SWA000206_Design Calculations_20230524

1w-.MMwK
W [:) 1CA<w9C) N
community infrastructure consultants
Village of Waxhaw
WKD # 20220782.00.CL
CALCULATIONS FOR:
Stormwater, Water Quality, & Detention
DATE: 1/31/2023 e s Si'
REV: 4/26/2023 s� is
G.
1213 W. MOREHEAD STREET,SUITE 300, CHARLOTTE, NORTH CAROLINA 28208
TEL [phone] FAX [phone] www.WKDickson.com

TABLE OF CONTENTS
DESCRIPTION PAGE
1 Narrative 3
2 Pre/Post Development Curve Numbers 4
3 Impervious Calculations 6
4 Pre/Post Development Table 7
5 Wet Pond #1 8
6 Time of Concentrations 10
7 Rip Rap Apron Design 14
8 10-Year Spread Calculations (Non-sump Condition) 15
9 Wet Pond #1 Flotation Calculations 16
10 Wet Pond#1 Anti-Seep Collar Calculations 17
11 Wet Pond #1 Storm Pipe Analysis 18
12 HydroCAD Storm Pond Analysis 21
13 HY-8 Culvert Analysis 162
App. A USGS Topographic Maps 167
App. B NRCS Soils Report 169
App. C FEMA FIRM Map 189
App. D Pre/Post Drainage Area Plans 191

Village of Waxhaw FMkwl<
PROJECT NO.: 20220782.00.CL BY: TDG ID I C KSO N
DATE: 113112023 T.M.: WGB community Infrastructure consultants
REVISED: 04/26/23 P.M.: WGB A
Summary
Village of Waxhaw is a 32-lot single family townhome development with a total of 7.44 aces,located in the Town of Waxhaw.The development will be
constructed on existing vacant wooded land.The water and sanitary sewer for the subdivision will be provided by Union County Public Works.The
Subdivision is being developed as an R-4 Cluster subdivision,per the approved Preliminary Plan.
Proposed Improvements
The project will collect stormwater with valley gutter and storm drainage inlets.The stormwater will
be conveyed in concrete storm pipes. Per the Town of Waxhaw's stormwater detention requirements and NCDEQ Water Quality requirements,the
stormwater will be conveyed from the storm drainage system to one wetpond facility.The stormwater,once treated for the first 1"of rainfall and
detained per the Town's requirements will be discharged from the wetpond to a rip rap apron and vegetative filter strip.
The site has two drainage points of interest. Point of interest#1 (POI#1)is located to the East of the center of the property where an existing non-
jurisdictional swale runs through the site. POI#1 Tc was calculated at 24.4 MIN. Point of Interest#2(POI#2)is located at the Northeast corner of the
site where a portion of the site drains into an existing wetland. POI#2 Tc was calculated at 18.3 MIN.The table below represents the pre-development
and post development discharge.The wetpond provides stormwater quality for the first inch of rainfall(2-5 Day Drawdown)and detention for the peak
stormwater runoff for the 2&10-year storm events to meet the pre-development rates.Also provided is a table that shows the available freeboard in the
wetpond.
2 Yr-24hr
PRE(CFS) POST(CFS) DELTA
POI#1 7.11 6.33 -0.78
POI#2 0.53 0.73 0.2
10 Yr-24hr
PRE(CFS) POST(CFS) DELTA
POI#1 1.3.32 -0.13
POI#2 2.52 -0.02
50 Yr-24hr
PRE(CFS) POST(CFS) DELTA
POI#1 46.86 50.47 3.61
POI#2 5.74 5.07 -0.67
Free Board Check
BMP-1 Peak Elv. Top of Berm Freeboard(ft)
2 YR 2.41
10 YR I 1 1 1.82

Village of Waxhaw W�WWI<
PROJECT NO.: 20220782.00.cL BY: TDG IDICKSON
DATE: 113112023 T.M.: WGB community Infrastructure consultants
REVISED: P.M.: WGB PRE/POST DEVELOPMENT CURVE NUMBERS
CURVE NUMBER:
Predeveloped CN POI#1
Cover Type Area SF CN Wtd. CN
Woods B 543022 0.67 55 36.60
Impervious 54658 0.07 98 6.56
Pasture(Poor, B) 9087 0.01 79 0.88
Grass B 209176 0.26 61 15.64
0.00 0.00
Total 1 815943 1.00 59.69
Composite CN 59.69j Use CN= 60
Predeveloped CN POI#2
Cover Type Area SF % CN Wtd. CN
''voods B 106262 1.00 55.00
0.00 0.00
0.00 0.00
0.00 0.00
Total 106262 1.00 55.00
Com osite CN 55.00j =1 Use CN=

Village of Waxhaw W�WWI<
PROJECT NO.: 20220782.00.cL BY: TDG IDICKSON
DATE: 113112023 T.M.: WGB community Infrastructure consultants
REVISED: P.M.: WGB PRE/POST DEVELOPMENT CURVE NUMBERS
Post developed CN BMP#1
Cover Type Area SF % CN Wtd. CN
Sidewalk 15335 0.07 98 7.22
Lots buildin , walkway,patios) 38192 0.18 98 17.97
Driveways 14570 0.07 98 6.86
Roadway 42310 0.20 98 19.91
CBU Pads 44 0.00 1 98 0.02
Grass(B) 97775 0.47 1 61 28.64
Total 208226 0.53 80.63
Com osite CN 80.61=1 =1 Use CN= 8�
Post developed CN BYPASS POI#1
Cover a SF % IF CN Wtd. CN
Woods B 406538 0.63 55 34.91
Impervious B/d s, Driveways, Rds 53797 0.08 98 8.23
Pasture Poor, B 9087 0.01 79 1.12
Grass B 171038 0.27 61 16.29
0.00 0.00
0.00 0.00
Total 640461 1.00 60.55
Com osite CN 60.55j =1 Use CN= 61
Post developed CN BYPASS POI#2
Cover Type Area SF % CN Wtd. CN
Woods B 42969 0.58 55 32.15
Greenway 3396 0.05 98 4.53
Grass B 27153 0.37 61 22.53
0.00 0.00
Total 73518 1.00 59.20
Com osite CN 59.201 =1 Use CN= 61
Post developed CN Culvert(Part of BYPASS POI#1)
Cover Type Area SF % CN Wtd. CN
Woods B 359379 0.60 32.84
Impervious 58277 0.10 9.49
Pasture Poor, B 9087 0.02 1.19
Grass(B) 175079 0.29 17.75
0.00 0.00
Total 1 601822 1 1.00 1 61.27
Com osite CN 61.2=1 =1 Use CN= 61

Village of Wax haw BY: TDG W.WWK
PROJECT
IDICI<SON
DATE: 113112023 T.M.: WGB community intrastructuro consultants
REVISED: P.M.: WGB IMPERVIOUS CALCULATIONS
Impervious Calculations for Basins
BMP 1
Drainage Area 4.78 acres
Impervious Areas
Sidewalk= 15335 sf
Lots (building, walkway, patios)= 38192 sf
Driveways= 14570 sf
Roadway= 42310 sf
CBU Pad = 44 sf
Total Impervious= 110451 sf
Percent Impervious= 53.04%

Village of Waxhaw Fww1<
PROJECT NO.: 20220782.00.cL BY: TDG - E:)1(-,1<SO N
DATE: 113112023 T.M.: WGB community Infrastructure consultants
REVISED: P.M.: WGB PRE/POST DEVELOPMENT TABLE
STORM WATER
PRE-DEVELOPMENT/POST-DEVELOPMENT TABLE
2 Yr-24hr
9111 PRE CFS POST CFS DELTA
POI#1 7.11 6.33 -0.78
POI#2 0.53 0.73 0.2
10 Yr-24hr
PRE CFS POST CFS DELTA
POI#1 23.45 23.32 -0.13
POI#2 2.54 1 2.52 -0.02
50 Yr-24hr
PRE CFS POST CFS DELTA
POI#1 46.86 50.47 3.61
POI#2 5.74 5.07 -0.67
PRE-DEVELOPMENT AREA
DRAINAGE BASIN AREA AC.
Pre#1 18.73
Pre#2 2.44
Total 21.17
POST-DEVELOPMENT AREA
DRAINAGE BASIN AREA AC.
BMP#1 4.78
B Pass POI#1 14.70
B Pass POI#2 1.69
TOTAL 21.17

Village of Waxhaw �►WI<
PROJECT NO.: 20220782.00.cL BY: TDG IC 1<SO N
DATE: 1/31/2023 T.M.: WGB nary inf-st-fu--"Suet-ts
REVISED: P.M.: WGB WATER QUALITYBASIN CALCULATIONS-WETPOND 1
WATER QUALITY REQUIREMENTS
To meet the Water Quality requirements,the procedure outlined in the"Stormwater Best
Management Practices"published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85%pollutant removal
efficiency. Also,the pond must detain the first 1"of rainfall and release this volume
over a period of 2 to 5 days.Calculations for these requirements are as follows:
PERMANENTPOOL DEPTH
Surface area requirements Impervious 3 4 5 s
Drainage area to pond(Da)= 4.78 Ac 10 0.51 0.43 0.37 0.3 0.27 0.25
Post-development impervious percentage= 53% 20 0.84 0.69 0.61 0.51 0.44 0.4
Average pool depth= 3.5 ft 30 1.17 0.94 0.84 0.72 0.61 0.56
Designed permanent pool elevation= 619 40 1.51 1.24 1.09 0.91 0.78 0.71
50 1.79 1.51 1.31 1.13 0.95 0.87
60 2.09 1.77 1.49 1.31 1.12 1.03
Interpolation to find required SA/DA ratio for non whole number 70 2.51 2.09 1.8 1.56 1.34 1.17
Storage 80 2.92 2.41 2.07 1.82 1.62 1.4
Depth volume 90 3.25 2.64 2.311 2.04 1.84 1.59
3 1.88
3.5 1.74
4 1.59
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio(SA/DA)for a permanent pool depth= 1.74
Required surface area=SAIDA/100 x Drainage area= 0.08 Ac 3613.187
Surface area of pond as designed at permanent pool elevation= 0.08759 Ac Average Depth Calculations
Equation 2 Equation 3
1"rainfall requirements vpp 3.13 D v--v:neij 3.68
Using the runoff volume calculations in the"Simple Method": Dave- SA = avc aaovv of-lf
SA 3816 Ab-m of shsir=3195
Rv=0.05+0.9(1) Vpp=11930 Vshsir= 186.75
Rv= 0.527394413 in/in Perimeter p-pool=249
Volume=(Design rainfall)(Rv)(Drainage Area) V hetf=0.5 -Depth..,over h,if*Perimeterperm P,*Width-bme,eed pare ofsheif
Volume=1"rainfall x Rv in/in x 1/12 in/ft x Da= *Depth rounded down to nearest 0.5*
or 0.21 ac-ft *USE EQUATION 3*
This volume must be released over a period of 2-5 days 9151 ftA3
As designed pond areas: Permanent Pond Storage Volume
Elevation Forebay Forebay FB Volume FB Volume Pond Pond Pond Volume Pond Volume
Storage Volumes (mS0 (S f) lec) ou-ft) ao ffl lsf) 00 (-u-ft) 0-ft)
Cumulative 614 0.0000 0.0000 1441 0.0331
Elevation Area(ac) Volume(ac-ft) s1s o.0000 0.0000 1776 0.040e lsoa o.o3se ��
619 0.113 0.00 616 3aa 0.0079 116 0.0000 2142 0.0492 3669 0.0817 ��
619.5 0.132 0.06 617 F 0.0104 2540 0.0583 6esa 0.1363 ��
620 0.143 0.13 618 F 0.0264 2968 0.0681 esa2 0.1984 ��
621 0.155 0.28 618.E 973 0.0223 1714 0.0367 3196 0.0733 10181 0.2337 ��
622 0.167 0.44 619 1122 0.0268 2237 0.0487 3816 0.0876 11930 0.2739 ��
623 0.180 0.61 619.5 0.0294 283s 0.0626 aaea 0.1 o2s 14000 0.3214 ��
624 0.194 0.80 620 0.0000 3049 0.0674 6208 0.1426 16669 0.3824 ��
625 0.207 1.00 621 0.0000 3049 0.0674 6742 0.1648 23126 0.6309 ��
622 0.0000 3049 0.0674 7291 0.1674 30133 0.6918 ��
623 0.0000 3049 0.0674 7866 0.1803 37696 0.8664 ��
624 0.0000 3049 0.0674 8434 0.1936 46831 1.0621 ��
625 0.0000 3049 0.0674 9029 0.2073 64663 1.2624 ��
Forebay Volume(CF) 2237 00000000000
Main Pool Volume(CF) 11930 00000000000
Forebay%of Pond 18.75% 00000000000
00000000000
00000000000
00000000000
Interpolation to find elevation at which required storage volume is reached
Storage Storage Storage
Elev volume area(ac.) area(cf.)
619 0.00 0.11 4937.9
Elev 0.21 0.13 5798
625 1.00 0.21 9029.19
Elev= 620.26
Storage elevation= 1.26 feet above permanent pool elevation 620.19
Assume 2 day minimum
Determination of Orifice size for 2-5 day drawdown
a=2A x sgrt(h) 'Falling head equation
Ct(sgrt(2g))
a=Area of orifice a sqft
t=Time to drawdown 432000 sec (5 day drawdown)
A=Average pond surface area 4807 sf
g=Gravity constant 32.2 fUSA2
h=Change in head 1.26 ft
C=Orifice constant 0.6
Minimum orifice area= 0.01 sqft
Minimum orifice size= 1.0 inches
Selected orifice size= 1.25 inches

Village of Waxhaw §P-kWI<
PROJECT NO.: 2o22o7s2.00.CL BY: TDG E I C:KSO N
DATE: 113112023 T.M.: WGB community infrastructure consultants
REVISED: P.M.: WGB TIME OF CONCENTRATION CALCULATIONS
PREDEVELOPMENT POI#1 - TIME OF CONCENTRATION
Pre-development Type: Sheet Flow
Flow Phase One Length: !00 ft
"N" Value: 0.4 from tables
Slope: 0.023 ft/ft
Computed 'T' 20.6 Minutes
Pre-development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 404 ft
u=unpaved Slope: 0.059 ft/ft
p=paved Velocity: 3.91 ft/sec
Computed 'T'. 0.029 hr, or 1.7 Minutes
Pre-development Type: Open Channel Flow
Flow Phase Three Length: ft
Velocity: ft/sec(assumed)
Computed 'T'. 0.034 hr, or 2.0 Minutes
Pre-development Time of Concentration
Total Flow Total T c= 24.4 Minutes
Summary Lag Time
TLAG= 14.6 Minutes
T LAC,=0.6 X T =ITLAG= 0.24 Hours

Village of Waxhaw §P-kWI<
PROJECT NO.: 20220782.00.CL BY: TDG E I C:KSO N
DATE: 113112023 T.M.: WGB community infrastructure consultants
REVISED: P.M.: WGB TIME OF CONCENTRATION CALCULATIONS
PREDEVELOPMENT POI#2- TIME OF CONCENTRATION
Pre-development Type: Sheet Flow
Flow Phase One Length: !00 ft
"N" Value: 0.4 from tables
Slope: 0.053 ft/ft
Computed 'T' 14.8 Minutes
Pre-development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 621 ft
u=unpaved Slope: 0.088 ft/ft
p=paved Velocity: 4.78 ft/sec
Computed 'T'. 0.036 hr, or 2.2 Minutes
Pre-development Type: Open Channel Flow
Flow Phase Three Length: ft
Velocity: ft/sec(assumed)
Computed 'T'. 0.022 hr, or 1.3 Minutes
Pre-development Time of Concentration
Total Flow Total T c= 18.3 Minutes
Summary Lag Time
TLAG= 11.0 Minutes
T LAC,=0.6 X T =ITLAG= 0.18 Hours

Village of Waxhaw §P-kWI<
PROJECT NO.: 2o22o7s2.00.CL BY: TDG E I C:KSO N
DATE: 113112023 T.M.: WGB community infrastructure consultants
REVISED: P.M.: WGB TIME OF CONCENTRATION CALCULATIONS
POST-DEVELOPMENT POI#1 BYPASS- TIME OF CONCENTRATION
Pre-development Type: Sheet Flow
Flow Phase One Length: !00 ft
"N" Value: 0.4 from tables
Slope: 0.023 ft/ft
Computed 'T' 20.6 Minutes
Pre-development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 404 ft
u=unpaved Slope: 0.059 ft/ft
p=paved Velocity: 3.91 ft/sec
Computed 'T'. 0.029 hr, or 1.7 Minutes
Pre-development Type: Open Channel Flow
Flow Phase Three Length: ft
Velocity: ft/sec(assumed)
Computed 'T'. 0.034 hr, or 2.0 Minutes
Pre-development Time of Concentration
Total Flow Total T c= 24.4 Minutes
Summary Lag Time
TLAG= 14.6 Minutes
T LAC,=0.6 X T =ITLAG= 0.24 Hours

Village of Waxhaw wftWI<
PROJECT NO.: 20220782.00.CL BY: TDG C>1�KSO N
DATE: 113112023 T.M.: WGB community infrastructure consultants
REVISED: P.M.: WGB TIME OF CONCENTRATION CALCULATIONS
POST-DEVELOPMENT POI#2 BYPASS
Post-development Type: Sheet Flow
Flow Phase One Length: !00 ft
"N" Value: 0.4 from tables
Slope: 0.052 ft/ft
Computed 'T' R 14.9 Minutes
Post-development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 370 ft
u=unpaved Slope: 0.083 ft/ft
p=paved Velocity: 4.66 ft/sec
Computed 'T'. 0.022 hr, or 1.32 Minutes
Post-development Type: Open Channel Flow
Flow Phase Three Length: ft
Velocity: ft/sec(assumed)
Computed 'T'. 0.008 hr, or 0.5 Minutes
Post-development Time of Concentration
Total Flow Total T c= 16.7 Minutes
Summary Lag Time
T LAG- 10.0 Minutes
T LAC,=0.6 X T =ITLAG= 0.17 Hours

Village of Waxhaw §P-kWI<
PROJECT NO.: 2o22o7s2.00.CL BY: TDG E I C:KSO N
DATE: 113112023 T.M.: WGB community infrastructure consultants
REVISED: P.M.: WGB TIME OF CONCENTRATION CALCULATIONS
POST-DEVELOPMENT CULVERT- TIME OF CONCENTRATION
Post-development Type: Sheet Flow
Flow Phase One Length: !00 ft
"N" Value: 0.4 from tables
Slope: 0.023 ft/ft
Computed 'T' R 20.6 Minutes
Post-development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 404 ft
u=unpaved Slope: 0.059 ft/ft
p=paved Velocity: 3.91 ft/sec
Computed 'T'. 0.029 hr, or 1.74 Minutes
Post-development Type: Open Channel Flow
Flow Phase Three Length: ft
Velocity: ft/sec(assumed)
Computed 'T'. 0.023 hr, or 1.4 Minutes
Post-development Time of Concentration
Total Flow Total T c= 23.7 Minutes
Summary Lag Time
TLAG= 14.2 Minutes
T LAC,=0.6 X T =ITLAG= 0.24 Hours

Village of Waxhaw r p ITS©N
PROJECT NO.: 20220782.00.cL BY: TDG
DATE: 1/31/2023 T.M.: WGB community infrastructure consultants
REVISED: 04/26/23 P.M.: WGB RIPRAP APRON DESIGN(NCDENR METHOD)
•.III I I -
Out!el k - Dp ; L4J
P;pq
dlen•sler��} iL _ �:�. ,il � lui�;r':
ao
_td ,.•
SQ I: I I i
I I q I'
+- 7 y. . .. .0JI-
_ o
a I
I j
CL
:: ;��• � :__ ,_ Imo.:.._ .I� °� •�I�,'r,� �, - :,� _ - - �
f `2p: hn
.i wtfk
.;. ..I..I.I li'T
a
10 W 50 too 290 ..
Discharge(tt3paec)
Design of outlet protection from a round pipe flowing full, minimum tailwater condition Tw<0.5 diameter
FES# Do(Pipe o) Tw T,N<0.5e Q V d50 La Apron width Apron width Max Stone Apron
(ft) (ft) (cfs) (ft/s) (ft) (ft) at pipe(ft) at outlet(ft) a(ft) Thickness(ft)
HW-100 2.5 OKAY 12.94 5.34 0.5 7.5 19 0.75 1.13
BMP-1OUTFALL 2.5 OKAY 3.72 5 0.2 7.5 11 0.30 0.45
CULVERT 4.50 OKAY 28.30 5 0.5 13.5 35 0.75 1.13
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 7.5 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROR 0 0 0.00 0.00
ERROF 0 0 0.00 0.00

Village of Waxhaw D_WI<
PROJECT NO.: 20220782.00.CL BY: TDG r->ICKS(Z>N
DATE: 113112023 T.M.: WGB --unity inf-str-tu--nsult-ts
REVISED: 04/26/23 P.M.: WGB SPREAD CALCULATIONS NON-SUMP CONDITION
RAINFALL INTENS 4.00 IN/HR 10-YEAR
DRAINAGE RUNOFF SURFACE"Q" SLOPE INLET BYPASS
AREA COEFF. SUB. I TOTAL LONG. TRANS. "Q"CAP. SPREAD DEPTH Qb TO SUMP
INLET# A (acres) C JOS(cfs)Q r WS)l S L (ft/ft) S r(ft/ft) I K IQ cAP(cfs) T(ft) D (It) (cfs) INLET# (')
SAMPLE CALCULATION
CB#1 1.00 1 4.00 4.00 0.0400 1 0.03125 1 28.5 1 2.30 7.1 0.22 1.70 CB#2
PROJECT CALCULATIO
CI-101 J.0a 0.6 0.19 0.19 0.0100 0.0310 18 0.33 3.0 0.09 0.00
CI-103 0.07 0.6 0.17 0.17 0.0244 0.0310 23.5 0.30 2.4 0.07 0.00 CI-101
CI-104 0.07 0.6 0.17 0.17 0.0154 0.0310 18 0.27 2.6 0.08 0.00 CI-103
CI-105 0.25 0.6 0.60 0.60 0.0160 0.0310 18 0.68 4.5 0.14 0.00 CI-104
CI-106 0.09 0.6 0.22 0.22 0.0307 0.0310 26 0.37 2.5 0.08 0.00 CI-105
CI-107 0.02 0.6 0.05 0.05 0.0100 0.0310 18 0.14 1.8 0.05 0.00 CI-106
C1-108 0.04 0.6 0.10 0.10 0.0100 0.0310 18 0.22 2.3 0.07 0.00 CI-106
d CI-109 0.17 0.6 0.41 0.41 0.0300 0.0310 26 0.55 3.2 0.10 0.00 CI-106
CI-110 0.08 0.6 0.19 0.19 0.0300 0.0310 26 0.34 2.4 0.07 0.00 CI-109
CI-111 0.10 0.6 0.24 0.24 0.0300 0.0310 26 0.39 2.6 0.08 0.00 CI-110
m CI-112 0.22 0.6 0.53 0.53 0.0250 0.0310 23.5 0.62 3.6 0.11 0.00 CI-111
CI-113 0.48 0.6 1.15 1.15 0.0250 0.0310 23.5 1.01 4.9 0.15 0.15 CI-139
CI-114 0.31 0.6 0.74 0.74 0.0100 0.0310 18 0.78 4.9 0.15 0.00
CI-118 0.18 0.6 0.43 0.45 0.0244 0.0310 23.5 0.57 3.5 0.11 0.00 CI-102
CI-119 0.05 0.6 0.12 0.12 0.0344 0.0310 26 0.24 2.0 0.06 0.00 CI-102
CI-120 0.02 0.6 0.05 0.05 0.0344 0.0310 26 0.14 1.4 0.04 0.00 CI-119
71-123 0.27 0.6 0.65 0.65 0.0154 0.0310 18 0.63 4.3 0.13 0.02 CI-118

Village of Waxhaw ��WK
PROJECT NO.: 20220782.00.CL BY: TDG / ED 1 C KSO N
DATE: 113112023 T.M.: WGB community Infrastructure consultants
REVISED: P.M.: WGB FLOTATION CALCULATIONS - WETPOND 1
CONSTRAINTS:
Weight of Concrete Ibs/ft^3
Weight of Water 62.4 Ibs/ft^4
Safety Factor(S.F.) 1.2
Height of structure 5.75 ft
Structure thickness 6 in
Outlet box width (interior) 6 ft
Weight of outlet structure(Ws)
Ws = (width +thickness x 4)x thickness x height x weight of concrete = 11213 Ibs
Weight of water displaced
Ww= ((width +2 x thickness)^2)x Weight of water x height= 17581.2 Ibs
Size Base
Wb = (S.F. x Ww) - Ws = 9885 Ibs
Footing size
Required concrete = Wb/(Weight of concrete-weight of water) = 113 cuff
*Assume base is 6"wider than exterior box width and minimum thickness is 8".
Thickness of base = 2.01 ft
Length = 8.00 ft
Width = 8.00 ft
Thickness= 2.00 ft

Village of Waxhaw MWK
PROJECT NO.: 2022078ZOO BY: TDG W DICKSON
DATE: 21212023 T.M.: WGB community Infrastructure consultants
REVISED: I P.M.: WGB PRELIMINARY CALCULATIONS
ANTI-SEEP COLLARS
BMP #1
Pipe Diameter 30 in
Length of Covered Pipe 68 ft
Number of Collars 2
Anti-Seep Collar Sizes
Length: 8.30 ft
Width: 8.30 ft
Note: Anti-seep collars are centered on pipe

Hydraflow Storm Sewers Extension for Autodesk@ Civil 3D0 Plan
37
36
32
33 3130
2 35
1
Outfall
34
3
2
4
28
29
26 5
25 1
2419
6 14
22 2387 15 16
17
9
10
13
11
1
Project File: Village of Waxhaw.strn Number of lines:37 Date:4/26/2023
Storm Sewers v2022.00

Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft1s) (in) 00 (ft) 00 (ft) (ft) 00
I End 38.472 0.08 4.51 0.60 0.05 2.71 5.0 13.6 5.5 14.87 28.82 5.84 30 0.49 619.00 619.19 620.27 620.49 622.79 62674 Pipe-101
2 1 75.012 0.08 3.93 0.60 0.05 2.36 5.0 13.3 5.5 13.06 45.01 7.66 24 3.96 619.57 622.54 620.49 62184 626.74 628.21 Pipe-103
3 2 134.078 0.07 3.37 0.60 0.04 2.02 5.0 12.0 5.8 11.68 31.98 5.59 24 2.00 622.54 625.22 623.84 626.45 628.21 631.34 Pipe-104
4 3 118.920 0.21 3.03 0.60 0.13 1.82 5.0 11.5 5.9 10.68 15.93 5.43 24 0.50 625.23 625.82 626A5 627.01 631.34 632.54 Pipe-105
5 4 147.717 0.07 2.68 0.60 0.04 1.61 5.0 10.8 6.0 9.68 25.24 4.27 24 1.25 625.82 627.66 62771 628.77 632.54 636.36 Pipe-106
6 5 36.354 0.02 1.93 0.60 0.01 1.16 5.0 9.2 6.4 7.40 16.80 7.39 18 2.56 628.16 629.09 628.86 630.14 636.36 637.47 Pipe-107
7 6 20.004 0.04 1.69 0.60 0.02 1.01 5.0 6.9 7.0 7.09 14.85 5.41 18 2.00 629.09 629.49 630.14 630.52 637.47 637.47 Pipe-108
8 7 35.364 0.18 1.65 0.60 0.11 0.99 5.0 6.8 7.0 6.97 16.57 5.41 18 2.49 629.49 63037 630.52 631.39 637A7 638.55 Pipe-109
9 8 115.152 0.08 1.10 0.60 0.05 0.66 5.0 6.3 7.2 474 10.70 679 15 2.74 633.76 636.92 634.34 637.80 638.55 642.23 Pipe-110
10 9 71773 0.10 1.02 0.60 0.06 0.61 5.0 5.9 7.3 4.46 12.08 4.90 15 3.50 636.92 639A3 637.80 640.29 642.23 644.31 Pipe-111
11 10 115.718 0.22 0.70 0.60 0.13 0.42 5.0 5.2 7.5 3.17 11.31 3.95 15 3.07 639.43 642.98 640.29 64370 644.31 647.58 Pipe-112
12 11 21.002 0.48 0.48 0.60 0.29 0.29 5.0 5.0 7.6 2.19 8.45 3.43 15 1.71 642.98 643.34 643.70 643.93 647.58 647.59 Pipe-113
13 10 33.000 0.22 0.22 0.60 0.13 0.13 5.0 5.0 7.6 1.00 6A6 2.08 15 1.00 639.43 63976 640.29 640.15 644.31 644.30 Pipe-139
14 6 37.623 0.06 0.22 0.60 0.04 0.13 5.0 8.4 6.6 0.87 4.59 2.88 15 0.51 632.05 632.24 632A2 632.61 637A7 637.74 Pipe-134
15 14 32.020 0.03 0.16 0.60 0.02 0.10 5.0 7.5 6.8 0.66 10.14 1.96 15 2.47 632.24 633.03 632.80 633.35 637.74 637.72 Pipe-135
16 15 39.352 0.02 0.13 0.60 0.01 0.08 5.0 6.1 7.2 0.56 8.17 2.45 15 1.60 633.03 633.66 633.35 633.95 637.72 638.21 Pipe-136
17 16 27.039 0.11 0.11 0.60 0.07 0.07 5.0 5.0 7.6 0.50 14.43 2.40 15 4.99 633.66 635.01 633.95 635.29 638.21 640.50 Pipe-137
18 5 21.000 0.07 0.68 0.60 0.04 0.41 5.0 IM 6.1 2.47 7.60 3.72 18 0.52 628.16 628.27 62877 628.86 63636 636.36 Pipe-126
19 18 37176 0.03 0.61 0.60 0.02 0.37 5.0 10.2 6.2 2.25 7.51 3.53 18 0.51 628.26 628A5 628.86 629.02 63636 637.91 Pipe-127
20 19 20.004 0.05 0.36 0.60 0.03 0.22 5.0 6.5 7.1 1.54 14.44 4.86 15 5.00 628.70 629.70 629.02 630.19 637.91 637.90 Pipe-131
21 20 35.222 0.08 0.31 0.60 0.05 0.19 5.0 6.0 7.3 1.35 14.43 3.17 15 5.00 629.70 631.46 630.19 631.92 637.90 638.72 Pipe-132
22 21 51.212 0.23 0.23 0.60 0.14 0.14 5.0 5.0 7.6 1.05 14.44 2.82 15 5.00 631.46 634.02 631.92 634.42 63872 640.00 Pipe-133
Project File: Village of Waxhaw.strn Number of lines:37 Run Date: 4/26/2023
NOTES:Intensity=71.28/(Inlet time+11.90)1 0.79; Return period=Yrs. 10 c=cir e=ellip b=box
Storm Sewers v2022.00

Storm Sewer Tabulation Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft1s) (in) 00 (ft) 00 (ft) (ft) 00
23 8 21.000 0.37 0.37 0.60 0.22 0.22 5.0 5.0 7.6 1.69 10.50 2.35 18 1.00 630.37 630.58 631.39 631.07 638.55 638.55 Pipe-138
24 19 35.517 0.03 0.22 0.60 0.02 0.13 5.0 9.5 6.3 0.83 4.60 2.85 15 0.51 628.70 628.88 629.06 62924 637.91 638.74 Pipe-128
25 24 37.099 0.03 0.19 0.60 0.02 0.11 5.0 8.5 6.5 0.75 6.45 2.41 15 1.00 628.88 629.25 629.30 629.59 638.74 639.82 Pipe-129
26 25 126.788 0.16 0.16 0.60 0.10 0.10 5.0 5.0 7.6 0.73 6A6 275 15 1.00 629.25 630.52 629.59 630.85 639.82 634.50 Pipe-130
27 3 21.000 0.27 0.27 0.60 0.16 0.16 5.0 5.0 7.6 1.23 6A6 3.64 15 1.00 627.01 627.22 627.38 627.66 631.34 631.34 Pipe-123
28 4 85.168 0.00 0.14 0.60 0.00 0.08 5.0 5.5 7.4 0.63 4.59 0.69 15 0.50 626.57 627.00 627.71 627.72 632.54 631.25 Pipe-124
29 28 14.894 0.14 0.14 0.60 0.08 0.08 5.0 5.0 7.6 0.64 9.16 1.77 15 2.01 627.00 627.30 627.73 627.61 631.25 633.50 Pipe-125
30 2 21.000 0.21 0.48 0.60 0.13 0.29 5.0 13.1 5.6 1.61 4.46 3.34 15 0.48 623.82 623.92 62434 624.44 628.21 628.21 Pipe-118
31 30 37.974 0.05 0.27 0.60 0.03 0.16 5.0 IM 5.7 0.92 6A6 2.11 15 1.00 623.92 624.30 624.64 624.68 628.21 628.84 Pipe-119
32 31 74328 0.02 0.22 0.60 0.01 0.13 5.0 10.9 6.0 0.79 6A4 2.69 15 1.00 624.30 625.04 624.68 625.39 628.84 631.40 Pipe-120
33 32 29.233 0.09 0.20 0.60 0.05 0.12 5.0 10.2 6.2 0.74 6.43 2.71 15 0.99 625.04 625.33 625.39 625.67 631.40 629.00 Pipe-121
34 33 127.965 0.11 0.11 0.60 0.07 0.07 5.0 5.0 7.6 0.50 6.46 2.20 15 1.00 625.33 626.61 625.67 626.89 629.00 630.50 Pipe-122
35 1 31.510 0.21 0.50 0.60 0.13 0.30 5.0 6.6 7.1 2.12 6.51 4.27 15 1.02 620.32 620.64 620.81 621.22 62674 626.76 Pipe-114
36 35 94.302 0.00 0.29 0.60 0.00 0.17 5.0 5.2 7.5 1.31 7.28 2.82 15 1.27 620.64 621.84 621.22 622.29 62676 626.28 Pipe-116
37 36 11.435 0.29 0.29 0.60 0.17 0.17 5.0 5.0 7.6 1.32 4.68 3.27 15 0.52 621.84 621.90 622.30 622.36 626.28 626.50 Pipe-117
1 1 1 1
Project File: Village of Waxhaw.strn Number of lines:37 Run Date: 4/26/2023
NOTES:Intensity=71.28/(Inlet time+11.90)1 0.79; Return period=Yrs. 10 c=cir e=ellip b=box
Storm Sewers v2022.00

2S
1S
POI#2 Predevelopment
POI#1 Predevelopment
DA#1
Post-Develo ment Pond
1
4S
PO#2
Post-D elopment
MP-1
BMP#1 ( et Pond) 12L1
POI#2
5S 3S
1L
Culvert Post-Development
Post-Development ByPass POI#1 POI#1
Subcat Reach on Link Routing Diagram for Villages at Waxhaw
Prepared by WK Dickson, Printed 2/1/2023
EHyd,.CAD@ 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC

Villages at Waxhaw
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1" Storm Type II 24-hr Default 24.00 1 1.00 2
2 2 Year Type II 24-hr Default 24.00 1 3.55 2
3 10 Year Type II 24-hr Default 24.00 1 5.19 2
4 25-Year Type II 24-hr Default 24.00 1 6.21 2
5 50 Year Type II 24-hr Default 24.00 1 7.04 2
6 100 Year Type II 24-hr Default 24.00 1 7.90 2

Villages at Waxhaw
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
15.616 61 >75% Grass cover, Good, HSG B (1 S, 3S, 4S, 5S, DA#1)
0.001 98 CBU Pads (DA#1)
0.334 98 Driveways (DA#1)
0.078 98 Greenway (4S)
2.490 98 Impervious (Bldgs, Driveways, Rds) (1 S, 3S)
0.877 98 Lots (Building, walkway, patios) (DA#1)
0.626 79 Pasture/grassland/range, Poor, HSG B (1S, 3S, 5S)
1.338 98 Paved parking, HSG B (5S)
0.971 98 Roadway (DA#1)
0.352 98 Sidewalk (DA#1)
33.475 55 Woods, Good, HSG B (1 S, 2S, 3S, 4S, 5S)
56.158 62 TOTAL AREA

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 4
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=0.00"
Tc=24.4 min CN=60 Runoff=0.00 cfs 0.000 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=0.00"
Tc=18.3 min CN=55 Runoff=0.00 cfs 0.000 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=0.00"
Tc=24.4 min CN=61 Runoff=0.00 cfs 0.000 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=0.00"
Tc=16.7 min CN=59 Runoff=0.00 cfs 0.000 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=0.00"
Tc=23.7 min CN=61 Runoff=0.00 cfs 0.000 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=0.10"
Tc=5.0 min CN=81 Runoff=0.53 cfs 0.039 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=619.22' Storage=1,117 cf Inflow=0.53 cfs 0.039 of
Outflow=0.02 cfs 0.037 of
Link 1L: POI #1 Inflow=0.02 cfs 0.037 of
Primary=0.02 cfs 0.037 of
Link 2L: POI #2 Inflow=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of
Total Runoff Area = 56.158 ac Runoff Volume = 0.039 of Average Runoff Depth = 0.01"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 1S: POI #1 Predevelopment
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hyd rog raph
T—T—T—T—T— ————T—
1 ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ❑Runoff
1" Storm 'R'ainfaill;=1.00"
RUh6ff At6a=815�942 isf
R off Vro l�rM�='O b
w Ru��n'off'DePth=0.00"
;T,c:�:24.4 Min,
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.00 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.00 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.00 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.00 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.00 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.00 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.00 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.00 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.00 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.00 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.00 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.00 0.00
12.00 0.66 0.00 0.00 64.00 1.00 0.00 0.00
13.00 0.77 0.00 0.00 65.00 1.00 0.00 0.00
14.00 0.82 0.00 0.00 66.00 1.00 0.00 0.00
15.00 0.85 0.00 0.00 67.00 1.00 0.00 0.00
16.00 0.88 0.00 0.00 68.00 1.00 0.00 0.00
17.00 0.90 0.00 0.00 69.00 1.00 0.00 0.00
18.00 0.92 0.00 0.00 70.00 1.00 0.00 0.00
19.00 0.94 0.00 0.00 71.00 1.00 0.00 0.00
20.00 0.95 0.00 0.00 72.00 1.00 0.00 0.00
21.00 0.96 0.00 0.00
22.00 0.98 0.00 0.00
23.00 0.99 0.00 0.00
24.00 1.00 0.00 0.00
25.00 1.00 0.00 0.00
26.00 1.00 0.00 0.00
27.00 1.00 0.00 0.00
28.00 1.00 0.00 0.00
29.00 1.00 0.00 0.00
30.00 1.00 0.00 0.00
31.00 1.00 0.00 0.00
32.00 1.00 0.00 0.00
33.00 1.00 0.00 0.00
34.00 1.00 0.00 0.00
35.00 1.00 0.00 0.00
36.00 1.00 0.00 0.00
37.00 1.00 0.00 0.00
38.00 1.00 0.00 0.00
39.00 1.00 0.00 0.00
40.00 1.00 0.00 0.00
41.00 1.00 0.00 0.00
42.00 1.00 0.00 0.00
43.00 1.00 0.00 0.00
44.00 1.00 0.00 0.00
45.00 1.00 0.00 0.00
46.00 1.00 0.00 0.00
47.00 1.00 0.00 0.00
48.00 1.00 0.00 0.00
49.00 1.00 0.00 0.00
50.00 1.00 0.00 0.00
51.00 1.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: POI #2 Predevelopment
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hyd rog raph
- ---- - -,-T-T-T- - ------ -,-T-T-T- - ------ -
,-T-T-T
-
- - ---- -
1 ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ❑Runoff
1" Storm 'Rainfaill;=1.00"
RUh6ff At6a=106�262 isf
Fk off Vro l O b
w Ru��n'off'DePth=0.00"
T,ct:18.3 Min,
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.00 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.00 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.00 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.00 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.00 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.00 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.00 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.00 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.00 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.00 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.00 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.00 0.00
12.00 0.66 0.00 0.00 64.00 1.00 0.00 0.00
13.00 0.77 0.00 0.00 65.00 1.00 0.00 0.00
14.00 0.82 0.00 0.00 66.00 1.00 0.00 0.00
15.00 0.85 0.00 0.00 67.00 1.00 0.00 0.00
16.00 0.88 0.00 0.00 68.00 1.00 0.00 0.00
17.00 0.90 0.00 0.00 69.00 1.00 0.00 0.00
18.00 0.92 0.00 0.00 70.00 1.00 0.00 0.00
19.00 0.94 0.00 0.00 71.00 1.00 0.00 0.00
20.00 0.95 0.00 0.00 72.00 1.00 0.00 0.00
21.00 0.96 0.00 0.00
22.00 0.98 0.00 0.00
23.00 0.99 0.00 0.00
24.00 1.00 0.00 0.00
25.00 1.00 0.00 0.00
26.00 1.00 0.00 0.00
27.00 1.00 0.00 0.00
28.00 1.00 0.00 0.00
29.00 1.00 0.00 0.00
30.00 1.00 0.00 0.00
31.00 1.00 0.00 0.00
32.00 1.00 0.00 0.00
33.00 1.00 0.00 0.00
34.00 1.00 0.00 0.00
35.00 1.00 0.00 0.00
36.00 1.00 0.00 0.00
37.00 1.00 0.00 0.00
38.00 1.00 0.00 0.00
39.00 1.00 0.00 0.00
40.00 1.00 0.00 0.00
41.00 1.00 0.00 0.00
42.00 1.00 0.00 0.00
43.00 1.00 0.00 0.00
44.00 1.00 0.00 0.00
45.00 1.00 0.00 0.00
46.00 1.00 0.00 0.00
47.00 1.00 0.00 0.00
48.00 1.00 0.00 0.00
49.00 1.00 0.00 0.00
50.00 1.00 0.00 0.00
51.00 1.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: Post-Development ByPass POI #1
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hyd rog raph
T—T—T -I——I— ,—T -
1 ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ❑Runoff
(Type 111 24-hr
1" Stlorm 'IRlainfail1;=11.00"
RUh6ff At6a=640�460 isf
R off'I Vroll IO b
w Ru�In'off'IaePth;0.00"
;T,c:�:24.4 Min�I
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4850 5254 56 5860 62 6466 6870 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.00 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.00 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.00 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.00 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.00 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.00 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.00 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.00 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.00 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.00 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.00 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.00 0.00
12.00 0.66 0.00 0.00 64.00 1.00 0.00 0.00
13.00 0.77 0.00 0.00 65.00 1.00 0.00 0.00
14.00 0.82 0.00 0.00 66.00 1.00 0.00 0.00
15.00 0.85 0.00 0.00 67.00 1.00 0.00 0.00
16.00 0.88 0.00 0.00 68.00 1.00 0.00 0.00
17.00 0.90 0.00 0.00 69.00 1.00 0.00 0.00
18.00 0.92 0.00 0.00 70.00 1.00 0.00 0.00
19.00 0.94 0.00 0.00 71.00 1.00 0.00 0.00
20.00 0.95 0.00 0.00 72.00 1.00 0.00 0.00
21.00 0.96 0.00 0.00
22.00 0.98 0.00 0.00
23.00 0.99 0.00 0.00
24.00 1.00 0.00 0.00
25.00 1.00 0.00 0.00
26.00 1.00 0.00 0.00
27.00 1.00 0.00 0.00
28.00 1.00 0.00 0.00
29.00 1.00 0.00 0.00
30.00 1.00 0.00 0.00
31.00 1.00 0.00 0.00
32.00 1.00 0.00 0.00
33.00 1.00 0.00 0.00
34.00 1.00 0.00 0.00
35.00 1.00 0.00 0.00
36.00 1.00 0.00 0.00
37.00 1.00 0.00 0.00
38.00 1.00 0.00 0.00
39.00 1.00 0.00 0.00
40.00 1.00 0.00 0.00
41.00 1.00 0.00 0.00
42.00 1.00 0.00 0.00
43.00 1.00 0.00 0.00
44.00 1.00 0.00 0.00
45.00 1.00 0.00 0.00
46.00 1.00 0.00 0.00
47.00 1.00 0.00 0.00
48.00 1.00 0.00 0.00
49.00 1.00 0.00 0.00
50.00 1.00 0.00 0.00
51.00 1.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 4S: POI #2 Post-Development
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hyd rog raph
- ---- - -,-T-T-T- - ------ -,-T-T-T- - ------ -
,-T-T-T
-
- - ---- -
1 ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ❑Runoff
1" Storm 'R'ainfaill;=1.00"
Ruhoff Aeec&13#518 isf
Fk off Vro l O b
w Ru��n'off'DePth=0.00"
T,c:�:16.7 Min,
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.00 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.00 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.00 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.00 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.00 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.00 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.00 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.00 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.00 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.00 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.00 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.00 0.00
12.00 0.66 0.00 0.00 64.00 1.00 0.00 0.00
13.00 0.77 0.00 0.00 65.00 1.00 0.00 0.00
14.00 0.82 0.00 0.00 66.00 1.00 0.00 0.00
15.00 0.85 0.00 0.00 67.00 1.00 0.00 0.00
16.00 0.88 0.00 0.00 68.00 1.00 0.00 0.00
17.00 0.90 0.00 0.00 69.00 1.00 0.00 0.00
18.00 0.92 0.00 0.00 70.00 1.00 0.00 0.00
19.00 0.94 0.00 0.00 71.00 1.00 0.00 0.00
20.00 0.95 0.00 0.00 72.00 1.00 0.00 0.00
21.00 0.96 0.00 0.00
22.00 0.98 0.00 0.00
23.00 0.99 0.00 0.00
24.00 1.00 0.00 0.00
25.00 1.00 0.00 0.00
26.00 1.00 0.00 0.00
27.00 1.00 0.00 0.00
28.00 1.00 0.00 0.00
29.00 1.00 0.00 0.00
30.00 1.00 0.00 0.00
31.00 1.00 0.00 0.00
32.00 1.00 0.00 0.00
33.00 1.00 0.00 0.00
34.00 1.00 0.00 0.00
35.00 1.00 0.00 0.00
36.00 1.00 0.00 0.00
37.00 1.00 0.00 0.00
38.00 1.00 0.00 0.00
39.00 1.00 0.00 0.00
40.00 1.00 0.00 0.00
41.00 1.00 0.00 0.00
42.00 1.00 0.00 0.00
43.00 1.00 0.00 0.00
44.00 1.00 0.00 0.00
45.00 1.00 0.00 0.00
46.00 1.00 0.00 0.00
47.00 1.00 0.00 0.00
48.00 1.00 0.00 0.00
49.00 1.00 0.00 0.00
50.00 1.00 0.00 0.00
51.00 1.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 5S: Culvert Post-Development
[45] Hint: Runoff=Zero
Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hyd rog raph
T—T—T—T—T— ————T—
1 ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ❑Runoff
1" Storm 'R'ainfaill;=1.00"
RUh6ff At6a=601�8;22 isf
R off Vro l O b
w Ru��n'off'DePth=0.00"
;T,c:�:23.7 Min,
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.00 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.00 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.00 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.00 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.00 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.00 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.00 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.00 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.00 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.00 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.00 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.00 0.00
12.00 0.66 0.00 0.00 64.00 1.00 0.00 0.00
13.00 0.77 0.00 0.00 65.00 1.00 0.00 0.00
14.00 0.82 0.00 0.00 66.00 1.00 0.00 0.00
15.00 0.85 0.00 0.00 67.00 1.00 0.00 0.00
16.00 0.88 0.00 0.00 68.00 1.00 0.00 0.00
17.00 0.90 0.00 0.00 69.00 1.00 0.00 0.00
18.00 0.92 0.00 0.00 70.00 1.00 0.00 0.00
19.00 0.94 0.00 0.00 71.00 1.00 0.00 0.00
20.00 0.95 0.00 0.00 72.00 1.00 0.00 0.00
21.00 0.96 0.00 0.00
22.00 0.98 0.00 0.00
23.00 0.99 0.00 0.00
24.00 1.00 0.00 0.00
25.00 1.00 0.00 0.00
26.00 1.00 0.00 0.00
27.00 1.00 0.00 0.00
28.00 1.00 0.00 0.00
29.00 1.00 0.00 0.00
30.00 1.00 0.00 0.00
31.00 1.00 0.00 0.00
32.00 1.00 0.00 0.00
33.00 1.00 0.00 0.00
34.00 1.00 0.00 0.00
35.00 1.00 0.00 0.00
36.00 1.00 0.00 0.00
37.00 1.00 0.00 0.00
38.00 1.00 0.00 0.00
39.00 1.00 0.00 0.00
40.00 1.00 0.00 0.00
41.00 1.00 0.00 0.00
42.00 1.00 0.00 0.00
43.00 1.00 0.00 0.00
44.00 1.00 0.00 0.00
45.00 1.00 0.00 0.00
46.00 1.00 0.00 0.00
47.00 1.00 0.00 0.00
48.00 1.00 0.00 0.00
49.00 1.00 0.00 0.00
50.00 1.00 0.00 0.00
51.00 1.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.53 cfs @ 12.00 hrs, Volume= 0.039 af, Depth= 0.10"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 1" Storm Rainfall=1.00"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
■Runoff
i il--t-i--i-t-t-t-r-t-i--i-t-t-t-t-r-r-t-i--i-t-�-t-+-r-t-t-i--i-�-t-t-r-t-t-
0.55 0.53 cfs
0.5
--A", Storm-Rainfall :007 -
0.45 Mp I�iP.Q�
-------- -- -
- ---I--I----,--, --, -,----`- - I�1thbf� !08 247-0l--
0.4
-- -t-r-r- - -rt-t-r-r- fOrloff'1010t1�=1091910-41--
0.35 I I I I I I I I"(Nj -------- - -I-,- -I-L I-1-4-1-1 E .wyAa �pW©ePh ry
„II
3 0.3
o
a 0.25
02
-t-t-i-t- -t-r-t----t-t-t-t-r-r-t----t- -t-t-r-t-t---- -t-t-r-t-t-
0.15
0.1
0.05
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 1.00 0.10 0.00
1.00 0.01 0.00 0.00 53.00 1.00 0.10 0.00
2.00 0.02 0.00 0.00 54.00 1.00 0.10 0.00
3.00 0.03 0.00 0.00 55.00 1.00 0.10 0.00
4.00 0.05 0.00 0.00 56.00 1.00 0.10 0.00
5.00 0.06 0.00 0.00 57.00 1.00 0.10 0.00
6.00 0.08 0.00 0.00 58.00 1.00 0.10 0.00
7.00 0.10 0.00 0.00 59.00 1.00 0.10 0.00
8.00 0.12 0.00 0.00 60.00 1.00 0.10 0.00
9.00 0.15 0.00 0.00 61.00 1.00 0.10 0.00
10.00 0.18 0.00 0.00 62.00 1.00 0.10 0.00
11.00 0.24 0.00 0.00 63.00 1.00 0.10 0.00
12.00 0.66 0.01 0.53 64.00 1.00 0.10 0.00
13.00 0.77 0.03 0.07 65.00 1.00 0.10 0.00
14.00 0.82 0.05 0.04 66.00 1.00 0.10 0.00
15.00 0.85 0.05 0.04 67.00 1.00 0.10 0.00
16.00 0.88 0.06 0.03 68.00 1.00 0.10 0.00
17.00 0.90 0.07 0.03 69.00 1.00 0.10 0.00
18.00 0.92 0.07 0.03 70.00 1.00 0.10 0.00
19.00 0.94 0.08 0.02 71.00 1.00 0.10 0.00
20.00 0.95 0.08 0.02 72.00 1.00 0.10 0.00
21.00 0.96 0.09 0.02
22.00 0.98 0.09 0.02
23.00 0.99 0.09 0.02
24.00 1.00 0.10 0.02
25.00 1.00 0.10 0.00
26.00 1.00 0.10 0.00
27.00 1.00 0.10 0.00
28.00 1.00 0.10 0.00
29.00 1.00 0.10 0.00
30.00 1.00 0.10 0.00
31.00 1.00 0.10 0.00
32.00 1.00 0.10 0.00
33.00 1.00 0.10 0.00
34.00 1.00 0.10 0.00
35.00 1.00 0.10 0.00
36.00 1.00 0.10 0.00
37.00 1.00 0.10 0.00
38.00 1.00 0.10 0.00
39.00 1.00 0.10 0.00
40.00 1.00 0.10 0.00
41.00 1.00 0.10 0.00
42.00 1.00 0.10 0.00
43.00 1.00 0.10 0.00
44.00 1.00 0.10 0.00
45.00 1.00 0.10 0.00
46.00 1.00 0.10 0.00
47.00 1.00 0.10 0.00
48.00 1.00 0.10 0.00
49.00 1.00 0.10 0.00
50.00 1.00 0.10 0.00
51.00 1.00 0.10 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 17
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 0.10" for 1" Storm event
Inflow = 0.53 cfs @ 12.00 hrs, Volume= 0.039 of
Outflow = 0.02 cfs @ 24.03 hrs, Volume= 0.037 af, Atten= 97%, Lag= 721.6 min
Primary = 0.02 cfs @ 24.03 hrs, Volume= 0.037 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 619.22'@ 24.03 hrs Surf.Area= 5,298 sf Storage= 1,117 cf
Plug-Flow detention time=965.0 min calculated for 0.037 of(95% of inflow)
Center-of-Mass det. time= 938.5 min ( 1,876.4 - 938.0 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.02 cfs @ 24.03 hrs HW=619.22' (Free Discharge)
L1=Culvert (Passes 0.02 cfs of 3.77 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.02 cfs @ 1.97 fps)
3=Custom Weir/Orifice ( Controls 0.00 cfs)
4=Orifice/Grate ( Controls 0.00 cfs)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 18
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
I I I I I I I I
- 11111 - r - �r rI- I- Irll Ir II- -I -II- - C Inflow
0.5 ❑Prima ry
0.55 -Y Aima 4,7,80Ac� /
0.5 ----+-+- --+-+-+------+-+-r--+-+-+-+ + F -
I
0.45 -I-+-
tpra�e=111,'�1171 �f1
0.4 - -L- -'- -L-L---'--'- -+- --J-L-+- ----J-L-+ -'--'- -+-L-'--'- -
0.35 ----L-L- -'-L-1-L-'--'--'-L-+-L-'-J-1-+-L----J-1-L-L-1--1-L-L-L-1--1-L-
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
3 0.3 ----i-i- -- - - - ---- - - - -- - - ------ - - ---- - - ---I-i-
p
a 0.25
0.2 ,�i -�,--�-T- -- -T-r-�,-- - -T-r- -7-T-r-�,-- -7-T-+---- -T-+--�-�-
0.15 ------T- --T-T-T- ----T-+-r- -T-+-r---,- -7-r-T------r-T-�,--,---
0.1 -r--+-+- -+-+-r-r----+-+-r-r+-+-+-r-r--+-+-r-r----+-r-r---I-+-
0.05
0.02 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
❑Primary
Orifice/Grate ------------ -L-----
624
9 -- --+ T T I-
623
Custom Weir/Orifice
w
.0 622
I I I I I I
w I I I I I I
w
-
---------- ----- ------ ---,- - -----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 19
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- '-------' -- ------ --- ----- -------- - ---'--I- -I I ---
'
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.00 0 619.00 0.00
7.50 0.00 0 619.00 0.00
10.00 0.00 0 619.00 0.00
12.50 0.09 436 619.09 0.01
15.00 0.04 824 619.16 0.01
17.50 0.03 985 619.19 0.01
20.00 0.02 1,067 619.21 0.01
22.50 0.02 1,102 619.22 0.02
25.00 0.00 1,067 619.21 0.01
27.50 0.00 938 619.18 0.01
30.00 0.00 819 619.16 0.01
32.50 0.00 712 619.14 0.01
35.00 0.00 616 619.12 0.01
37.50 0.00 531 619.11 0.01
40.00 0.00 461 619.09 0.01
42.50 0.00 401 619.08 0.01
45.00 0.00 351 619.07 0.01
47.50 0.00 309 619.06 0.00
50.00 0.00 273 619.05 0.00
52.50 0.00 241 619.05 0.00
55.00 0.00 213 619.04 0.00
57.50 0.00 188 619.04 0.00
60.00 0.00 166 619.03 0.00
62.50 0.00 147 619.03 0.00
65.00 0.00 130 619.03 0.00
67.50 0.00 115 619.02 0.00
70.00 0.00 102 619.02 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 21
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 22
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 23
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 0.02" for 1" Storm event
Inflow = 0.02 cfs @ 24.03 hrs, Volume= 0.037 of
Primary = 0.02 cfs @ 24.03 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
_ C Inflow
0.017 -Ii 0.02 cfsI❑Primary
--I----I--r+--r+--r+--II-r-7+--r0.--02+c fs
r—r—i----I--r1--T+--rr--III--�-I--7+--rr--r r--II----II--T+---rrr�-r
0.016 JI -rIrrr �n IIQW �r�l= �r--II,4--1"-+3--rr--II-c
0.015
0.014
0.013
—
-
I_1—L_L
0.012
w 0.01 I--I- -I-
U ---I—T—T 1—T—T—Ir--1—T—Ir—II— ----T—T—Ir----7—T—Ir--1-7—T----
0.009 �I
-I-+-r-r-I--I-+-r-r-I-+-+-r-I--I-
o 0.008
LL --r—+—L—I--I-
0.007
0.006
0.005
0.004 —I I I
—I—r —r—r— —I -- —T—r r
—--- —r r r—I —---r—r — —
r r r r--
0.003 �I
-r-I-r -r-r-r-r-I-r-r-r-I--I-r—r-r----r-r-r-I--I-
0.002
0.001
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 24
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00
12.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00
13.00 0.01 0.00 0.01 65.00 0.00 0.00 0.00
14.00 0.01 0.00 0.01 66.00 0.00 0.00 0.00
15.00 0.01 0.00 0.01 67.00 0.00 0.00 0.00
16.00 0.01 0.00 0.01 68.00 0.00 0.00 0.00
17.00 0.01 0.00 0.01 69.00 0.00 0.00 0.00
18.00 0.01 0.00 0.01 70.00 0.00 0.00 0.00
19.00 0.01 0.00 0.01 71.00 0.00 0.00 0.00
20.00 0.01 0.00 0.01 72.00 0.00 0.00 0.00
21.00 0.02 0.00 0.02
22.00 0.02 0.00 0.02
23.00 0.02 0.00 0.02
24.00 0.02 0.00 0.02
25.00 0.01 0.00 0.01
26.00 0.01 0.00 0.01
27.00 0.01 0.00 0.01
28.00 0.01 0.00 0.01
29.00 0.01 0.00 0.01
30.00 0.01 0.00 0.01
31.00 0.01 0.00 0.01
32.00 0.01 0.00 0.01
33.00 0.01 0.00 0.01
34.00 0.01 0.00 0.01
35.00 0.01 0.00 0.01
36.00 0.01 0.00 0.01
37.00 0.01 0.00 0.01
38.00 0.01 0.00 0.01
39.00 0.01 0.00 0.01
40.00 0.01 0.00 0.01
41.00 0.01 0.00 0.01
42.00 0.01 0.00 0.01
43.00 0.01 0.00 0.01
44.00 0.01 0.00 0.01
45.00 0.01 0.00 0.01
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 0.00" for 1" Storm event
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
—I--I—7—T-7-7—I--7-7—T-7---- —T-7-7—I--7-7—T-7---- —T-7-7—I----7—T—
C Inflow
1 ❑Primary
Inflow�Arlea=l �alc�
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
p I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
LL
0.00 cfs
0.00 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 1" Storm Rainfall=1.00"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 26
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00
12.00 0.00 0.00 0.00 64.00 0.00 0.00 0.00
13.00 0.00 0.00 0.00 65.00 0.00 0.00 0.00
14.00 0.00 0.00 0.00 66.00 0.00 0.00 0.00
15.00 0.00 0.00 0.00 67.00 0.00 0.00 0.00
16.00 0.00 0.00 0.00 68.00 0.00 0.00 0.00
17.00 0.00 0.00 0.00 69.00 0.00 0.00 0.00
18.00 0.00 0.00 0.00 70.00 0.00 0.00 0.00
19.00 0.00 0.00 0.00 71.00 0.00 0.00 0.00
20.00 0.00 0.00 0.00 72.00 0.00 0.00 0.00
21.00 0.00 0.00 0.00
22.00 0.00 0.00 0.00
23.00 0.00 0.00 0.00
24.00 0.00 0.00 0.00
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 27
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=0.55"
Tc=24.4 min CN=60 Runoff=7.11 cfs 0.863 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=0.36"
Tc=18.3 min CN=55 Runoff=0.53 cfs 0.074 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=0.60"
Tc=24.4 min CN=61 Runoff=6.27 cfs 0.729 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=0.51"
Tc=16.7 min CN=59 Runoff=0.73 cfs 0.072 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=0.60"
Tc=23.7 min CN=61 Runoff=6.03 cfs 0.685 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=1.75"
Tc=5.0 min CN=81 Runoff=15.04 cfs 0.697 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=622.59' Storage=23,577 cf Inflow=15.04 cfs 0.697 of
Outflow=0.26 cfs 0.411 of
Link 1L: POI #1 Inflow=6.33 cfs 1.141 of
Primary=6.33 cfs 1.141 of
Link 2L: POI #2 Inflow=0.73 cfs 0.072 of
Primary=0.73 cfs 0.072 of
Total Runoff Area = 56.158 ac Runoff Volume = 3.121 of Average Runoff Depth = 0.67"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 1S: POI #1 Predevelopment
Runoff = 7.11 cfs @ 12.23 hrs, Volume= 0.863 af, Depth= 0.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hydrograph
II II II I I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II ■Runoff
7.11 cfs
7 Type I'II 24-hrr
- -2 Year�Ralnf ll;=&W-
6
RUh6ff At6a=815�942 isf
-�----J-J -1-1-L-L-�------J-�-1-1-L-L-�------J-�-1-1-1-L-
5 F'L;1jofif'1V�o11�#rM0='1O�86$
- - - - -+- - - - -'--'--'- - -+-+- - - -'i��Irrloff,Depft:* 5-s'�-
IIII IIIIIIIIIIIIIIII
3 4
ITC"24.4 M i n
LL
—t—I--I—t— t—t—t—t—t—1--1--I—t—t—t—t—t—t—r—I--I--I—t—t—t—t—t—t—t---I--I—y-
3
-r-1--1-r- r-r-r-r-r-r-1--1-r-r-r-r-r-r-r-r-1--1-r-r-r-r-r-r-r-r-1--1-r-
2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
—T 1 1—T —T—T—r r 1 T—T—T—T—T—r r T—T—T—T—T—r r T-
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 29
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 0.55 0.00
1.00 0.04 0.00 0.00 53.00 3.55 0.55 0.00
2.00 0.08 0.00 0.00 54.00 3.55 0.55 0.00
3.00 0.12 0.00 0.00 55.00 3.55 0.55 0.00
4.00 0.17 0.00 0.00 56.00 3.55 0.55 0.00
5.00 0.22 0.00 0.00 57.00 3.55 0.55 0.00
6.00 0.28 0.00 0.00 58.00 3.55 0.55 0.00
7.00 0.35 0.00 0.00 59.00 3.55 0.55 0.00
8.00 0.43 0.00 0.00 60.00 3.55 0.55 0.00
9.00 0.52 0.00 0.00 61.00 3.55 0.55 0.00
10.00 0.64 0.00 0.00 62.00 3.55 0.55 0.00
11.00 0.83 0.00 0.00 63.00 3.55 0.55 0.00
12.00 2.35 0.14 1.55 64.00 3.55 0.55 0.00
13.00 2.74 0.25 1.78 65.00 3.55 0.55 0.00
14.00 2.91 0.30 1.01 66.00 3.55 0.55 0.00
15.00 3.03 0.34 0.78 67.00 3.55 0.55 0.00
16.00 3.12 0.38 0.64 68.00 3.55 0.55 0.00
17.00 3.20 0.41 0.55 69.00 3.55 0.55 0.00
18.00 3.27 0.44 0.50 70.00 3.55 0.55 0.00
19.00 3.33 0.46 0.45 71.00 3.55 0.55 0.00
20.00 3.38 0.48 0.39 72.00 3.55 0.55 0.00
21.00 3.42 0.50 0.36
22.00 3.47 0.52 0.35
23.00 3.51 0.54 0.34
24.00 3.55 0.55 0.33
25.00 3.55 0.55 0.00
26.00 3.55 0.55 0.00
27.00 3.55 0.55 0.00
28.00 3.55 0.55 0.00
29.00 3.55 0.55 0.00
30.00 3.55 0.55 0.00
31.00 3.55 0.55 0.00
32.00 3.55 0.55 0.00
33.00 3.55 0.55 0.00
34.00 3.55 0.55 0.00
35.00 3.55 0.55 0.00
36.00 3.55 0.55 0.00
37.00 3.55 0.55 0.00
38.00 3.55 0.55 0.00
39.00 3.55 0.55 0.00
40.00 3.55 0.55 0.00
41.00 3.55 0.55 0.00
42.00 3.55 0.55 0.00
43.00 3.55 0.55 0.00
44.00 3.55 0.55 0.00
45.00 3.55 0.55 0.00
46.00 3.55 0.55 0.00
47.00 3.55 0.55 0.00
48.00 3.55 0.55 0.00
49.00 3.55 0.55 0.00
50.00 3.55 0.55 0.00
51.00 3.55 0.55 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 2S: POI #2 Predevelopment
Runoff = 0.53 cfs @ 12.18 hrs, Volume= 0.074 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hydrograph
' -'--'--'--'-I'-I' - '�-'�-'--'--'--'--'-I' -I' -'�-'�-'--'--'-I'-I'- '-- '�-'�-'--'--'--'-I'-I' - '�-'�-'--'-- ■Runoff
0.55 0.53cfs
r /—I— r—r—r rr— T—r—r— r—T_T_
0.5
-I-I-, -I-+-�-� _ -12 Year-Rainfall;=3-5-5" -
0.45 I I 7II�v I I I I I I I I I I I y1 .1 I I
III I III -I-Rttltdff A1*46�1O'6'3V2-i§f-
-----------------------
IIII IIIIIIIIIIIII � I � I
0.4
0.35 I I I I I I I I I I I I I I I I
w 3 0.3 I rI -1 -I -1
I I l l I l I DI epth;�O 36"
rI -
I -I I I- I
o -
0.25
0.2
T-I--r-I--I- r-r-r-I--I-r-T-T-T—r-r-r-I--I-T-T-T—r-r-r-r-I--I-T-T-r-r-r-r-
0.15 I I I
0.1
0.05
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 31
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 0.36 0.00
1.00 0.04 0.00 0.00 53.00 3.55 0.36 0.00
2.00 0.08 0.00 0.00 54.00 3.55 0.36 0.00
3.00 0.12 0.00 0.00 55.00 3.55 0.36 0.00
4.00 0.17 0.00 0.00 56.00 3.55 0.36 0.00
5.00 0.22 0.00 0.00 57.00 3.55 0.36 0.00
6.00 0.28 0.00 0.00 58.00 3.55 0.36 0.00
7.00 0.35 0.00 0.00 59.00 3.55 0.36 0.00
8.00 0.43 0.00 0.00 60.00 3.55 0.36 0.00
9.00 0.52 0.00 0.00 61.00 3.55 0.36 0.00
10.00 0.64 0.00 0.00 62.00 3.55 0.36 0.00
11.00 0.83 0.00 0.00 63.00 3.55 0.36 0.00
12.00 2.35 0.06 0.12 64.00 3.55 0.36 0.00
13.00 2.74 0.13 0.14 65.00 3.55 0.36 0.00
14.00 2.91 0.17 0.09 66.00 3.55 0.36 0.00
15.00 3.03 0.20 0.07 67.00 3.55 0.36 0.00
16.00 3.12 0.23 0.06 68.00 3.55 0.36 0.00
17.00 3.20 0.25 0.05 69.00 3.55 0.36 0.00
18.00 3.27 0.27 0.05 70.00 3.55 0.36 0.00
19.00 3.33 0.29 0.04 71.00 3.55 0.36 0.00
20.00 3.38 0.31 0.04 72.00 3.55 0.36 0.00
21.00 3.42 0.32 0.04
22.00 3.47 0.34 0.04
23.00 3.51 0.35 0.03
24.00 3.55 0.36 0.03
25.00 3.55 0.36 0.00
26.00 3.55 0.36 0.00
27.00 3.55 0.36 0.00
28.00 3.55 0.36 0.00
29.00 3.55 0.36 0.00
30.00 3.55 0.36 0.00
31.00 3.55 0.36 0.00
32.00 3.55 0.36 0.00
33.00 3.55 0.36 0.00
34.00 3.55 0.36 0.00
35.00 3.55 0.36 0.00
36.00 3.55 0.36 0.00
37.00 3.55 0.36 0.00
38.00 3.55 0.36 0.00
39.00 3.55 0.36 0.00
40.00 3.55 0.36 0.00
41.00 3.55 0.36 0.00
42.00 3.55 0.36 0.00
43.00 3.55 0.36 0.00
44.00 3.55 0.36 0.00
45.00 3.55 0.36 0.00
46.00 3.55 0.36 0.00
47.00 3.55 0.36 0.00
48.00 3.55 0.36 0.00
49.00 3.55 0.36 0.00
50.00 3.55 0.36 0.00
51.00 3.55 0.36 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 3S: Post-Development ByPass POI #1
Runoff = 6.27 cfs @ 12.23 hrs, Volume= 0.729 af, Depth= 0.60"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hydrograph
-r-i--i-r-r-r-t-r-r-r-r-i--i--i-r-r-r-t-r-r-r-i--i--i-r-r-r-t-r-r-r-r-i--i-r-
7 ❑Runoff
6.27 cfs Qi �J./�
2 Year �Rainfall;=3.55
-r-i--i-r-r -t-+-r-r-r-i--i--i-r-r-t-t-r-r-r-i--i--i-r-r-+-+-+-r-r-r-i--i-r-
5 RUh6ff At6a=640�460 isf
MO
w 4
k6noff bepth=0.i60";
- 111111111
-+ cr4. I11if�
0
a 3-
2-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5860 62 6466 6870 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 33
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 0.60 0.00
1.00 0.04 0.00 0.00 53.00 3.55 0.60 0.00
2.00 0.08 0.00 0.00 54.00 3.55 0.60 0.00
3.00 0.12 0.00 0.00 55.00 3.55 0.60 0.00
4.00 0.17 0.00 0.00 56.00 3.55 0.60 0.00
5.00 0.22 0.00 0.00 57.00 3.55 0.60 0.00
6.00 0.28 0.00 0.00 58.00 3.55 0.60 0.00
7.00 0.35 0.00 0.00 59.00 3.55 0.60 0.00
8.00 0.43 0.00 0.00 60.00 3.55 0.60 0.00
9.00 0.52 0.00 0.00 61.00 3.55 0.60 0.00
10.00 0.64 0.00 0.00 62.00 3.55 0.60 0.00
11.00 0.83 0.00 0.00 63.00 3.55 0.60 0.00
12.00 2.35 0.15 1.52 64.00 3.55 0.60 0.00
13.00 2.74 0.27 1.49 65.00 3.55 0.60 0.00
14.00 2.91 0.33 0.84 66.00 3.55 0.60 0.00
15.00 3.03 0.38 0.65 67.00 3.55 0.60 0.00
16.00 3.12 0.41 0.53 68.00 3.55 0.60 0.00
17.00 3.20 0.44 0.46 69.00 3.55 0.60 0.00
18.00 3.27 0.47 0.41 70.00 3.55 0.60 0.00
19.00 3.33 0.50 0.37 71.00 3.55 0.60 0.00
20.00 3.38 0.52 0.32 72.00 3.55 0.60 0.00
21.00 3.42 0.54 0.29
22.00 3.47 0.56 0.28
23.00 3.51 0.58 0.28
24.00 3.55 0.60 0.27
25.00 3.55 0.60 0.00
26.00 3.55 0.60 0.00
27.00 3.55 0.60 0.00
28.00 3.55 0.60 0.00
29.00 3.55 0.60 0.00
30.00 3.55 0.60 0.00
31.00 3.55 0.60 0.00
32.00 3.55 0.60 0.00
33.00 3.55 0.60 0.00
34.00 3.55 0.60 0.00
35.00 3.55 0.60 0.00
36.00 3.55 0.60 0.00
37.00 3.55 0.60 0.00
38.00 3.55 0.60 0.00
39.00 3.55 0.60 0.00
40.00 3.55 0.60 0.00
41.00 3.55 0.60 0.00
42.00 3.55 0.60 0.00
43.00 3.55 0.60 0.00
44.00 3.55 0.60 0.00
45.00 3.55 0.60 0.00
46.00 3.55 0.60 0.00
47.00 3.55 0.60 0.00
48.00 3.55 0.60 0.00
49.00 3.55 0.60 0.00
50.00 3.55 0.60 0.00
51.00 3.55 0.60 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 4S: POI #2 Post-Development
Runoff = 0.73 cfs @ 12.13 hrs, Volume= 0.072 af, Depth= 0.51"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hydrograph
0.8 Runoff
�i
t-I-I-t-r-I--I-t-t-t-t-r-r-I--I--I-t- -t-+-r-r-I--I--I-
0.75 0.73 cfs
--
0.7 ---------------------------------------�y -ri- =ir
-
-----I--I- -T-T-r-I--I-7-7-7-T-r-r I -1 -1 �Tr.�F F-1r� 1--1 -1--7-qr-T fir-r
0.65 - - - ---- - - -+- - -----II- l�-I�GI-RQ�LLIA���V7�J�7„Ir-
� I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0.6 IIIIII I I I I I I I I I I I I _II_f�tiO�ff�pCre�T3�5�F8-�-
-------- -------------I-;-;------
IIII IIII III � I I I
0.55
_ 0.5 -----I--I- -t-t-r---I-t- -t-t-r-r-I--I Fujn1ofo�yr =0s0 - --
------- - -L- 1-i-L- - - -
1
w 0.45 ' I pI � I `I --
_ -I--I- _ -I--I- Ffa �J111-IDlepthl-a51"
3 0 4 I I I I I I I I I I I I 1-------I-- -+-+-r---I-+-+-+-+-r-r------+-+-+-+
O -r-r-ITI'�I^/�T1 G`.I'�/}-ri1ln'I
LL 0.35
-r-r-r---I-7- -7-T-r-r-r-I--I- - -T-r-r-r
---I--I- -
0.25 -----I-�- - - - ---- - - - - - ------ - - - - - ---- - - - - -�-�-
0.2
0.15
-----I--I- r-r-r----r-r-r-r-r-r------r-r-r-r-r-r-I--I---r-r-r-r-r-I--
0.1 -----I--I- -L-1--1-J-J-1-1-L-L---I--I- -1-1-1-L-L---I--I- -1-L-L-L-L-
0.05
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 0.51 0.00
1.00 0.04 0.00 0.00 53.00 3.55 0.51 0.00
2.00 0.08 0.00 0.00 54.00 3.55 0.51 0.00
3.00 0.12 0.00 0.00 55.00 3.55 0.51 0.00
4.00 0.17 0.00 0.00 56.00 3.55 0.51 0.00
5.00 0.22 0.00 0.00 57.00 3.55 0.51 0.00
6.00 0.28 0.00 0.00 58.00 3.55 0.51 0.00
7.00 0.35 0.00 0.00 59.00 3.55 0.51 0.00
8.00 0.43 0.00 0.00 60.00 3.55 0.51 0.00
9.00 0.52 0.00 0.00 61.00 3.55 0.51 0.00
10.00 0.64 0.00 0.00 62.00 3.55 0.51 0.00
11.00 0.83 0.00 0.00 63.00 3.55 0.51 0.00
12.00 2.35 0.12 0.32 64.00 3.55 0.51 0.00
13.00 2.74 0.22 0.13 65.00 3.55 0.51 0.00
14.00 2.91 0.27 0.08 66.00 3.55 0.51 0.00
15.00 3.03 0.31 0.07 67.00 3.55 0.51 0.00
16.00 3.12 0.35 0.05 68.00 3.55 0.51 0.00
17.00 3.20 0.37 0.05 69.00 3.55 0.51 0.00
18.00 3.27 0.40 0.04 70.00 3.55 0.51 0.00
19.00 3.33 0.42 0.04 71.00 3.55 0.51 0.00
20.00 3.38 0.44 0.03 72.00 3.55 0.51 0.00
21.00 3.42 0.46 0.03
22.00 3.47 0.48 0.03
23.00 3.51 0.50 0.03
24.00 3.55 0.51 0.03
25.00 3.55 0.51 0.00
26.00 3.55 0.51 0.00
27.00 3.55 0.51 0.00
28.00 3.55 0.51 0.00
29.00 3.55 0.51 0.00
30.00 3.55 0.51 0.00
31.00 3.55 0.51 0.00
32.00 3.55 0.51 0.00
33.00 3.55 0.51 0.00
34.00 3.55 0.51 0.00
35.00 3.55 0.51 0.00
36.00 3.55 0.51 0.00
37.00 3.55 0.51 0.00
38.00 3.55 0.51 0.00
39.00 3.55 0.51 0.00
40.00 3.55 0.51 0.00
41.00 3.55 0.51 0.00
42.00 3.55 0.51 0.00
43.00 3.55 0.51 0.00
44.00 3.55 0.51 0.00
45.00 3.55 0.51 0.00
46.00 3.55 0.51 0.00
47.00 3.55 0.51 0.00
48.00 3.55 0.51 0.00
49.00 3.55 0.51 0.00
50.00 3.55 0.51 0.00
51.00 3.55 0.51 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 5S: Culvert Post-Development
Runoff = 6.03 cfs @ 12.22 hrs, Volume= 0.685 af, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hydrograph
■Runoff
—+---i—+ 6.03 cfs +—+—+—+—+—++—+—+—+—+—+—+—+—+—+—i—+—+—+—+—+—+—+—+—+—i--i—+—
6 I ' Type ll 24-hr
Z-r-t---I-t-t -t-t------t-t-Y-+-t-t-r V{a.l'F r 7Ra lnfall;:3.5 „'-
5 RUh6ff At6a=601�822 isf
q
Run off Depth=0.i60'1
LL 3 TC"'23.7 Min
z
t---I-t- +-t-t-t-t------t-t-t-t-t-t-t---I--I-t-t-t-t-t-t-t-----I-t-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 0.60 0.00
1.00 0.04 0.00 0.00 53.00 3.55 0.60 0.00
2.00 0.08 0.00 0.00 54.00 3.55 0.60 0.00
3.00 0.12 0.00 0.00 55.00 3.55 0.60 0.00
4.00 0.17 0.00 0.00 56.00 3.55 0.60 0.00
5.00 0.22 0.00 0.00 57.00 3.55 0.60 0.00
6.00 0.28 0.00 0.00 58.00 3.55 0.60 0.00
7.00 0.35 0.00 0.00 59.00 3.55 0.60 0.00
8.00 0.43 0.00 0.00 60.00 3.55 0.60 0.00
9.00 0.52 0.00 0.00 61.00 3.55 0.60 0.00
10.00 0.64 0.00 0.00 62.00 3.55 0.60 0.00
11.00 0.83 0.00 0.00 63.00 3.55 0.60 0.00
12.00 2.35 0.15 1.56 64.00 3.55 0.60 0.00
13.00 2.74 0.27 1.38 65.00 3.55 0.60 0.00
14.00 2.91 0.33 0.79 66.00 3.55 0.60 0.00
15.00 3.03 0.38 0.61 67.00 3.55 0.60 0.00
16.00 3.12 0.41 0.50 68.00 3.55 0.60 0.00
17.00 3.20 0.44 0.43 69.00 3.55 0.60 0.00
18.00 3.27 0.47 0.39 70.00 3.55 0.60 0.00
19.00 3.33 0.50 0.34 71.00 3.55 0.60 0.00
20.00 3.38 0.52 0.30 72.00 3.55 0.60 0.00
21.00 3.42 0.54 0.27
22.00 3.47 0.56 0.27
23.00 3.51 0.58 0.26
24.00 3.55 0.60 0.25
25.00 3.55 0.60 0.00
26.00 3.55 0.60 0.00
27.00 3.55 0.60 0.00
28.00 3.55 0.60 0.00
29.00 3.55 0.60 0.00
30.00 3.55 0.60 0.00
31.00 3.55 0.60 0.00
32.00 3.55 0.60 0.00
33.00 3.55 0.60 0.00
34.00 3.55 0.60 0.00
35.00 3.55 0.60 0.00
36.00 3.55 0.60 0.00
37.00 3.55 0.60 0.00
38.00 3.55 0.60 0.00
39.00 3.55 0.60 0.00
40.00 3.55 0.60 0.00
41.00 3.55 0.60 0.00
42.00 3.55 0.60 0.00
43.00 3.55 0.60 0.00
44.00 3.55 0.60 0.00
45.00 3.55 0.60 0.00
46.00 3.55 0.60 0.00
47.00 3.55 0.60 0.00
48.00 3.55 0.60 0.00
49.00 3.55 0.60 0.00
50.00 3.55 0.60 0.00
51.00 3.55 0.60 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 15.04 cfs @ 11.96 hrs, Volume= 0.697 af, Depth= 1.75"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Year Rainfall=3.55"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
1 -1--1--1--1-_1r�r�I-�1- 1I- 1I-1I-1--1--1--1--1-_1_�r�r�I -�1 -1I-1I-1--1--1--1--1__1r�I-�1- 1I- 1I-1I_1-- ■Runoff
16
—+-1--1— 15.04 cfs +—+—+—+—+-1--1--1--1--1--1—+—+—+—+—r—+—+-1--1--1—+—+—+—+—+—+—+—+—
15 ---1--1--1-- -----------1--1--1--1--1-------+- -1--1--1--1--1--1�� Y �� - --
i l 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I
14 1 1 111111111111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
-1 1111 1- 1 - 1 - 11 2YOar 11� gin1 alP=15W"1--
13
-r-1--1--1- -+-+-+-r-r-r-r-r-1--1--1-rt-+-+-+`-.yr,�-�r-r-1y-�-y1,--1-+-y�-�y+prt-+A-*r�-r-r-
12 1 1_1_i_i_L_11__11__11__11__11__11 1_1-Ri�"ff�11�i1�^' 208V /M21/��F !§.f-
11 ' 11 -11--11--11--11- - 11- 11- 11 - 11 -11 -11--11--11--11--11--11- 11- 11 -� Igoffl��OI 111=181�/1 7-1 `10
w -r-1--1--1- -r-r-r-r-r-r-r-r-1--1--1-r-r-r-+-r-r-r-1--1--1-r-r-r-r-r-r-r-r-
g ' 1 RL n11Off 11Deptl17-1,75" -
0 8-
1 1 1 _ 1_ 1_ 1_ 1_ 1_ 1 _ 1_ 1__1__11� 0 f�1if1--
a 7 -----------
I11 - - 1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 1 J
-r-1--1--1- -r-T-r-r-r-___-1--1--_--T-Y-Y-+-r-r-r-I__I__I-r-r-r- r- r-
-� 11 6 -1+-11--11--11- -�-�-�-�-�-11--11--11--11--11--11-�-�-�-�-�-�-1+-11--11--11-�-�-�-�- -+- -�-
s ' I
4
3
-+-+-1-+- -+-+-+-+-+-+-+-++-+-+-+-+-+-+-+-+-+-+-1-+-+-+-+-+-+-+-+-+-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 3436 38 40 4244 46 48 50 52 54 56 58 60 6264 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 39
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 3.55 1.75 0.00
1.00 0.04 0.00 0.00 53.00 3.55 1.75 0.00
2.00 0.08 0.00 0.00 54.00 3.55 1.75 0.00
3.00 0.12 0.00 0.00 55.00 3.55 1.75 0.00
4.00 0.17 0.00 0.00 56.00 3.55 1.75 0.00
5.00 0.22 0.00 0.00 57.00 3.55 1.75 0.00
6.00 0.28 0.00 0.00 58.00 3.55 1.75 0.00
7.00 0.35 0.00 0.00 59.00 3.55 1.75 0.00
8.00 0.43 0.00 0.00 60.00 3.55 1.75 0.00
9.00 0.52 0.00 0.02 61.00 3.55 1.75 0.00
10.00 0.64 0.01 0.08 62.00 3.55 1.75 0.00
11.00 0.83 0.05 0.28 63.00 3.55 1.75 0.00
12.00 2.35 0.84 13.21 64.00 3.55 1.75 0.00
13.00 2.74 1.12 0.82 65.00 3.55 1.75 0.00
14.00 2.91 1.25 0.50 66.00 3.55 1.75 0.00
15.00 3.03 1.34 0.40 67.00 3.55 1.75 0.00
16.00 3.12 1.41 0.31 68.00 3.55 1.75 0.00
17.00 3.20 1.47 0.28 69.00 3.55 1.75 0.00
18.00 3.27 1.52 0.25 70.00 3.55 1.75 0.00
19.00 3.33 1.57 0.21 71.00 3.55 1.75 0.00
20.00 3.38 1.61 0.18 72.00 3.55 1.75 0.00
21.00 3.42 1.65 0.17
22.00 3.47 1.68 0.17
23.00 3.51 1.72 0.16
24.00 3.55 1.75 0.15
25.00 3.55 1.75 0.00
26.00 3.55 1.75 0.00
27.00 3.55 1.75 0.00
28.00 3.55 1.75 0.00
29.00 3.55 1.75 0.00
30.00 3.55 1.75 0.00
31.00 3.55 1.75 0.00
32.00 3.55 1.75 0.00
33.00 3.55 1.75 0.00
34.00 3.55 1.75 0.00
35.00 3.55 1.75 0.00
36.00 3.55 1.75 0.00
37.00 3.55 1.75 0.00
38.00 3.55 1.75 0.00
39.00 3.55 1.75 0.00
40.00 3.55 1.75 0.00
41.00 3.55 1.75 0.00
42.00 3.55 1.75 0.00
43.00 3.55 1.75 0.00
44.00 3.55 1.75 0.00
45.00 3.55 1.75 0.00
46.00 3.55 1.75 0.00
47.00 3.55 1.75 0.00
48.00 3.55 1.75 0.00
49.00 3.55 1.75 0.00
50.00 3.55 1.75 0.00
51.00 3.55 1.75 0.00

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 40
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 1.75" for 2 Year event
Inflow = 15.04 cfs @ 11.96 hrs, Volume= 0.697 of
Outflow = 0.26 cfs @ 17.63 hrs, Volume= 0.411 af, Atten= 98%, Lag= 340.1 min
Primary = 0.26 cfs @ 17.63 hrs, Volume= 0.411 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 622.59'@ 17.63 hrs Surf.Area= 7,625 sf Storage= 23,577 cf
Plug-Flow detention time= 1,427.9 min calculated for 0.411 of(59% of inflow)
Center-of-Mass det. time= 1,310.8 min (2,141.2 - 830.3 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.25 cfs @ 17.63 hrs HW=622.59' (Free Discharge)
L1=Culvert (Passes 0.25 cfs of 39.07 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.07 cfs @ 9.06 fps)
3=Custom Weir/Orifice (Weir Controls 0.18 cfs @ 0.99 fps)
4=Orifice/Grate ( Controls 0.00 cfs)

Villages at Waxhaw Type 1124-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 41
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
-,--,- --I T----------?----------?-------,--,- - ----------?-------,--,- C Inflow
-,---i--ri--i15-.
❑Primar
y
16 /4— Q K =� � -
1-r- -1--1-J-1- 1�f]p -L-1�--I071--1'-�J-1-�L- - �15 r 1
14 -'--'-
---- - - -------- -I--------
13
12 T 7 r r-i- I- - - 1 I
----r-r- r -r-r-rV- T r -----r- -r-r-r-I--I-
11
y10
U 9
� I
0
LL 7 -r--,-T- ------ _T-r- _r--T- _r-r-r-r--,-T-r------T-T-r-r-r-I--I-
6
5
—I--I— I— I— —I— — I —I —I--I--I— I I
—
2
1 0.26 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
❑Primary
Orifice/Grate ------------ -1-----
62454�
-- --r T T ---- -�
623
Custom Weir/Orifice
w
.0 622
I I I I I I
w I I I I I I
w
-
----r-----T-----7------ ---1 - -----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 42
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- '-------' -- ------ --- ----- -------- - ---'--I- -I I ---
'
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 43
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.00 0 619.00 0.00
7.50 0.00 0 619.00 0.00
10.00 0.08 179 619.04 0.00
12.50 1.29 17,163 621.72 0.06
15.00 0.40 22,267 622.42 0.07
17.50 0.26 23,577 622.59 0.26
20.00 0.18 23,424 622.57 0.21
22.50 0.16 23,315 622.56 0.17
25.00 0.00 22,924 622.51 0.08
27.50 0.00 22,292 622.42 0.07
30.00 0.00 21,671 622.34 0.07
32.50 0.00 21,058 622.26 0.07
35.00 0.00 20,452 622.18 0.07
37.50 0.00 19,854 622.09 0.07
40.00 0.00 19,264 622.01 0.07
42.50 0.00 18,682 621.93 0.06
45.00 0.00 18,108 621.85 0.06
47.50 0.00 17,542 621.78 0.06
50.00 0.00 16,984 621.70 0.06
52.50 0.00 16,435 621.62 0.06
55.00 0.00 15,893 621.54 0.06
57.50 0.00 15,360 621.47 0.06
60.00 0.00 14,835 621.39 0.06
62.50 0.00 14,318 621.32 0.06
65.00 0.00 13,809 621.24 0.06
67.50 0.00 13,309 621.17 0.06
70.00 0.00 12,818 621.10 0.05

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 44
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 45
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 46
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 0.70" for 2 Year event
Inflow = 6.33 cfs @ 12.23 hrs, Volume= 1.141 of
Primary = 6.33 cfs @ 12.23 hrs, Volume= 1.141 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
L-L-L-'--'-L-L-L-L-'--'-L-L-L-L-'--'-L-L-L-L -
C Inflow
7 6.33 cfs ❑Primary
-'--'- -----i--'- 'i-'i-'-6.33 cfs Iin l�7S
Tw iAre1 =409-483 46
6
5-
-4-I-I I-4-I-I- -1-+-1----1-+-L- ------1-+-
w 4
-1--1-J-1-1-L-'--'-J-1-L-L-1--1-J-1-1-L----J-1-L-L-1--1--1-1-L-
0
a 3
------ -T-i------ -r-i -T-i------ -r -T-
2
---I-1- ---1-7-T-r----1-T-T-T----1-7-T-r----1-T-T-r------7-T-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 47
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.06 0.00 0.06
1.00 0.00 0.00 0.00 53.00 0.06 0.00 0.06
2.00 0.00 0.00 0.00 54.00 0.06 0.00 0.06
3.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06
4.00 0.00 0.00 0.00 56.00 0.06 0.00 0.06
5.00 0.00 0.00 0.00 57.00 0.06 0.00 0.06
6.00 0.00 0.00 0.00 58.00 0.06 0.00 0.06
7.00 0.00 0.00 0.00 59.00 0.06 0.00 0.06
8.00 0.00 0.00 0.00 60.00 0.06 0.00 0.06
9.00 0.00 0.00 0.00 61.00 0.06 0.00 0.06
10.00 0.00 0.00 0.00 62.00 0.06 0.00 0.06
11.00 0.01 0.00 0.01 63.00 0.06 0.00 0.06
12.00 1.57 0.00 1.57 64.00 0.06 0.00 0.06
13.00 1.55 0.00 1.55 65.00 0.06 0.00 0.06
14.00 0.91 0.00 0.91 66.00 0.06 0.00 0.06
15.00 0.72 0.00 0.72 67.00 0.06 0.00 0.06
16.00 0.68 0.00 0.68 68.00 0.05 0.00 0.05
17.00 0.71 0.00 0.71 69.00 0.05 0.00 0.05
18.00 0.67 0.00 0.67 70.00 0.05 0.00 0.05
19.00 0.60 0.00 0.60 71.00 0.05 0.00 0.05
20.00 0.52 0.00 0.52 72.00 0.05 0.00 0.05
21.00 0.48 0.00 0.48
22.00 0.46 0.00 0.46
23.00 0.44 0.00 0.44
24.00 0.43 0.00 0.43
25.00 0.08 0.00 0.08
26.00 0.07 0.00 0.07
27.00 0.07 0.00 0.07
28.00 0.07 0.00 0.07
29.00 0.07 0.00 0.07
30.00 0.07 0.00 0.07
31.00 0.07 0.00 0.07
32.00 0.07 0.00 0.07
33.00 0.07 0.00 0.07
34.00 0.07 0.00 0.07
35.00 0.07 0.00 0.07
36.00 0.07 0.00 0.07
37.00 0.07 0.00 0.07
38.00 0.07 0.00 0.07
39.00 0.07 0.00 0.07
40.00 0.07 0.00 0.07
41.00 0.06 0.00 0.06
42.00 0.06 0.00 0.06
43.00 0.06 0.00 0.06
44.00 0.06 0.00 0.06
45.00 0.06 0.00 0.06
46.00 0.06 0.00 0.06
47.00 0.06 0.00 0.06
48.00 0.06 0.00 0.06
49.00 0.06 0.00 0.06
50.00 0.06 0.00 0.06
51.00 0.06 0.00 0.06

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 48
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 0.51" for 2 Year event
Inflow = 0.73 cfs @ 12.13 hrs, Volume= 0.072 of
Primary = 0.73 cfs @ 12.13 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
❑Inflow
-7- - - -i-7-7-r-r-r-i-7-r-r-rr-7-r-r-i--i-7-7-r-r-r-i-7-r-r-r-i-7- ❑Pnma
0.8 073 cfs r /��ii �i pi �+ ry
0.75 ---- 0.1. CTS -'- �n IT✓lrni /'11iGia= iOy
-I--i-i- -i-li-li -----I--i-li------
0.7 -i-li---i------ -------- -----I--i-i-
---i-1- 1-1-+-r------+-+-r--+-+-+-r----+-+-+-+----+-+-+---i-+-
0.6
-1--1-1- -'-1-1-L-1--1--1-1-L-L-'-J-1-L-L-'--1-J-1-1--L-1--1-1-L-L-1--1-1-
0.55
W 0.45 ---I-,- --7-7-r---1---7-T-r--7-7-T-r----7-7-r-r----7-r-r-1--1-7-
U
3 0.4
LL 0.35
, i
0.25
-1--1-1- -1-1-1-L-1--1--'-1-L-L-'-J-1-L-L----J-1-L-L-1--1-1-L-L-1--1-1-
0.2
0.15 I T F T F F I T F I-
---I-1-0.1 ----1-T-r-II 1-7-T-r---- -7-T-Ir----I-T-Ir---II-I-------------
0.05
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 2 Year Rainfall=3.55"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 49
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00
12.00 0.32 0.00 0.32 64.00 0.00 0.00 0.00
13.00 0.13 0.00 0.13 65.00 0.00 0.00 0.00
14.00 0.08 0.00 0.08 66.00 0.00 0.00 0.00
15.00 0.07 0.00 0.07 67.00 0.00 0.00 0.00
16.00 0.05 0.00 0.05 68.00 0.00 0.00 0.00
17.00 0.05 0.00 0.05 69.00 0.00 0.00 0.00
18.00 0.04 0.00 0.04 70.00 0.00 0.00 0.00
19.00 0.04 0.00 0.04 71.00 0.00 0.00 0.00
20.00 0.03 0.00 0.03 72.00 0.00 0.00 0.00
21.00 0.03 0.00 0.03
22.00 0.03 0.00 0.03
23.00 0.03 0.00 0.03
24.00 0.03 0.00 0.03
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 50
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=1.41"
Tc=24.4 min CN=60 Runoff=23.45 cfs 2.206 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=1.08"
Tc=18.3 min CN=55 Runoff=2.54 cfs 0.219 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=1.48"
Tc=24.4 min CN=61 Runoff=19.60 cfs 1.819 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=1.34"
Tc=16.7 min CN=59 Runoff=2.52 cfs 0.189 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=1.48"
Tc=23.7 min CN=61 Runoff=18.75 cfs 1.709 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=3.15"
Tc=5.0 min CN=81 Runoff=26.69 cfs 1.256 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=623.18' Storage=28,122 cf Inflow=26.69 cfs 1.256 of
Outflow=3.72 cfs 0.969 of
Link 1L: POI #1 Inflow=23.32 cfs 2.788 of
Primary=23.32 cfs 2.788 of
Link 2L: POI #2 Inflow=2.52 cfs 0.189 of
Primary=2.52 cfs 0.189 of
Total Runoff Area = 56.158 ac Runoff Volume = 7.398 of Average Runoff Depth = 1.58"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 1S: POI #1 Predevelopment
Runoff = 23.45 cfs @ 12.20 hrs, Volume= 2.206 af, Depth= 1.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hydrograph
26 1i -1i-----11-�1- - - - - - -1r-1i-1i----J1- - - - - - -1i------J1-�1- - - - - -1r- Runoff
25 - —1--1--1— — — —+—+—+—+-1--I--I--1--1--1—+—+—+—+— — — —1--1--1—+— — —+—+—+—+— —
24 — —1——1— 23.45 cfs _ _r_r_r ®®I _
23 -+-1--1--1-+ -+-+-+-+-+-1--1--1--1--1--1-+-+-+-+-+-+-+-1--1--1��---Y-[�- �
,I �-/
, 1 /
—I——1——1——1——1 — — — — — —I——I——1——1——1——1— — — — — — —I——1——1——1— 1— —— ——————————
22 , I I I I I I I I I I I I I I I I I I I I I I �I/ I .y I I©�I,�I�I .y I I I ,I�-®I I
21 - -----I-� - - -+-+-r------------ - -+-^�� IrGI�RAi1111G1��5.
20 -1--1--1--1-J -I-I-I--I--I-1--1--1--1--1-J-I-I-I------------------------------
19 - ---I--I- - - - - -r---------I--I- - =RU h-Off-A�6&815'91;4�tif--
1 8 —I_—I——I——I—_I _ _ I_ I _ I _I _I__I__I__I__I__I_ I_ I I + �� �/
17 -1r-1i--I--11-y -�-1-+-r-r-lr-lr-lr-li-711i-,-i_ 'J„Hif1rY�1� I- ,- �Z'2t%_Of-
16 -I -I_I_I_I- -1--1--1--1--I--I I
w 15 -r-----I-r -r—r—r-r-r-r-r-r------r—r-r-t-rpr-r------r-r-r*�rt-r- IrA-r-r-
u 14 � I _I__I__I__I_ _ I_ I_I_I_i_I__I__I__I__I__I_ I_ I _i_I_ IT►unii�17-1iD pLh=1'`F1,,--
3 13 -r-r---I-r r—r-r-r-r-r-r--------r-r-r-r-r-r-r-
r----r-r-r-r-r-r-r-r-
' I _-I__I__I _I _i L_L_L_L_L _I _I _I I frr6�F.4 111111
LL
i I
11 -I I-I-r-r-r-r-r-r-I--I--I-I-r-r-r-r-r-r-r-I--I-r-1-7-7-r-r-r-r-
10 -L-1--1--1-L L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-L-L-1--1--1-L-
�I I I
C 6—
9 -r-I--I--I-r r-r-r-r-r-r-r-I--I--I--I-r-r-r-r-r-r-r-I--I--I-r-r-r-r r- r-
$ -L-1--1--I-L L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-L-L-1--1--I-L-L-L-1-L-L-L-L-
i l I I
7 -r-I--I--I-r r-r-r-r-r-r-r-I--I--I--I-r-r-r-r-r-r-r-I--I--I-r-r-r-r-r-r-r-r-
6 -L-1--1--I-J L-1-i-i-L-1--1--1--1--1--I-1-1-1-1-L-L-L-1--1--I-J-L-L-1-i-i-L-L-
r-r-r I- r-r-r-r-r-r-i r r I- I-r-r-r-T-r-r-r-r-r I-r-r-r-r-r-r-r-r-
4 -L-1--1--1- L-L-L-L-L-1--1--1--1--1--1-L-a-L-L-L-L-L-1--1--1-�-L-L-L-L-L-L-L-
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
2 -L-1--1--1- L-L-1--1--1--1--1--1-L-a-L-L-L-L-L-1--1--1- -L-L-L-L-L-L-L-
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 52
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 1.41 0.00
1.00 0.05 0.00 0.00 53.00 5.19 1.41 0.00
2.00 0.11 0.00 0.00 54.00 5.19 1.41 0.00
3.00 0.18 0.00 0.00 55.00 5.19 1.41 0.00
4.00 0.25 0.00 0.00 56.00 5.19 1.41 0.00
5.00 0.33 0.00 0.00 57.00 5.19 1.41 0.00
6.00 0.42 0.00 0.00 58.00 5.19 1.41 0.00
7.00 0.51 0.00 0.00 59.00 5.19 1.41 0.00
8.00 0.62 0.00 0.00 60.00 5.19 1.41 0.00
9.00 0.76 0.00 0.00 61.00 5.19 1.41 0.00
10.00 0.94 0.00 0.00 62.00 5.19 1.41 0.00
11.00 1.22 0.00 0.00 63.00 5.19 1.41 0.00
12.00 3.44 0.51 9.62 64.00 5.19 1.41 0.00
13.00 4.01 0.77 4.17 65.00 5.19 1.41 0.00
14.00 4.26 0.89 2.23 66.00 5.19 1.41 0.00
15.00 4.43 0.98 1.69 67.00 5.19 1.41 0.00
16.00 4.57 1.06 1.36 68.00 5.19 1.41 0.00
17.00 4.68 1.12 1.16 69.00 5.19 1.41 0.00
18.00 4.78 1.17 1.04 70.00 5.19 1.41 0.00
19.00 4.87 1.22 0.92 71.00 5.19 1.41 0.00
20.00 4.94 1.27 0.79 72.00 5.19 1.41 0.00
21.00 5.01 1.31 0.72
22.00 5.07 1.34 0.70
23.00 5.13 1.38 0.68
24.00 5.19 1.41 0.65
25.00 5.19 1.41 0.01
26.00 5.19 1.41 0.00
27.00 5.19 1.41 0.00
28.00 5.19 1.41 0.00
29.00 5.19 1.41 0.00
30.00 5.19 1.41 0.00
31.00 5.19 1.41 0.00
32.00 5.19 1.41 0.00
33.00 5.19 1.41 0.00
34.00 5.19 1.41 0.00
35.00 5.19 1.41 0.00
36.00 5.19 1.41 0.00
37.00 5.19 1.41 0.00
38.00 5.19 1.41 0.00
39.00 5.19 1.41 0.00
40.00 5.19 1.41 0.00
41.00 5.19 1.41 0.00
42.00 5.19 1.41 0.00
43.00 5.19 1.41 0.00
44.00 5.19 1.41 0.00
45.00 5.19 1.41 0.00
46.00 5.19 1.41 0.00
47.00 5.19 1.41 0.00
48.00 5.19 1.41 0.00
49.00 5.19 1.41 0.00
50.00 5.19 1.41 0.00
51.00 5.19 1.41 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 2S: POI #2 Predevelopment
Runoff = 2.54 cfs @ 12.14 hrs, Volume= 0.219 af, Depth= 1.08"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hydrograph
II II II I I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II ❑Runoff
2.54 cfs
,Type IIIII
10 Year IIIIIRainfall;=5.1119"
—L---I—L-- —+—L—L—L—L------J— —1—+—L—L—L—I--I--I—J—L—+—+—L—L—L---I--I—L-
2 RUh6ff At6a=106�262 isf
PWOOO,VrOIO MO=0�2',10 Of
N I I I I I I I I I I I I I I I I I I I I I I I
R6nlloff IlDlepth=1.08"
3 11111111 111111111, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, 1, I
ITC"18.3 Miry
LL 5
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 54
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 1.08 0.00
1.00 0.05 0.00 0.00 53.00 5.19 1.08 0.00
2.00 0.11 0.00 0.00 54.00 5.19 1.08 0.00
3.00 0.18 0.00 0.00 55.00 5.19 1.08 0.00
4.00 0.25 0.00 0.00 56.00 5.19 1.08 0.00
5.00 0.33 0.00 0.00 57.00 5.19 1.08 0.00
6.00 0.42 0.00 0.00 58.00 5.19 1.08 0.00
7.00 0.51 0.00 0.00 59.00 5.19 1.08 0.00
8.00 0.62 0.00 0.00 60.00 5.19 1.08 0.00
9.00 0.76 0.00 0.00 61.00 5.19 1.08 0.00
10.00 0.94 0.00 0.00 62.00 5.19 1.08 0.00
11.00 1.22 0.00 0.00 63.00 5.19 1.08 0.00
12.00 3.44 0.33 1.31 64.00 5.19 1.08 0.00
13.00 4.01 0.53 0.38 65.00 5.19 1.08 0.00
14.00 4.26 0.64 0.23 66.00 5.19 1.08 0.00
15.00 4.43 0.71 0.18 67.00 5.19 1.08 0.00
16.00 4.57 0.77 0.14 68.00 5.19 1.08 0.00
17.00 4.68 0.83 0.13 69.00 5.19 1.08 0.00
18.00 4.78 0.87 0.11 70.00 5.19 1.08 0.00
19.00 4.87 0.91 0.10 71.00 5.19 1.08 0.00
20.00 4.94 0.95 0.09 72.00 5.19 1.08 0.00
21.00 5.01 0.98 0.08
22.00 5.07 1.02 0.08
23.00 5.13 1.05 0.08
24.00 5.19 1.08 0.07
25.00 5.19 1.08 0.00
26.00 5.19 1.08 0.00
27.00 5.19 1.08 0.00
28.00 5.19 1.08 0.00
29.00 5.19 1.08 0.00
30.00 5.19 1.08 0.00
31.00 5.19 1.08 0.00
32.00 5.19 1.08 0.00
33.00 5.19 1.08 0.00
34.00 5.19 1.08 0.00
35.00 5.19 1.08 0.00
36.00 5.19 1.08 0.00
37.00 5.19 1.08 0.00
38.00 5.19 1.08 0.00
39.00 5.19 1.08 0.00
40.00 5.19 1.08 0.00
41.00 5.19 1.08 0.00
42.00 5.19 1.08 0.00
43.00 5.19 1.08 0.00
44.00 5.19 1.08 0.00
45.00 5.19 1.08 0.00
46.00 5.19 1.08 0.00
47.00 5.19 1.08 0.00
48.00 5.19 1.08 0.00
49.00 5.19 1.08 0.00
50.00 5.19 1.08 0.00
51.00 5.19 1.08 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 3S: Post-Development ByPass POI #1
Runoff = 19.60 cfs @ 12.20 hrs, Volume= 1.819 af, Depth= 1.48"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hydrograph
- -
21 - -------- - - - - - - - -------- - + - + - + - - - ---------- - - - II- Runoff
�I
19.60 cfs
20 -T-T_r-r-, -T--T-+-T-r-r-r-I--I--Type-ki-�� �
19 -
18 --------- - - - - - -----------I_ I
17 -r-----'-J - -1-i-L-L---I--I __Ii__Ii_s_1_T_1 _ �lr li[SC1.InLA1ItL�9r��-
/N►16 -+-+- -+ -+-+—+—+—+-+-+-++-+-+-+—+—fthoff Aeea=84044GQ
, I
Jgf
15 -r-----I-r -r-r-r-r-r-r-r-r------r-r-r-+-r-r-r------r-r-r-
14 -------,--, - - ---------------,--,- - -F0gofflll-�ali110=11840 -
, �
13 -------'--' --'--'-----------------'--'--' ---------------------- II I-----
^ I I I I I I I I I I I I I I I I I I I I I I I I I
12 - - - - - - - - - ---------I--I-�-�-+-+- R.anof�IlDrepthr=148��
,.. � I I I I I I I I I I I I I I I I I I I I I I
3 11 -+-+---I-+ +-+-+-+-+-+-+-+------+-+-+-+-r-r-+-+----++-+-n+�-w+-w+-+.,-�p+-+-
.° 10
9 -------------------------------------------------
,I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
8 - ---'--'- 1-1-1-L-L-----------1-1-1-+-+-r-r- ------J-J-1- 1L-
7 —+-----I—+ +—+—+—+—+—+----------+—+—+—+—+—+—+------+—+—+—+—+—+—+—+—
, I
6 -Ir-----Ii- -T-r-r-r-Ii-Ii--------T-T-T-T-r-r-Ir-----Ii- - - - -r-r-r-Ir-
5 --------- - - - - ------------ - - - - - ------------ - - - -II---
4 -r-'--'--'- I-1-i-L-L-1--1--1--1--1--1-s-1-+-+-r-�-r-'--'--'-J-J-�-1-i-L-L-L-
, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
3 -+-+-I-+- -+-+-+-+------------+-+-+-+-+-+-+-+----+-+-+-+-+-+-+-+-
, I
2 -Ir-----II— —r—r------------7—T—T—T—r—T—Ir------r—T—T-7—r—r—r—Ir-
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 56
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 1.48 0.00
1.00 0.05 0.00 0.00 53.00 5.19 1.48 0.00
2.00 0.11 0.00 0.00 54.00 5.19 1.48 0.00
3.00 0.18 0.00 0.00 55.00 5.19 1.48 0.00
4.00 0.25 0.00 0.00 56.00 5.19 1.48 0.00
5.00 0.33 0.00 0.00 57.00 5.19 1.48 0.00
6.00 0.42 0.00 0.00 58.00 5.19 1.48 0.00
7.00 0.51 0.00 0.00 59.00 5.19 1.48 0.00
8.00 0.62 0.00 0.00 60.00 5.19 1.48 0.00
9.00 0.76 0.00 0.00 61.00 5.19 1.48 0.00
10.00 0.94 0.00 0.00 62.00 5.19 1.48 0.00
11.00 1.22 0.00 0.00 63.00 5.19 1.48 0.00
12.00 3.44 0.55 8.33 64.00 5.19 1.48 0.00
13.00 4.01 0.82 3.41 65.00 5.19 1.48 0.00
14.00 4.26 0.95 1.81 66.00 5.19 1.48 0.00
15.00 4.43 1.04 1.37 67.00 5.19 1.48 0.00
16.00 4.57 1.12 1.10 68.00 5.19 1.48 0.00
17.00 4.68 1.18 0.94 69.00 5.19 1.48 0.00
18.00 4.78 1.24 0.84 70.00 5.19 1.48 0.00
19.00 4.87 1.29 0.74 71.00 5.19 1.48 0.00
20.00 4.94 1.33 0.64 72.00 5.19 1.48 0.00
21.00 5.01 1.37 0.58
22.00 5.07 1.41 0.57
23.00 5.13 1.45 0.55
24.00 5.19 1.48 0.53
25.00 5.19 1.48 0.00
26.00 5.19 1.48 0.00
27.00 5.19 1.48 0.00
28.00 5.19 1.48 0.00
29.00 5.19 1.48 0.00
30.00 5.19 1.48 0.00
31.00 5.19 1.48 0.00
32.00 5.19 1.48 0.00
33.00 5.19 1.48 0.00
34.00 5.19 1.48 0.00
35.00 5.19 1.48 0.00
36.00 5.19 1.48 0.00
37.00 5.19 1.48 0.00
38.00 5.19 1.48 0.00
39.00 5.19 1.48 0.00
40.00 5.19 1.48 0.00
41.00 5.19 1.48 0.00
42.00 5.19 1.48 0.00
43.00 5.19 1.48 0.00
44.00 5.19 1.48 0.00
45.00 5.19 1.48 0.00
46.00 5.19 1.48 0.00
47.00 5.19 1.48 0.00
48.00 5.19 1.48 0.00
49.00 5.19 1.48 0.00
50.00 5.19 1.48 0.00
51.00 5.19 1.48 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 4S: POI #2 Post-Development
Runoff = 2.52 cfs @ 12.11 hrs, Volume= 0.189 af, Depth= 1.34"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hydrograph
II II II I I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II ❑Runoff
2.52 cfs
Type ll'll 24-hrr
10 Year IRIainfall;=5.l19"
—I——1— — —+—+—+— — —1——I——I-
2- Runoff Aeec&�7113#518 isf
P'L;n1Of1fYO)LJMq=OA00 Of
I I
Ru11n11off bepth=1.34"
3 11111111 1111111111111111111111111111111111111111 1
LL
T1c"16.7 Miry
—r—I--I-7— —+—t—r—r—r—I--I--I-7-7—Y—+—r—r—r—I--I--I-7-7—Y—+—t—r— ---I---
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 4850 5254 56 5860 62 6466 6870 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 58
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 1.34 0.00
1.00 0.05 0.00 0.00 53.00 5.19 1.34 0.00
2.00 0.11 0.00 0.00 54.00 5.19 1.34 0.00
3.00 0.18 0.00 0.00 55.00 5.19 1.34 0.00
4.00 0.25 0.00 0.00 56.00 5.19 1.34 0.00
5.00 0.33 0.00 0.00 57.00 5.19 1.34 0.00
6.00 0.42 0.00 0.00 58.00 5.19 1.34 0.00
7.00 0.51 0.00 0.00 59.00 5.19 1.34 0.00
8.00 0.62 0.00 0.00 60.00 5.19 1.34 0.00
9.00 0.76 0.00 0.00 61.00 5.19 1.34 0.00
10.00 0.94 0.00 0.00 62.00 5.19 1.34 0.00
11.00 1.22 0.00 0.00 63.00 5.19 1.34 0.00
12.00 3.44 0.47 1.63 64.00 5.19 1.34 0.00
13.00 4.01 0.72 0.31 65.00 5.19 1.34 0.00
14.00 4.26 0.84 0.18 66.00 5.19 1.34 0.00
15.00 4.43 0.93 0.14 67.00 5.19 1.34 0.00
16.00 4.57 1.00 0.12 68.00 5.19 1.34 0.00
17.00 4.68 1.06 0.10 69.00 5.19 1.34 0.00
18.00 4.78 1.11 0.09 70.00 5.19 1.34 0.00
19.00 4.87 1.16 0.08 71.00 5.19 1.34 0.00
20.00 4.94 1.20 0.07 72.00 5.19 1.34 0.00
21.00 5.01 1.24 0.06
22.00 5.07 1.27 0.06
23.00 5.13 1.31 0.06
24.00 5.19 1.34 0.06
25.00 5.19 1.34 0.00
26.00 5.19 1.34 0.00
27.00 5.19 1.34 0.00
28.00 5.19 1.34 0.00
29.00 5.19 1.34 0.00
30.00 5.19 1.34 0.00
31.00 5.19 1.34 0.00
32.00 5.19 1.34 0.00
33.00 5.19 1.34 0.00
34.00 5.19 1.34 0.00
35.00 5.19 1.34 0.00
36.00 5.19 1.34 0.00
37.00 5.19 1.34 0.00
38.00 5.19 1.34 0.00
39.00 5.19 1.34 0.00
40.00 5.19 1.34 0.00
41.00 5.19 1.34 0.00
42.00 5.19 1.34 0.00
43.00 5.19 1.34 0.00
44.00 5.19 1.34 0.00
45.00 5.19 1.34 0.00
46.00 5.19 1.34 0.00
47.00 5.19 1.34 0.00
48.00 5.19 1.34 0.00
49.00 5.19 1.34 0.00
50.00 5.19 1.34 0.00
51.00 5.19 1.34 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 5S: Culvert Post-Development
Runoff = 18.75 cfs @ 12.19 hrs, Volume= 1.709 af, Depth= 1.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hydrograph
,I
- -r_-_-_-_- - -i-T_-_-_- - - ■Runoff
20 - - - - - - - ------------ - - - - -L- ------ --- - - - - -I--
19 A -18+.7I 5 cfs Ai11Ii I------- p - r�46r
18 / rr r
17 -
16 —7-17—7—r—r—r—r
15 j- 4-4-r-r- 4 -T-7- Rb"f -ytt&:6VA7&22 ir
14 I -I -----_-
13 -------
-
--
—
-
-- - - -'-'---------I--I- - -F�r�off��01 0=1�7-10- --
W 12 -L-----I—L —L-1-1—L—L-1--1--1--1—J--1-1-1-1-1—L—L—L-----1—J—J—L-1-1—L—L—L—
w RL nIIOff IIDepth7-1-48" -
U
/► w�I)-�ryI f
10
0 -+-----I-+ +-+-+-+-+------------+-+-+-+-+-+-+-----I�Ci�6J I111111
LL 9
-r-r-I--I-1 7-7-r-r-14-I--r-I--I--I-7-7-T-T-r-r-r-r-I--I-7-�-7-7-r-r-r-r-
'
8 --II-J il-il- I, - I, -I, -I,-I,-II--Ii--Ii--Ii-i-i-i-i-I_-I_ I I I I I I I
,I I -
7 J
6 -------I--I - - - - ---------I--I- - - - - - ---------I--I- - - - - -I--
, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
5 -L-I--I-—I-L L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-L- -1--1--1-J-J-L-1-L-L-L- -
, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
4 -+---I--I- +-+-+-+-+------------+-+-+-+-+-+-+------+-+-+-+-+-+-+-+-
, I
3 -+---I--I- -+-+-+-+------------+-+-+-+-+-+-+------+-+-+-+-+-+-+-+-
2 L
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 60
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 1.48 0.00
1.00 0.05 0.00 0.00 53.00 5.19 1.48 0.00
2.00 0.11 0.00 0.00 54.00 5.19 1.48 0.00
3.00 0.18 0.00 0.00 55.00 5.19 1.48 0.00
4.00 0.25 0.00 0.00 56.00 5.19 1.48 0.00
5.00 0.33 0.00 0.00 57.00 5.19 1.48 0.00
6.00 0.42 0.00 0.00 58.00 5.19 1.48 0.00
7.00 0.51 0.00 0.00 59.00 5.19 1.48 0.00
8.00 0.62 0.00 0.00 60.00 5.19 1.48 0.00
9.00 0.76 0.00 0.00 61.00 5.19 1.48 0.00
10.00 0.94 0.00 0.00 62.00 5.19 1.48 0.00
11.00 1.22 0.00 0.00 63.00 5.19 1.48 0.00
12.00 3.44 0.55 8.32 64.00 5.19 1.48 0.00
13.00 4.01 0.82 3.14 65.00 5.19 1.48 0.00
14.00 4.26 0.95 1.70 66.00 5.19 1.48 0.00
15.00 4.43 1.04 1.28 67.00 5.19 1.48 0.00
16.00 4.57 1.12 1.03 68.00 5.19 1.48 0.00
17.00 4.68 1.18 0.88 69.00 5.19 1.48 0.00
18.00 4.78 1.24 0.79 70.00 5.19 1.48 0.00
19.00 4.87 1.29 0.70 71.00 5.19 1.48 0.00
20.00 4.94 1.33 0.60 72.00 5.19 1.48 0.00
21.00 5.01 1.37 0.55
22.00 5.07 1.41 0.53
23.00 5.13 1.45 0.51
24.00 5.19 1.48 0.50
25.00 5.19 1.48 0.00
26.00 5.19 1.48 0.00
27.00 5.19 1.48 0.00
28.00 5.19 1.48 0.00
29.00 5.19 1.48 0.00
30.00 5.19 1.48 0.00
31.00 5.19 1.48 0.00
32.00 5.19 1.48 0.00
33.00 5.19 1.48 0.00
34.00 5.19 1.48 0.00
35.00 5.19 1.48 0.00
36.00 5.19 1.48 0.00
37.00 5.19 1.48 0.00
38.00 5.19 1.48 0.00
39.00 5.19 1.48 0.00
40.00 5.19 1.48 0.00
41.00 5.19 1.48 0.00
42.00 5.19 1.48 0.00
43.00 5.19 1.48 0.00
44.00 5.19 1.48 0.00
45.00 5.19 1.48 0.00
46.00 5.19 1.48 0.00
47.00 5.19 1.48 0.00
48.00 5.19 1.48 0.00
49.00 5.19 1.48 0.00
50.00 5.19 1.48 0.00
51.00 5.19 1.48 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 26.69 cfs @ 11.96 hrs, Volume= 1.256 af, Depth= 3.15"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Year Rainfall=5.19"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
-L-'--'--'-L-�-�-1-1-1-L-1--1--1--1--1--1-L-L-L-1-L-�-L-'--'--'-L-L-�-1-1-1-L-L- ■Runoff
28 26.s9
-� - cfs
7-7-T-T-7 -7-7-T-T-7-
26 -------'--' - - -'-'-'---------'--'- - - - ' -'-'-----'--
24 1_O Yjaa_r Ra1nnfar<W 1-9�,
-+-+-i-+- -+-+-+-+-+-+-+------ -+-+
-+-
22
-------- - - ------------------ -+-fZ"ff-Ae-6&:2-0812-17 isf--
20
18
^ —7---I--I— — —7—T—T-7—I—I--------7-7—T—T-7-7—F_IO --I-7— —7-7—T-7-7-7—
u 16 R.un _QeDth=3.1 -----'--'- -------------------'--i_ ,off 5"
0 14
LL —+------ —+—+—+—+—+—+----------+—+—+—+—+—+—+------+
12
-------- -i- - -r 1ft�1
10
—
L—I——I——I—- — -1-1—L—L-1--1--1------1—L—L—L-1—L—L—L------L—L—L-1-1—L—L—L-
8
-
r-i--i--i
-- -r-r-r-r-r-r-r-r-i--i--i-r-r-r-t-r-r-r-i--i--i-r-r-r-r-r-r-r-r-
6
4 �i
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 62
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 5.19 3.15 0.00
1.00 0.05 0.00 0.00 53.00 5.19 3.15 0.00
2.00 0.11 0.00 0.00 54.00 5.19 3.15 0.00
3.00 0.18 0.00 0.00 55.00 5.19 3.15 0.00
4.00 0.25 0.00 0.00 56.00 5.19 3.15 0.00
5.00 0.33 0.00 0.00 57.00 5.19 3.15 0.00
6.00 0.42 0.00 0.00 58.00 5.19 3.15 0.00
7.00 0.51 0.00 0.02 59.00 5.19 3.15 0.00
8.00 0.62 0.01 0.06 60.00 5.19 3.15 0.00
9.00 0.76 0.03 0.16 61.00 5.19 3.15 0.00
10.00 0.94 0.08 0.29 62.00 5.19 3.15 0.00
11.00 1.22 0.18 0.72 63.00 5.19 3.15 0.00
12.00 3.44 1.66 23.02 64.00 5.19 3.15 0.00
13.00 4.01 2.13 1.37 65.00 5.19 3.15 0.00
14.00 4.26 2.34 0.82 66.00 5.19 3.15 0.00
15.00 4.43 2.49 0.66 67.00 5.19 3.15 0.00
16.00 4.57 2.61 0.51 68.00 5.19 3.15 0.00
17.00 4.68 2.70 0.45 69.00 5.19 3.15 0.00
18.00 4.78 2.79 0.40 70.00 5.19 3.15 0.00
19.00 4.87 2.87 0.34 71.00 5.19 3.15 0.00
20.00 4.94 2.93 0.29 72.00 5.19 3.15 0.00
21.00 5.01 2.99 0.28
22.00 5.07 3.05 0.27
23.00 5.13 3.10 0.26
24.00 5.19 3.15 0.25
25.00 5.19 3.15 0.00
26.00 5.19 3.15 0.00
27.00 5.19 3.15 0.00
28.00 5.19 3.15 0.00
29.00 5.19 3.15 0.00
30.00 5.19 3.15 0.00
31.00 5.19 3.15 0.00
32.00 5.19 3.15 0.00
33.00 5.19 3.15 0.00
34.00 5.19 3.15 0.00
35.00 5.19 3.15 0.00
36.00 5.19 3.15 0.00
37.00 5.19 3.15 0.00
38.00 5.19 3.15 0.00
39.00 5.19 3.15 0.00
40.00 5.19 3.15 0.00
41.00 5.19 3.15 0.00
42.00 5.19 3.15 0.00
43.00 5.19 3.15 0.00
44.00 5.19 3.15 0.00
45.00 5.19 3.15 0.00
46.00 5.19 3.15 0.00
47.00 5.19 3.15 0.00
48.00 5.19 3.15 0.00
49.00 5.19 3.15 0.00
50.00 5.19 3.15 0.00
51.00 5.19 3.15 0.00

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 63
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 3.15" for 10 Year event
Inflow = 26.69 cfs @ 11.96 hrs, Volume= 1.256 of
Outflow = 3.72 cfs @ 12.20 hrs, Volume= 0.969 af, Atten= 86%, Lag= 14.6 min
Primary = 3.72 cfs @ 12.20 hrs, Volume= 0.969 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 623.18'@ 12.20 hrs Surf.Area= 7,957 sf Storage= 28,122 cf
Plug-Flow detention time=681.3 min calculated for 0.969 of(77% of inflow)
Center-of-Mass det. time= 594.6 min ( 1,408.0 - 813.5 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=3.71 cfs @ 12.20 hrs HW=623.18' (Free Discharge)
L1=Culvert (Passes 3.71 cfs of 44.18 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.08 cfs @ 9.78 fps)
3=Custom Weir/Orifice (Weir Controls 3.64 cfs @ 2.69 fps)
4=Orifice/Grate ( Controls 0.00 cfs)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 64
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
-++-+-+-+-+-++-+-+-+-+-+-++-+-+-+-+-+-++-+-+-+-+--+-+-+-+-+-+--+- Cinflow
,1 ❑
26.69 cfs i i i i i i i i i i i i i i i i i i i i i i i i i i i i i Primary
+ _ _ _ __________________________________________
28 +-1-0101 W' Ares 447+8p��-
26 'i
24 - - - �f e 1 �091.1-0
22 rg-+--+—+— —++—+—+—+—+—+—++—+—+—+—+—+—+ 1—+—+—+---I--I—+—+—+—+—+—I— I-
20
---I,--I,--I,- ---I,--I,--I,--I,- -----I,--IlStOce,2l,831221_d-
_ �II--II-�-�-�-II--II--� �
18 'i
u 16
3 ----+-+- -I--I--I-+-+-+-+-I--I-+-+-+-+-I--I--I-+-+-+-I--I--I-+-+-+-+-+-I--I-
LL
12
-+--+-+- -+-I--I-+-+-+-+-i--I-+-+-+-r-i--+-i-+-+-r-+-I--i-+-+-+-+-+-,-+-
IIIIILL
g
6 ----+—+- ------+—+—+—+----+—+—+—+------+—+—+------+—+—+—+—+—I--I—
�� —I_ 3.72 cfs
q
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
❑Primary
Orifice/Grate ------------ -1-----
624
9 —— ——+ T 7
623
Custom Weir/Orifice
w
0 622
w
----------- -----7------ ---,- -+-----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 65
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- II-------' -- ------ --- ----- -------- - ---'--I- -I I ---
I
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
---I---�'---I----IL--i -J--1---LL--1---1-1--L---1-i-1 -I--I- i-i-I---
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 66
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.00 0 619.00 0.00
7.50 0.04 56 619.01 0.00
10.00 0.29 1,217 619.24 0.02
12.50 2.17 27,474 623.09 3.08
15.00 0.66 24,538 622.72 0.74
17.50 0.42 24,023 622.65 0.46
20.00 0.29 23,733 622.61 0.32
22.50 0.26 23,611 622.60 0.27
25.00 0.00 23,047 622.52 0.10
27.50 0.00 22,389 622.44 0.07
30.00 0.00 21,766 622.35 0.07
32.50 0.00 21,151 622.27 0.07
35.00 0.00 20,545 622.19 0.07
37.50 0.00 19,946 622.11 0.07
40.00 0.00 19,354 622.03 0.07
42.50 0.00 18,771 621.95 0.06
45.00 0.00 18,196 621.87 0.06
47.50 0.00 17,629 621.79 0.06
50.00 0.00 17,070 621.71 0.06
52.50 0.00 16,519 621.63 0.06
55.00 0.00 15,976 621.56 0.06
57.50 0.00 15,441 621.48 0.06
60.00 0.00 14,915 621.40 0.06
62.50 0.00 14,397 621.33 0.06
65.00 0.00 13,887 621.26 0.06
67.50 0.00 13,386 621.18 0.06
70.00 0.00 12,893 621.11 0.05

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 67
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 68
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 69
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 1.72" for 10 Year event
Inflow = 23.32 cfs @ 12.20 hrs, Volume= 2.788 of
Primary = 23.32 cfs @ 12.20 hrs, Volume= 2.788 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
—r-1—+—+—+—r—r-1--1—+—+-r—r-1--1—+—+—r—r—r-1--1—+—+—r—r-1--1—+—+—r—r—r-1--I—
I I I I I I C Inflow
26 I I I I
,1 —1--1—r— 1— 1 — —1--1--1—r—r—r—r—r—l—r—r—r—r—r—r—l—r—r—r—r—r—l—r—r—r—r—r-1—�— [Ima Primary
1 1 23.32 cfs I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 ry
24 —1--1— 23.32 cfs —i_1__1_T_7—T—T-1--1—T—T—T 1 ;=/�i�J;f�{�,I-(/y��]T 11 1—
- 1111111 11111111111111111111111111111
------ -------------------------------------------------
-----
20
18 --1--1-J-L-L- -1--1-J-L-L-L-1--1--1- -L-L-1--1--1-J-L-L-L-L-1--1-
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
u 14 —r-1—+— —r-1--1—+—+—r—r-1--1—+—+—+—r—r-1--1—+—+—r—r-1--1—+—+—+—r—r-1--1—
� 1
0 12 —11--1—,— —r-1--1—�-7—T—r—r-1-7-7—r—r—r—r-1—,-7—r 7—T—r—r-1—�—
LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
10-
8-
6-
4-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 70
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.06 0.00 0.06
1.00 0.00 0.00 0.00 53.00 0.06 0.00 0.06
2.00 0.00 0.00 0.00 54.00 0.06 0.00 0.06
3.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06
4.00 0.00 0.00 0.00 56.00 0.06 0.00 0.06
5.00 0.00 0.00 0.00 57.00 0.06 0.00 0.06
6.00 0.00 0.00 0.00 58.00 0.06 0.00 0.06
7.00 0.00 0.00 0.00 59.00 0.06 0.00 0.06
8.00 0.00 0.00 0.00 60.00 0.06 0.00 0.06
9.00 0.01 0.00 0.01 61.00 0.06 0.00 0.06
10.00 0.02 0.00 0.02 62.00 0.06 0.00 0.06
11.00 0.03 0.00 0.03 63.00 0.06 0.00 0.06
12.00 8.62 0.00 8.62 64.00 0.06 0.00 0.06
13.00 5.30 0.00 5.30 65.00 0.06 0.00 0.06
14.00 2.84 0.00 2.84 66.00 0.06 0.00 0.06
15.00 2.11 0.00 2.11 67.00 0.06 0.00 0.06
16.00 1.69 0.00 1.69 68.00 0.06 0.00 0.06
17.00 1.43 0.00 1.43 69.00 0.05 0.00 0.05
18.00 1.28 0.00 1.28 70.00 0.05 0.00 0.05
19.00 1.12 0.00 1.12 71.00 0.05 0.00 0.05
20.00 0.96 0.00 0.96 72.00 0.05 0.00 0.05
21.00 0.87 0.00 0.87
22.00 0.84 0.00 0.84
23.00 0.81 0.00 0.81
24.00 0.78 0.00 0.78
25.00 0.10 0.00 0.10
26.00 0.07 0.00 0.07
27.00 0.07 0.00 0.07
28.00 0.07 0.00 0.07
29.00 0.07 0.00 0.07
30.00 0.07 0.00 0.07
31.00 0.07 0.00 0.07
32.00 0.07 0.00 0.07
33.00 0.07 0.00 0.07
34.00 0.07 0.00 0.07
35.00 0.07 0.00 0.07
36.00 0.07 0.00 0.07
37.00 0.07 0.00 0.07
38.00 0.07 0.00 0.07
39.00 0.07 0.00 0.07
40.00 0.07 0.00 0.07
41.00 0.06 0.00 0.06
42.00 0.06 0.00 0.06
43.00 0.06 0.00 0.06
44.00 0.06 0.00 0.06
45.00 0.06 0.00 0.06
46.00 0.06 0.00 0.06
47.00 0.06 0.00 0.06
48.00 0.06 0.00 0.06
49.00 0.06 0.00 0.06
50.00 0.06 0.00 0.06
51.00 0.06 0.00 0.06

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 71
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 1.34" for 10 Year event
Inflow = 2.52 cfs @ 12.11 hrs, Volume= 0.189 of
Primary = 2.52 cfs @ 12.11 hrs, Volume= 0.189 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
C Inflow
2.52 cfs ❑Primary
2.52 cfs Infilow�Arlea=l .:6818 �alc�
2
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
O
LL i —I--I—T— —II_T—T—T_T—I__I_T—T_T_T_I__I_T_7_T_r_I__I_1_T_T_r—I--I--I—T—T—
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 10 Year Rainfall=5.19"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 72
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00
12.00 1.63 0.00 1.63 64.00 0.00 0.00 0.00
13.00 0.31 0.00 0.31 65.00 0.00 0.00 0.00
14.00 0.18 0.00 0.18 66.00 0.00 0.00 0.00
15.00 0.14 0.00 0.14 67.00 0.00 0.00 0.00
16.00 0.12 0.00 0.12 68.00 0.00 0.00 0.00
17.00 0.10 0.00 0.10 69.00 0.00 0.00 0.00
18.00 0.09 0.00 0.09 70.00 0.00 0.00 0.00
19.00 0.08 0.00 0.08 71.00 0.00 0.00 0.00
20.00 0.07 0.00 0.07 72.00 0.00 0.00 0.00
21.00 0.06 0.00 0.06
22.00 0.06 0.00 0.06
23.00 0.06 0.00 0.06
24.00 0.06 0.00 0.06
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 73
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=2.06"
Tc=24.4 min CN=60 Runoff=35.90 cfs 3.216 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=1.64"
Tc=18.3 min CN=55 Runoff=4.21 cfs 0.333 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=2.15"
Tc=24.4 min CN=61 Runoff=29.61 cfs 2.631 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=1.97"
Tc=16.7 min CN=59 Runoff=3.88 cfs 0.278 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=2.15"
Tc=23.7 min CN=61 Runoff=28.30 cfs 2.472 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=4.08"
Tc=5.0 min CN=81 Runoff=34.10 cfs 1.623 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=623.87' Storage=33,804 cf Inflow=34.10 cfs 1.623 of
Outflow=10.61 cfs 1.336 of
Link 1L: POI #1 Inflow=38.67 cfs 3.967 of
Primary=38.67 cfs 3.967 of
Link 2L: POI #2 Inflow=3.88 cfs 0.278 of
Primary=3.88 cfs 0.278 of
Total Runoff Area = 56.158 ac Runoff Volume = 10.554 of Average Runoff Depth = 2.26"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 74
Summary for Subcatchment 1S: POI #1 Predevelopment
Runoff = 35.90 cfs @ 12.20 hrs, Volume= 3.216 af, Depth= 2.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hydrograph
40 -1r-1--1--1-+-+-+-+—+—+—r-I--I--I--I--I---+-+-+-+-r-r-r-1--1--1-+-+-+-+-+-+-r-r- Runoff
38 1 —r—r—r 35.90cfs r-r-r-r-r-r-1--r-1--1- _ _Y—r-t_r_r-r-I--I--I—r—r—r—T—r—r—r—r-
36 -Ir-1I--1r-1-T -T-T-r-r-r-lr-lr-lr-li--1i--1i- -T-T-T-r-r-lr-lr-lr-I�7pe 1'I� f ����I
34 1 I I I I I I I I I I I I
r I— I—1 7 7 r—r—r r I— 1 1 1 7 7 T T—r—r—r—I——I— 1—1 1—T—'7`—T r—r—T-
32 ' 1 -1--1--1--1--11 - 1- 1- 1T- 1T-1T-1--1--1--1--1- 1 -T-25 Yai 1f�1airlEfa►11r� 1'I -
30
h-bff-4jtA*8- 115�91;42-�f--
28 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
26 ' 1 -1--1--1--1--1 - - - - -1--1--1--1--1--1- - -I 14��nno f1- a11�mm1-pp-1=3'".2, 4y�1-
24 -L-1--1--1-L -L-1-L-L-L-1--1--11--11--11--11-1-1-+ 1!L-L-L-1--1--!�!7--I T -L" L-
^ � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
u22 -L-1--1--1-L -L-1-L-L-L-1--1--I--I--1--1-L-L-+-+-Lfl►�.#„1O11 1D1ep1 t1 =Z Nv,�-
,.. � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3 20 - -1--1--1-1 7-7-1-1—L-1--1--1--1--1--1-1-1-1-1—L—L— -1--1--1— -1—n�7�—�w7—wwI—pry,—�prp�—,,��1�1 —
0
LL 18 - -1--1--1- - -L-r-r-1--1--1--1--1--1- - -+-+-r-r- -1--1--1-
16 T— -----I—+ +—+—+—+—+------------+—+—+—+—+—+— ------+—+—+— +—
14 -1+-1+-1i--1i- -+-+-+-+-+-+-++-+-+-+-+-+-+-+-+-+-+-1-+-+-+-+-+- -+- -+-
12 -1r-1--1--1-+ +-+-+-+-r-r-r-r-1--1--1-+-+-+-+-r-r-r-1--1--1-+-+-+-+-+-+-r-r-
' 1
10 -r-1--1--1- -r-r-r-r-r-r-r-1--1--1-r-r-r-t-r-r-r-1--1--1-r- - -r-r-r-r-r-
� I
8 —r-1--1--1— r—T—r—r—r—____I--I—____T—Y—Y_+-r-r-r------r-r-r-r-r-r-r-r-
� I
6 —r---I--I— 7-7—T—r—r—I—I—1--1--1--1-7—T—T—T—r—r—r------1-1-7-7—T—r—r—r—
i
4 IF I I I I I I
—I--I— I— r—r—I— — — — -7-7—T—T—r—r—r—I--I— I-1-1-7-7—T—r—r—r-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 75
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 2.06 0.00
1.00 0.07 0.00 0.00 53.00 6.21 2.06 0.00
2.00 0.14 0.00 0.00 54.00 6.21 2.06 0.00
3.00 0.21 0.00 0.00 55.00 6.21 2.06 0.00
4.00 0.30 0.00 0.00 56.00 6.21 2.06 0.00
5.00 0.39 0.00 0.00 57.00 6.21 2.06 0.00
6.00 0.50 0.00 0.00 58.00 6.21 2.06 0.00
7.00 0.61 0.00 0.00 59.00 6.21 2.06 0.00
8.00 0.75 0.00 0.00 60.00 6.21 2.06 0.00
9.00 0.91 0.00 0.00 61.00 6.21 2.06 0.00
10.00 1.12 0.00 0.00 62.00 6.21 2.06 0.00
11.00 1.46 0.00 0.03 63.00 6.21 2.06 0.00
12.00 4.12 0.82 16.65 64.00 6.21 2.06 0.00
13.00 4.79 1.18 5.84 65.00 6.21 2.06 0.00
14.00 5.09 1.36 3.06 66.00 6.21 2.06 0.00
15.00 5.30 1.48 2.30 67.00 6.21 2.06 0.00
16.00 5.46 1.58 1.85 68.00 6.21 2.06 0.00
17.00 5.60 1.66 1.57 69.00 6.21 2.06 0.00
18.00 5.72 1.74 1.41 70.00 6.21 2.06 0.00
19.00 5.82 1.81 1.24 71.00 6.21 2.06 0.00
20.00 5.91 1.86 1.06 72.00 6.21 2.06 0.00
21.00 5.99 1.92 0.97
22.00 6.07 1.97 0.94
23.00 6.14 2.01 0.91
24.00 6.21 2.06 0.87
25.00 6.21 2.06 0.01
26.00 6.21 2.06 0.00
27.00 6.21 2.06 0.00
28.00 6.21 2.06 0.00
29.00 6.21 2.06 0.00
30.00 6.21 2.06 0.00
31.00 6.21 2.06 0.00
32.00 6.21 2.06 0.00
33.00 6.21 2.06 0.00
34.00 6.21 2.06 0.00
35.00 6.21 2.06 0.00
36.00 6.21 2.06 0.00
37.00 6.21 2.06 0.00
38.00 6.21 2.06 0.00
39.00 6.21 2.06 0.00
40.00 6.21 2.06 0.00
41.00 6.21 2.06 0.00
42.00 6.21 2.06 0.00
43.00 6.21 2.06 0.00
44.00 6.21 2.06 0.00
45.00 6.21 2.06 0.00
46.00 6.21 2.06 0.00
47.00 6.21 2.06 0.00
48.00 6.21 2.06 0.00
49.00 6.21 2.06 0.00
50.00 6.21 2.06 0.00
51.00 6.21 2.06 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 76
Summary for Subcatchment 2S: POI #2 Predevelopment
Runoff = 4.21 cfs @ 12.13 hrs, Volume= 0.333 af, Depth= 1.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hydrograph
II II II I I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II ■Runoff
4.21 cfs
----I-- -+-r TY , 11)
—I —I— — — —r— ——
4
25-Year IIIRIainfaill;=6.21'�I
RUhdff At6a=106111,262 isf
-r-I--I-r- -t-r-r-r-r-I--I--I-r-r-r-t-r-r-r-I--I--I-r-r-r-t-r-r-
3 F'L;rlofiflllVollO IO=10�3
N I I I I I I I I I I I I I I I I I I I I I I I
Runoff Ilbepth=1.64"
0
a 2 �I
I I I I I I I I I
-I__I__I__I_ i-- r-- r _I__I__I__I__I__iI--I--I - I-- I--I--I--I--I--I--I--I--I - I-- I--I--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 I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 2830 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 77
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 1.64 0.00
1.00 0.07 0.00 0.00 53.00 6.21 1.64 0.00
2.00 0.14 0.00 0.00 54.00 6.21 1.64 0.00
3.00 0.21 0.00 0.00 55.00 6.21 1.64 0.00
4.00 0.30 0.00 0.00 56.00 6.21 1.64 0.00
5.00 0.39 0.00 0.00 57.00 6.21 1.64 0.00
6.00 0.50 0.00 0.00 58.00 6.21 1.64 0.00
7.00 0.61 0.00 0.00 59.00 6.21 1.64 0.00
8.00 0.75 0.00 0.00 60.00 6.21 1.64 0.00
9.00 0.91 0.00 0.00 61.00 6.21 1.64 0.00
10.00 1.12 0.00 0.00 62.00 6.21 1.64 0.00
11.00 1.46 0.00 0.00 63.00 6.21 1.64 0.00
12.00 4.12 0.58 2.50 64.00 6.21 1.64 0.00
13.00 4.79 0.88 0.55 65.00 6.21 1.64 0.00
14.00 5.09 1.03 0.33 66.00 6.21 1.64 0.00
15.00 5.30 1.13 0.25 67.00 6.21 1.64 0.00
16.00 5.46 1.22 0.20 68.00 6.21 1.64 0.00
17.00 5.60 1.29 0.18 69.00 6.21 1.64 0.00
18.00 5.72 1.36 0.16 70.00 6.21 1.64 0.00
19.00 5.82 1.42 0.14 71.00 6.21 1.64 0.00
20.00 5.91 1.47 0.12 72.00 6.21 1.64 0.00
21.00 5.99 1.51 0.11
22.00 6.07 1.56 0.11
23.00 6.14 1.60 0.10
24.00 6.21 1.64 0.10
25.00 6.21 1.64 0.00
26.00 6.21 1.64 0.00
27.00 6.21 1.64 0.00
28.00 6.21 1.64 0.00
29.00 6.21 1.64 0.00
30.00 6.21 1.64 0.00
31.00 6.21 1.64 0.00
32.00 6.21 1.64 0.00
33.00 6.21 1.64 0.00
34.00 6.21 1.64 0.00
35.00 6.21 1.64 0.00
36.00 6.21 1.64 0.00
37.00 6.21 1.64 0.00
38.00 6.21 1.64 0.00
39.00 6.21 1.64 0.00
40.00 6.21 1.64 0.00
41.00 6.21 1.64 0.00
42.00 6.21 1.64 0.00
43.00 6.21 1.64 0.00
44.00 6.21 1.64 0.00
45.00 6.21 1.64 0.00
46.00 6.21 1.64 0.00
47.00 6.21 1.64 0.00
48.00 6.21 1.64 0.00
49.00 6.21 1.64 0.00
50.00 6.21 1.64 0.00
51.00 6.21 1.64 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment 3S: Post-Development ByPass POI #1
Runoff = 29.61 cfs @ 12.19 hrs, Volume= 2.631 af, Depth= 2.15"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hydrograph
32
■Runoff
29.61 cfs
30 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
7-7-T-r-r------------7-7-T-T-r-r-r----J_ ■ el-�Ow-
26 25-Yeair IIRIainlfa►I1;=6.217
p`.y,�� ;� y� y, ��►�� w�e� j
24 -Ir-Ir---Ii- - -rt-r-r-r-Ir-Ir-Ir------rt-rt- Ribff-� �Ia=@�10 � r-
22 - ------ - -'- - - ------------'- -�-��-n - �y -i -p- '' y�-
20 11�"Toll••I, Vai1LJMQ=l I6iv 1r`1'i
--------- -
-----------------------------------------
---------------
-- IIIIIIIIIIIIIIIIIIIIIIIIIIIII
U 18 FRkA-i�li0-ki—li i/f�i- r-2-15" —
.... —r—r—I--I—r —7-7—r—r—r—r—r—I--I--I--I-7-7—T—T—r
0 16 - ------ L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-r- - ------
14
1'c,"24.-4-r` ih--
--------- --------------------------------------------------------
1211
� I
-r-----I-r r-
r-r-r-r-r-r-r------r-r-r-t-r-r-r---I--I-r-r-r
-r- -r- -r-
10 -IL---'--'- L-1-L-L-L-1--1--1--1--1--1-L-L-L-1-L- - -1--1--1-J-J-L-1-1-L-L- -
8
-------- i-i- I-- I--I-------------i-i-i-T-I--I------------I-i-i- I-- I--i----
6
-r-I--I--I- +-
' I
4- -
L-I--I--I- 1-L-L-L-1--1--1--1--1--1-L-L-L-1-L-r-L------L-L-L-1-L-L-L-L-
2 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 79
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 2.15 0.00
1.00 0.07 0.00 0.00 53.00 6.21 2.15 0.00
2.00 0.14 0.00 0.00 54.00 6.21 2.15 0.00
3.00 0.21 0.00 0.00 55.00 6.21 2.15 0.00
4.00 0.30 0.00 0.00 56.00 6.21 2.15 0.00
5.00 0.39 0.00 0.00 57.00 6.21 2.15 0.00
6.00 0.50 0.00 0.00 58.00 6.21 2.15 0.00
7.00 0.61 0.00 0.00 59.00 6.21 2.15 0.00
8.00 0.75 0.00 0.00 60.00 6.21 2.15 0.00
9.00 0.91 0.00 0.00 61.00 6.21 2.15 0.00
10.00 1.12 0.00 0.00 62.00 6.21 2.15 0.00
11.00 1.46 0.00 0.08 63.00 6.21 2.15 0.00
12.00 4.12 0.87 14.02 64.00 6.21 2.15 0.00
13.00 4.79 1.25 4.73 65.00 6.21 2.15 0.00
14.00 5.09 1.42 2.47 66.00 6.21 2.15 0.00
15.00 5.30 1.55 1.86 67.00 6.21 2.15 0.00
16.00 5.46 1.66 1.49 68.00 6.21 2.15 0.00
17.00 5.60 1.74 1.26 69.00 6.21 2.15 0.00
18.00 5.72 1.82 1.13 70.00 6.21 2.15 0.00
19.00 5.82 1.89 0.99 71.00 6.21 2.15 0.00
20.00 5.91 1.95 0.85 72.00 6.21 2.15 0.00
21.00 5.99 2.00 0.78
22.00 6.07 2.05 0.75
23.00 6.14 2.10 0.73
24.00 6.21 2.15 0.70
25.00 6.21 2.15 0.01
26.00 6.21 2.15 0.00
27.00 6.21 2.15 0.00
28.00 6.21 2.15 0.00
29.00 6.21 2.15 0.00
30.00 6.21 2.15 0.00
31.00 6.21 2.15 0.00
32.00 6.21 2.15 0.00
33.00 6.21 2.15 0.00
34.00 6.21 2.15 0.00
35.00 6.21 2.15 0.00
36.00 6.21 2.15 0.00
37.00 6.21 2.15 0.00
38.00 6.21 2.15 0.00
39.00 6.21 2.15 0.00
40.00 6.21 2.15 0.00
41.00 6.21 2.15 0.00
42.00 6.21 2.15 0.00
43.00 6.21 2.15 0.00
44.00 6.21 2.15 0.00
45.00 6.21 2.15 0.00
46.00 6.21 2.15 0.00
47.00 6.21 2.15 0.00
48.00 6.21 2.15 0.00
49.00 6.21 2.15 0.00
50.00 6.21 2.15 0.00
51.00 6.21 2.15 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment 4S: POI #2 Post-Development
Runoff = 3.88 cfs @ 12.10 hrs, Volume= 0.278 af, Depth= 1.97"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hydrograph
I I I ■Runoff
—r-1--1—r—r—r—r—r—r—r—r—r-1--1—r—r—r—r—r—r—r—r-1--1—r—r—r—r—r—r—r—r-1--1—r-
4 1 3.88 cfs 1
Typo 11111 24_hrr
25-Year 111R1ainfaill;=6.21"
-T-1--1-T- -T-T-T_T_T T-T-T-r-Rdhoff AeeA=7;T3 51-8-i5
3
OOofifllVollL;MQ�1��27 ;
N I I I I I I I I I I I I I I I I I I I I I I I
Ru11n11off11Dep h=1.97'1
-r I--I-T-- -T-T-T-r r -1-----T-T-T-T-T-T-T------T-T-T-T- -r-I-I--1-T-
0 2 Tc""16.7 Min
LL I I I I I I I I I I I I I I I I I I I I I I I I I I I I
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
ri
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 81
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 1.97 0.00
1.00 0.07 0.00 0.00 53.00 6.21 1.97 0.00
2.00 0.14 0.00 0.00 54.00 6.21 1.97 0.00
3.00 0.21 0.00 0.00 55.00 6.21 1.97 0.00
4.00 0.30 0.00 0.00 56.00 6.21 1.97 0.00
5.00 0.39 0.00 0.00 57.00 6.21 1.97 0.00
6.00 0.50 0.00 0.00 58.00 6.21 1.97 0.00
7.00 0.61 0.00 0.00 59.00 6.21 1.97 0.00
8.00 0.75 0.00 0.00 60.00 6.21 1.97 0.00
9.00 0.91 0.00 0.00 61.00 6.21 1.97 0.00
10.00 1.12 0.00 0.00 62.00 6.21 1.97 0.00
11.00 1.46 0.00 0.00 63.00 6.21 1.97 0.00
12.00 4.12 0.77 2.69 64.00 6.21 1.97 0.00
13.00 4.79 1.12 0.43 65.00 6.21 1.97 0.00
14.00 5.09 1.29 0.25 66.00 6.21 1.97 0.00
15.00 5.30 1.41 0.20 67.00 6.21 1.97 0.00
16.00 5.46 1.51 0.16 68.00 6.21 1.97 0.00
17.00 5.60 1.59 0.14 69.00 6.21 1.97 0.00
18.00 5.72 1.66 0.12 70.00 6.21 1.97 0.00
19.00 5.82 1.73 0.11 71.00 6.21 1.97 0.00
20.00 5.91 1.78 0.09 72.00 6.21 1.97 0.00
21.00 5.99 1.83 0.08
22.00 6.07 1.88 0.08
23.00 6.14 1.93 0.08
24.00 6.21 1.97 0.08
25.00 6.21 1.97 0.00
26.00 6.21 1.97 0.00
27.00 6.21 1.97 0.00
28.00 6.21 1.97 0.00
29.00 6.21 1.97 0.00
30.00 6.21 1.97 0.00
31.00 6.21 1.97 0.00
32.00 6.21 1.97 0.00
33.00 6.21 1.97 0.00
34.00 6.21 1.97 0.00
35.00 6.21 1.97 0.00
36.00 6.21 1.97 0.00
37.00 6.21 1.97 0.00
38.00 6.21 1.97 0.00
39.00 6.21 1.97 0.00
40.00 6.21 1.97 0.00
41.00 6.21 1.97 0.00
42.00 6.21 1.97 0.00
43.00 6.21 1.97 0.00
44.00 6.21 1.97 0.00
45.00 6.21 1.97 0.00
46.00 6.21 1.97 0.00
47.00 6.21 1.97 0.00
48.00 6.21 1.97 0.00
49.00 6.21 1.97 0.00
50.00 6.21 1.97 0.00
51.00 6.21 1.97 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment 5S: Culvert Post-Development
Runoff = 28.30 cfs @ 12.18 hrs, Volume= 2.472 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hydrograph
-r------7-7-7-7-T-T-T------------7-T-T-T-r-r-r------7-7-7-7-T-7-7-r- ■Runoff
30 _Ii_
28 -r-----I-287. --7_-1_1_L_L J 1_1_1_1_L_L_L_I__I__I_J_ _ 1_L_LLL
- - - -rF _ - - - + - - I� ppp- 11- _-
- -----I-L -L-71-TL-L-L-1--1--1- I -I -I 7I 7TTr -Y
26 _I- I- - -
�RLL25-Y-ea-r Rainffl6.21"L
24
22 RU h 6ff Ae6a=60 1 X22_isf -
zo -pod#fIIIY01 0=2 41ZO -
w 18 -+-----1-+ -+-+-+-+-+------------+-+-+-+-+p 1, -
f1� II�eptl IrL.I 1 J
3 16
°� 14 Tc�"_23.7 Min
� 1
-
r-I--I--I-y -r-I--I--I-rt-rt-t-t-r-r-r-I--I--I-y-y-�-rt-+-t-r-r-
12 I -L-I--I--I--I II-II- L - L -L I--
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11
10
� 1
-
r------r -T-r-r-r------------T-Y-Y-?-r-r-r-I--I--
-r-r- -T-r-r-r-r-
-L-I--I--I- L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-L-L-1--1--1-J-J-L-1-L-L-L-L-
6
-r I 7-7-T-T-T 1 7-7-T-T-r-r-r 7-7-7-7-T-T-T-r-
4 - ---I--i- -r-T-T-r------------r-r-r-T-r-r- ---i--I- -r-r-r-T-T-r- -
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 83
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 2.15 0.00
1.00 0.07 0.00 0.00 53.00 6.21 2.15 0.00
2.00 0.14 0.00 0.00 54.00 6.21 2.15 0.00
3.00 0.21 0.00 0.00 55.00 6.21 2.15 0.00
4.00 0.30 0.00 0.00 56.00 6.21 2.15 0.00
5.00 0.39 0.00 0.00 57.00 6.21 2.15 0.00
6.00 0.50 0.00 0.00 58.00 6.21 2.15 0.00
7.00 0.61 0.00 0.00 59.00 6.21 2.15 0.00
8.00 0.75 0.00 0.00 60.00 6.21 2.15 0.00
9.00 0.91 0.00 0.00 61.00 6.21 2.15 0.00
10.00 1.12 0.00 0.00 62.00 6.21 2.15 0.00
11.00 1.46 0.00 0.08 63.00 6.21 2.15 0.00
12.00 4.12 0.87 13.94 64.00 6.21 2.15 0.00
13.00 4.79 1.25 4.36 65.00 6.21 2.15 0.00
14.00 5.09 1.42 2.31 66.00 6.21 2.15 0.00
15.00 5.30 1.55 1.74 67.00 6.21 2.15 0.00
16.00 5.46 1.66 1.40 68.00 6.21 2.15 0.00
17.00 5.60 1.74 1.19 69.00 6.21 2.15 0.00
18.00 5.72 1.82 1.06 70.00 6.21 2.15 0.00
19.00 5.82 1.89 0.93 71.00 6.21 2.15 0.00
20.00 5.91 1.95 0.80 72.00 6.21 2.15 0.00
21.00 5.99 2.00 0.73
22.00 6.07 2.05 0.71
23.00 6.14 2.10 0.68
24.00 6.21 2.15 0.66
25.00 6.21 2.15 0.00
26.00 6.21 2.15 0.00
27.00 6.21 2.15 0.00
28.00 6.21 2.15 0.00
29.00 6.21 2.15 0.00
30.00 6.21 2.15 0.00
31.00 6.21 2.15 0.00
32.00 6.21 2.15 0.00
33.00 6.21 2.15 0.00
34.00 6.21 2.15 0.00
35.00 6.21 2.15 0.00
36.00 6.21 2.15 0.00
37.00 6.21 2.15 0.00
38.00 6.21 2.15 0.00
39.00 6.21 2.15 0.00
40.00 6.21 2.15 0.00
41.00 6.21 2.15 0.00
42.00 6.21 2.15 0.00
43.00 6.21 2.15 0.00
44.00 6.21 2.15 0.00
45.00 6.21 2.15 0.00
46.00 6.21 2.15 0.00
47.00 6.21 2.15 0.00
48.00 6.21 2.15 0.00
49.00 6.21 2.15 0.00
50.00 6.21 2.15 0.00
51.00 6.21 2.15 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 34.10 cfs @ 11.95 hrs, Volume= 1.623 af, Depth= 4.08"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.21"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
38 -1+------ - - - -+-+- -1�-------- - -+-+-+- - -1+------ - - - -+-+- -1+- Runoff
36 —+-1--1— 34.10cfs +—+—+—+—+—r-1--1--1--_+_+_+_+_+—+_+_+-1--1--1—+_+_+_+_+—+—+_+_
34 -+-1--1--1-+ -+-+-+-+-+- -1--1--1i--1i- - -+-+-+- - -1+-1i--1i--1 +
'IT �— I- =�i-r�-
32 -+—+-1—+— —+—+—+—+—+—I--I--I--I--1--1—+—+—+—+—+—+—+—I--I--1—+—+—+—+—+—+—+—+—
30 ' 1 -1 -11 - - _ _ _ _ _1111111111111- _ _ _� -Ya�r_'IR'a�r�f�►llrG. 1'� -
+
28 - -1--1--1- - - -+-+-+-1--1--1--1--1-- 1-1—fth6ff A-t6a=208'24T,5f=
� 1
26 -L-1--1--1- -1-1-1-L-L-1--1--1--1--1--1-1-1-+-+-LPL-L�-'1J--1--1-J-pJ-1A-
24 _1 _1i__1i__1i_ _ _s_i_L_L_1L 1i__1i__1i__1i__1i_s_1_P-POIC fILV OWIMI �`if'
w 22 -L-1--1--1- -1-1-1-1-L-1--1--1--1--1--1-1-1-1-1-L-L-L-1--1--1-1- -1-1-1-L-L-L-
w 1 F��n11�ff_11 D�eipthr4.A$'L
U
.... 20 -L-1--1--1- -1-1-1-1-L-1--1--1--1--1- 1-1-1-1-+-L-
�I
0 18 -1--1--1--1- --1--1- 1--- 1---1--1--1--1--1--1--1--1--1 --1 - 1---1--1--1--1--1--1--1T� J - �n1--
LL
16 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
14 -1--1--1--1- -1-1-1-1-1-1--1--1--1--1--1- -+-+-+-'-'-1--1--1--1--1--1-'- = a1--
,1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1
12 -1--1--1--1- - - -+-+-+-1--1--1--1--1--1- -+-+-+- - -1--1--1--1-J--1- - -+-+-+-1--
10 �1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
8 -1--
,1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
6 —
4 —I——1——1——1— — — 1— 1 — 1 —1 11111111111— 1— 1 — 1 — 1 —1 —1 —I——1——1——1——I——I— — — — —I——
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
--
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 85
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 6.21 4.08 0.00
1.00 0.07 0.00 0.00 53.00 6.21 4.08 0.00
2.00 0.14 0.00 0.00 54.00 6.21 4.08 0.00
3.00 0.21 0.00 0.00 55.00 6.21 4.08 0.00
4.00 0.30 0.00 0.00 56.00 6.21 4.08 0.00
5.00 0.39 0.00 0.00 57.00 6.21 4.08 0.00
6.00 0.50 0.00 0.01 58.00 6.21 4.08 0.00
7.00 0.61 0.01 0.06 59.00 6.21 4.08 0.00
8.00 0.75 0.03 0.13 60.00 6.21 4.08 0.00
9.00 0.91 0.07 0.27 61.00 6.21 4.08 0.00
10.00 1.12 0.14 0.44 62.00 6.21 4.08 0.00
11.00 1.46 0.29 1.02 63.00 6.21 4.08 0.00
12.00 4.12 2.22 29.22 64.00 6.21 4.08 0.00
13.00 4.79 2.80 1.70 65.00 6.21 4.08 0.00
14.00 5.09 3.07 1.02 66.00 6.21 4.08 0.00
15.00 5.30 3.25 0.82 67.00 6.21 4.08 0.00
16.00 5.46 3.40 0.63 68.00 6.21 4.08 0.00
17.00 5.60 3.52 0.56 69.00 6.21 4.08 0.00
18.00 5.72 3.63 0.49 70.00 6.21 4.08 0.00
19.00 5.82 3.72 0.43 71.00 6.21 4.08 0.00
20.00 5.91 3.80 0.36 72.00 6.21 4.08 0.00
21.00 5.99 3.88 0.34
22.00 6.07 3.95 0.33
23.00 6.14 4.01 0.32
24.00 6.21 4.08 0.30
25.00 6.21 4.08 0.00
26.00 6.21 4.08 0.00
27.00 6.21 4.08 0.00
28.00 6.21 4.08 0.00
29.00 6.21 4.08 0.00
30.00 6.21 4.08 0.00
31.00 6.21 4.08 0.00
32.00 6.21 4.08 0.00
33.00 6.21 4.08 0.00
34.00 6.21 4.08 0.00
35.00 6.21 4.08 0.00
36.00 6.21 4.08 0.00
37.00 6.21 4.08 0.00
38.00 6.21 4.08 0.00
39.00 6.21 4.08 0.00
40.00 6.21 4.08 0.00
41.00 6.21 4.08 0.00
42.00 6.21 4.08 0.00
43.00 6.21 4.08 0.00
44.00 6.21 4.08 0.00
45.00 6.21 4.08 0.00
46.00 6.21 4.08 0.00
47.00 6.21 4.08 0.00
48.00 6.21 4.08 0.00
49.00 6.21 4.08 0.00
50.00 6.21 4.08 0.00
51.00 6.21 4.08 0.00

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 86
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 4.08" for 25-Year event
Inflow = 34.10 cfs @ 11.95 hrs, Volume= 1.623 of
Outflow = 10.61 cfs @ 12.09 hrs, Volume= 1.336 af, Atten= 69%, Lag= 8.0 min
Primary = 10.61 cfs @ 12.09 hrs, Volume= 1.336 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 623.87'@ 12.09 hrs Surf.Area= 8,360 sf Storage= 33,804 cf
Plug-Flow detention time=517.1 min calculated for 1.336 of(82% of inflow)
Center-of-Mass det. time=441.0 min ( 1,247.2 - 806.2 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.50 cfs @ 12.09 hrs HW=623.86' (Free Discharge)
L1=Culvert (Passes 10.50 cfs of 48.85 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.08 cfs @ 10.56 fps)
3=Custom Weir/Orifice (Weir Controls 10.42 cfs @ 3.82 fps)
4=Orifice/Grate ( Controls 0.00 cfs)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 87
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
-I--I-r-r-T-r-I--I--I-r-I-r-Ir-I--I-r-r-r-r-I--I--I-r-T-r-I--I--I-r-I-r-r-Ir---II- C Inflow
38 ---I-�- 1111Cfs ------ -7-r-r-r--7- -r-r-r-r-- -7-r-r-r-- -7-r-r-r-I-�- ❑Primary
36 ----;-T- -r----T-T-r-r----T-T-r-�11 'iQg11 �C1'�rd' F 801 6—
34
r-I1---II- -T-r-1 1-T-1 I 1-T-T-1-1---II-
32
30-: 'I `� -Y -I-
28 }}yamira 3I I
26 I I I I I I I I I I I I I I I I I I^w
------ I- ------------------------------------------------------
24
---
----- ------------------------------------------------------
w 22
-�v 20
0 18 I- I i i II I I- I i II II I I- I i II II I I- I i i II II I I- I i II II II I- I
a 16
-�-�- -1--1--1-J-L-L-L-I--1-J-L-L-L-I--I--I-�-L-L-I--I--I-J-L-L-L-L-I--I-
14 --I- -L- -1--1--1-J-L-L- -1--1-J-L-L-L---I--I- -+-L------J-L-L- - -I--I-
12 10.61 cfs
—J—L—L—L-1--1—J—L—L—L------ —L—L------J—L—L—L—L—I--I-
10 --I- - ---I--I- - - - -I--I- - - - ---I--I- - - ---I--I- - - - - -I--I-
8 - - ---I--I- - - - -I--I- - - - ---I--I- -+- ---I--I- - - - - -I--I-
6 ----1- -III--I--I-1-4-+- -I--I- -1-+- -----I-1-+- -I-----1-4-+-I-I-
---I-
4
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
I I ❑Primary
Orifice/Grate --------I---- -L-----
624
-- --r + - ---- -�
623
Custom Weir/Orifice
w
.0 622
I I I I I I
w I I I I I I
w
-
----------+----- ------ ---I- -+-----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 88
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- II-------' -- ------ --- ----- -------- - ---'--I- -I I ---
I
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
---I---�'---I----IL--i -J--1---LL--1---1-1--L---1-i-1 -I--I- i-i-I---
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 89
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.00 0 619.00 0.00
7.50 0.09 264 619.05 0.00
10.00 0.44 2,229 619.42 0.02
12.50 2.71 29,198 623.31 4.86
15.00 0.82 24,810 622.75 0.91
17.50 0.53 24,220 622.68 0.56
20.00 0.36 23,895 622.63 0.40
22.50 0.32 23,749 622.61 0.33
25.00 0.00 23,100 622.53 0.11
27.50 0.00 22,424 622.44 0.07
30.00 0.00 21,801 622.36 0.07
32.50 0.00 21,186 622.27 0.07
35.00 0.00 20,579 622.19 0.07
37.50 0.00 19,979 622.11 0.07
40.00 0.00 19,387 622.03 0.07
42.50 0.00 18,804 621.95 0.06
45.00 0.00 18,228 621.87 0.06
47.50 0.00 17,660 621.79 0.06
50.00 0.00 17,101 621.71 0.06
52.50 0.00 16,549 621.64 0.06
55.00 0.00 16,006 621.56 0.06
57.50 0.00 15,471 621.48 0.06
60.00 0.00 14,944 621.41 0.06
62.50 0.00 14,426 621.33 0.06
65.00 0.00 13,915 621.26 0.06
67.50 0.00 13,414 621.19 0.06
70.00 0.00 12,920 621.11 0.05

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 90
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 91
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 92
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 2.44" for 25-Year event
Inflow = 38.67 cfs @ 12.17 hrs, Volume= 3.967 of
Primary = 38.67 cfs @ 12.17 hrs, Volume= 3.967 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
-r-1-r-r-+-r-r-1--1-r-r-r-r-1--1-r-r-r-r-r-1--1-r-r-r-r-1--1-r-+-r-r-r-1--1-
---------- -------- - -------- - - ------ - - -------- - -------- CInflow
42 ______ 38.67 cfs —I——I——I——I— —I—1——1——1——1— — 1 —L—I——1——1— — —I—1——I——I——I— —I—1——1——1——1— ❑Primary
40 38.67 cfs }�y) R
38 ---- - ------ - - - ---- - - -1011O 1-ArYa�II II.7T 1 131 1\iI
1 T 11 T r I 1 + r 1 1 r r r
36
34 -1--1- - -1--1--1-L_L_I-L_1--1-I_L_L-L_1__1__1_L_L-L-1--I--I LLL-L-L-1--I-
32 -1--1-+- -1--1--1-+-+-+-+-1--1-+-+-+-r-1--1--1-+-+-r-1--1--1-+-+-+-r-+-1--1-
30 —1——1—1— — —1——1——1—1—1—1—1——1——1—1—1—r —1——1——1—1— + —r —1—I——1——1—1—I—I —1—I——I—
28
26 -1--1- - -1--1--1- -+- - -1--1- - - - -1--1--1- -+- -1--1--1- -+- - - -1--1-
w 24 1
- - -r-1--1- -+-r-r-r-1-r- -r-r-r-r-1- -+-r-r-1--1- -+-r-r-r-1--1-
0 20 -1-_1- - -1__1__1_ -+-L_L_1__1_I_L_L_L_1__1__1_ -I_1__1__1_ -+-I_L-L_1
LL 18 -1-_1
-+- -1--1--1-+-+-+-+-1--1-+-+-+-r-1--1--1-+-+-r-1--1--1-+-+-+-r-+-1--1-
16 -1--1-1- -i-1--1--1-1-r-1-1--1--1-1-r-1-1--1--1-1-+-r-1-1--1--1-1-r-1-1-1--1-
14
12 -1 _1- - __1__1_ -+-L-L_1__1_ L_1__1__1_ -+-L_1__1__1_ -+-L_L_L_1
10 -r-1-+- r-1--1-+-+-r-r-1--1-+-+-+-r-r-1--1-+-+-r-r-1--1-+-+-+-r-r-1--1-
8 —1——1— — ————1—_I— + — —F—I——I——I— I— I — —1——1——1— —+— — —1——1——1—+— — — —1——1—
6
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 93
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.06 0.00 0.06
1.00 0.00 0.00 0.00 53.00 0.06 0.00 0.06
2.00 0.00 0.00 0.00 54.00 0.06 0.00 0.06
3.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06
4.00 0.00 0.00 0.00 56.00 0.06 0.00 0.06
5.00 0.00 0.00 0.00 57.00 0.06 0.00 0.06
6.00 0.00 0.00 0.00 58.00 0.06 0.00 0.06
7.00 0.00 0.00 0.00 59.00 0.06 0.00 0.06
8.00 0.01 0.00 0.01 60.00 0.06 0.00 0.06
9.00 0.02 0.00 0.02 61.00 0.06 0.00 0.06
10.00 0.02 0.00 0.02 62.00 0.06 0.00 0.06
11.00 0.11 0.00 0.11 63.00 0.06 0.00 0.06
12.00 21.03 0.00 21.03 64.00 0.06 0.00 0.06
13.00 7.19 0.00 7.19 65.00 0.06 0.00 0.06
14.00 3.74 0.00 3.74 66.00 0.06 0.00 0.06
15.00 2.77 0.00 2.77 67.00 0.06 0.00 0.06
16.00 2.21 0.00 2.21 68.00 0.06 0.00 0.06
17.00 1.86 0.00 1.86 69.00 0.05 0.00 0.05
18.00 1.66 0.00 1.66 70.00 0.05 0.00 0.05
19.00 1.46 0.00 1.46 71.00 0.05 0.00 0.05
20.00 1.25 0.00 1.25 72.00 0.05 0.00 0.05
21.00 1.14 0.00 1.14
22.00 1.09 0.00 1.09
23.00 1.05 0.00 1.05
24.00 1.01 0.00 1.01
25.00 0.12 0.00 0.12
26.00 0.07 0.00 0.07
27.00 0.07 0.00 0.07
28.00 0.07 0.00 0.07
29.00 0.07 0.00 0.07
30.00 0.07 0.00 0.07
31.00 0.07 0.00 0.07
32.00 0.07 0.00 0.07
33.00 0.07 0.00 0.07
34.00 0.07 0.00 0.07
35.00 0.07 0.00 0.07
36.00 0.07 0.00 0.07
37.00 0.07 0.00 0.07
38.00 0.07 0.00 0.07
39.00 0.07 0.00 0.07
40.00 0.07 0.00 0.07
41.00 0.06 0.00 0.06
42.00 0.06 0.00 0.06
43.00 0.06 0.00 0.06
44.00 0.06 0.00 0.06
45.00 0.06 0.00 0.06
46.00 0.06 0.00 0.06
47.00 0.06 0.00 0.06
48.00 0.06 0.00 0.06
49.00 0.06 0.00 0.06
50.00 0.06 0.00 0.06
51.00 0.06 0.00 0.06

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 94
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 1.97" for 25-Year event
Inflow = 3.88 cfs @ 12.10 hrs, Volume= 0.278 of
Primary = 3.88 cfs @ 12.10 hrs, Volume= 0.278 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
nflow
-1— — — —�--1-7—T-1----1-7—T—T— --1-7—T-1----1-7—T—T— ----7—T— ❑P
3.88 cfs I I I I I I I I I I.} I Primary
4 3.88 cfs 11 IInflowA leiµO .IC 84Ii6
3
N
7—T_T—I__I_T—T_T_T_I__I_T_7_T_r_I__I_1_T_T_r—I--I--I-7—T-
0 2
LL
I I I I I I I I I I I 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 I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 1124-hr 25-Year Rainfall=6.21"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 95
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 63.00 0.00 0.00 0.00
12.00 2.69 0.00 2.69 64.00 0.00 0.00 0.00
13.00 0.43 0.00 0.43 65.00 0.00 0.00 0.00
14.00 0.25 0.00 0.25 66.00 0.00 0.00 0.00
15.00 0.20 0.00 0.20 67.00 0.00 0.00 0.00
16.00 0.16 0.00 0.16 68.00 0.00 0.00 0.00
17.00 0.14 0.00 0.14 69.00 0.00 0.00 0.00
18.00 0.12 0.00 0.12 70.00 0.00 0.00 0.00
19.00 0.11 0.00 0.11 71.00 0.00 0.00 0.00
20.00 0.09 0.00 0.09 72.00 0.00 0.00 0.00
21.00 0.08 0.00 0.08
22.00 0.08 0.00 0.08
23.00 0.08 0.00 0.08
24.00 0.08 0.00 0.08
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 96
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=2.63"
Tc=24.4 min CN=60 Runoff=46.86 cfs 4.108 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=2.15"
Tc=18.3 min CN=55 Runoff=5.74 cfs 0.437 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=2.73"
Tc=24.4 min CN=61 Runoff=38.38 cfs 3.346 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=2.53"
Tc=16.7 min CN=59 Runoff=5.07 cfs 0.356 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=2.73"
Tc=23.7 min CN=61 Runoff=36.68 cfs 3.144 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=4.84"
Tc=5.0 min CN=81 Runoff=40.16 cfs 1.929 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=624.25' Storage=36,990 cf Inflow=40.16 cfs 1.929 of
Outflow=24.17 cfs 1.641 of
Link 1L: POI #1 Inflow=50.47 cfs 4.987 of
Primary=50.47 cfs 4.987 of
Link 2L: POI #2 Inflow=5.07 cfs 0.356 of
Primary=5.07 cfs 0.356 of
Total Runoff Area = 56.158 ac Runoff Volume = 13.321 of Average Runoff Depth = 2.85"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 97
Summary for Subcatchment 1S: POI #1 Predevelopment
Runoff = 46.86 cfs @ 12.19 hrs, Volume= 4.108 af, Depth= 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hydrograph
-+-1--1--1-+-+-+-+-+-r-r-1--1--1--1--1--1-+-+-+-+-+-+-+-1--1--1-+-+-+-+-+-+-+-+-
52 1i -1r-----11-�1- - - - - - -----1i----J1- - - - - - -1r------J1-�1- - - - - -1r- Runoff
50 - -1--1--1-
,1
--r--I11----I11----11--�1 -- 1--+1---++r --11r-----I1i-----I11------111------111------111---+1---++1 ---++1 ---++1 --+r--+-------I1i------1i-----11i-- - -_+-
48 46.a cfs - - -r - - I +-+-r- _
46
44 Type-H_464*
42 - -----I-� - - -r-r-r------------ - -+-50 YarRairtfar<flr �4. `�-
40 -1--1--1--1-J - - - r-- r--r -1--1--1--1--1-J- - --1 ------------------------04'I
38 - ---I--I- - - -r-r-r---------I--I- - = iff-A6&815'91;42:tf--
36 -1--1--1--1--1 - - -'-'-'-1--1--1----1--I_
34 -1r-1I----1i-y 32 J-I__I__I__I_ r7
7
l_771 �„
Hf
w 4T1t $- -
w3 30 ' 1 I1 I I1 r r l rIl -Il--Ili--I1i- I1i r r r r rrr rrrrr
28 Run, #D pth=2-r-3r"
26 r----------7-7-----r-r-r -r-r-r-r-r-r-r--rr
-
-
24� i
I -__I__-_I C#24.4 1i1
_
LL22 r- -r-r-r r r-r-r-r-r-r-rr -I-r-r-r-r-r-r-r-r-
20 �I
L--1----1--1-- 1-L-L
18 -r r -r-r-r--1---r1---1--1----1----I1--rL--rL--rL--r1--rL--rL--rL--1I--1I----I1I--rL-- --rL--r r-
-
16 �i Il --LL_--I1_--_--I1_-_-I1--- _r_--rrI _--rrI _ LLI _--1LI _--LLI _--LLI _--LLI -I1I--I1I--I11I-LrrI-rrLI-rrLI-rrLI-rrI _-rLI _-rrI _--Lr 14 r-r-r-r r-I I--I -Ir-r-r-r-r-r-r- - r-r-rr
12 L-I-- L-L-L J i-r-LLI
-
_-
-
-
- r-rr-rr-1--1--1--1--1--1-rL-rL-rL-rL-rL-rL-rL--r1---r1--I1-- --L-L-L-rr--rL--rr--r
$ 1 I I I
4 L-1-- -
2 L-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 h
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 98
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 2.63 0.00
1.00 0.07 0.00 0.00 53.00 7.04 2.63 0.00
2.00 0.15 0.00 0.00 54.00 7.04 2.63 0.00
3.00 0.24 0.00 0.00 55.00 7.04 2.63 0.00
4.00 0.34 0.00 0.00 56.00 7.04 2.63 0.00
5.00 0.44 0.00 0.00 57.00 7.04 2.63 0.00
6.00 0.56 0.00 0.00 58.00 7.04 2.63 0.00
7.00 0.70 0.00 0.00 59.00 7.04 2.63 0.00
8.00 0.84 0.00 0.00 60.00 7.04 2.63 0.00
9.00 1.03 0.00 0.00 61.00 7.04 2.63 0.00
10.00 1.27 0.00 0.00 62.00 7.04 2.63 0.00
11.00 1.65 0.01 0.36 63.00 7.04 2.63 0.00
12.00 4.67 1.11 23.00 64.00 7.04 2.63 0.00
13.00 5.43 1.56 7.26 65.00 7.04 2.63 0.00
14.00 5.77 1.77 3.77 66.00 7.04 2.63 0.00
15.00 6.01 1.93 2.82 67.00 7.04 2.63 0.00
16.00 6.20 2.05 2.26 68.00 7.04 2.63 0.00
17.00 6.35 2.15 1.91 69.00 7.04 2.63 0.00
18.00 6.48 2.24 1.71 70.00 7.04 2.63 0.00
19.00 6.60 2.33 1.50 71.00 7.04 2.63 0.00
20.00 6.70 2.39 1.28 72.00 7.04 2.63 0.00
21.00 6.79 2.46 1.17
22.00 6.88 2.52 1.14
23.00 6.96 2.58 1.09
24.00 7.04 2.63 1.05
25.00 7.04 2.63 0.01
26.00 7.04 2.63 0.00
27.00 7.04 2.63 0.00
28.00 7.04 2.63 0.00
29.00 7.04 2.63 0.00
30.00 7.04 2.63 0.00
31.00 7.04 2.63 0.00
32.00 7.04 2.63 0.00
33.00 7.04 2.63 0.00
34.00 7.04 2.63 0.00
35.00 7.04 2.63 0.00
36.00 7.04 2.63 0.00
37.00 7.04 2.63 0.00
38.00 7.04 2.63 0.00
39.00 7.04 2.63 0.00
40.00 7.04 2.63 0.00
41.00 7.04 2.63 0.00
42.00 7.04 2.63 0.00
43.00 7.04 2.63 0.00
44.00 7.04 2.63 0.00
45.00 7.04 2.63 0.00
46.00 7.04 2.63 0.00
47.00 7.04 2.63 0.00
48.00 7.04 2.63 0.00
49.00 7.04 2.63 0.00
50.00 7.04 2.63 0.00
51.00 7.04 2.63 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 99
Summary for Subcatchment 2S: POI #2 Predevelopment
Runoff = 5.74 cfs @ 12.12 hrs, Volume= 0.437 af, Depth= 2.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hydrograph
-I__I__I__I_-I-I_ I-- I-- I--I__I__I__I__I_-I-I_�_ I-- I--I__I__I__I__I_-I-I_�_ I-- I--I__I__I__I__I__I_ ■Runoff
6 1 5.74 cfs
(Type IIIII
------II- - ---------------II- - -50Y"r�IIRaInf-a11#7.0-4"
s IIII IIII IIIII IIIII
RUh6ff Arella=106�262 isf
4 PL#jjo!ffIIlVOft;Mq=OA$j Of
N I I I I I I I I I I I I I I I I I I I I I I I I I
-
w I Rullnlloff- ID�epft=2 1.5"III I I I I III I
-
--------------------------
3 lTC"F-18.3Min
-II--II--II--II- - ICI - lII-- lII--III--II--II--II--II--III-'ll-'ll - ICI - lII--III--II--II--II--II--III-'ll-'ll - ICI
2
1 IIII III IIIII IIIII IIIIIIIIIIIIIII
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5860 62 6466 6870 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 100
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 2.15 0.00
1.00 0.07 0.00 0.00 53.00 7.04 2.15 0.00
2.00 0.15 0.00 0.00 54.00 7.04 2.15 0.00
3.00 0.24 0.00 0.00 55.00 7.04 2.15 0.00
4.00 0.34 0.00 0.00 56.00 7.04 2.15 0.00
5.00 0.44 0.00 0.00 57.00 7.04 2.15 0.00
6.00 0.56 0.00 0.00 58.00 7.04 2.15 0.00
7.00 0.70 0.00 0.00 59.00 7.04 2.15 0.00
8.00 0.84 0.00 0.00 60.00 7.04 2.15 0.00
9.00 1.03 0.00 0.00 61.00 7.04 2.15 0.00
10.00 1.27 0.00 0.00 62.00 7.04 2.15 0.00
11.00 1.65 0.00 0.00 63.00 7.04 2.15 0.00
12.00 4.67 0.82 3.60 64.00 7.04 2.15 0.00
13.00 5.43 1.20 0.70 65.00 7.04 2.15 0.00
14.00 5.77 1.39 0.41 66.00 7.04 2.15 0.00
15.00 6.01 1.52 0.32 67.00 7.04 2.15 0.00
16.00 6.20 1.63 0.25 68.00 7.04 2.15 0.00
17.00 6.35 1.72 0.22 69.00 7.04 2.15 0.00
18.00 6.48 1.80 0.20 70.00 7.04 2.15 0.00
19.00 6.60 1.88 0.17 71.00 7.04 2.15 0.00
20.00 6.70 1.94 0.15 72.00 7.04 2.15 0.00
21.00 6.79 1.99 0.14
22.00 6.88 2.05 0.13
23.00 6.96 2.10 0.13
24.00 7.04 2.15 0.12
25.00 7.04 2.15 0.00
26.00 7.04 2.15 0.00
27.00 7.04 2.15 0.00
28.00 7.04 2.15 0.00
29.00 7.04 2.15 0.00
30.00 7.04 2.15 0.00
31.00 7.04 2.15 0.00
32.00 7.04 2.15 0.00
33.00 7.04 2.15 0.00
34.00 7.04 2.15 0.00
35.00 7.04 2.15 0.00
36.00 7.04 2.15 0.00
37.00 7.04 2.15 0.00
38.00 7.04 2.15 0.00
39.00 7.04 2.15 0.00
40.00 7.04 2.15 0.00
41.00 7.04 2.15 0.00
42.00 7.04 2.15 0.00
43.00 7.04 2.15 0.00
44.00 7.04 2.15 0.00
45.00 7.04 2.15 0.00
46.00 7.04 2.15 0.00
47.00 7.04 2.15 0.00
48.00 7.04 2.15 0.00
49.00 7.04 2.15 0.00
50.00 7.04 2.15 0.00
51.00 7.04 2.15 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 101
Summary for Subcatchment 3S: Post-Development ByPass POI #1
Runoff = 38.38 cfs @ 12.19 hrs, Volume= 3.346 af, Depth= 2.73"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hydrograph
42 - -1--1----- - - - - - - - -1--1--1--1- - - - - - - -1--1--1--1--1- - - - -i-i- �RUnoff
40 j _L_1 _1_ 38.38 cfs 1-1_L_L_L_1__L_I__1__1__1_1_1_1_1_L_L_L_L_I__I_J_J_®®1_-1 L_L_L_L_
38 -+-1--1--1-+ -+-+-+-+-+-1--1--1--1--1--1-+-+-+-+-+-+-+-1--1--I� MY 1'1�
, 1 r
, I
36 -r-r-1--1-r -r-r-r-r-r-r-r-1--1--1--1-r-r-r-r-r-r-r-r-1--1-r-{'fir-r-,r`-r-r-r-r-
34 -II-11------11 - - -T- -T- - -----II--II- - - -0- Year � alT fa[ .0�,�I -
32 _1__1_
----------
I 30 1 I I I I I I I I I I I I I I I I b"ffA�6&64014'1 0-!0-
-1----1--1--1 ---1_L_L_L
�y
26ry
-+-1--1--1-+ -+-+-+-+-+-1--1--1--1--1--1-+-+-+
w 24 1 -II-11--11--11-JI -�I- 1I- Ii- Ii
-111I -I1I II1I _11I -_i111I -_T11I -_T11I 11I 1I-
--Ru 1111I--11I 111II
�J1c�1 1 =1r1.-4 L1 -.r11/ 71rf-��I1-
-
-
-
22 --------
LL -1--1-_ --------
200 ---------
18 - -1--1--1- - - - - -1--1--1--1--1--1- - - - - - - -1--1--1- - - - - - - - -
� 1 A
16 ' 1 -+-1--1--1-+ +-+-+-+-+-1--1--1--1--1--1-+-+-+-+-r-r-+-1--1--1-+-+-+- - � l+-
14 -Ir-1--1--1- 7-7-r-r-r-1--1--1--1--1--1-7-7-1-T-r-r-Ir-1--1---1-1-7-7-r-r-r-Ir-
12L
11__1_ _I_ -I--I--1101--1--1- 111111 - - - - - -864 ----11-- - - -r-11--11--11--11--11--11-7-7-1-T-1-1-Ir-11--11--11-1-1-7-7-T-r-r-I r-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 102
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 2.73 0.00
1.00 0.07 0.00 0.00 53.00 7.04 2.73 0.00
2.00 0.15 0.00 0.00 54.00 7.04 2.73 0.00
3.00 0.24 0.00 0.00 55.00 7.04 2.73 0.00
4.00 0.34 0.00 0.00 56.00 7.04 2.73 0.00
5.00 0.44 0.00 0.00 57.00 7.04 2.73 0.00
6.00 0.56 0.00 0.00 58.00 7.04 2.73 0.00
7.00 0.70 0.00 0.00 59.00 7.04 2.73 0.00
8.00 0.84 0.00 0.00 60.00 7.04 2.73 0.00
9.00 1.03 0.00 0.00 61.00 7.04 2.73 0.00
10.00 1.27 0.00 0.00 62.00 7.04 2.73 0.00
11.00 1.65 0.02 0.38 63.00 7.04 2.73 0.00
12.00 4.67 1.17 19.13 64.00 7.04 2.73 0.00
13.00 5.43 1.64 5.86 65.00 7.04 2.73 0.00
14.00 5.77 1.86 3.03 66.00 7.04 2.73 0.00
15.00 6.01 2.01 2.26 67.00 7.04 2.73 0.00
16.00 6.20 2.14 1.81 68.00 7.04 2.73 0.00
17.00 6.35 2.24 1.54 69.00 7.04 2.73 0.00
18.00 6.48 2.34 1.37 70.00 7.04 2.73 0.00
19.00 6.60 2.42 1.20 71.00 7.04 2.73 0.00
20.00 6.70 2.49 1.03 72.00 7.04 2.73 0.00
21.00 6.79 2.55 0.94
22.00 6.88 2.61 0.91
23.00 6.96 2.67 0.88
24.00 7.04 2.73 0.84
25.00 7.04 2.73 0.01
26.00 7.04 2.73 0.00
27.00 7.04 2.73 0.00
28.00 7.04 2.73 0.00
29.00 7.04 2.73 0.00
30.00 7.04 2.73 0.00
31.00 7.04 2.73 0.00
32.00 7.04 2.73 0.00
33.00 7.04 2.73 0.00
34.00 7.04 2.73 0.00
35.00 7.04 2.73 0.00
36.00 7.04 2.73 0.00
37.00 7.04 2.73 0.00
38.00 7.04 2.73 0.00
39.00 7.04 2.73 0.00
40.00 7.04 2.73 0.00
41.00 7.04 2.73 0.00
42.00 7.04 2.73 0.00
43.00 7.04 2.73 0.00
44.00 7.04 2.73 0.00
45.00 7.04 2.73 0.00
46.00 7.04 2.73 0.00
47.00 7.04 2.73 0.00
48.00 7.04 2.73 0.00
49.00 7.04 2.73 0.00
50.00 7.04 2.73 0.00
51.00 7.04 2.73 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 103
Summary for Subcatchment 4S: POI #2 Post-Development
Runoff = 5.07 cfs @ 12.10 hrs, Volume= 0.356 af, Depth= 2.53"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hydrograph
II II II I I I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II ■Runoff
5.07 cfs _1_1_L
5 Type ll 24-hrr
50 Year IIIIIRainfall;=7.04"
-L-I--I-J- -1-1-L-L-L-I--I--I-J-�-1-L-L-L-L-I--I--I-J-�-1-L-�-L-L-I--I--I-J-
4 Rdhoff ,Aee,a=713#5';18 isf
R000�fIIlVrollL#n, OO O1 350 f
3 Ru11nl1off IIDlepth=2.153�,
3 II II II II II II II II II II II II II II II II II II II II II II II II I
LL
TIC"'16.7 Miry
2
—r—I——I—r-- T—T—r—r—r------r—r—T—T—r—r—r—I——I——I—r—r—T—T—T—r—r—I--I——I—r-
1 11 11 11 11 111 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 104
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 2.53 0.00
1.00 0.07 0.00 0.00 53.00 7.04 2.53 0.00
2.00 0.15 0.00 0.00 54.00 7.04 2.53 0.00
3.00 0.24 0.00 0.00 55.00 7.04 2.53 0.00
4.00 0.34 0.00 0.00 56.00 7.04 2.53 0.00
5.00 0.44 0.00 0.00 57.00 7.04 2.53 0.00
6.00 0.56 0.00 0.00 58.00 7.04 2.53 0.00
7.00 0.70 0.00 0.00 59.00 7.04 2.53 0.00
8.00 0.84 0.00 0.00 60.00 7.04 2.53 0.00
9.00 1.03 0.00 0.00 61.00 7.04 2.53 0.00
10.00 1.27 0.00 0.00 62.00 7.04 2.53 0.00
11.00 1.65 0.01 0.03 63.00 7.04 2.53 0.00
12.00 4.67 1.05 3.64 64.00 7.04 2.53 0.00
13.00 5.43 1.49 0.53 65.00 7.04 2.53 0.00
14.00 5.77 1.70 0.31 66.00 7.04 2.53 0.00
15.00 6.01 1.84 0.24 67.00 7.04 2.53 0.00
16.00 6.20 1.96 0.19 68.00 7.04 2.53 0.00
17.00 6.35 2.06 0.17 69.00 7.04 2.53 0.00
18.00 6.48 2.15 0.15 70.00 7.04 2.53 0.00
19.00 6.60 2.23 0.13 71.00 7.04 2.53 0.00
20.00 6.70 2.30 0.11 72.00 7.04 2.53 0.00
21.00 6.79 2.36 0.10
22.00 6.88 2.42 0.10
23.00 6.96 2.48 0.10
24.00 7.04 2.53 0.09
25.00 7.04 2.53 0.00
26.00 7.04 2.53 0.00
27.00 7.04 2.53 0.00
28.00 7.04 2.53 0.00
29.00 7.04 2.53 0.00
30.00 7.04 2.53 0.00
31.00 7.04 2.53 0.00
32.00 7.04 2.53 0.00
33.00 7.04 2.53 0.00
34.00 7.04 2.53 0.00
35.00 7.04 2.53 0.00
36.00 7.04 2.53 0.00
37.00 7.04 2.53 0.00
38.00 7.04 2.53 0.00
39.00 7.04 2.53 0.00
40.00 7.04 2.53 0.00
41.00 7.04 2.53 0.00
42.00 7.04 2.53 0.00
43.00 7.04 2.53 0.00
44.00 7.04 2.53 0.00
45.00 7.04 2.53 0.00
46.00 7.04 2.53 0.00
47.00 7.04 2.53 0.00
48.00 7.04 2.53 0.00
49.00 7.04 2.53 0.00
50.00 7.04 2.53 0.00
51.00 7.04 2.53 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 105
Summary for Subcatchment 5S: Culvert Post-Development
Runoff = 36.68 cfs @ 12.18 hrs, Volume= 3.144 af, Depth= 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hydrograph
—
T------T—T—T—T—T—T—T—I—I--------T—T—T—T—r—T—T------T—T—T—T—T—T—T—T-
40 1 Runoff
1-T-r-r-r-i_i r r 1- 1-T-T-T-T-r-r-T-r-r 1-T-T-T-T-r-r-r-T-
38 1 — —I——I— 36.68 cfs
36 , 1 -I I I I I I 1 1 1 - ----1--- - - - - - -------I--I- ---i-iI I I IT M1
34 -L-1--1--1-J - -1-1-L-L-1--1--1--1--1--1-1-1-i-1-L-L-L-1--1--1-J- - - -i-i-L-+-
32 -1�-----11-J - - -1-L-L---11 11 11 11 11.1._L 50 Year_IIFainfaW--7 04"L-
, IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIII
30 -I I——I--I-� - - - - -I I 1--1--1--1-- -�-RbilbffA-te1 &01'8 2-iSf
IIIIII IIIIIIIIIIIII 1
28 -+-1--1--1-+ -+-+-+-+-+-1--1--1--1--1--1-+-+-+-+-+-+-+-1--1--1-+-I-+q-
26 -1r-1i--1--1i-y - -rt-+-r-r-lr-lr-lr-li--1i--1-rt-t- a#ftl =3t1�44
24 1 1 ' -T-f Y F"I
N —T—I--I--I—T —T—T—T—T—T—I—I—I--I--I— I_7_7_T_T_rppr_r_III_^T_T_T*_7_Tn_rn_r_r_
22 -T-1--1--1-T -T-T-T-T-T- r-1--1--1-T-T-T-T-,Run4�f 1Q@pth;=2.,7-3",
020 1 -1_-11--11--11--1 _— — — 1_- 1_-1_-1_-1_-11--1--1 11- 1— I — I — I -11 -11 -11 —I--I--I
a 18 1 -1--1--1--1--1 - ------
_1--1--1--1--1--1-i_
16 _1__1__1 _1__1__1__1__1 _1_ _L-I--1
14 -L-1--1--1-J 1-1-i-i-L-1--1--1--1--1--1-1-1-1-1-L-L-L-1--1--1-J-J-1-1- -i- -L-
, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
12 - -1--1--1- - - -r-r-1--1--1--1--1--1- - - - -r-r-L-1--1--1- - - - - -r-r-L-
10 - -1--1--1- - - -r-r-1--1--1--1--1--1- - - - -r-r- -1--1--1- - - - - -r-r- -
� 1
8 -r-1--1--1- �-t-+-t-r-r-r-r-1--1--1-t-t-+-+-r-r-r-1--1--1-t-t-�-t-+-t-r-r-
' 1
6 —t------ —t—t—t—t---I--1--1-----t—t—Y—t—Y—t—t------t—t— —t—t—t—t—t—
� I
4 1 1 1 1 1 1 1 1 1 1 1
T-1--1- 1- r-r-r_i_i r 1- 1- 1-T-T-T-T-r-r-T-1--1- 1-T-T-T-T-r-r-r-T-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 106
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 2.73 0.00
1.00 0.07 0.00 0.00 53.00 7.04 2.73 0.00
2.00 0.15 0.00 0.00 54.00 7.04 2.73 0.00
3.00 0.24 0.00 0.00 55.00 7.04 2.73 0.00
4.00 0.34 0.00 0.00 56.00 7.04 2.73 0.00
5.00 0.44 0.00 0.00 57.00 7.04 2.73 0.00
6.00 0.56 0.00 0.00 58.00 7.04 2.73 0.00
7.00 0.70 0.00 0.00 59.00 7.04 2.73 0.00
8.00 0.84 0.00 0.00 60.00 7.04 2.73 0.00
9.00 1.03 0.00 0.00 61.00 7.04 2.73 0.00
10.00 1.27 0.00 0.00 62.00 7.04 2.73 0.00
11.00 1.65 0.02 0.37 63.00 7.04 2.73 0.00
12.00 4.67 1.17 18.97 64.00 7.04 2.73 0.00
13.00 5.43 1.64 5.39 65.00 7.04 2.73 0.00
14.00 5.77 1.86 2.83 66.00 7.04 2.73 0.00
15.00 6.01 2.01 2.12 67.00 7.04 2.73 0.00
16.00 6.20 2.14 1.70 68.00 7.04 2.73 0.00
17.00 6.35 2.24 1.44 69.00 7.04 2.73 0.00
18.00 6.48 2.34 1.29 70.00 7.04 2.73 0.00
19.00 6.60 2.42 1.13 71.00 7.04 2.73 0.00
20.00 6.70 2.49 0.96 72.00 7.04 2.73 0.00
21.00 6.79 2.55 0.88
22.00 6.88 2.61 0.85
23.00 6.96 2.67 0.82
24.00 7.04 2.73 0.79
25.00 7.04 2.73 0.01
26.00 7.04 2.73 0.00
27.00 7.04 2.73 0.00
28.00 7.04 2.73 0.00
29.00 7.04 2.73 0.00
30.00 7.04 2.73 0.00
31.00 7.04 2.73 0.00
32.00 7.04 2.73 0.00
33.00 7.04 2.73 0.00
34.00 7.04 2.73 0.00
35.00 7.04 2.73 0.00
36.00 7.04 2.73 0.00
37.00 7.04 2.73 0.00
38.00 7.04 2.73 0.00
39.00 7.04 2.73 0.00
40.00 7.04 2.73 0.00
41.00 7.04 2.73 0.00
42.00 7.04 2.73 0.00
43.00 7.04 2.73 0.00
44.00 7.04 2.73 0.00
45.00 7.04 2.73 0.00
46.00 7.04 2.73 0.00
47.00 7.04 2.73 0.00
48.00 7.04 2.73 0.00
49.00 7.04 2.73 0.00
50.00 7.04 2.73 0.00
51.00 7.04 2.73 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 107
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 40.16 cfs @ 11.95 hrs, Volume= 1.929 af, Depth= 4.84"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Year Rainfall=7.04"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
44 Runoff
42 - ———— 40.16 cfs
40 -Ir-----I—r — —7—r—r—r------------r—T—r—r—r—r—r---I--I
38
I iI I I I I I I i i I Ii i—II--II--IITYI PIY I—AI—ZI AI I r
36 - 1- -i- - -
— I I I -50 Y-ea-rRA1nftl1r--.7.04"II
—
34 -r-I--I--I- -+-+—+—+—r-r-r-r------_t t--+`-.yr,-�r-r-II-�-I--I-+-y-� -I-+-+�-r-
/` j
32 -Ir-----Ii- - - -r-r-r-Ii-Ii-------Ii- -7- RUffl7ff- tt&:208v 2 A f* i5f-
30 -----I--I- - - ----- -----------I--I--I - ------I- -----I-J- ----- - -
w 26 -r---I--I- -r-r-r-r-r-r-r-r------r-r-r-r-r-r-r---I--I r\J/-�r�-r[��rt��-r-r-r-r-
u 24 ' I I I I I I I I - I I I I I I I I I I I I I th 4.847
_- , I I I I I I I I I I I I I I I I I I I 1 -,-Run, ep
-+---I--I- -1-1-i-i-L-1--1--1--1--1--1-1-1-i-1-L-L-L-1--1--1-J-J-1-1-i-L-L-+-
20 _' ---I--I- - -1-1- - -I I I I I I-1-1-1-1- - -' -'I 'I II-,TJcT5.O-eniin--
LL 18 -r-r-I--I- -r-r-r-r-r-r-r-I--I--I--I-r-r-r-r-r-r-r-r-I--I-r-r-r- r- r-
16
,I I
14 -L---I--I- - -1-i-L-L-1--1--1--1--1--1-s-1-1-L-L- -L------J-J- -1-i-L-L-L-
,I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
12 -+---I--I- -+-+-+-+-+------------+-+-+-+-r-r-+------+-+-+-+-+-+-+-+-
' I
10 -I,-----II- - - - - -I -I,-I,-------- - - - - -I,-I,---------- - - - -I -I,-
8
,
6 -L---I--I- -1-1-i-i-L-1--1--1--1--1--1-1-1-1-1-L- - -1--1--1-J-J-1-1-i-i-L- -
4 -r---I--I- -+-+-+-r-r-r-r------+-+-+-+-r-r-r------+-+-+-+-+-+-r-r-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 61870 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 108
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.04 4.84 0.00
1.00 0.07 0.00 0.00 53.00 7.04 4.84 0.00
2.00 0.15 0.00 0.00 54.00 7.04 4.84 0.00
3.00 0.24 0.00 0.00 55.00 7.04 4.84 0.00
4.00 0.34 0.00 0.00 56.00 7.04 4.84 0.00
5.00 0.44 0.00 0.00 57.00 7.04 4.84 0.00
6.00 0.56 0.00 0.04 58.00 7.04 4.84 0.00
7.00 0.70 0.02 0.11 59.00 7.04 4.84 0.00
8.00 0.84 0.05 0.19 60.00 7.04 4.84 0.00
9.00 1.03 0.11 0.36 61.00 7.04 4.84 0.00
10.00 1.27 0.21 0.58 62.00 7.04 4.84 0.00
11.00 1.65 0.40 1.28 63.00 7.04 4.84 0.00
12.00 4.67 2.69 34.27 64.00 7.04 4.84 0.00
13.00 5.43 3.37 1.98 65.00 7.04 4.84 0.00
14.00 5.77 3.68 1.18 66.00 7.04 4.84 0.00
15.00 6.01 3.89 0.94 67.00 7.04 4.84 0.00
16.00 6.20 4.06 0.73 68.00 7.04 4.84 0.00
17.00 6.35 4.20 0.64 69.00 7.04 4.84 0.00
18.00 6.48 4.33 0.57 70.00 7.04 4.84 0.00
19.00 6.60 4.44 0.49 71.00 7.04 4.84 0.00
20.00 6.70 4.53 0.41 72.00 7.04 4.84 0.00
21.00 6.79 4.61 0.39
22.00 6.88 4.69 0.38
23.00 6.96 4.77 0.36
24.00 7.04 4.84 0.35
25.00 7.04 4.84 0.00
26.00 7.04 4.84 0.00
27.00 7.04 4.84 0.00
28.00 7.04 4.84 0.00
29.00 7.04 4.84 0.00
30.00 7.04 4.84 0.00
31.00 7.04 4.84 0.00
32.00 7.04 4.84 0.00
33.00 7.04 4.84 0.00
34.00 7.04 4.84 0.00
35.00 7.04 4.84 0.00
36.00 7.04 4.84 0.00
37.00 7.04 4.84 0.00
38.00 7.04 4.84 0.00
39.00 7.04 4.84 0.00
40.00 7.04 4.84 0.00
41.00 7.04 4.84 0.00
42.00 7.04 4.84 0.00
43.00 7.04 4.84 0.00
44.00 7.04 4.84 0.00
45.00 7.04 4.84 0.00
46.00 7.04 4.84 0.00
47.00 7.04 4.84 0.00
48.00 7.04 4.84 0.00
49.00 7.04 4.84 0.00
50.00 7.04 4.84 0.00
51.00 7.04 4.84 0.00

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 109
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 4.84" for 50 Year event
Inflow = 40.16 cfs @ 11.95 hrs, Volume= 1.929 of
Outflow = 24.17 cfs @ 12.05 hrs, Volume= 1.641 af, Atten= 40%, Lag= 5.7 min
Primary = 24.17 cfs @ 12.05 hrs, Volume= 1.641 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 624.25'@ 12.05 hrs Surf.Area= 8,582 sf Storage= 36,990 cf
Plug-Flow detention time=431.3 min calculated for 1.640 of(85% of inflow)
Center-of-Mass det. time= 365.3 min ( 1,166.6 - 801.3 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=23.93 cfs @ 12.05 hrs HW=624.25' (Free Discharge)
L1=Culvert (Passes 23.93 cfs of 51.00 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.09 cfs @ 10.97 fps)
3=Custom Weir/Orifice (Orifice Controls 14.31 cfs @ 4.77 fps)
4=Orifice/Grate (Weir Controls 9.53 cfs @ 1.62 fps)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 110
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
-'--'- - -1-L-1--1--1-J-L-L-L-1--1-J-L-L-L---'--'- -L-L------J-L-L-L-L-'--'- ■Inflow
44 --- — Primary_r_i__i_r�
i _7_ i
r_r_r_i__i_ ry
11
7180,4 1--
40
38 -i--i-�-�- -r-i--i-�-r-r-r-r-i-r-�-r-r-i- i �-rr�r 1r � ri-
34 ---- - - ------ - -+- ---- - -+- ------ -+- ------ ��++ -+- - ----
32 ---- - - - ----T-T-r------ - -r-r---I �� �7
30 -
28 ---- - - ------ - -+- ---- - -+- ------ -+- ------ - -+- - ----
W 26 —i--,— 24.17 cfs —i---- —r—r—r---- —r—r—r—----- —r—r—i---- —r—r—r—r—i--i-
24 ------ ------------------------------------------------------
3 22 ---- - ------ - -+- ---- - -+- ------ -+- ------ - -+- - ----
E20 —I--I—r— —I----I—r—T—r—r---I—r—r—r—r—I----I—r—r—r—I-----r—T—r—r—r---I-
18
16 -i--,- - ---i--i- - -+- -i--i- - -+- ---i--i- -+- ---i--i- - -+- - -,--i-
14 -, i- - -r-r -r-r - - -r -r-r-r
12
10-
8 -i--i- - -i----T-T-T-T----T-T-T-T------T-T-T-i-i--i- -T-T-T-T-i--,-
6 -L- --1--1-J-1-L-L-1--1-J-L-L-L-'-----L-L-L------J-L-L-L-L-'--'-
4
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
❑Primary
Orifice/Grate ------------ -L-----
624
-- --r r + - ---- -+
623
Custom Weir/Orifice
w
0 622
w
-
----r----- ----- ------ ---,- - -----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 111
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- II-------' -- ------ --- ----- -------- - ---'--I- -I I ---
I
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
---I---�'---I----IL--i -J--1---LL--1---1-1--L---1-i-1 -I--I- i-i-I---
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 112
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.00 0 619.00 0.00
7.50 0.15 529 619.11 0.01
10.00 0.58 3,224 619.59 0.03
12.50 3.15 29,891 623.40 5.64
15.00 0.94 25,018 622.78 1.04
17.50 0.61 24,375 622.70 0.65
20.00 0.41 24,022 622.65 0.46
22.50 0.37 23,858 622.63 0.38
25.00 0.00 23,134 622.53 0.12
27.50 0.00 22,445 622.44 0.07
30.00 0.00 21,822 622.36 0.07
32.50 0.00 21,207 622.28 0.07
35.00 0.00 20,599 622.20 0.07
37.50 0.00 19,999 622.11 0.07
40.00 0.00 19,407 622.03 0.07
42.50 0.00 18,823 621.95 0.06
45.00 0.00 18,248 621.87 0.06
47.50 0.00 17,680 621.80 0.06
50.00 0.00 17,120 621.72 0.06
52.50 0.00 16,568 621.64 0.06
55.00 0.00 16,024 621.56 0.06
57.50 0.00 15,489 621.49 0.06
60.00 0.00 14,962 621.41 0.06
62.50 0.00 14,443 621.34 0.06
65.00 0.00 13,933 621.26 0.06
67.50 0.00 13,431 621.19 0.06
70.00 0.00 12,937 621.12 0.05

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 113
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 114
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 115
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 3.07" for 50 Year event
Inflow = 50.47 cfs @ 12.05 hrs, Volume= 4.987 of
Primary = 50.47 cfs @ 12.05 hrs, Volume= 4.987 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
-I--I-T-T-T-T-I--I--I-T-T-r-T-I--I-T-T-T-T-I--I--I-T-T-T-I--I--I-T-T-r-T-T-I--I-
�1 C Inflow
55 -1--1-+- 50.47 cfs -I--I--I-+-+-+-+-1--1-+-+-+-rl--- I +-+-r------+/�-��+-,I+-+-+-I--I- ❑Primary
11 11 50.47 cfs 11 11 11 11 11 1 1 1 1 11 11 11 Inflow �I -Irea=1111119A81113111�Ic111
50
45 1 1
r-r-r-11-r-r-r-r-1--r 1-r-r-r-i-1- 1-r-r-r-r-r-1--1-
40 -1--1- - -1--1--1- -+-+- -1--1-+- -+-+-1--1--1- -+-+-1--1--1- -+-+- - -1--1-
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
35 -1--1- - -1--1--1-J-L-L-L-1--1-J-L-L-L-1--1--1- -L-L-1--1--1-J-L-L-L-L-1--1-
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
u 30 1 -1--1-i- -1--1--1- -1--1--1-
3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
�—°° 25 ---I-,- -I--I--I-T-T-r-T-I--I-T-T-r-T---I--I-T-T-T---I--I-T-T-r-T-T-I--I-
, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
20 -1--1-+- -1--1--1-+-+-+-+-1--1-+-+-+-+-1--1--1-+-+-+-1--1--1-+-+-+-+-+-1--1-
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
15 -1--1- 1- -1--1--1--11- -L-1--1--1--1- - -L-1--1--1- 1- -L-1--1--1--11- - -Ii-1--1--1-
10 -1--1-r- --1--1-r-r-r-Ir-1--1-r-r-r-r-1--1--1-r-T-r-1 -1--1-r-r-r-Ir-Ir-1--11-
5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 116
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.06 0.00 0.06
1.00 0.00 0.00 0.00 53.00 0.06 0.00 0.06
2.00 0.00 0.00 0.00 54.00 0.06 0.00 0.06
3.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06
4.00 0.00 0.00 0.00 56.00 0.06 0.00 0.06
5.00 0.00 0.00 0.00 57.00 0.06 0.00 0.06
6.00 0.00 0.00 0.00 58.00 0.06 0.00 0.06
7.00 0.00 0.00 0.00 59.00 0.06 0.00 0.06
8.00 0.01 0.00 0.01 60.00 0.06 0.00 0.06
9.00 0.02 0.00 0.02 61.00 0.06 0.00 0.06
10.00 0.03 0.00 0.03 62.00 0.06 0.00 0.06
11.00 0.42 0.00 0.42 63.00 0.06 0.00 0.06
12.00 36.05 0.00 36.05 64.00 0.06 0.00 0.06
13.00 8.67 0.00 8.67 65.00 0.06 0.00 0.06
14.00 4.48 0.00 4.48 66.00 0.06 0.00 0.06
15.00 3.31 0.00 3.31 67.00 0.06 0.00 0.06
16.00 2.64 0.00 2.64 68.00 0.06 0.00 0.06
17.00 2.22 0.00 2.22 69.00 0.05 0.00 0.05
18.00 1.98 0.00 1.98 70.00 0.05 0.00 0.05
19.00 1.73 0.00 1.73 71.00 0.05 0.00 0.05
20.00 1.48 0.00 1.48 72.00 0.05 0.00 0.05
21.00 1.35 0.00 1.35
22.00 1.30 0.00 1.30
23.00 1.25 0.00 1.25
24.00 1.20 0.00 1.20
25.00 0.12 0.00 0.12
26.00 0.07 0.00 0.07
27.00 0.07 0.00 0.07
28.00 0.07 0.00 0.07
29.00 0.07 0.00 0.07
30.00 0.07 0.00 0.07
31.00 0.07 0.00 0.07
32.00 0.07 0.00 0.07
33.00 0.07 0.00 0.07
34.00 0.07 0.00 0.07
35.00 0.07 0.00 0.07
36.00 0.07 0.00 0.07
37.00 0.07 0.00 0.07
38.00 0.07 0.00 0.07
39.00 0.07 0.00 0.07
40.00 0.07 0.00 0.07
41.00 0.06 0.00 0.06
42.00 0.06 0.00 0.06
43.00 0.06 0.00 0.06
44.00 0.06 0.00 0.06
45.00 0.06 0.00 0.06
46.00 0.06 0.00 0.06
47.00 0.06 0.00 0.06
48.00 0.06 0.00 0.06
49.00 0.06 0.00 0.06
50.00 0.06 0.00 0.06
51.00 0.06 0.00 0.06

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 117
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 2.53" for 50 Year event
Inflow = 5.07 cfs @ 12.10 hrs, Volume= 0.356 of
Primary = 5.07 cfs @ 12.10 hrs, Volume= 0.356 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
C Inflow
---I_-1_ 5.07cfs -1--1-J--1 - ----J-1-r-r---1-J-1-r-L----J-1-r- -----1-1-1- [I Primary
5.07 cfs Inflow IIAreaO .08 Illal6
5
-I--I-r- -r-I-r-r-r-r-I--I-r-r-r-r-r-I-r-r-r-r-I--I-r-r-r-r-r-I
--I-r-r-
4
---I-J- -1--1-J-1-r-L----J-1-L-r-1--1-J-1-r-L----J-1-L-L-----1-1-L-
y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
V 3
3 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
a -r-I-y- -r--y-rt-r-r-r--y-rt-r-r-r--y-rt-r-r-r--y-rt-r-r-r----rt-r-
2
-I__I_-I-i_r _r _I__I__I_i_ r -r -I__I_-I-i_r _I__I__I__I_
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type 11 24-hr 50 Year Rainfall=7.04"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 118
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.03 0.00 0.03 63.00 0.00 0.00 0.00
12.00 3.64 0.00 3.64 64.00 0.00 0.00 0.00
13.00 0.53 0.00 0.53 65.00 0.00 0.00 0.00
14.00 0.31 0.00 0.31 66.00 0.00 0.00 0.00
15.00 0.24 0.00 0.24 67.00 0.00 0.00 0.00
16.00 0.19 0.00 0.19 68.00 0.00 0.00 0.00
17.00 0.17 0.00 0.17 69.00 0.00 0.00 0.00
18.00 0.15 0.00 0.15 70.00 0.00 0.00 0.00
19.00 0.13 0.00 0.13 71.00 0.00 0.00 0.00
20.00 0.11 0.00 0.11 72.00 0.00 0.00 0.00
21.00 0.10 0.00 0.10
22.00 0.10 0.00 0.10
23.00 0.10 0.00 0.10
24.00 0.09 0.00 0.09
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 119
Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: POI #1 Predevelopment Runoff Area=815,942 sf 6.70% Impervious Runoff Depth=3.26"
Tc=24.4 min CN=60 Runoff=58.82 cfs 5.086 of
Subcatchment2S: POI #2 Predevelopment Runoff Area=106,262 sf 0.00% Impervious Runoff Depth=2.72"
Tc=18.3 min CN=55 Runoff=7.41 cfs 0.552 of
Subcatchment3S: Post-Development Runoff Area=640,460 sf 8.40% Impervious Runoff Depth=3.37"
Tc=24.4 min CN=61 Runoff=47.92 cfs 4.127 of
Subcatchment4S: POI #2 Runoff Area=73,518 sf 4.62% Impervious Runoff Depth=3.15"
Tc=16.7 min CN=59 Runoff=6.38 cfs 0.443 of
Subcatchment5S: Culvert Runoff Area=601,822 sf 9.68% Impervious Runoff Depth=3.37"
Tc=23.7 min CN=61 Runoff=45.79 cfs 3.878 of
SubcatchmentDA#1: Post-Development Runoff Area=208,217 sf 53.03% Impervious Runoff Depth=5.65"
Tc=5.0 min CN=81 Runoff=46.43 cfs 2.250 of
Pond BMP-1: BMP#1 (Wet Pond) Peak Elev=624.46' Storage=38,783 cf Inflow=46.43 cfs 2.250 of
Outflow=39.77 cfs 1.961 of
Link 1L: POI #1 Inflow=64.97 cfs 6.089 of
Primary=64.97 cfs 6.089 of
Link 2L: POI #2 Inflow=6.38 cfs 0.443 of
Primary=6.38 cfs 0.443 of
Total Runoff Area = 56.158 ac Runoff Volume = 16.337 of Average Runoff Depth = 3.49"
88.53% Pervious = 49.717 ac 11.47% Impervious = 6.441 ac

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 120
Summary for Subcatchment 1S: POI #1 Predevelopment
Runoff = 58.82 cfs @ 12.19 hrs, Volume= 5.086 af, Depth= 3.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
543,022 55 Woods, Good, HSG B
54,658 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
209,175 61 >75% Grass cover, Good, HSG B
815,942 60 Weighted Average
761,284 93.30% Pervious Area
54,658 6.70% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 1S: POI #1 Predevelopment
Hydrograph
-L---'--'- - -L-1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-L-L-1--1--1-J-J-L-1-L-L-L-L-
65 Runoff
60-: 58.82 cfs y }p ��
- ------ - - -+-+-+-------------- -+-+-r-r- -----
55 I I I I I I I 1
-�- - -� - - -+-+-+- 7-4-4100YVai1rRainfa►fIr7.90`-
50
-�- �- -� -+—+—+—+—+— +—+—R—UhOffAee'& ■5�9�42-�f-
45
- - - ------------ - -
40 Iu11offlVa'lurpe=5�0��
Runoff
35 Depth=3.26"
,° 30 TCT24.4 Min
-r---I-T +-+-+-+-r-r-r-r------+-+-+-+-r-r-r-+----+-+-+-+-+-+-r-r-
25 � (�
-7------7 7-7-r-r-r-I I -I--I--I---7-7-+-+-r-r-7-I--I--I-7-7-r--p4 Y07-
20
—7------ -7—T—r—r—I—I--------7-7—T—T—r-7-7------7— — -7—T—r—r-7-
15
7-7-r-r-r-i-r r i- i- i-7-7-+_T-r-r-7- -1--1 -1-7 T T -T- r
107 1 1
1 i 1
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 6264 66 6870 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 121
Hydrograph for Subcatchment 1S: POI #1 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 3.26 0.00
1.00 0.08 0.00 0.00 53.00 7.90 3.26 0.00
2.00 0.17 0.00 0.00 54.00 7.90 3.26 0.00
3.00 0.27 0.00 0.00 55.00 7.90 3.26 0.00
4.00 0.38 0.00 0.00 56.00 7.90 3.26 0.00
5.00 0.50 0.00 0.00 57.00 7.90 3.26 0.00
6.00 0.63 0.00 0.00 58.00 7.90 3.26 0.00
7.00 0.78 0.00 0.00 59.00 7.90 3.26 0.00
8.00 0.95 0.00 0.00 60.00 7.90 3.26 0.00
9.00 1.16 0.00 0.00 61.00 7.90 3.26 0.00
10.00 1.43 0.00 0.02 62.00 7.90 3.26 0.00
11.00 1.86 0.04 0.82 63.00 7.90 3.26 0.00
12.00 5.24 1.44 30.05 64.00 7.90 3.26 0.00
13.00 6.10 1.99 8.76 65.00 7.90 3.26 0.00
14.00 6.48 2.24 4.51 66.00 7.90 3.26 0.00
15.00 6.74 2.42 3.36 67.00 7.90 3.26 0.00
16.00 6.95 2.57 2.69 68.00 7.90 3.26 0.00
17.00 7.12 2.69 2.27 69.00 7.90 3.26 0.00
18.00 7.28 2.80 2.03 70.00 7.90 3.26 0.00
19.00 7.41 2.90 1.78 71.00 7.90 3.26 0.00
20.00 7.52 2.98 1.52 72.00 7.90 3.26 0.00
21.00 7.62 3.05 1.39
22.00 7.72 3.12 1.34
23.00 7.81 3.19 1.29
24.00 7.90 3.26 1.24
25.00 7.90 3.26 0.01
26.00 7.90 3.26 0.00
27.00 7.90 3.26 0.00
28.00 7.90 3.26 0.00
29.00 7.90 3.26 0.00
30.00 7.90 3.26 0.00
31.00 7.90 3.26 0.00
32.00 7.90 3.26 0.00
33.00 7.90 3.26 0.00
34.00 7.90 3.26 0.00
35.00 7.90 3.26 0.00
36.00 7.90 3.26 0.00
37.00 7.90 3.26 0.00
38.00 7.90 3.26 0.00
39.00 7.90 3.26 0.00
40.00 7.90 3.26 0.00
41.00 7.90 3.26 0.00
42.00 7.90 3.26 0.00
43.00 7.90 3.26 0.00
44.00 7.90 3.26 0.00
45.00 7.90 3.26 0.00
46.00 7.90 3.26 0.00
47.00 7.90 3.26 0.00
48.00 7.90 3.26 0.00
49.00 7.90 3.26 0.00
50.00 7.90 3.26 0.00
51.00 7.90 3.26 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 122
Summary for Subcatchment 2S: POI #2 Predevelopment
Runoff = 7.41 cfs @ 12.12 hrs, Volume= 0.552 af, Depth= 2.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
106,262 55 Woods, Good, HSG B
106,262 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
18.3 Direct Entry,
Subcatchment 2S: POI #2 Predevelopment
Hydrograph
8 ■Runoff
7.41 cfs
-+--+-+- -+-+-+-+-+-I--I--I- +-+ +-+-+------+-+-+Ty"11
7
100 Year IRainfaill�p.00"
6 RUhOff A e';a=10!6�2;62 isf
5 - - -J- - - - - -I- - -;1 L-1off'1 -Iro-I 1=`OII-I-f
N I I I I I I
+---I-+ _+ +-+-+-+---I--I- - -+-+-+-+-+-Rulnioff+Qepth:2.727
0 4
LL Tc"18.3 Min
-------- -+ _
3
—L———'—L— —1—+—L—L—L———I——I—J—J—1—L—L—L—L——————J—J—+—+—L—L—L -
2
-+---I-+- +-+-+-+-+-++-+-+-+-+-+-+-+-+-+--+-+-+-+-+-+-+-+-----I-+-
1 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 123
Hydrograph for Subcatchment 2S: POI #2 Predevelopment
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 2.72 0.00
1.00 0.08 0.00 0.00 53.00 7.90 2.72 0.00
2.00 0.17 0.00 0.00 54.00 7.90 2.72 0.00
3.00 0.27 0.00 0.00 55.00 7.90 2.72 0.00
4.00 0.38 0.00 0.00 56.00 7.90 2.72 0.00
5.00 0.50 0.00 0.00 57.00 7.90 2.72 0.00
6.00 0.63 0.00 0.00 58.00 7.90 2.72 0.00
7.00 0.78 0.00 0.00 59.00 7.90 2.72 0.00
8.00 0.95 0.00 0.00 60.00 7.90 2.72 0.00
9.00 1.16 0.00 0.00 61.00 7.90 2.72 0.00
10.00 1.43 0.00 0.00 62.00 7.90 2.72 0.00
11.00 1.86 0.01 0.02 63.00 7.90 2.72 0.00
12.00 5.24 1.10 4.83 64.00 7.90 2.72 0.00
13.00 6.10 1.57 0.85 65.00 7.90 2.72 0.00
14.00 6.48 1.80 0.50 66.00 7.90 2.72 0.00
15.00 6.74 1.96 0.38 67.00 7.90 2.72 0.00
16.00 6.95 2.09 0.31 68.00 7.90 2.72 0.00
17.00 7.12 2.20 0.26 69.00 7.90 2.72 0.00
18.00 7.28 2.30 0.24 70.00 7.90 2.72 0.00
19.00 7.41 2.39 0.21 71.00 7.90 2.72 0.00
20.00 7.52 2.46 0.18 72.00 7.90 2.72 0.00
21.00 7.62 2.53 0.16
22.00 7.72 2.59 0.16
23.00 7.81 2.66 0.15
24.00 7.90 2.72 0.15
25.00 7.90 2.72 0.00
26.00 7.90 2.72 0.00
27.00 7.90 2.72 0.00
28.00 7.90 2.72 0.00
29.00 7.90 2.72 0.00
30.00 7.90 2.72 0.00
31.00 7.90 2.72 0.00
32.00 7.90 2.72 0.00
33.00 7.90 2.72 0.00
34.00 7.90 2.72 0.00
35.00 7.90 2.72 0.00
36.00 7.90 2.72 0.00
37.00 7.90 2.72 0.00
38.00 7.90 2.72 0.00
39.00 7.90 2.72 0.00
40.00 7.90 2.72 0.00
41.00 7.90 2.72 0.00
42.00 7.90 2.72 0.00
43.00 7.90 2.72 0.00
44.00 7.90 2.72 0.00
45.00 7.90 2.72 0.00
46.00 7.90 2.72 0.00
47.00 7.90 2.72 0.00
48.00 7.90 2.72 0.00
49.00 7.90 2.72 0.00
50.00 7.90 2.72 0.00
51.00 7.90 2.72 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 124
Summary for Subcatchment 3S: Post-Development ByPass POI #1
Runoff = 47.92 cfs @ 12.19 hrs, Volume= 4.127 af, Depth= 3.37"
Routed to Link 1 L : POI #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
406,538 55 Woods, Good, HSG B
53,797 98 Impervious (Bldgs, Driveways, Rds)
9,087 79 Pasture/grassland/range, Poor, HSG B
171,038 61 >75% Grass cover, Good, HSG B
640,460 61 Weighted Average
586,663 91.60% Pervious Area
53,797 8.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.4 Direct Entry,
Subcatchment 3S: Post-Development ByPass POI #1
Hydrograph
' -'--'--'--'--'-I'-I'-I'- '-- '--'--'--'--'--'--'--'-I'-I' -I' - '--'--'--'--'--'--'--'--'-I'-I'- '-- '--'--'-- ❑Runoff
50 47.92 cfs J
+ + + + + + + + + + + + + + Type-1
ye a 1� T q-rP-
45 �++��ff �i
- - - - - - - - 4M Year'RAftf [1;=7.M" -
40
- b"ffA6&640�4'II 0-!10f--
35
-t-T-T------------4-T-1�"gOffY0 1 r-
w 30 I 1 ��
Runoff Qelp6=137-'--
25 Tc�"_24.4 Min
20
-T------T -7-T-T-T------------7-T-T-T-T-T-T------T-T-T-r-+-T-+-Ir-
-----'--'- - - - - ---------'--'- - - - -r - ---------'--'- - - - - -'--
10
-+-I--I--I- +-+-+-+-+------------+-+-+-+-+-+-+------+-+-+-+-+-+-+-+-
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 125
Hydrograph for Subcatchment 3S: Post-Development ByPass POI #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 3.37 0.00
1.00 0.08 0.00 0.00 53.00 7.90 3.37 0.00
2.00 0.17 0.00 0.00 54.00 7.90 3.37 0.00
3.00 0.27 0.00 0.00 55.00 7.90 3.37 0.00
4.00 0.38 0.00 0.00 56.00 7.90 3.37 0.00
5.00 0.50 0.00 0.00 57.00 7.90 3.37 0.00
6.00 0.63 0.00 0.00 58.00 7.90 3.37 0.00
7.00 0.78 0.00 0.00 59.00 7.90 3.37 0.00
8.00 0.95 0.00 0.00 60.00 7.90 3.37 0.00
9.00 1.16 0.00 0.00 61.00 7.90 3.37 0.00
10.00 1.43 0.00 0.06 62.00 7.90 3.37 0.00
11.00 1.86 0.05 0.76 63.00 7.90 3.37 0.00
12.00 5.24 1.51 24.79 64.00 7.90 3.37 0.00
13.00 6.10 2.07 7.05 65.00 7.90 3.37 0.00
14.00 6.48 2.33 3.62 66.00 7.90 3.37 0.00
15.00 6.74 2.52 2.69 67.00 7.90 3.37 0.00
16.00 6.95 2.67 2.15 68.00 7.90 3.37 0.00
17.00 7.12 2.79 1.82 69.00 7.90 3.37 0.00
18.00 7.28 2.90 1.62 70.00 7.90 3.37 0.00
19.00 7.41 3.00 1.42 71.00 7.90 3.37 0.00
20.00 7.52 3.08 1.21 72.00 7.90 3.37 0.00
21.00 7.62 3.16 1.11
22.00 7.72 3.23 1.07
23.00 7.81 3.30 1.03
24.00 7.90 3.37 0.99
25.00 7.90 3.37 0.01
26.00 7.90 3.37 0.00
27.00 7.90 3.37 0.00
28.00 7.90 3.37 0.00
29.00 7.90 3.37 0.00
30.00 7.90 3.37 0.00
31.00 7.90 3.37 0.00
32.00 7.90 3.37 0.00
33.00 7.90 3.37 0.00
34.00 7.90 3.37 0.00
35.00 7.90 3.37 0.00
36.00 7.90 3.37 0.00
37.00 7.90 3.37 0.00
38.00 7.90 3.37 0.00
39.00 7.90 3.37 0.00
40.00 7.90 3.37 0.00
41.00 7.90 3.37 0.00
42.00 7.90 3.37 0.00
43.00 7.90 3.37 0.00
44.00 7.90 3.37 0.00
45.00 7.90 3.37 0.00
46.00 7.90 3.37 0.00
47.00 7.90 3.37 0.00
48.00 7.90 3.37 0.00
49.00 7.90 3.37 0.00
50.00 7.90 3.37 0.00
51.00 7.90 3.37 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 126
Summary for Subcatchment 4S: POI #2 Post-Development
Runoff = 6.38 cfs @ 12.10 hrs, Volume= 0.443 af, Depth= 3.15"
Routed to Link 2L : POI #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
42,969 55 Woods, Good, HSG B
3,396 98 Greenway
27,153 61 >75% Grass cover, Good, HSG B
73,518 59 Weighted Average
70,122 95.38% Pervious Area
3,396 4.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.7 Direct Entry,
Subcatchment 4S: POI #2 Post-Development
Hydrograph
7 ■Runoff
6.38 cfs
-Ty
6
100 Year IRainfaill;=p.00"
5 Ruhoff Aee&=713#5';18 isf
-'r-I--I- - -!-!-!-'r-'r------,-,-7-!-!1 0offlV010 rM
=040 Of-
4 Runoff Dlepth=3.115"
3
_o -------- -------- ----------'TZ,-l6.7t`n1d
---------------------
a 3 I�I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I `.►�_��
-T---I-T- -T-T-T-T-T------T-T-T-T-T-T-T------T-T-T-T-T-T-T-----I-T-
2
1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 2830 3234 36 3840 4244 46 4850 5254 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 127
Hydrograph for Subcatchment 4S: POI #2 Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 3.15 0.00
1.00 0.08 0.00 0.00 53.00 7.90 3.15 0.00
2.00 0.17 0.00 0.00 54.00 7.90 3.15 0.00
3.00 0.27 0.00 0.00 55.00 7.90 3.15 0.00
4.00 0.38 0.00 0.00 56.00 7.90 3.15 0.00
5.00 0.50 0.00 0.00 57.00 7.90 3.15 0.00
6.00 0.63 0.00 0.00 58.00 7.90 3.15 0.00
7.00 0.78 0.00 0.00 59.00 7.90 3.15 0.00
8.00 0.95 0.00 0.00 60.00 7.90 3.15 0.00
9.00 1.16 0.00 0.00 61.00 7.90 3.15 0.00
10.00 1.43 0.00 0.00 62.00 7.90 3.15 0.00
11.00 1.86 0.03 0.07 63.00 7.90 3.15 0.00
12.00 5.24 1.37 4.69 64.00 7.90 3.15 0.00
13.00 6.10 1.90 0.64 65.00 7.90 3.15 0.00
14.00 6.48 2.15 0.38 66.00 7.90 3.15 0.00
15.00 6.74 2.33 0.29 67.00 7.90 3.15 0.00
16.00 6.95 2.47 0.23 68.00 7.90 3.15 0.00
17.00 7.12 2.59 0.20 69.00 7.90 3.15 0.00
18.00 7.28 2.70 0.18 70.00 7.90 3.15 0.00
19.00 7.41 2.79 0.15 71.00 7.90 3.15 0.00
20.00 7.52 2.87 0.13 72.00 7.90 3.15 0.00
21.00 7.62 2.95 0.12
22.00 7.72 3.02 0.12
23.00 7.81 3.08 0.11
24.00 7.90 3.15 0.11
25.00 7.90 3.15 0.00
26.00 7.90 3.15 0.00
27.00 7.90 3.15 0.00
28.00 7.90 3.15 0.00
29.00 7.90 3.15 0.00
30.00 7.90 3.15 0.00
31.00 7.90 3.15 0.00
32.00 7.90 3.15 0.00
33.00 7.90 3.15 0.00
34.00 7.90 3.15 0.00
35.00 7.90 3.15 0.00
36.00 7.90 3.15 0.00
37.00 7.90 3.15 0.00
38.00 7.90 3.15 0.00
39.00 7.90 3.15 0.00
40.00 7.90 3.15 0.00
41.00 7.90 3.15 0.00
42.00 7.90 3.15 0.00
43.00 7.90 3.15 0.00
44.00 7.90 3.15 0.00
45.00 7.90 3.15 0.00
46.00 7.90 3.15 0.00
47.00 7.90 3.15 0.00
48.00 7.90 3.15 0.00
49.00 7.90 3.15 0.00
50.00 7.90 3.15 0.00
51.00 7.90 3.15 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 128
Summary for Subcatchment 5S: Culvert Post-Development
Runoff = 45.79 cfs @ 12.18 hrs, Volume= 3.878 af, Depth= 3.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
359,379 55 Woods, Good, HSG B
58,277 98 Paved parking, HSG B
9,087 79 Pasture/grassland/range, Poor, HSG B
175,079 61 >75% Grass cover, Good, HSG B
601,822 61 Weighted Average
543,545 90.32% Pervious Area
58,277 9.68% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
23.7 Direct Entry,
Subcatchment 5S: Culvert Post-Development
Hydrograph
—
r------ —T—T—T—T—T—T—I—I--------T—T—T—T—r—r—r------T— —T—T—T—T—T—r-
50 L-1--1--'-1- - -1-1-L-L-1--1--1--1--1--1-1-1-+-1-L-L_1------1-1- -1-1-L-L-1- �RUnoff
�I I
48 � -�-I--I- 4579cfs �-T-T-T-T-r
I I I I I I I I I I I I -iI -II--II--II--II-TI- I -+I -TI I --I----I----'I- - - - --T-
46 -L-L-L
T— —T—T — T—T— r— —I— I— IYhl T-6T-MMn
44 y �-
-42 -L-1--1--1-1 -1-1-1—L-L-1--1--1--1--1--1-1-1-+-+-L_L-L-1--1--1-1-1-1-1-1-L-L-L-
40 - -----I-T -T-T-T-T-T------------T-T-TIOO Year IR'ainf�►[I�7.90".-
/ ———————I——I —I—I—I—I—I————————————I—I———————————————I II—————I—_———————
38 I I I I I I I I I I I I I I I I I I p`.y,�� ;� I/� y, �►�y A j
36 r-----I-+ -+-+-r-r-r-r-r-r------+-+- R ibff-� �'a 601a 22-i� -
34 -'i-------'i - 1I- 1I- 'i- 'i-'i-'i-'i-------'i- 1I-I------ --------------------------
32 -r-+---I-+ -+-+-+-+-r-r-r-r------+-+- a#fIVol 0=1810-0-
-------�--� - -I-�-�-�------------I-I--------------------------------
,... 30 I I I I I I I I I I I I I I I I I I I I I I u 28 � - I I I I I I I Ih=Ir
26 -
_p 24 -
, I
, i
20 -+-----I-+ +-+-+-+-+------------+-+-+-+-r-+-+------+-+-+- +- +-
18 j,I I I I-i 1 1�--�-
I I I I I I I I I I
167 1-+-+-L------------1-+-+-+- - - ------ - -1-1-+-+-+- -
� i
14 -�--�--�--�-
12 - ---'--'- 1-1-+-1-L-1--1--1--1--1--1-1-1-+-+- - - ---'--'- - -1-1-+-1-L- -
10 _T__T_T_T_
8 - ---'--'— — — —+— ------------4—+—+—+— — — ———'——'— — — — — —+— — —
, i
-I,-----I- - - - -I -I,-I,-
------- - -
6 - - -I,-I,---------- - - - -I -I,-
4 - ---'--'- -1-1-L-1--1--1--1--1--1-1-a- -+- - - ---'--'- - -1-1-1-1-L- -
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 129
Hydrograph for Subcatchment 5S: Culvert Post-Development
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 3.37 0.00
1.00 0.08 0.00 0.00 53.00 7.90 3.37 0.00
2.00 0.17 0.00 0.00 54.00 7.90 3.37 0.00
3.00 0.27 0.00 0.00 55.00 7.90 3.37 0.00
4.00 0.38 0.00 0.00 56.00 7.90 3.37 0.00
5.00 0.50 0.00 0.00 57.00 7.90 3.37 0.00
6.00 0.63 0.00 0.00 58.00 7.90 3.37 0.00
7.00 0.78 0.00 0.00 59.00 7.90 3.37 0.00
8.00 0.95 0.00 0.00 60.00 7.90 3.37 0.00
9.00 1.16 0.00 0.00 61.00 7.90 3.37 0.00
10.00 1.43 0.00 0.06 62.00 7.90 3.37 0.00
11.00 1.86 0.05 0.73 63.00 7.90 3.37 0.00
12.00 5.24 1.51 24.53 64.00 7.90 3.37 0.00
13.00 6.10 2.07 6.49 65.00 7.90 3.37 0.00
14.00 6.48 2.33 3.38 66.00 7.90 3.37 0.00
15.00 6.74 2.52 2.53 67.00 7.90 3.37 0.00
16.00 6.95 2.67 2.01 68.00 7.90 3.37 0.00
17.00 7.12 2.79 1.71 69.00 7.90 3.37 0.00
18.00 7.28 2.90 1.52 70.00 7.90 3.37 0.00
19.00 7.41 3.00 1.33 71.00 7.90 3.37 0.00
20.00 7.52 3.08 1.14 72.00 7.90 3.37 0.00
21.00 7.62 3.16 1.04
22.00 7.72 3.23 1.01
23.00 7.81 3.30 0.97
24.00 7.90 3.37 0.93
25.00 7.90 3.37 0.01
26.00 7.90 3.37 0.00
27.00 7.90 3.37 0.00
28.00 7.90 3.37 0.00
29.00 7.90 3.37 0.00
30.00 7.90 3.37 0.00
31.00 7.90 3.37 0.00
32.00 7.90 3.37 0.00
33.00 7.90 3.37 0.00
34.00 7.90 3.37 0.00
35.00 7.90 3.37 0.00
36.00 7.90 3.37 0.00
37.00 7.90 3.37 0.00
38.00 7.90 3.37 0.00
39.00 7.90 3.37 0.00
40.00 7.90 3.37 0.00
41.00 7.90 3.37 0.00
42.00 7.90 3.37 0.00
43.00 7.90 3.37 0.00
44.00 7.90 3.37 0.00
45.00 7.90 3.37 0.00
46.00 7.90 3.37 0.00
47.00 7.90 3.37 0.00
48.00 7.90 3.37 0.00
49.00 7.90 3.37 0.00
50.00 7.90 3.37 0.00
51.00 7.90 3.37 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 130
Summary for Subcatchment DA #1: Post-Development Pond #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 46.43 cfs @ 11.95 hrs, Volume= 2.250 af, Depth= 5.65"
Routed to Pond BMP-1 : BMP#1 (Wet Pond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Year Rainfall=7.90"
Area (so CN Description
15,333 98 Sidewalk
38,202 98 Lots (Building, walkway, patios)
14,549 98 Driveways
42,297 98 Roadway
44 98 CBU Pads
97,792 61 >75% Grass cover, Good, HSG B
208,217 81 Weighted Average
97,792 46.97% Pervious Area
110,425 53.03% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment DA #1: Post-Development Pond #1
Hydrograph
-r------ -,-7-7-T-T-7-I-I--------7-7-T-T-r-r-r------r- -7-7-T-r-T-r-
52 -L-'--'--'-L-L-L-1-L-L-L-1--1--1--1--1--1-1-1-1-1-L-L-L-1--1--1-J-J-L-1-L-L-L-L-
I I I I I ■Runoff
r-r-I- I-r-7-7-7-r-r-r-r-r r I- I- I-7-T-T-T-r-r-r-IF-IF I-r-r-7-7-r-r-r-r-
48 -L 46.43 cfs -
46 T-Ir-11--11--,--, - I- I- Ir- Ir-Ir
-Ir-Ir-------- - - - - - - ---II--I pFI- I
44 -L-----'-L - -1-L-L-L-1--1--1--1--1--1-L-L-L-L-L-yrr-yiL�'-r--R-'Tyl I I-1I- /}}M�_ -L-
42 -Ir-----II- - -7-T-T-7-II-II--------7-7-TJIRf11-l�K{AJ-Ill>l l� It l��L©F�-
40 - ---'--'- -L-1-L-L-L-1--1--1--1--1--1-L-L-L
� I I I I I I I I I I I I I I I I I I I I��I� I� I I II, I I �Iry Ip I I *IC I I
38 -L-'--'--'- -L-1-L-L-L-1--1--1--1--1--1-1-L- i�FFWf �11�i' 6V6 �f-tf
-
36
34 -L-'--'--'- -L-L-L-L-L-'--'--'--'--'--'-L-L Ap'T f -I O 1-f','0= �2-5 r- -
32 1r- /��* -O�7yIr^
N 30 -r---I--I- - r-r-r-r-i- -I- @-r-r-------I--I- �-r�-;-y.;-;-r-
_ -L---'--'- - off 28 i 1 I I
3 26 r-I--I--I- 7 7 T T r r r 7 7 T T r-r-r 1 7 7-7-T T-T-r
0 24
- - - -1-1-L-L-1--1--1--1--1--1-1-1-1-L-L-L- ------L�
- - --------- - - - - - - -------- - - - - - - - -------- -
2O -L---'--'- -1-1-L-L-L-'--'--'-------1-1-1-1-L-L-L------L-L-L- L L-
= �
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
16 - ---'--'- - -'-+-+-+-----------'-+- -+-+-+-+- -----'-+- - -'-+-+-+- -
14 -�r-----�I- - - -------�r-�r-------�I- - - - -----r-------I-i- - -------r-
r-I--I- I- 7-7-r-r-r-r-r r I- I- I-7-T-T-T-r-r-r-I--I- I-r-r-7-7-r-r-r-r-
8 -L---'--'- -1-1-L-L-L-'--'--'--'--'--'-1-1-1-1-L-L-L-'--'--'-J-J-1-1-L-L-L-L-
- -------- - - - - - - - - - - - - - - ----- I-
I I I I I I I I I I I I I I I I I I
4 -+---'--'- -+-+-+-+-'--'--'--'--'--'-+-+-+-+-+-+-+-'--'--'-+-+-+-+-+-+-+-+-
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 131
Hydrograph for Subcatchment DA #1: Post-Development Pond #1
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 52.00 7.90 5.65 0.00
1.00 0.08 0.00 0.00 53.00 7.90 5.65 0.00
2.00 0.17 0.00 0.00 54.00 7.90 5.65 0.00
3.00 0.27 0.00 0.00 55.00 7.90 5.65 0.00
4.00 0.38 0.00 0.00 56.00 7.90 5.65 0.00
5.00 0.50 0.00 0.01 57.00 7.90 5.65 0.00
6.00 0.63 0.01 0.08 58.00 7.90 5.65 0.00
7.00 0.78 0.04 0.16 59.00 7.90 5.65 0.00
8.00 0.95 0.08 0.25 60.00 7.90 5.65 0.00
9.00 1.16 0.16 0.47 61.00 7.90 5.65 0.00
10.00 1.43 0.28 0.72 62.00 7.90 5.65 0.00
11.00 1.86 0.52 1.56 63.00 7.90 5.65 0.00
12.00 5.24 3.20 39.49 64.00 7.90 5.65 0.00
13.00 6.10 3.97 2.26 65.00 7.90 5.65 0.00
14.00 6.48 4.32 1.35 66.00 7.90 5.65 0.00
15.00 6.74 4.57 1.08 67.00 7.90 5.65 0.00
16.00 6.95 4.76 0.83 68.00 7.90 5.65 0.00
17.00 7.12 4.92 0.73 69.00 7.90 5.65 0.00
18.00 7.28 5.06 0.65 70.00 7.90 5.65 0.00
19.00 7.41 5.19 0.56 71.00 7.90 5.65 0.00
20.00 7.52 5.29 0.47 72.00 7.90 5.65 0.00
21.00 7.62 5.39 0.45
22.00 7.72 5.48 0.43
23.00 7.81 5.56 0.41
24.00 7.90 5.65 0.40
25.00 7.90 5.65 0.00
26.00 7.90 5.65 0.00
27.00 7.90 5.65 0.00
28.00 7.90 5.65 0.00
29.00 7.90 5.65 0.00
30.00 7.90 5.65 0.00
31.00 7.90 5.65 0.00
32.00 7.90 5.65 0.00
33.00 7.90 5.65 0.00
34.00 7.90 5.65 0.00
35.00 7.90 5.65 0.00
36.00 7.90 5.65 0.00
37.00 7.90 5.65 0.00
38.00 7.90 5.65 0.00
39.00 7.90 5.65 0.00
40.00 7.90 5.65 0.00
41.00 7.90 5.65 0.00
42.00 7.90 5.65 0.00
43.00 7.90 5.65 0.00
44.00 7.90 5.65 0.00
45.00 7.90 5.65 0.00
46.00 7.90 5.65 0.00
47.00 7.90 5.65 0.00
48.00 7.90 5.65 0.00
49.00 7.90 5.65 0.00
50.00 7.90 5.65 0.00
51.00 7.90 5.65 0.00

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 132
Summary for Pond BMP-1: BMP #1 (Wet Pond)
Inflow Area = 4.780 ac, 53.03% Impervious, Inflow Depth = 5.65" for 100 Year event
Inflow = 46.43 cfs @ 11.95 hrs, Volume= 2.250 of
Outflow = 39.77 cfs @ 12.01 hrs, Volume= 1.961 af, Atten= 14%, Lag= 3.5 min
Primary = 39.77 cfs @ 12.01 hrs, Volume= 1.961 of
Routed to Link 1 L : POI #1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Peak Elev= 624.46'@ 12.01 hrs Surf.Area= 8,705 sf Storage= 38,783 cf
Plug-Flow detention time=372.3 min calculated for 1.961 of(87% of inflow)
Center-of-Mass det. time= 311.1 min ( 1,108.0 - 796.9 )
Volume Invert Avail.Storage Storage Description
#1 619.00' 43,609 cf Custom Stage Data (Prismatic)-isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
619.00 4,938 0 0
619.50 5,764 2,676 2,676
620.00 6,208 2,993 5,669
621.00 6,742 6,475 12,144
622.00 7,291 7,017 19,160
623.00 7,855 7,573 26,733
624.00 8,434 8,145 34,878
625.00 9,029 8,732 43,609
Device Routing Invert Outlet Devices
#1 Primary 618.34' 30.0" Round Culvert
L= 67.7' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 618.34'/618.00' S= 0.0050 '/' Cc= 0.900
n= 0.013 Concrete sewer w/manholes& inlets, Flow Area= 4.91 sf
#2 Device 1 619.00' 1.2"Vert. WQ Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 622.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.50
Width (feet) 2.00 2.00
#4 Device 1 624.00' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=37.00 cfs @ 12.01 hrs HW=624.42' (Free Discharge)
L1=Culvert (Passes 37.00 cfs of 51.94 cfs potential flow)
2=WQ Orifice (Orifice Controls 0.09 cfs @ 11.16 fps)
3=Custom Weir/Orifice (Orifice Controls 15.64 cfs @ 5.21 fps)
4=Orifice/Grate (Weir Controls 21.28 cfs @ 2.12 fps)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 133
Pond BMP-1: BMP #1 (Wet Pond)
Hyd rog raph
- -1-1-L------J-1-L- -1--1-J-1-1-L-1--'--'- -1-L------J-1-L- - -'--'-
,'1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 ■Inflow
50 4643 cfs. ❑Primary
- -�- -
--I--I- -F-r- --- -T-1-1-flQ—'A-'- 4.7�80 ---'-
, 1
45 ----1-1- -1--1--1-J-1-L-L-1--1-J-1-1-L-'--'--'-1JAA1-L-1--'--1-/�-J-1-/CL�--LL-L-'--'-
39.77 cfs '',RCcIK �IIIGIT r- li'0 III
40 -+-1-+- -+-1--1-+-+-r-r-1--1-+-+-+-r-r-1--1-+-+-r-r-1--1-+-+-+-r-r-1--1-
StOr a =;3''8'' 783 Cf1
35 -- -------------------------- J
w 30 -i--i- - ---i--1- - - - -i--1- - - - ---i--1- - - ---i--1- - - - - -i--i-
�--
3 25 ---- - -------- - -------- - - ------ - - -------- - --------
0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL
i
i
20-
-1 1 L L -J -1 L L -1 L L -1 1 L L L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
15 J� -1--1- +-r-r-r-1- -7-r-r-r-1- -7-r-r-r-1-�-
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
10 ' I-
- - -------- - -------- - - ------ - - -------- - --------
5-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Discharge
625
❑Primary
Orifice/Grate ------------ -1-----
624
-- --+ T - ---- -�
623
Custom Weir/Orifice
w
.0 622
1 1 1 1 1 1
w 1 1 1 1 1 1
w
-
----------T----- ------ ---- - -----
621
620
WQ Orifice
619
0 5 10 15 20 25 30 35 40 45 50
Discharge (cfs)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 134
Pond BMP-1: BMP #1 (Wet Pond)
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-fi)
0 500 1,000 1,500 2,000 2,5003,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,0008,500 9,000 Surface
■Storage
625
-
--'--- '-------' -- ------ --- ----- -------- - ---'--I- -I I ---
'
624
------�-------+--+---+--+---��----- -I--�- -+-+-----I-+- +-+-I---
623
w
VI u I II I I I I I I I I I I I I I I I I I
0 622
> II I I I I I
w I u I II I I I I I I I I I I I I I I I I I I I
w
621
------�- r-
--Ir--+---I-------rr-----rt---r---I -t---r--y---+-t-I---
620
Custom Stage Data
619
0 5,000 10,000 15,000 20,000 25,600 30,000 35,000 40,000
Storage(cubic-feet)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 135
Hydrograph for Pond BMP-1: BMP #1 (Wet Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 619.00 0.00
2.50 0.00 0 619.00 0.00
5.00 0.01 3 619.00 0.00
7.50 0.21 883 619.17 0.01
10.00 0.72 4,396 619.79 0.03
12.50 3.61 30,328 623.45 6.15
15.00 1.08 25,220 622.81 1.19
17.50 0.69 24,528 622.72 0.73
20.00 0.47 24,138 622.67 0.51
22.50 0.42 23,970 622.64 0.43
25.00 0.00 23,166 622.54 0.12
27.50 0.00 22,464 622.45 0.07
30.00 0.00 21,841 622.36 0.07
32.50 0.00 21,225 622.28 0.07
35.00 0.00 20,618 622.20 0.07
37.50 0.00 20,018 622.12 0.07
40.00 0.00 19,425 622.04 0.07
42.50 0.00 18,841 621.96 0.06
45.00 0.00 18,265 621.88 0.06
47.50 0.00 17,697 621.80 0.06
50.00 0.00 17,137 621.72 0.06
52.50 0.00 16,585 621.64 0.06
55.00 0.00 16,041 621.57 0.06
57.50 0.00 15,505 621.49 0.06
60.00 0.00 14,978 621.41 0.06
62.50 0.00 14,459 621.34 0.06
65.00 0.00 13,948 621.26 0.06
67.50 0.00 13,446 621.19 0.06
70.00 0.00 12,952 621.12 0.05

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 136
Stage-Discharge for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs)
619.00 0.00 621.60 0.06 624.20 21.04
619.05 0.00 621.65 0.06 624.25 24.24
619.10 0.01 621.70 0.06 624.30 27.72
619.15 0.01 621.75 0.06 624.35 31.46
619.20 0.01 621.80 0.06 624.40 35.44
619.25 0.02 621.85 0.06 624.45 39.64
619.30 0.02 621.90 0.06 624.50 44.05
619.35 0.02 621.95 0.06 624.55 48.65
619.40 0.02 622.00 0.06 624.60 52.90
619.45 0.02 622.05 0.07 624.65 53.17
619.50 0.03 622.10 0.07 624.70 53.43
619.55 0.03 622.15 0.07 624.75 53.69
619.60 0.03 622.20 0.07 624.80 53.95
619.65 0.03 622.25 0.07 624.85 54.21
619.70 0.03 622.30 0.07 624.90 54.46
619.75 0.03 622.35 0.07 624.95 54.72
619.80 0.03 622.40 0.07 625.00 54.97
619.85 0.03 622.45 0.07
619.90 0.03 622.50 0.07
619.95 0.04 622.55 0.14
620.00 0.04 622.60 0.28
620.05 0.04 622.65 0.45
620.10 0.04 622.70 0.66
620.15 0.04 622.75 0.89
620.20 0.04 622.80 1.15
620.25 0.04 622.85 1.43
620.30 0.04 622.90 1.73
620.35 0.04 622.95 2.05
620.40 0.04 623.00 2.39
620.45 0.04 623.05 2.75
620.50 0.05 623.10 3.12
620.55 0.05 623.15 3.51
620.60 0.05 623.20 3.91
620.65 0.05 623.25 4.33
620.70 0.05 623.30 4.76
620.75 0.05 623.35 5.21
620.80 0.05 623.40 5.67
620.85 0.05 623.45 6.14
620.90 0.05 623.50 6.63
620.95 0.05 623.55 7.13
621.00 0.05 623.60 7.64
621.05 0.05 623.65 8.16
621.10 0.05 623.70 8.69
621.15 0.05 623.75 9.24
621.20 0.06 623.80 9.79
621.25 0.06 623.85 10.36
621.30 0.06 623.90 10.93
621.35 0.06 623.95 11.52
621.40 0.06 624.00 12.12
621.45 0.06 624.05 13.53
621.50 0.06 624.10 15.62
621.55 0.06 624.15 18.15

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 137
Stage-Area-Storage for Pond BMP-1: BMP #1 (Wet Pond)
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
619.00 4,938 0 624.20 8,553 36,576
619.10 5,103 502 624.30 8,612 37,434
619.20 5,268 1,021 624.40 8,672 38,299
619.30 5,434 1,556 624.50 8,732 39,169
619.40 5,599 2,107 624.60 8,791 40,045
619.50 5,764 2,676 624.70 8,851 40,927
619.60 5,853 3,256 624.80 8,910 41,815
619.70 5,942 3,846 624.90 8,969 42,709
619.80 6,030 4,445 625.00 9,029 43,609
619.90 6,119 5,052
620.00 6,208 5,669
620.10 6,261 6,292
620.20 6,315 6,921
620.30 6,368 7,555
620.40 6,422 8,194
620.50 6,475 8,839
620.60 6,528 9,489
620.70 6,582 10,145
620.80 6,635 10,806
620.90 6,689 11,472
621.00 6,742 12,144
621.10 6,797 12,820
621.20 6,852 13,503
621.30 6,907 14,191
621.40 6,962 14,884
621.50 7,017 15,583
621.60 7,071 16,288
621.70 7,126 16,997
621.80 7,181 17,713
621.90 7,236 18,434
622.00 7,291 19,160
622.10 7,347 19,892
622.20 7,404 20,629
622.30 7,460 21,373
622.40 7,517 22,122
622.50 7,573 22,876
622.60 7,629 23,636
622.70 7,686 24,402
622.80 7,742 25,173
622.90 7,799 25,950
623.00 7,855 26,733
623.10 7,913 27,521
623.20 7,971 28,316
623.30 8,029 29,116
623.40 8,087 29,921
623.50 8,145 30,733
623.60 8,202 31,550
623.70 8,260 32,373
623.80 8,318 33,202
623.90 8,376 34,037
624.00 8,434 34,878
624.10 8,494 35,724

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 138
Summary for Link 1 L: POI #1
Inflow Area = 19.483 ac, 19.35% Impervious, Inflow Depth > 3.75" for 100 Year event
Inflow = 64.97 cfs @ 12.03 hrs, Volume= 6.089 of
Primary = 64.97 cfs @ 12.03 hrs, Volume= 6.089 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 1 L: POI #1
Hyd rog raph
C Inflow
1 70 __III-_ - 64.97 cfs ------J-r1--rL- --I--I-rJ-r1--r1-�_II I I � +_r_i_I IIl � 7_r_� � I I-
❑Primar
y
64.97 cfs
65 1 RflvwAFle' a—Ia 9 V ILalc
I I
60 -
55
50 ---I-+- -I--I--I-+-+-+-+-I--I-+-+-+-+-I--I--I-+-+-+-I--I--I-+-+-+-+-+-I--I-
45
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
w 40 -I--I-�- -I--I--I-�-�-�-�-I--I-�-'-�-�-I--I--I-�-+-�-I--I--I-�-�-�-�-�-I--I-
�--
3 35 -I--I- -----1-i-r F---I--I- ---I--I- i-r F-----1-i-r F F-I--I-
0
' I
L_L_I__I__I_L_1_L_I__I__I_J_1_L_L_L
30
25 ---I-r- - ----r-r-r-r----r-r-r-r------r-+-r-r----r-r-r-r-r-I--I-
20
15 -r-I-y- r-I--I-y-rt-r-r-I--I-y-rt-+-r-r-I--I-y-+-r-r-I--I-y-rt-r-r-r-I--I-
10
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 139
Hydrograph for Link 1L: POI #1
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.06 0.00 0.06
1.00 0.00 0.00 0.00 53.00 0.06 0.00 0.06
2.00 0.00 0.00 0.00 54.00 0.06 0.00 0.06
3.00 0.00 0.00 0.00 55.00 0.06 0.00 0.06
4.00 0.00 0.00 0.00 56.00 0.06 0.00 0.06
5.00 0.00 0.00 0.00 57.00 0.06 0.00 0.06
6.00 0.00 0.00 0.00 58.00 0.06 0.00 0.06
7.00 0.01 0.00 0.01 59.00 0.06 0.00 0.06
8.00 0.02 0.00 0.02 60.00 0.06 0.00 0.06
9.00 0.02 0.00 0.02 61.00 0.06 0.00 0.06
10.00 0.10 0.00 0.10 62.00 0.06 0.00 0.06
11.00 0.81 0.00 0.81 63.00 0.06 0.00 0.06
12.00 63.74 0.00 63.74 64.00 0.06 0.00 0.06
13.00 10.18 0.00 10.18 65.00 0.06 0.00 0.06
14.00 5.25 0.00 5.25 66.00 0.06 0.00 0.06
15.00 3.88 0.00 3.88 67.00 0.06 0.00 0.06
16.00 3.09 0.00 3.09 68.00 0.06 0.00 0.06
17.00 2.60 0.00 2.60 69.00 0.05 0.00 0.05
18.00 2.31 0.00 2.31 70.00 0.05 0.00 0.05
19.00 2.02 0.00 2.02 71.00 0.05 0.00 0.05
20.00 1.73 0.00 1.73 72.00 0.05 0.00 0.05
21.00 1.57 0.00 1.57
22.00 1.51 0.00 1.51
23.00 1.46 0.00 1.46
24.00 1.40 0.00 1.40
25.00 0.13 0.00 0.13
26.00 0.07 0.00 0.07
27.00 0.07 0.00 0.07
28.00 0.07 0.00 0.07
29.00 0.07 0.00 0.07
30.00 0.07 0.00 0.07
31.00 0.07 0.00 0.07
32.00 0.07 0.00 0.07
33.00 0.07 0.00 0.07
34.00 0.07 0.00 0.07
35.00 0.07 0.00 0.07
36.00 0.07 0.00 0.07
37.00 0.07 0.00 0.07
38.00 0.07 0.00 0.07
39.00 0.07 0.00 0.07
40.00 0.07 0.00 0.07
41.00 0.06 0.00 0.06
42.00 0.06 0.00 0.06
43.00 0.06 0.00 0.06
44.00 0.06 0.00 0.06
45.00 0.06 0.00 0.06
46.00 0.06 0.00 0.06
47.00 0.06 0.00 0.06
48.00 0.06 0.00 0.06
49.00 0.06 0.00 0.06
50.00 0.06 0.00 0.06
51.00 0.06 0.00 0.06

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 140
Summary for Link 2L: POI #2
Inflow Area = 1.688 ac, 4.62% Impervious, Inflow Depth = 3.15" for 100 Year event
Inflow = 6.38 cfs @ 12.10 hrs, Volume= 0.443 of
Primary = 6.38 cfs @ 12.10 hrs, Volume= 0.443 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs
Link 2L: POI #2
Hyd rog raph
❑Inflow
7 6.38 cfs ❑Primary
—— 6.38 cfs —1 — I of IOW A r;"_1 :,,6 08-'a;c'i-
6
-rT1 -rT I-+-r-r--y-rt-r-r-r--y-rt-+-r-r--y-rt-r-r-r-I--i-I-+-
5
w 4
a 3
2
---I-7— ----7-7—T-7----7-7-7-7----7-7—T-7----7-7-7-7------7—T—
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

Villages at Waxhaw Type/1 24-hr 100 Year Rainfall=7.90"
Prepared by WK Dickson Printed 2/1/2023
HydroCAD® 10.20-2f s/n 08484 ©2022 HydroCAD Software Solutions LLC Page 141
Hydrograph for Link 2L: POI #2
Time Inflow Elevation Primary Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00 52.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 53.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 54.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 55.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 56.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 57.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 58.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 59.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 60.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 61.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 62.00 0.00 0.00 0.00
11.00 0.07 0.00 0.07 63.00 0.00 0.00 0.00
12.00 4.69 0.00 4.69 64.00 0.00 0.00 0.00
13.00 0.64 0.00 0.64 65.00 0.00 0.00 0.00
14.00 0.38 0.00 0.38 66.00 0.00 0.00 0.00
15.00 0.29 0.00 0.29 67.00 0.00 0.00 0.00
16.00 0.23 0.00 0.23 68.00 0.00 0.00 0.00
17.00 0.20 0.00 0.20 69.00 0.00 0.00 0.00
18.00 0.18 0.00 0.18 70.00 0.00 0.00 0.00
19.00 0.15 0.00 0.15 71.00 0.00 0.00 0.00
20.00 0.13 0.00 0.13 72.00 0.00 0.00 0.00
21.00 0.12 0.00 0.12
22.00 0.12 0.00 0.12
23.00 0.11 0.00 0.11
24.00 0.11 0.00 0.11
25.00 0.00 0.00 0.00
26.00 0.00 0.00 0.00
27.00 0.00 0.00 0.00
28.00 0.00 0.00 0.00
29.00 0.00 0.00 0.00
30.00 0.00 0.00 0.00
31.00 0.00 0.00 0.00
32.00 0.00 0.00 0.00
33.00 0.00 0.00 0.00
34.00 0.00 0.00 0.00
35.00 0.00 0.00 0.00
36.00 0.00 0.00 0.00
37.00 0.00 0.00 0.00
38.00 0.00 0.00 0.00
39.00 0.00 0.00 0.00
40.00 0.00 0.00 0.00
41.00 0.00 0.00 0.00
42.00 0.00 0.00 0.00
43.00 0.00 0.00 0.00
44.00 0.00 0.00 0.00
45.00 0.00 0.00 0.00
46.00 0.00 0.00 0.00
47.00 0.00 0.00 0.00
48.00 0.00 0.00 0.00
49.00 0.00 0.00 0.00
50.00 0.00 0.00 0.00
51.00 0.00 0.00 0.00

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design,and Maximum Flow
Minimum Flow: 28.30 cfs
Design Flow: 37.05 cfs
Maximum Flow: 45.79 cfs
Table 1-Summary of Culvert Flows at Crossing: Crossing 1
Headwater Total Culvert 1 Roadway Iterations
Elevation (ft) Discharge Discharge Discharge
(cfs) (cfs) (cfs)
622.95 28.30 28.30 0.00 1
623.02 30.05 30.05 0.00 1
623.10 31.80 31.80 0.00 1
623.17 33.55 33.55 0.00 1
623.25 35.30 35.30 0.00 1
623.32 37.05 37.05 0.00 1
623.39 38.79 38.79 0.00 1
623.46 40.54 40.54 0.00 1
623.53 42.29 42.29 0.00 1
623.62 44.04 44.04 0.00 1
623.67 45.79 45.79 0.00 1
632.26 169.41 169.41 0.00 Overtopping

Rating Curve Plot for Crossing: Crossing 1
Total Rating Curve
Crossing:Crossing 1
632
631
630
629
a
�628
w
a�
Co 627
CU
m
a)
=626
625
624
623
40 60 80 100 120 i40 160 180
Total Discharge(cfs)
Culvert Data: Culvert 1
Table 1-Culvert Summary Table: Culvert 1
Total Culvert Headwater Inlet Outlet Flow Normal Critical Outlet Tailwater Outlet Tailwater
Discharge Discharge Elevation(ft) Control Control Type Depth Depth Depth Depth Velocity Velocity
(cfs) (cfs) Depth(ft) Depth(ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s)
28.30 cfs 28.30 cfs 622.95 1.89 1.957 3-M1t 1.19 1.14 2.36 2.36 2.82 1.70
30.05 cfs 30.05 cfs 623.02 1.97 2.033 3-M1t 1.23 1.19 2.41 2.41 2.93 1.72
31.80 cfs 31.80 cfs 623.10 2.04 2.109 3-M1t 1.28 1.23 2.46 2.46 3.04 1.75
33.55 cfs 33.55 cfs 623.17 2.11 2.184 3-M1t 1.32 1.27 2.51 2.51 3.15 1.77
35.30 cfs 35.30 cfs 623.25 2.18 2.258 3-M1t 1.36 1.31 2.56 2.56 3.26 1.79
37.05 cfs 37.05 cfs 623.32 2.25 2.331 3-M1t 1.40 1.35 2.61 2.61 3.37 1.82
38.79 cfs 38.79 cfs 623.39 2.32 2.403 3-M1t 1.44 1.39 2.65 2.65 3.48 1.84
40.54 cfs 40.54 cfs 623.46 2.39 2.474 3-M1t 1.47 1.43 2.70 2.70 3.59 1.86
42.29 cfs 42.29 cfs 623.53 2.46 2.544 3-M1t 1.51 1.47 2.74 2.74 3.69 1.88
44.04 cfs 44.04 cfs 623.62 2.52 2.632 3-M1t 1.55 1.51 2.78 2.78 3.80 1.90
45.79 cfs 45.79 cfs 623.67 2.59 2.681 3-M1t 1.59 1.55 2.82 2.82 3.91 1.91
Culvert Barrel Data
Culvert Barrel Type Straight Culvert
Inlet Elevation (invert): 620.99 ft,
Outlet Elevation (invert): 618.92 ft
Culvert Length: 88.39 ft,

Culvert Slope: 0.0234
Culvert Performance Curve Plot: Culvert 1
Performance Curve
Culvert:Culvert 1
0 0
Inlet Control Elev Outlet Control Elev
632
631
630
i
a �
m
�4')628
w
m 627 CU
i�
C
z 626 ��-
625
624
623
4D 60 80 100 120 140 160 180
Total Discharge(cis)

Water Surface Profile Plot for Culvert:Culvert 1
Crossing- Crossing 1,Design Discharge- 37.0 cfs
Culvert-Culvert 1,Culvert Discharge-37.0 cfs
632
630
628
626
a
5
w 624
622
620
618
-20 0 20 40 60 80 100
Station(ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 619.99 ft
Outlet Station: 8 8.3 7 ft
Outlet Elevation: 617.92 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 4.50 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)

Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Grooved End in Headwall
Inlet Depression: None
Tailwater Data for Crossing: Crossing 1
Table 2- Downstream Channel Rating Curve(Crossing: Crossing 1)
Flow(cfs) Water Velocity Depth (ft) Shear(psf) Froude
Surface (ft/s) Number
Elev (ft)
28.30 621.28 2.36 1.70 6.62 0.28
30.05 621.33 2.41 1.72 6.77 0.28
31.80 621.38 2.46 1.75 6.91 0.28
33.55 621.43 2.51 1.77 7.05 0.28
35.30 621.48 2.56 1.79 7.19 0.28
37.05 621.53 2.61 1.82 7.32 0.28
38.79 621.57 2.65 1.84 7.45 0.28
40.54 621.62 2.70 1.86 7.57 0.28
42.29 621.66 2.74 1.88 7.69 0.28
44.04 621.70 2.78 1.90 7.81 0.28
45.79 621.74 2.82 1.91 7.93 0.28
Tailwater Channel Data - Crossing 1
Tailwater Channel Option: Triangular Channel
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0450
Channel Manning's n: 0.2000
Channel Invert Elevation: 618.92 ft
Roadway Data for Crossing: Crossing 1
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 100.00 ft
Crest Elevation: 632.26 ft
Roadway Surface: Paved
Roadway Top Width: 50.00 ft

Z
US
�� U.S. DEPARTMENT OF THE INTERIOR The National Map CATAWBA NE QUADRANGLE
U.S. GEOLOGICAL SURVEY tau I SOUTH CAROLINA - NORTH CAROLINA
Ic
science for a changing world VV Top 7.5-MINUTE SERIES
-80.8750' -80.7500"
35.0000' 512000m E 13 14 15 16 17 18 19 20 21 22 35.0000"
73
3873000m N
Hawk's N Fti D-III T�iT�
KnolllAirport ors ��
ova �J
ion o
nks Presbyterian e ry z �.,' e R
�� Valley Gem 4 �f�f/r n -1 UNBRIDLE 6s c
-� 2 Church `J �, N
Z z
���� Cem ❑ ❑ Banks Chi V YCem / o
Oy>vP Presby Brian NEWTOWN_RD �� so / O y
J ��:(T Wqy MARViN-RD, 6s° �. A�'f i p0 urchA2�
Ch 0
p5 o r s Cy 0� blip M o z� EW.TOWN o Planion
72 o 72
�a d o 0 0 0 o 0 0
v
�Q
Oa OO M0NT DR TOAEy
v ^ �' ' OaG�Va b p Y, it p� /A/ SANDY Oho ��O\ ///OJT ° •� �����
�GEfp-D� RAVENWOOD,DR
O rq� �0. o y,P� � � a '•�" ��aG o, W m v.JA � o
o, F ho ,y x �O � m � so � G0
71 z 9m O � PP 71
� O PAN � STRIKE Go �)
b� O O z EUNNY CI E DR WpODHALC\� q �
gRGpUR, / MV�V O Ace/�v(i/ \ ONLN 1 �� 650� o Be�ndsl
DRAY, �rbve
TON LN O r� / \ < O \\
� �✓ � oo A O� , � Church
h a 'p ( . �p ❑ so
R H �600�
70 O � � o E CNU .TWIN RqK z o � �
POSS 70
U. HOC wR0 60 R � BO �GREENgVE v��D �o
600 4
z o
C,550�
y w �
Cj ry �
69 ORTHFI LD
N o o o M D 69
��o eo 600 CEDAREN �a A z b GRP� 0 y
K A
p01NT CARPENTER�RO� � 550 c9L� 4 / J 65p o� � OARING;EAGCE<�N
0 0, Co �� \ WHITEHAWKI,' JI �co
t ' V IN oq yy01
68 68
O� m
L
I' U )A��� �� ( z a
67 � ° E��a5 Y RD �� �° v ��� of o 67
h D
�yo O �� ��a.Pa � D O �'yARR15 D � rho A� �J��� Soo•• � �ON DR
W o
66 a` oy15 o-veers o �oR
O h �
W V. \l RES Q CRE 550
�N�FISHER DR p� R Q bp0 Cj FALL'ONDgL-'E Rp �� �� ,% o •• a � � I pWP
Six Mile Cem
65 ,o �- o �� ►��0� �� 65
500 Tj,,• \\ h l� �G' I o
p _ SHENA>yDO 1 z� :• a � ool � � a �� �
600 w �F
64
SSp I �F. F<< z �' - A BALD v. .►�� .00 v
aP < 0
01
I �N� o — - S\ 1 O CI ti pp ��Z
600 0 O _ 1 rP Es, W
63 00 6 �yo H/BF�y.
6
O O
o �
650
0
62 62
s
Ago CI �
RCNE�-
— I �
61 0
bpp o
�) �.0 ���� 61
5po/'
Heath Memorial
s� ^V0 .,, l� Pre blyterian
jChurchl C�elm �� Chu ch Cem
sso o ����
�n_ ILL R C,PF�so / P� 6sd
60 5 ¢ 3860000mN
�N\
�h° „` ., „` •?o� �� Sao `'�'o _ p,p � I
O 5i0
34.8750"
-80.8750°
12 13 14 15 16 17 18 19 20 21 522000mE
-80.7500 34.8750"
"
Produced by the United States Geological Survey MN * SCALE 1:24 000 ROAD CLASSIFICATION
North American Datum of 1983(NAD83) LO
World Geodetic System of 1984(WGS84). Projection and 1 0.5 0 KILOMETERS 1 2 SOUTH Expressway Local Connector co LO
1 000-meter grid:Universal Transverse Mercator,Zone 175 N CAROLINA Secondary Hwy Local Road o
N
This map is not a legal document. Boundaries may be 7o49• 1000 500 0 METERS 1000 2000 139 MILS 1 05 0 1 Ramp 4WD
generalized for this map scale. Private lands within government pos. . rn Y
reservations may not be shown.Obtain permission before 2 MILS MILES •Interstate Route US Route O State Route
entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 QUADRANGLE LOCATION N
oX
Imagery.....................................................NAIP, July 2017 - November 2018 FEET
Roads......................................... U.S. Census Bureau, 2016 2017 UTM GRID AND 2019 MAGNETIC NORTH o
Names............................................................................GNIS, 1980-2020 1 Fort Mill
DECLINATION AT CENTER OF SHEET
Hydrography...............................National Hydrography Dataset, 2003 2 3 2 Weddington
Contours............................................National Elevation Dataset, 2008 - 2013 U.S.National Grid CONTOUR INTERVAL 10 FEET
3 Matthews �
•
Boundaries..............Multiple sources; see metadata file 2018 - 2019 100,000-m NORTH AMERICAN VERTICAL DATUM OF 1988 Square ID 4 5 4 Rock Hill East to O
5 Waxhaw Z
Wetlands.................FWS National Wetlands Inventory 1989 This map was produced to conform with the LL
NU National Geospatial Program US Topo Product Standard,2011. 6 Catawba W
7 Van
A metadata file associated with this product is draft version 0.6.18 6 7 8 8 UnitWyck CATAW BA NE, SC, NC z a
y N C9
Grid Zone Designation ADJOINING QUADRANGLES Z Z
17S 2020

Z
US
�� U.S. DEPARTMENT OF THE INTERIOR The National Map WAXHAW QUADRANGLE
U.S. GEOLOGICAL SURVEY tau I NORTH CAROLINA - UNION COUNTY
Ic
science for a changing world VV Top 7.5-MINUTE SERIES
-80.7500' -80.6250'
35.0000' 523000ME 24 25 26 27 28 29 30 31 32 33 34 35.0000'
73
3873000mN
�EIP OR ��O 00 m 100 s �
AeroiPla.nta"t-io LQ�ke Number One � y �� � � goo `'gsrLEs1°� o i °� � boo �j �-� � ��o��� MP�o
to
O p PAL"AAERS�N t'N °ooQ' '-A
Rlafltdt1011 � V m �VP�� o � � •'RA ELAGHDR �- d � ��`>�'� Q'�F'�
Airport
Wesley 84
72 ChapelZ"m 6So
600
6 0
50 boo Ri GW ' Yd R
550 / a w/<oUGNe RD
0 �/ G TlF•� a 60 � < �1�
��e' e ��� bh a • � ( � � 0 6So
��e ♦ ) O W S•L-EY C�I3A�P�EL (r wN
m\ O 0 R D
z O o C' L •�'
NEW TOWN R
71 ° iIriion o O g W F� o
0 0 � z n ,no ■ a� 0 m
Oak Grove
of 600 ` D a '" v tle Cr sANDTYN DR Church' Mount Zion m
L GhurclTCem o 0
O
• O so 0 � �1 e boo � o � e m,
70 O;T E Dq � Y 1 c � ABUNpgN �
W �F � 70
rw�•d C —-
h Q A> DZ �� l \D� 00 A ,per 6o O 650
Q
NEW TOW
•' N RDO
ast_Fork
u'�Ivemtl 0 � oSoo 0
I
69 e � ) 55o cY� 69
OP 0 0 0 0�
1Vlacliine
O- GtiG 0P 660 bh0
�Qi O 'F'O JEANNE pR so ?,
68
OJ qUT
�h MLLL PD o� a B�' time s 68
��� �Do �' � �`' Bgtes B o •` � q�FRR
5Y•-' ' �`�v 9i,`o gip`' t- r � v o0 6So O ' 1 P � 75
RD
0/� / 02k� p a _ q�i RAYMOND AU571 jlj 600 0�,'• �\ O o
P
656
50 6c � �h •.
P v
0 6p0 PQ Q a �00° _ by0 6s
67 d 67
`�l` QO 600 b = o Q 650 O
V G�
m t6y0.
Pa
55 ��O\ V�O SADLER-RD NµSS1 6po��R FNT GREEN LN
0 O �P 650 2 /I 0 E��P •o M NROE. �....
� yYP� 0 0 MCNEELYRD ZP `'9!`�° Mineral �"� v�P NPR �°' bqo
•o �� bti F� Pa`N Springs °`0 0
HICH R e �� Min- ral Springs bh o
United Methodist
J �lff
�A7 50 a % O Church CemJ - .�o� b DOSTER RD
oREST o 0 o sApi U
66 �00 bo �aa
� 66
WOOD DR O 0 �� Ei OOD O o
0 GRESTWOD_DR 6S�16 � r Q
0 n
SNOW ITEFt� �•
61 b�J FPGP� 550 bho 75 byo
p� EastSide F��� ) h0 � •�
65
p b N
RICE sT HOlN1E M)NE. D Cerri� .•• - 'T. 65
O + C
W SO ;LH"s �r 75 n o o `,00J e yo 1��jP� 6so .
,�,q�� by0 O• >c::,
IL✓ 6So 0
�FS,<� NEWFLL DR -c'!y! 100 O
� � r �• •1
a
HILL OR y Yi O D
�7 o \VI
����9. �� ob�� � ��" •?� 0� o / � CN1RKS MCCp
z p 20
�9 rn GROVE lI � ��
RD��.0
64 Waxhaw
� moo P� MURp
N°R City-Cem o Q �� 64
0 �?
SNP .tN°pKp� PyF. i � 100 to �/`oo
50 �� L
0
yyAXNAW FARMS RD o o� - '� � P��
�O •��. O v ��� �n q q�s Aso 100 � L by0
�'h�� •.. LP 90 .p
600 O C) O m O
byDDD �o
6 O
63
m Y � o
� o •.���
0 f n
b 3Q \ ro O O MAW
,KNOLL DR REl ClR
A
� Piney Grove � o
Church�Cem 2 � '
�.-sIMS
o l� Wax haw
N Church.Cem ^ "s LSo
0 Y /
0 0 0 .� My LpDYS WA o •..
� ^ O Po v Walker Cem �o �o j
N 650 / O O
700 � � PARK OOD SCHOO�D
62 o zoo 62
bh Ebenezer Q / Q O O
IK
A Chi K-Cem bh
•' 6so � � ``so Z a � �.. o .•Roughe .ge
`• D � 60 � 6$O 2
�s / P = � NESBIT RD 0 0 /• o
F A
Z o
0 m 600
61 A ° 61
U 60o O b S�
0 • G
650 e .07 � Wy � -:�.• 6 0/c
O � 0 oRTFR,RD O � o
r
O N� � MASSEY RD
I I
AD K. cWho . Gem o
SHY�OALN o� � 0 °�N (+ o b pr a •�
60 0 0 2O b0 MoCKIN z y p7HAN R 3860000mN
ethl�m • ��(
�� 200 �hurch�Qem °� 0
o
D �
a s Cr axha 10
6y0
� o
60 600 600 0 � � 0
34.8750"
23 24 25 26 27 28 29 30 31 32 33 534000"E
34.8750°
80.7500' -80.6250"
1-0)
Produced by the United States Geological Survey SCALE 1:24 000 ROAD CLASSIFICATION n o
North American Datum of 1983(NAD83) MN, , oo
World Geodetic System of 1984(WGS84). Projection and 1 0.5 0 KILOMETERS 1 2 NORTH Expressway Local Connector I-
1 000-meter grid:Universal Transverse Mercator,Zone 175 T°48• 1000 500 0 METERS 1000 2000 N AROLINA Secondary Hwy Local Road 0)
This map is not a legal document. Boundaries may be Ramp 4WD
generalized for this map scale. Private lands within government 139 MILS 1 0.5 0 1 r Y
0°11" (1)'ITN
reservations may not be shown.Obtain permission before 3 MILS MILES •Interstate Route US Route State Route co X
entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 QUADRANGLE LOCATION O
Imagery.....................................................NAIP, July 2020 - July 2020 FEET O CD
Roads......................................... U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH M U)
Names............................................................................GNIS, 1980-2022 DECLINATION 20 CENTER MAGNETIC
SHEET 1 Weddington
H dro rah National H dro rah Dataset, 2003 - 2018 1 2 3 2 Matthews
y g p y������������������������������� y g p y
Contours............................................National Elevation Dataset, 2008 co
U.S.National Grid NORTH CONTOUR INTERVAL 10 FEET AMERICAN VERTICAL DATUM OF 1988 Z 3 Bakers C)
Boundaries..............Multiple sources; see metadata file 2019 2021 100,000-m Square ID 4 5 4 Catawba NE
LL
Wetlands.................FWS National Wetlands Inventory Not Available This map was produced to conform with the 6 Van Wyck
NU National Geospatial Program US Topo Product Standard. Z Q
6 7 8 7 Unity y(D
8 Tradesville WAXHAW, NC Z Z
Grid Zone Designation ADJOINING QUADRANGLES
17S 2022

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
N
��� States Department of
Agriculture and other Union County,
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
Service participants
ks
P
0 ---------- 1 7000
000 I L
November 29, 2022

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

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap.................................................................................................................. 8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................ 11
MapUnit Descriptions.........................................................................................11
Union County, North Carolina......................................................................... 13
GfB2—Georgeville silty clay loam, 2 to 8 percent slopes, moderately
eroded...................................................................................................13
TaB—Tarrus gravelly silt loam, 2 to 8 percent slopes..................................14
TbC2—Tarrus gravelly silty clay loam, 8 to 15 percent slopes,
moderately eroded................................................................................15
TuB—Tarrus-Urban land complex, 2 to 8 percent slopes............................16
References............................................................................................................18
4

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

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6

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

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map
In In
522100 522200 522300 522400 522500 522000 522700
34°55'52"N I 34°55'52"N
k
8 8
�y
Soil MaN may not he valiel at this scale.
34°55'25"N I 34°55'25"N
522100 522200 522300 522400 522500 522000 522700
b v
Map Scale:1:4,080 if printed on A portrait(8.5"x 11")sheet. in
` Meters $
$ N 0 50 100 200 300
Feet
0 150 300 E00 900
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) Stony Spot 1:24,000.
Soils Very Stony Spot
0 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
Other misunderstanding of the detail of mapping and accuracy of soil
� Soil Map Unit Points 9 pp 9 Y
�- 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
Iwo Blowout Water Features scale.
Streams and Canals
Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
Clay Spot � Rails measurements.
Closed Depression ­0 Interstate Highways
Source of Map: Natural Resources Conservation Service
Gravel Pit US Routes Web Soil Survey URL:
Gravelly Spot Coordinate System: Web Mercator(EPSG:3857)
Major Roads
Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
A. Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
Mine or Quarry accurate calculations of distance or area are required.
Miscellaneous Water This product is generated from the USDA-NRCS certified data as
Perennial Water of the version date(s)listed below.
Rock Outcrop Soil Survey Area: Union County, North Carolina
Saline Spot Survey Area Data: Version 23, Sep 12,2022
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 15,2022—May
Slide or Slip 10,2022
oa 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
GfB2 Georgeville silty clay loam,2 to 34.4 42.1%
8 percent slopes, moderately
eroded
TaB Tarrus gravelly silt loam,2 to 8 19.3 23.6%
percent slopes
TbC2 Tarrus gravelly silty clay loam,8 27.4 33.5%
to 15 percent slopes,
moderately eroded
TuB Tarrus-Urban land complex,2 to 0.7 0.9%
8 percent slopes
Totals for Area of Interest 81.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
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.
11

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

Custom Soil Resource Report
Union County, North Carolina
W132—Georgeville silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol. 2mx7q
Elevation: 270 to 950 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Georgeville, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Georgeville, Moderately Eroded
Setting
Landform: I me rfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap-0 to 7 inches: silty clay loam
Bt- 7 to 60 inches: clay
C- 60 to 80 inches: silty clay 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: High (about 9.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
13

Custom Soil Resource Report
TAB—Tarrus gravelly silt loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2mx8j
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tarrus and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap-0 to 5 inches: gravelly silt loam
Bt-5 to 32 inches: clay
BC-32 to 40 inches: silty clay loam
C-40 to 54 inches: silt loam
Cr-54 to 80 inches: weathered bedrock
Properties and qualities
Slope:2 to 8 percent
Depth to restrictive feature:40 to 60 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
14

Custom Soil Resource Report
TbC2—Tarrus gravelly silty clay loam, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol. 2mx8r
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap-0 to 6 inches: gravelly silty clay loam
Bt- 6 to 45 inches: silty clay
Cr-45 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature:40 to 60 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
15

Custom Soil Resource Report
TuB—Tarrus-Urban land complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2mx8s
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Tarrus and similar soils: 60 percent
Urban land:25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap-0 to 7 inches: gravelly silt loam
Bt- 7 to 42 inches: silty clay loam
Cr-42 to 80 inches: weathered bedrock
Properties and qualities
Slope:2 to 8 percent
Depth to restrictive feature:40 to 60 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
16

Custom Soil Resource Report
Description of Urban Land
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
17

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid=n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
18

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
19

National Flood Hazard Layer FI RMette *FEMA Legend
8Oo45'45'W 34o56'2"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
w �
M �� �f � Cc Without Base Flood Elevation(BFE)
ilkr,p Zone A,V,A99
SPECIAL FLOOD With BFE or Depthzoneae,Ao,AH,ve,Aa
* � F' r +• , # HAZARD AREAS Regulatory Floodway
= -�
, .
0.2%Annual Chance Flood Hazard,Areas
f ,, N. of 1%annual chance flood with average
1 � �T_T depth less than one foot or with drainage
'5T4 - areas of less than one square mile Zonex
# *� { # i Future Conditions 1%Annual
{ I Chance Flood Hazard Zonex
R I ', , " Area with Reduced Flood Risk due to
qf
•* 1' # �' OTHER AREAS OF Levee.See Notes.Zone
FLOOD HAZARD Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
Effective LOMRs
}} OTHER AREAS Area of Undetermined Flood Hazard
Ab
' AV GENERAL -—-- Channel,Culvert,or Storm Sewer
1%� STRUCTURES i i i i i i i Levee,Dike,or Floodwall
. '
�■■ `. a zo.z Cross Sections with 1%Annual Chance
17,5 Water Surface Elevation
IdkREA F � FLOOD HA AR7 D # * a- - - Coastal Transect
+ _sfa^•^^•• Base Flood Elevation Line(BFE)
i I F k ` s Limit of Study
P Jurisdiction Boundary
Coastal Transect Baseline
OTHER _ Profile Baseline
a FEATURES
Hydrographic Feature
� 1
Digital Data Available N
Of 0
f. 4-
, No Digital Data Available
J i MAP PANELS
�A r Unmapped
The pin displayed on the map is an approximate
14` ,: , point selected by the user and does not represent
+ •- *, . ry t• y +� dr M i an authoritative property location.
# ��~ ` ., k � � #,4 j This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
IL
The basemap shown complies with FEMA's basemap
A accuracy standards
'* The flood hazard information is derived directly from the
• authoritative NFHL web services provided by FEMA.This map
f + +F t was exported on 2/1/2023 at 7:07 PM and does not
reflect changes or amendments subsequent to this date and
+ T INCLUDED) time.The NFHL and effective information may change or
y become superseded by new data overtime.
rs This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet 1 6000 80045'7"W 34055'32"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 ' regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

0.
ww
w
z00
00O
OJU
'Ozw
a ¢ DICKSON
wwo
community infrastructure consultants
0'.=U
a0
1213 W. MOREHEAD STREET
o Z_
I \\
V
Ira SUITE 00
. o CHARLOTTE, 28 203zoZ
oZ0 -334-5348° (t)704
0
(fl 704 334 0078
10
I I II . �. / \
WWW.WKDICKSON.COM
ooQ
_ 0374Z¢ NC LICENSE NO.F¢
ZZ k� I / I I I /
O I
¢3:z ��■ ■ ■ ■ ■ ■ ■ ■ ■ ■ �j / \ I i I I / / / I/ / /
o •
°< --- - -- ---- -- - - - -- - — 1 ♦ I -� _ / - - `! -` —'/` rV Tom-
' 4zmz
0
ZZO
0 0 o I ■ SHEET FLOW -
FZ ■ LENGTH=100 FT ` I • -- - - - - - ---- / --- _ �
ooa I ■ Tc=20.6MINUTES
Fm.o o -- --- - - - ■ - - -- - - - - ` - - - —�— - - - I / I I I I I \ I I / PROFESSIONAL SEAL
1 I I I I I
1 � I � � � ■ �/ I I _ m
/ � / � ■ it i I ,II� I I I � I I
/ SHALLOW
• CONCENTRATED FLOW ` ■ I / \ 4 �"
■ LENGTH=404 FT ■ I / I I \ I I \ \
• Tc=1.7 MINUTES ■ \ I � -_
■ - _ - - - - -- - - - - — SHEET FLOW
-- - • / ` LENGTH=100 FT
Tc=14.8MINUTES
At
/ \ I OPEN CHANNEL FLOW ♦ ` .� IL-- _ i _ \\ \_ _ I
LENGTH=611 FT
`Tc-2.0 MINUTES ♦ ` •.. I / j - - - \ / �\ \\ i p z
-�1 I I • . SHALLOW I / _ _ - ^ �\ \� i' _ O
f - i O o_
/ CONCENTRATED FLOW / / / �- - -- \ \ � ��� �
/ / \ r I I ♦ ` . LENGTH=621 FT I % % -� , - / _ - ��- U oc
PRE-DEVELOPED DEVELOPED . Tc=2.2 MINUTES \ - - / - % - _ _ W C�
I / / DRAINAGE AREA 1: 18.73 AC ♦ -
- 1. Ir Cl)
�' / Tc= 24.4 MIN O
PROPERTY BOUNDARY ' . I I J /
/ / / --�_ �_ � � � � � � w � • LI
OPEN CHANNEL FLOW
• / / - - - - - ��� T ♦ LENGTH=399 FT
/ r �; ♦ Tc=1.3MINUTES
Lj
I
PRE-DEVELOPED DEVELOPED/ . DRAINAGE AREA 2: 7.40 AC
1 Tc- 18.3MIN
■ � � 1 r
LU
J \
EX.WETLANDS \
/ / J I ■ .. ' I I I I I I I I °
/ U ■
POI #1 POI #2 \
z�
CV)
N
N
/ / 6i N w
I
/ / 1 I / I I 1 \ I / _j W
I / I 11 \ 1 1 / ss Q Q JI-LU N Q
a i
¢
Q
—/ �/ I I I I \ \ \ \ \ I z0. dN —
N r �
1. // // // // // / / II \ \ \ 11 �\ \ \\ \\ o `L Q _j
ss� EX.WETLANDS W U LU O Z
/ (TYP.) °C
J Z (aj U OJ
w
W
LU
LU
Ir
i
U z
a \ O IV
U
00
0
Z
LL'
O
a
O
w
o LL
0
70 0 70 140 w
U
SCALE: 1" = 70' Li 6i
w z
p �
Z ° Ir
p
0 0
L E N N A ° Q
PROJ. MGR.: WGB
DESIGN BY: WGB
DRAWN BY: RBB
PROJ. DATE: JAN 2023
z DRAWING NUMBER:
ON Wl<L—L
U
- � C4 .4
4%
LLJ WKD PROJ. NO.:
community infrastructure consultants
2022078200
a
w
w

0.
w
zaw
00O
OJ
'zw
OD
woo
DICKSON
communityinfrastructure consultants
U=
O'.
.a0
�-w I / ' � \ — — — — — — — — —I ` ` —\ — ;} — — — T 1 \ \ \ — _ — - 1213 W. MOREHEAD STREET
10Uo I I I I / I — � � / /I — — \ � \ - - � \ \ \ �� — '� - - - - - - // \ \ \ \ \ ) / SUITE300
LLOzw I I I I I I I I I I / / \ \� 1 \ \ '_� \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ - _ \ \ \ \ l / /
w o Z I 1 \ I /\ \ \ \ \ \ _ \ \ \ I / / I CHARLOTTE, NC 28203
DZw — — _ — — — — — \ \ / /
I I I I I I I I ( � _ - I _ - \ \ \ \ \ \ \ / 1 / (t)704-334-5348
Z,)o ` _
°o= I I I I 1 I 1 \ I I �� \ \ \ _ _ _ 11 1 // / \ \\ \\ _ \\ \ \ \\ \ \\ \ \\\\ \\\ \ _ - - - - - - - _ / \ \_ '-`�\ I I / / I-, ,-, ,- // � (f)7043340078
=UQ oY� I I I I I 1 I \ 1 / - - _ / \ \ \ \ \ \ \ \ \\ \� \ / I \ \ \- / / / �� ��
\ \ \ \ I \ / / / WWW.WKDICKSON.COM
III I \ ( \ _ \ / / \ I`- \ \ \ \ \ __ _ / / /
ZQ I \ I \
F_ I I I 1 I I \ \ \ \ \ / / I \ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■�♦♦ \ \ \ \\ \ \ \ \ \ \ �\ \ _ � — ` �I I I 1 I I/ / I/ / I/ /_ ' / NC LICENSENO.F0374
0w \ I I I I \ \ \ \ I I 1 I I /O �' 1-1� � \ \ \ I I II I I I I \ �� / ♦ \ \ \ \ \ \ \ \ \ \ \\' \\ � I �/ / I/ / 1 / / /I / / / // / /�/ y / /` / \ I I I I I I I •�11 ■ ■ o�■ ■ ■ � � ■ / ♦♦ \I \ \ \ \\ \ \\\\ __ __ \ \\ I / / /' \ _ _ _ \ 1 /I / I / // / / / // / / / / I/ /L///// / /
w s 0 \ \ \ '\ '\ '\ ' '\ \ '\ I 'I ' ' '1 I , - \ \\ ' I 1 / l \ \ \ \ ( J , / y / / / /
z \ \ \ \ \ \ \ \ /I -_ *is \ (.6 / // / -_ — . ##, I \ \ — \ — / / / v / / / / /
/_
m m-mm \ a- \ -\ rt \- \-T--�- I I -' I /_
I � \ \ I I I 1- \ - / �- / � - - - - �-fi— \ 11 I / /� - - - - - - - - - // / / / /
Joa
\ 1 L\ 1- }-1 I I -!- r �- - I-I— t \ \ I 7 I 0\ \ \ / // / / / - - - � - \� 1 \ \ \ \\ \\ \ \ \�\ \\ \ I � 1 / i - - - - - - - - L 1 - / // / / /// /jT -�-
zm I I I I I I I I I I I / \ \ \ I I \ \ \ / / / ' / " \ ~\ \ \ \ \ \ �� \ 1 I I I I 1 / / , , - - - - - // / 1 / / / / / / /
1 I I I I I I / \ \ \ \ \ \ \ / / / / / I \ \ \ \ \ \ \ \ I I 1 / / / I / , / / / / / /
�z0 / I I I I ) I I I I I I I 1 / 1 1 1 k \ \ \ ' / / �/ / \ \ \ \! # \ \ \ \ \ I I ( / / - _ ' I I 1 / l l l I /
1 I I I I I I 1 / \ \ I 1 1 / J■ \ \. /' / // /� , _ _\\\\\ \\ \ \ \ \ \ \ I I I I I I I I ( / / I I I / I / / /
°�P I I I I I / / I I 1 1 I I / / I \ / / / ♦ \ \ \ \ \ \ I / \ - - � / I J
I I I I / / 1 I I I I � \ I / / / / I ■� \\ \ SHEET FLOW - -�s � / / / / ///4 \ \ \\ \\ \\ \ \\ \ I I i I I ( _ _ _/,�— - -- r-*-T I {-I (1--�--1- /.
°z / / / I I I I I I ) / / / / / / / / ■ \\ LENGTH=100FT c� /' / / / / -- �\ \\ \\ \\ \ •�� _\ \ \\ \ -1 -� I I I I-I 1- / `�_ -\ - - - - - / L / I 1 I ( '
1 I 1 1 1 I l / / l I 1 I 1 I / / / / / / / �■ \\ Tc-20.6 MINUTES / / / / / / / ' / �\ \ \ \ - -♦ 'c \ \ \ �-1 I I � I I III I I / ,- - _ _ / / I \ \ \ I /
�Z= I III 1 I / I / , I / I I 1 / / / / / / / — — — i —� \ \ \ —\— \ \ \ \ 1 I I II I , � _ — _ _ — _ — / I / I I 1 \ \ \I \ PROFESSIONAL SEAL
ado I I I I I / I l / I / 1 1 1 -I - l - - -/ ■ \ � - - `' / /' / / / / / -\ \ \\\\ \\ \\ \\ \ ♦♦ \ \ \ \ \ ` 1 I I I I I I I I I I / / - _ L \ \ '/ / I 1 \ 1 \ \ \ \ I \
aoLL / I 1 \ \ / / / / / / ■ �l � _ / / / / ' / / \ \ \ \ \ \ \ \ I I 1 I \I 1 / / - / /I I I\ \ \I \ \ \
/ I I � l � / / / I I / // I \ 1 1 // // / / / / / / I/ �-- \ --\ _ - � -A �/ / / // / / / - \ \ \ \\ \ \ \ \ \ \ � \ \ \ \ \ ; 1 I \ \\ \ 1 \ / I r _� _ , -_ I� /\ \\\\ \ \ \\
_ _ \ l - - - _' \ I \\\ m
/ � / / / / I I I I 1 I , 1 1 \ 1 / / / / / / / // - - - /, �' / // /' =' �I- \ \\\\ \ \\ \\ \\ \\ \\ \ ■ \ \ \\ \ \ \ ' ' \ 1 ' ' ' ' \ \ \ \1 \ 1 / �\ �I � // ( \\\ \ \ \\
/ / / / / / / I I I 1 1 / / / / / / / / /■ / - - - - / / / / \ \ \ \ \ \ \ \ \ \ \ I I I \ \ \ \ \ \ ) \�/ / / / I I I 1 I 1 � \_ �/ / / / / / /■ / //� / �/ / / \ \\ \ \ \\ \\ \\ \\ \\ \ ■ / \ \ \ \ \ \ \ \\` 1 \ \ \ \ 1�\ \ \ 1 I /- - - - - - - �_ �\ \ \�
' / / / / / / 1 1 I 1 ' / / / / / / / / / / ' - - / / / / y / - � \ \ \ \ - \\ \ \ \
\ \ \ \ \ \ I 1 \ \ I 1 \ / / - < \
/ 1 I / / - - - / / / \ \ \ / / / / / - \ \ \ \�
' /// /1 / 1 1 - 1- 1 I - \ \ r -/ i � L /-/ -t—/ / I/ - _ _ - - _- - - - - � / / / / / / /\ \ ' \\ \ \ \ \ \ \ \\ \\ I* - �� / I \ \ \ \ \ \ \ I I I I ( / / / /, �// /; - - \ \ \ I \ \
I / 1 \ \✓- / / l l / /l / / / / - - - _ - - - - - / V / / \ \ \ \ \ \ \ \ \ \ _ - _ / � I \ \ \ \ \ 1 I 1111 //'/ / , /' �\ \ \ \ \ \ \ \\ \ \
� // ( I 1 I \ \ \ \ \ // / / / // / / / / 1 - - - _ _ _ /'�'` / / / / /- \ \ \\\ \\\\ \\\\\ \\ \\ - _ _ - - / / I 1 I \�\ \ \ \ \ \\ '\ \ \ I I 1 1 1/� I I _ \\ \ \\ \ \ I \ I \ \\ 1
/ / / / / - - '` / / \ \ \ - / / 1 I\ \ I I �tt' 11 1 I I ^\ I \ � \ \ I I \ 1
( I I 1\ \ \ \\ \ \\ \� \ ,/ / / / / / / / // /� '- � _ _ - _ / / / // \\\ \ \\ \\ \ \ \ \` � , - - _ I \\ \ \ \ \ ' I 11 /' \ \\ \ \\
/ / / / VI///
/ / _ SHALLOW_ - - -' / � " , \ \ \ \ \ \ - / � / / I I \ \ \ \ I I 1 \ 1 \ \ � \ I II \ \ 1
\ \ \ \ \ \ \ // / / / / / / - / / ' \ \ - - - - - - / - / 1 \ 1 I III \ \ \ I �- -\ K \ \ \ \\ \ \ \ \ _"�' \ / / / / / — _ CONCENTRATED FLOW / / \ \ \ \ \ \ \ \ \ _ / / — \
\ \ \ \ \ \ \ \ \ � � � �/ / 1 / 1 / / / / / / — LENGTH=404FT - - �/ / / \ \\ \ \ \ \ \ \ \ ■ / ' � — _ _- - - - _ — — / � I \ \ \ I I I I I I I 1 1 \ \I \ \ \ \ \ \ � \ / ) \\ \ \\ \\ \ / / / // ( / / /_ - - - Tc-1.7MINUTEs '/ / /� \ \\ \ \\ \ \ / _ - _ _ _ � / ) I I I I I 1 1 I 1 I � I I I 111' I \ I I \ \ 1\ \ \ \ / / 1 1 11 I l _ - - - - / \ \ \\\\ \\ \\ \\\ / /' / '� / , I 1 I l I / /U I I l \ \ / 1\ \ \ \\ \ \ \ \ \ �\ \ + L � I 1 _ � — — — — /� �/ / \ \ \\ \ \ -_ SHEET FLOW -- / / / 1 / / \ \ \ � \ —�� �I
\ \ _ —� -� \ T / 11 / F \ \ \ ` — — J \ \ \ \ \ \ \ \ \ / / , LENGTH=100FT � _ - - - / / / / / / / _�_ —�- IV �—\ /\ \ --\ \ / I \ I I _ _ - - / / / - � \ \ \ \ \ \ \ \ / - - - - / 1 / ,/ / / / - \ /
\ \ \ \ \ / 1 I 1 \ \ \ \ — Tc=14.8 MINUTES' — — / \ \ —
\-7— — \\ \\ \\ \\\ �\ \ \ - - - J / l l I l l/ 1 \ \\ \ \ \ \ \ / - — — _ — _ _ — / / / ��_
' \ \\ \ \ \ \ \ \ \\\ ///' / - - - - � // // /�\ 11 / / / / � / \ \ \ \ l I
\ \ \ \ / - - - - - - - - / / / \ \ \ \ \ \ / - - - - - - — _/I / / / / / / /- - \ \ \ \ \ _ J
\ \ \ \ - - _ �, / / / * I \ \ \\ \\ \ \ \ \ � - - - _ _ - - - - _ _ / / \ \ \ \\ \ \ \ \ \ \\ / / / / / - - - - - -_- - - _ -I�/v / / /� /' ' / \ \ \ I- - �>
\ \ \ \ \ \ / r — / \ / / _ _ _ / / / // / / / / / \ \ \
\\�\ \\\ \\\� \\ \\ \\ \\\\ \\\� _ // / / /// / is 1 \ \\\\\\ \\ DRAINAGEAREALOP400AC POST �' � / - - _ ' / // _A \\ \\\ \\ \ \\ \ \\ \ \ \ \ ■lit / / / / / / — - - - - - - // ' ' / // / // / / / / / \ \ \\ \� \�� � /
\ / \ Tc= 24.4MIN / � � — _ _ � \ \ \ \ \ \ �\ \ /�/ / / _ — / / // / , � / / / V / // \ \ \ 1.1\- �\ \ /
"'
- - \ \ _ / / — — _ — / - - - / / / / / / / \ \ I / i
� _ _\ \ \ _\ _ 1 � \ \ \ \ \ \ \ \ / / / \ \ \\ \ \ \ \_ / �/ / / / / / / / — / � / —
1-1 \ \ \ \ — — — — / \ \ \ SHALLOW — / / _ \ \ / / �
- — — — 1 \ \ \\\\ \ \ \\ \ / / / / \ \\ \ \ \ \ \ \ \ / — i / \ OPEN CHANNEL FLOW / / / / / / fir/ / — / - / I \ __ \\ \_ _ /
\ \ \ \ \ � , / // \ \ \ \ \ \ \ \ \ I I / — — — _ — / \ \ \ \ ' / / / / / / — -CONCENTRATED FLOW / /, / / / — / — _ — / —/I \_ — y\\ /i /�
\ \ \ LENGTH=611 FT \ _ / - — — _ / \ --
\ \ \ \ \ \ \ \ I / / / — � — -�- / / 'LENGTH=370 FT � / / � � � — — �— � /
- - - - \ \ \ \ \ \ \ \ �� / / / / \ \ \ \ \ I — - - - `Tc=2.0MINUTES \\ / / / / / / / / � — — / / \ / \\ \\ \ / i_ — Z
\ \ \ 7 \ \ \ / \ / / / Tc=1.3MINUTES / / / / — - - - - / - — Q
- - -\ \ \ \ \ \ \ \� �� / , * - / \ \ \ I \ I I I I I 1 I I / / , - \ \ \\ \� \ `� - - - -�- / / / / / / - - , ; /'�// _ - - -, �\ \ -_ � / � - - - Ir
- _ - Ir
\ \ \ \ \ \ \ \ \ \ \ \ / /, r , \ \ 1 I I 1 I I I I I I ( / / - - \ \, \ /� / / / / / //� � /i / / / - - �\ `\ --� �%
\ \ \ \ \ \ \ \ / �/� / \ I I ) / ) I I 1 I I I I I / / /� - - \\,�\ \\ \\ \ \ �/ // / / / - / / _ / - _ _ _ _ - O
\\ \ \\ \ \ \ \ \ \ \\\ \\\ \ / / / / / / / / / I I I I I I 1 I / �� \ \ \�\\ \\\�\ �� - - -�' / / / / ,'/ / / / / / ./�' /�//.// / \ / /� w
— _ \ \ I \ \ \ \ \ \ \ \ \ \ / 1 1 ,� ) I / / / / l l l / l I \ I I /—r � \ \\ \ \\ \ \ \ — / / // / / / / / POST-DEVELOPED \ \ )/ _ _ _ / / Z o
IN / , f / / / I \ \ \ ( / 1 \ \ \ \\ \ ' / / / / / / / DRAINAGE AREA 2: 1.63 AC \ __ —/ '/ O
----\ 4 -r- _�_� �_
-
I I 1 \ � � \ \ \ / / , , / / / / / / / / / / I \ \\ \ \ \ \ \ \ ( \ \ \ \ ���� \\ \ -, Al / / // , � / // / � ,6.7 , � � \ \ � / � '/ >
'-\ 1� \ \ I I 1 \ \ _ I / I' / / / / I I / ( \ \ � \ l \ \ \ \ \ � 1 / / / / / / '-� i /,� / /�/ / / /, / / / / \ _ I I\ _ _ / 1 f I
\\ \\ \ \ / / o / / / / / \ \ \ \ \ \ \ \ \ \ \ /I' — \ \ \ \ \ \ \ \ / / / / / / / //� / u/ / / / ' Ir
w
\ // , / / / / I I I \ \ \ \\ \ \\ \ ��\ \\ \ \ \ \ / / / / / "- / / I / / / I� —
\ \ \ \ I I 1 \ \ \ \ \ / �� / / / / / \ � \ \ \\ \ \ \\\ \ \\�\ ) / \ , \ \ \ -0 _/ / / / / -_ / / --I - // /��_
I I 1 1 I I I \ \ ` \ \ � \ \ \ /// �/ / / / I PROPERTY BOUNDARY ` \ \ \ \ \ \ \ • — / / / // / // �� / /(/ /I \ \ � \ \ \ it ( (TYP.)1 \ \ \ \ \ — \ / // 1-1
I I I I \ \ \ \ \\ \\\ \ \ \ \ �6 //i/ ; I / I I \ \ \ \ \' \\\ ` \\\ \\ \\\\\\ \ \ / �I( —\\\ \\\ \\\ \� \\\\ _ — / (// / / l II ////i "', _/ , / 11 / l / / / / /'� / /
III 1 1\ \ \�\\ \\�\ __ \�\ \\�\ \\ \ ' II - - - I \- -� - � �\ \ \ \ \ \ \\ \ \ -_ ` \\ I / /` � / /\ \ \ '\ " - - �z / / I I I I I
1 1 \ ' \\ _\ \ �/� I \ \ \ \ \f\ 1 � \ \ \\\ \ \\ \ \ I . J/ / / - _ / ) I I I I
— II , / I \ \ 71 ! 4 T OPEN CHANNEL FLOW _ _ _ — /
`\\ \ \\\\\��=��� \\\ \ \ 1 /// / 1 I . \ I \ \ I I / / LENGTH=150FT — _ � — � \ = _ / �_ I 1
\ \\\\ \ �' -" __ — \ \\ \ \\ \\ \ \ �/ ��/ I I \ \ \ \\ /1 \ \ \ \ rZl 1 I. J / Tc=0.5MINUTES — — � �'�\\- - - ' - -' / / I\I .
\ � � � �\_\ \ \ \\\ \ \ \\ \ \ I �' �lil '� l I \ 1 I mil\ \\ \ \\ I 1 \ \ \ \ \ \ \ \ \ \ �\ I \ I I� / l /'\ //%� /� - - \ \ \ \ \\ - -r- - - / �////�`
\ \\ \mil -_ �\ , \ \ \ \ \ \ \ �l /, / l \ I ) I I I 1 \ 1 - - -
- / /
1 \ \ \ I I \ \ \ \ \ \ 1 � / 1/l0 / I I I \ \ I \ \ 1 1 i / 11 I l 111 \ \\ \ I \ 1 \ 111 �� J O� �i/f _ � \ \\y\\ \ \� I _ - -�- / 11
/-/-/�- /- / ,/ / / I ) 1 ) /l %/�' ) 1\ ■ #0 / _ _ - -- 1 I I I III \/�- / / / /�J-/-/' �`\ \y \� __-(-_- - -_- _ _ - _
i / ' / / - / / 11 �l , / / / / I \ / 1 I I 1 -�___- - _�/ l I --___- __ - __ -___ - - - '�
�' /�' �� 1-1// / // � / l , ,, , �l / 1-1 1-1 //' 1-1/- / I - - - J III, ,� = �J 1 I /// % -_- _- _-1�
/ / / / / / / / / // ) / / 1-1 — / / /�� _ / // \ —
/ / 1 — / / / // / �/ % — / // —
/ / / '/ / _ � I I — / / / / /. / ( / / / // // / / r/ / / // / ,/ �, _— - =_/// / / / — � _ \\ - - -�— w
/ 1 / / / /) I I 1 1 / il , � � - / / / / // /l k / / / / / - - - -
_ EX.WETLANDS_ _ — / ' — -
/ // / / / / _/ I I I 1 / ��' � � - / / // / \ \ \ \ �,. (TYP.) � , - - �'/ / \
—
/ / I / / / /, . - I I I I 1 / , i � - - / / l l / I �� :)' I �✓ ,/ /'/ ' — / � � , - / / / I I I I I I I I °
/ / / / 1 1 J / l 1 �l - I/ /'/' - - - �/ l '^
—
1 / / / i� l l l I ( / / _ � l l / / — � ' _- / / \ �
l
./— -Z L��'�� ' / T/ f' —x�c—X�-' � // / / / X� / / _ , � / / / / / // / I I 1 ? ��� r / J I I I 1 \ \� \ �` •�• — � _ _� \
' / __ / / / / �"x x x —x —x� v� / ./ / / � / ,/ / ./ � ./ / / / 111 l 1 I \ \ / I I \ \ \\ \\ \\\� ; ' �% / \
/ / ,� / / 1-1 / / �/ / / / / i — X_ / / / / I L \ \ \ \ \ \ < I l \ \ \ \ \ \ \\ \�\\\\ \ \ �. �, ; '_ - - - �\ \ _\
/ / , 1-1 / �/ — // / / / / i\ — — / POST-DEVELOPED / POI #1 \ \ PROPOSED BMP#1 WET-POND \ \ \ POI #2 • / \ _ \
/ / / / / / / �� 1 / / / / / / - I \ \ \\ \ \ > \\ \ \ _ _ _
/ / / I/ / / / // / 1-1/ i 1 i \'_ — J / / // — — / � / / / / / L —/ j — — _ / DRAINAGE AREA 1_14.00 AC 1 I I I I 1 \ \ \ \ \ \ DRAINAGE AREA: 4.73 AC \ \ \\ \ \\\\\\ ()( ^l \ �. •� — / r I— \ /
/ / /�` ' / / — — / / / / J Tc= 24.4 MIN I _\\ \ \ \ \ \ \\ "I PERCENT IMPERVIOUS = 53.70% \ \ \ \ \ \\ 1 \ �• , \ \ , ^1 \ — -� \ /
' / / ' / l /' // // l / . "'! / / / � / / - / / / i / - - - - / I I , I I I I \ \\ \ 11 1 \\ / \ \
/ / / / / r / , / / / /� - - - / / // / / I / / / / / � - - - - - - / / ) ) III I I I I \ \ \ \ \ \ \, Tc= 5MIN \ \ 11 I I 1\\�\1�\ \�\ \- \ (\ / I� - - - - /\ �- /
/ / / / / / / / /4°� / / / / / / / / _ - ' / / / / / / - - - - - - / / ) , / ) j I I I 1 I I I \\\ \\ \ \ / / / I > > I I I I I I I III \ \ \ \ \ \ \ // - - - - / /� / / / / - - - - /� / / I I I I I I I I I / \ \ \\ \\ \\ / / �/ l / / 1 l � I I II I III \� \\ \� \ \\ \ \ 1\ / //\, - - \ / \ /
/ / \ \ \/ \ \
/ / /, // l 1( (, 1/ // l�c� �' /'- ,' // // // ' ' �__ - - �/ / / / / / / ' ' / - - - - / � / / 1 I IIIII � I / \ \\\ \\ \ \ \\ � - / / / / / / / / / l/ 111 � I \ \ \ \\ \ \\ \ � \ \ \ � \ \
/ / / I / / Q zC-) / / / / /,/ - - - � / / / / / / / / /' / / �/ I I I I \ \ \ \\ / / / / / I \ \ \ �` \ \ � \ /
1-1 / 1 1 cv / / - / / / / I I I / \\ \ \ \ / / / / / // I \ 1 \ \ \ \ \ \ ` \
I / � , / / / / / / � / / / / / / / - / / / I \ \ \\ / / / / 1 IIN \\�\\ \ \ \ \ 1 I \ \ I /
2P / / / / z > � \ / / / / // /' / � - - - '/ / / // '/ / / I I \\ \ \ \ � /// / / / / / / / \\ \ \ \ \ \ \ ` 1 \ \ \ /'
/ // / / / / / /' // // / / ' / (/ 1 I I \\ '_ - - / / I 1 j \ \ \ \ \ \ \ \I I \ \ / / / / / I \ \ \ \ \ \
/ / / / / / � / / / / / / / / / / _ - - / / / / / / I / ( / / / 1 I I I \\ \ \ \\\ / / / / / / / / / \ I X \ \ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \�
II - -
/ / / / � o �/ / / / / / / / , _ _ _ - - - - / / / / / , / , I I 1 , / / / / / / / III I �\\\ \ \ / / / / / / I I I I I` \ \ \\ \ \ \
// / / / / / / / , / / / � - - - J ' / / \ / / / / / / \ \ \ \ \ \ \ \
�� / / / / `° p4/ _ �/ / / / / / / / / / - - - / / / / / ) I l l / 1 / l / / / / I I I I I \\ \\\\ \ � - / / / / / / / / / I 1 I I " \ \ \ \ \ \ \ \ \"=- - -
F / / / �/ r � �� / / / / / / �- / / �/ / / 1 J 1 / l / / l / I I I 1 \\\ \ \ \� �' / / / / / I I \ \ �\ \ \ \ \\ \ \ \ I I \\ ;%; M
/ / / / / / / I-, / / / / / - / / / / / - / y\ \ \ 1 1 N
/ / / / / / /llli / �' �' /' / / / / / / ' _ - - - '' �' / /' l / / / , / , /// / l � l 1 ► I \\� \ ' / // / / 1 I ! \ \ \\�\ \ 1 \ 11,-� �� � ; O
/ / / / / / / / / / / / J / / 1 I / / \\\ \\ // / / / / / I I \ \\ \\\\ \\ \\ I\ \\ (' N
w / / / / / / / / / / / / / / �� / / / / / / // / I \\\ \� / / / / / / / I \ \ \ \ \ \ \ 1 \ �
/ / / l l / / / / /� /// / / // / / // / / / // // __� �/ '/ // ,/ / / / / / / // / l 1 1 I I I ( - \ \\\\\\ - ��/�/ / / // / // / / / I I\K \ \ \\ \ \ \ \ 1 \ \ \ \ 1 \ \ �\ � r
/ / /A / / / / / / / / / / / / / / / \ x \ \
/ / / / / / / / / � / / / / / �/ / / / / / / 1 / \ \ \ \\ \- -- - - / / / / / x ) / ) \ \ \ \ \ � z
/ / / / / / / / / / / / / / _ - � _ � / / / / / / / I I � \ \ \\\� _ / �/ / / / / - I \ \ � 1 1 ( I \ \ 1 \ N
z / / / / / / / / 1 / / / / / / � / / / 11 � - - / / / ,- / / / / / / / / / / / / I - - - / / x / �/ / ` ) ) \ \ \ �
/ / / / / / / / / / / / / / / / / ( / / - - - ' �� � �' / / / �/ / / / / � /�/ / I I / \��\\\\__- -- - - Jam/ /,'//�// /; -/ / / /) // / I I I \ / / ) / \ \ I \ ` a_
/- -/ / - -/ / l / I / / / / / ( ( I I l / _ - - _ _ - - - - /' i //' /' / / / / // �/� - / I I , -\\\ \ \\ / // / /i' - - - - x / / /�/ ,� � I / /, ) / / I \ /� W N Q
7 / / / / 1 / / / I 1 _ - - - ' ' / ' / ' / / / / ' / / / / - - - - - / / ' ' - �- // , / , / / / / , 1 / / / / I 1 I I I I \ ( / - _ / / / / / // ' / / / / I - \���; - - - _ - _ / / / / / ; - x // _
/ / / 1 \ / / / / / I I / / / / / \ /// > U � LU
m / / / I l 1 / / / / / // / / / / l r \ / / / / — /i Q > J H N Q
/ /%� �' J W CO
/ l l / I I I I I l l 1 1 I I \ 1 \ / / / / // / / / - -' i / ! - _- - - - x / / / / / / / / / l \ //� '. o�
I I, N LU
_ // __ ' / // / / / Q
/ / / / � \ / / / / / / //ice
_ - - - - - - - - / / — — _ I-x� / / / / / �ii / i /- - /���� / Q
�� — / / / / / / / — - - - / / / - - - - — —
o. / / / / / / 1 I I \ - / / / / / // // / / / - - - - - - - -� / / / � ;
/ // / /I 1 / I I \ \ \\ \\ ' I\ 1 1 / / / / / " // // / // _ _ - - - - - // / -,- _ / � ' ///� ' / ' /�',/ � z o U Q
/ / / / / 1 I \ 1 - - / / / - - _ � �-' / / / /; / �/ °COO of
/ / / / / / l I \ \ \ \ \ \ _ / / / / / / / i / / l _ i � i / /: � �\ �� x_ — /�_ //� / / / / O O Ir LU
/ / / / \ / / / / / / / / / / � — / / / /�
Cln / / / / / \ \ — / � -' I _ — / / 5 U
/ I / / / / / / / / / / // —\\ — —/ i'/s \ EX.WETLANDS. LU W LLI W
/ / I 1 / / / / / / / / / / I I I \ I I / / / / / / / / / / / / / / / / / / // / / ,� _- - - _ / �i TYP. c� of J
( , / , , , 1 ) I I I / _ / / / / / / / , / / / //, / // / \� _ - - _ /%��/ (/ 7 ) -- o_
/1.
I / / / / / / / / / / / / ) j l I I I r - l / / / / / / � / / /^ / / / ( / \ - _ _ - � /� _ / .h a of O
3 I l / 1 / / / / / l / l l / 1 I I I I I / - / / / / / 11 l l / / /I z /I / � / / / / / � \ l
// / / / / / 1 \ / //�� sy - / \ Z ( >
1 / I I l I I , I I / / / // // / / // / / / � / / / / l I 1 I 1 / /_ - - / / / / / / / J / / / / / --- \ "I� l / / , \\ � f / / - - ,�, - / ) / / / >
1 1 I 1 / / / / / / / 1 1 / / /� / / / / l / l l l / - 1-1 / \ / // / / / 1 I / �� I 'i \ / ,/ /' _j U
I 1 , I I / / / I / / / / / /' / i / / / / // ,/ // / l /l 1 / / / / �/'/ / // /// / / l / / // ,/ - - / / 1-1 ,/ / -� �v� �// / l / l - -�//l 1 1i ����- = - 1 �: :�' \�/�/ � ''/, z o
1 1 I I I / / / / / / / / / / / / / - / / / / / / I / \ ' / /;` - - / ' 0 Cl)
/ / / / / / / 1 ( / / / \ / / / I
I I I I I I I I I I I ' /'' / ' ' / / /' / / / / // // / / / / /� 1 '/ / / // / / / I I I / / - �\ / / / / I I 1 4—.. /
10 / I 1 I I I / / / / / / / / / / / / / - - / / / / / / / I I I I / -/ / ( II � �_ - '' � \ ", . / / / ' - � a_
oo 1. / I I I I I I / / / / / / / / / / / / / / / / I 1 \ - - -
18 / ,/ I /I I I � I I , I I I � � I / / / "/ / / � / / / / / l ./ � /,/ / / , i ./ / / / l I I I I \ I _/ \ -%�� � \ / / U
It
U C _
�//
z
Rn
I o
IV
U
w
Z U
m Ir
O
w 0
0
70 0 70 140 w
FI
2 J
U�
SCALE: 1" = 70' D Z
o �__
o
�__
z
RM 0
z
Q
o
0
. L E N N A 1Z I PROJ. MGR.: WGB
DESIGN BY: WGB
li
DRAWN BY: RBB
oo
1. Q PROJ. DATE: JAN 2023
z DRAWING NUMBER:
Ro Wl<
U
C4. 5
1
I- DICI<SON 2
J
6
LLJ WKD PROJ. NO.:
Rn community infrastructure consultants M
2022078200
a
w