
0.00 cfs
=1 - 1-
-
—
�-- I -� --- I �y�e�ll
0.001
_
0.001
1 1
�1 �' y1 Rai i#a�'I�OO
0.001
0.001
fi
-t
� RUndff IMed=":3143-at-
0.001
—
0.001
4-
1 I 1
1 4
�%U -I
0.0010.001
-
_
00.001
.001
5.0-Min-
M 0.001
fiL-
0.000
0.000
7 T I
I-T
F 1-7t T 7 T I-
0.000
0.000
0.000
1 t
1 I t I
I
1-1 t t I -t0.000
0.000
0.000
— — —
- =
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

21931 Valle Crucis Type 1124-hr 1"WQV Rainfall=1.00"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 12
Summary for Pond 3P: Bayfilter A
Inflow Area = 4.520 ac, 82.96% Impervious, Inflow Depth = 0.45" for 1" WQV event
Inflow = 3.67 cfs @ 11.96 hrs, Volume= 0.170 of
Outflow = 0.16 cfs @ 13.55 hrs, Volume= 0.169 af, Atten= 96%, Lag= 95.2 min
Primary = 0.16 cfs @ 13.55 hrs, Volume= 0.169 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 2,670.52' @ 13.55 hrs Surf.Area= 2,733 sf Storage= 3,815 cf
Plug -Flow detention time= 289.8 min calculated for 0.169 of (100% of inflow)
Center -of -Mass det. time= 287.4 min ( 1,124.1 - 836.7 )
Volume
Invert
Avail.Storage
Storage Description
#1
2,668.00'
5,498 cf
60.0" Round Detention Pipe Storage - 60"x 4
L= 70.0' S= 0.0050 T
#2
2,668.30'
3,666 cf
42.0" Round Network Storage - 42"
L= 381.0' S= 0.0060 T
#3
2,669.00'
1,034 cf
54.0" Round Network Storage - 54"
L= 65.0' S= 0.0070 T
10,197 cf Total Available Storage
Device
Routing
Invert
Outlet Devices
#1
Primary
2,666.75'
30.0" Round Culvert L= 50.0' Ke= 0.700
Inlet / Outlet Invert= 2,666.75' / 2,666.50' S= 0.0050 '/' Cc= 0.900
n= 0.012, Flow Area= 4.91 sf
#2
Device 1
2,668.25'
2.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3
Device 1
2,673.00'
84.0" W x 36.0" H Vert. Weir C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.16 cfs @ 13.55 hrs HW=2,670.52' (Free Discharge)
L1=Culvert (Passes 0.16 cfs of 33.11 cfs potential flow)
�2=Orifice
(Orifice Controls 0.16 cfs @ 7.12 fps)
3=Weir ( Controls 0.00 cfs)

21931 Valle Crucis
Type 1124-hr 1 " WQV Rainfall=1.00"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 13
N
U
Pond 3P: Bayfilter A
Hydrograph
Time (hours)
■ Inflow
❑ Primary

21931 Valle Crucis Type 1124-hr 1"WQV Rainfall=1.00"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond 7P: Bayfilter B
[44] Hint: Outlet device #2 is below defined storage
[85] Warning: Oscillations may require smaller dt or Finer Routing (severity=115)
Inflow Area = 0.618 ac, 80.42% Impervious, Inflow Depth = 0.36" for 1" WQV event
Inflow = 0.40 cfs @ 11.96 hrs, Volume= 0.019 of
Outflow = 0.17 cfs @ 12.07 hrs, Volume= 0.019 af, Atten= 58%, Lag= 6.4 min
Primary = 0.17 cfs @ 12.07 hrs, Volume= 0.019 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 2,670.61' @ 12.07 hrs Surf.Area= 302 sf Storage= 114 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 2.3 min ( 853.7 - 851.4 )
Volume Invert Avail.Storage Storage Description
#1 2,669.70' 1,407 cf 36.0" Round Network Storage - 36"
L= 199.0' S= 0.0060 T
Device Routing Invert Outlet Devices
#1 Primary 2,668.00' 18.0" Round Culvert L= 50.0' Ke= 0.700
Inlet / Outlet Invert= 2,668.00' / 2,667.50' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1 2,668.00' 2.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,671.80' 60.0" W x 24.0" H Vert. Weir C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.17 cfs @ 12.07 hrs HW=2,670.60' (Free Discharge)
L1=Culvert (Passes 0.17 cfs of 10.21 cfs potential flow)
�2=Orifice
(Orifice Controls 0.17 cfs @ 7.64 fps)
3=Weir ( Controls 0.00 cfs)

21931 Valle Crucis Type 11 24-hr 1 " WQV Rainfall= 1. 00 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 15
Pond 7P: Bayfilter B
Hydrograph0.44
+ + +
0.42
0.40 cfs
�
I
� J��,"Q
i TJ o� /mil = (L6 JS7 at
0.4
0.36
L
L
�� `��1F� �.6,
0.34
0.32
III
E:I:1
L
--I
:EI::1
L }}6� AAI
�— — Cf
0.3
0.28
14
�
4-I-1
�-
— —�'l —
I -I 4- 1 I + 1 I + 1
0.26
0.2
- -
- -
-
-
-
- + + +
0.22
LL 0.2
0.18.18
0.17
cfs
0.16
1_
1- H + H + 1
0.12
0.1
0.08
�IJ
t I
r
I
LIB
� I I 11 1
0.06
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
❑ Primary

21931 Valle Crucis Type 1124-hr 1"WQV Rainfall=1.00"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 16
Summary for Link 4L: Total Post Outfall
Inflow Area = 7.481 ac, 56.77% Impervious, Inflow Depth = 0.30" for 1" WQV event
Inflow = 0.31 cfs @ 12.12 hrs, Volume= 0.188 of
Primary = 0.31 cfs @ 12.12 hrs, Volume= 0.188 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 4L: Total Post Outfall
Hydrograph
❑ Inflow
0.32 0.3
i
cfs
Inflow Area=7.481 ac
❑ Primary
0.31
0.28
0.26
L I —L
L —1
L
I
-L
L 1
I 1
0.24
0.22
SIT
TIT
T
IT
7-7-1-1T
T
T
N 0.2
�0.18
"
��
0 0.16
LL0.14
�I�fil�fil�fit
Ifil
Ifil
0.12
0.1
—I
fi
t I
t 1
0.08
—
0.06
n n4
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)

21931 Valle Crucis Type/1 24-hr 25-Year Rainfall=7.28"
Prepared by {enter your company name here} Printed 4/11/2022
HvdroCADO 10.10-4b s/n 11595 © 2020 HvdroCAD Software Solutions LLC Paae 17
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1 S: Pre -Development Runoff Area=7.315 ac 0.00% Impervious Runoff Depth=3.74"
Tc=5.0 min CN=69 Runoff=49.20 cfs 2.283 of
Subcatchment2S: Post-DevelopmentA Runoff Area=4.520 ac 82.96% Impervious Runoff Depth=6.45"
Tc=5.0 min CN=93 Runoff=46.23 cfs 2.429 of
Subcatchment6S: Post-DevelopmentB Runoff Area=0.618 ac 80.42% Impervious Runoff Depth=6.21"
Tc=5.0 min CN=91 Runoff=6.21 cfs 0.320 of
Subcatchment8S: Bypass Runoff Area=2.343 ac 0.00% Impervious Runoff Depth=3.74"
Tc=5.0 min CN=69 Runoff=15.76 cfs 0.731 of
Pond 3P: BayfilterA Peak Elev=2,674.61' Storage=10,197 cf Inflow=46.23 cfs 2.429 of
Outflow=46.24 cfs 2.428 of
Pond 7P: Bayfilter B Peak Elev=2,672.31' Storage=995 cf Inflow=6.21 cfs 0.320 of
Outflow=6.09 cfs 0.320 of
Link 4L: Total Post Outfall Inflow=68.03 cfs 3.480 of
Primary=68.03 cfs 3.480 of
Total Runoff Area = 14.796 ac Runoff Volume = 5.763 of Average Runoff Depth = 4.67"
71.30% Pervious = 10.549 ac 28.70% Impervious = 4.247 ac

21931 Valle Crucis Type 11 24-hr 25-Year Rainfall= 7.28 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1 S: Pre -Development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 49.20 cfs @ 11.96 hrs, Volume= 2.283 af, Depth= 3.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=7.28"
Area (ac) CN Description
7.315 69 Grass Cover
7.315 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre -Development
Hydrograph
55
5o 49.2o cfsI 1
1124hr
45 ��1Y�ai_Rai� 1147.2$F'
40L I I IROnbffi Area=7.315 at
35 1 j 1 1 _�Ryngff Vplgm1e=2.?8"f
U 30 4 �- 1 4 f�nr,D ph7_ 1- 1'
.2 25 c=5.0 m i n
15 r
10
5
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

21931 Valle Crucis Type 11 24-hr 25-Year Rainfall= 7.28 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post -Development A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 46.23 cfs @ 11.95 hrs, Volume= 2.429 af, Depth= 6.45"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=7.28"
Area (ac) CN Description
3.750 98 Impervious
0.770 69 Grass
4.520 93 Weighted Average
0.770 17.04% Pervious Area
3.750 82.96% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: Post -Development A
Hydrograph
48
46p
cfsI - -1 - -1 - - 1 - I Ir
46.23
- 1 - - - 1-151aRla��tll"
40
36
:T FRO rW -AeeO14.620 :k
34
30
-1 - 1 -R4np# V"Y—IL1mIe7:2•42"f
24
o
77
0
`L20
— — rrn
4 -1-4 4 1 4 �11 14
18
116
4
12
10
-i
8
4
-
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

21931 Valle Crucis Type 11 24-hr 25-Year Rainfall= 7.28 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 6S: Post -Development B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.21 cfs @ 11.95 hrs, Volume= 0.320 af, Depth= 6.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=7.28"
Area (ac) CN Description
0.497 98 Impervious
0.121 60 Grass
0.618 91 Weighted Average
0.121 19.58% Pervious Area
0.497 80.42% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
6.21 cfs
5-
Subcatchment 6S: Post -Development B
Hydrograph
fi
4
3
LL 3
0
4- -4 � lr p� n'2 di r
�51Y�ar Rla!411=7.1&
IROnbff Arec1=0.618 ad
�R4ngf�Velume=;0.�29-a�f
�tulnoff Depth I6.121j'
-tc=5.0-min
6NL91
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

21931 Valle Crucis Type 11 24-hr 25-Year Rainfall= 7.28 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 8S: Bypass
[49] Hint: Tc<2dt may require smaller dt
Runoff = 15.76 cfs @ 11.96 hrs, Volume= 0.731 af, Depth= 3.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=7.28"
Area (ac) CN Description
2.343 69 Grass
2.343 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Bypass
Hydrograph
17
15.76
16
cfs — —
I L I -J L 1 -1 L I � -L �p� 4�
15
14
II r
T T TI51Y�aRla nfill.
13
T fi1 rt 1ROnbff-Ate6=2.343 at
12
11
f-1 - 1 -�R4nnf Vj14mIe-=�O• 3j-�f
3 19
111
4 � 1 � 41 �nl� -n
7
1
1 4 �-1-1 1- 1- I� J- 1�&N-L6
51
I11111111111111111111
3
- 1' r I rt r I-i -T rt r —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)

21931 Valle Crucis Type/1 24-hr 25-Year Rainfall=7.28"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 22
Summary for Pond 3P: Bayfilter A
[93] Warning: Storage range exceeded by 0.53'
[88] Warning: Qout>Qin may require smaller dt or Finer Routing
Inflow Area = 4.520 ac, 82.96% Impervious, Inflow Depth = 6.45" for 25-Year event
Inflow = 46.23 cfs @ 11.95 hrs, Volume= 2.429 of
Outflow = 46.24 cfs @ 11.95 hrs, Volume= 2.428 af, Atten= 0%, Lag= 0.0 min
Primary = 46.24 cfs @ 11.95 hrs, Volume= 2.428 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 2,674.61' @ 11.95 hrs Storage= 10,197 cf
Plug -Flow detention time= 132.2 min calculated for 2.428 of (100% of inflow)
Center -of -Mass det. time= 131.8 min ( 895.0 - 763.2 )
Volume
Invert
Avail.Storage Storage Description
#1
2,668.00'
5,498 cf 60.0" Round Detention Pipe Storage - 60"x 4
L= 70.0' S= 0.0050 T
#2
2,668.30'
3,666 cf 42.0" Round Network Storage - 42"
L= 381.0' S= 0.0060 T
#3
2,669.00'
1,034 cf 54.0" Round Network Storage - 54"
L= 65.0' S= 0.0070 T
10,197 cf Total Available Storage
Device
Routing
Invert Outlet Devices
#1
Primary
2,666.75' 30.0" Round Culvert L= 50.0' Ke= 0.700
Inlet / Outlet Invert= 2,666.75' / 2,666.50' S= 0.0050 '/' Cc= 0.900
n= 0.012, Flow Area= 4.91 sf
#2
Device 1
2,668.25' 2.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3
Device 1
2,673.00' 84.0" W x 36.0" H Vert. Weir C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=46.15 cfs @ 11.95 hrs HW=2,674.61' (Free Discharge)
L1=Culvert (Passes 46.15 cfs of 53.62 cfs potential flow)
12=Orifice (Orifice Controls 0.26 cfs @ 12.06 fps)
3=Weir
(Orifice Controls 45.89 cfs @ 4.07 fps)

21931 Valle Crucis Type 11 24-hr 25-Year Rainfall= 7.28 "
Prepared by {enter your company name here) Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 23
Pond 3P: Bayfilter A
Hydrograph
❑ Primary
46.24 cfs
50
—1 4— + I 41� I
Iln�low Airea-4.5�0 a�
45
- fi 1 T 1 rt rP- 6a k� Ile-v--�2,674.-6119
40
I T 7 T IS�o�aig�e-f011�7Td
35
IIIIIIIIIIIIIIIIII
30
25t/
c
"
IIIIIIIIIII111
20
15
IIIIIIIIIIIIIIIIII
10
rt
L-IL
��I ICI 11-1 -4 1��I ICI
I I I I I I I I I I I
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)

21931 Valle Crucis Type/1 24-hr 25-Year Rainfall=7.28"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 24
Summary for Pond 7P: Bayfilter B
[44] Hint: Outlet device #2 is below defined storage
[85] Warning: Oscillations may require smaller dt or Finer Routing (severity=34)
Inflow Area = 0.618 ac, 80.42% Impervious, Inflow Depth = 6.21" for 25-Year event
Inflow = 6.21 cfs @ 11.95 hrs, Volume= 0.320 of
Outflow = 6.09 cfs @ 11.96 hrs, Volume= 0.320 af, Atten= 2%, Lag= 0.6 min
Primary = 6.09 cfs @ 11.96 hrs, Volume= 0.320 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 2,672.31' @ 11.96 hrs Surf.Area= 541 sf Storage= 995 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 13.8 min ( 784.6 - 770.9 )
Volume Invert Avail.Storage Storage Description
#1 2,669.70' 1,407 cf 36.0" Round Network Storage - 36"
L= 199.0' S= 0.0060 T
Device Routing Invert Outlet Devices
#1 Primary 2,668.00' 18.0" Round Culvert L= 50.0' Ke= 0.700
Inlet / Outlet Invert= 2,668.00' / 2,667.50' S= 0.0100 '/' Cc= 0.900
n= 0.012, Flow Area= 1.77 sf
#2 Device 1 2,668.00' 2.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 2,671.80' 60.0" W x 24.0" H Vert. Weir C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=5.94 cfs @ 11.96 hrs HW=2,672.30' (Free Discharge)
L1=Culvert (Passes 5.94 cfs of 14.15 cfs potential flow)
�2=Orifice
(Orifice Controls 0.22 cfs @ 9.89 fps)
3=Weir (Orifice Controls 5.73 cfs @ 2.28 fps)

21931 Valle Crucis Type/1 24-hr 25-Year Rainfall=7.28"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 25
N
U
3
0
LL
Pond 7P: Bayfilter B
Hydrograph
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
❑ Primary

21931 Valle Crucis Type/1 24-hr 25-Year Rainfall=7.28"
Prepared by {enter your company name here} Printed 4/11/2022
HydroCADO 10.10-4b s/n 11595 © 2020 HydroCAD Software Solutions LLC Page 26
Summary for Link 4L: Total Post Outfall
Inflow Area = 7.481 ac, 56.77% Impervious, Inflow Depth = 5.58" for 25-Year event
Inflow = 68.03 cfs @ 11.95 hrs, Volume= 3.480 of
Primary = 68.03 cfs @ 11.95 hrs, Volume= 3.480 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 4L: Total Post Outfall
Hydrograph
❑ Inflow
❑ Primary
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)

Pipe Network Calculations

DrCivil
Design
Concepts, PA
STORM DRAIN CALCULATIONS
(25 YEAR EVENT)
VALLE CRUCIS SCHOOL
CDC Project No.: 21931
PIPE
STRUCTURE
DRAINAGE
W
LU
aZ
D
C
C
w
n
Z
�
p
_
W
N
w
J
W
m
O
(A
L
w
Z2
Z
Q
1
W
Z
Z
LW O
J
�
W
L
W
W
Z
L
O
wZz
h
Li- Z
Z
Z
OC _
O
L
J
J
OQ
WQ
JZ
Q
i-
V}H
O
W
>
J
LL
J
VQQ
V
\HVaQV
JW
n U-
(FT)
(FT)
(IN)
(FT)
(%)
"N"
(FT)
(FT)
(AC)
(MIN)
"C"
(IN/HR)
(CFS)
(CFS)
(FT/SEC)
(CFS)
(CFS)
CI -CO
2670.1
2669.7
36
78.9
0.6
0.012
C1
2675.5
0.7
0.10
5.0
0.95
7.99
0.76
2.23
3.81
55.19
54.57
C2-Cl
2672.6
2670.2
36
124.7
1.9
0.012
C2
2677.5
0.5
0.11
5.0
0.95
7.99
0.86
1.47
1.64
100.01
99.28
C3-C2
2681.0
2672.7
18
166.0
5.0
0.012
C3
2684.2
0.4
0.08
5.0
0.95
7.99
0.61
0.61
1.61
25.39
25.18
131-130
2669.0
2668.7
42
56.6
0.6
0.012
B1
2675.5
2.7
0.12
5.0
0.95
7.99
0.88
32.09
8.09
83.21
82.31
132-61
2669.9
2669.4
24
78.3
0.7
0.012
B2
2673.9
2.3
0.13
5.0
0.95
7.99
0.99
12.25
3.90
19.78
19.59
133-132
2670.2
2670.0
24
27.3
0.6
0.012
B3
2673.9
2.2
0.06
5.0
0.95
7.99
0.46
9.74
3.10
18.75
18.67
134-63
2670.9
2670.3
18
93.2
0.6
0.012
B4
2674.9
2.8
0.12
5.0
0.95
7.99
0.91
9.29
5.26
9.05
8.96
135-134
2672.1
2671.6
18
86.5
0.6
0.012
B5
2675.0
2.1
0.17
5.0
0.95
7.99
1.29
7.54
4.27
8.65
8.59
136-65
2674.8
2672.4
15
125.5
1.9
0.012
B6
2678.2
1.9
0.82
5.0
0.95
7.99
6.25
6.25
5.10
9.70
9.62
DO-131
2670.2
2669.5
42
114.3
0.6
0.012
DO
2676.7
2.0
0.11
5.0
0.95
7.99
0.84
18.96
3.09
84.68
83.72
D1-DO
2670.7
2670.3
42
65.9
0.6
0.012
D1
2678.1
1.9
1.44
5.0
0.95
7.99
10.96
18.12
3.49
84.41
83.72
D2-D1
2671.0
2670.8
42
22.0
0.6
0.012
D2
2677.0
1.1
0.15
5.0
0.95
7.99
1.17
7.16
1.43
84.43
83.72
D3-D2
2671.5
2671.1
42
82.3
0.6
0.012
D3
2677.3
1.0
0.79
5.0
0.95
7.99
6.00
6.00
2.49
84.19
83.72
GO-134
2671.2
2671.0
18
34.9
0.6
0.012
GO
2674.0
2.5
0.11
5.0
0.95
7.99
0.84
0.84
0.47
8.62
8.52
FO-62
2670.8
2670.6
18
44.6
0.6
0.012
FO
2673.7
1.4
0.20
5.0
0.95
7.99
1.52
1.52
0.86
8.85
8.81
Al -CO
2672.1
2671.6
18
71.7
0.6
0.012
Al
2675.8
0.4
0.05
5.0
0.95
7.99
0.37
0.67
2.91
8.69
8.59
A2-Al
2673.4
2672.2
18
54.2
2.2
0.012
A2
2677.0
0.3
0.04
5.0
0.95
7.99
0.30
0.30
1.14
16.72
16.58
E1-BO
2669.4
2669.0
54
67.1
0.6
0.012
E1
2676.3
0.5
0.11
5.0
0.95
7.99
0.81
1.79
3.40
164.09
162.26
E2-El
2671.6
2670.0
42
28.5
5.7
0.012
E2
2677.4
0.4
0.13
5.0
0.95
7.99
0.98
0.98
6.42
259.52
257.35
H1-HO
2673.2
2668.9
18
128.0
3.4
0.012
H1
2676.3
2.8
0.01
5.0
0.60
7.99
12.05
12.05
12.22
20.85
20.68
Issued 4/8/2022

Buoyancy Calculations

Valle Crucis School
CDC Project No. 21931
Buoyancy Calculations
Tank Dimensions
Top Length (ft)
Top Width (ft)
Top Thickness (ft)
Side Thickness (ft)
Max. Structure Depth (ft)
Ref. Structure
2'x3' Curb -Grate
2
3
0.33
0.33
4.8
134
4'x4'Junction
4
4
0.33
0.33
8.05
MANIFOLD
D4' Curb -Grate
4
-
0.33
0.33
5.6
CO
DS'Curb-Grate
5
-
0.33
0.33
6.8
E1
D6' Curb -Grate
6
-
0.33
0.33
8.8
BO
Tank Volumes
Void (q)
Top + Sides (cfi
21x3' Curb -Grate
29
18
4 x4' Junction
129
48
D4' Curb -Grate
70
15
D5' Curb -Grate
134
24
D6' Curb -Grate
249
36
Forces
Uplift (lb)
Downward (lb)
Net (1b)
21x3' Curb -Grate
1,797
2,700
(903)
4 x4' Junction
8,037
7,240
797
D4' Curb -Grate
4,391
2,314
2,077
D5' Curb -Grate
8,332
3,563
4,768
D6' Curb -Grate
15,526
5,445
10,081
Material Densities (lb/ct)
Reinforced Concrete 150
Water 62.4
Concrete Required
Volume (ci
Depth Below Structure (ft)
Ref. Structure
Design Depth (ft)
2'x3' Curb -Grate
-6.02
-1.00
134
0.5
4'x4'Junction
5.31
0.33
MANIFOLD
1.0
D4' Curb -Grate
13.85
1.10
CO
2.0
DS'Curb-Grate
31.79
1.62
E1
2.0
D6' Curb -Grate
67.20
2.38
BO
3.0

Permanent Ditch Calculations

Valle Crucis School
CN'i. CDC Project No.: 21931
Design
Concepts, PA
PERMANENT DITCH FLOWRATE CALCULATIONS
DITCH CALCULATIONS
DITCH
RUNOFF "C"
25-YEAR INTENSITY (IN/HR)
DRAINAGE
AREA AC
FLOWRATE (CFS)
DITCH A
0.60
8.00
1.25
6.00
CLEANWATER BYPASS
0.60
8.00
2.50
12.00
Issued 3/29/2022

3/29/22, 2:58 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Cleanwater Bypass Ditch
Name
Cleanwater Bypass Ditch
Discharge
12
Channel Slope
0.02
Channel Bottom Width
2
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Poor < 50%
Soil Type
Loam (MH)
C125
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125 Straight 12 cfs 4.31 ft/s 0.78 ft 0.031 2.3 Ibs/ft2 0.97 Ibs/ft2 2.36 STABLE D
Unvegetated
Underlying Straight 12 cfs 4.31 ft/s 0.78 ft 0.031 1.85 Ibs/ft2 0.63 Ibs/ft2 2.93 STABLE D
Substrate
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress I Factor Pattern
SC150 Straight 12 cfs 3.65 ft/s 0.87 ft 0.039 2 Ibs/ft2 1.09 Ibs/ft2 1.83 STABLE D
Unvegetated
Underlying Straight 12 cfs 3.65 ft/s 0.87 ft 0.039 1.61 Ibs/ft2 0.69 Ibs/ft2 2.32 STABLE D
Substrate
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150
Straight
12 cfs
3.65 ft/s
0.87 ft
0.039
1.8 Ibs/ft2
1.09 Ibs/ft2
1.65
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
3.65 ft/s
0.87 ft
0.039
1.45 Ibs/ft2
0.69 Ibs/ft2
2.09
STABLE
D
Substrate
DS150
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS150
Straight
12 cfs
3.65 ft/s
0.87 ft
0.039
1.8 Ibs/ft2
1.09 Ibs/ft2
1.65
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
3.65 ft/s
0.87 ft
0.039
1.45 Ibs/ft2
0.69 Ibs/ft2
2.09
STABLE
D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
S75 Unvegetated Straight 12 cfs 4.23 ft/s 0.79 ft 0.032 1.6 Ibs/ft2 0.99 Ibs/ft2 1.62 STABLE D
https://ecmds.com/project/l51425/channel-analysis/220324/show 1 /2

3/29/22, 2:58 PM
Underlying Straight
Substrate
Unreinforced Vegetation
ECMDS 7.0
12 cfs 4.23 ft/s 0.79 ft 0.032 1.29 Ibs/ft2 0.64 Ibs/ft2 2.01 STABLE D
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 12 cfs 2.95 ft/s 1.01 ft 0.052 4 Ibs/ft2 1.26 Ibs/ft2 3.18 STABLE
Vegetation
Underlying Straight 12 cfs 2.95 ft/s 1.01 ft 0.052 2.21 Ibs/ft2 0.78 Ibs/ft2 2.85 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
12 cfs
4.23 ft/s
0.79 ft
0.032
1.6 Ibs/ft2
0.99 Ibs/ft2
1.62
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.23 ft/s
0.79 ft
0.032
1.29 Ibs/ft2
0.64 Ibs/ft2
2.01
STABLE
D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
12 cfs
4.23 ft/s
0.79 ft
0.032
1.6 Ibs/ft2
0.99 Ibs/ft2
1.62
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.23 ft/s
0.79 ft
0.032
1.29 Ibs/ft2
0.64 Ibs/ft2
2.01
STABLE
D
Substrate
https://ecmds.com/project/l51425/channel-analysis/220324/show 2/2

3/29/22, 3:11 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Permanent Ditch A
Name
Permanent Ditch A
Discharge
6
Channel Slope
0.018
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Very Good 80-95%
Soil Type
Loam (MH)
SC250
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
SC250
Straight
6 cfs
2.74 ft/s
0.85 ft
0.04
3 Ibs/ft2
0.96 Ibs/ft2
3.13
STABLE E
Unvegetated
Underlying
Straight
6 cfs
2.74 ft/s
0.85 ft
0.04
2.41 Ibs/ft2
0.45 Ibs/ft2
5.31
STABLE E
Substrate
SC250
Straight
6 cfs
2.01 ft/s
1 ft
0.06
10 Ibs/ft2
1.12 Ibs/ft2
8.92
STABLE E
Reinforced
Vegetation
Underlying
Straight
6 cfs
2.01 ft/s
1 ft
0.06
7.58 Ibs/ft2
0.53 Ibs/ft2
14.26
STABLE E
Substrate
https://ecmds.com/project/l51425/channel-analysis/221321/show 1/1

Erosion Control

EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
The following items shall be incorporated with respect to specific site conditions, in an erosion & sedimentation control plan:
NPDES Construction Stormwater General Permit NCG010000
0 Designation on the plans where the 7 or 14 day ground stabilization requirements apply per Part II.E.1 of the permit.
Design of basins with one acre or more of drainage area for surface withdrawal as per Part II.B.8 of the permit.
LOCATION INFORMATION
Project location & labeled vicinity map (roads, streets, landmarks)
North arrow and scale
0 Identify River Basin.
0 Provide a copy of site located on applicable USGS quadrangle and
NRCS Soils maps if it is in a River Basin with Riparian Buffer
requirements.
GENERAL SITE FEATURES (Plan elements)
Property lines & ownership ID for adjoining properties
Existing contours (topographic lines)
Q Proposed contours
0 Limits of disturbed area (provide acreage total, delineate limits,
and label). Be sure to include all access to measures, lots that will
be disturbed, and utilities that may extend offsite.
Planned and existing building locations and elevations
Planned & existing road locations & elevations, including
temporary access roads
0 Lot and/or building numbers
0 Hydrogeologic features: rock outcrops, seeps, springs, wetland
and their limits, streams, lakes, ponds, dams, etc. (include all
required local or state buffer zones and any DWQ Riparian Buffer
determinations)
Easements and drainageways, particularly required for offsite
affected areas. Include copies of any recorded easements and/or
agreements with adjoining property owners.
Profiles of streets, utilities, ditch lines, etc.
0 Stockpiled topsoil or subsoil locations
If the same person conducts the land -disturbing activity & any
related borrow or waste activity, the related borrow or waste
activity shall constitute part of the land -disturbing activity unless
the borrow or waste activity is regulated under the Mining Act of
1971, or is a landfill regulated by the Division of Waste
Management. If the land -disturbing activity and any related
borrow or waste activity are not conducted by the same person,
they shall be considered separate land -disturbing activities and
must be permitted either through the Sedimentation Pollution
Control Act as a one -use borrow site or through the Mining Act.
0 Location and details associated with any onsite stone crushing or
other processing of material excavated. If the affected area
associated with excavation, processing, stockpiles and transport
of such materials will comprise 1 or more acres, and materials will
be leaving the development tract, a mining permit will be required.
Q Required Army Corps 404 permit and Water Quality 401
certification (e.g. stream disturbances over 150 linear feet)
EROSION & SEDIMENT CONTROL MEASURES (on plan)
0 Legend (provide appropriate symbols for all measures and
reference them to the construction details)
0 Location of temporary measures
0 Location of permanent measures
'0 Construction drawings and details for temporary and permanent
measures. Show measures to scale on plan and include
proposed contours where necessary. Ensure design storage
requirements are maintained through all phases of construction.
0 Maintenance requirements for measures
0 Contact person responsible for maintenance
SITE DRAINAGE FEATURES
0 Existing and planned drainage patterns (include off -site areas that
drain through project and address temporary and permanent
conveyance of stormwater over graded slopes)
0 Method used to determine acreage of land being disturbed and
drainage areas to all proposed measures (e.g. delineation map)
Size, pipe material and location of culverts and sewers
0 Soil information: type, special characteristics
0 Soil information below culvert storm outlets
0' Name and classification of receiving water course or name of
municipal operator (only where stormwater discharges are to
occur)
STORMWATER CALCULATIONS
0 Pre -construction runoff calculations for each outlet from the site (at
peak discharge points). Be sure to provide all supporting data for
the computation methods used (rainfall data for required storm
events, time of concentration/storm duration, and runoff
coefficients).
Q Design calculations for peak discharges of runoff (including the
construction phase & the final runoff coefficients for the site)
Q Design calcs for culverts and storm sewers (include HW, TW and
outlet velocities)
0 Discharge and velocity calculations for open channel and ditch
flows (easement & rights -of -way)
'0 Design calcs for cross sections and method of stabilization for
existing and planned channels (include temporary linings). Include
appropriate permissible velocity and/or shear stress data.
0 Design calcs and construction details for energy dissipaters below
culvert and storm sewer outlets (include stone/material specs &
apron dimensions). Avoid discharges on fill slopes.
0' Design calcs and dimension of sediment basins (note current
surface area and dewatering standards as well as diversion of
runoff to the basins). Be sure that all surface drains, including
ditches and berms, will have positive drainage to the basins.
VEGETATIVE STABILIZATION
Area & acreage to be stabilized with vegetation
Method of soil preparation
Seed type & rates (temporary & permanent)
0 Fertilizer type and rates
Mulch type and rates (include mulch anchoring methods)
NOTE: Plan should include provisions for groundcover in accordance with
NPDES Construction Stormwater General Permit NCG010000.
FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
Q Completed, signed & notarized FR/O Form
0 Accurate application fee payable to NCDEQ ($100.00 per
acre rounded up the next acre with no ceiling amount)
B Certificate of assumed name, if the owner is a partnership
Name of Registered Agent (if applicable)
Copy of the most current Deed for the site. Please make sure the
deed(s) and ownership information are consistent between the
plan sheets, local records and this form.
0 Provide latitude & longitude (in decimal degrees) at the project
entrance.
0 Two hard -copies of the plans (some regional offices require
additional plans or multiple sizes; please contact the regional
coordinator prior to such submittal.)
NOTE: For the Express Permitting Option, inquire at the local Regional
Office for availability. Express Reviews are performed by
appointment only.
NARRATIVE AND CONSTRUCTION SEQUENCE
0' Narrative describing the nature & purpose of the construction
activity.
e Pre -construction conference, if requested.
Construction sequence related to erosion and sediment control
(including installation of critical measures prior to the initiation of
the land -disturbing activity & removal of measures after areas they
serve are permanently stabilized). Address all phases of
construction and necessary practices associated with temporary
stream bypasses and/or crossings.
0 Bid specifications related only to erosion control
rev. 1-18-22

CDConcepts, Civil
DesignCPA
TEMPORARY EFFICIENCY SEDIMENT BASIN SCHEDULE
GENERAL INFORMATION
Basin ID
A
Drainage Area Flowing to Basin (ac)
6.80
Disturbed Area Flowing to Basin (ac)
6.80
SCS Composite CN
69.00
I, 25yr 5min (in/hr)
8.00
I, 2yr 5min (in/hr)
5.40
I, 2yr 24hr (in/hr)
0.168
P, 2yr, 6hr (in)
2.63
P, 2yr, 24hr (in)
4.04
Runoff Coefficient (C)
0.60
Rational Equation Q25 (cfs)
32.64
Rational Equation Q2 (cfs)
22.03
Surface Area to Q25 (sf/cfs)
286.76
Surface Area to Q2 (sf/cfs)
424.84
Cleanout Interval (days)
30
DIMENSIONS & DEPTHS
Sediment Storage Vol. (V, cu ft)
2,702
Soil Storage Capacity (S, in)
4.49
Est. Runoff Depth (Q*, in)
1.29
Treatment Volume (Vg, cu ft)
31,909
Basin Width(ft)
60
Basin Length (ft)
156
Basin Surface Area (sf)
9,360
Depth of Sediment Storage (ft)
0.29
Depth of Treatment Vol. (ft)
3.41
Total Height of Riser (ft)
3.70
Freeboard (ft)
1.00
Emergency Spillway Depth (ft)
1.00
Total Height of Embankment (ft)
5.70
PRIMARY SPILLWAY
Barrel Conduit Dia. (in)
24.00
Barrel Cross Sectional Area (sf)
3.14
Riser Dia. (in)
30.00
Riser Cross Sectional Area (sf)
4.91
Riser Circumference (L, ft)
7.85
Riser/Barrel CS Ratio
1.56
Barrel Length (L,ft)
48
L of Outlet to Embankment Crest (h, ft)
6
Pipe Friction Coefficient (Kp)
0.0459
Pipe Coefficient of Minor Losses (K.)
I
Weir Flow (cfs)
24.35
Orifice Flow (cfs)
23.64
Pipe Flow (cfs)
30.12
@T, 5min
@T, 5min
< 435 (sf/cfs)
< 435 (sf/cfs)
V, = 18TA 0.84
S = (1000/CN)-10
Q*= (P-0.2S)2/(P+0.8S)
Vs = 3630Q*A
Shoot for length / width ratio of 3:1
Depth of Sed Storage / Sed Storage Volume (V ,)
Treatment Volume (V,) /Basin Surface Area
Depth of sed storage + treatment volume
Depth of Treatment + Freeboard + Emergency Spillway depth
Shoot for 1.5
KP = (5087n 2) / di 413
Km can be assumed to be 1
Q= CLH 1.5
Q=CA(2gH) 0.5
Q=a((2gh)/(1+K,,, +KP L)) 0.5
Least must be greater than Q2
scharge from Primary Spillway (Qp,, cfs) 23.64
Valle Crucis School
CDC Project No.: 21931

3/30/22, 3:00 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Sed Basin - Emergency Spillway
Name
Sed Basin - Emergency
Spillway
Discharge
32.64
Channel Slope
0.5
Channel Bottom Width
35
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
None
Vegetation Density
None
Soil Type
Clay Loam (CL)
Rock Riprap
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
Rock Riprap Straight 32.64 cfs 7.85 ft/s 0.12 ft 0.032 4 Ibs/ft2 3.65 Ibs/ft2 1.1 STABLE --
Unvegetated
https://ecmds.com/project/l51425/channel-analysis/221370/show 1 /1

Valle Crucis School
-�� CDC Project No.: 21931
��. Cn PA
o oePts,
TEMPORARY DITCH FLOWRATE CALCULATIONS
DITCH CALCULATIONS
DITCH
RUNOFF "C"
25-YEAR INTENSITY (IN/HR)
DRAINAGE
AREA (AC)
FLOWRATE (CFS)
TEMPORARY DITCH PH1 LEFT
0.60
8.00
2.25
10.80
TEMPORARY DITCH PH1 RIGH
0.60
8.00
1.50
7.20
TEMPORARY DITCH PH2 LEFT
0.60
8.00
2.50
12.00
TEMPORARY DITCH PH2 RIGH
0.60
8.00
2.00
9.60
Issued 3/29/2022

3/29/22, 2:35 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Left Ditch - Ph1
Name
Left Ditch - Ph1
Discharge
10.8
Channel Slope
0.0146
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Poor < 50%
Soil Type
Loam (MH)
C125
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125 Straight 10.8 cfs 3.81 ft/s 0.97 ft 0.031 2.3 Ibs/ft2 0.88 Ibs/ft2 2.61 STABLE D
Unvegetated
Underlying Straight 10.8 cfs 3.81 ft/s 0.97 ft 0.031 1.85 Ibs/ft2 0.49 Ibs/ft2 3.81 STABLE D
Substrate
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress I Factor Pattern
SC150 Straight 10.8 cfs 3.05 ft/s 1.1 ft 0.042 2 Ibs/ft2 1 Ibs/ft2 1.99 STABLE D
Unvegetated
Underlying Straight 10.8 cfs 3.05 ft/s 1.1 ft 0.042 1.61 Ibs/ft2 0.54 Ibs/ft2 2.97 STABLE D
Substrate
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150
Straight
10.8 cfs
3.05 ft/s
1.1 ft
0.042
1.8 Ibs/ft2
1 Ibs/ft2
1.79
STABLE
D
Unvegetated
Underlying
Straight
10.8 cfs
3.05 ft/s
1.1 ft
0.042
1.45 Ibs/ft2
0.54 Ibs/ft2
2.67
STABLE
D
Substrate
DS150
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS150
Straight
10.8 cfs
3.05 ft/s
1.1 ft
0.042
1.8 Ibs/ft2
1 Ibs/ft2
1.79
STABLE
D
Unvegetated
Underlying
Straight
10.8 cfs
3.05 ft/s
1.1 ft
0.042
1.45 Ibs/ft2
0.54 Ibs/ft2
2.67
STABLE
D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
S75 Unvegetated Straight 10.8 cfs 3.64 ft/s 0.99 ft 0.033 1.6 Ibs/ft2 0.91 Ibs/ft2 1.77 STABLE D
https://ecmds.com/project/l51425/channel-analysis/220322/show 1 /2

3/29/22, 2:35 PM
Underlying Straight
Substrate
Unreinforced Vegetation
ECMDS 7.0
10.8 cfs 3.64 ft/s 0.99 ft 0.033 1.29 Ibs/ft2 0.5 Ibs/ft2 2.59 STABLE D
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 10.8 cfs 2.41 ft/s 1.27 ft 0.057 4 Ibs/ft2 1.15 Ibs/ft2 3.47 STABLE
Vegetation
Underlying Straight 10.8 cfs 2.41 ft/s 1.27 ft 0.057 2.68 Ibs/ft2 0.61 Ibs/ft2 4.38 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
10.8 cfs
3.64 ft/s
0.99 ft
0.033
1.6 Ibs/ft2
0.91 Ibs/ft2
1.77
STABLE
D
Unvegetated
Underlying
Straight
10.8 cfs
3.64 ft/s
0.99 ft
0.033
1.29 Ibs/ft2
0.5 Ibs/ft2
2.59
STABLE
D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
10.8 cfs
3.64 ft/s
0.99 ft
0.033
1.6 Ibs/ft2
0.91 Ibs/ft2
1.77
STABLE
D
Unvegetated
Underlying
Straight
10.8 cfs
3.64 ft/s
0.99 ft
0.033
1.29 Ibs/ft2
0.5 Ibs/ft2
2.59
STABLE
D
Substrate
https://ecmds.com/project/l51425/channel-analysis/220322/show 2/2

3/29/22, 2:42 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Right Ditch - Ph1
Name
Right Ditch - Ph1
Discharge
7.2
Channel Slope
0.029
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Poor < 50%
Soil Type
Loam (MH)
C125
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125 Straight 7.2 cfs 4.43 ft/s 0.68 ft 0.031 2.3 Ibs/ft2 1.24 Ibs/ft2 1.86 STABLE D
Unvegetated
Underlying Straight 7.2 cfs 4.43 ft/s 0.68 ft 0.031 1.85 Ibs/ft2 0.72 Ibs/ft2 2.56 STABLE D
Substrate
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress I Factor Pattern
SC150 Straight 7.2 cfs 3.84 ft/s 0.75 ft 0.038 2 Ibs/ft2 1.36 Ibs/ft2 1.48 STABLE D
Unvegetated
Underlying Straight 7.2 cfs 3.84 ft/s 0.75 ft 0.038 1.61 Ibs/ft2 0.78 Ibs/ft2 2.07 STABLE D
Substrate
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S150
Straight
7.2 cfs
3.84 ft/s
0.75 ft
0.038
1.8 Ibs/ft2
1.36 Ibs/ft2
1.33
STABLE
D
Unvegetated
Underlying
Straight
7.2 cfs
3.84 ft/s
0.75 ft
0.038
1.45 Ibs/ft2
0.78 Ibs/ft2
1.86
STABLE
D
Substrate
DS150
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS150
Straight
7.2 cfs
3.84 ft/s
0.75 ft
0.038
1.8 Ibs/ft2
1.36 Ibs/ft2
1.33
STABLE
D
Unvegetated
Underlying
Straight
7.2 cfs
3.84 ft/s
0.75 ft
0.038
1.45 Ibs/ft2
0.78 Ibs/ft2
1.86
STABLE
D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
S75 Unvegetated Straight 7.2 cfs 4.4 ft/s 0.69 ft 0.031 1.6 Ibs/ft2 1.25 Ibs/ft2 1.28 STABLE D
https://ecmds.com/project/l51425/channel-analysis/220323/show 1 /2

3/29/22, 2:42 PM
Underlying Straight
Substrate
Unreinforced Vegetation
ECMDS 7.0
7.2 cfs 4.4 ft/s 0.69 ft 0.031 1.29 Ibs/ft2 0.73 Ibs/ft2 1.77 STABLE D
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 7.2 cfs 3.12 ft/s 0.85 ft 0.05 4 Ibs/ft2 1.54 Ibs/ft2 2.59 STABLE
Vegetation
Underlying Straight 7.2 cfs 3.12 ft/s 0.85 ft 0.05 2.02 Ibs/ft2 0.87 Ibs/ft2 2.33 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
7.2 cfs
4.4 ft/s
0.69 ft
0.031
1.6 Ibs/ft2
1.25 Ibs/ft2
1.28
STABLE
D
Unvegetated
Underlying
Straight
7.2 cfs
4.4 ft/s
0.69 ft
0.031
1.29 Ibs/ft2
0.73 Ibs/ft2
1.77
STABLE
D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
7.2 cfs
4.4 ft/s
0.69 ft
0.031
1.6 Ibs/ft2
1.25 Ibs/ft2
1.28
STABLE
D
Unvegetated
Underlying
Straight
7.2 cfs
4.4 ft/s
0.69 ft
0.031
1.29 Ibs/ft2
0.73 Ibs/ft2
1.77
STABLE
D
Substrate
https://ecmds.com/project/l51425/channel-analysis/220323/show 2/2

3/29/22, 2:43 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Left Ditch - Ph2
Name
Left Ditch - Ph2
Discharge
12
Channel Slope
0.0258
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Poor < 50%
Soil Type
Loam (MH)
C125
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125 Straight 12 cfs 4.83 ft/s 0.89 ft 0.031 2.3 Ibs/ft2 1.44 Ibs/ft2 1.6 STABLE D
Unvegetated
Underlying Straight 12 cfs 4.83 ft/s 0.89 ft 0.031 1.85 Ibs/ft2 0.8 Ibs/ft2 2.31 STABLE D
Substrate
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress I Factor Pattern
SC150 Straight 12 cfs 4.27 ft/s 0.96 ft 0.037 2 Ibs/ft2 1.55 Ibs/ft2 1.29 STABLE D
Unvegetated
Underlying Straight 12 cfs 4.27 ft/s 0.96 ft 0.037 1.61 Ibs/ft2 0.85 Ibs/ft2 1.89 STABLE D
Substrate
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S150
Straight
12 cfs
4.27 ft/s
0.96 ft
0.037
1.8 Ibs/ft2
1.55 Ibs/ft2
1.16
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.27 ft/s
0.96 ft
0.037
1.45 Ibs/ft2
0.85 Ibs/ft2
1.7
STABLE
D
Substrate
DS150
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS150
Straight
12 cfs
4.27 ft/s
0.96 ft
0.037
1.8 Ibs/ft2
1.55 Ibs/ft2
1.16
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.27 ft/s
0.96 ft
0.037
1.45 Ibs/ft2
0.85 Ibs/ft2
1.7
STABLE
D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
S75 Unvegetated Straight 12 cfs 4.85 ft/s 0.89 ft 0.031 1.6 Ibs/ft2 1.43 Ibs/ft2 1.12 STABLE D
https://ecmds.com/project/l51425/channel-analysis/220655/show 1 /2

3/29/22, 2:43 PM
Underlying Straight
Substrate
Unreinforced Vegetation
ECMDS 7.0
12 cfs 4.85 ft/s 0.89 ft 0.031 1.29 Ibs/ft2 0.8 Ibs/ft2 1.61 STABLE D
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 12 cfs 3.49 ft/s 1.08 ft 0.048 4 Ibs/ft2 1.74 Ibs/ft2 2.29 STABLE
Vegetation
Underlying Straight 12 cfs 3.49 ft/s 1.08 ft 0.048 1.89 Ibs/ft2 0.95 Ibs/ft2 2 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
12 cfs
4.85 ft/s
0.89 ft
0.031
1.6 Ibs/ft2
1.43 Ibs/ft2
1.12
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.85 ft/s
0.89 ft
0.031
1.29 Ibs/ft2
0.8 Ibs/ft2
1.61
STABLE
D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
12 cfs
4.85 ft/s
0.89 ft
0.031
1.6 Ibs/ft2
1.43 Ibs/ft2
1.12
STABLE
D
Unvegetated
Underlying
Straight
12 cfs
4.85 ft/s
0.89 ft
0.031
1.29 Ibs/ft2
0.8 Ibs/ft2
1.61
STABLE
D
Substrate
https://ecmds.com/project/l51425/channel-analysis/220655/show 2/2

3/29/22, 2:45 PM
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > Right Ditch - Ph2
Name
Right Ditch - Ph2
Discharge
9.6
Channel Slope
0.018
Channel Bottom Width
1
Left Side Slope
2
Right Side Slope
2
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Poor < 50%
Soil Type
Loam (MH)
C125
ECMDS 7.0
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
C125 Straight 9.6 cfs 3.99 ft/s 0.87 ft 0.031 2.3 Ibs/ft2 0.98 Ibs/ft2 2.34 STABLE D
Unvegetated
Underlying Straight 9.6 cfs 3.99 ft/s 0.87 ft 0.031 1.85 Ibs/ft2 0.55 Ibs/ft2 3.36 STABLE D
Substrate
SC150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress I Factor Pattern
SC150 Straight 9.6 cfs 3.28 ft/s 0.98 ft 0.04 2 Ibs/ft2 1.11 Ibs/ft2 1.81 STABLE D
Unvegetated
Underlying Straight 9.6 cfs 3.28 ft/s 0.98 ft 0.04 1.61 Ibs/ft2 0.61 Ibs/ft2 2.65 STABLE D
Substrate
S150
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Remarks Pattern
S150
Straight
9.6 cfs
3.28 ft/s
0.98 ft
0.04
1.8 Ibs/ft2
1.11 Ibs/ft2
1.63
STABLE
D
Unvegetated
Underlying
Straight
9.6 cfs
3.28 ft/s
0.98 ft
0.04
1.45 Ibs/ft2
0.61 Ibs/ft2
2.38
STABLE
D
Substrate
DS150
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS150
Straight
9.6 cfs
3.28 ft/s
0.98 ft
0.04
1.8 Ibs/ft2
1.11 Ibs/ft2
1.63
STABLE
D
Unvegetated
Underlying
Straight
9.6 cfs
3.28 ft/s
0.98 ft
0.04
1.45 Ibs/ft2
0.61 Ibs/ft2
2.38
STABLE
D
Substrate
S75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress I Shear Stress Factor Pattern
S75 Unvegetated Straight 9.6 cfs 3.87 ft/s 0.89 ft 0.032 1.6 Ibs/ft2 1 Ibs/ft2 1.6 STABLE D
https://ecmds.com/project/l51425/channel-analysis/220653/show 1 /2

3/29/22, 2:45 PM
Underlying Straight
Substrate
Unreinforced Vegetation
ECMDS 7.0
9.6 cfs 3.87 ft/s 0.89 ft 0.032 1.29 Ibs/ft2 0.56 Ibs/ft2 2.3 STABLE D
Normal Permissible Calculated Safety Remarks Staple
Phase Reach Discharge Velocity Depth Mannings N Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 9.6 cfs 2.62 ft/s 1.13 ft 0.055 4 Ibs/ft2 1.27 Ibs/ft2 3.16 STABLE
Vegetation
Underlying Straight 9.6 cfs 2.62 ft/s 1.13 ft 0.055 2.45 Ibs/ft2 0.68 Ibs/ft2 3.6 STABLE
Substrate
S75BN
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
S75BN
Straight
9.6 cfs
3.87 ft/s
0.89 ft
0.032
1.6 Ibs/ft2
1 Ibs/ft2
1.6
STABLE
D
Unvegetated
Underlying
Straight
9.6 cfs
3.87 ft/s
0.89 ft
0.032
1.29 Ibs/ft2
0.56 Ibs/ft2
2.3
STABLE
D
Substrate
DS75
Normal
Permissible
Calculated
Safety
Staple
Phase
Reach
Discharge
Velocity
Mannings N
Remarks
Depth
Shear Stress
Shear Stress
Factor
Pattern
DS75
Straight
9.6 cfs
3.87 ft/s
0.89 ft
0.032
1.6 Ibs/ft2
1 Ibs/ft2
1.6
STABLE
D
Unvegetated
Underlying
Straight
9.6 cfs
3.87 ft/s
0.89 ft
0.032
1.29 Ibs/ft2
0.56 Ibs/ft2
2.3
STABLE
D
Substrate
https://ecmds.com/project/l51425/channel-analysis/220653/show 2/2

Pipe Outlet Protection

Appendices
30
'��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
�T ilwater < 0.5Do
APRON DEPTH IS 1.5 TIMES THE STONE
DIAMETER (18" MINIMUM DEPTH)
10 FTT>
(MIN. LENGTH)
3 5
tor��aN`��l
e�g�r O`� P9 60rA 'affladl
1 50 100
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
U1 u 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
STRUCTURE: Sediment Basin Outfall LENGTH: 20 ft
DISCHARGE: 32.64 cfs WIDTH: 22 ft
PIPE DIA. (D) 24 in d50: 8 in (Class B)
DEPTH: 1.5 ft
Rev. 12/93
8.06.3

Appendices
30
'��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FTT>
(MIN. LENGTH)
3 5
vpe pt 60
10 20 50 100 200 500
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
U1 u 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
STRUCTURE: B0 LENGTH: 20 ft
DISCHARGE: 40.06 cfs WIDTH: 22.5 ft
PIPE DIA. (D) 30 in d50: 0.5 ft
DEPTH: 0.75 ft
Rev. 12/93
8.06.3

Appendices
30
'��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FT
(MIN. LENGTH)
3 5
60
50 100
Discharge (0/sec)
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
U1 u 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round
pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
STRUCTURE: c0
LENGTH:
loft
DISCHARGE: 6.09 cfs
WIDTH:
12.5 ft
PIPE DIA. (D) 18 in
d50:
0.5 ft
DEPTH:
0.75 ft
Rev. 12/93
8.06.3

Appendices
30
'��]`
Outlet W = Do + La
pipe I
diameter (Do)
La —mod
T ilwater < 0.5D0
APRON DEPTH IS 1.5 TIMES THE STONE~
pt0
DIAMETER (18" MINIMUM DEPTH) P
10 FTT>
(MIN. LENGTH)
vpe pt 60
�roR`Jfi 54+
4)
2 N
CL
(13
Q
1 -a
0.50 FT
(MIN.d50)
50 100
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round
pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
STRUCTURE: H0
LENGTH: 12 ft
DISCHARGE: 12.0 cfs
WIDTH: 13.5 ft
PIPE DIA. (D) 18 in
d50: 0.5 ft
DEPTH: 0.75 ft
Rev.12/93 8.06.3

NRCS Soil Report

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
Watauga County,
North Carolina
21931
November 10, 2021

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

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

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Watauga County, North Carolina....................................................................
13
DeB—Dellwood cobbly sandy loam, 1 to 5 percent slopes,
occasionally flooded..............................................................................13
RoA—Rosman fine sandy loam, 0 to 3 percent slopes, occasionally
flooded..................................................................................................
14
SnB—Saunook loam, central mountains, 2 to 8 percent slopes .................
15
SnC—Saunook loam, central mountains, 8 to 15 percent slopes...............17
TxA—Toxaway loam, 0 to 2 percent slopes, frequently flooded..................18
W—Water....................................................................................................19
References............................................................................................................
20
4

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

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

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

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

3
N
W
430400
36' 12' 43" N
0
36' 12' 2T' N
Custom Soil Resource Report
Soil Map
430460 430520 430580 430640
3
f�
Map Scale: 1:2,400 if pnnted on A portrait (8.5" x 11") sheet
Meters
N 0 35 70 140 210
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
430700
430700
3
ti
W
4W760
36' 12' 43" N
u"5
5�
3
R
36' 12' 2T' N
430760
3
lV
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MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:12,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Watauga County, North Carolina
Survey Area Data: Version 20, Sep 8, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 20, 2011—Nov
9, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
DeB
Dellwood cobbly sandy loam, 1
2.4
16.1 %
to 5 percent slopes,
occasionally flooded
Rosman fine sandy loam, 0 to 3
RoA
4.2
28.4%
percent slopes, occasionally
flooded
SnB
Saunook loam, central
5.1
34.1%
mountains, 2 to 8 percent
slopes
SnC
Saunook loam, central
1.7
11.6%
mountains, 8 to 15 percent
slopes
TxA
Toxaway loam, 0 to 2 percent
1.4
9.1 %
slopes, frequently flooded
W
Water
0.1
0.7%
Totals for Area of Interest
14.8
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
11

Custom Soil Resource Report
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
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
Watauga County, North Carolina
DeB—Dellwood cobbly sandy loam, 1 to 5 percent slopes, occasionally
flooded
Map Unit Setting
National map unit symbol: ks74
Elevation: 1,200 to 2,000 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Farmland of local importance
Map Unit Composition
Dellwood, occasionally flooded, and similar soils: 90 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dellwood, Occasionally Flooded
Setting
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Gravelly and cobbly sandy alluvium
Typical profile
Ap - 0 to 8 inches: cobbly sandy loam
A - 8 to 16 inches: extremely gravelly sand
C - 16 to 80 inches: extremely gravelly coarse sand
Properties and qualities
Slope: 1 to 5 percent
Depth to restrictive feature: 8 to 20 inches to strongly contrasting textural
stratification
Drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 24 to 48 inches
Frequency of flooding: NoneOccasional
Frequency of ponding: None
Available water supply, 0 to 60 inches: Very low (about 1.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Nikwasi, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down -slope shape: Linear, concave
13

Custom Soil Resource Report
Across -slope shape: Concave
Hydric soil rating: Yes
RoA—Rosman fine sandy loam, 0 to 3 percent slopes, occasionally
flooded
Map Unit Setting
National map unit symbol: ks72
Elevation: 1,690 to 2,590 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Rosman, occasionally flooded, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rosman, Occasionally Flooded
Setting
Landform: Flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy alluvium
Typical profile
Ap - 0 to 10 inches: fine sandy loam
Bw - 10 to 59 inches: fine sandy loam
C - 59 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: About 42 to 60 inches
Frequency of flooding: Occasional
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
Hydrologic Soil Group: A
Hydric soil rating: No
14

Custom Soil Resource Report
Minor Components
Toxaway, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Concave, linear
Across -slope shape: Concave, linear
Hydric soil rating: Yes
Biltmore, occasionally flooded
Percent of map unit: 5 percent
Landform: Natural levees on flood plains
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
Dillard, rarely flooded
Percent of map unit: 5 percent
Landform: Stream terraces on flood plains
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Concave, linear
Across -slope shape: Linear, concave
Hydric soil rating: No
Cullowhee, occasionally flooded
Percent of map unit: 5 percent
Landform: Swales on flood plains on valleys
Landform position (three-dimensional): Mountainbase
Down -slope shape: Linear
Across -slope shape: Linear, concave
Hydric soil rating: No
SnB—Saunook loam, central mountains, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2xpcq
Elevation: 1,800 to 4,300 feet
Mean annual precipitation: 46 to 55 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 132 to 180 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Saunook, central mountains, and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
15

Custom Soil Resource Report
Description of Saunook, Central Mountains
Setting
Landform: Fans, drainageways, coves
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Linear, convex
Across -slope shape: Convex, linear
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 9 inches: loam
Btl - 9 to 35 inches: loam
Bt2 - 35 to 80 inches: cobbly loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Cullowhee, central mountains, frequently flooded
Percent of map unit: 8 percent
Landform: Flood plains
Landform position (three-dimensional): Rise
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: No
Nikwasi, central mountains, frequently flooded
Percent of map unit: 7 percent
Landform: Depressions, flood plains
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope, rise
Down -slope shape: Concave, linear
Across -slope shape: Concave
Hydric soil rating: Yes
16

Custom Soil Resource Report
SnC—Saunook loam, central mountains, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2xpcp
Elevation: 1,390 to 4,440 feet
Mean annual precipitation: 41 to 63 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 132 to 180 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Saunook, central mountains, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Saunook, Central Mountains
Setting
Landform: Drainageways, fans, coves
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Linear, convex
Across -slope shape: Linear, convex
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 9 inches: loam
Btl - 9 to 35 inches: loam
Bt2 - 35 to 80 inches: cobbly loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
17

Custom Soil Resource Report
Minor Components
Cullasaja, central mountains
Percent of map unit: 8 percent
Landform: Fans, drainageways, coves
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down -slope shape: Linear, convex
Across -slope shape: Convex, linear
Hydric soil rating: No
Cullowhee, central mountains, frequently flooded
Percent of map unit: 7 percent
Landform: Flood plains
Landform position (three-dimensional): Rise
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: No
Nikwasi, central mountains, frequently flooded
Percent of map unit: 5 percent
Landform: Depressions, flood plains
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Mountainbase, base slope, rise
Down -slope shape: Concave, linear
Across -slope shape: Concave
Hydric soil rating: Yes
TxA—Toxaway loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: ks79
Elevation: 1,850 to 2,050 feet
Mean annual precipitation: 45 to 70 inches
Mean annual air temperature: 46 to 57 degrees F
Frost -free period: 116 to 170 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Toxaway, frequently flooded, and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Toxaway, Frequently Flooded
Setting
Landform: Depressions on flood plains
Down -slope shape: Concave, linear
Across -slope shape: Concave
18

Custom Soil Resource Report
Parent material: Loamy alluvium
Typical profile
A - 0 to 26 inches: loam
Cg - 26 to 80 inches: stratified sandy clay loam to sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Very poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Toxaway, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down -slope shape: Concave, linear
Across -slope shape: Concave
Hydric soil rating: Yes
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
19

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
20

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
21

Supporting Figures

-USGS
science for a changing world
U.S. DEPARTMENT OF THE INTERIOR
U.S. GEOLOGICAL SURVEY
The National Map
USTopo
VALLE CRUCIS QUADRANGLE
NORTH CAROLINA
UiS 7.5-MINUTE SERIES
-81.8750'
36.2500'
4012000mN
11
10
08
07
05
04
03
02
M
MA
00
MV
81.8750'
422000m E
23
24
25
26
27
28
29
30
31
32
22 23 24 25 26 27 28 29 30 31 432000ME
Produced by the United States Geological Survey
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1 000-meter grid:Universal Transverse Mercator, Zone 17S
This map is not a legal document. Boundaries may be
generalized for this map scale. Private lands within government
reservations may not be shown. Obtain permission before
entering private lands.
Imagery .....................................................NAIP, June 2016 - November 2016
Roads ......................................... U.S. Census Bureau, 2016
Roads within US Forest Service Lands ........................FSTopo Data
with limited Forest Service updates, 2012 - 2016
Names............................................................................GNIS, 1980 - 2019
Hydrography...............................National Hydrography Dataset, 1899 - 2018
Contours............................................National Elevation Dataset, 2008
Boundaries ..............Multiple sources; see metadata file 2017 - 2018
Wetlands.................FWS National Wetlands Inventory 1984 - 1986
MN .
G
7°22"
131 MILS
0°29"
9 MILS
UTM GRID AND 2019 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
U.S. National Grid
MA
MV
17S
SCALE 1:24 000
1 0.5 0 KILOMETERS 1 2
1000 500 0 METERS 1000 2000
1 0.5 0 1
MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
CONTOUR INTERVAL 40 FEET
NORTH AMERICAN VERTICAL DATUM OF 1988
This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.18
-81.7500'
36.2500'
36.1250'
-81.7500'
ROAD CLASSIFICATION
Expressway Local Connector
NORTH
ROLINA
Secondary Hwy Local Road
Ramp 4WD
O 'IT
uO
• Interstate Route 0 US Route O State Route
M (O
W �
QUADRANGLE LOCATION
�Y
B FS Primary Route O FS Passenger
FS High
M
Route
Clearance Route
N
1 Elk Mills
X
1
2
3
2 Sherwood
Check with local Forest Service unit
rn
3 Zionville
for current travel conditions and restrictions.
o C9
4 Elk Park
M
4
5
5 Boone
v
6 Newland
6
7
8
7 Grandfather Mountain
8 Globe
VALLE CRUCIS, NC
Z
LL
ADJOINING QUADRANGLES
W
<
2019
za
to 0
Z Z

National Flood Hazard Layer FIRMette .., FEMA
Legend
81o46'41"W 36o12'44"N
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery. Data refreshed October, 2020
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth Zone AE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
_Future Conditions 1%Annual
Chance Flood Hazard zone x
Area with Reduced Flood Risk due to
OTHER AREAS OF Levee. See Notes. zone
FLOOD HAZARD Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zonex
Q Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zone
GENERAL -- - - Channel, Culvert, or Storm Sewer
STRUCTURES IIIIIII Levee, Dike, or Floodwall
cl Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
s - - - Coastal Transect
^^^^ 513 — Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER
_ Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available N
No Digital Data Available
MAP PANELS
Unmapped
YThe
pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 7/21/2021 at 9:17 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.

11/10/21, 2:02 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 "f
' Location name: Banner Elk, North Carolina, USA*
Latitude: 36.20920, Longitude:-81.7740
Elevation: 2671.84 ft**
* source: ESRI Maps A
** source: LISGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1 2
5
10
25
50
1 100
00 200
500 1000
5-min
0.377
(0.345-0.413)
0.450
(0.413-0.494)
0.524
(0.479-0.575)
0.585
(0.533-0.642)
0.667 0.730
(0.600-0.735) (0.650-0.809)
0.797 0.866 0.960
(0.700-0.889) (0.747-0.976) (0.808-1.10)
1.04
(0.855-1.20)
10-min
0.601
(0.552-0.660)
0.719
(0.661-0.789)
0.839
(0.767-0.920)
0.936
1 (0.852-1.03)
1.06 1.16
1 (0.957-1.17) 11 (1.03-1.29)
1.27 1.37 1.52
1 (1.11-1.41) 1 (1.19-1.55) (1.28-1.74)
1.64
(1.35-1.89)
15-min
0.752
(0.690-0.825)
0.904
(0.830-0.992)
(0.971-1.16)
1 (1.08-1.30)
1 (1.21-1.48) 1
F 1.60 1.73 1.91
1 (1.41-1.79) 1 (1.50-1.95) (1.61-2.19)
2.05
(1.69-2.38)
30-min
1.03
(0.946-1.13)
1.25
1 (1.15-1.37)
1.51
11 (1.38-1.65)
1.72
1 (1.56-1.88)
2.00 2.22
1 (1.80-2.20) (1.97-2.46)
2.45 2.70 3.04
(2.15-2.74) (2.33-3.04) (2.56-3.48)
3.32
(2.74-3.85)
60-min
1.29
(1.18-1.41)
1.53
(1.40-1.67)
1.57
1 (1.44-1.72)
1.88
1 (1.72-2.05)
2.04
(1.87-2.23)
1.93
11 (1.77-2.12)
2.34
11 (2.14-2.56)
2.23
1 (2.03-2.45)
2.72
1 (2.47-2.97) 11
2.66 3.01
1 (2.39-2.93) 1 (2.68-3.33)
3.28 3.76
(2.94-3.60) 11 (3.33-4.14)
3.38 3.78 4.36
1 (2.96-3.77) (3.26-4.26) (3.67-4.99)
4.28 4.86 5.74
1 (3.74-4.76) 1 (4.17-5.46) (4.79-6.55)
4.85
(3.99-5.62)
6.51
(5.31-7.53)
2-hr
3-hr
1.67
(1.53-1.83)
2.53
11 (2.32-2.78)
2.94
(2.68-3.23)
3.56 4.09
1 (3.20-3.93) 11 (3.63-4.54)
4.67
1 (4.08-5.23)
5.33 6.33
1 (4.57-6.03) (5.28-7.28)
7.21
(5.88-8.41)
6-hr
2.16
(2.00-2.35)
2.63
(2.43-2.87)
3.23
(2.97-3.52)
3.73
(3.42-4.07)1
4.47 5.10
(4.05-4.90) (4.57-5.62)
5.79
1 (5.11-6.44)
6.56 7.71
1 (5.69-7.39) (6.52-8.84)
8.74
(7.23-10.2)
12-hr
2.81
(2.60-3.05)
3.41
1 (3.15-3.71)
4.16
(3.83-4.52)
4.74
1 (4.35-5.17)
5.56 6.22
1 (5.06-6.08) 11 (5.60-6.85)
6.92
1 (6.16-7.68)
7.69 8.80
1 (6.75-8.61) 11 (7.57-10.0)
9.80
(8.29-11.3)
24-hr
3.34
(3.08-3.63)
4.01
(3.71-4.36)
4.04
(3.73-4.40)
4.84
(4.47-5.26)
5.12
(4.72-5.58)
6.10
(5.63-6.63)
6.00
(5.51-6.55)
7.14
(6.57-7.77)
7.28
(6.62-7.96)
8.67
(7.90-9.45)
8.35
(7.53-9.18)
9.96
(8.99-10.9)
9.51
(8.48-10.5)
11.4
(10.1-12.5)
10.8
1 (9.48-12.0)
12.9
1 (11.3-14.3)
12.6
(10.9-14.2)
14.2
(12.0-16.1)
17.1
(14.4-19.5)
2-day
15.2
1 (13.0-17.1) 11
3-day 4.30
(3.99-4.66)
5.17 6.47
(4.80-5.61) (5.99-7.01)
7.54
(6.95-8.18)
9.07
(8.29-9.88)
10.4
(9.38-11.3)
11.7
(10.5-12.9)
13.3 15.5 17.3
(11.7-14.7) (13.4-17.4) (14.7-19.7)
4-day 4.59
(4.26-4.95)
5.51 6.84
(5.12-5.95) (6.35-7.40)
7.93
(7.33-8.58)
9.48
(8.68-10.3)
10.8
(9.77-11.7)
12.1
(10.9-13.3)
13.6 ) ( 15.7 17.5
(12.1-15.0 13.7-17.6) (15.0-19.9)
7-day 5.26
(4.92-5.66)
6.29 7.71
(5.88-6.76) (7.19-8.30)
8.87
(8.24-9.54)
10.5
(9.67-11.3)
11.8
(10.8-12.8)
13.2
(12.0-14.5)
14.7 16.8 18.5
(13.1-16.2) (14.7-18.8) (16.0-20.9)
9.78
1 (9.14-10.5)
11.4
(10.6-12.2)
12.6
11 (11.7-13.6)
13.9
1 (12.7-15.1)
10-day 6.01
(5.64-6.43)
7.16 8.62
1 (6.71-7.65) 1 (8.07-9.23)
15.3 17.2 IF 18.9
(13.8-16.7) (15.3-19.0) (16.6-21.0)
20-day 8.04
(7.59-8.53)
9.49 11.2
(8.97-10.1) 1 (10.6-11.9)
12.6
1 (11.9-13.4)
14.6
1 (13.6-15.5)
16.1
1
17.7
1 (16.3-19.0)
19.3 21.5 23.2
1 (17.6-20.9) (19.3-23.5) (20.6-25.6)
15.2
(14.3-16.1)
17.3
(16.2-18.4)
18.9
(17.6-20.2)
20.5
1 (19.0-22.0)
30-day 9.89
(9.35-10.5)
11.7 13.6
(11.0-12.4) (12.9-14.5)
22.1 24.3 26.0
(20.3-23.9) (22.0-26.4) (23.3-28.5)
45-day 12.5
(11.8-13.1)
14.6 16.8
(13.8-15.4) (15.9-17.7)
18.5
(17.5-19.5)
20.8
(19.6-22.0)
22.5
(21.1-23.9)
24.3
(22.6-25.9)
26.0 28.3 30.0
(24.1-27.9) (25.9-30.7) ( 27.3-32.8)
60-day 14.8
(14.1-15.6)
17.3 19.8
(16.5-18.2) (18.8-20.8)
21.6
(20.5-22.8)
24.1
(22.8-25.4)
25.9
(24.4-27.4)
27.7
(26.0-29.4)
-29.-4-1 31.7 33.3
(27.4-31.4) (29.3-34.0) (30.6-36.0)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP 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=36.2092&Ion=-81.7740&data=depth&units=english&series=pds 1 /4

11/10/21, 2:03 PM Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version "f
3
' Location name: Banner Elk, North Carolina, USA*
Latitude: 36.20920, Longitude:-81.7740
Elevation: 2671.84 ft**
* source: ESRI Maps A
** source: LISGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Average recurrence interval (years)
1
2
5
10
25
50 100 200 500 1000
4.52
5.40
6.29
7.02
8.00
8.76 9.56 10.4 11.5 12.5
5-min
(4.14-4.96)
1 (4.96-5.93)
1 (5.75-6.90)
1 (6.40-7.70)
1 (7.20-8.82)
1 (7.80-9.71) 1 (8.40-10.7) 1 (8.96-11.7) 1 (9.70-13.2) 1 (10.3-14.4)
10-min 3.61 4.31 5.03 5.62 6.37 6.98 ) 7.60 ) 8.24 9.11 9.81
(3.31-3.96) (3.97-4.73) (4.60-5.52) (5.11-6.16) (5.74-7.03) (6.21-7.73 (6.67-8.48 (7.11-9.28) (7.67-10.4) 1 (8.08-11.4)
4.74 5.39 5.89 6.40 6.93 7.64 8.21
(4.31-5.19) (4.85-5.94) (5.24-6.52) (5.62-7.14) (5.98-7.81) (6.43-8.74) (6.76-9.51)
3.43 3.99 4.44 4.90 5.39 6.08 6.65
(3.12-3.76) (3.59-4.40) (3.95-4.91) (4.30-5.47) (4.65-6.08) (5.12-6.95) (5.47-7.70)
2.23 2.66 3.01 3.38 3.78 F 4.36 F 4.85
(2.03-2.45) 1 (2.39-2.93) 11 (2.68-3.33) 1 (2.96-3.77) 1 (3.26-4.26) 11 (3.67-4.99) 1 (3.99-5.62)
1.36 1.64 1.88 2.14 2.43 2.87 3.25
(1.23-1.49) 1 (1.47-1.80) 1 (1.66-2.07) 1 (1.87-2.38) 1 (2.08-2.73) (2.39-3.27) (2.66-3.76)
0.980 1.19 1.36 1.56 1.78 2.11 2.40
(0.893-1.08) 1 (1.07-1.31) 11 (1.21-1.51) 11 (1.36-1.74) (1.52-2.01) (1.76-2.42) (1.96-2.80)
6-hr 0.361 0.439 0.539 0.623 0.746 ) 0.852 ) 0.966 1.10 1.29 1.46
(0.334-0.392) (0.405-0.479) (0.496-0.589) (0.570-0.680) (0.676-0.818 (0.763-0.939 (0.853-1.08) (0.950-1.23) 1 (1.09-1.48) 1 (1.21-1.70)
12-hr
24-hr
0.516 0.574 IF 0.638 0.730 0.813
(0.465-0.568) (0.512-0.638) (0.560-0.715) (0.628-0.830) (0.688-0.935)
04-0. 03-0. 05-0. 03-0. 01-0.
(0.314-0.383) (0.353-0.438) (0.395-0.500) (0.453-0.592) (0.501-0.672)
2-day 0.084 0.101 0.127 0.149 0.181 0.207 0.237 0.269 0.316 0.356
(0.077-0.091) (0.093-0.110) (0.117-0.138) (0.137-0.162) (0.165-0.197) (0.187-0.227) (0.211-0.261) (0.236-0.299) (0.271-0.356) (0.300-0.406)
E-day 0.060 0.072 0.090 0.105 0.126 0.144 0.163 0.184 0.215 0.241
(0.055-0.065) (0.067-0.078) (0.083-0.097) (0.096-0.114) (0.115-0.137) (0.130-0.157) (0.146-0.180) (0.162-0.204) (0.185-0.241) (0.204-0.274)
4-day7 0.048 0.057 0.071 0.083 0.099 0.112 0.126 0.142 0.164 0.183
(0.044-0.052) (0.053-0.062) (0.066-0.077) (0.076-0.089) (0.090-0.107) (0.102-0.122) (0.114-0.139) (0.126-0.157) (0.143-0.183) (0.157-0.207)
7-day 0.031 0.037 0.046 0.053 0.062 0.070 0.079 0.087 0.100 0.110
(0.029-0.034) (0.035-0.040) (0.043-0.049) (0.049-0.057) (0.058-0.067) (0.064-0.076) (0.071-0.086) (0.078-0.097) (0.088-0.112) (0.095-0.125)
10-day 0.025 0.030 0.036 0.041 0.047 0.053 0.058 0.064 0.072 F 0.079
(0.023-0.027) (0.028-0.032) (0.034-0.038) (0.038-0.044) (0.044-0.051) (0.049-0.057) (0.053-0.063) (0.058-0.070) (0.064-0.079) (0.069-0.088)
20-day 0.017 0.020 0.023 0.026 0.030 0.034 0.037 0.040 0.045 0.048
(0.016-0.018) (0.019-0.021) (0.022-0.025) (0.025-0.028) (0.028-0.032) (0.031-0.036), (0.034-0.040) (0.037-0.043) (0.040-0.049) (0.043-0.053)
P�-d�ay 0.014 0.016 0.019 0.021 0.024 0.026 0.028 0.031 0.034 F 0.036
(0.013-0.015) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.022-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.031-0.037) (0.032-0.040)
45-day 0.012 0.013 0.016 0.017 0.019 0.021 0.022 0.024 0.026 0.028
(0.011-0.012) (0.013-0.014) (0.015-0.016) (0.016-0.018) (0.018-0.020) (0.020-0.022) (0.021-0.024) (0.022-0.026) (0.024-0.028) (0.025-0.030)
60-day (0.010-0 011)(0.011-0 013) (0.01 -0 014) (0.014-0 016)(0.016-0 018) (0.017--0 019) (0.018-0 020)(0.019-0 022) (0.020-0 024) (0.021--0 025)
0.233
0.283
0.345
0.393
0.461
(0.216-0.253)
(0.262-0.308)
(0.318-0.375)
(0.361-0.429)
(0.420-0.505)
0.139
0.168
0.213
0.250
0.303
(0.128-0.151)
(0.155-0.183)
(0.197-0.233)
(0.229-0.273)
(0.276-0.332)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
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=36.2092&Ion=-81.7740&data=intensity&units=english&series=pds 1 /4