SW1240604_Design Calculations_20241024

HYDROLOGY AND EROSION CONTROL STUDY
FOR
Workforce Outdoor Training Site
1684 Jones Cove Road
Clyde, NC 28721
PIN 836-08-8403
CDC project No. 22414
OWNER
Haywood Community College, TRS
185 Freedlander Drive
Clyde,NC 28721
Contact: Brek Lanning, A.I.A.
[phone]
ENGINEER
D. Harry Luzius Jr., PE
,z g•- ° c°i ;•000/ -_,
°a / AL / ° -
01 102 -
=_,c9%I* e#0A0-i_
Date: October 23, 2024
Revised:
Civil
Design
Conepts,PA
168 Patton Avenue,Asheville,NC 28801
828-252-5388
NCBELS License#: C-2184

TABLE OF CONTENTS
ITEM/DESCRIPTION
1. Project Narrative
2. SCM Drainage Area Map
3. Impervious Calculations
4. Water Quality Calculations
5. HydroCAD Report
6. Outlet Protection
7. Figures
7.1 USGS Quadrangle
7.2 NRCS Soil Report
7.3 NOAA Rainfall Data
7.4 FEMA Firm Map
7.5 Geotechnical Report
8. Deed
Appendix A—Wetland Delineation
Appendix B—Pre-Existing Impervious Area Map

Project Narrative

1.0 INTRODUCTION
The proposed project involves the development of an outdoor training site, Haywood Community
College, at the location 1684 Jones Cove Road, Clyde NC 28721. The proposed project site is adjacent
to Haywood Community College. The site is currently partially developed and consists of gravel roads,
sheds, abandoned residence, wooded areas, and an open grass covered field. The proposed project
development includes a new building, new driveway and parking facilities, new CDL Training Facility,
and associated utility infrastructure including stormwater, sanitary sewer, and water. Stormwater runoff
on this site drains from the Southeast to the Northwest. No portion of the project area lies within the
100-yr FEMA floodplain. Soils on this site are classified predominantly as hydrologic soil group B.
Please refer to the project plans for more information on the existing conditions and proposed
improvements.
2.0 STORMWATER
Stormwater runoff from the proposed development will be captured by permanent drainage ditches, and
catch basins, including curb inlets, trench drain inlet, grate inlets, and open throat inlets, and conveyed
through a permanent HDPE storm pipe network to an onsite Sand Filter system. Permanent drainage
ditches above the cut slopes convey runoff from undisturbed portions of the site to an HDPE storm pipe
system which bypasses the sand filter and discharges onsite in the direction of an existing stream.
The rules require treatment of the runoff generated from a one-inch rainfall event over the net increase
in impervious surface. The Sand Filter system has been designed to treat the runoff generated from the
1" storm event over an area greater than the net increase in impervious surface for water quality volume
in accordance with the North Carolina Department of Environmental Quality(NCDEQ) stormwater
design manual, and to; 1) route 100% of the 1-year required storm volume through the slow release
outlet, and 2) convey the 50-year storm without overtopping the Sand Filter. Detention of the 1-year
storm controls the sizing of the sand filters. All calculations presented for the Sand Filter system are
representative of the maximum impervious surface allowable within their drainage areas while still
meeting 1" storm treatment and 50-year storm conveyance requirements.

SCM Drainage Area Map

SPROPOSED SAND FILTER "A"
NO111d DRAINAGE AREA = 0.61 AC
0 100
/ NN \ CATCHMENT 'Al'
f AREA = 0.37 AC
1 r /;
�.�
fit-- . tt.,--,. \ �N v,\ lklik t. ''
(BYPASS)° v,, t 11141 '''- *
---�.y � �� �� � ��� � CATCHMENT 'BA3'
4, Apr . -------.--::;,------.7.-Y-5-TgP,00kt � _ AREA = 0.57 AC
\!"-...- .N.'...*` LI I ri k i /'-- L k--
N.,, \ . m\11.,,mk -__-
r �` ALA l LL1 z-
o, ,8k. �\ ,' t LL 1LiiI+ITI LLvi _
CATCHMENT 'A3' �e CATCHMENT 'A2' �� / wr le' ) t' ,�
AREA = 0.8 AC o / ,f- NW ' AREA = 1.25 AC / ♦, _! h I /� i_`,-\,
//7
ii* . vol ,.., 0,,
�� 111 , 4\ ,l / ih f "`�'7i r(j �` \� A\/ 101 „ I i.:1,'(iL,,,zi/42,k,t),_,4'/L4:qiAti iLyik$4:://L'111: ,\2\:�w�\�A\
,��1! �� / 11 //011//„' , / r� _, y .vv„vv
�� l `� �"�7/if��tI/ LJ s.' LLL
IMPERVIOUS BYPASS AREA Q ti �, � f=y/,4 /t. L��L ivv`w v vvAREA = 4,308 SF Z� tits �� ��� l���u -� ��; ��v� ���� w���� � � � .�������� � � u /'K� � J � vvvvvv vv�v��y ,� � �� 1 :4 ',;iii riL\ , ,44 ; vvv\vvvv\vv vv vw �`
�,G e� � �ti '�4 7 I.'4,,„thi7LLFL
Li([LLL1r{+ct �1 �L(-L ��\\\\ �A AV° 1V A 1)\�VAL \VA
® ,400 i �5�." CATCHMENT 'A4' .Y�lll IILL'I v \v \ l',Ikv w vww. ,�` — �����•�.��� � �� ��' � I �`` vvv> I1 v vv vvv/ / o _,I �,S 9 AREA = 1.42 AC �i. �`i i� l� ILLv u� LL�` �vvvv�vvvvvvLLLLL% � o�� ,� 1�, �. �� ' r,, i ._:L1 , _,,i 1 \\ vAI vv,0 v
/ L,,LL� ) ��`�' , '��•������ �1 �� �i Y/ w LV+LL 1 L1L L � A v A c I,�V A V1
/ / LLLL LLl L-�� ,,.� �i1���,�✓�✓ tee==-_��®� 1' �j '1� r K2,1 )1144[� 4L4[LL Avvv v w�
/ v ►' 'A, _attgi���� �f W �� ��T u \ ��� 4 �4�j4�)12 v- Vv v`vv�`v�IvlI�II,
1171 %��` ��� � ». ��� , Vi t `�l 4r1 1"1- I 7,_,, ,, �4 A v v vv ,`,v Iv, II
i / l/�i' L- Lk '1'''S.�,,4����✓/ �/mow �� ����,�� �� � ���-®;.,V7, �� 't 1LL `T `t���� I � VA�� 2kA , \ k 111
LLLLL b�L LL -LLLLL\\\ ~� LLLL:=x� ��ti: __�'�- ' ,_ 5 � �� ��LLI II/ L 1114 Hr u�LL , \\1l/\\II
I- L A) swgl ,/i =' &_�� �- __ L \LN - I L1 L L'2L --, \\\) \\ �11\I I)111
/ / i LLLLL LrLLLLLLLL ,1-, LLLLLLL .-- - -- -- / u_ip11104_,a1 L L, L 4 LL `. \1 \ L\/ LL.LLLLLLLLLL .,_?'/ L LLLLL'�'` _R=ram_— _`- � 4 1 4,LIT tm pL ( { , I I L,L � \\\\\\\ �1 10 1
i v�i L ,LLLLL �., �% =�_ �— �-" 1 1
___--_�_ ____,� °'��, �� „4L v _rL v ,vvv L0 vv
■ 1.1111i6LLLLL®LLLLLLL '`° - a.=_= Lt IL LLLL �_,- v vv v11 v1\N.L� L L �-'/ LLLLLL -� - L I Iy� I��l I L
/' 11(
LLLLLLL LLLL LLL L LLL LLLLLLLL LL `�� .ill �K_ '- L �_ I_1' i)%,\ITL U LL L(L -LL17.MO, \\\�\\1j��t111121�1
��� LLLLLLLLL LLLLL \�v v A �II I
►ki LLII►, •• ur�►J\4i,LL CATCHMENT 'BC2' �� s =� L � L-� CATCHMENT 'BB2' (BYPASS w vvvv vllvwvv„Ilv��v1�
LL LL�l LL L LLL iL A AREA = 2.39 A C Li v v 11 I I�
��■■ 1 ��� ���►L, BYPASS LLLL L�LLL�L L-_,---it Y i� `° \ A A IV\ V�
� � �\\11AA1Alltlll�l/11
LLLL LLL-CLL-L - �L —iL v v v >}I t
AREA = 0.50 AC Lb". LLB ��I y LL / I I I L L 't v`v`. vv ICi it"uP 1 LLLL VL
LLLLLILLLLrLLLL t;LJLLL ,Ly�LLLLLLsC�L LLL, •-Y�t t LLL�L ' �k�� �L�L�'C�-L�-C LYL� / �V� 7L�t�� �r►-`VA v�A 1�11\\�\IA�1A111\
LLLLLLLLLLL,�LLL I. LLLL LLLL LL.' LLLLLLLL L''arr LrrI L -F-r-L. .a 11-44�L L' L Lam` A \\AI I\ 1 A\\\1
LLLLLLLLLL LLI�LLL�LL�LLh LLLLLL L LL L - LLLLLL L LLL t L �� Y, L L r + �rL �L7V� L• v v� 41 1Akkl, kw1V�V'
L111i11®■1II I1kb 11 ki: kip i4 �i - LL LL;LLL LIHEI —L-i L &! P s --t_L -L / f-L -;,wv��1 1�1i,vvvy
LLLLLLLL �A l A4vA 1\wvvA
LLLLLLLLLLLL LL LL� L N LLLL ' LLLLL CL� LLB 'k L ��r L LC r �� L� / N1 L�L/ 'L I�L t,,v Nvw v�
LLLLLLLLLLL L LI* L L, _ // i�` k\\\1\\\\l�1\11q
LLLLLLLLLLL LLLLLLLL LLLL,+ -L-t�t'k � ,,,L__L� �L aCL' CL L � �� �� AwvAvvv���vti
LLLLLLLLLLLLLLLLLLLLLLL L LLLLLLLLLLLL .- $ i L - L-C��L� X0( L v z �.- vvMy V\v 7y,'
LLLLLLLLLLLLLLLLLLLLLLLLL L LfL LLLLLLLLLLL,LLfL1LfL_ Iy� .tramli r�L \vv'`� v� � `v
LLLLLLLLLLLLLLLLLLLLLLLLLLLLL ILL,�LLLLLLLLLLLLLL_LLrL L�L 1sl L�LiL LL �- LL �N L%4�L ����vvVv�\w v��\v�1��
LLLLLLLLLLLLLLLLLLLLLLLLy IL LLLLLL 4-I LL L LLLL LLLLL LLLLL s-vvv vvvv
4� Lr LLy1 l � 4L 4 LP� L�L v LLLr L�� LLB/�,ALL LL vy v"vvv/
LLLLLLLLLLLLLLLLLLLLLLLL L,LL/ L�LLLLLL ' L_L h� LLLL14 LLLL W I -LL L_ '1-r �s1 L L L-LG vvA A v V�vVA
LLLLLLLLLLLLLLLLLLLLLLLLLL Llt�Lyyay hi-LLLLL_ LI t I- LLLL a LLLLL$,Lu_LL'LLL- ._LLL,_ L ! L ,t_-.�v;�v�,,,, \
LLLLLLLLLLLLLLLLLLLLLLLLLLLLLs 4,1,�LL¢L�.1, // 11�LfLLLL L LLLLLLLLLLLL-LLLLLLLLLLLLL 1 1 s LLL,L.\ 0\\\\\\�\� WORKFORCE OUTDOOR
LLLLLLLLLLLLLLLLL' 'LLL-LG .- Lk.LLLLLLL LLLLLLLLLLL _ 14•L'LL1' \-\_yy 4�
-L ��LL A �V �
CATCHMENT 'BC1' BYPASS LLLL L L LLLL LLLLLLLLLL ��v ` �`�"`
�������������� , _LLLLLL L LLLL LLLL/LIL LIk ,k�vvvv;`
LLLLLLLLLLL .LLLLLL / LLLL LLL .L-�-�-,\����'
AREA = 2.66 AC �� o����
LLLLLLLL -LLLLL � �' 'LL LLL, ,--��Ap� w
LLLLLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLLLL * ��v
LLLLLLLLLLLLLLLLLLLLLLLLLLLLL LLL ,, TRAINING SITE
m pllly LL LLLLLLLLLLLLLLLLLLLLLLLL ILL 'LLLLLLLLLLLLLLLLLLLL LL -o „
LLLLLLLLLLLLLL Li STORM STRUCTURE
, LLLLLL �_
c1v
-_ CATCHMENTS MAP
Design
11
Concepts,PA OCTOBER 2024
NCBELS#: C-2184

Impervious Calculations

WORKFORCE OUTDOOR TRAINING SITE
CDC Project No.: 22414
CDC Civil
Design
Concepts PA
IMPERVIOUS CALCULATIONS
ONSITE PROPERTY
Pre-Development Post Development
Area Type
(SF) (SF)
Grass, Woods 479,580 360,995
Total Pervious: 479,580 360,995
Pavement 1,262 121,206
Building 3,981 943
Sheds 0 0
Sidewalk 0 1,170
Other 0 509
Total Impervious: 5,243 123,828
% Impervious: 1.1% 25.5%
Total Area: I 484,823 I 484,823
Issued 10/23/2024

Water Quality Calculations

DC WORKFORCE OUTDOOR TRAINING SITE
Concepts,cpA
CDC Project No.: 22414
WATER QUALITY CALCULATIONS
BASIN INFORMATION
SCM ID Sand Filter A
Drainage Area(A) 4.47 acres
Impervious Area 2.84 acres
Percent Impervious (IA) 63.5%
Run-off coefficient(Rv) 0.62 Rv = 0.05 +0.9(IA)
WATER QUALITY VOLUME
Design Storm Depth(RD) 1 inches
Calculated Volume (CV) 10090 cu ft CV= 3630 * RD * Rv * A
Sand Filter Design Volume (DI 7567 cu ft DV= CV * 0.75
WQV met @ elev 2627.1
SAND FILTER
SCM CONFIGURATION
Ponding Depth 60 inches Maximum Depth= 6'
Design Ponding Area 1513 sq ft DA=DV/Pond Depth * 12
Pond Area Provided 6007 sq ft From HydroCAD Report
Volume provided(V) 16,943 cu ft From HydroCAD Report @ Ponding Depth
Media Depth 18 inches
Media Infiltration Rate 2 in/hr Estimated Rate
Drawdown Time (T) 9 hours Maximum of 2 Days
UNDERDRAIN SIZE
Underdrain Flow Rate 0.523 cu ft/s Rate =V/(T * 3600)
Design Flow Rate (Q) 5.229 cu ft/s Factor of Safety= 10
Manning's Roughness (n) 0.012 Perforated P\
Minimum Pipe Diameter(D) 2.70 inches Minimum Slope of 0.5%
Pipe Diameter Selected 6.0 inch Minimum Diameter=4"
Number of Pipes Required 1 See Note Below
Notes:
Number of pipes from NCDEQ Stormwater Design Manual section A-4 Table 1 & 2
Issued 10/23/2024

SCM HydroCAD Report

(18S (19S
Post ev A BYP SS
/17P\ > 16L
Sand Filter Total 2
Subcat Reach "on.
Routing Diagram for 2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SIT E
Prepared by Civil Design Concepts, Printed 8/21/2024
HydroCAD®10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SITE
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 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 yr. Type II 24-hr Default 24.00 1 2.49 2
2 10 yr. Type II 24-hr Default 24.00 1 4.19 2
3 25 yr. Type II 24-hr Default 24.00 1 4.92 2
4 50 yr. Type II 24-hr Default 24.00 1 5.51 2

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 3
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment18S: Post Dev A Runoff Area=193,581 sf 61.76% Impervious Runoff Depth=1.11"
Tc=5.0 min CN=84 Runoff=8.88 cfs 0.410 af
Subcatchment19S: BYPASS Runoff Area=290,807 sf 1.61% Impervious Runoff Depth=0.13"
Tc=5.0 min CN=58 Runoff=0.34 cfs 0.073 af
Pond 17P: Sand Filter Peak Elev=2,627.03' Storage=7,329 cf Inflow=8.88 cfs 0.410 af
Primary=0.57 cfs 0.411 af Secondary=0.00 cfs 0.000 af Outflow=0.57 cfs 0.411 af
Link 16L: Total 2 Inflow=0.91 cfs 0.483 of
Primary=0.91 cfs 0.483 af
Total Runoff Area = 11.120 ac Runoff Volume = 0.483 af Average Runoff Depth = 0.52"
74.35% Pervious = 8.268 ac 25.65% Impervious = 2.852 ac

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 18S: Post Dev A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.88 cfs @ 11.96 hrs, Volume= 0.410 af, Depth= 1.11"
Routed to Pond 17P : Sand Filter
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr. Rainfall=2.49"
Area (sf) CN Description
119,552 98 Paved parking, HSG B
70,631 61 >75% Grass cover, Good, HSG B
3,398 55 Woods, Good, HSG B
193,581 84 Weighted Average
74,029 38.24% Pervious Area
119,552 61.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18S: Post Dev A
Hydrograph
1 1 1 1 I I 1 1
I I 1 1 1 I I 1 1 ■Runoff
9, 8.88 cfs I 1 1 1 I I 1 1
1 1 1 1 1 1 1 I Type III 24-h r _
8 / I I I I I I I I 1 1 yr1 IainfaIIT2.;491;;'
7- I II I I I I ' Runoff Are1a=193,581 f
I 1 I I 1 I I 1 I I I I I I I I I 1 1
6- I I I 1 RunofflVolume=OAIO of -
y - 1 1 1 1 1 1 1 uingff 11DepthA.I 111' -
5� I I I I I I I I ,,� 10 ,
o I / T{
_ I I I I I I I I I I 1 1 I 1 1 5. mitt -
4L/ 1 1 I I 1 I I 1 1 I 1 I C 8 4
- VV►► 4 I I I I I I I I I I I I I I
3:- 1 1 ' 1 1 1 1 1 1 1 1 1
_ 1 1 1 1
2� 1 / ' I 1 1
1=v I 0 I I I I I I
0-,l � ��//// , ,lll ' ��/l�/ll�// G
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 19S: BYPASS
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.34 cfs @ 12.04 hrs, Volume= 0.073 af, Depth= 0.13"
Routed to Link 16L : Total 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr. Rainfall=2.49"
Area (sf) CN Description
134,612 61 >75% Grass cover, Good, HSG B
151,502 55 Woods, Good, HSG B
4,693 98 Paved parking, HSG B
290,807 58 Weighted Average
286,114 98.39% Pervious Area
4,693 1.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: BYPASS
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I
1 1 1 I 1 1 I I 1 1 I I I I I I I I I I I I ■Runoff
0.367" 1 34 11 1 I 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1
0.34� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Type h124 hrr
0.327
T TT T I TT T T I T I, TpTI T FTn
0.3 1 1 T I T T 1 T 1 T T 1 T I TI`7-'IyAciuIH9 7L•iriuT
0 26 1- I- T -I- T T - I- T -I- T -I - T 7Rt nbfff Arend29O 8O/ §f
I— T —I— TT — I— T —I— T -I — I T I— T 1 rF — I— T I T rT -
0.24-i/ / - T 1 T T 1 T T F T R-unof IVoIume=0O73 af-
y 0.22 I -r 1 T T 1 T 4 F 1 rt -1-
- ���{�rt MTh 1 Tip
0.2 - rt -1- H - I- rt -I- fi H - I- -h - u�"'F" 1��PT�`f'��Q• -
0 0.18 / ± I I- I T I T T T I T 1 � � I C-S.ly Ian
LL 0.16 1 + 1 TT 1 + 1 + H I + 1 1 HA I ± -�+IA-'� T
0.14� , 1 + 1 TT I T 1 TH 14 1 T 1 H4 - I- CW�
0.127' / 1- F -1- # F - I- F -1- F F - I- 4 -1- F -I - I- 4 - I- F -1 - F F —
1- -1- - 1- ± -1- - 1- 4 -1- -1 - - 4 - 1- -1 - � � —
0.06 % FIFFHFFFFJIFHFFFIFF
0.044-/ 1 _1 - - 1- 1 -1- - I- 4 -1- L -1 - I- - I- L -1 - L -
0.02
0 10 20 30 40 50 60 70 80 90 100 110 120 130' 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 6
Summary for Pond 17P: Sand Filter
[44] Hint: Outlet device#2 is below defined storage
[85] Warning: Oscillations may require smaller dt or Finer Routing (severity=36)
Inflow Area = 4.444 ac, 61.76% Impervious, Inflow Depth = 1.11" for 1 yr. event
Inflow = 8.88 cfs @ 11.96 hrs, Volume= 0.410 af
Outflow = 0.57 cfs @ 11.60 hrs, Volume= 0.411 af, Atten= 94%, Lag= 0.0 min
Primary = 0.57 cfs @ 11.60 hrs, Volume= 0.411 af
Routed to Link 16L : Total 2
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 16L : Total 2
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 2,627.03'@ 12.82 hrs Surf.Area= 3,806 sf Storage= 7,329 cf
Plug-Flow detention time=(not calculated: outflow precedes inflow)
Center-of-Mass det. time= 109.0 min ( 946.4 - 837.5 )
Volume Invert Avail.Storage Storage Description
#1 2,622.50' 31,382 cf Custom Stage Data (Irregular)Listed below(Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) _ (feet) (%) (cubic-feet) (cubic-feet) (sq-ft)
2,622.50 376 103.0 0.0 0 0 376
2,622.51 376 103.0 40.0 2 2 377
2,623.99 376 103.0 40.0 223 224 529
2,624.00 1,052 248.0 100.0 7 231 4,580
2,625.00 1,852 285.0 100.0 1,433 1,664 6,171
2,626.00 2,763 322.0 100.0 2,292 3,957 7,984
2,627.00 3,775 350.0 100.0 3,256 7,212 9,519
2,628.00 4,860 373.0 100.0 4,306 11,519 10,891
2,629.00 6,009 392.0 100.0 5,424 16,943 12,109
2,630.00 7,214 411.0 100.0 6,602 23,545 13,388
2,631.00 8,476 430.0 100.0 7,837 31,382 14,727
Device Routing Invert Outlet Devices
#1 Primary 2,622.00' 24.0" Round Culvert
L= 56.2' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,622.00'/2,618.80' S= 0.0569 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf
#2 Device 1 2,622.00' 0.568 cfs Underdrain Flow
#3 Device 1 2,629.00' 48.0" x 48.0" Horiz. Open Top C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,629.50' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 10.00 19.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 7
Primary OutFlow Max=0.57 cfs @ 11.60 hrs HW=2,622.53' (Free Discharge)
4-1=Culvert (Passes 0.57 cfs of 1.63 cfs potential flow)
-2=Underdrain Flow (Constant Controls 0.57 cfs)
3=Open Top ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=2,622.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 17P: Sand Filter
Hydrograph
I l I l I II II III l
I III II III II III I ■Inflow
a as cfs INOutflow
M Prima
Inflow ,Area--4..4441ac - :Se ondary
97 / z Ili -1
8� Stb1 e71 3La7�if
1 1 1 I 1 IIQ-I 1
7L: / I _I - I- LL -I - I- L _L -I - - LL -1- I_ 1J -1- L _
- / 1 1 1 1 1 1 1 1 1I I I I I I I
6L/
3 - / + -1 - 1- 1- + -1 - 1- + -1 -1 - - t -4 -1- - + H -1- f- -
" / I I I I I I I I II I I I I I I
51-/
a it 1 1 i 1 1 1 1 1 1 1 1 1 1 I I I I I I
4� / / - II III I I I I I III -
- / /1 II III III III II I II III
3 / / / I- 1 1 I- 4 1 1 1- 4 1 1 1- -1 1 4 -4 1 I -k4 1 1- -
. / /
1 11 I I I I I I I I I I I I I I I I I I
21-/
/ 0.57 cfs
0.57 cfs 7 ����������������������������������������������������������������������������������
0.00 cfs // ��/�/�/�/�/�/�/��/�/��� �/
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150'160'170' 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 8
Stage-Discharge for Pond 17P: Sand Filter
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
2,622.50 0.00 0.00 0.00 2,627.70 0.57 0.57 0.00
2,622.60 0.57 0.57 0.00 2,627.80 0.57 0.57 0.00
2,622.70 0.57 0.57 0.00 2,627.90 0.57 0.57 0.00
2,622.80 0.57 0.57 0.00 2,628.00 0.57 0.57 0.00
2,622.90 0.57 0.57 0.00 2,628.10 0.57 0.57 0.00
2,623.00 0.57 0.57 0.00 2,628.20 0.57 0.57 0.00
2,623.10 0.57 0.57 0.00 2,628.30 0.57 0.57 0.00
2,623.20 0.57 0.57 0.00 2,628.40 0.57 0.57 0.00
2,623.30 0.57 0.57 0.00 2,628.50 0.57 0.57 0.00
2,623.40 0.57 0.57 0.00 2,628.60 0.57 0.57 0.00
2,623.50 0.57 0.57 0.00 2,628.70 0.57 0.57 0.00
2,623.60 0.57 0.57 0.00 2,628.80 0.57 0.57 0.00
2,623.70 0.57 0.57 0.00 2,628.90 0.57 0.57 0.00
2,623.80 0.57 0.57 0.00 2,629.00 0.57 0.57 0.00
2,623.90 0.57 0.57 0.00 2,629.10 2.22 2.22 0.00
2,624.00 0.57 0.57 0.00 2,629.20 5.25 5.25 0.00
2,624.10 0.57 0.57 0.00 2,629.30 9.17 9.17 0.00
2,624.20 0.57 0.57 0.00 2,629.40 13.80 13.80 0.00
2,624.30 0.57 0.57 0.00 2,629.50 19.07 19.07 0.00
2,624.40 0.57 0.57 0.00 2,629.60 25.94 24.88 1.06
2,624.50 0.57 0.57 0.00 2,629.70 34.28 31.21 3.07
2,624.60 0.57 0.57 0.00 2,629.80 43.77 38.01 5.77
2,624.70 0.57 0.57 0.00 2,629.90 48.82 39.73 9.08
2,624.80 0.57 0.57 0.00 2,630.00 52.99 40.02 12.97
2,624.90 0.57 0.57 0.00 2,630.10 57.72 40.31 17.41
2,625.00 0.57 0.57 0.00 2,630.20 62.99 40.59 22.40
2,625.10 0.57 0.57 0.00 2,630.30 68.80 40.87 27.93
2,625.20 0.57 0.57 0.00 2,630.40 75.15 41.15 34.00
2,625.30 0.57 0.57 0.00 2,630.50 82.04 41.43 40.61
2,625.40 0.57 0.57 0.00 2,630.60 89.46 41.70 47.76
2,625.50 0.57 0.57 0.00 2,630.70 97.42 41.97 55.45
2,625.60 0.57 0.57 0.00 2,630.80 105.93 42.25 63.69
2,625.70 0.57 0.57 0.00 2,630.90 115.00 42.52 72.48
2,625.80 0.57 0.57 0.00 2,631.00 124.61 42.78 81.83
2,625.90 0.57 0.57 0.00
2,626.00 0.57 0.57 0.00
2,626.10 0.57 0.57 0.00
2,626.20 0.57 0.57 0.00
2,626.30 0.57 0.57 0.00
2,626.40 0.57 0.57 0.00
2,626.50 0.57 0.57 0.00
2,626.60 0.57 0.57 0.00
2,626.70 0.57 0.57 0.00
2,626.80 0.57 0.57 0.00
2,626.90 0.57 0.57 0.00
2,627.00 0.57 0.57 0.00
2,627.10 0.57 0.57 0.00
2,627.20 0.57 0.57 0.00
2,627.30 0.57 0.57 0.00
2,627.40 0.57 0.57 0.00
2,627.50 0.57 0.57 0.00
2,627.60 0.57 0.57 0.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 9
Stage-Area-Storage for Pond 17P: Sand Filter
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
2,622.50 376 0 2,627.70 4,520 10,112
2,622.60 376 15 2,627.80 4,632 10,569
2,622.70 376 30 2,627.90 4,745 11,038
2,622.80 376 45 2,628.00 4,860 11,519
2,622.90 376 60 2,628.10 4,969 12,010
2,623.00 376 75 2,628.20 5,080 12,512
2,623.10 376 90 2,628.30 5,192 13,026
2,623.20 376 105 2,628.40 5,305 13,551
2,623.30 376 120 2,628.50 5,419 14,087
2,623.40 376 135 2,628.60 5,535 14,635
2,623.50 376 150 2,628.70 5,652 15,194
2,623.60 376 165 2,628.80 5,769 15,765
2,623.70 376 180 2,628.90 5,889 16,348
2,623.80 376 196 2,629.00 6,009 16,943
2,623.90 376 211 2,629.10 6,125 17,550
2,624.00 1,052 231 2,629.20 6,241 18,168
2,624.10 1,122 340 2,629.30 6,359 18,798
2,624.20 1,194 455 ' 2,629.40 6,478 19,440
2,624.30 1,268 579 2,629.50 6,598 20,093
2,624.40 1,345 709 2,629.60 6,719 20,759
2,624.50 1,424 848 2,629.70 6,841 21,437
2,624.60 1,505 994 2,629.80 6,964 22,127
2,624.70 1,588 1,149 2,629.90 7,089 22,830
2,624.80 1,674 1,312 2,630.00 7,214 23,545
2,624.90 1,762 1,484 2,630.10 7,336 24,273
2,625.00 1,852 1,664 2,630.20 7,458 25,012
2,625.10 1,935 1,854 2,630.30 7,582 25,764
2,625.20 2,020 2,051 2,630.40 7,707 26,529
2,625.30 2,106 2,258 2,630.50 7,832 27,306
2,625.40 2,195 2,473 2,630.60 7,959 28,095
2,625.50 2,285 2,697 2,630.70 8,087 28,898
2,625.60 2,377 2,930 2,630.80 8,215 29,713
2,625.70 2,471 3,172 2,630.90 8,345 30,541
2,625.80 2,566 3,424 2,631.00 8,476 31,382
2,625.90 2,664 3,685
2,626.00 2,763 3,957
2,626.10 2,857 4,238
2,626.20 2,953 4,528
2,626.30 3,050 4,828
2,626.40 3,149 5,138
2,626.50 3,249 5,458
2,626.60 3,351 5,788
2,626.70 3,455 6,128
2,626.80 3,560 6,479
2,626.90 3,667 6,840
2,627.00 3,775 7,212
2,627.10 3,877 7,595
2,627.20 3,981 7,988
2,627.30 4,086 8,391
2,627.40 4,193 8,805
2,627.50 4,300 9,230
2,627.60 4,410 9,665

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SlType 1124-hr 1 yr. Rainfall=2.49"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 10
Summary for Link 16L: Total 2
Inflow Area = 11.120 ac, 25.65% Impervious, Inflow Depth = 0.52" for 1 yr. event
Inflow = 0.91 cfs @ 12.04 hrs, Volume= 0.483 af
Primary = 0.91 cfs @ 12.04 hrs, Volume= 0.483 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Link 16L: Total 2
Hydrograph
/ i — I— — —I — H — —I— — — — I— — — — H — —I— H — — I— + — —
❑ Inflow
1 I osi cfs I D Primary
1o.91 cfs r (Inflow Area=11 .120 ac
j%,
N
3 1
0
LL 1 1 1 1 1 1
I I I I I I I I
0 1 1
1 1
0 ,..
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 11
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment18S: Post Dev A Runoff Area=193,581 sf 61.76% Impervious Runoff Depth=2.54"
Tc=5.0 min CN=84 Runoff=19.98 cfs 0.940 af
Subcatchment19S: BYPASS Runoff Area=290,807 sf 1.61% Impervious Runoff Depth=0.75"
Tc=5.0 min CN=58 Runoff=8.00 cfs 0.419 af
Pond 17P: Sand Filter Peak Elev=2,629.11' Storage=17,619 cf Inflow=19.98 cfs 0.940 af
Primary=2.59 cfs 0.941 af Secondary=0.00 cfs 0.000 af Outflow=2.59 cfs 0.941 af
Link 16L: Total 2 Inflow=8.57 cfs 1.360 af
Primary=8.57 cfs 1.360 af
Total Runoff Area = 11.120 ac Runoff Volume = 1.359 af Average Runoff Depth = 1.47"
74.35% Pervious = 8.268 ac 25.65% Impervious = 2.852 ac

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 18S: Post Dev A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 19.98 cfs @ 11.96 hrs, Volume= 0.940 af, Depth= 2.54"
Routed to Pond 17P : Sand Filter
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr. Rainfall=4.19"
Area (sf) CN Description
119,552 98 Paved parking, HSG B
70,631 61 >75% Grass cover, Good, HSG B
3,398 55 Woods, Good, HSG B
193,581 84 Weighted Average
74,029 38.24% Pervious Area
119,552 61.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18S: Post Dev A
Hydrograph
221 - - t -I t 1 - 4- - - I- 4 -I fi -I- H 1 - 4- 4- - I- t -I t I - 4 - ■Runoff
21;/l 19.9acfs r I- 7 I T I 1- -II- 7 -I T 1 7 1 1 - I- T 1- r -11
204v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITyI elIi 24 -
18 / 1 1 1 1 1 1 1 1 1 1 1 1 1 u Iyrf tiNT 1 vl
16 - I- 4- -I- T -1 - 4- 4- - I- 7 -1 - 'Runoff Area19.,50 1_
15= - I- 4 -1- 4- -I - 4- 4- - I- 4 -I- 4- -In- 4- -1 - 4- 4- - I- 4 -I- ��-11�- 4- —
14 - 1- t -I- fi -1 - r - 1- rt -1- fi -IRUln-offs-VOIU- @.94Ocn -
y 134-/ I 7 1 T I 7 -1 1 7 I T -1-
_ 1 1 1 1 1 1 1 1 1 1 1 1 9f IO9M11-ri
114--
2 104/ , - I � .� �
94-/ L _I_ L -I - L J - I- L _1- L _I_ L -1 _ L 4 _ 1- L _1_ LA'-1 _Q wL -
84-/ I- 4 -1- T 1 4- - 1- 4 -1 T -1- 4- 1 4- 4 - 1- -k 1-����4 -
74v 1 - 1- + -1- H -1 - H H - I- 4 -1- + -1- H -1 - H H - 1- H -I- H -1 - H —
6� ; - - rt -1- 4 -I - 4- 4- - I- rt - - -r -1- fi -I - r rt - I- -r -1- -r -I - r -
5.
41
/ 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1
3 /
2 I 1 I I I I I I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 19S: BYPASS
[49] Hint: Tc<2dt may require smaller dt
Runoff = 8.00 cfs @ 11.98 hrs, Volume= 0.419 af, Depth= 0.75"
Routed to Link 16L : Total 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr. Rainfall=4.19"
Area (sf) CN Description
134,612 61 >75% Grass cover, Good, HSG B
151,502 55 Woods, Good, HSG B
4,693 98 Paved parking, HSG B
290,807 58 Weighted Average
286,114 98.39% Pervious Area
4,693 1.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: BYPASS
Hydrograph
I I
I I I ■Runoff
- 18.Oo cis I - I- rt _ _ -
8-v 1Type II 24-hr
1 1 - I 0 IVr Rainfall=4 191"
7� I I I I I I I I I I I I I ! I7 1 1' T I I
J I L _I _ 1_ _I_ J _1_ i _I Rhnioff-A'reIa=290_,8_07 f -
6 1 I 1 I I 1 I I I I I I 1 1 1
I I I Runoff 1 Volij me=0 19 of _
y 5—/ 1 1 1 1 1 1 1 1I 1I oun 1 ff IDe th-0./ 5"
/ I
0 4� I I I 1 1 1 1 1 1 Tc=5.0 mill
3. 1 C 58
- 1 1 1 1 1 1 1 1
/ — 1— rt — 1— -
2--/
- 1 1
1-v 1 1
(l/1ll/1l/ll/fill/%�/�//��//l//l��ll/��/ll/ll 'l�/ll//////////////l//��/�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 14
Summary for Pond 17P: Sand Filter
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 4.444 ac, 61.76% Impervious, Inflow Depth = 2.54" for 10 yr. event
Inflow = 19.98 cfs @ 11.96 hrs, Volume= 0.940 af
Outflow = 2.59 cfs @ 12.23 hrs, Volume= 0.941 af, Atten= 87%, Lag= 16.5 min
Primary = 2.59 cfs @ 12.23 hrs, Volume= 0.941 af
Routed to Link 16L : Total 2
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 16L : Total 2
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 2,629.11'@ 12.23 hrs Surf.Area= 6,138 sf Storage= 17,619 cf
Plug-Flow detention time=265.0 min calculated for 0.940 af(100% of inflow)
Center-of-Mass det. time=265.7 min ( 1,079.4 - 813.7 )
Volume Invert Avail.Storage Storage Description
#1 2,622.50' 31,382 cf Custom Stage Data (Irregular)Listed below(Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) _(feet) (%) (cubic-feet) (cubic-feet) Jsq-ft)
2,622.50 376 103.0 0.0 0 0 376
2,622.51 376 103.0 40.0 2 2 377
2,623.99 376 103.0 40.0 223 224 529
2,624.00 1,052 248.0 100.0 7 231 4,580
2,625.00 1,852 285.0 100.0 1,433 1,664 6,171
2,626.00 2,763 322.0 100.0 2,292 3,957 7,984
2,627.00 3,775 350.0 100.0 3,256 7,212 9,519
2,628.00 4,860 373.0 100.0 4,306 11,519 10,891
2,629.00 6,009 392.0 100.0 5,424 16,943 12,109
2,630.00 7,214 411.0 100.0 6,602 23,545 13,388
2,631.00 8,476 430.0 100.0 7,837 31,382 14,727
Device Routing Invert Outlet Devices
#1 Primary 2,622.00' 24.0" Round Culvert
L= 56.2' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,622.00'/2,618.80' S= 0.0569 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf
#2 Device 1 2,622.00' 0.568 cfs Underdrain Flow
#3 Device 1 2,629.00' 48.0" x 48.0" Horiz. Open Top C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,629.50' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 10.00 19.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 15
Primary OutFlow Max=2.49 cfs © 12.23 hrs HW=2,629.11' (Free Discharge)
4-1=Culvert (Passes 2.49 cfs of 37.39 cfs potential flow)
AL2=Underdrain Flow (Constant Controls 0.57 cfs)
3=Open Top (Weir Controls 1.93 cfs @ 1.09 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=2,622.50' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Pond 17P: Sand Filter
Hydrograph
/,- t -I -I- 4 4 -i - I- t 4 -I- I- + -i -I- r 4 -i - 1- '4 4 -1- I- 4 -
r - 1 1 L T I I T T 1 I T T I L T I I L 7 I I T - ■Inflow
9 96 cis] I �Outflow
22� / i / L -1 -1 L -I 1 1 T - 1 I- T �wwAr ea- `4 lac - ■Secondary
21_" i i / /- / -I -I- r r -I - I- -r r -1- 1- r - pq1- rt - I- v -
204 / i i i1 1 1 1 1 1 1 1 1 1 1 1 1 F" �I�- /r�l� I'1 1
18 / / -1 -1- L -I � � I- T � Sto�-a a-17, 61-9'-cf
174/ / zz _ -1 -1- rt -I - I- fit -1- l- tH -1- rt r 1 1- -P -1- 1- fi -
16=' " / / /1 I 1 I 1 I 1 I 1 1 I 1 I 1 I 1 I I 1 I 1 I 1
154-/ / / / iI 1 1 I_ _I 1 1 _L _I 1 1 _H _I 1 H T 1 1 I_ _I 1 1 H -
14 -/ ii / /
y 13� i i / ,-/ -1 -1- I- H -I - I- -FH -I- 1- + H -1- H -F -I - 1- 1- H -1- 1- -H -
o 12- / i i i1 I I I I I I I I I I I I I I I I I I I I I
• 11 -/ z i ' 1 L L I 1 L L 1_ 1 T J 1 L L 1 1 L H 1_ 1 L -
• 9� / i z /,- , -1- I- -I -1 - 1- t H -I- 1- + H -I- H H -I - 1- # 4 -I- 1- t -
84-/ / / / /I-/ 1 1 F 7 TI F IT T T FIT IT T T TIT F 7 TI T IT F 7 TIT IF T -
74/ 'I_ I 1 L L 1 1 L L 1 1 T _1 1 L L 1 1 L H 1 1 L -
6''' / / 2.59 cfs
54 -1- I4 -I - 1- H --I -1- I- HH -I- I4 -I - I- 1- 4 -I- I- 7 -
2.59 cfs
44/
34-/
i/ ,/ , /:,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160' 170 180 190 200' 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 16
Stage-Discharge for Pond 17P: Sand Filter
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
2,622.50 0.00 0.00 0.00 2,627.70 0.57 0.57 0.00
2,622.60 0.57 0.57 0.00 2,627.80 0.57 0.57 0.00
2,622.70 0.57 0.57 0.00 2,627.90 0.57 0.57 0.00
2,622.80 0.57 0.57 0.00 2,628.00 0.57 0.57 0.00
2,622.90 0.57 0.57 0.00 2,628.10 0.57 0.57 0.00
2,623.00 0.57 0.57 0.00 2,628.20 0.57 0.57 0.00
2,623.10 0.57 0.57 0.00 2,628.30 0.57 0.57 0.00
2,623.20 0.57 0.57 0.00 2,628.40 0.57 0.57 0.00
2,623.30 0.57 0.57 0.00 2,628.50 0.57 0.57 0.00
2,623.40 0.57 0.57 0.00 2,628.60 0.57 0.57 0.00
2,623.50 0.57 0.57 0.00 2,628.70 0.57 0.57 0.00
2,623.60 0.57 0.57 0.00 2,628.80 0.57 0.57 0.00
2,623.70 0.57 0.57 0.00 2,628.90 0.57 0.57 0.00
2,623.80 0.57 0.57 0.00 2,629.00 0.57 0.57 0.00
2,623.90 0.57 0.57 0.00 2,629.10 2.22 2.22 0.00
2,624.00 0.57 0.57 0.00 2,629.20 5.25 5.25 0.00
2,624.10 0.57 0.57 0.00 2,629.30 9.17 9.17 0.00
2,624.20 0.57 0.57 0.00 2,629.40 13.80 13.80 0.00
2,624.30 0.57 0.57 0.00 2,629.50 19.07 19.07 0.00
2,624.40 0.57 0.57 0.00 2,629.60 25.94 24.88 1.06
2,624.50 0.57 0.57 0.00 2,629.70 34.28 31.21 3.07
2,624.60 0.57 0.57 0.00 2,629.80 43.77 38.01 5.77
2,624.70 0.57 0.57 0.00 2,629.90 48.82 39.73 9.08
2,624.80 0.57 0.57 0.00 2,630.00 52.99 40.02 12.97
2,624.90 0.57 0.57 0.00 2,630.10 57.72 40.31 17.41
2,625.00 0.57 0.57 0.00 2,630.20 62.99 40.59 22.40
2,625.10 0.57 0.57 0.00 2,630.30 68.80 40.87 27.93
2,625.20 0.57 0.57 0.00 2,630.40 75.15 41.15 34.00
2,625.30 0.57 0.57 0.00 2,630.50 82.04 41.43 40.61
2,625.40 0.57 0.57 0.00 2,630.60 89.46 41.70 47.76
2,625.50 0.57 0.57 0.00 2,630.70 97.42 41.97 55.45
2,625.60 0.57 0.57 0.00 2,630.80 105.93 42.25 63.69
2,625.70 0.57 0.57 0.00 2,630.90 115.00 42.52 72.48
2,625.80 0.57 0.57 0.00 2,631.00 124.61 42.78 81.83
2,625.90 0.57 0.57 0.00
2,626.00 0.57 0.57 0.00
2,626.10 0.57 0.57 0.00
2,626.20 0.57 0.57 0.00
2,626.30 0.57 0.57 0.00
2,626.40 0.57 0.57 0.00
2,626.50 0.57 0.57 0.00
2,626.60 0.57 0.57 0.00
2,626.70 0.57 0.57 0.00
2,626.80 0.57 0.57 0.00
2,626.90 0.57 0.57 0.00
2,627.00 0.57 0.57 0.00
2,627.10 0.57 0.57 0.00
2,627.20 0.57 0.57 0.00
2,627.30 0.57 0.57 0.00
2,627.40 0.57 0.57 0.00
2,627.50 0.57 0.57 0.00
2,627.60 0.57 0.57 0.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 17
Stage-Area-Storage for Pond 17P: Sand Filter
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
2,622.50 376 0 2,627.70 4,520 10,112
2,622.60 376 15 2,627.80 4,632 10,569
2,622.70 376 30 2,627.90 4,745 11,038
2,622.80 376 45 2,628.00 4,860 11,519
2,622.90 376 60 2,628.10 4,969 12,010
2,623.00 376 75 2,628.20 5,080 12,512
2,623.10 376 90 2,628.30 5,192 13,026
2,623.20 376 105 2,628.40 5,305 13,551
2,623.30 376 120 2,628.50 5,419 14,087
2,623.40 376 135 2,628.60 5,535 14,635
2,623.50 376 150 2,628.70 5,652 15,194
2,623.60 376 165 2,628.80 5,769 15,765
2,623.70 376 180 2,628.90 5,889 16,348
2,623.80 376 196 2,629.00 6,009 16,943
2,623.90 376 211 2,629.10 6,125 17,550
2,624.00 1,052 231 2,629.20 6,241 18,168
2,624.10 1,122 340 2,629.30 6,359 18,798
2,624.20 1,194 455 ' 2,629.40 6,478 19,440
2,624.30 1,268 579 2,629.50 6,598 20,093
2,624.40 1,345 709 2,629.60 6,719 20,759
2,624.50 1,424 848 2,629.70 6,841 21,437
2,624.60 1,505 994 2,629.80 6,964 22,127
2,624.70 1,588 1,149 2,629.90 7,089 22,830
2,624.80 1,674 1,312 2,630.00 7,214 23,545
2,624.90 1,762 1,484 2,630.10 7,336 24,273
2,625.00 1,852 1,664 2,630.20 7,458 25,012
2,625.10 1,935 1,854 2,630.30 7,582 25,764
2,625.20 2,020 2,051 2,630.40 7,707 26,529
2,625.30 2,106 2,258 2,630.50 7,832 27,306
2,625.40 2,195 2,473 2,630.60 7,959 28,095
2,625.50 2,285 2,697 2,630.70 8,087 28,898
2,625.60 2,377 2,930 2,630.80 8,215 29,713
2,625.70 2,471 3,172 2,630.90 8,345 30,541
2,625.80 2,566 3,424 2,631.00 8,476 31,382
2,625.90 2,664 3,685
2,626.00 2,763 3,957
2,626.10 2,857 4,238
2,626.20 2,953 4,528
2,626.30 3,050 4,828
2,626.40 3,149 5,138
2,626.50 3,249 5,458
2,626.60 3,351 5,788
2,626.70 3,455 6,128
2,626.80 3,560 6,479
2,626.90 3,667 6,840
2,627.00 3,775 7,212
2,627.10 3,877 7,595
2,627.20 3,981 7,988
2,627.30 4,086 8,391
2,627.40 4,193 8,805
2,627.50 4,300 9,230
2,627.60 4,410 9,665

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 10 yr. Rainfall=4.19"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 18
Summary for Link 16L: Total 2
Inflow Area = 11.120 ac, 25.65% Impervious, Inflow Depth = 1.47" for 10 yr. event
Inflow = 8.57 cfs @ 11.98 hrs, Volume= 1.360 af
Primary = 8.57 cfs @ 11.98 hrs, Volume= 1.360 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Link 16L: Total 2
Hydrograph
I I I I 1 1 1 1 1
7 —1— r H — 1— t —1 — h 7 h 1 h t ❑ Inflow `
1 8.57 cfs I 1 1 I 1 1 1 1 1 ,_El Primary
I
9= 1 8.57cfs —1 r r T r I-n#I ow rArea—11 1.1 20�
8� i I 1 I 1 1 1
-1- r r — 1— T —1 — r 7 —I— r —1 — 1— T —1 — r 7 —I— r —1 —
7� ' 1 1 1 1 1 1 1 1 1 1 I I
—1— r r — — T —I — r 7 —1— r —I — 1— TIPTF —1 — 1
6� ' 1 1 1 1 1 I 1 1 I I I I I I I
1 1 1 1 1 1 1 1 1 1 1 I I I I
5:-/ 1 1 1 1 1 1 1 1 1 1 1 I I I I
3 : i; 1 1 1 1 1 1 1 1 I I 1 I
I 4= � /� I I I I I I I I I I I I I I I I I I I I
o 1 I I I I I I I I I I I I I I I I I I I
3: 1 1 1 1 1 1 1 1 1 1 1 I I I I
2: 1 1 1 1 1 1 1 1 1 1 1 I I I I
z �I 1 1 1 1 1 1 I I I I I
1:! `�I%�� 1 1 1 1 1 1 1 1 1 III 1 1 1 1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 19
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment18S: Post Dev A Runoff Area=193,581 sf 61.76% Impervious Runoff Depth=3.20"
Tc=5.0 min CN=84 Runoff=24.91 cfs 1.184 af
Subcatchment19S: BYPASS Runoff Area=290,807 sf 1.61% Impervious Runoff Depth=1.13"
Tc=5.0 min CN=58 Runoff=12.68 cfs 0.626 af
Pond 17P: Sand Filter Peak Elev=2,629.39' Storage=19,389 cf Inflow=24.91 cfs 1.184 af
Primary=13.27 cfs 1.185 af Secondary=0.00 cfs 0.000 af Outflow=13.27 cfs 1.185 af
Link 16L: Total 2 Inflow=19.92 cfs 1.811 af
Primary=19.92 cfs 1.811 af
Total Runoff Area = 11.120 ac Runoff Volume = 1.810 af Average Runoff Depth = 1.95"
74.35% Pervious = 8.268 ac 25.65% Impervious = 2.852 ac

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 18S: Post Dev A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 24.91 cfs @ 11.95 hrs, Volume= 1.184 af, Depth= 3.20"
Routed to Pond 17P : Sand Filter
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr. Rainfall=4.92"
Area (sf) CN Description
119,552 98 Paved parking, HSG B
70,631 61 >75% Grass cover, Good, HSG B
3,398 55 Woods, Good, HSG B
193,581 84 Weighted Average
74,029 38.24% Pervious Area
119,552 61.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18S: Post Dev A
Hydrograph
1 —I — I ■Runoff
267-'1 24.91 cfs I 1 1 1
24� , 1— 1 1 1 1 1 Type II 24= r
11- rt rI I rt 51yrt I�ainfalIT4.1192;"
22� r /� p
20� 1 I I 1 I I 1 1 I I RUtiaftArea�193,58i _
11 1 1 1 1 1 1p 1 1 11`,1 1 1 1 1 p 11 ,,1�
18� k — 11— 4 —1— + 1 — I— —1 1— 4 —1— + -IRunoff1-VoI- 84-a
— — — 1 — — - rnf
14- ' 1 1 1 1 1 of Depth3 01- -
u0 12_ / 1 1 1 1 Tc=5.O h -
- L _, — L I _I_�+L —I _ L _
10- 1 1 1 1 1 1 1 1 CN84
8-
1 ' ' 1 I I 1 1 1 1 I I 1 1 1 1 1 —
4— — I— 4 ' — 1 —I I— 4 —I + —1— + — — 1 —[ — I— + —1— + —I I —
6iv / 1 1 I I I I _
4 /, 1 -r - I- H 1 rt 1 1- 1 1 -r 1 1
off,; . 1/l/lll/l/l/////l// , . �,
ll��/ll�//�//��/ //���///////////////l���l
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 19S: BYPASS
[49] Hint: Tc<2dt may require smaller dt
Runoff = 12.68 cfs @ 11.97 hrs, Volume= 0.626 af, Depth= 1.13"
Routed to Link 16L : Total 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr. Rainfall=4.92"
Area (sf) CN Description
134,612 61 >75% Grass cover, Good, HSG B
151,502 55 Woods, Good, HSG B
4,693 98 Paved parking, HSG B
290,807 58 Weighted Average
286,114 98.39% Pervious Area
4,693 1.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: BYPASS
Hydrograph
1441 1 1 I 1 1 I I 1 1 I I 1 1 I I 1 1 •Runoff
13..I 12.68 cfs I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1
- 1— 7 -I- T -I - 7 7 - I- 7 -I- T -I- 7 -I - I- 7 - ITypel r24 r -
12L-/ 1- 4 -1- + -1 - L - - 1- 4 -1 + -1- 4 1 4 4 aI + I�,.,In
11 1 1 1 1 I I I I I I +5 yr, Kai1 faUT& 1
I I I I I IIIII RUrioff Are1a290,807 �f
- 1- -r -1- t -1 - I- - - 1- rt -1- t -1- t -1 - 1rt - 1- t -1- t -11 - r -
9� 1 L 1 + I L J 1 L 1 L IRunoffLV 1LL T)eQ.626 f
y 8L J ,A#ItJ � 1.'�3"
7 / 1 1 1 1 1 1 1 1 1 T -'i--`f y.
_c = k - 11- H -1- -h -1 - HH - 1- H -1- + -1- -H -I - H -F - I-T 10 11 -
u 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I II I 1
5 -/ 1 1 1 1 1 I I I I I I 1 1 1 1 1 C%[ 58
4- 1 I I 1 1 I I I I I I I I I I I I I I
— I— —1 — 1— 4 —I— + —1— + — — 1 —[ — 1— 4 —1— + —1 — I —
3_ 47 0 _
1 1 1 1 1 1 1 1 1 I
2� 0 I 1 1 I I I I I I 1 1 1
1: - , 7 1 1- -1 17 1 7 I 7 - + 1 L -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 22
Summary for Pond 17P: Sand Filter
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 4.444 ac, 61.76% Impervious, Inflow Depth = 3.20" for 25 yr. event
Inflow = 24.91 cfs @ 11.95 hrs, Volume= 1.184 af
Outflow = 13.27 cfs @ 12.06 hrs, Volume= 1.185 af, Atten= 47%, Lag= 6.4 min
Primary = 13.27 cfs @ 12.06 hrs, Volume= 1.185 af
Routed to Link 16L : Total 2
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 16L : Total 2
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 2,629.39'@ 12.06 hrs Surf.Area= 6,468 sf Storage= 19,389 cf
Plug-Flow detention time=233.5 min calculated for 1.184 of(100% of inflow)
Center-of-Mass det. time=233.9 min ( 1,041.1 - 807.2 )
Volume Invert Avail.Storage Storage Description
#1 2,622.50' 31,382 cf Custom Stage Data (Irregular)Listed below(Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) _(feet) (%) (cubic-feet) (cubic-feet) Jsq-ft)
2,622.50 376 103.0 0.0 0 0 376
2,622.51 376 103.0 40.0 2 2 377
2,623.99 376 103.0 40.0 223 224 529
2,624.00 1,052 248.0 100.0 7 231 4,580
2,625.00 1,852 285.0 100.0 1,433 1,664 6,171
2,626.00 2,763 322.0 100.0 2,292 3,957 7,984
2,627.00 3,775 350.0 100.0 3,256 7,212 9,519
2,628.00 4,860 373.0 100.0 4,306 11,519 10,891
2,629.00 6,009 392.0 100.0 5,424 16,943 12,109
2,630.00 7,214 411.0 100.0 6,602 23,545 13,388
2,631.00 8,476 430.0 100.0 7,837 31,382 14,727
Device Routing Invert Outlet Devices
#1 Primary 2,622.00' 24.0" Round Culvert
L= 56.2' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,622.00'/2,618.80' S= 0.0569 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf
#2 Device 1 2,622.00' 0.568 cfs Underdrain Flow
#3 Device 1 2,629.00' 48.0" x 48.0" Horiz. Open Top C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,629.50' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 10.00 19.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 23
Primary OutFlow Max=12.09 cfs @ 12.06 hrs HW=2,629.36' (Free Discharge)
L1=Culvert (Passes 12.09 cfs of 38.16 cfs potential flow)
AL2=Underdrain Flow (Constant Controls 0.57 cfs)
3=Open Top (Weir Controls 11.52 cfs © 1.97 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=2,622.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 17P: Sand Filter
Hydrograph
I I I I I 1 I I I I I I I I I I I I I I I I I
-I -I- t- t -I - I- fi t -I- I- t -I -I- I- t -I - I— t —1 —I— I— t — ■Inflow
24 91 cfs I -1 _1_ L _L —1 — 1— L _1 _1_ 1— 1_ _L 1 — 1— L _L 1— _H _ U Outflow
■Primary
_ , 1 1 1 1 1 1 1 1 1 1 !arrow AreaZ4-� T lac ■Secondary
26 / z /I I I I I I I I I I I I Ip u
24 / i 1 1 1 1 1 1 1 1 1 1 1 1 1 �" I—�II 1 ,-/# Ip��'1w
r -1 -1- 77 -1 - T7 1717T771Sfota a j9T3891cf -
22� � � rrr/ - - I _1_ L + I 1 -k + 1 1 + -1 1 L + I + -P 1 I- + -
20 / z / , /1 _I -I- LL -1 - 1- LL -1- I- LJ -I- LL -I - I- L _L -I- I- L _
18-' /I 1 II I I 1 I I III I I I II I
13.27 cfs
7i 16--/ 13.27 cfs
14;:7
_o = -I -1- 1- t -1 - 1- fit -1- 1- tH -1- 1rt -1 - l- trt -1- I- t -
i` 12_ 11L _111L _I11 + _I1L + 11L _111 _H -
1 1:3 r _I 1 1 I 1 I 1 I 1 1 1 I I I I 1 I 1
8_ I II I I 1 I I III I I I II I
6_ I 1 l 1 l 1l1 I l l l
44-'
0 �I cfs
�� ��������SS �
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 24
Stage-Discharge for Pond 17P: Sand Filter
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
2,622.50 0.00 0.00 0.00 2,627.70 0.57 0.57 0.00
2,622.60 0.57 0.57 0.00 2,627.80 0.57 0.57 0.00
2,622.70 0.57 0.57 0.00 2,627.90 0.57 0.57 0.00
2,622.80 0.57 0.57 0.00 2,628.00 0.57 0.57 0.00
2,622.90 0.57 0.57 0.00 2,628.10 0.57 0.57 0.00
2,623.00 0.57 0.57 0.00 2,628.20 0.57 0.57 0.00
2,623.10 0.57 0.57 0.00 2,628.30 0.57 0.57 0.00
2,623.20 0.57 0.57 0.00 2,628.40 0.57 0.57 0.00
2,623.30 0.57 0.57 0.00 2,628.50 0.57 0.57 0.00
2,623.40 0.57 0.57 0.00 2,628.60 0.57 0.57 0.00
2,623.50 0.57 0.57 0.00 2,628.70 0.57 0.57 0.00
2,623.60 0.57 0.57 0.00 2,628.80 0.57 0.57 0.00
2,623.70 0.57 0.57 0.00 2,628.90 0.57 0.57 0.00
2,623.80 0.57 0.57 0.00 2,629.00 0.57 0.57 0.00
2,623.90 0.57 0.57 0.00 2,629.10 2.22 2.22 0.00
2,624.00 0.57 0.57 0.00 2,629.20 5.25 5.25 0.00
2,624.10 0.57 0.57 0.00 2,629.30 9.17 9.17 0.00
2,624.20 0.57 0.57 0.00 2,629.40 13.80 13.80 0.00
2,624.30 0.57 0.57 0.00 2,629.50 19.07 19.07 0.00
2,624.40 0.57 0.57 0.00 2,629.60 25.94 24.88 1.06
2,624.50 0.57 0.57 0.00 2,629.70 34.28 31.21 3.07
2,624.60 0.57 0.57 0.00 2,629.80 43.77 38.01 5.77
2,624.70 0.57 0.57 0.00 2,629.90 48.82 39.73 9.08
2,624.80 0.57 0.57 0.00 2,630.00 52.99 40.02 12.97
2,624.90 0.57 0.57 0.00 2,630.10 57.72 40.31 17.41
2,625.00 0.57 0.57 0.00 2,630.20 62.99 40.59 22.40
2,625.10 0.57 0.57 0.00 2,630.30 68.80 40.87 27.93
2,625.20 0.57 0.57 0.00 2,630.40 75.15 41.15 34.00
2,625.30 0.57 0.57 0.00 2,630.50 82.04 41.43 40.61
2,625.40 0.57 0.57 0.00 2,630.60 89.46 41.70 47.76
2,625.50 0.57 0.57 0.00 2,630.70 97.42 41.97 55.45
2,625.60 0.57 0.57 0.00 2,630.80 105.93 42.25 63.69
2,625.70 0.57 0.57 0.00 2,630.90 115.00 42.52 72.48
2,625.80 0.57 0.57 0.00 2,631.00 124.61 42.78 81.83
2,625.90 0.57 0.57 0.00
2,626.00 0.57 0.57 0.00
2,626.10 0.57 0.57 0.00
2,626.20 0.57 0.57 0.00
2,626.30 0.57 0.57 0.00
2,626.40 0.57 0.57 0.00
2,626.50 0.57 0.57 0.00
2,626.60 0.57 0.57 0.00
2,626.70 0.57 0.57 0.00
2,626.80 0.57 0.57 0.00
2,626.90 0.57 0.57 0.00
2,627.00 0.57 0.57 0.00
2,627.10 0.57 0.57 0.00
2,627.20 0.57 0.57 0.00
2,627.30 0.57 0.57 0.00
2,627.40 0.57 0.57 0.00
2,627.50 0.57 0.57 0.00
2,627.60 0.57 0.57 0.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 25
Stage-Area-Storage for Pond 17P: Sand Filter
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
2,622.50 376 0 2,627.70 4,520 10,112
2,622.60 376 15 2,627.80 4,632 10,569
2,622.70 376 30 2,627.90 4,745 11,038
2,622.80 376 45 2,628.00 4,860 11,519
2,622.90 376 60 2,628.10 4,969 12,010
2,623.00 376 75 2,628.20 5,080 12,512
2,623.10 376 90 2,628.30 5,192 13,026
2,623.20 376 105 2,628.40 5,305 13,551
2,623.30 376 120 2,628.50 5,419 14,087
2,623.40 376 135 2,628.60 5,535 14,635
2,623.50 376 150 2,628.70 5,652 15,194
2,623.60 376 165 2,628.80 5,769 15,765
2,623.70 376 180 2,628.90 5,889 16,348
2,623.80 376 196 2,629.00 6,009 16,943
2,623.90 376 211 2,629.10 6,125 17,550
2,624.00 1,052 231 2,629.20 6,241 18,168
2,624.10 1,122 340 2,629.30 6,359 18,798
2,624.20 1,194 455 ' 2,629.40 6,478 19,440
2,624.30 1,268 579 2,629.50 6,598 20,093
2,624.40 1,345 709 2,629.60 6,719 20,759
2,624.50 1,424 848 2,629.70 6,841 21,437
2,624.60 1,505 994 2,629.80 6,964 22,127
2,624.70 1,588 1,149 2,629.90 7,089 22,830
2,624.80 1,674 1,312 2,630.00 7,214 23,545
2,624.90 1,762 1,484 2,630.10 7,336 24,273
2,625.00 1,852 1,664 2,630.20 7,458 25,012
2,625.10 1,935 1,854 2,630.30 7,582 25,764
2,625.20 2,020 2,051 2,630.40 7,707 26,529
2,625.30 2,106 2,258 2,630.50 7,832 27,306
2,625.40 2,195 2,473 2,630.60 7,959 28,095
2,625.50 2,285 2,697 2,630.70 8,087 28,898
2,625.60 2,377 2,930 2,630.80 8,215 29,713
2,625.70 2,471 3,172 2,630.90 8,345 30,541
2,625.80 2,566 3,424 2,631.00 8,476 31,382
2,625.90 2,664 3,685
2,626.00 2,763 3,957
2,626.10 2,857 4,238
2,626.20 2,953 4,528
2,626.30 3,050 4,828
2,626.40 3,149 5,138
2,626.50 3,249 5,458
2,626.60 3,351 5,788
2,626.70 3,455 6,128
2,626.80 3,560 6,479
2,626.90 3,667 6,840
2,627.00 3,775 7,212
2,627.10 3,877 7,595
2,627.20 3,981 7,988
2,627.30 4,086 8,391
2,627.40 4,193 8,805
2,627.50 4,300 9,230
2,627.60 4,410 9,665

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 25 yr. Rainfall=4.92"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 26
Summary for Link 16L: Total 2
Inflow Area = 11.120 ac, 25.65% Impervious, Inflow Depth = 1.95" for 25 yr. event
Inflow = 19.92 cfs @ 12.04 hrs, Volume= 1.811 af
Primary = 19.92 cfs @ 12.04 hrs, Volume= 1.811 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Link 16L: Total 2
Hydrograph
/� 4 -I- 4- -I - I- # -I- I I I I I I I I I I
z- rt 1 -r rt T L rt -1 r - ■Inflow
22=' z l issz ors r l �} I4g ■Primary
21 11sszcfs
20-2' i I I I I I I I I I 11nflow Area1 t11O1aci
194" . L _I — I- 1 —I— LL -1- 1 —I — I— _I _I— L H _ I— L —I — L L — I— _
1847 -1- T I - I- H -I- r H - I + I - H -I- L H - I- 4 -1 - H H - 1- -
17 i —1— t 1 rt r - I I I - rt I- L H I- rt -1 r H - 1 -
14/ i
-
14=' / I I I I I I I I I I I I I I I I I I I I I I -
13 1— LJ - 1- 1 —I— LL —I— IJ — LH —I— LJ — I- 1 -1- LL - 1— _
127;' I— T —I — I— 4 —1— H H —I— + —1 — I— H —I— H H — I— + —I — f— H — I— -
114' 1- fi - - 1— H -I- rH -1- I -1 - rrt -I- HH - 1- t -1 - rH - 1- -
u 10- i / I T I I 7 I-1 T L T
9=
8 I I I I I I I I I I I I I I I I I I I I I I
75 i / —1 L 1 1 1 L L — I I I — H 1— L J I— L —1 L L -
6'_ 1— —1 - 1- 4 -1— — I— + -1 — — —1— — I- 4 -1 — —
5' / I— t -1 - - -r -r - t - - r -r t - - t -1- r �
4= 1T - - 1- 7 -I- TT -I- T -I - TT -I- TT - I- T -1- r -I
3'
1 1 1 1 1 1 1 1 1 1 1 1 I 1 I
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 27
Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment18S: Post Dev A Runoff Area=193,581 sf 61.76% Impervious Runoff Depth=3.74"
Tc=5.0 min CN=84 Runoff=28.91 cfs 1.385 af
Subcatchment19S: BYPASS Runoff Area=290,807 sf 1.61% Impervious Runoff Depth=1.46"
Tc=5.0 min CN=58 Runoff=16.91 cfs 0.812 af
Pond 17P: Sand Filter Peak Elev=2,629.56' Storage=20,513 cf Inflow=28.91 cfs 1.385 af
Primary=21.63 cfs 1.386 af Secondary=0.06 cfs 0.000 af Outflow=21.68 cfs 1.386 af
Link 16L: Total 2 Inflow=35.79 cfs 2.198 af
Primary=35.79 cfs 2.198 af
Total Runoff Area = 11.120 ac Runoff Volume = 2.197 af Average Runoff Depth = 2.37"
74.35% Pervious = 8.268 ac 25.65% Impervious = 2.852 ac

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 18S: Post Dev A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 28.91 cfs @ 11.95 hrs, Volume= 1.385 af, Depth= 3.74"
Routed to Pond 17P : Sand Filter
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 yr. Rainfall=5.51"
Area (sf) CN Description
119,552 98 Paved parking, HSG B
70,631 61 >75% Grass cover, Good, HSG B
3,398 55 Woods, Good, HSG B
193,581 84 Weighted Average
74,029 38.24% Pervious Area
119,552 61.76% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 18S: Post Dev A
Hydrograph
H - I- H -I- t -I - H H - I- H -I- H -I- H -I - H H - I- H -I- t -I - H -
32 - 1- F -1- L -I - F F - 1- F -1- L -1- -H -1 - F F - 1- F _1_ L -1 - F - ■Runoff
301 28.91 c I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
28 -" ' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IType 111 24-hr
26 -/ 1 1 1 1 1 1 1 1 1 1 1 1 I 101 I I I„
7 I T F I 7 I T I T A I7 "a1 � 1�
22� - I- -h -1- -F -1 - H - 1- -h -1- -F -1-Rtln'of Atrela.1-93,5810 -
204-/ VoIumlel.3$5af -
18 I I I I I I I I I I I I I �..,_ .1�111^ph3 �
3 16i/
o - 7 -1— T —I — TT — I- 7 -I- T -I- T -I - TT - I-Tc51Otrin -
LL 147-/
12� 1 L 1 L I L F 1 L 1 L 1 L 1 1 A I_ L 1 Ct I 84 -
104- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -
8 1 1 I I I I I I I I I I I I I I I I I I
— ) 1 1 1 1 I I 1 1 1 1 1 1 I I 1 1 1 1 ' 1 1 1
6y
- I- T -1- T -I - T T - 1- 7 71- T -1- T -I - T T - I- I - T -I - T -
4- - 1- 4 1 T I - H H I 1 T I- T -I H am - I- I H -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 19S: BYPASS
[49] Hint: Tc<2dt may require smaller dt
Runoff = 16.91 cfs @ 11.97 hrs, Volume= 0.812 af, Depth= 1.46"
Routed to Link 16L : Total 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 yr. Rainfall=5.51"
Area (sf) CN Description
134,612 61 >75% Grass cover, Good, HSG B
151,502 55 Woods, Good, HSG B
4,693 98 Paved parking, HSG B
290,807 58 Weighted Average
286,114 98.39% Pervious Area
4,693 1.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: BYPASS
Hydrograph
11 1 I I 1 1 I I 1 1 I 1 1 I I I I I I
I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 ■Runoff
18 I1691dsr l 7 I- T 7 7 I- 7 T I T I- 7 1 7 1 T 1
177' - 7 1- T -I 7 7 - 1- 7 T -1- T I- ITyrpe1IT24 -r
164/ R �w
15�
7 1 T -I1 7 T 1 7 0 r7 rf Rai Fa I I 5.p-1 I--
13� r rt -1- r -I 1- 7 r -11turi ff Alre1a 290,80fisf
— rt —I— t —I — I- -I — I— rt —I— t —I— fi —I — r rt — I— rt —I— 1- -I - r —
12 r _ 1— rt —I— fi -1 - r - I- rt -1- t -IR1111-Off1-V-oIufrieA.81-2-af -
y 11- 4- - I- t -1 t I -I fi -I t 1 {4I tp -
10 - I t -I- t -I - 1- H - I- H- -I- t -I- �''p b 1s�� -
_0 9� k - I- H -I- t -I - H - I- -I- -I- -I - H - - � —
8: 1 I T HH 14 1 ± I 7 1 HA 1 7 -I-�+T -I - H
7; - I- 4 -I- T -I - 1- - - I- -H -I- + -I- - -I - H - - I- 7 -I-C-N- 78 —
6� - I- 4 -I- 4 -I - 4 4 - I- 4 -1- 4 -I- 4 -I - H 4 - I- 4 -I- 4 -I - H —
54 - I- 4 -I- 4 -I - H H - I- 4 -1- H -I- H -I - H H - 1- 4 -I- H -I - H —
41/ - 1— 7 —I— T —I — H H — I— 4 —I— T —I— 1 —I — H H — I— 7 —I— T —I — H -
- I— 4 —I— T —I — H H — I— H —I— T —I— H —I — H 4 — I— 7 —I— T —I — H —
2� , # I —I_ L _I H — I_ H _1— L _I_ L —1 — H H _ I— 1 —I_ L _I — —
1- —
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 30
Summary for Pond 17P: Sand Filter
[44] Hint: Outlet device#2 is below defined storage
Inflow Area = 4.444 ac, 61.76% Impervious, Inflow Depth = 3.74" for 50 yr. event
Inflow = 28.91 cfs @ 11.95 hrs, Volume= 1.385 af
Outflow = 21.68 cfs @ 12.02 hrs, Volume= 1.386 af, Atten= 25%, Lag= 4.2 min
Primary = 21.63 cfs @ 12.02 hrs, Volume= 1.386 af
Routed to Link 16L : Total 2
Secondary= 0.06 cfs @ 12.00 hrs, Volume= 0.000 af
Routed to Link 16L : Total 2
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Peak Elev= 2,629.56'@ 12.02 hrs Surf.Area= 6,674 sf Storage= 20,513 cf
Plug-Flow detention time=213.8 min calculated for 1.385 af(100% of inflow)
Center-of-Mass det. time=214.3 min ( 1,017.0 - 802.7 )
Volume Invert Avail.Storage Storage Description
#1 2,622.50' 31,382 cf Custom Stage Data (Irregular)Listed below(Recalc)
Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) _(feet) (%) (cubic-feet) (cubic-feet) Jsq-ft)
2,622.50 376 103.0 0.0 0 0 376
2,622.51 376 103.0 40.0 2 2 377
2,623.99 376 103.0 40.0 223 224 529
2,624.00 1,052 248.0 100.0 7 231 4,580
2,625.00 1,852 285.0 100.0 1,433 1,664 6,171
2,626.00 2,763 322.0 100.0 2,292 3,957 7,984
2,627.00 3,775 350.0 100.0 3,256 7,212 9,519
2,628.00 4,860 373.0 100.0 4,306 11,519 10,891
2,629.00 6,009 392.0 100.0 5,424 16,943 12,109
2,630.00 7,214 411.0 100.0 6,602 23,545 13,388
2,631.00 8,476 430.0 100.0 7,837 31,382 14,727
Device Routing Invert Outlet Devices
#1 Primary 2,622.00' 24.0" Round Culvert
L= 56.2' CPP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 2,622.00'/2,618.80' S= 0.0569 '/' Cc= 0.900
n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf
#2 Device 1 2,622.00' 0.568 cfs Underdrain Flow
#3 Device 1 2,629.00' 48.0" x 48.0" Horiz. Open Top C= 0.600
Limited to weir flow at low heads
#4 Secondary 2,629.50' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 10.00 19.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 31
Primary OutFlow Max=19.27 cfs @ 12.02 hrs HW=2,629.50' (Free Discharge)
4-1=Culvert (Passes 19.27 cfs of 38.58 cfs potential flow)
AL2=Underdrain Flow (Constant Controls 0.57 cfs)
3=Open Top (Weir Controls 18.70 cfs © 2.32 fps)
Secondary OutFlow Max=0.02 cfs © 12.00 hrs HW=2,629.51' (Free Discharge)
4-4=Emergency Spillway (Weir Controls 0.02 cfs @ 0.28 fps)
Pond 17P: Sand Filter
Hydrograph
/ - -r -i 7' 1- 4 - H -I- i- HH -I- rH -i - i- 174 -I- I- t -
4 - - -I- I- 4 - - I- H -I- I- -- -I -I- I- -- -I - I- I- 4 -1 I- - ■Inflow
/ I 28.91 cfs i I- -I -I - I- I- - I.
Primary
w
32� � I- - -I I- -I1 I- i -I 1 1 inflow Area=4444 I rk - ■Seconary
30 ,/ z /I- -I -1 - I- -L - -I- H - BI I l/1- .7
284 z z i 1 1 -1 _ Ill _I -1- 1_ 1 J r1 �1 //#`I6' -
264-/ z / 21.68cfs 1 _I _ 1_ L - _1_ 1_ 1 J -1st& =20- 5�I�f -
24y_ I s l T' I h
1 1 1 1 1 I 1 1 1 1 1 1 1 1 1
20
1 1 1 1 1 1 1 1 1 1 1 1 1 1
, 18; /
1 1 1 1 1 1 1 1 1 1 1 1 1
3 16� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
_o /u. 14_ I I I I I I I I I I I I I I I I I I I I I
12 Z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
10i / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
6
4 '
O / oos 5, ������ Z
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 32
Stage-Discharge for Pond 17P: Sand Filter
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
2,622.50 0.00 0.00 0.00 2,627.70 0.57 0.57 0.00
2,622.60 0.57 0.57 0.00 2,627.80 0.57 0.57 0.00
2,622.70 0.57 0.57 0.00 2,627.90 0.57 0.57 0.00
2,622.80 0.57 0.57 0.00 2,628.00 0.57 0.57 0.00
2,622.90 0.57 0.57 0.00 2,628.10 0.57 0.57 0.00
2,623.00 0.57 0.57 0.00 2,628.20 0.57 0.57 0.00
2,623.10 0.57 0.57 0.00 2,628.30 0.57 0.57 0.00
2,623.20 0.57 0.57 0.00 2,628.40 0.57 0.57 0.00
2,623.30 0.57 0.57 0.00 2,628.50 0.57 0.57 0.00
2,623.40 0.57 0.57 0.00 2,628.60 0.57 0.57 0.00
2,623.50 0.57 0.57 0.00 2,628.70 0.57 0.57 0.00
2,623.60 0.57 0.57 0.00 2,628.80 0.57 0.57 0.00
2,623.70 0.57 0.57 0.00 2,628.90 0.57 0.57 0.00
2,623.80 0.57 0.57 0.00 2,629.00 0.57 0.57 0.00
2,623.90 0.57 0.57 0.00 2,629.10 2.22 2.22 0.00
2,624.00 0.57 0.57 0.00 2,629.20 5.25 5.25 0.00
2,624.10 0.57 0.57 0.00 2,629.30 9.17 9.17 0.00
2,624.20 0.57 0.57 0.00 2,629.40 13.80 13.80 0.00
2,624.30 0.57 0.57 0.00 2,629.50 19.07 19.07 0.00
2,624.40 0.57 0.57 0.00 2,629.60 25.94 24.88 1.06
2,624.50 0.57 0.57 0.00 2,629.70 34.28 31.21 3.07
2,624.60 0.57 0.57 0.00 2,629.80 43.77 38.01 5.77
2,624.70 0.57 0.57 0.00 2,629.90 48.82 39.73 9.08
2,624.80 0.57 0.57 0.00 2,630.00 52.99 40.02 12.97
2,624.90 0.57 0.57 0.00 2,630.10 57.72 40.31 17.41
2,625.00 0.57 0.57 0.00 2,630.20 62.99 40.59 22.40
2,625.10 0.57 0.57 0.00 2,630.30 68.80 40.87 27.93
2,625.20 0.57 0.57 0.00 2,630.40 75.15 41.15 34.00
2,625.30 0.57 0.57 0.00 2,630.50 82.04 41.43 40.61
2,625.40 0.57 0.57 0.00 2,630.60 89.46 41.70 47.76
2,625.50 0.57 0.57 0.00 2,630.70 97.42 41.97 55.45
2,625.60 0.57 0.57 0.00 2,630.80 105.93 42.25 63.69
2,625.70 0.57 0.57 0.00 2,630.90 115.00 42.52 72.48
2,625.80 0.57 0.57 0.00 2,631.00 124.61 42.78 81.83
2,625.90 0.57 0.57 0.00
2,626.00 0.57 0.57 0.00
2,626.10 0.57 0.57 0.00
2,626.20 0.57 0.57 0.00
2,626.30 0.57 0.57 0.00
2,626.40 0.57 0.57 0.00
2,626.50 0.57 0.57 0.00
2,626.60 0.57 0.57 0.00
2,626.70 0.57 0.57 0.00
2,626.80 0.57 0.57 0.00
2,626.90 0.57 0.57 0.00
2,627.00 0.57 0.57 0.00
2,627.10 0.57 0.57 0.00
2,627.20 0.57 0.57 0.00
2,627.30 0.57 0.57 0.00
2,627.40 0.57 0.57 0.00
2,627.50 0.57 0.57 0.00
2,627.60 0.57 0.57 0.00

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 33
Stage-Area-Storage for Pond 17P: Sand Filter
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
2,622.50 376 0 2,627.70 4,520 10,112
2,622.60 376 15 2,627.80 4,632 10,569
2,622.70 376 30 2,627.90 4,745 11,038
2,622.80 376 45 2,628.00 4,860 11,519
2,622.90 376 60 2,628.10 4,969 12,010
2,623.00 376 75 2,628.20 5,080 12,512
2,623.10 376 90 2,628.30 5,192 13,026
2,623.20 376 105 2,628.40 5,305 13,551
2,623.30 376 120 2,628.50 5,419 14,087
2,623.40 376 135 2,628.60 5,535 14,635
2,623.50 376 150 2,628.70 5,652 15,194
2,623.60 376 165 2,628.80 5,769 15,765
2,623.70 376 180 2,628.90 5,889 16,348
2,623.80 376 196 2,629.00 6,009 16,943
2,623.90 376 211 2,629.10 6,125 17,550
2,624.00 1,052 231 2,629.20 6,241 18,168
2,624.10 1,122 340 2,629.30 6,359 18,798
2,624.20 1,194 455 ' 2,629.40 6,478 19,440
2,624.30 1,268 579 2,629.50 6,598 20,093
2,624.40 1,345 709 2,629.60 6,719 20,759
2,624.50 1,424 848 2,629.70 6,841 21,437
2,624.60 1,505 994 2,629.80 6,964 22,127
2,624.70 1,588 1,149 2,629.90 7,089 22,830
2,624.80 1,674 1,312 2,630.00 7,214 23,545
2,624.90 1,762 1,484 2,630.10 7,336 24,273
2,625.00 1,852 1,664 2,630.20 7,458 25,012
2,625.10 1,935 1,854 2,630.30 7,582 25,764
2,625.20 2,020 2,051 2,630.40 7,707 26,529
2,625.30 2,106 2,258 2,630.50 7,832 27,306
2,625.40 2,195 2,473 2,630.60 7,959 28,095
2,625.50 2,285 2,697 2,630.70 8,087 28,898
2,625.60 2,377 2,930 2,630.80 8,215 29,713
2,625.70 2,471 3,172 2,630.90 8,345 30,541
2,625.80 2,566 3,424 2,631.00 8,476 31,382
2,625.90 2,664 3,685
2,626.00 2,763 3,957
2,626.10 2,857 4,238
2,626.20 2,953 4,528
2,626.30 3,050 4,828
2,626.40 3,149 5,138
2,626.50 3,249 5,458
2,626.60 3,351 5,788
2,626.70 3,455 6,128
2,626.80 3,560 6,479
2,626.90 3,667 6,840
2,627.00 3,775 7,212
2,627.10 3,877 7,595
2,627.20 3,981 7,988
2,627.30 4,086 8,391
2,627.40 4,193 8,805
2,627.50 4,300 9,230
2,627.60 4,410 9,665

2024-08-15 22414 WORKFORCE OUTDOOR TRAINING SType 1124-hr 50 yr. Rainfall=5.51"
Prepared by Civil Design Concepts Printed 8/21/2024
HydroCAD® 10.20-2f s/n 04679 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Link 16L: Total 2
Inflow Area = 11.120 ac, 25.65% Impervious, Inflow Depth = 2.37" for 50 yr. event
Inflow = 35.79 cfs @ 12.01 hrs, Volume= 2.198 af
Primary = 35.79 cfs @ 12.01 hrs, Volume= 2.198 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs
Link 16L: Total 2
Hydrograph
7 —I 1— I I rt I r -r 1 1 1 7 17 1
40_ T 7 r 1 1 1 1 1 1 ❑ Inflow
- 135.79 cfs 11 I 1 I I I 1 I 1 I 1 I 1 1 I 1 1 I ❑Primary
38�1 35.79 cfs
36 / I I I I 1 1 1 1 Inflow Area 1 -1120 i ac
34_ i I I I I I I 1 I 1 I 1 I I I I I I I -
32 H / I I I I I I 1 I 1 I 1 I I I I I I I
30-H : i I I 1 I I I 1 I 1 I 1 I 1 1 I 1 1 I -
28 ' i —1— L -1 - 1- 1 -1— L _l - 1- 1 -1 — — _L -1— LJ - 1- 1 —I— LJ - 1— _
26_ / 1 L I I J I I— _L I t I H _I I _H _I I _L I 1_ _I I -
247Y i 1 -L 1 1 4 1 I— 1 t 1 I —I 1 —I 1 4 1 I— —I 1 -
- 22_ i —1— —1 - 1- 4 -1— I— — 1— + -1 — — —I -1— —I - 1— + -1 — I— —I - 1— -
320= —1— t -1 - 1— fi -1— I— —[ - 1— t -1 — — —h -1— t —I — I— t —I — I— —I - 1— -
LI° 18 I fi —I — I t —I 1— —1 — I t I — I 1 I— t H I— t —I I— H I -
16
r 1rt1 1- -r1t1 rrt -r -1 1rt1 1- -1 1 -
14
12=
—1— T 7 —I— r7 — I— T 7 —I- 7 —I — I- 7 —I - 7
10'_ I< 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I
8
6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 /7"
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

Outlet Protections

Appendices
Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
V—Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 o , ,:. III I 11'.
,Y. I l l' II.1I.
90 'rii ' III ii
Outlet W = Do + La m l
pipe ' I. mom' III
.i lii1111
diameter (Do) I • woman I•, li"i;
11
La —►I 80 i f_ . _ IIIIIIIIII 'i 11:!11;II.r
I. _ _ __ 11111111111 1,!d.11We 1
T 11Wdter 0.5DD 1. I ' /1111111 N 1=PP'll'I;P
i- 111111 dilrAlili'% 1
71 III ,� .�tla'iiNW • II
\��l 1 ILIri!Iu'Ir 1I t
tea dllai Ii l' 11
APRON DEPTH IS 1.5 TIMES THE STONE r - i11i1 5,;,, d Ai I ii
DIAMETER(18"MINIMUM DEPTH) ,�ppt°60 1—�- - -� -- '�ri%IIIIII Iris •'I •IIIII II
it ^_ grill1 t - El. rifirlPii •, , , mini
Deng _ - -—- _ --1-_ y unitii ,, iim mi
__ •r 1 li nil ` mums
vt� -I-- I �■I — — 6 `,1/III rllili/111111111111N
�( 5�-+-- -- - 1 �� r •I ' Illtllllllllllllllll■
: '--
I ==`o a �n1 ►lifpnuuuwnlnul■_ _.- ' A I__1. 42r, •• ill11hI11111i11111i11111111■
i ...m uu nuu.
I� I�IuuIlI1n111 lu!in/1 4
t ���� 1■■IIIIIIII erarIIIIEMNINIIIIIIIIIIIIIIM ',-MAIMS
i 1- '_� 1■■IIIIIIIII J AIIIS IIII:.■
4 II It ' : n 11■Iluulnl 11inu'i1u Ri
s.'"I-1 . r� I■■IIIII IIIIItr1111JP,d11A
�. 1I M i_ --- - t 1� .; 1 Sri 11I■Imil unri:writ uy
''PI' 1 "ter 11 - M■■■ 1tl�1 ...neu III_!;d
+d 'ii !' is �I_=I moo ,!ireien'' ,vi.er l
20 �I■�■■ I —sssss■ - 1.5 /;%r i..� III l 1 ■■■� ��i hIi�II111l/li:J111 IIIJIII% 3
T■i�rsss.l.u.1 2 _ , ii.:.ri l 1-- Il'■I�' iimiliurn.iraridir ;°r►A"Y
\ ■■I■■■Nom__ �, i 1 i%%1 !liil- I(n7 `I' •
10 FT / 10 �1■■�irllrl r _ _I ILo1a"0.
llllill' 1 w
�"ii�=� �' ,e:'iii?III!(MIN.LENGTH) -_-_1 — li -_ _ ,� ii dIrunird, I%0 - / i�1111!i1114L�llilln '■ 2 N_
��� ■1 I ■-�! ► III;IIIIr,11ri1 SII! • ■
■■I=� - - i ' —'' %�I�I,- r/oI iiirfiragi1,��'I'III:
s■�■�ri I — r I _ � r=�itiln:^:nmm�7fiilOut cz
°-
'�411V;IIri1!IIIIIIIIIIIIII■
I,� /,.imi i uI;IIIISIri1111111111111111■1
- - - 25. "I' 6 i�C- IP P lII:IIIIIIlnnuI 11111■ -
{ -it/ II ,i■YIIIIIIIIII■111111111111111■III ° • / Ir, W %/: minuII111111111111111111I111■I1 i MI __ V; . Il..s+ �j � = i=:11111I11�"iiillllllllll: 1■t■�1I1111II 111111111111■PIP,
. ml II ' 'ra■�'�i' I .-- ' - ---- 1 - I I • IN
11111 IIII■. 0.50 FT
I V_10 'd Ili I
yr�'_,�1� I. /(MIN.d50)
':II' I;��� I I111 I ;I
v 5 , r>� I I 1 .I i I. I'
1 � 1 1 � ji
_ ; I . I I1 Il Irl i I .ilL,,;IIIII 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: AO LENGTH: 13 ft->16.5 ft
DISCHARGE: 20.98 WIDTH: 15 ft->19
PIPE DIA. (D) 24 in d50: 0.5 ft->.6 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Appendices
c Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 o , ,:. III I Ill.
I l I ii I. .II.
Outlet W = Do + La 90. : • 'iiil m 1 ' III 1
j I. 1111111111 I
pipe ., ' ;11111111111m1 " 1
I I nmun 1 i' 1'l
diameter (Do) 80 iiiiiiiiiiminiuiii I•�n%oul'I
La —'►1 1 i- _ +. _ 11111111111 ,, !1;!11:t1r
T ilwa__ < 0.5Do ,.-- _ -_- - 1.-- uuuul 111111111111 N 1=rnlr
-i-------- - --- - I- 1111111 �1S1i%111i11' �'
71
�. I I •.1i11i 1/1'
APRON DEPTH IS 1.5 TIMES THE STONE °r •,'iPill%!11� .d 11'c —_� _-- - - - S111SIII►.Idl' .• !Mil
DIAMETER(18"MINIMUM DEPTH) Q _ _—_--_,_ _ _,�
\P 60 1 I 1 riV:1t11�1 min 1 OHM
�e - - = h� + °; :nai s u1■
�i roi nn■
ut� 6 1, 1 ■ —_ 6 •// r1 ai/1111111111N
\(nIII 1 I , � vllluuuunl�
Or L___. _ ,�� is r,ifpnuuuuuunu
- I Yliedi
a • mndum mu ou0■umnuunim �num1111iniu11111 IU!i/I 4
40 1111111
_ iis���m�uuuullu oA.,,1u�1
F j uuutu e1,ulru
4 I- �� ..'�� 1➢m1111 J'Aiusmu7lI mm 111 1linunuu1►ir��nn �;.='1 �iMi Alr lust 1luuruuiu':;1MP 1
�Y.i. I ��iii
I1 1d./:%r� 1 !I_ 11111!,111iu11tt:I■r
I Iniiliuml;nir Iue1r,I I
20 III r—Ili N%%'! 1 _ 1111111 dI' 11!&ti•' ir 3
all ,Ojn?! _— _ 11U'iN1111r °Ifki
l I
��111�� 1 � ��� _ —— lid 1 V 1
NE 9L�S �11 ii� Al 11 11� ''
10 11■.uul�l�. .. —�i� N r/1�!Ii� If.� 1
10 FT > M�1111�i1�r1 r - _I '-- /�I'i';ir� llll%min I -
1111Iriiil�� __ 4. /'I7rll!III! N.
(MIN.LENGTH) ��11 II
—-- �/ ""d11S111111r1
��II / / • r'lllll!t111/11!Ilill�i N
0 ��II�� 1 IH -I' �! i111:1111/,111i11!11! 2
ME 11MMEIll __ _ - —, �/,—" � iII111dIS11;IV1 r� (n
/.illlll:dl%P;01 1It
MIMI II I t ---1 -` I�` ` ��II ..i;A:11:11!:]IMI.
Mr II �I I II �1ir'lIV'11r%t!III111111 III■ cz
MN=II . ��H -�' �� :'. IV:1111SIri11111II1111111�
=�inn II 11MIN - " 1f i11-F.- •lie imoorriliiimumniiiiiiii tin o>c
�Ir■ iiiiiinimiumunn
_ ..lilrsril�.olio
l niiiiiimuiii umm Lig
tiI'!t
- - �- .'-- - M�►I" ' rr nul 1 1 1 11111 nme 1
VIP 15.- _Api i'� 0.50 FT
/(MIN.d50)
V 5•II 1��1� .. , , i II .1iri
I ��I t- t1 • iiil ,i I .• i ' i . . I • • t ' I ' Il III 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: BO LENGTH: 11.5 ft
DISCHARGE: 13.27 WIDTH: 13.5 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.50 ft
Rev.12/93 8.06.3

Appendices
Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 :. I it l ll.
•
I l I I .�I.
Outlet W = Do + La 90 ' • "IIII m 1 ' III
.I, 1111111111 III
n 1
pipe ;InII�u11111 �,
I l nmun 1� I!1
diameter (Do) 80 • iiiiiiiiiiii=ii I %n%oul'I
La —+I 1 i- . _ ,. _ 11111111111 ., !1;!11;/,1 I
I. _ _ _ r -_ minim f,!d.nll11'I
T ilwater < 0.5DD I -- 111111111 i.1=rnlr
Iiii ,� iriii!111' • 1
al�ll 7C — ;_. -- I Ii1r1S11'P II
�. 1 •.rn.r%r/
APRON DEPTH IS 1.5 TIMES THE STONE Or —_� _ L j .• AM"' .d 11
DIAMETER(18"MINIMUM DEPTH) Q — . ._ _—_-._,_. _ -_,�
P 60 1 I Ail:1111men I OHM
�g§C`o 0 := •ram p,L �ii��il�i%�I. ,'1 •uiii
/SIPA i 11111■
Le y ' 'd IIII MM.
Mini
NW' 5 1� 1ffill — 6 •/11 M11au1111m[
111111Elli , Ir11111111111111111
Or I
_ -i� ra 1llifpnuuuuuun �i
M 111111i111111tmu11111111■
I I 3o i � 111111111111111111 1111111R,1
41 . 111111111111111 IU!;/I 4
11 J /%ri�1111111I1111 DA.,,111[I
1.=`_ H //� M1111111111
111111111 .d111111111
1 - pp I ....-�/ / A11I,1111/11 ,
1— III .I 24, mm1m ��inu,i1u,►�r�n II • ,% 1 —� �r111111111111r1111AKII[1 1
3Y-,.. l ' M ffiLi
mIi IIIIIIII IIIIPellll![I.•/11.1/1I1r�1111[1rlIII■ 1 1 /I_ .1!111111i'1 a/IIII'■'20 1N In■■i 1 1 , 4 l IAiII1111 R;A1r III 11,1 1 3
� III■r■��111 _ , N.I%'! __ ___--_ IIIIIIV::II' 11!�ti• 1,
m=III■� � 2 O�e/!� — — _ /U':;d11P �I I
111■�� C`�' r.10.42.
iOnr ''II;11 V : � I i
Mini 111111M•1111 .....1 10 M�III■iM� "■ i
10 FT =MO 111■M1�...ii1 r" _ I '� /�I'i-ee IIIrO".n: • 1 w
�rliil■�= - Ems __ 4 „...III! N.
(MIN.LENGTH) —_ _ 1. d11:Ip1111�
��III■ / i �/ .:.,„,!MIME 1181�i•• N
0 R�III■�_� 1_ u"I' IIII:IIIII,IIril�!11! 2
M�111� - --- - —,, ;�ril�" � ;IIIIIiIISll;llll 1� �
MOM III === ^ M I " -t ___1 lu':!:;A:11:11.: IIII[
ME III■ rt���j — .I ��,W'-0A11!;llr%1!III1111111111[ c
Ix %am111:1111,IIa11111 m III[
H
IIIk_ -lom
I
IIIIE — MlirAll11111I
A • J �"' a ■i 11111I I �11111II■ 1 0FTv % . _A
o1 di/�%�t � IItl II ��I � (MIN.d50
)
III _'�"' ' I I I
V5 , i ..1 III
' i I . I .I ,I Ilit ,i I ., i I
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: BAO LENGTH: 10 ft—>12.5 ft
DISCHARGE: 7.78 WIDTH: 11.5 ft—>14.5 ft
PIPE DIA. (D) 18in d50: 0.5ft—>.6ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Appendices
d Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 0 , ,!I III I 11!.
,Y. I l r II:II'
Outlet W = Do + La 90 'Ok iin 1 ' iii
I, liii I1111 III
pipe
nnluul�l
diameter (Do) 1 I � iiiiiiii`i=1 I I% i;
La —� 80 I -I- - 1111111111 ,, !r;!II;Ii.Pi
I. _ _ _ -_ __ 11111111111 �,!d.11h1�1
T ilwa__ < 0.5Do ,.-- _ ._- - ._ _. I ' 1111111 i.1=rnn'1;P
III . AOd'4i!f11r' II
\,a' ,0.440 i ri l' '11 1
APRON DEPTH IS 1.5 TIMES THE STONE Or —_, _ L 'iPill%111„ .d a I it
DIAMETER(18"MINIMUM DEPTH) ,�Pp� 60 1 — - - - '_ -� _---`--'- -- I -9 l:lill IIir .. !mull
OHM II
r//.111!,PI11 1 IIIIii1
it , /111:I;1 , , MIMI
ng - - I%�1PA s Mini.'
�g _ _ _ _ 4,-
/ 1 d UM 11111111■
ut� 5 - --I— 1ffill 6 •,� it roil auuunm■
\(n 111=111
, • •� IIIlllllllllllllllll■
0%� I ` irdt Idr1p11111111111111111111■
'Weir
r , ,1111d11111tIIIII1II11 it
' 1IIIIIIIII1111111 IIIIIIIIIi
40 . �► � 1�11111111111111 IU!:n11 4
11 'J //rtY1u11111111111 DA.,,IIIIIY
F 1�11111111 d1II111'■
Ell 4 ,... � 1�1uu1111 J'Aiusmu;l■
IIruiiii 111 11%.111IIIIJ! 11
��nn x • ,i i �iAi �r I1x11m nuuruu,u�:nuti
Y. H �Ii 1 IIr1111111 UIIP;e11,11i11V
—molea M. i11.IS11U'•i.Pd.'
1 �■ . � !1_ �1" Ili )'� rniu!uv�
20 mi1��= N 1� / 1 I rdiiigir em:ir11III in 3
mmiummememmou , ..).- . ____ _________ viwrimiurniir iir.4,$;.:11
_Eom-o r
iw
■1I11.lmm11.miri1 M=Eim=2n1i1i1Miin11i1 .ems _ _ - %I�,lis' IhIO:I'
10 M1I1 �■P'� x ►
=11 s,._.r__.-7_
1,
1.1 1,,1
10 FT in __ UUHUI! T1
M(MIN.LENGTH) -_I"- 2
.-- mm�__ + _ - ,, �L�Illl:dliir;G] III■ME IMI ==I _ t --—1 -T � �P1111 :::; :11:11!:iiiiii IImI
r., rdim;lipa111111m IIIII■ _
.m II
x.m _ ,, ":` T ,i- , ii���.,� .i�llunnln1111111111111u■ o
' .� r wl I OIIIIV
p �r • . ',I: i I - 7E1
I 1 I I11.
0.50 FT
- I i v=10 d ' , !I i 1 /(MIN.d50)
.
j1 I ss� • I 1 11 , , II ,
t I I.v 5
_� j l . I'I 'j I 111 l. i1 ' ii I lil,,:li III
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: BCO LENGTH: 10 ft
DISCHARGE: 8.41 WIDTH: 11.5 ft
PIPE DIA. (D) 18 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Appendices
,e Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 o , ,:. 111 I Ill.
I l I I .II.
Outlet W = Do + La 90 'III m 1 ' III
I. IIt1111111 I
pipe ., ' - ;In111u11111 " 1
I l; miniu � i' 1'1
diameter (Do) 80 1 iiiiiiiiin ii I �n1,,Il'I
La —+1 i -i- . _ ,. 11111111111 ., !l:!11:r,11
I _ _ Ilun111111 f,!d,11N/ I
T it ii___ < 0.5Do ,.-- _ -_- I.-- -- Ilullul N 1=rnn' r
I - - I_ 1111111 I'A11,1�:1I' �'I
IIII .. #,11:N11111' • I
aNO), 7C — . - -- I �:)rismlr a
�. I •,ill.li I�I'
APRON DEPTH IS 1.5 TIMES THE STONE °r -_� - L .•.';o2D.li Ill
DIAMETER(18"MINIMUM DEPTH) Q — . ._ _—_ _,_. _ _ __,�
0 P 60 1 rNivin Ili 1 OHM
' ° - :Eli IL • �II�illil�.r1. ,"1 •Iliii
v• 6 - — ��/if '1 Mil 111111■
6 •// IIIiII/11111111II■
�� 1 I , I N1411111111111111�
Or L ,�� I►a r,ifpnuuuuuuu
p OW!' dundunl Imu uuu■ .
� _ 1 a tt
iL' IIIIIIIIIII1111111IIIIIIIR.i
- 3 IP .Or . IIt111t111■111 111!41 4
40 — H -a.. �.IAI�M1�uuuullm 61.„iii r1
u 4 Ir r:42p� Illnnu 1i ioi 111/11
- >,� i =� uuuuunom � niui u�1
��nn H .��' I / Inr 111111 nummu :wir 1
�Y.i- I ��■M H 1 7�F�' ��i IIIIIIII IIIIP'idl'11!El.•
MM " ai � P _ P—r 3 I AIIII:►11.:.1 I
1 �'•� ill'ISIIU"i1tI�IL
11 .1 II■■� 4 %-/ il_ ,IIIIII�Sr:: lltl'I■'
�1u 1 t�■� 1 /I PJ?Vd I IAii'iu11INI lujlrl 1
20 III r—.11� .n%/'! __ __- • IIIIIIII::dI'11!kr',."ir 3
�IJ■111�_ �■' 0 �i 1111
-- - - ,,, ,•��
\ 10 IMi ill�ir•�i�i = � — , i�� �'1��R7d;���
10 FT / 1M�1111ri!.�i1 r _ _I '� /�I''i .Alta of I w
(MIN.LENGTH) �I•II -- / �/ iii:;m ,mari a)
m�II I/ r11111!IIII/II!llill�i , N
0 MIA 11�� 1_ M I'-H ii �I _ r1iri1II:i 1 rIC111111 III■ CZ
��II . ��H - /� /�iIV:1111i11i1111111111�111■ Q
ID
r H I11_ '� • II —il /:dtl:d111111111111111111■
��II I T ._li - .f` y" fir/—/I �11111111111■1111111111I11■ U.
_ ..t`- . �� IIIIIIIIIIIIIul1111u1I11■ 0
�'• , IIIIII 1 1111111111■1111111111111111111111111111 1
lig
❑I II' i
� t I IV-15 ' �i / II11III11!1l11111IlnI ll .� ' k ,o' a i/ -- � • �I
illbU�IAiIAit c
��rr Ir / MIN.d50)
'y 5 II' ''�� .. • I I I .,I III I Ill'
i _ 1 1
ail ,i I .; 1 ' 1 . . .. 'i.. , ! I , I 1 - 1 .!111 D
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: TD A LENGTH: 13 ft
DISCHARGE: 12.48 WIDTH: 15 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Appendices
c Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 :. 11t I II
.
I . I .II.
Outlet W = Do + La 90 ' "Ili iin 1 ' 111
j I. 1111111111 1
pipe ., ' i1111111111111 " '
I li nmu11 1� I!1
diameter (Do) 80 • ffliiiiiiii=ii I•�n%oui'I
La —+I 1 i- _ ,. 11111111111 ., !r;!11:/,1 1
I _ IIun111M f,!•EIRIP'I
T ilwater < 0.5DD 1.-- -- Ilullul N1=r1m
,� AtlSr'Iirlll' ' 1
aNO) 7C —
1111 1 /:)rlslrI' a
APRON DEPTH IS 1.5 TIMES THE STONE °r '2!;1 5111 111
DIAMETER(18"MINIMUM DEPTH) Q — . ._ _—_-. _ --,,
0\P 60 1 I ri1StlP,15115 I OHM
t��e 1��, �� r *A,I :n'n i 11111■
v 5 _—_-- 'if Ill„ 111111■
6 •// IMI/1111111m
�� 1 I , ', I IIII71111111111um
`� L___. ,�% V� NIP111111111111111111
,gyp M JIIIh11111111111111111■
I a
I /.' 111111111111111111 1111111Po
— � 111111111111111 mai 4
40 •
ri IF — i=►S+—+i—ml➢ulnl ,DA.„111/1
_ 4 1111u�u - ioi 111/11
- >,� i uuuuu � nius u�1
AW 111111111 IIIIIIINIIIIlg ,
��nn 11 I /� �r 11111111111111111111:;11�1
Y. 11iUIiI
--- _ L ,0 ��i 11111111 IrI1P' 1I111![I.•
,,/ , =, ,+d '- !' ed ,I- li!llill' eniu'I■I 1IoIs� ./:indwil 1 p11111111li'ililr IIIIIII,1 20 w �1�■��u� .��ri�� -- -- •--- nnuv:APP:iNiiiar u! ti.•4,i 3
ill
7,•
10 FT / iiifl
r _ _1(MIN.LENGTH) NI 0 1u1 •� 1 II I- �� i1111:11111 11i11.11 I�• 2 N
i•nammi - - - —p ;��I�" �ViII11I151R11� i1
/.illlll;ill�i�' �7 1It
1MINNs1� rt_=I. --- t - -1 i � IVldllIlli1111111111111111 cz
iirai 1 1-111Allir /r%�% 01111111111111111111111 E1l 1 _ �im uwmmmo
nunnummunn
tbo
III 5 , -0.!- , � null 1 1111111111■ 1
,l y=1$ -, �iL /_ 1 toil 1 1111 no 0.5o
. . ' / MIN.d50FT
•
ts�� I l I
= 5 rill.. , i i I,.
1 • ; 16
0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: TD B LENGTH: 11.5 ft
DISCHARGE: 4.51 WIDTH: 13.5 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Appendices
Velocity< 15 ft/sec.Apron discharges onto a slope<5%
Velocity< 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope<5%. Increase apron length/width/d50 by 25%.
Velocity> 15 ft/sec.Apron discharges onto a slope>5%. Increase apron length/width/d50 by 50%.
3 :. 11t l ll.
I .I II.
Outlet W = Do + La 90. ' • nu iin 1 I III
.I, 1111111111 I
pipe ;InIlIu11111 �,
I I mini um i' 1!I
diameter (Do) 80 • iiiiiiiiiminiuiiiii I•�n3'soul'I
La —'►I 1 i- . _ +. 11111111111 ,, !1:!11:/,1 1
I. _ _ _ r -_ •IIun1111u f,!d.n110'I
T ilwater < 0.5DD 1.-- -- 111nu11 In1=rnlr
-i-------- - --- - 1- 1111111 'daiillill' �'1
1111 ,) ll:fil!111' ' 1
aNO) 7C - I Iilli;ll'11 II
, _ :___ 1 •.rnAi rr I
APRON DEPTH IS 1.5 TIMES THE STONE °r ' '2•7.11 11i1C11! .d 11
DIAMETER(18"MINIMUM DEPTH) Q - . ._ _-_-. _ --,,
's 60 1 I riVS1111,15115 I OHM
��6 `-1-�Mil r y :IPA 5 IIIII■
v 5 _-_-- � II Mil 111111■
6 '// Mil/1111111111N
�� Int 1 I , I 11117111111111111111
Mtn L___. ,�� is r,ifpnuuuuuunu
,gyp M JIIIh11111111111111111■
1 a
111111111111111111 IIIIIIIR.,
- � IIIIIIIIIIIIIII I !i/1 a
40 al 1 ��SrIWrs�mmulnl ,or,—1111/l
F j 111111111 hilli/11
47 _I • '�, 111111111 J /11MII11171
I 1111111111 I�inunuu•►ir
39
1 11MM II 111111111111
0''I /� AMU 11111111111111111i1MAIIII1 1
mu dari:wriirci.•
I ME 4 1SI - //FAO - �-r I 4 AJ111:1P.:41 I
��� iIIIIMP'i111�111
20 �Iii� 1 �� 1 .i:i,'� 1 hIII1IIMIli i11i1 II iri
inimin mossomp. .:. 2 !oil:prig- Eli -- ---- - '1411Fr -lit:A 1
\ 10 ��IIU �9 i �� 1
10 FT / ��I!I�ri�.��1 r _ I - '� /�I'i 111101'.n: I w
EMI 1==11 - NEB __ 4 1�"III?III! N.
(MIN.LENGTH) ��I� u —_ _ .10�/ J1'd119Ui1111
��I / / r'lllll!IIII/11:Ilill�i N
0 pi�11�� 1 um I'- �! III1(111UOlirp. •• 2
M-11 _�� ;��I�" �ViII111i1IS11;111�� 1�
��Il ., - , _;_- 1 / � IIIi�I;��A511:11!:711111.
��Il� � rt__� . - .I / !: IVII iI11.i1111111111I11111 a
En I ME _ n _ 4 v
11111111M I ,_. M .il '' A. %it 1111111111111111111111111111 o
lig
-firri �'�. , sls, n1u I 1 1 um un■ 1
- V o 15 - ��ig� �/� i 1 I II1��p�ppp� 1 n1i IIN
I1- _I I- ' wl 11 . �N - I111tlQi1U�I�I� (0.50 FT)
i. ... ' / MIN.d50
V 511 is-�"� •I I I •
..1 I I,
1 �� I I 1
• !il i I ; , .I II D
3 5 10 20 50 100 200 500 1000
Discharge(ft3/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: TD C LENGTH: 11.5 ft
DISCHARGE: 0.9 WIDTH: 13.5 ft
PIPE DIA. (D) 24 in d50: 0.5 ft
DEPTH: 1.5 ft
Rev.12/93 8.06.3
Rip rap dimensions provided on the plan sheet are greater than the minimum required
calculations on this sheet.

Figures

USGS Quadrangle

USGS U.S.DEPARTMENT OF THE INTERIOR
U.S.GEOLOGICAL SURVEY The N:,lio,al May CLYDE QUADRANGLE
JUJ
science far echanging world US TOpo 4I�S NORTH CAROLINA-HAYWOOD COUNTY
7.5-MINUTE SERIES
-83.0000' -82.8750°
35.6250° 119°DOmE 20 21 22 23 24 25 26 27 28 29 30 35.6250'
31 EEMmL LN ---
min \ � r
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38 � I. .1_A �\
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y /1w suN °R(� �' ti^.n 136 Utah M[ \ I`"\, SIhouSe oEap lowu /r� / -A, 8 \ I // / Gras y G P- Gap `x°°sEE° :Nilik'
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/ F .' ) i to _ �°o - � !��� gP E o _ D Venture cem
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34 OBE Lake /` r o l °°c E Id 4s`v --or..._ � -_,0 ` E o Haynezem r_ ;, dull:M.P. t IT [EFRa
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yde \ tin _SI
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�.A„ �� Jannh,a n '=� G°M`" a, 1/�8 33
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01 College
33 Hoy R oqe ►`10-!; Pa (, aRe ao�a,S. �e, m PROJECT AREA ���.
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4i '�-'� ��M..- et" rp(WH � t � �_ °q. ) + \r\,\ o _ G
mo CoN e' ` CR
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MOtir,eJ p ��e`Ay wFr /uaxdax °..o �. itip
m 2 S° \\\ P°ELLn rat 32
.9 :pcO a I °A 8�
32 Hall Top. Nit 1 o V°`/ _ (� 7me c0,t' Jury Kn b /frt,yl II I,nk, $ snrF pa g' _ g }m TPPty LN
x a° 2w a!: SNEED Da v4' ` srA.xE+('ovE -��.Covr_G a Lto)ney C ve
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8) �a Garr 1Eer oa; p () ClVde Gap 31 momN
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31 i� b� ` a. _.��� 'al ��ov-g IW 7,,,,,,,,,rt.
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„._._, 41110.111%.,as` WAYNS�jILLE y I os ° ) � < n y /\ P° aamlti-�eC p,° APressle MYn �'�"A NOWEEEM\E 1 _ ; _ Cove Cem 0' Oowo \ 0.�5KVDR 1V_ n / —4n mc'+ W 9 �� WI 44, S & ryPEE EPSo
I � o\ LorxtoRl4NRe ]nW\ r0, J \ �/— J�R°0,".RO
3ss0vo° 19 20 21 22 23 24 25 26 27 28 129...E
35.5000°
-83.0000• -82.8750°
ROAD CLASSIFICATION
Produced by the United States Geological Survey N SCALE 1:24 000 Expressway Local connector
North American Datum of 1983(NADB3) Secondary Hwy Local Road
World Geodetic System of 1984 IWG5891.Projection and 1 1 J `0.5 0 KILOMETERS 1 2 GxoM 113 1 Ramp 4WD p
1000-meter and Universal Transverse Mercator,Zane 175 ON 1000 u 500 y u 0 METERS 1000 2000 \IN Interstate Rouse US Route Slate Route
This map o not a legal document.Boundaries may be `p 5 0 1 _-- .In 0
eraN:ee for the map scale.v lands w thin government 1_— e
of be sM1own.Obt tin permission before so mils MILES BPS Pnma rS Passenger FS Nigh
gen Private 1 ry
reservations may n a ,i ry Route C� Route Clearance Route K
entering private lanes. OECLIN1zTIOxROW
i it 1000 0 1000 I000 3000 4000 5000 6000 7000 8000 9000 10000 Cuaowxcls Locanox p_CD
0
RoadsN. .......NAIP,October 2020 Bureau,
a October 2016 .. ~~ o ED
Roads........... ... ....... ..... U.S. Census Bureau, 2016 FEET Check with local Forest Service Unit w
"'- ""' '-" emnexenc NORTH for current navel conditions one re:mm�on:.
Roads within Us Forest Service Lands........................FSTOPo Data CENTER or SHEET iCove Creek Gap �iD
with limited Forest Service updates,Not Available 1 2 3 2 Fines Creek MO
n.e.xnlan.i ore 0
Names.......................................................................GNIS.1980.2023 CONTOUR INTERVAL 40 FEET
O10 1 Sandymush
Hydrography National HydrographY Dataset,2004 2021 NORTH AMERICAN VERTICAL DATUM OF 1908
Contours National Elevation Dataset, 2022 oozes msPvou 4 5 —
Boundaries Multiple sources, see metadata file 2017 2021 This map was produced to conform with the b HdZeonDellwppd
CLYDE, NC = K
lwood
LV National Geospatlal Program US Topo Product Standard.
WetMnds FMK National wetlands Inventory Not meltable 6 7 s 7 Waynesville 2022
�
�2 i
9 Cruso �
cxe o. ADJOINING QUADRANGLES

NRCS Soils Report

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
NStates Department of
RCS Agriculture and other Haywood County
Federal agencies, State
Natural agencies including the Area, North
Resources Agricultural Experiment
Conservation Stations, and local
Service participants Carolina
Aer_. j. r1 �;r Zl_
11-
1fir �°, ` 1
ti Oi
•
D I I l I I 600
April 11, 2024

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.
8

Custom Soil Resource Report
N Soil Map N
En En
N N
W W
324740 324800 324860 324920 324980 325040 325100 325160 325220 325280 325340
35°31'28"N �,. - `t \_ '. l! 35°31'28"N
:- r--- / .- • . s I , ,
4114441111144.t.._ _ -, .
R ''''' / / 4 -
HaD2 �. C !,., -. •
• EvE
HaD2 •
•SCB
i • �: rs +�; ;. r.=� :
♦
',. . h
r
'''i. -- HaC2
SdC .1 . .,�'
2 HaD2 •
At
HaD2 t ,,
rrdr r
�000 Ga � M��a L?MOB aG�o���aOQo
35°31'14"N 35°31'14"N
324740 324800 324860 324920 324980 325040 325100 325160 325220 325280 325340
3 3
En Map Scale:1:2,900 if printed on A landscape(11"x 8.5")sheet.
Meters
N 0 40 80 160 240 m
Feet
0 100 200 400 600
Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) g Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:12,000.
Q Stony Spot
Soils CO Very Stony Spot
El Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp g
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
pu/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
ti US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Haywood County Area, North Carolina
+ Saline Spot Survey Area Data: Version 25,Sep 13,2023
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 1,2022—May 9,
31 Slide or Slip 2022
• Sodic Spot 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
EvE Evard-Cowee complex,30 to 50 6.8 15.5%
percent slopes
ExD Evard-Cowee-Urban land 0.4 0.9%
complex, 15 to 30 percent
slopes
FnE2 Fannin loam,30 to 50 percent 3.5 7.9%
slopes,eroded
HaC2 Hayesville clay loam,8 to 15 13.3 30.3%
percent slopes,eroded
HaD2 Hayesville clay loam, 15 to 30 9.5 21.6%
percent slopes,eroded
ScB Saunook loam,basin,2 to 8 8.4 19.2%
percent slopes
SdC Saunook loam,basin,8 to 15 2.0 4.7%
percent slopes,stony
Totals for Area of Interest 44.0 100.0%
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
Haywood County Area, North Carolina
EvE—Evard-Cowee complex, 30 to 50 percent slopes
Map Unit Setting
National map unit symbol: 2vx26
Elevation: 1,680 to 4,880 feet
Mean annual precipitation: 37 to 82 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 140 to 203 days
Farmland classification: Not prime farmland
Map Unit Composition
Evard and similar soils: 50 percent
Cowee and similar soils: 26 percent
Minor components: 24 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Evard
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down-slope shape: Convex, linear
Across-slope shape: Linear, convex
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A -0 to 5 inches: gravelly loam
Bt- 5 to 29 inches: sandy clay loam
BC-29 to 37 inches: sandy loam
C-37 to 80 inches: sandy loam
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: 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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
13

Custom Soil Resource Report
Description of Cowee
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, side slope, crest
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from biotite gneiss and/or amphibolite that
is affected by soil creep in the upper solum
Typical profile
A -0 to 5 inches: loam
Bt- 5 to 27 inches: clay loam
Cr-27 to 80 inches: bedrock
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 3.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: C
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Minor Components
Edneyville, stony
Percent of map unit: 10 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down-slope shape: Convex, linear
Across-slope shape: Convex
Hydric soil rating: No
Saunook, stony
Percent of map unit: 6 percent
Landform:Toes on drainageways
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, upper third of
mountainflank, base slope, head slope
Down-slope shape: Linear, concave
Across-slope shape: Concave
Hydric soil rating: No
14

Custom Soil Resource Report
Trimont, stony
Percent of map unit:4 percent
Landform: Hillslopes, mountain slopes
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Mountainflank, side slope, head slope
Down-slope shape: Concave, linear
Across-slope shape: Linear
Hydric soil rating: No
Chestnut, stony
Percent of map unit:4 percent
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Mountainflank, mountaintop, side slope,
crest
Down-slope shape: Convex, linear
Across-slope shape: Convex
Hydric soil rating: No
ExD—Evard-Cowee-Urban land complex, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: Ibyt
Elevation: 1,720 to 3,570 feet
Mean annual precipitation: 50 to 60 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Evard and similar soils:40 percent
Cowee, stony, and similar soils: 25 percent
Urban land: 20 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Evard
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder, backslope
Landform position (three-dimensional): Mountaintop, interfluve
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
Typical profile
A -0 to 5 inches: clay loam
Bt- 5 to 29 inches: sandy clay loam
15

Custom Soil Resource Report
BC-29 to 37 inches: sandy loam
C-37 to 80 inches: sandy loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: 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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Description of Cowee, Stony
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder, backslope
Landform position (three-dimensional): Mountaintop, interfluve
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
Typical profile
A -0 to 5 inches: clay loam
Bt- 5 to 27 inches: gravelly sandy clay loam
Cr-27 to 80 inches: bedrock
Properties and qualities
Slope: 15 to 30 percent
Surface area covered with cobbles, stones or boulders: 0.1 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: C
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
16

Custom Soil Resource Report
Description of Urban Land
Setting
Parent material: Streets, parking lots, buildings, and other structures
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Hydric soil rating: No
Minor Components
Udorthents
Percent of map unit: 9 percent
Landform: Ridges
Landform position (two-dimensional): Summit, shoulder, backslope
Landform position (three-dimensional): Mountaintop, interfluve
Down-slope shape: Linear, convex
Across-slope shape: Linear, convex
Hydric soil rating: No
Thurmont
Percent of map unit: 6 percent
Landform: Drainageways
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
FnE2—Fannin loam, 30 to 50 percent slopes, eroded
Map Unit Setting
National map unit symbol: I byv
Elevation: 1,690 to 2,600 feet
Mean annual precipitation: 40 to 80 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Not prime farmland
Map Unit Composition
Fannin and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fannin
Setting
Landform: Mountain slopes, ridges
Landform position (two-dimensional): Summit, backslope
17

Custom Soil Resource Report
Landform position (three-dimensional): Upper third of mountainflank, side slope
Down-slope shape: Convex
Across-slope shape: Linear
Parent material:Affected by soil creep in the upper solum over residuum
weathered from mica schist and/or micaceous gneiss and/or other micaceous
metamorphic rock
Typical profile
A -0 to 7 inches: fine sandy loam
Bt- 7 to 26 inches: clay loam
BC-26 to 33 inches: loam
C-33 to 80 inches: sandy loam
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: 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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
HaC2—Hayesville clay loam, 8 to 15 percent slopes, eroded
Map Unit Setting
National map unit symbol: Ibyx
Elevation: 1,790 to 2,280 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Hayesville, moderately eroded, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville, Moderately Eroded
Setting
Landform: Ridges
Landform position (two-dimensional): Summit
18

Custom Soil Resource Report
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
Typical profile
Ap- 0 to 6 inches: clay loam
Bt- 6 to 33 inches: clay loam
BC-33 to 45 inches: loam
C-45 to 80 inches: fine sandy 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: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F130BY007WV- Low Mountain Mesic Residuum
Hydric soil rating: No
Minor Components
Cowee, stony
Percent of map unit: 8 percent
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Fannin
Percent of map unit: 7 percent
Landform: Ridges
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Urban land
Percent of map unit: 5 percent
Hydric soil rating: No
19

Custom Soil Resource Report
HaD2—Hayesville clay loam, 15 to 30 percent slopes, eroded
Map Unit Setting
National map unit symbol: I byy
Elevation: 1,790 to 2,280 feet
Mean annual precipitation: 50 to 58 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 124 to 176 days
Farmland classification: Farmland of local importance
Map Unit Composition
Hayesville, moderately eroded, and similar soils: 80 percent
Minor components: 20 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Hayesville, Moderately Eroded
Setting
Landform: Hillslopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Side slope, interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Residuum weathered from hornblende gneiss and/or amphibolite
Typical profile
Ap- 0 to 6 inches: clay loam
Bt- 6 to 33 inches: clay loam
BC-33 to 45 inches: loam
C-45 to 80 inches: fine sandy loam
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: 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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F130BY007WV- Low Mountain Mesic Residuum
Hydric soil rating: No
20

Custom Soil Resource Report
Minor Components
Cowee, stony
Percent of map unit: 8 percent
Landform: Hillslopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Side slope, interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Fannin
Percent of map unit: 7 percent
Landform: Hillslopes, ridges
Landform position (two-dimensional): Backslope, summit
Landform position (three-dimensional): Side slope, interfluve
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Urban land
Percent of map unit: 5 percent
Hydric soil rating: No
ScB—Saunook loam, basin, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2vx4x
Elevation: 1,530 to 4,340 feet
Mean annual precipitation: 39 to 56 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 141 to 197 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Saunook, basin, and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Saunook, Basin
Setting
Landform: Fans, coves, drainageways
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Linear, concave
Across-slope shape: Linear, concave
Parent material: Colluvium derived from igneous and metamorphic rock
21

Custom Soil Resource Report
Typical profile
Ap- 0 to 9 inches: loam
Bt1 -9 to 28 inches: loam
Bt2-28 to 34 inches: cobbly loam
BC-34 to 80 inches: cobbly sandy 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 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
Minor Components
Dillsboro, basin
Percent of map unit: 6 percent
Landform: Coves, stream terraces
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, convex
Across-slope shape: Concave, linear
Hydric soil rating: No
Cullowhee, basin, frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Landform position (three-dimensional): Rise
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: No
Nikwasi, basin, frequently flooded
Percent of map unit:4 percent
Landform: Flood plains, depressions
Landform position (three-dimensional): Rise, dip
Down-slope shape: Linear, concave
Across-slope shape: Concave
Hydric soil rating: Yes
22

Custom Soil Resource Report
SdC—Saunook loam, basin, 8 to 15 percent slopes, stony
Map Unit Setting
National map unit symbol: 2vx4y
Elevation: 2,270 to 5,200 feet
Mean annual precipitation: 42 to 56 inches
Mean annual air temperature: 46 to 57 degrees F
Frost-free period: 141 to 197 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Saunook, basin, stony, and similar soils: 79 percent
Minor components: 21 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Saunook, Basin, Stony
Setting
Landform: Fans, coves, drainageways
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Linear, concave
Across-slope shape: Linear, concave
Parent material: Colluvium derived from igneous and metamorphic rock
Typical profile
Ap- 0 to 9 inches: loam
Bt1 -9 to 28 inches: loam
Bt2-28 to 34 inches: cobbly loam
BC-34 to 80 inches: cobbly sandy loam
Properties and qualities
Slope: 8 to 15 percent
Surface area covered with cobbles, stones or boulders: 0.1 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 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: F130BY004WV- Mesic Residuum Warm Aspect
Hydric soil rating: No
23

Custom Soil Resource Report
Minor Components
Braddock, basin, eroded
Percent of map unit: 6 percent
Landform: Fans, stream terraces
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Mountainbase, base slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Dillsboro, basin
Percent of map unit: 6 percent
Landform: Coves, stream terraces
Landform position (two-dimensional): Footslope, toeslope
Landform position (three-dimensional): Mountainbase, base slope
Down-slope shape: Concave, convex
Across-slope shape: Concave, linear
Hydric soil rating: No
Cullowhee, basin, frequently flooded
Percent of map unit: 5 percent
Landform: Flood plains
Landform position (three-dimensional): Rise
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: No
Nikwasi, basin, frequently flooded
Percent of map unit:4 percent
Landform: Flood plains, depressions
Landform position (three-dimensional): Rise, dip
Down-slope shape: Linear, concave
Across-slope shape: Concave
Hydric soil rating: Yes
24

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.nrcs.usda.gov/wps/portal/nrcs/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
25

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/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
26

NOAA Rainfall Data

NOAA Atlas 14,Volume 2,Version 3
, ""°' Location name:Clyde,North Carolina,USA* ithi'
8 Latitude:35.5229°,Longitude: -82.9319° none
� Elevation: RI2628Maps 1
f 'source:ESRI 'tom^fP
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular 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 50 100 200 500 1000
0.338 0.400 0.482 0.545 I 0.626 0.688 0.750 I 0.811 0.889 0.951
5-min (0.305-0.375) (0.361-0.445) (0.435-0.536) (0.491-0.605)1(0.560-0.695) (0.612-0.764) (0.663-0.834)i(0.712-0.905) (0.772-0.998) (0.818-1.07)
0.540 0.640 0.772 0.872 0.998 1.10 1.19 1.28 1.41 1.50
10-min
(0.487-0.600) (0.578-0.711) (0.696-0.858) (0.785-0.968) (0.893-1.11) (0.974-1.22) (1.05-1.33) (1.13-1.43) (1.22-1.58) (1.29-1.69)
0.675 0.804 0.976 1.10 1.26 1.39 1.50 1.62 1.77 1.88
1 5-min (0.608-0.749) (0.726-0.894) (0.881-1.08) (0.993-1.22) (1.13-1.40) (1.23-1.54) (1.33-1.68) I (1.42-1.81) (1.54-1.99) (1.62-2.12)
30-min 0.925 1.11 1.39 1.60 1.87 2.09 2.31 I 2.52 2.82 3.04
(0.834-1.03) (1.00-1.24) (1.25-1.54) (1.44-1.78) (1.68-2.08) (1.86-2.32) (2.04-2.57) (2.22-2.82) (2.45-3.16) (2.62-3.43)
60-min 1.15 1.39 1.78 2.08 2.50 2.83 3.18 3.54 4.04 4.44
(1.04-1.28) (1.26-1.55) (1.60-1.98) (1.87-2.31) (2.23-2.77) (2.52-3.14) (2.81-3.54) 1 (3.11-3.95) (3.51-4.54) (3.82-5.01)
2-hr 1.33 1.61 2.04 2.38 2.87 3.26 3.66 4.09 4.67 I 5.13
(1.21-1.48) (1.46-1.78) (1.84-2.25) (2.15-2.63) (2.57-3.16) (2.90-3.59) (3.23-4.05) (3.58-4.53) (4.04-5.21) (4.40-5.76)
3-hr 1.41 1.69 2.12 2.48 3.00 3.43 3.88 4.36 5.04 5.58
(1.28-1.57) (1.53-1.87) (1.92-2.35) (2.24-2.74) (2.69-3.31) (3.05-3.78) (3.43-4.29) (3.81-4.83) (4.33-5.62) (4.74-6.26)
6-hr 1.71 2.02 2.49 2.90 3.49 3.98 4.51 5.07 5.86 6.48
(1.57-1.88) (1.84-2.22) (2.27-2.73) (2.64-3.17) (3.15-3.81) (3.57-4.35) (4.00-4.93) (4.46-5.56) (5.07-6.46) I (5.54-7.19)
12-hr 2.12 2.50 3.06 3.52 4.15 4.65 5.15 5.65 6.31 6.77
(1.96-2.31) (2.30-2.73) (2.81-3.33) (3.23-3.83) (3.79-4.50) (4.24-5.05) (4.67-5.60) (5.10-6.16) (5.65-6.91) (6.03-7.45)
24-hr 2.49 2.98 3.65 4.19 4.92 5.51 6.10 6.70 7.48 8.07
(2.33-2.67) 1 (2.79-3.19)J (3.42-3.91) (3.91-4.48) (4.59-5.25) (5.12-5.86) (5.66-6.48) 1 (6.19-7.12) (6.89-7.94) (7.40-8.56)
2-day 2.96 3.53 4.28 4.88 5.70 6.35 7.01 7.66 8.52 9.15
(2.78-3.15) (3.32-3.76) (4.02-4.56) (4.58-5.20) (5.34-6.06) (5.93-6.74) (6.52-7.43) (7.11-8.13) (7.86-9.03) (8.42-9.70)
3-day 3.18 3.78 4.54 5.16 5.98 6.62 7.27 7.90 8.72 9.32
(3.00-3.37) (3.56-4.02) (4.28-4.83) (4.86-5.47) (5.62-6.34) (6.21-7.02) (6.80-7.70) (7.37-8.37) (8.10-9.23) (8.64-9.86)
4-day 3.39 4.02 4.81 5.43 6.26 6.90 7.53 8.14 8.93 9.49
(3.20-3.59) (3.81-4.27) (4.55-5.10) (5.13-5.74) (5.90-6.62) (6.49-7.29) (7.07-7.96) (7.63-8.60) (8.35-9.43) (8.85-10.0)
7-day 4.02 4.76 5.68 6.42 7.41 8.19 8.97 9.74 10.7 11.5
(3.81-4.25) (4.51-5.04) (5.38-6.00) (6.07-6.78) (7.00-7.82) (7.71-8.63) (8.42-9.46) (9.12-10.3) (10.0-11.3) (10.7-12.1)
10-day 4.62 5.45 6.45 7.25 8.32 9.15 9.98 10.8 11.9 12.6
(4.37-4.89) (5.16-5.78) (6.10-6.84) (6.85-7.67) (7.84-8.80) (8.61-9.68) (9.37-10.6) (10.1-11.4) (11.1-12.6) (11.7-13.4)
20-day 6.36 7.47 8.66 9.59 10.8 11.7 12.6 13.4 14.4 1 15.2
(6.06-6.69) I (7.11-7.87) (8.24-9.12) (9.12-10.1) (10.2-11.4) (11.1-12.3) (11.9-13.2) (12.6-14.1) (13.6-15.2) (14.2-16.0)
7.86 9.19 10.5 11.5 12.7 13.6 14.5 15.3 16.2 16.9
30-day (7.51-8.21) (8.80-9.62) (10.0-11.0) (11.0-12.0) (12.2-13.3) (13.0-14.3) (13.8-15.2) (14.5-16.0) (15.4-17.0) (16.0-17.7)
-
10.0 11.7 13.1 14.2 15.5 16.4 17.2 17.9 18.7 19.2
45-day (9.61-10.4) (11.2-12.2) (12.6-13.7) (13.6-14.8) (14.8-16.1) (15.7-17.0) (16.4-17.9) (17.1-18.6) (17.8-19.4) (18.3-20.0)
-
60-day 12.1 14.0 15.7 16.8 I 18.2 19.2 20.0 20.7 21.5 22.0
(11.6-12.6) (13.5-14.6) (15.1-16.3) (16.2-17.5) 1 (17.5-18.9) (18.4-19.9) (19.2-20.8) 1 (19.9-21.6) (20.6-22.4) 1 (21.1-22.9)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

NOAA Atlas 14,Volume 2,Version 3
""v' Location name:Clyde,North Carolina,USA* ,/ *4
8 Latitude:35.5229°,Longitude: -82.9319° none
� Elevation: RI2628 1
14ft..dif 'source:ESRI Maps 'tom^fP
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
4.06 4.80 5.78 6.54 7.51 8.26 9.00 9.73 I 10.7 I 11.4
5-min (3.66-4.50) (4.33-5.34) (5.22-6.43) (5.89-7.26) (6.72-8.34) (7.34-9.17) 1 (7.96-10.0) (8.54-10.9) 1 (9.26-12.0) (9.82-12.9)
3.24 3.84 4.63 5.23 5.99 6.57 7.15 7.71 8.44 8.98
10-min (2.92-3.60) (3.47-4.27) (4.18-5.15) (4.71-5.81) (5.36-6.65) (5.84-7.30) (6.32-7.96) (6.77-8.60) (7.33-9.47) �(7.73-10.1)
2.70 3.22 3.90 4.41 5.06 5.55 6.02 6.48 7.08 7.52
1 5-min (2.43-3.00) (2.90-3.58) (3.52-4.34) (3.97-4.90) (4.53-5.62) (4.94-6.16) (5.33-6.70) (5.69-7.24) (6.15-7.95) 1 (6.47-8.48)
30-min 1.85 2.22 2.77 3.19 3.75 4.18 4.61 5.05 5.63 6.09
(1.67-2.05) (2.01-2.47) (2.50-3.08) (2.88-3.55) (3.35-4.16) (3.72-4.64) 1 (4.08-5.13) (4.43-5.63) (4.89-6.32) (5.24-6.87)
60-min 1.15 1.39 1.78 2.08 2.50 2.83 3.18 3.54 4.04 4.44
(1.04-1.28) (1.26-1.55) (1.60-1.98) (1.87-2.31) (2.23-2.77) (2.52-3.14) I (2.81-3.54) (3.11-3.95) (3.51-4.54) (3.82-5.01)
0.666 0.803 1.02 1.19 1.43 1.63 1.83 2.04 2.34 2.56
2-hr (0.603-0.738) (0.728-0.888) (0.920-1.12) (1.07-1.32) (1.28-1.58) (1.45-1.80) (1.62-2.03) (1.79-2.26) (2.02-2.60) (2.20-2.88)
3-hr 0.469 0.561 0.706 0.826 0.999 1.14 1.29 1.45 1.68 1.86
(0.426-0.521) (0.509-0.621) (0.640-0.781) (0.746-0.911) (0.895-1.10) (1.02-1.26) (1.14-1.43) (1.27-1.61) (1.44-1.87) (1.58-2.08)
6-hr 0.285 0.336 0.415 0.484 0.582 0.664 0.752 0.846 0.978 1.08
(0.261-0.314) (0.307-0.369) (0.379-0.456) (0.440-0.529) (0.526-0.636) (0.596-0.726) (0.668-0.823) (0.744-0.928) (0.846-1.08) (0.925-1.20)
12-hr 0.176 0.207 0.253 0.291 0.344 0.385 0.427 0.469 0.523 I 0.562
(0.162-0.192) (0.191-0.226) (0.233-0.276) (0.268-0.317) (0.314-0.373) (0.351-0.418) (0.387-0.464) (0.423-0.510) (0.468-0.573) (0.500-0.618)
24-hr 0.103 0.124 0.152 0.174 0.205 0.229 0.254 I 0.279 0.311 0.336
(0.097-0.111) (0.116-0.133) (0.142-0.162) (0.162-0.186) (0.191-0.218) (0.213-0.244) (0.235-0.270) (0.258-0.296) (0.287-0.330)1(0.308-0.356)
2-day 0.061 0.073 0.089 0.101 0.118 0.132 0.145 0.159 0.177 0.190
(0.058-0.065) (0.069-0.078) (0.083-0.095) (0.095-0.108) (0.111-0.126) (0.123-0.140) (0.135-0.154) (0.148-0.169) (0.163-0.188) (0.175-0.201)
3-day 0.044 0.052 0.063 0.071 0.083 0.092 0.100 0.109 0.121 0.129
(0.041-0.046) (0.049-0.055) (0.059-0.067) (0.067-0.075) (0.078-0.088) (0.086-0.097) (0.094-0.106) (0.102-0.116) (0.112-0.128) (0.119-0.136)
4-day 0.035 0.041 0.050 0.056 0.065 0.071 0.078 0.084 0.093 0.098
(0.033-0.037) (0.039-0.044) (0.047-0.053) (0.053-0.059) (0.061-0.068) (0.067-0.075) (0.073-0.082) (0.079-0.089) (0.086-0.098) (0.092-0.104)
7-day ' 0.023 0.028 0.033 0.038 0.044 0.048 0.053 0.057 0.063 0.068
(0.022-0.025) (0.026-0.029) (0.032-0.035) (0.036-0.040) (0.041-0.046) (0.045-0.051) (0.050-0.056) (0.054-0.061) (0.059-0.067) (0.063-0.072)
10-day 0.019 0.022 0.026 0.030 0.034 0.038 0.041 0.045 0.049 I 0.052
(0.018-0.020) (0.021-0.024) (0.025-0.028) (0.028-0.031) (0.032-0.036) (0.035-0.040) (0.039-0.044) (0.042-0.047) (0.046-0.052) (0.048-0.055)
20-day 0.013 0.015 0.018 0.019 0.022 ' 0.024 1 0.026 0.027 0.030 0.031
(0.012-0.013) (0.014-0.016) (0.017-0.019) (0.018-0.021) (0.021-0.023) (0.023-0.025)i(0.024-0.027) (0.026-0.029) (0.028-0.031) (0.029-0.033)
30-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.022 0.023
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.018-0.019) (0.019-0.021) (0.020-0.022) (0.021-0.023) (0.022-0.024)
45-day 0.009 0.010 0.012 0.013 0.014 0.015 0.015 0.016 0.017 0.017
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.015-0.017) (0.016-0.017) (0.016-0.018)
60-day 0.008 0.009 0.010 0.011 0.012 0.013 0.013 0.014 0.014 0.015
(0.008-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.012-0.013) (0.013-0.014) (0.013-0.014) (0.014-0.015) (0.014-0.015)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.

Back to Top
PF graphical
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.5229°, Longitude: -82.9319°
101 'i • Average recurrence
interval
(years)
10 VI \ — 5
cu \ 10
c ZS
o y — 50
.
10-1 _- — 100
`�
a `._ — 200
V
--_ 500
aJ
1000
10-Z
r i I i r i i l r i i i i
C•_ _C C_ C•_ C•_ I- i- >, T A A ›, T T T T
E E E E E Al A rb ry v 7 v2 7 7 7 7 77
IA 6 in Mto rl N
`" o Na $� ,I Duration rn v
101 - • r j_-.
6.
C
Duration
Z' 10° - . - _
a _ 5-min — 2-day
c �+ 11111.1111111 — 10-min — ;-day
o 111011111S111111111.111111
_ 15mm — 4-day
• 10-1 �� — 30 mm — 7-day
a — 60-min — 10-day
a — 2-hr — 20-day
o_ — 3-fir — 30-day
— 6fir — 45-day
10-2 — I — 12-hr — 60-day
i i i ' i 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Fri Apr 26 11:16:50 2024
Back to Top
Maps & aerials
Small scale terrain

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111 jek. , 4, • . Pr
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

FEMA FIRM Map

National Flood Hazard Layer FIRMette - FEMA _Legend
82°56'13"W 35°31'37"N SEE EIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
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\ OTHER AREAS Area of Undetermined Flood Hazard ZoneD
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\ STRUCTURES 1 1 1 1 1 1 1 Levee,Dike,or Floodwall
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1Z•s Water Surface Elevation
AREA OF MINIMAL FLOOD HAZARD ' • 8- - - Coastal Transect
• Z••- X • 513•^^^-- Base Flood Elevation Line(BFE)
o Limit of Study
• Jurisdiction Boundary
- --- Coastal Transect Baseline
- 37008636001 OTHER - — Profile Baseline
3700862600J HAYWOOD COUNTY 4/3/2012 FEATURES Hydrographic Feature
eff.4/3/2012 • 370a20 Nnt Printed -` Digital Data Available N
P4 V.t•�dr• s •1 _ „' No Digital Data Available
IIIL- • •- + Ire • �IP•. MAP PANELS Unmapped
•• ryi:Tr..'` „� t The pin displayed on the map is an approximate
• r M .. • '^ , �'• point selected by the user and does not represent
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, '.r •'�• II I 4 + accuracy standards
•
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,. 401,
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' '. 111-
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A ` .,‘,, - A,....11:4 1 all reflect changes or amendments subsequent to this date and
', i•. YM� - A r • % l6� time.The NFHL and effective information may change or
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- 82°55'36"W 35°31'8"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.6 000 unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

Deed

Instrument# 2015009738 Book 896 Page 2264
_.._......•.w.,vY♦ . WI I IrV\LJ01 I I I III I I
IIIIIIIIIIIIIIIII1IIIIIIIIIIII IIIIIIIII
DATE I I I c''S BY , 2015009738
HAYWOOD CO.NC FEE$26.00
STATE OF NC REAL ESTATE EXTX
$392.00
PRESENTED&RECORDED
11-19-2015 01:59:02 PM
HAYWOOD COUNTY TAX CERTIFICATION SHERRI C.ROGERS
REGISTER OF DEEDS
BY STACY C MOORE
DEPUTY
There are no delinquent taxes due that are a Hen BK: RB 896
against parcel number(s),YbA,—O —$ j'3 PG: 2264-2267
Mike Matthews,Haywood County Tax Collector
Date:IL_J
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax:$392.00
Parcel Identifier No. 8636-08-8403 Verified by_Haywood County on the 19th day of November ,2015
By:
Mail/Box to:Patrick U. Smathers; 118 Main St., Ste B;Canton,NC 28716
This instrument was prepared by: Patrick U.Smathers
Brief description for the Index: 1684 Jones Cove Road,Clyde NC 28721
THIS DEED made this 12th day of November 2015,by and between
GRANTOR GRANTEE
LYNDON MCKEE SMATHERS,JR and LINDA S.ROBINSON, THE TRUSTEES OF HAYWOOD
Co-Trustees of the ARTIE R. SMATHERS LIVING TRUST COMMUNITY COLLEGE
Dated March 6, 1992;LYNDON MCKEE SMATHERS,JR.,
(single);and LINDA S.ROBINSON(single) 185 FREELANDER DR.
CLYDE,NC 28721
Enter in appropriate block for each Grantor and Grantee: name,mailing address,and,if appropriate,character of entity,e.g.
corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties,their heirs,successors,and assigns,and shall include
singular,plural,masculine,feminine or neuter as required by context.
WITNESSETH,that the Grantor,for a valuable consideration paid by the Grantee,the receipt of which is hereby acknowledged,has and
by these presents does grant,bargain,sell and convey unto the Grantee in fee simple,all that certain lot or parcel of land situated in the
City of CLYDE , Township, Haywood County,North Carolina and more particularly described as follows:
See Exhibit"A"attached hereto and incorporated herein by this reference
The property hereinabove described was acquired by Grantor by instrument recorded in Book 424 page 1243
All or a portion of the property herein conveyed_includes or X does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book slot
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
NC Bar Association Form No.3©1976,Revised© 1/1/2010
Printed by Agreement with the NC Bar Association

Instrument# 2015009738 Book 896 Page 2265
And the Grantor covenants with the Grantee,that Grantor is seized of the premises in fee simple,has the right to convey the same in fee
simple,that title is marketable and free and clear of all encumbrances,and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever,other than the following exceptions:
IN WITNESS WHEREOF,the Grantor has duly executed the foregoing ast� of the day and year first above written.
celnAdrt 711c-tt2, S•rhv6Sitta (SEAL)
(Entity Name) Print/Type Name: LYNDON MC E SMATHERS,JR
By: Co-Trustee Q
-c..��.a, Z . C�.c ,py- (SEAL)
Print/Type Name&Title: Print/Type Name: LINDA S.ROBINSON
Co-Tr stee
By: 1fl „tom nhv lAp (SEAL)
Print/Type Name&Title: Prin/T'C ype Name: LYNDON MCKEE STHERS,JR.
Individual
By: t cke- ,8 . (SEAL)
Print/Type Name&TitIe: Print/Type Name: LINDA S. ROBINSON
Individual
NC Bar Association Form No.3©1976,Revised© 1/1/2010
Printed by Agreement with the NC Bar Association

Instrument# 2015009738 Book 896 Page 2266
uc -' C6-raft4o_
State of -County or City of I-t,4 �,,z,�
I,the undersigned Notary Public of the County or City o 4'(,q ,j and State aforesaid,certify that
``�N.ottttIW ri 4 A 11n C- ke.e .5 vx�-Fkeri 3-'r personally appeared before me this day and
��tc ule.g-a 'et,
execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp or
,` eal tlijl�-[-,t,t- d� „kJ'ov,w..hcr' , 201S"
MY M
COMMISSION EXPIRES = ¢ - ._
yM�Qeryn.j& Expites: 3- 1--, r Z ti(c, 41,E D. - r I,n -kw, Notary Public
-yf,Affjt4t5 1�G �)` Notary's Printed or Typed-Name
's''#,,OD CO'. �,�
"p4urt nn t °.
State off jor �crt2 1j- -County or City of w
I,the undersigned Notary Public of the County or City oT K .,,i ,,..... J1 and State aforesaid,certify that
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pau4lfig id:he due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp or
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``����0'" �"t1 undersigned Notary Public of the County or City of Kc c....4...J and State aforesaid,certify that
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�.* t.�due execution of the foregoing instilment for the purposes therein expressed. Witness my hand and Notarial stamp or
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State of la r Cdre.11;n0.— -County or City of K � ,..-o. .
I,the undersigned Notary Public of the County or City of �Kr, c�...e j, and State aforesaid,certify that
/- ► n& I_ $. /�h,�N. ., personally appeared before me this day and
`�o� 'N' 'le -lithe due execution of the foregoing instrument for the purposes therein expressed. Witness my hand and Notarial stamp or
`\seal this _ �' ay of it of a.y.. ,20/,j
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`.,,, ODtC„use``\'
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NC Bar Association Form No.3©1976,Revised©11112010
Printed by Agreement with the NC Bar Association

Instrument# 2015009738 Book 896 Page 2267
SMATHERS & SMATHERS PAGE 01/01
EXHIBIT "A"
Being and comprising that 11.134 acres tract as shown on plat titled: "Haywood County,
a body corporate and politic",by Clifford G. Sechser, P.L.S. L-3952, dated o8-25-08,
recorded in Plat Cabinet C, Slot 5361, Haywood County Registry.
Lyndon Smathers and Linda Smathers Robinson are joining in this conveyance to
transfer any interest they may have, if any, resulting from Item III of the Revocable
Trust Agreement attached to the recorded Trust Certificate (Deed Book 444, Page 1185;
Haywood County Registry).

Appendix A—Wetland Delineation

ital e th ////Jur maphaveionbeenlocatedwetlands withinwaterssubmidentifieter ccuracyd is
utilizingsdic Trimble Geo XT/7Xand mapping graa deon Global
Positioning System(GPS)and the subsequent %. t
differential correction of that data or Juniper j�yyy� -
CAln1
Systems Geode GNS3S. GPS points may
demonstrate uncorrectable errors due to / ay , •
topography,vegetative cover,and/or multipath ( , R +- \
signal error. Project Boundary
Note: The illustrated wetland and stream locations .'
are approximate These areas have been flagged in ,; , e--- -- -. -. -.. -.
the field,however,they have not been surveyed. •$. t - ri
r;t
Although EnviroScience is confident in our - " iJ""' -
assessment,the US Army Corps of Engineers i
(Corps)is the only agency that can make final T •_f;: 31't'
decisions regarding jurisdictional wetland and . \ "•- /
waters of the US delineations. Therefore,all ` F'
preliminary determinations are subject to change _
until written verification is obtained. EnviroScience .'�WB r•-... rC f „��� ':,� i
strongly recommends that written verification be / "
! !c!!Eii: the
a Corps prior to closing on the w / \
ng any site work,ormakithis determination. , \
pared by EnviroScience using the
best information available to EnviroScience at the -- ,e,+' .''
time of production. This map is for informational t _p +' - .
/ purposes only and should not be used to determine . - x,, t' -
/ precise boundaries,roadways,property boundary ;r . ,_�'- ,,
lines,nor legal descriptions. This map shall not be /
construed to be an official survey of any data ''-'4-"):'-.'',r' -_'. �•
depicted. / - fi r% ..
6 Source Data: Project Boundary-Haywood County 3 c e' rt
GIS Parcels;Contours and Aerial Imagery-NC - ,kw t
OneMap 2023 !�./-' R + f�. _
The stream on site is a UT of Pigeon River(NC / ''' !'
DWR Class:C Waters) -H # - _ _ '• -
y
' Air,* . - /11,,,,,.' '1:4.. i
rir , :
-": ------ iii .
'1' Potentially Jurisdictional Waters of the US
_=1_ / Stream Wetland
Project Boundary -\_
Linear Acres Acres
Stream _- Feet stream bed ■
Wetland SA 181 0.013 WA 0.016
`3 _ — SB _— WB 0.002
COntO i (2 ft) ��� Total t / /Oi013 � Total0 018,
Wetland and Stream Map HCC Workforce Center o 50 100 200 US Feet N
Delineated June 4, 2024 (+/- 6.34 Ac) I I I I I A CLearWater
Figure 5 Haywood County, NC.
I 1 I I I I I I I An EnviroScience Company a
0 10 20 40 60 80 Meters
Author:EET Date:6/6/2-24 Project#:24-0639 NAD 1983 2011 StatePlane North Carolina FIPS 3200 Ft US

Appendix B—Pre-Existing Impervious Area Map

W N i H Cr,
W O a
>UuN>CM
N NZ'IFD
Q Z N N
or O W N N 1-'aN N
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- .-. / EDGE OF STREAM : a W Z Q ~N 2
- / CO y 0 U. F Z=U.
� 30'STREAM BUFFER f0 Q a Z Q a
NOp1 N 100
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LO
5'CONTOURS
. i / .--% ?).'
46 4 I
LEGEND �� �� y♦ry °IMPERVIOUS AREA �'� y _ '�`NA19636-IA-177V
CIRCA 2006 /W(,
® . =
OUNTY OP HAYWOOD •> 0 O
DP,599 PG 2417
t CP U U
C P.G 5361
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(111)
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W
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/ \\/ :. LU
LU
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J
W
% / \/ Z
// EXISTING IMPERVIOUS AREA \
V
l I
W
Z
1111
O < V♦
40
PROPERTY LINE i._, _.
PIN '.36 I i; _
_ JULIAN GMAT ."' ,rt`, • a
A �•
RMAN YO v:F - �' O
MARY EDPORD .��'.' r8 \
DI�AAS PG.I I •
- CC
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.ae. Qq. ; �♦ .
Q ¢ +d''
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