SW3240503_Stormwater Report_20240612

SCM CALCULATIONS
AURORA AT PRICE MILL CREEK
Prepared for:
Shea Homes
8800 N. Gainey Center Drive, Suite 350
Scottsdale, AZ 85258
Prepared by:
ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D
Cornelius, NC 28031
[phone]
Project Number: KT37.400 ���������►►►,,,
Original: August 30, 2023 �' 9.:g
Revised: May 10, 2024 _
�25775 :
,„„,.11110`'
2024.05.13 12:59:14-04'00'
aESP ..
License No. F-1407

PROJECT NARATIVE
The proposed project, "Aurora at Price Mill Creek" is a residential subdivision that is located in Wesley
Chapel, Union County, North Carolina. The site is located on the east and west side of Weddington Road
(NC Hwy. 84). The proposed main entrance will be located approximately 1,600 feet East from the
intersection of Underwood Road and Weddington Road. There will be one stream crossing to access the
rear of the property.
The project site is located in Zone X and Zone AE per FIRM Map for Union County, North Carolina— Map
Number 3710449600J, Effective Date: October 16, 2008. The existing site consists of woods and open
fields. Price Mill Creek bisects the property from north to south and runs along the western boundary.
The existing storm water runoff flows towards Price Mill Creek and has a 100-year floodplain associated
with it. There are no known flooding problems located either downstream or immediately adjacent to the
site.
The proposed site will be a single family residential subdivision consisting of 35 lots. There will be four(4)
paved streets and four (4) cul-de-sacs, valley curb, and concrete sidewalks. There will be a total of two
(2) Stormwater Control Measures; (1) dry detention with sand filter and (1)wet detention basin installed to
detain and treat storm water runoff from the proposed development as necessary. All runoff from every
house will be detained and treated within the SCM. The project will disturb approximately 40 acres.
On site erosion control measures will be provided throughout the construction phases. The erosion
control plan will have two (2) phases and two (2) stages. These erosion control measures include five (5)
skimmer type sediment basins that have been designed to meet the North Carolina Erosion and
Sediment Control Planning and Design Manual.
Conclusion
The proposed SCM's and associated control structures (risers) and outfall pipes have been designed to
meet the water quality requirements for:
• Treat the first 1 inch of rainfall to remove 85% TSS removal.
• Detention requirements for the 1-year, 24-hour storm event.
• Detention requirements for the 2-year, 24-hour storm event.
• Detention requirements for the 10-year, 24-hour storm event.
• Detention requirement for the 25-year, 24 hour storm event.
In conclusion, due to existing site conditions and proposed runoff control measures, the proposed project
is not anticipated to have negative impacts on downstream or adjacent properties.

SUMMARY

Aurora at Price Mill Creek SCM Summary
Pre-Development Flows 2-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr
SCM 1 6.78 29.48 47.55
SCM 2 3.40 14.89 24.06
Routed
Post-Development Flows 2-yr, 24-hr 10-yr, 24-hr 25-yr, 24-hr
SCM 1 1.82 18.33 38.48
SCM 2 0.72 7.33 22.37
*All flows in CFS

Rainfall & Soil Report

NOAA Atlas 14,Volume 2,Version 3
° Location name:Monroe,North Carolina,USA* '"
t E Latitude:35.0065°,Longitude:-80.6834° p
tigi
Tfri
Elevation:590 ft** a df
*source:ESRI Maps ll,
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps &_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals(in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.418 0.494 0.573 0.632 0.698 0.744 0.786 0.823 0.865 0.896
(0.386-0.454) (0.455-0.538) (0.527-0.624) (0.579-0.686) (0.637-0.757) (0.676-0.806) (0.710-0.851) (0.740-0.892) (0.772-0.941) (0.792-0.975)
10-min 0.668 0.790 0.918 1.01 1.11 1.18 1.25 1.30 1.37 1.41
(0.616-0.726) (0.727-0.861) (0.843-1.00) (0.926-1.10) (1.02-1.21) (1.08-1.28) (1.13-1.35) (1.17-1.42) (1.22-1.49) (1.25-1.54)
15-min 0.835 0.994 1.16 1.28 1.41 1.50 1.58 1.65 1.72 1.77
(0.770-0.907) (0.914-1.08) (1.07-1.26) (1.17-1.39) (1.29-1.53) (1.36-1.62) (1.43-1.71) (1.48-1.78) (1.54-1.87) (1.57-1.93)
30-min 1.14 1.37 1.65 1.85 2.09 2.26 2.42 2.56 2.74 2.87
(1.06-1.24) (1.26-1.49) (1.52-1.80) (1.70-2.01) (1.91-2.26) (2.05-2.45) (2.18-2.62) (2.30-2.78) (2.44-2.98) (2.54-3.12)
60-min 1.43 1.72 2.12 2.41 2.78 3.06 3.33 3.59 3.93 4.18
(1.32-1.55) (1.58-1.88) (1.94-2.30) (2.21-2.62) (2.54-3.01) (2.78-3.32) (3.01-3.61) (3.23-3.90) (3.51-4.28) (3.70-4.56)
2-hr 1.65 2.00 2.48 2.84 3.31 3.67 4.03 4.38 4.85 5.21
(1.51-1.80) (1.83-2.19) (2.26-2.71) (2.59-3.10) (3.00-3.61) (3.32-4.00) (3.62-4.39) (3.91-4.78) (4.29-5.29) (4.56-5.69)
3-hr 1.75 2.12 2.64 3.05 3.60 4.03 4.47 4.92 5.54 6.02
(1.60-1.93) (1.94-2.33) (2.41-2.90) (2.77-3.34) (3.26-3.93) (3.63-4.40) (4.00-4.87) (4.36-5.36) (4.85-6.04) (5.22-6.58)
6-hr 2.11 2.54 3.17 3.67 4.34 4.88 5.43 6.00 6.80 7.42
(1.93-2.31) (2.33-2.79) i (2.90-3.48) (3.35-4.01) (3.94-4.74) (4.40-5.32) (4.86-5.91) (5.32-6.53) (5.94-7.38) (6.41-8.07)
12-hr 2.49 3.01 3.77 4.38 5.23 5.91 6.62 7.37 8.42 9.28
(2.29-2.73) (2.76-3.31) (3.45-4.13) (4.00-4.80) (4.74-5.71) (5.32-6.44) (5.90-7.21) (6.49-8.02) (7.30-9.15) (7.93-10.1)
24-hr 2.95 3.55 4.47 5.19 6.20 7.00 7.85 8.73 9.96 11.0
(2.72-3.19) (3.29-3.86) (4.12-4.84) (4.79-5.63) (5.69-6.71) (6.41-7.59) (7.16-8.51) (7.92-9.47) (8.99-10.8) (9.83-11.9)
2-day 3.47 4.18 5.21 6.04 7.17 8.09 9.04 10.0 11.4 12.5
(3.21-3.76) (3.87-4.54) (4.82-5.66) (5.56-6.54) (6.59-7.77) (7.41-8.77) (8.24-9.81) (9.11-10.9)_ (10.3-12.4) (11.2-13.7_
3-day 3.68 4.42 5.48 6.33 7.51 8.45 9.43 10.4 11.9 13.0
(3.41-3.98) (4.10-4.78) (5.08-5.94) (5.85-6.85) (6.91-8.12) (7.76-9.15) (8.62-10.2) (9.52-11.3) (10.8-12.9) (11.7-14.2 _
4-day 3.89 4.66 5.76 6.63 7.84 8.82 9.82 10.9 12.3 13.5
(3.61-4.19) (4.33-5.03) (5.34-6.22) (6.13-7.16) (7.23-8.47) (8.10-9.53)_ (9.00-10.6) (9.92-11.8)_ (11.2-13.4) (12.2-14.7)
7-day 4.50 5.36 6.54 7.48 8.78 9.82 10.9 12.0 13.6 14.9
(4.20-4.82) (5.02-5.76) (6.11-7.02) (6.98-8.02) (8.16-9.42) (9.10-10.5)_ (10.1-11.7) (11.1-12.9)_ (12.4-14.7) (13.5-16.1)
10-day 5.15 6.13 7.38 8.36 9.70 10.8 11.8 12.9 14.4 15.7
(4.83-5.51) (5.74-6.55) (6.90-7.89) (7.81-8.94) (9.03-10.4) (9.99-11.5) (11.0-12.7) (11.9-13.9) (13.3-15.5) _(14.4-16.9)_
20-day 6.89 8.13 9.61 . . . 1 . 6. .
(6.49-7.34) (7.66-8.66) (9.03-10.2) (10.1-10181.5) (11.6-12143.2) (12.7-13164.5) (13.9-4195.8) (15.01.-117.2) (16.5-17199.1) (17.7-219.20.6)
30-day 8.45 9.94 11.6 12.8 14.5 15.8 17.1 18.3 20.0 21.3
(7.98-8.96) (9.39-10.5) (10.9-12.3) (12.1-13.6) (13.7-15.4) (14.8-16.8) (16.0-18.1) (17.1-19.5) (18.7-21.4) (19.8-22.8)
45-day 10.6 12.5 14.3 15.6 17.5 18.8 20.2 21.5 23.2 24.5
(10.1-11.2) (11.8-13.1) (13.5-15.0) (14.8-16.4) (16.5-18.3) (17.8-19.8) (19.0-21.2) (20.2-22.6) (21.8-24.5) (22.9-25.9)
60-day 12.7 14.8 16.7 18.2 20.2 21.6 23.0 24.4 26.2 27.5
(12.1-13.3) (14.1-15.5) (15.9-17.5) (17.4-19.1) (19.2-21.1) (20.5-22.7) (21.8-24.2) (23.1-25.6) (24.7-27.5) (25.9-29.0)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency(DDF)curves
Latitude:35.0065°,Longitude:-80.6834°
Average recurrence
interval
25 (years)
c — 1
,= 20- 2
L
a —
N
15 - — 10
O — 25
ro — 50
a10 - — 100
v
v — 200
a
5- — 500
— 1000
J--
0 --
L L L L L f0 r0 rls 40 N o f0 fo
E E E c Air01 vb rL y 13 13-o -0 7 7 U 77
rl N p
min ko Duration N r O� N M v au.
25- — -._
C
- 20- --=— Duration
i
—�' — 5-min — 2-day
c 15 ' Willi — 10-min — 3-day
0
15-min — 4-day
' ':
- — -- 2-hr_— — 2fir��— — — 3-hr — 30-day
���— — 6a1r — 45-day
0 --- — 12-hr — 60-day
24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Fri Jul 28 20:20:33 2023
Back to Top
Maps&aerials
Small scale terrain
Me
RC
-' Vie rid
i_r) Rd
% _
3km
2mi
Large scale terrain

•
'onc_ity 0 0
�• Winston-Sal em
• • Parham
Greensboro •
r it r:liicildi Ral
•Asheville NORTH CAROLINA
0
(tad otte Fayetteville•
Greenville
F,
X -I-
SOUTH CAROLINA w
P
'lumbi
60mi
IlL__
Large scale map
/—
...."Ti
fnstonS gem o Greensboro D man
Re
Asheville- North
� ® Carolina
• arlotte
I F ett
-\•,- o
`Greenvire L
1181
1III�, mb is
100km o •
\oath /
60mi Carolina
Lar•a scale aerial
• Winston-Salmi
Durtiiani,
Fn
Asheville
• North
Carolina
C harlotte
• er t
Greenville 1
\111
Cctumbia 11
100km •
60mi South
Carolina
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

NOAA Atlas 14,Volume 2,Version 3
° Location name:Monroe,North Carolina,USA* IN
t Latitude:35.0065°,Longitude:-80.6834°
ffiffi Elevation:590 ft** d
*source:ESRI Maps E"ej f
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps &_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals(in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1 1000 1
5-min 5.02 5.93 6.88 7.58 8.38 8.93 9.43 9.88 10.4 10.8
(4.63-5.45) (5.46-6.46) (6.32-7.49) (6.95-8.23) (7.64-9.08) (8.11-9.67) (8.52-10.2) (8.88-10.7) (9.26-11.3) (9.50-11.7)
10-min 4.01 4.74 5.51 6.06 6.67 7.10 7.49 7.83 8.21 8.46
(3.70-4.36) (4.36-5.17) (5.06-6.00) (5.56-6.58) (6.09-7.24) (6.46-7.70) (6.77-8.11) (7.04-8.49) (7.32-8.93) (7.49-9.22)
15-min 3.34 3.98 4.65 5.11 5.64 6.00 6.31 6.58 6.89 7.08
(3.08-3.63) (3.66-4.33) (4.27-5.06) (4.68-5.55) (5.15-6.11) (5.45-6.50) (5.70-6.84) (5.92-7.14) (6.14-7.49) (6.26-7.71)
30-min 2.29 2.74 3.30 3.70 4.18 4.52 4.83 5.13 5.48 5.73
(2.11-2.49) (2.52-2.99) (3.03-3.59) (3.39-4.02) (3.81-4.53) (4.10-4.89) (4.37-5.24) (4.61-5.56) (4.89-5.96) (5.07-6.24)
60-min 1.43 1.72 2.12 2.41 2.78 3.06 3.33 3.59 3.93 4.18
(1.32-1.55) (1.58-1.88) (1.94-2.30) (2.21-2.62) (2.54-3.01) (2.78-3.32) (3.01-3.61) (3.23-3.90) (3.51-4.28) (3.70-4.56)
2-hr 0.825 0.998 1.24 1.42 1.66 1.83 2.01 2.19 2.42 2.60
(0.756-0.902) (0.914-1.09) (1.13-1.35) (1.29-1.55) (1.50-1.80) (1.66-2.00) (1.81-2.19) (1.96-2.39) (2.14-2.64) (2.28-2.84)
3-hr 0.584 0.704 0.879 1.01 1.20 1.34 1.49 1.64 1.84 2.00
(0.534-0.642) (0.645-0.775) (0.803-0.966) (0.923-1.11) (1.08-1.31) (1.21-1.46) (1.33-1.62) (1.45-1.78) (1.61-2.01) (1.74-2.19)
6-hr 0.351 0.424 0.529 0.612 0.725 0.815 0.907 1.00 1.13 1.24
(0.322-0.386) (0.388-0.465) (0.484-0.580)(0.558-0.670) (0.657-0.790) (0.734-0.887) (0.811-0.987) (0.888-1.09) (0.991-1.23) (1.07-1.35)
12-hr 0.206 0.249 0.312 0.363 0.433 0.490 0.549 0.612 0.699 0.769
(0.189-0.226) (0.229-0.274) (0.286-0.343) (0.331-0.398) (0.393-0.473) (0.441-0.534) (0.489-0.598) (0.538-0.665) (0.605-0.759) (0.658-0.836)
24-hr 0.122 0.148 0.186 0.216 0.258 0.291 0.327 0.363 0.415 0.456
(0.113-0.132) (0.137-0.160) (0.171-0.201) (0.199-0.234) (0.236-0.279) (0.267-0.316) (0.298-0.354) (0.330-0.394) (0.374-0.450) (0.409-0.497)
2-day 0.072 0.086 0.108 0.125 0.149 0.168 0.188 0.208 0.237 0.260
(0.066-0.078) (0.080-0.094) (0.100-0.117) (0.115-0.136) (0.137-0.161) (0.154-0.182) (0.171-0.204) (0.189-0.227) (0.214-0.259) (0.233-0.285)
3-day 0.051 0.061 0.076 0.087 0.104 0.117 0.130 0.145 0.164 0.180
(0.047-0.055) (0.056-0.066) (0.070-0.082)(0.081-0.095) (0.095-0.112) (0.107-0.127) (0.119-0.141) (0.132-0.157) (0.149-0.179) (0.162-0.197)
4-day 0.040 0.048 0.059 0.069 0.081 0.091 0.102 0.113 0.128 0.140
(0.037-0.043) (0.045-0.052) (0.055-0.064)(0.063-0.074) (0.075-0.088) (0.084-0.099) (0.093-0.110) (0.103-0.122) (0.116-0.139) (0.127-0.153).
7-day 0.026 0.031 0.038 0.044 0.052 0.058 0.064 0.071 0.080 0.088
(0.025-0.028) (0.029-0.034) (0.036-0.041)(0.041-0.047) (0.048-0.056) (0.054-0.062) (0.059-0.069) (0.065-0.076) (0.074-0.087) (0.080-0.095).
10-day 0.021 0.025 0.030 0.034 0.040 0.044 0.049 0.053 0.060 0.065
(0.020-0.022) (0.023-0.027) (0.028-0.032)(0.032-0.037) (0.037-0.043) (0.041-0.047) (0.045-0.052) (0.049-0.057) (0.055-0.064) (0.059-0.070)
20-day 0.014 0.016 0.020 0.022 0.025 0.028 0.030 0.033 0.037 0.040
(0.013-0.015) (0.015-0.018) (0.018-0.021)(0.021-0.023) (0.024-0.027) (0.026-0.030) (0.028-0.033) (0.031-0.035) (0.034-0.039) (0.036-0.042)
30-day 0.011 0.013 0.016 0.017 0.020 0.021 0.023 0.025 0.027 0.029
(0.011-0.012) (0.013-0.014) (0.015-0.017)(0.016-0.018) (0.018-0.021) (0.020-0.023) (0.022-0.025) (0.023-0.027) (0.025-0.029) (0.027-0.031)
45-day 0.009 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 0.022
(0.009-0.010) (0.010-0.012) (0.012-0.013)(0.013-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.020-0.022) (0.021-0.023)
60 day 0.008 0.010 0.011 0.012 0.014 0.015 0.015 0.016 0.018 0.019
(0.008-0.009) (0.009-0.010) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.017) (0.017-0.019) (0.017-0.020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
Back to Top
PF graphical

PDS-based intensity-duration-frequency(IDF)curves
Latitude:35.0065°,Longitude:-80.6834°
101 Average recurrence
__ interval
:_ (years)
C — 1
u \` — 5
d \ — 10
c \- — 25
o \._ — 50
y 10-1 �. — 100
a \\ — 200
V �\
A — 500
r1 \ --... — 1000
10-2-
r i i r r i i i
c c c c c >. >,>, >, >, >, >. >,>.
•E E •E •E L t L r t ro ro ro ro ro oo ro ro ro
N fit 6 N y' -0 -0U -0 7 7 7 U7p
V1 O .A r6 $ Duration N N e 4 r` O N M u S
101- _.
TZ
-c
c
Duration
Z' 10° _
c — 5-rnrn — 2-day
v
c — 10-11rn — 3-day
c 15-mm — 4-day
0
roo 10-1 — 30 rrnn — 7-day
a — 60-mm — 10-day
.0 — 2-hr — 20-day
o_ — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 60-day
t t , 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT)Fri Jul 28 20:21:33 2023
Back to Top
Maps&aerials
Small scale terrain
Me
RC
—' _ _g vieddigton Rd
�
3km
2mi
Large scale terrain

•
'onc_ity 0 0
�• Winston-Sal em
• • Parham
Greensboro •
r it r:liicildi Ral
•Asheville NORTH CAROLINA
0
(tad otte Fayetteville•
Greenville
F,
X -I-
SOUTH CAROLINA w
P
'lumbi
60mi
IlL__
Large scale map
/—
...."Ti
fnstonS gem o Greensboro D man
Re
Asheville- North
� ® Carolina
• arlotte
I F ett
-\•,- o
`Greenvire L
1181
1III�, mb is
100km o •
\oath /
60mi Carolina
Lar•a scale aerial
• Winston-Salmi
Durtiiani,
Fn
Asheville
• North
Carolina
C harlotte
• er t
Greenville 1
\111
Cctumbia 11
100km •
60mi South
Carolina
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer

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
\ RCS 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
•
v Ate,,. �'f :.
.-.) ,. . i'l' . ->\-- , -,,,
. N _ .„.., ., __ . .
,, ....._, „....
0. , .
.,_.. „
- i ,,It i .,..
__ (T) ^ .. -. ,
F u
r..44:
'•
0,,„iiiii*.,,,..1.1,,„•, ., -,,,...,-, . -,i+.
tvN•
* ). , ,444 Soiolore-7''_....I VI I
cif
t i
•
4,..,, ', 4:N1 ,c, ,
vi \ (.(44.
$a
-
0....■..■..1,000 ft .
July 27, 2023

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.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_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
Soil Map 5
Soil Map 6
Legend 7
Map Unit Legend 8
Map Unit Descriptions 8
Union County, North Carolina 10
BaC—Badin channery silt loam, 8 to 15 percent slopes 10
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded 11
BdC2—Badin channery silty clay loam, 8 to 15 percent slopes,
moderately eroded 12
ChA—Chewacla silt loam, 0 to 2 percent slopes, frequently flooded 13
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes,
moderately eroded 14
4

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.
5

Custom Soil Resource Report
Soil Map 4
R
528500 528600 528700 528800 528900 529000 529100 529200
35°0'44"N - , 35°0'44"N
L .
\ r
pI
.�� 4 A-..
0 •. n/ \ fir'"
�3 �f,,BdC2 '''/ i II ..
i . , IL. .
2..r. .t
g • l� �
8
BdC2 ,
"` 8
A 4:>'.,4 Vi S ' A
ChA TbB2 �'
ls� .
y
BdB2
M \
<w S'�a�eN`Ny 8 1 �
BdC2 A•
'
,5.. ' \ -4.„,...._
BdC2
TbB2
;, ChA A
1*. \tr* N 404:0' BaC
1 L%i
s.
co
Nr©U B tR EG a7 o o ea0od ate RM-0 oc�a0.;°
r
35°0'7"N 35°0'7"N
528500 528600 528700 528800 528900 529000 529100 529200
3 3
Map Scale:1:5,640 if printed on A portrait(8.5"x 11")sheet.
Meters
N 0 50 100 200 300 :
Feet
0 250 500 1000 1500
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
A
6

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: 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: Mar 13,2022—May
31 Slide or Slip 9,2022
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.
7

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaC Badin channery silt loam,8 to 3.2 4.1%
15 percent slopes
BdB2 Badin channery silty clay loam, 19.1 25.0%
2 to 8 percent slopes,
moderately eroded
BdC2 Badin channery silty clay loam, 16.7 21.9%
8 to 15 percent slopes,
moderately eroded
ChA Chewacla silt loam,0 to 2 21.0 27.4%
percent slopes,frequently
flooded
TbB2 Tarrus gravelly silty clay loam,2 16.5 21.5%
to 8 percent slopes,
moderately eroded
Totals for Area of Interest 76.4 100.0%
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
8

Custom Soil Resource Report
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
9

Custom Soil Resource Report
Union County, North Carolina
BaC—Badin channery silt loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3w0g
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
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: channery silt loam
Bt- 6 to 35 inches: silty clay
Cr-35 to 43 inches: weathered bedrock
R-43 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic 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 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: F136XY830NC -Acidic upland forest, dry-moist
Hydric soil rating: No
10

Custom Soil Resource Report
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx85
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Interfluves
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 6 inches: silty clay loam
Bt- 6 to 20 inches: silty clay
BC-20 to 28 inches: channery silty clay loam
Cr-28 to 42 inches: weathered bedrock
R-42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic 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 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY830NC -Acidic upland forest, dry-moist
Hydric soil rating: No
11

Custom Soil Resource Report
BdC2—Badin channery silty clay loam, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx86
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Shoulder, 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: silty clay loam
Bt- 6 to 20 inches: silty clay
BC-20 to 28 inches: channery silty clay loam
Cr-28 to 42 inches: weathered bedrock
R-42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic 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 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: F136XY830NC -Acidic upland forest, dry-moist
Hydric soil rating: No
12

Custom Soil Resource Report
ChA—Chewacla silt loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 3w0p
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: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 87 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A -0 to 4 inches: silt loam
Bw1 -4 to 26 inches: silty clay loam
Bw2-26 to 38 inches: loam
Bw3-38 to 60 inches: clay loam
C- 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 6 to 24 inches
Frequency of flooding: NoneFrequent
Frequency of ponding: None
Available water supply, 0 to 60 inches: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Ecological site: F136XY610GA- Flood plain forest, wet
Hydric soil rating: No
13

Custom Soil Resource Report
Minor Components
Wehadkee, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
TbB2—Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx8q
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Tarrus, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Tarrus, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from schist and/or other metamorphic rock
Typical profile
Ap- 0 to 6 inches: gravelly silty clay loam
Bt- 6 to 45 inches: silty clay
Cr-45 to 80 inches: weathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature:40 to 60 inches to paralithic bedrock
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat):Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 4.5 inches)
14

Custom Soil Resource Report
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
15

SCM #1

Time of Concentrations &
Curve Numbers

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Aurora at Price Mill Creek By JWF 7/28/2023
Location Wesley Chapel, NC Checked Date:
Circle One:C-Present) Developed SCM 1 Pre-Development
1. SHEET FLOW
SEGMENT ID
A
1. Surface description (table.3-1). Woods-Light
2. Manning's roughness coefficient, n (table 3-1) 0.4
3. Flow length, L(total L<_3Q0.ft) ft 100
4. Two-year 24-hour rainfall, P in 5.93
5. Land slope, s ft/ft 0.025
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.240
P2^0.5 s"0.4 Total Sheet Flow Tt(hr) 0.24
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
B
7. Surface description (paved or unpaved) Unpaved
8. Flow length,.L ft 152
9. Watercourse slope,.s ft/ft 0.033
10. Average velocity,V(figure.3-.1) _ 2.931
11. Tt= L Compute Tt hr 0.014
3600 V Total Shallow Concentrated Flow Tt(hr) 0.01
3. CHANNEL FLOW
SEGMENT ID
C
12. Channel type(Pipe or Open 0.26 Open Channel
13. Cross sectional flow area,.a ft2 630.00
14. Wetted perimeter,.pw ft 160.70
15. Hydraulic radius r=a/pw Compute r ft 3.92
16. Channel slope,.s ft/ft 0.020
17. Manning's roughness coefficient,.n 0.030
18. V=[1.49 r^(2/3)s^(1/2)]/n Compute V ft/s 17.46
19. Flow length.,.L ft 479
20. Tt= L Compute Tt hr 0.008
Total Channel Flow Tt(hr) 0.01
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11, and 19) Total Tt (hr) = 0.26
Total Tt (min) = 15.6
Reference: Urban Hydrology for Small Watersheds
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Associates',PA SCM 1 Pre
Po Box 7030 TOC Calcs.xlsx
Charlotte NC 28241 8/30/2023

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Aurora at Price Mill Creek By JWF 7/28/2023
Location Wesley Chapel, NC Checked Date:
Circle One: Present (Develope-iDI SCM 1 Post-Development
1. SHEET FLOW
SEGMENT ID
A
1. Surface description (table.3-1). Grass-Bermuda
2. Manning's roughness coefficient, n (table 3-1) 0.41
3. Flow length, L(total L<_3Q0.ft) ft 100
4. Two-year 24-hour rainfall, P in 5.44
5. Land slope, s ft/ft 0.055
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.187
P2^0.5 s"0.4 Total Sheet Flow Tt(hr) 0.19
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
B
7. Surface description (paved or unpaved) Unpaved
8. Flow length,.L ft 27
9. Watercourse slope,.s ft/ft 0.055
10. Average velocity,V(figure.3,1.) _ 3.784
11. Tt= L Compute Tt hr 0.002
3600 V Total Shallow Concentrated Flow Tt(hr) 0.00
3. CHANNEL FLOW
SEGMENT ID
C D E
12. Channel type(Pipe or Open 0.26 Pipe Pipe Pipe
13. Cross sectional flow area,.a ft' 1.77 3.14 4.91
14. Wetted perimeter,.pw ft 4.71 6.28 7.85
15. Hydraulic radius r=a/pw Compute r ft 0.38 0.50 0.63
16. Channel slope,.s ft/ft 0.005 0.005 0.005
17. Manning's roughness coefficient,.n 0.012 0.012 0.012
18. V=[1.49 r^(2/3)s^(1/2)]/n Compute.V ft/s 4.57 5.53 6.42
19. Flow length.,.L ft 439 498 342
20. Tt= L Compute Tt hr 0.027 0.025 0.015
Total Channel Flow Tt(hr) 0.07
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11, and 19) Total Tt (hr) = 0.26
Total Tt (min) = 15.6
Reference: Urban Hydrology for Small Watersheds
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Associates',PA SCM 1 Post
Po Box 7030 TOC Calcs.xlsx
Charlotte NC 28241 8/30/2023

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Aurora at Price Mill Creek By JWF Date 5/9/2024
Location Wesley Chapel, NC Checked Date
Circle One: Present Developed SCM 1 Pre-Development
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type,treatment Tbl. Fig. Fig. of
Group and hydrologic condition) 2-2 2-3 2-4 Acres L CN x area
B Brush—brush-weed-grass mixture with brush, Fair condition 56 18.59 1041.04
(BdC2,BdB2,TbB2)
B Woods, Good condition
(BdC2,BdB2,TbB2) 55 2.49 136.95
* Use only one CN source per line Totals= 21.08 1177.99
CN(weighted) total product = 1177.99 = 55.9 Use CN= 56
total area 21.08
2. Runoff III
Storm#1 Storm#2 Storm#3
Frequency yr 2 10 100
Rainfall , P(24-hour) in 5.93 7.58 9.43
Runoff,Q in 1.56 2.60 3.93
(Use P and CN with table 3-11,fig.2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from:
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Assocates,PA SCM 1 PRE
PoBox 7030 CN Calcs.xlsx
Charlotte NC 28241 5/9/2024

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Aurora at Price Mill Creek By JWF Date 5/9/2024
Location Wesley Chapel, NC Checked Date
Circle One: Present cDeveloped SCM 1 Post-Development
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type,treatment Tbl. Fig. Fig. of
Group and hydrologic condition) 2-2 2-3 2-4 Acres L CN x area
B Paved areas,streets, roofs,driveways,etc(excl.ROW) 98 5.30 519.40
(BdC2,BdB2,TbB2)
B Open space, Good condition(grass cover>75%)
(BdC2,BdB2,TbB2) 61 15.78 962.58
* Use only one CN source per line Totals= 21.08 1481.98
CN(weighted) total product = 1481.98 = 70.3 Use CN= 70
total area 21.08
2. Runoff III
Storm#1 Storm#2 Storm#3
Frequency yr 2 10 100
Rainfall , P(24-hour) in 5.93 7.58 9.43
Runoff,Q in 2.75 4.11 5.72
(Use P and CN with table 3-11,fig.2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from:
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Assocates,PA SCM 1 POST
PoBox 7030 CN Calcs.xlsx
Charlotte NC 28241 5/9/2024

Wet Pond Design

Wet Detention Basin Worksheet
Basin ID: Wet Pond#1
Project Name: Aurora at Price Mill Creek
Project#: KT37.400
Designer: JWF
Date: 07/12/23
Rev: 05/09/24
This wet detention basin has been designed in accordance with Part C of the NC Stormwater
Design Manual revised January 1,2017.
Basin Drainage Area Summary
Pre-Development Impervious Area: 0.00 ac
Pre-Development Pervious Area: 21.08 ac
Post-Development Impervious Area: 5.30 ac Design Rainfall: 1.00 Inch
Post-Development Pervious Area: 18.36 ac
Off-Site Impervious Area: 0.00 ac
Off-Site Pervious Area: 0.00 ac
Future Impervious Area: 0.00 ac
Total Area(Pre): 21.08 ac
Total Area(Post): 23.66 ac
Pre-Percent Impervious 0.00%
Post-Percent Impervious: 22.40%
Calculate the Avg Depth and Design Volume of Basin from Proposed Contours
Elev.Of Permanent Pool: 573.50
Basin Permanent Pool Stage/Storage
Elev. Forebay Area Main Bay Area Total Area Avg.Total Main Bay Accumul.Vol. Forebay Total Accumul.
Area Accumul.Vol. Vol.
569 1,160.00 sf 10,865.00 sf 12,025.00 sf 0.00 sf 0.00 cf 0.00 cf 0.00 cf
570 1,730.00 sf 12,095.00 sf 13,825.00 sf 12,925.00 sf 11,480.00 cf 1,445.00 cf 12,925.00 cf
571 2,400.00 sf 13,350.00 sf 15,750.00 sf 14,787.50 sf 24,202.50 cf 3,510.00 cf 27,712.50 cf
572 3,175.00 sf 14,625.00 sf 17,800.00 sf 16,775.00 sf 38,190.00 cf 6,297.50 cf 44,487.50 cf
573 4,040.00 sf_ 15,860.00 sf_ 19,900.00 sf 18,850.00 sf 53,432.50 cf 9,905.00 cf 63,337.50 cf
573.5 5,260.00 sf 18,270.00 sf 23,530.00 sf 21,715.00 sf 61,965.00 cf 12,230.00 cf 74,195.00 cf
Basin Detention Stage/Storage Above Permanent Pool Elevation
Elev. Contour Area Incr.Vol. Accumul.Vol.
573.50 23,530.00 sf 0.00 cf 0.00 cf
574 27,314.00 sf 12,711.00 cf 12,711.00 cf
575 29,660.00 sf 28,487.00 cf 41,198.00 cf
576 32,068.00 sf 30,864.00 cf 72,062.00 cf
577 34,522.00 sf 33,295.00 cf 105,357.00 cf
578 37,037.00 sf 35,779.50 cf 141,136.50 cf
579 39,609.00 sf 38,323.00 cf 179,459.50 cf

Calculate the Minimum Required Volume Surface Area for the Permanent Pool
Option 1: Main Pool Volume by Hydraulic Retention Time(HRT) Method
0.87= Factor to adjust for the volume in the forebay
VMP=0.87* HRT * DV VMP= Main pool volume,not including forebay
Ts HRT= Volume of permanent Pool(ft3) = 14-days
TS= Area of permanent Pool(ft2) = 5-days
DV= Area of permanent Pool(ft2) = 18,270-sf
Actual Volume of Permanent Pool: 61,965.00 cf
Req'd Volume of Permanent Pool: 44,505.72 cf
Actual Greater Than Req'd-Acceptable
Main Pool Depth:
Average Depth of Permanent Pool(Excluding forebay): 3.39'
Avg.Depth is Acceptable and is Greater Than The Assumed Depth
Davg= Average Depth in feet = 3.39-ft
_ VPP Vpp= Volume of permanent Pool(ft3) = 61,965-cf
Davg App APP= Area of permanent Pool(ft2) = 18,270-sf
NOTE:Min.Avg. Depth Allowed is 3',Max.Avg.Depth is 9'
Compute Forebay Ratio
Forebay Volume: 12,230.00-cf
Permanent Pool Volume: 61,965.00-cf
Forebay Ratio: 19.7%
NOTE:Recommended Volume in Forebay is Between 15%and 20%of Total Volume

Determine The Volume & Elevation of The Temporary Water Quality Pool
Determine the Runoff Coefficient(Rv)for the 1.00 Inch Rainfall.
V=3630*RD*Rv*A
Rv-Post=0.05+0.9 x(I)
I= 22.40% Rv_post= 0.25
Determine the Water Quality Volume(WQv)
WQv=VPOST
V=3630 x Design Rainfall x Rv x Drainage Area
Design Rainfall is 1 Inch VPOST= 21,609.39 cf
Rv-post is 0.25 WQv= 21,609.39 cf
Drainage Area is 23.66 Acres
Vpost=1 x 0.25 x 23.66
Determine the Elevation of the WQv
Elev. Vol.Above Perm.Pool
Highest Elev.Below WQv 574.00 12,711.00 cf
X 21,609.39 cf
Estimated WQv Elev. 575.00 41,198.00 cf
Provided WQv
Min.WQv Elev.: 574.31 WQv Elev. Used: 574.40 24,106-cf
Temporary WQv Pool Depth: 0.90 ft
Determine The Release Rate for the Water Quality Pool
Compute Water Quality Volume Release Rate
Estimated Orifice Dia.: 3.00 in
Orifice Eq. Q=ca(2gh)^'/2 c= 0.62
Draw-down Time=WQv Vol./Q a= 0.0491 sf
Note:Head(h)is taken as 1/3 actual g= 32.17 ft/s
Orifice Invert Assumed at Perm.Pool Elev. h= 0.26'
Q= 0.12 cfs
Draw-down Time: 48.37 hrs
Draw-down Time should be 2 to 5 days Acceptable
Wet Extended Detention Basin Summary
10'Littoral Shelf
WQv ELEV.574.4
:::::::::::
OUTFLOW PIPE
Add'I 0.5'of Sediment Storage
Elevation= 568.50

Riser Anti-Flotation Calculations

AURORA at PRICE MILL CREEK
CONCRETE ANCHOR BUOYANCY CALCULATIONS
SCM #1
Unit wt. of concrete (pcf) = 150 lb/ft3
Unit wt. of H2O = 62.4 lb/ft3
TOP OF RISER ELEV. = 576.00 ft
INV. OUT OF RISER ELEV. = 569.00 ft
INT. WIDTH OF RISER = 48 in
INT. LENGTH OF RISER= 48 in
WALL THICK. OF RISER = 6 in
BASE THICK. OF RISER= 6 in
VOL. OF RISER = 187.5 ft3
BUOYANT FORCE = 11700.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER= 75.5 ft3
SINKING FORCE OF RISER= 11325 lbs Vol. of Conc. x(Unit wt. of Conc)
CONC. PAD THICKNESS = 12 in
CONC. PAD WIDTH/LENGTH = 5 ft
VOL. OF CONC. PAD = 25.00 ft3 L x W x H/ Pad Thickness
SINKING FORCE OF PAD = 2190 lbs Vol. of Pad x(Unit wt. of Conc. - Unit wt. of H2O)
TOTAL SINKING FORCE = 13515.0 lbs
Factor of safety= SINKING FORCE
BUOYANT FORCE
F.S. = 1.16 OK F.S. MUST BE GREATER THAN 1.10

HydroCAD

Detention
1 year, 24 hour
2 year, 24 hour
10 year, 24 hour
25 year, 24 hour
(100 year, 24 hour — shown for spillway)

1A) (11 B
SCM 1 Pre S M 1 Post
1 P
SCM 1
(Subca Reach 'on• It Routing Diagram for KT37-SCM Calculations
Prepared by ESP Associates Inc, Printed 5/9/2024
HydroCAD®10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©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-yr Type II 24-hr Default 24.00 1 2.95 2
2 2-yr Type II 24-hr Default 24.00 1 3.55 2
3 10-yr Type II 24-hr Default 24.00 1 5.19 2
4 25-yr Type II 24-hr Default 24.00 1 6.20 2
5 100-yr Type II 24-hr Default 24.00 1 7.85 2

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
687,377 61.0 >75% Grass cover, Good, HSG B (1B)
809,780 56.0 Brush, Fair, HSG B (1A)
230,868 98.0 Paved parking, HSG B (1B)
108,464 55.0 Woods, Good, HSG B (1A)

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 4
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlA: SCM 1 Pre Runoff Area=21.080 ac 0.00% Impervious Runoff Depth=0.20"
Tc=15.6 min CN=55.9 Runoff=1.73 cfs 15,523 cf
SubcatchmentlB: SCM 1 Post Runoff Area=21.080 ac 25.14% Impervious Runoff Depth=0.70"
Tc=15.6 min CN=70.3 Runoff=16.69 cfs 53,578 cf
Pond 1P: SCM 1 Peak Elev=575.02' Storage=41,726 cf Inflow=16.69 cfs 53,578 cf
Primary=0.35 cfs 52,626 cf Secondary=0.00 cfs 0 cf Outflow=0.35 cfs 52,626 cf

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 1A: SCM 1 Pre
Runoff = 1.73 cfs @ 12.17 hrs, Volume= 15,523 cf, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-yr Rainfall=2.95"
Area (ac) CN Description
18.590 56.0 Brush, Fair, HSG B
2.490 55.0 Woods, Good, HSG B
21.080 55.9 Weighted Average
21.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Pre
Subcatchment 1A: SCM 1 Pre
Hydrograph
I I I
I I I I I I ❑Runoff`
11.73 cfs I ' 1 I I I I
1 1 1 1 Type II 24-h r
I Runoff Area=21.080 ac
Muingff; vPIWIle= �5i5431 c#11
y / " Ruiroff Dep'th`C20'� -
1 O 1 1
I I I I ITc=15.6 m i n
LL
tN=55.9
I 1 I
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 1A: SCM 1 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.95 0.20 0.00
2.00 0.06 0.00 0.00 106.00 2.95 0.20 0.00
4.00 0.14 0.00 0.00 108.00 2.95 0.20 0.00
6.00 0.24 0.00 0.00 110.00 2.95 0.20 0.00
8.00 0.35 0.00 0.00 112.00 2.95 0.20 0.00
10.00 0.53 0.00 0.00 114.00 2.95 0.20 0.00
12.00 1.96 0.02 0.27 116.00 2.95 0.20 0.00
14.00 2.42 0.08 0.47 118.00 2.95 0.20 0.00
16.00 2.60 0.12 0.33 120.00 2.95 0.20 0.00
18.00 2.72 0.14 0.27 122.00 2.95 0.20 0.00
20.00 2.81 0.17 0.21 124.00 2.95 0.20 0.00
22.00 2.88 0.18 0.20 126.00 2.95 0.20 0.00
24.00 2.95 0.20 0.19 128.00 2.95 0.20 0.00
26.00 2.95 0.20 0.00 130.00 2.95 0.20 0.00
28.00 2.95 0.20 0.00 132.00 2.95 0.20 0.00
30.00 2.95 0.20 0.00 134.00 2.95 0.20 0.00
32.00 2.95 0.20 0.00 136.00 2.95 0.20 0.00
34.00 2.95 0.20 0.00 138.00 2.95 0.20 0.00
36.00 2.95 0.20 0.00 140.00 2.95 0.20 0.00
38.00 2.95 0.20 0.00 142.00 2.95 0.20 0.00
40.00 2.95 0.20 0.00 144.00 2.95 0.20 0.00
42.00 2.95 0.20 0.00
44.00 2.95 0.20 0.00
46.00 2.95 0.20 0.00
48.00 2.95 0.20 0.00
50.00 2.95 0.20 0.00
52.00 2.95 0.20 0.00
54.00 2.95 0.20 0.00
56.00 2.95 0.20 0.00
58.00 2.95 0.20 0.00
60.00 2.95 0.20 0.00
62.00 2.95 0.20 0.00
64.00 2.95 0.20 0.00
66.00 2.95 0.20 0.00
68.00 2.95 0.20 0.00
70.00 2.95 0.20 0.00
72.00 2.95 0.20 0.00
74.00 2.95 0.20 0.00
76.00 2.95 0.20 0.00
78.00 2.95 0.20 0.00
80.00 2.95 0.20 0.00
82.00 2.95 0.20 0.00
84.00 2.95 0.20 0.00
86.00 2.95 0.20 0.00
88.00 2.95 0.20 0.00
90.00 2.95 0.20 0.00
92.00 2.95 0.20 0.00
94.00 2.95 0.20 0.00
96.00 2.95 0.20 0.00
98.00 2.95 0.20 0.00
100.00 2.95 0.20 0.00
102.00 2.95 0.20 0.00

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1 B: SCM 1 Post
Runoff = 16.69 cfs @ 12.10 hrs, Volume= 53,578 cf, Depth= 0.70"
Routed to Pond 1 P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-yr Rainfall=2.95"
Area (ac) CN Description
5.300 98.0 Paved parking, HSG B
15.780 61.0 >75% Grass cover, Good, HSG B
21.080 70.3 Weighted Average
15.780 74.86% Pervious Area
5.300 25.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Post
Subcatchment 1 B: SCM 1 Post
Hydrograph
1 1 I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I
18y I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I ■Runoff
17_
116.69 cfs I I I I I I I I I I I I I I I
16 1 I 1 I I 1 1 I I I I I I I I I I I I'jype IC24TIIC
15 / —
14
137' 7 I RunoffArea 21.080 ac
12y 1 / 1 1 1 1 1 1 1 1 1 I j 1 1
11� -I 1 -1- T 1 I KulnOir 1/1101 irne1-4-j-jib Q CI -
10� 7 1 7 7 7 1 1 7 7 7 1 7 fi -r 1 1' 1- -rl-r Cp1L11'I�0 � -
0 9= fi % 1 -I- 1 fi t -I -1- 1- rt -1 -I- 1- 1 t -I -1- I- fi -rT-C=1I-JV411111
1 -k 4 -I I- 4 4 -1 -1- 4 4 4 -I -I- 1- # -I -1- I # + —
5; # •I -1- # # 4 -I -I- I- 4 4 -1 -1- 4 4 4 -1 -I- 1- 4 4 -I -1- I- 4 4 4 —
4; 7 I -I- 4 4 4 -I -I- I- 4 4 -I -I- I- 4 4 -I -I- I- 4 4 -I -I- I- 4 74 -
3 -1- 4 4 7 -I -I- 4 4 7 -1 -I- 1- 4 7 -I -I- I- 4 7 7 -I- I- 4 7 7 -
1-
iiiiiiiiii�iiiiiiiiiii�l/��l/��/��l/l/��//%������1/����1%�/1��/�%���/��/l/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 1 B: SCM 1 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.95 0.70 0.00
2.00 0.06 0.00 0.00 106.00 2.95 0.70 0.00
4.00 0.14 0.00 0.00 108.00 2.95 0.70 0.00
6.00 0.24 0.00 0.00 110.00 2.95 0.70 0.00
8.00 0.35 0.00 0.00 112.00 2.95 0.70 0.00
10.00 0.53 0.00 0.00 114.00 2.95 0.70 0.00
12.00 1.96 0.23 11.17 116.00 2.95 0.70 0.00
14.00 2.42 0.43 1.22 118.00 2.95 0.70 0.00
16.00 2.60 0.51 0.77 120.00 2.95 0.70 0.00
18.00 2.72 0.57 0.60 122.00 2.95 0.70 0.00
20.00 2.81 0.62 0.45 124.00 2.95 0.70 0.00
22.00 2.88 0.66 0.41 126.00 2.95 0.70 0.00
24.00 2.95 0.70 0.39 128.00 2.95 0.70 0.00
26.00 2.95 0.70 0.00 130.00 2.95 0.70 0.00
28.00 2.95 0.70 0.00 132.00 2.95 0.70 0.00
30.00 2.95 0.70 0.00 134.00 2.95 0.70 0.00
32.00 2.95 0.70 0.00 136.00 2.95 0.70 0.00
34.00 2.95 0.70 0.00 138.00 2.95 0.70 0.00
36.00 2.95 0.70 0.00 140.00 2.95 0.70 0.00
38.00 2.95 0.70 0.00 142.00 2.95 0.70 0.00
40.00 2.95 0.70 0.00 144.00 2.95 0.70 0.00
42.00 2.95 0.70 0.00
44.00 2.95 0.70 0.00
46.00 2.95 0.70 0.00
48.00 2.95 0.70 0.00
50.00 2.95 0.70 0.00
52.00 2.95 0.70 0.00
54.00 2.95 0.70 0.00
56.00 2.95 0.70 0.00
58.00 2.95 0.70 0.00
60.00 2.95 0.70 0.00
62.00 2.95 0.70 0.00
64.00 2.95 0.70 0.00
66.00 2.95 0.70 0.00
68.00 2.95 0.70 0.00
70.00 2.95 0.70 0.00
72.00 2.95 0.70 0.00
74.00 2.95 0.70 0.00
76.00 2.95 0.70 0.00
78.00 2.95 0.70 0.00
80.00 2.95 0.70 0.00
82.00 2.95 0.70 0.00
84.00 2.95 0.70 0.00
86.00 2.95 0.70 0.00
88.00 2.95 0.70 0.00
90.00 2.95 0.70 0.00
92.00 2.95 0.70 0.00
94.00 2.95 0.70 0.00
96.00 2.95 0.70 0.00
98.00 2.95 0.70 0.00
100.00 2.95 0.70 0.00
102.00 2.95 0.70 0.00

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Pond 1 P: SCM 1
Inflow Area = 918,245 sf, 25.14% Impervious, Inflow Depth = 0.70" for 1-yr event
Inflow = 16.69 cfs @ 12.10 hrs, Volume= 53,578 cf
Outflow = 0.35 cfs @ 24.11 hrs, Volume= 52,626 cf, Atten= 98%, Lag= 720.7 min
Primary = 0.35 cfs @ 24.11 hrs, Volume= 52,626 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 575.02'@ 24.11 hrs Surf.Area= 29,703 sf Storage= 41,726 cf
Plug-Flow detention time= 1,809.6 min calculated for 52,626 cf(98% of inflow)
Center-of-Mass det. time= 1,799.7 min ( 2,686.5 - 886.9 )
Volume Invert Avail.Storage Storage Description
#1 573.50' 179,460 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.50 23,530 0 0
574.00 27,314 12,711 12,711
575.00 29,660 28,487 41,198
576.00 32,068 30,864 72,062
577.00 34,522 33,295 105,357
578.00 37,037 35,780 141,137
579.00 39,609 38,323 179,460
Device Routing Invert Outlet Devices
#1 Primary 569.00' 24.0" Round Outlet Pipe
L= 67.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 569.00'/ 568.00' S= 0.0149 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 573.50' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 574.40' 0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 575.00' 6.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 576.00' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 577.00' 20.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.33 cfs @ 24.11 hrs HW=575.02' (Free Discharge)
4 -1=Outlet Pipe (Passes 0.33 cfs of 33.88 cfs potential flow)
-2=Orifice (Orifice Controls 0.28 cfs @ 5.68 fps)
-3=Orifice/Grate (Orifice Controls 0.01 cfs @ 3.72 fps)
-4=Rect Notch (Weir Controls 0.05 cfs @ 0.44 fps)
-5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.50' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 10
Pond 1 P: SCM 1
Hydrograph
I I I I I I I I
/I I I I I I I I I I I I I ■Inflow
/ / 116.69 cfs 1 •Outflow
J 4 J I I I L 1
, / /I - — -L — -4 — —I I I -n ro�nr�► ea7 1- — 1 — •Primary
■Secondary
1$ / / ;H / I - 4 - - l - I I— — I— - I— — Pea'kftev:575.0r -
16 / / 1 — — — 1 1 1 t 11 -1 1
15 -r -r 1 1 Storage=41,726-c-f —
14 / / / / / T T 7 1 1 L T 7 7 J I
13 / / / /I / I I I I I I I I I I
12 / / / /I / I I I I I I I I I I
w 11 / / /I
°- 10 / / /I_ / 1 I I I I I I I I I I
0 9 / / / /L _ _ 1 — J J I I L L 1 J J I
u. 8 / / / /1 — _ _ — 7 7 1 1 H -L 7 7 —I I
7 / / /7 + 4 - 1 1 I— T 4 4 4 I
6 / /
5 / / /H — + — + — + — — -I — I— — I — H — t — + — + — + — 1 —
4 7 7 I I
3 / / •�� 0.35 cfs , /
000ds rZ/ iii
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 11
Hydrograph for Pond 1 P: SCM 1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.50 0.00 0.00 0.00
4.00 0.00 0 573.50 0.00 0.00 0.00
8.00 0.00 0 573.50 0.00 0.00 0.00
12.00 11.17 3,422 573.64 0.04 0.04 0.00
16.00 0.77 35,337 574.80 0.26 0.26 0.00
20.00 0.45 40,111 574.96 0.28 0.28 0.00
24.00 0.39 41,717 575.02 0.35 0.35 0.00
28.00 0.00 37,938 574.89 0.27 0.27 0.00
32.00 0.00 34,151 574.76 0.26 0.26 0.00
36.00 0.00 30,577 574.64 0.24 0.24 0.00
40.00 0.00 27,219 574.52 0.23 0.23 0.00
44.00 0.00 24,085 574.41 0.21 0.21 0.00
48.00 0.00 21,174 574.31 0.19 0.19 0.00
52.00 0.00 18,470 574.21 0.18 0.18 0.00
56.00 0.00 15,974 574.12 0.17 0.17 0.00
60.00 0.00 13,688 574.04 0.15 0.15 0.00
64.00 0.00 11,614 573.96 0.14 0.14 0.00
68.00 0.00 9,754 573.89 0.12 0.12 0.00
72.00 0.00 8,114 573.83 0.11 0.11 0.00
76.00 0.00 6,697 573.77 0.09 0.09 0.00
80.00 0.00 5,507 573.73 0.08 0.08 0.00
84.00 0.00 4,550 573.69 0.06 0.06 0.00
88.00 0.00 3,817 573.66 0.04 0.04 0.00
92.00 0.00 3,251 573.64 0.03 0.03 0.00
96.00 0.00 2,813 573.62 0.03 0.03 0.00
100.00 0.00 2,471 573.60 0.02 0.02 0.00
104.00 0.00 2,190 573.59 0.02 0.02 0.00
108.00 0.00 1,957 573.58 0.01 0.01 0.00
112.00 0.00 1,762 573.57 0.01 0.01 0.00
116.00 0.00 1,601 573.57 0.01 0.01 0.00
120.00 0.00 1,467 573.56 0.01 0.01 0.00
124.00 0.00 1,356 573.56 0.01 0.01 0.00
128.00 0.00 1,262 573.55 0.01 0.01 0.00
132.00 0.00 1,176 573.55 0.01 0.01 0.00
136.00 0.00 1,096 573.55 0.01 0.01 0.00
140.00 0.00 1,021 573.54 0.01 0.01 0.00
144.00 0.00 952 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 12
Stage-Discharge for Pond 1 P: SCM 1
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) ' (feet) (cfs) (cfs) (cfs)
573.50 0.00 0.00 0.00 578.70 161.65 44.62 117.03
573.60 0.02 0.02 0.00 578.80 172.38 44.87 127.51
573.70 0.06 0.06 0.00 578.90 183.41 45.13 138.28
573.80 0.10 0.10 0.00 579.00 194.72 45.38 149.34
573.90 0.12 0.12 0.00
574.00 0.14 0.14 0.00
574.10 0.16 0.16 0.00
574.20 0.18 0.18 0.00
574.30 0.19 0.19 0.00
574.40 0.21 0.21 0.00
574.50 0.22 0.22 0.00
574.60 0.24 0.24 0.00
574.70 0.25 0.25 0.00
574.80 0.26 0.26 0.00
574.90 0.27 0.27 0.00
575.00 0.28 0.28 0.00
575.10 0.91 0.91 0.00
575.20 2.05 2.05 0.00
575.30 3.50 3.50 0.00
575.40 5.22 5.22 0.00
575.50 7.15 7.15 0.00
575.60 9.28 9.28 0.00
575.70 11.57 11.57 0.00
575.80 14.02 14.02 0.00
575.90 16.61 16.61 0.00
576.00 19.34 19.34 0.00
576.10 23.32 23.32 0.00
576.20 28.30 28.30 0.00
576.30 33.99 33.99 0.00
576.40 38.27 38.27 0.00
576.50 38.57 38.57 0.00
576.60 38.86 38.86 0.00
576.70 39.15 39.15 0.00
576.80 39.45 39.45 0.00
576.90 39.73 39.73 0.00
577.00 40.02 40.02 0.00
577.10 41.88 40.31 1.57
577.20 45.04 40.59 4.45
577.30 49.17 40.87 8.30
577.40 54.10 41.15 12.95
577.50 60.02 41.43 18.60
577.60 66.80 41.70 25.10
577.70 73.54 41.97 31.57
577.80 80.74 42.25 38.50
577.90 88.37 42.52 45.85
578.00 96.38 42.78 53.60
578.10 105.00 43.05 61.95
578.20 114.04 43.32 70.72
578.30 123.03 43.58 79.45
578.40 132.30 43.84 88.46
578.50 141.65 44.10 97.55
578.60 151.22 44.36 106.86

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 13
Stage-Area-Storage for Pond 1 P: SCM 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.50 23,530 0 578.70 38,837 167,693
573.60 24,287 2,391 578.80 39,095 171,589
573.70 25,044 4,857 578.90 39,352 175,511
573.80 25,800 7,400 579.00 39,609 179,460
573.90 26,557 10,017
574.00 27,314 12,711
574.10 27,549 15,454
574.20 27,783 18,221
574.30 28,018 21,011
574.40 28,252 23,824
574.50 28,487 26,661
574.60 28,722 29,522
574.70 28,956 32,406
574.80 29,191 35,313
574.90 29,425 38,244
575.00 29,660 41,198
575.10 29,901 44,176
575.20 30,142 47,178
575.30 30,382 50,204
575.40 30,623 53,255
575.50 30,864 56,329
575.60 31,105 59,427
575.70 31,346 62,550
575.80 31,586 65,697
575.90 31,827 68,867
576.00 32,068 72,062
576.10 32,313 75,281
576.20 32,559 78,525
576.30 32,804 81,793
576.40 33,050 85,086
576.50 33,295 88,403
576.60 33,540 91,745
576.70 33,786 95,111
576.80 34,031 98,502
576.90 34,277 101,917
577.00 34,522 105,357
577.10 34,774 108,822
577.20 35,025 112,312
577.30 35,276 115,827
577.40 35,528 119,367
577.50 35,780 122,932
577.60 36,031 126,523
577.70 36,283 130,139
577.80 36,534 133,779
577.90 36,785 137,445
578.00 37,037 141,137
578.10 37,294 144,853
578.20 37,551 148,595
578.30 37,809 152,363
578.40 38,066 156,157
578.50 38,323 159,977
578.60 38,580 163,822

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 14
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlA: SCM 1 Pre Runoff Area=21.080 ac 0.00% Impervious Runoff Depth=0.39"
Tc=15.6 min CN=55.9 Runoff=6.05 cfs 30,132 cf
SubcatchmentlB: SCM 1 Post Runoff Area=21.080 ac 25.14% Impervious Runoff Depth=1.06"
Tc=15.6 min CN=70.3 Runoff=26.71 cfs 80,811 cf
Pond 1P: SCM 1 Peak Elev=575.16' Storage=45,926 cf Inflow=26.71 cfs 80,811 cf
Primary=1.54 cfs 79,848 cf Secondary=0.00 cfs 0 cf Outflow=1.54 cfs 79,848 cf

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1A: SCM 1 Pre
Runoff = 6.05 cfs @ 12.13 hrs, Volume= 30,132 cf, Depth= 0.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
18.590 56.0 Brush, Fair, HSG B
2.490 55.0 Woods, Good, HSG B
21.080 55.9 Weighted Average
21.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Pre
Subcatchment 1A: SCM 1 Pre
Hydrograph
I
- I I I I I I I I ❑Runoff'
I6.05 cfs I-1 I I— tHH I 1 I H —1 I I Ht
6- 1 1 I 1 I 1 I I I I I I I I Type II 24-h r
- 1 / I I I I II I I 1 , I I I I I I"�'I
'T.
- — / -I I rt - 1 r -r1 1 1 1 T -r 1-' �L -r -
5. 1 / 1 1 1 I Runoff Area=21.0901ac
_ 1 / i 1 1 1 1
1 / 1 1 T77 -1- - 777 - - 11 � N/plprlEl 011 2ci
y 4_ / I I I I 1 1 1 1 Runoff 'Depth=0 39"
/ 1 1 II II 11 1 1 1' i 1
2 3_ I I I 1 I I I I I I 1 c=1 1 m i n
11 1 1 1 1 1 1 1 1 1IcN 155.9
I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2-' 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 I 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment 1A: SCM 1 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.55 0.39 0.00
2.00 0.08 0.00 0.00 106.00 3.55 0.39 0.00
4.00 0.17 0.00 0.00 108.00 3.55 0.39 0.00
6.00 0.28 0.00 0.00 110.00 3.55 0.39 0.00
8.00 0.43 0.00 0.00 112.00 3.55 0.39 0.00
10.00 0.64 0.00 0.00 114.00 3.55 0.39 0.00
12.00 2.35 0.07 2.18 116.00 3.55 0.39 0.00
14.00 2.91 0.19 0.83 118.00 3.55 0.39 0.00
16.00 3.12 0.25 0.55 120.00 3.55 0.39 0.00
18.00 3.27 0.30 0.45 122.00 3.55 0.39 0.00
20.00 3.38 0.33 0.34 124.00 3.55 0.39 0.00
22.00 3.47 0.36 0.32 126.00 3.55 0.39 0.00
24.00 3.55 0.39 0.30 128.00 3.55 0.39 0.00
26.00 3.55 0.39 0.00 130.00 3.55 0.39 0.00
28.00 3.55 0.39 0.00 132.00 3.55 0.39 0.00
30.00 3.55 0.39 0.00 134.00 3.55 0.39 0.00
32.00 3.55 0.39 0.00 136.00 3.55 0.39 0.00
34.00 3.55 0.39 0.00 138.00 3.55 0.39 0.00
36.00 3.55 0.39 0.00 140.00 3.55 0.39 0.00
38.00 3.55 0.39 0.00 142.00 3.55 0.39 0.00
40.00 3.55 0.39 0.00 144.00 3.55 0.39 0.00
42.00 3.55 0.39 0.00
44.00 3.55 0.39 0.00
46.00 3.55 0.39 0.00
48.00 3.55 0.39 0.00
50.00 3.55 0.39 0.00
52.00 3.55 0.39 0.00
54.00 3.55 0.39 0.00
56.00 3.55 0.39 0.00
58.00 3.55 0.39 0.00
60.00 3.55 0.39 0.00
62.00 3.55 0.39 0.00
64.00 3.55 0.39 0.00
66.00 3.55 0.39 0.00
68.00 3.55 0.39 0.00
70.00 3.55 0.39 0.00
72.00 3.55 0.39 0.00
74.00 3.55 0.39 0.00
76.00 3.55 0.39 0.00
78.00 3.55 0.39 0.00
80.00 3.55 0.39 0.00
82.00 3.55 0.39 0.00
84.00 3.55 0.39 0.00
86.00 3.55 0.39 0.00
88.00 3.55 0.39 0.00
90.00 3.55 0.39 0.00
92.00 3.55 0.39 0.00
94.00 3.55 0.39 0.00
96.00 3.55 0.39 0.00
98.00 3.55 0.39 0.00
100.00 3.55 0.39 0.00
102.00 3.55 0.39 0.00

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1 B: SCM 1 Post
Runoff = 26.71 cfs @ 12.09 hrs, Volume= 80,811 cf, Depth= 1.06"
Routed to Pond 1 P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
5.300 98.0 Paved parking, HSG B
15.780 61.0 >75% Grass cover, Good, HSG B
21.080 70.3 Weighted Average
15.780 74.86% Pervious Area
5.300 25.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Post
Subcatchment 1 B: SCM 1 Post
Hydrograph
I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I I
1 1 1 4 -1 -1- 1- 4 1 1 1- 4 -1 -1- 1 4 - 1 1 + - - ■Runoff
28� 126.7l cfs l 1 I 1 I I 1 1 1 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1
26 17 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �Type I1 124+h r
24 4- t /- I 11 I rt -11 -11- fi rt 1 1 11- fi rt 11 11�71 ''.."f" I11= H -
22� L /-I 1 L L A -I _1_ L L L 1 1 L L -Rtlno Areaa21-.O8O-aG -
20i/ 1 / 1 1 1 1 1 I I I I 1 � 1 1 1
18� 1 1 1 1 1 1 I I I I rulnQ111 V1o1i11l Ae=tWiOT1 'CT
" 167-
c 14� 1 / 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1TC=l5.61 rain
1 % 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1� 1'1' ' T'
10_ �- 1 1 4 -1 -1- 1- 4HI
1- 4 -I -1- 1H
-1 1 H
+ -1 1 1 1 1 1I I 111 11 1 11I1 1 1 1 11 1 1 1 I 1 1 1 1 I I I I 1
4i
I I I I 1 1 1 I I I I 1 1 1 1 I I I I I I I
r t 1 t rt -1 -1- 1 t rt 1 1 1 t rt -1 -1- 1 t rt H 1 1 t rt - -
2
iiiiiiii �
I %0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 1 B: SCM 1 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.55 1.06 0.00
2.00 0.08 0.00 0.00 106.00 3.55 1.06 0.00
4.00 0.17 0.00 0.00 108.00 3.55 1.06 0.00
6.00 0.28 0.00 0.00 110.00 3.55 1.06 0.00
8.00 0.43 0.00 0.00 112.00 3.55 1.06 0.00
10.00 0.64 0.00 0.00 114.00 3.55 1.06 0.00
12.00 2.35 0.40 19.26 116.00 3.55 1.06 0.00
14.00 2.91 0.68 1.72 118.00 3.55 1.06 0.00
16.00 3.12 0.80 1.07 120.00 3.55 1.06 0.00
18.00 3.27 0.88 0.83 122.00 3.55 1.06 0.00
20.00 3.38 0.95 0.62 124.00 3.55 1.06 0.00
22.00 3.47 1.01 0.57 126.00 3.55 1.06 0.00
24.00 3.55 1.06 0.53 128.00 3.55 1.06 0.00
26.00 3.55 1.06 0.00 130.00 3.55 1.06 0.00
28.00 3.55 1.06 0.00 132.00 3.55 1.06 0.00
30.00 3.55 1.06 0.00 134.00 3.55 1.06 0.00
32.00 3.55 1.06 0.00 136.00 3.55 1.06 0.00
34.00 3.55 1.06 0.00 138.00 3.55 1.06 0.00
36.00 3.55 1.06 0.00 140.00 3.55 1.06 0.00
38.00 3.55 1.06 0.00 142.00 3.55 1.06 0.00
40.00 3.55 1.06 0.00 144.00 3.55 1.06 0.00
42.00 3.55 1.06 0.00
44.00 3.55 1.06 0.00
46.00 3.55 1.06 0.00
48.00 3.55 1.06 0.00
50.00 3.55 1.06 0.00
52.00 3.55 1.06 0.00
54.00 3.55 1.06 0.00
56.00 3.55 1.06 0.00
58.00 3.55 1.06 0.00
60.00 3.55 1.06 0.00
62.00 3.55 1.06 0.00
64.00 3.55 1.06 0.00
66.00 3.55 1.06 0.00
68.00 3.55 1.06 0.00
70.00 3.55 1.06 0.00
72.00 3.55 1.06 0.00
74.00 3.55 1.06 0.00
76.00 3.55 1.06 0.00
78.00 3.55 1.06 0.00
80.00 3.55 1.06 0.00
82.00 3.55 1.06 0.00
84.00 3.55 1.06 0.00
86.00 3.55 1.06 0.00
88.00 3.55 1.06 0.00
90.00 3.55 1.06 0.00
92.00 3.55 1.06 0.00
94.00 3.55 1.06 0.00
96.00 3.55 1.06 0.00
98.00 3.55 1.06 0.00
100.00 3.55 1.06 0.00
102.00 3.55 1.06 0.00

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 19
Summary for Pond 1 P: SCM 1
Inflow Area = 918,245 sf, 25.14% Impervious, Inflow Depth = 1.06" for 2-yr event
Inflow = 26.71 cfs @ 12.09 hrs, Volume= 80,811 cf
Outflow = 1.54 cfs @ 14.29 hrs, Volume= 79,848 cf, Atten= 94%, Lag= 132.1 min
Primary = 1.54 cfs @ 14.29 hrs, Volume= 79,848 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 575.16'@ 14.29 hrs Surf.Area= 30,041 sf Storage= 45,926 cf
Plug-Flow detention time= 1,278.8 min calculated for 79,848 cf(99% of inflow)
Center-of-Mass det. time= 1,271.9 min ( 2,144.9 - 872.9 )
Volume Invert Avail.Storage Storage Description _
#1 573.50' 179,460 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.50 23,530 0 0
574.00 27,314 12,711 12,711
575.00 29,660 28,487 41,198
576.00 32,068 30,864 72,062
577.00 34,522 33,295 105,357
578.00 37,037 35,780 141,137
579.00 39,609 38,323 179,460
Device Routing Invert Outlet Devices
#1 Primary 569.00' 24.0" Round Outlet Pipe
L= 67.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 569.00'/ 568.00' S= 0.0149 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 573.50' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 574.40' 0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 575.00' 6.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 576.00' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 577.00' 20.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.53 cfs @ 14.29 hrs HW=575.16' (Free Discharge)
4 -1=Outlet Pipe (Passes 1.53 cfs of 34.36 cfs potential flow)
-2=Orifice (Orifice Controls 0.29 cfs @ 5.96 fps)
-3=Orifice/Grate (Orifice Controls 0.01 cfs @ 4.14 fps)
-4=Rect Notch (Weir Controls 1.23 cfs @ 1.30 fps)
-5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.50' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 20
Pond 1 P: SCM 1
Hydrograph
/r r r r 1 I— r r r rt 1 —I ■Inflow
26.71 cfs •OUtfloW
— — _1 Inflo i�11/ Aea913,245 s _ •Secondary
28� / / / / / 1 - L - -I I I Peak-E ev:5-75.16-- -
26 / / /1 / 1 1 1 1 1 1 1
24 , / , /1 0 I I 1 1 Sforage45,1326cf
22� / / /1 I I I I I I I I I I
/ it I I I I I I I I I I I I I
20� - r 7 7 1 1 r r i I 1 1
w 18_ / / / fr. ± -t - H t t -[ -II -
16� / / 4 4 4 1 1 4 4 - 1
c 14� , / / / 1 _ L L L L 1 _l _I
" 12� 1 1 1 1 1 1 1 1
10 // / / �1 1% 1 1 1 1 1 1 1 1
8y / / /I
6: / / 1.54 cfs / /
.7 / Aliklow''y
1000cfs ,
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 21
Hydrograph for Pond 1 P: SCM 1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.50 0.00 0.00 0.00
4.00 0.00 0 573.50 0.00 0.00 0.00
8.00 0.00 0 573.50 0.00 0.00 0.00
12.00 19.26 7,577 573.81 0.10 0.10 0.00
16.00 1.07 45,179 575.13 1.26 1.26 0.00
20.00 0.62 43,512 575.08 0.73 0.73 0.00
24.00 0.53 42,804 575.05 0.55 0.55 0.00
28.00 0.00 38,598 574.91 0.27 0.27 0.00
32.00 0.00 34,776 574.78 0.26 0.26 0.00
36.00 0.00 31,165 574.66 0.24 0.24 0.00
40.00 0.00 27,770 574.54 0.23 0.23 0.00
44.00 0.00 24,598 574.43 0.21 0.21 0.00
48.00 0.00 21,651 574.32 0.20 0.20 0.00
52.00 0.00 18,912 574.22 0.18 0.18 0.00
56.00 0.00 16,380 574.13 0.17 0.17 0.00
60.00 0.00 14,059 574.05 0.15 0.15 0.00
64.00 0.00 11,949 573.97 0.14 0.14 0.00
68.00 0.00 10,053 573.90 0.12 0.12 0.00
72.00 0.00 8,376 573.84 0.11 0.11 0.00
76.00 0.00 6,921 573.78 0.09 0.09 0.00
80.00 0.00 5,692 573.73 0.08 0.08 0.00
84.00 0.00 4,694 573.69 0.06 0.06 0.00
88.00 0.00 3,927 573.66 0.05 0.05 0.00
92.00 0.00 3,337 573.64 0.04 0.04 0.00
96.00 0.00 2,879 573.62 0.03 0.03 0.00
100.00 0.00 2,524 573.61 0.02 0.02 0.00
104.00 0.00 2,234 573.59 0.02 0.02 0.00
108.00 0.00 1,993 573.58 0.02 0.02 0.00
112.00 0.00 1,793 573.58 0.01 0.01 0.00
116.00 0.00 1,626 573.57 0.01 0.01 0.00
120.00 0.00 1,488 573.56 0.01 0.01 0.00
124.00 0.00 1,373 573.56 0.01 0.01 0.00
128.00 0.00 1,277 573.55 0.01 0.01 0.00
132.00 0.00 1,190 573.55 0.01 0.01 0.00
136.00 0.00 1,109 573.55 0.01 0.01 0.00
140.00 0.00 1,034 573.54 0.01 0.01 0.00
144.00 0.00 963 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 22
Stage-Discharge for Pond 1 P: SCM 1
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) ' (feet) (cfs) (cfs) (cfs)
573.50 0.00 0.00 0.00 578.70 161.65 44.62 117.03
573.60 0.02 0.02 0.00 578.80 172.38 44.87 127.51
573.70 0.06 0.06 0.00 578.90 183.41 45.13 138.28
573.80 0.10 0.10 0.00 579.00 194.72 45.38 149.34
573.90 0.12 0.12 0.00
574.00 0.14 0.14 0.00
574.10 0.16 0.16 0.00
574.20 0.18 0.18 0.00
574.30 0.19 0.19 0.00
574.40 0.21 0.21 0.00
574.50 0.22 0.22 0.00
574.60 0.24 0.24 0.00
574.70 0.25 0.25 0.00
574.80 0.26 0.26 0.00
574.90 0.27 0.27 0.00
575.00 0.28 0.28 0.00
575.10 0.91 0.91 0.00
575.20 2.05 2.05 0.00
575.30 3.50 3.50 0.00
575.40 5.22 5.22 0.00
575.50 7.15 7.15 0.00
575.60 9.28 9.28 0.00
575.70 11.57 11.57 0.00
575.80 14.02 14.02 0.00
575.90 16.61 16.61 0.00
576.00 19.34 19.34 0.00
576.10 23.32 23.32 0.00
576.20 28.30 28.30 0.00
576.30 33.99 33.99 0.00
576.40 38.27 38.27 0.00
576.50 38.57 38.57 0.00
576.60 38.86 38.86 0.00
576.70 39.15 39.15 0.00
576.80 39.45 39.45 0.00
576.90 39.73 39.73 0.00
577.00 40.02 40.02 0.00
577.10 41.88 40.31 1.57
577.20 45.04 40.59 4.45
577.30 49.17 40.87 8.30
577.40 54.10 41.15 12.95
577.50 60.02 41.43 18.60
577.60 66.80 41.70 25.10
577.70 73.54 41.97 31.57
577.80 80.74 42.25 38.50
577.90 88.37 42.52 45.85
578.00 96.38 42.78 53.60
578.10 105.00 43.05 61.95
578.20 114.04 43.32 70.72
578.30 123.03 43.58 79.45
578.40 132.30 43.84 88.46
578.50 141.65 44.10 97.55
578.60 151.22 44.36 106.86

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 23
Stage-Area-Storage for Pond 1 P: SCM 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.50 23,530 0 578.70 38,837 167,693
573.60 24,287 2,391 578.80 39,095 171,589
573.70 25,044 4,857 578.90 39,352 175,511
573.80 25,800 7,400 579.00 39,609 179,460
573.90 26,557 10,017
574.00 27,314 12,711
574.10 27,549 15,454
574.20 27,783 18,221
574.30 28,018 21,011
574.40 28,252 23,824
574.50 28,487 26,661
574.60 28,722 29,522
574.70 28,956 32,406
574.80 29,191 35,313
574.90 29,425 38,244
575.00 29,660 41,198
575.10 29,901 44,176
575.20 30,142 47,178
575.30 30,382 50,204
575.40 30,623 53,255
575.50 30,864 56,329
575.60 31,105 59,427
575.70 31,346 62,550
575.80 31,586 65,697
575.90 31,827 68,867
576.00 32,068 72,062
576.10 32,313 75,281
576.20 32,559 78,525
576.30 32,804 81,793
576.40 33,050 85,086
576.50 33,295 88,403
576.60 33,540 91,745
576.70 33,786 95,111
576.80 34,031 98,502
576.90 34,277 101,917
577.00 34,522 105,357
577.10 34,774 108,822
577.20 35,025 112,312
577.30 35,276 115,827
577.40 35,528 119,367
577.50 35,780 122,932
577.60 36,031 126,523
577.70 36,283 130,139
577.80 36,534 133,779
577.90 36,785 137,445
578.00 37,037 141,137
578.10 37,294 144,853
578.20 37,551 148,595
578.30 37,809 152,363
578.40 38,066 156,157
578.50 38,323 159,977
578.60 38,580 163,822

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 24
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlA: SCM 1 Pre Runoff Area=21.080 ac 0.00% Impervious Runoff Depth=1.13"
Tc=15.6 min CN=55.9 Runoff=26.27 cfs 86,719 cf
SubcatchmentlB: SCM 1 Post Runoff Area=21.080 ac 25.14% Impervious Runoff Depth=2.20"
Tc=15.6 min CN=70.3 Runoff=58.53 cfs 168,593 cf
Pond 1P: SCM 1 Peak Elev=575.88' Storage=68,123 cf Inflow=58.53 cfs 168,593 cf
Primary=16.00 cfs 167,620 cf Secondary=0.00 cfs 0 cf Outflow=16.00 cfs 167,620 cf

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 1A: SCM 1 Pre
Runoff = 26.27 cfs @ 12.10 hrs, Volume= 86,719 cf, Depth= 1.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-yr Rainfall=5.19"
Area (ac) CN Description
18.590 56.0 Brush, Fair, HSG B
2.490 55.0 Woods, Good, HSG B
21.080 55.9 Weighted Average
21.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Pre
Subcatchment 1A: SCM 1 Pre
Hydrograph
1 1 1 1 1 1 I 1 1 1 1 I I I I I I I I I I I
I I 1 I I 1 1 I I I I I I I 1 I 1 1 I I 1 I I 1 ■Runoff
28--
6.27crs I -I- 1 4 4 -1 -I- I- 4 4 -I -I- 1- 4 4 -I -I- I- 4 4 - -I- 1- 4 4 - -
261/ - / I 1 1 1 I 1 1 I I I I I 1 1 1 1 1 Type_IIL24thr-
24 -- 1 / 1 I 1 I I 1 1 1 1 1 1 1 I I AIn rl 1 II= iico,
/ I 1 I I 1 1 I 1 1 I I I 1 i IV-' '- 1 I -1
22_ 4- t -1 -1- H t 4 -1 -1- I- t H- -1 -1- I- 1- -J n ioif Area=2 4.080-act -
20� H / _I -I- L L 1 _I -1- L L 1 _I -1- I- 1 -1 L 1 J I
18� I I I I I I I I I I I I rgu1n0Tf1 V1yol�.1117e=06'7 97cc
016� / Runoff'Dep'th'=1.113"
4fi /-1 1 LL -[ 1 t 1 1- -4 1 1 t H 1 1- LtH -
0 14t" L /-1 I L L I 1 1 L L L 1 L L 1 1 1 L LTc= 6Lmi n
u 121 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ii. -
5 S�
101 1 / I I 1 I I 1 I 1 1 I I I I 1 I 1 1 I I 1 I '
4- H /-1 I LLH 1 1 I H H I LLH 1 1 I H H H 1 1 LHH -
8� ,_ L _I I L L I 1 1 L L L I L L 1 1 I I L L H I I L 1 L
63-/ 1 I I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I
41/ I I I I I 1 I 1 1 I I I I I I I I I I I I I I
t —1— 1 -r rt —1 —I— 1 -r rt —1 —1— I— -r rt —1 —I— 1— -r rt - —1— 1— fi -r -
2
0
/ �������� ��i/���������������������i������� ������ ������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105'110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment 1A: SCM 1 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.19 1.13 0.00
2.00 0.11 0.00 0.00 106.00 5.19 1.13 0.00
4.00 0.25 0.00 0.00 108.00 5.19 1.13 0.00
6.00 0.42 0.00 0.00 110.00 5.19 1.13 0.00
8.00 0.62 0.00 0.00 112.00 5.19 1.13 0.00
10.00 0.94 0.00 0.00 114.00 5.19 1.13 0.00
12.00 3.44 0.36 16.95 116.00 5.19 1.13 0.00
14.00 4.26 0.68 2.02 118.00 5.19 1.13 0.00
16.00 4.57 0.82 1.28 120.00 5.19 1.13 0.00
18.00 4.78 0.92 1.01 122.00 5.19 1.13 0.00
20.00 4.94 1.00 0.76 124.00 5.19 1.13 0.00
22.00 5.07 1.07 0.69 126.00 5.19 1.13 0.00
24.00 5.19 1.13 0.65 128.00 5.19 1.13 0.00
26.00 5.19 1.13 0.00 130.00 5.19 1.13 0.00
28.00 5.19 1.13 0.00 132.00 5.19 1.13 0.00
30.00 5.19 1.13 0.00 134.00 5.19 1.13 0.00
32.00 5.19 1.13 0.00 136.00 5.19 1.13 0.00
34.00 5.19 1.13 0.00 138.00 5.19 1.13 0.00
36.00 5.19 1.13 0.00 140.00 5.19 1.13 0.00
38.00 5.19 1.13 0.00 142.00 5.19 1.13 0.00
40.00 5.19 1.13 0.00 144.00 5.19 1.13 0.00
42.00 5.19 1.13 0.00
44.00 5.19 1.13 0.00
46.00 5.19 1.13 0.00
48.00 5.19 1.13 0.00
50.00 5.19 1.13 0.00
52.00 5.19 1.13 0.00
54.00 5.19 1.13 0.00
56.00 5.19 1.13 0.00
58.00 5.19 1.13 0.00
60.00 5.19 1.13 0.00
62.00 5.19 1.13 0.00
64.00 5.19 1.13 0.00
66.00 5.19 1.13 0.00
68.00 5.19 1.13 0.00
70.00 5.19 1.13 0.00
72.00 5.19 1.13 0.00
74.00 5.19 1.13 0.00
76.00 5.19 1.13 0.00
78.00 5.19 1.13 0.00
80.00 5.19 1.13 0.00
82.00 5.19 1.13 0.00
84.00 5.19 1.13 0.00
86.00 5.19 1.13 0.00
88.00 5.19 1.13 0.00
90.00 5.19 1.13 0.00
92.00 5.19 1.13 0.00
94.00 5.19 1.13 0.00
96.00 5.19 1.13 0.00
98.00 5.19 1.13 0.00
100.00 5.19 1.13 0.00
102.00 5.19 1.13 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1 B: SCM 1 Post
Runoff = 58.53 cfs @ 12.08 hrs, Volume= 168,593 cf, Depth= 2.20"
Routed to Pond 1 P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-yr Rainfall=5.19"
Area (ac) CN Description
5.300 98.0 Paved parking, HSG B
15.780 61.0 >75% Grass cover, Good, HSG B
21.080 70.3 Weighted Average
15.780 74.86% Pervious Area
5.300 25.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Post
Subcatchment 1 B: SCM 1 Post
Hydrograph
1- -II L t 1- I I I- 1- fi I I L 1- t I I I fit -I I I t t -I -
65� ■Runoff
60 ' r 158.53 GIs I I I 1 I I 1 I 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1
4- - �/ -I -1- 1 t rt -I -1- 1- t t - -1- 1- t t -1 -1- 1- t rtTypa II24# it -
55� / _I Q� _ i _
50� / 1 1 1 1 1 1 1 1 1 1 1 1 -1 7 I ` 1 7 11 1
- t -I -1- I r rt -1 -1- r r rt -1 -1- 1- 1- -r Runoff Area= 1O80-a¢ -
45:-/
/ 1 1 1 1 1 1 1 1 .k11�ncff1 V1 1 1 __1e,t 5 30-
40� / 1 1 1 1 1 1 1 1 1p.�" ir4 1 1,� qI-A��
4 = - r /-1 1 Lr7 -1 -1- 1- rrt 1 1 1- r -r RulloffDep = .2 -
3 35:-/ / 1 1 1 1 1 1 1 1 1 1 1 1 1 _,._(� 1 . 11
0 30% / 1 1 1 1 1 1 1 1 1 1 1 1 1 11C7IP'q mill ill
T / 1 -I- 7 T 7 -I 717 1 T 7 -I -I- 7 T 7 -I -1- 1- T 7 T -ICN 7-0.3 -
25 / L / -1- L L i -I -1- L L L -I -1- I- L 1 -I -1- 1- L L _I -1- 1- L 1 L -
20� / 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I
153' "- T 1 1 7T7 1 1T7 1 1 7T7 777 T T 7
L -I I L L A _I _I_ L L 1 I I L t 1 _I _1_ I L L J I I L t L -
10 -' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
— r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
5
0-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 1 B: SCM 1 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.19 2.20 0.00
2.00 0.11 0.00 0.00 106.00 5.19 2.20 0.00
4.00 0.25 0.00 0.00 108.00 5.19 2.20 0.00
6.00 0.42 0.00 0.00 110.00 5.19 2.20 0.00
8.00 0.62 0.00 0.00 112.00 5.19 2.20 0.00
10.00 0.94 0.00 0.09 114.00 5.19 2.20 0.00
12.00 3.44 0.99 45.57 116.00 5.19 2.20 0.00
14.00 4.26 1.52 3.18 118.00 5.19 2.20 0.00
16.00 4.57 1.74 1.95 120.00 5.19 2.20 0.00
18.00 4.78 1.90 1.50 122.00 5.19 2.20 0.00
20.00 4.94 2.02 1.11 124.00 5.19 2.20 0.00
22.00 5.07 2.11 1.00 126.00 5.19 2.20 0.00
24.00 5.19 2.20 0.93 128.00 5.19 2.20 0.00
26.00 5.19 2.20 0.00 130.00 5.19 2.20 0.00
28.00 5.19 2.20 0.00 132.00 5.19 2.20 0.00
30.00 5.19 2.20 0.00 134.00 5.19 2.20 0.00
32.00 5.19 2.20 0.00 136.00 5.19 2.20 0.00
34.00 5.19 2.20 0.00 138.00 5.19 2.20 0.00
36.00 5.19 2.20 0.00 140.00 5.19 2.20 0.00
38.00 5.19 2.20 0.00 142.00 5.19 2.20 0.00
40.00 5.19 2.20 0.00 144.00 5.19 2.20 0.00
42.00 5.19 2.20 0.00
44.00 5.19 2.20 0.00
46.00 5.19 2.20 0.00
48.00 5.19 2.20 0.00
50.00 5.19 2.20 0.00
52.00 5.19 2.20 0.00
54.00 5.19 2.20 0.00
56.00 5.19 2.20 0.00
58.00 5.19 2.20 0.00
60.00 5.19 2.20 0.00
62.00 5.19 2.20 0.00
64.00 5.19 2.20 0.00
66.00 5.19 2.20 0.00
68.00 5.19 2.20 0.00
70.00 5.19 2.20 0.00
72.00 5.19 2.20 0.00
74.00 5.19 2.20 0.00
76.00 5.19 2.20 0.00
78.00 5.19 2.20 0.00
80.00 5.19 2.20 0.00
82.00 5.19 2.20 0.00
84.00 5.19 2.20 0.00
86.00 5.19 2.20 0.00
88.00 5.19 2.20 0.00
90.00 5.19 2.20 0.00
92.00 5.19 2.20 0.00
94.00 5.19 2.20 0.00
96.00 5.19 2.20 0.00
98.00 5.19 2.20 0.00
100.00 5.19 2.20 0.00
102.00 5.19 2.20 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Pond 1 P: SCM 1
Inflow Area = 918,245 sf, 25.14% Impervious, Inflow Depth = 2.20" for 10-yr event
Inflow = 58.53 cfs @ 12.08 hrs, Volume= 168,593 cf
Outflow = 16.00 cfs @ 12.39 hrs, Volume= 167,620 cf, Atten= 73%, Lag= 18.3 min
Primary = 16.00 cfs @ 12.39 hrs, Volume= 167,620 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 575.88'@ 12.39 hrs Surf.Area= 31,771 sf Storage= 68,123 cf
Plug-Flow detention time=640.3 min calculated for 167,597 cf(99% of inflow)
Center-of-Mass det. time=637.7 min ( 1,488.2 - 850.5 )
Volume Invert Avail.Storage Storage Description _
#1 573.50' 179,460 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.50 23,530 0 0
574.00 27,314 12,711 12,711
575.00 29,660 28,487 41,198
576.00 32,068 30,864 72,062
577.00 34,522 33,295 105,357
578.00 37,037 35,780 141,137
579.00 39,609 38,323 179,460
Device Routing Invert Outlet Devices
#1 Primary 569.00' 24.0" Round Outlet Pipe
L= 67.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 569.00'/ 568.00' S= 0.0149 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 573.50' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 574.40' 0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 575.00' 6.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 576.00' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 577.00' 20.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=15.99 cfs @ 12.39 hrs HW=575.88' (Free Discharge)
4 -1=Outlet Pipe (Passes 15.99 cfs of 36.67 cfs potential flow)
-2=Orifice (Orifice Controls 0.35 cfs @ 7.22 fps)
-3=Orifice/Grate (Orifice Controls 0.01 cfs @ 5.81 fps)
-4=Rect Notch (Weir Controls 15.62 cfs @ 3.06 fps)
-5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.50' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 30
Pond 1 P: SCM 1
Hydrograph
/ — — t — t — t — t — 1 1 t — — —I — —I —
/ I I — —I — — L — L — 4 — _t — _I — _I _ ■Inflow
/ / 158 53 cfs I I I •Outflow
/ / / / / I I iriflo A ea 91 245s ■Prima
65_ T I ■Secondary
7 — 7 — II60� , / , /I I I Pea�c�Tev�575.88'I -
55� / / / I I Storage=68,1213 cf
50 -/ / /I / I I I I I I I I
45 / /I / I I I I I I I I
— — I— — I— — H — t — —F — —t — H — —I —
w 40� , / / /I_ / I I I I I I I I
13 351,/ / /1 / I I I I I I I I
0 301/ / /I 7 I I I I I I I
25-- / 16 00 cfs
/ I— L L 4 1 4 —I
6.00 cfs
15- ; I
10 - 0j ////////////////////////////////////////////////////////%
0.00 cfs / AND/7
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 31
Hydrograph for Pond 1 P: SCM 1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.50 0.00 0.00 0.00
4.00 0.00 0 573.50 0.00 0.00 0.00
8.00 0.00 0 573.50 0.00 0.00 0.00
12.00 45.57 25,761 574.47 0.22 0.22 0.00
16.00 1.95 47,693 575.22 2.28 2.28 0.00
20.00 1.11 45,183 575.13 1.26 1.26 0.00
24.00 0.93 44,300 575.10 0.96 0.96 0.00
28.00 0.00 39,166 574.93 0.27 0.27 0.00
32.00 0.00 35,313 574.80 0.26 0.26 0.00
36.00 0.00 31,672 574.67 0.25 0.25 0.00
40.00 0.00 28,246 574.56 0.23 0.23 0.00
44.00 0.00 25,040 574.44 0.21 0.21 0.00
48.00 0.00 22,062 574.34 0.20 0.20 0.00
52.00 0.00 19,293 574.24 0.19 0.19 0.00
56.00 0.00 16,732 574.15 0.17 0.17 0.00
60.00 0.00 14,380 574.06 0.16 0.16 0.00
64.00 0.00 12,239 573.98 0.14 0.14 0.00
68.00 0.00 10,313 573.91 0.13 0.13 0.00
72.00 0.00 8,604 573.85 0.11 0.11 0.00
76.00 0.00 7,117 573.79 0.10 0.10 0.00
80.00 0.00 5,855 573.74 0.08 0.08 0.00
84.00 0.00 4,823 573.70 0.06 0.06 0.00
88.00 0.00 4,026 573.67 0.05 0.05 0.00
92.00 0.00 3,413 573.64 0.04 0.04 0.00
96.00 0.00 2,938 573.62 0.03 0.03 0.00
100.00 0.00 2,571 573.61 0.02 0.02 0.00
104.00 0.00 2,273 573.60 0.02 0.02 0.00
108.00 0.00 2,025 573.58 0.02 0.02 0.00
112.00 0.00 1,819 573.58 0.01 0.01 0.00
116.00 0.00 1,648 573.57 0.01 0.01 0.00
120.00 0.00 1,506 573.56 0.01 0.01 0.00
124.00 0.00 1,388 573.56 0.01 0.01 0.00
128.00 0.00 1,290 573.55 0.01 0.01 0.00
132.00 0.00 1,202 573.55 0.01 0.01 0.00
136.00 0.00 1,120 573.55 0.01 0.01 0.00
140.00 0.00 1,044 573.54 0.01 0.01 0.00
144.00 0.00 973 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 32
Stage-Discharge for Pond 1 P: SCM 1
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) ' (feet) (cfs) (cfs) (cfs)
573.50 0.00 0.00 0.00 578.70 161.65 44.62 117.03
573.60 0.02 0.02 0.00 578.80 172.38 44.87 127.51
573.70 0.06 0.06 0.00 578.90 183.41 45.13 138.28
573.80 0.10 0.10 0.00 579.00 194.72 45.38 149.34
573.90 0.12 0.12 0.00
574.00 0.14 0.14 0.00
574.10 0.16 0.16 0.00
574.20 0.18 0.18 0.00
574.30 0.19 0.19 0.00
574.40 0.21 0.21 0.00
574.50 0.22 0.22 0.00
574.60 0.24 0.24 0.00
574.70 0.25 0.25 0.00
574.80 0.26 0.26 0.00
574.90 0.27 0.27 0.00
575.00 0.28 0.28 0.00
575.10 0.91 0.91 0.00
575.20 2.05 2.05 0.00
575.30 3.50 3.50 0.00
575.40 5.22 5.22 0.00
575.50 7.15 7.15 0.00
575.60 9.28 9.28 0.00
575.70 11.57 11.57 0.00
575.80 14.02 14.02 0.00
575.90 16.61 16.61 0.00
576.00 19.34 19.34 0.00
576.10 23.32 23.32 0.00
576.20 28.30 28.30 0.00
576.30 33.99 33.99 0.00
576.40 38.27 38.27 0.00
576.50 38.57 38.57 0.00
576.60 38.86 38.86 0.00
576.70 39.15 39.15 0.00
576.80 39.45 39.45 0.00
576.90 39.73 39.73 0.00
577.00 40.02 40.02 0.00
577.10 41.88 40.31 1.57
577.20 45.04 40.59 4.45
577.30 49.17 40.87 8.30
577.40 54.10 41.15 12.95
577.50 60.02 41.43 18.60
577.60 66.80 41.70 25.10
577.70 73.54 41.97 31.57
577.80 80.74 42.25 38.50
577.90 88.37 42.52 45.85
578.00 96.38 42.78 53.60
578.10 105.00 43.05 61.95
578.20 114.04 43.32 70.72
578.30 123.03 43.58 79.45
578.40 132.30 43.84 88.46
578.50 141.65 44.10 97.55
578.60 151.22 44.36 106.86

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 33
Stage-Area-Storage for Pond 1 P: SCM 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.50 23,530 0 578.70 38,837 167,693
573.60 24,287 2,391 578.80 39,095 171,589
573.70 25,044 4,857 578.90 39,352 175,511
573.80 25,800 7,400 579.00 39,609 179,460
573.90 26,557 10,017
574.00 27,314 12,711
574.10 27,549 15,454
574.20 27,783 18,221
574.30 28,018 21,011
574.40 28,252 23,824
574.50 28,487 26,661
574.60 28,722 29,522
574.70 28,956 32,406
574.80 29,191 35,313
574.90 29,425 38,244
575.00 29,660 41,198
575.10 29,901 44,176
575.20 30,142 47,178
575.30 30,382 50,204
575.40 30,623 53,255
575.50 30,864 56,329
575.60 31,105 59,427
575.70 31,346 62,550
575.80 31,586 65,697
575.90 31,827 68,867
576.00 32,068 72,062
576.10 32,313 75,281
576.20 32,559 78,525
576.30 32,804 81,793
576.40 33,050 85,086
576.50 33,295 88,403
576.60 33,540 91,745
576.70 33,786 95,111
576.80 34,031 98,502
576.90 34,277 101,917
577.00 34,522 105,357
577.10 34,774 108,822
577.20 35,025 112,312
577.30 35,276 115,827
577.40 35,528 119,367
577.50 35,780 122,932
577.60 36,031 126,523
577.70 36,283 130,139
577.80 36,534 133,779
577.90 36,785 137,445
578.00 37,037 141,137
578.10 37,294 144,853
578.20 37,551 148,595
578.30 37,809 152,363
578.40 38,066 156,157
578.50 38,323 159,977
578.60 38,580 163,822

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 34
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlA: SCM 1 Pre Runoff Area=21.080 ac 0.00% Impervious Runoff Depth=1.71"
Tc=15.6 min CN=55.9 Runoff=42.37 cfs 130,554 cf
SubcatchmentlB: SCM 1 Post Runoff Area=21.080 ac 25.14% Impervious Runoff Depth=2.99"
Tc=15.6 min CN=70.3 Runoff=80.11 cfs 229,079 cf
Pond 1P: SCM 1 Peak Elev=576.35' Storage=83,359 cf Inflow=80.11 cfs 229,079 cf
Primary=36.92 cfs 228,102 cf Secondary=0.00 cfs 0 cf Outflow=36.92 cfs 228,102 cf

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 1A: SCM 1 Pre
Runoff = 42.37 cfs @ 12.09 hrs, Volume= 130,554 cf, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-yr Rainfall=6.20"
Area (ac) CN Description
18.590 56.0 Brush, Fair, HSG B
2.490 55.0 Woods, Good, HSG B
21.080 55.9 Weighted Average
21.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Pre
Subcatchment 1A: SCM 1 Pre
Hydrograph
I III II III II II I I III III II III
464 I I _I -I- H L H -I -I- H L H -1 -I- I- L 4 -I -I- I- H H H -I- I- L H H - ■Runoff
444/ -142.37crsI-I Ht t H t H I H H H I- 1 H t H -
42 — r / -I -1- 7r7 -1- rr7 1 -1- 7r4 1 1 r7TypeH24Ar-
381 L / .I -I- L I -I -I- L L L -I -I- I- L 1 _I -, ,I-y L"j _I 1Q�' _
34 H /-I -I- H � 4 -I -I- I- H 4 -I -I- I- T Runoff Area=211080-a$ -
32+/ — -r -1- fi -r -I -1- fi rt -I -1- 1- 1rtfiu
7 T 7 1 7 7 I 7 "I"T#I��I T p-14 laPgdr
28� I 1 I I 1 1 I 1 1 I I 1 I I
26; Ru nQf Qept*h=1.mZ1nt -
244/ — L �-I I H H H I I H L 4 1 I H H T I I H H��14- -L.'T -
0 -I- H t H -I -I- H t H -I -I- I- t t -I -I- I- t
u 20 r % - - 1- r rt -I -1- r rt -I -1- 1- r rt —I —1— I— r rt -1Cp=55J.9 -_
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
14 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
12 H I -I- H H 4 -I -I- H H 4 -I -I- I- H 4 -I -I- I- H 4 -I -I- 1- H 4 - -
10 t % -1- H t H -1 -1- H t t -I -I- 1- fi t -1 -1- 1- t t H -1- I- t t t -
6 T / I I P T H I I I- T 7 I I P r T I I I T T 7 I 1 r T H
4 I 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. ����/0 5 10 15 20 25 30 35 40 45 50 55 60 65 70��75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 36
Hydrograph for Subcatchment 1A: SCM 1 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 6.20 1.71 0.00
2.00 0.14 0.00 0.00 106.00 6.20 1.71 0.00
4.00 0.30 0.00 0.00 108.00 6.20 1.71 0.00
6.00 0.50 0.00 0.00 110.00 6.20 1.71 0.00
8.00 0.74 0.00 0.00 112.00 6.20 1.71 0.00
10.00 1.12 0.00 0.00 114.00 6.20 1.71 0.00
12.00 4.11 0.61 29.90 116.00 6.20 1.71 0.00
14.00 5.08 1.08 2.84 118.00 6.20 1.71 0.00
16.00 5.46 1.28 1.78 120.00 6.20 1.71 0.00
18.00 5.71 1.42 1.39 122.00 6.20 1.71 0.00
20.00 5.90 1.53 1.04 124.00 6.20 1.71 0.00
22.00 6.06 1.62 0.95 126.00 6.20 1.71 0.00
24.00 6.20 1.71 0.88 128.00 6.20 1.71 0.00
26.00 6.20 1.71 0.00 130.00 6.20 1.71 0.00
28.00 6.20 1.71 0.00 132.00 6.20 1.71 0.00
30.00 6.20 1.71 0.00 134.00 6.20 1.71 0.00
32.00 6.20 1.71 0.00 136.00 6.20 1.71 0.00
34.00 6.20 1.71 0.00 138.00 6.20 1.71 0.00
36.00 6.20 1.71 0.00 140.00 6.20 1.71 0.00
38.00 6.20 1.71 0.00 142.00 6.20 1.71 0.00
40.00 6.20 1.71 0.00 144.00 6.20 1.71 0.00
42.00 6.20 1.71 0.00
44.00 6.20 1.71 0.00
46.00 6.20 1.71 0.00
48.00 6.20 1.71 0.00
50.00 6.20 1.71 0.00
52.00 6.20 1.71 0.00
54.00 6.20 1.71 0.00
56.00 6.20 1.71 0.00
58.00 6.20 1.71 0.00
60.00 6.20 1.71 0.00
62.00 6.20 1.71 0.00
64.00 6.20 1.71 0.00
66.00 6.20 1.71 0.00
68.00 6.20 1.71 0.00
70.00 6.20 1.71 0.00
72.00 6.20 1.71 0.00
74.00 6.20 1.71 0.00
76.00 6.20 1.71 0.00
78.00 6.20 1.71 0.00
80.00 6.20 1.71 0.00
82.00 6.20 1.71 0.00
84.00 6.20 1.71 0.00
86.00 6.20 1.71 0.00
88.00 6.20 1.71 0.00
90.00 6.20 1.71 0.00
92.00 6.20 1.71 0.00
94.00 6.20 1.71 0.00
96.00 6.20 1.71 0.00
98.00 6.20 1.71 0.00
100.00 6.20 1.71 0.00
102.00 6.20 1.71 0.00

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 1 B: SCM 1 Post
Runoff = 80.11 cfs @ 12.08 hrs, Volume= 229,079 cf, Depth= 2.99"
Routed to Pond 1 P : SCM 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-yr Rainfall=6.20"
Area (ac) CN Description
5.300 98.0 Paved parking, HSG B
15.780 61.0 >75% Grass cover, Good, HSG B
21.080 70.3 Weighted Average
15.780 74.86% Pervious Area
5.300 25.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.6 Direct Entry, SCM 1 Post
Subcatchment 1 B: SCM 1 Post
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
T 7 I I T I -I- T 7 I I T T I -I- I T 7 -I I I T T 7 - ■Runoff
85 " 80.11 cfs
rl firt rfirt firt firth firth
80 -" fi j-1 1 1- t -[ -1 -1- 1- t -F 1 1 1- t t -1 1 1 t -Type 11- th-
75 /-1 I 1- 4 -1 -1- 4 I I 7 4 1 � 1- Fla n al - ..
65 /-I 1 L -I -I- L L 1 I I L 1 Runoff Area=2110811at -
60 / 1 1 1 1 I I I I ikldn ff1 v1T I 2I _n4at
55� , 1 / 1 I 1 1 I I I I I � 1
.1) 50 1 / 1 I 1 1 1 1 1 1 I I I I 1 1 I 1 R_unoff Depth=2.99't -
45� 1 1 1 1 1 1 1 C-T I pp
y 'T
40
35 / 1 I 1 1 I 1 1 I I I I I 1 1 1 1 1 1 1 1 CN70.3
307' /
1 7 T -1 -1- T 7 1 1 T T -1 -1- 1 T 7 -I 1 T T -
25= t / firt rfirt firt firth firth
20? 1- ± fi Ott ± tt �
15� -I 1 + 4 -1 -I- I- 4 1 1 7 4 -1 -I- 1 4 -I 1 1 4 -
104-/ 1 7 F 4 -1 -1- 4 4 4 1 1 7 4 4 -1 -1- 1 4 4 -I 1 1 4 4 -
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 38
Hydrograph for Subcatchment 1 B: SCM 1 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 6.20 2.99 0.00
2.00 0.14 0.00 0.00 106.00 6.20 2.99 0.00
4.00 0.30 0.00 0.00 108.00 6.20 2.99 0.00
6.00 0.50 0.00 0.00 110.00 6.20 2.99 0.00
8.00 0.74 0.00 0.00 112.00 6.20 2.99 0.00
10.00 1.12 0.02 0.46 114.00 6.20 2.99 0.00
12.00 4.11 1.42 63.71 116.00 6.20 2.99 0.00
14.00 5.08 2.12 4.12 118.00 6.20 2.99 0.00
16.00 5.46 2.41 2.50 120.00 6.20 2.99 0.00
18.00 5.71 2.60 1.92 122.00 6.20 2.99 0.00
20.00 5.90 2.76 1.42 124.00 6.20 2.99 0.00
22.00 6.06 2.88 1.28 126.00 6.20 2.99 0.00
24.00 6.20 2.99 1.18 128.00 6.20 2.99 0.00
26.00 6.20 2.99 0.00 130.00 6.20 2.99 0.00
28.00 6.20 2.99 0.00 132.00 6.20 2.99 0.00
30.00 6.20 2.99 0.00 134.00 6.20 2.99 0.00
32.00 6.20 2.99 0.00 136.00 6.20 2.99 0.00
34.00 6.20 2.99 0.00 138.00 6.20 2.99 0.00
36.00 6.20 2.99 0.00 140.00 6.20 2.99 0.00
38.00 6.20 2.99 0.00 142.00 6.20 2.99 0.00
40.00 6.20 2.99 0.00 144.00 6.20 2.99 0.00
42.00 6.20 2.99 0.00
44.00 6.20 2.99 0.00
46.00 6.20 2.99 0.00
48.00 6.20 2.99 0.00
50.00 6.20 2.99 0.00
52.00 6.20 2.99 0.00
54.00 6.20 2.99 0.00
56.00 6.20 2.99 0.00
58.00 6.20 2.99 0.00
60.00 6.20 2.99 0.00
62.00 6.20 2.99 0.00
64.00 6.20 2.99 0.00
66.00 6.20 2.99 0.00
68.00 6.20 2.99 0.00
70.00 6.20 2.99 0.00
72.00 6.20 2.99 0.00
74.00 6.20 2.99 0.00
76.00 6.20 2.99 0.00
78.00 6.20 2.99 0.00
80.00 6.20 2.99 0.00
82.00 6.20 2.99 0.00
84.00 6.20 2.99 0.00
86.00 6.20 2.99 0.00
88.00 6.20 2.99 0.00
90.00 6.20 2.99 0.00
92.00 6.20 2.99 0.00
94.00 6.20 2.99 0.00
96.00 6.20 2.99 0.00
98.00 6.20 2.99 0.00
100.00 6.20 2.99 0.00
102.00 6.20 2.99 0.00

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 39
Summary for Pond 1 P: SCM 1
Inflow Area = 918,245 sf, 25.14% Impervious, Inflow Depth = 2.99" for 25-yr event
Inflow = 80.11 cfs @ 12.08 hrs, Volume= 229,079 cf
Outflow = 36.92 cfs @ 12.26 hrs, Volume= 228,102 cf, Atten= 54%, Lag= 11.0 min
Primary = 36.92 cfs @ 12.26 hrs, Volume= 228,102 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 576.35'@ 12.26 hrs Surf.Area= 32,921 sf Storage= 83,359 cf
Plug-Flow detention time=480.8 min calculated for 228,071 cf(100% of inflow)
Center-of-Mass det. time=479.2 min ( 1,320.8 - 841.6 )
Volume Invert Avail.Storage Storage Description
#1 573.50' 179,460 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.50 23,530 0 0
574.00 27,314 12,711 12,711
575.00 29,660 28,487 41,198
576.00 32,068 30,864 72,062
577.00 34,522 33,295 105,357
578.00 37,037 35,780 141,137
579.00 39,609 38,323 179,460
Device Routing Invert Outlet Devices
#1 Primary 569.00' 24.0" Round Outlet Pipe
L= 67.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 569.00'/ 568.00' S= 0.0149 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 3.14 sf
#2 Device 1 573.50' 3.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#3 Device 1 574.40' 0.5" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 575.00' 6.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 576.00' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 577.00' 20.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=36.86 cfs @ 12.26 hrs HW=576.35' (Free Discharge)
4 -1=Outlet Pipe (Passes 36.86 cfs of 38.11 cfs potential flow)
-2=Orifice (Orifice Controls 0.39 cfs @ 7.94 fps)
-3=Orifice/Grate (Orifice Controls 0.01 cfs @ 6.68 fps)
-4=Rect Notch (Orifice Controls 25.77 cfs @ 4.44 fps)
-5=Top of Riser (Weir Controls 10.69 cfs @ 1.93 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.50' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 40
Pond 1 P: SCM 1
Hydrograph
I I I I I I
i I I I I I I I ■Inflow
i /11 80.11 cfs I I� •Outflow
•Prima
- i z /l it loW-A �T -0,245- I •Se ondary
85 / / ' /1 - I I Peak-Be -
75 / /
zI_ I I I I I I I Sforage 3,359c
70 / /i /I _L J _1I I I _ I I I _II
654" i ' i I L J J I I L L J J J I
60" i z J J J —I I I L L J J J I
55 z 4 4 -1 I I I— 4 4 —II
v50� / 36.92 cfs
45� / ' 136.92 cfs 4
+ 1
35=' - + - + -1 L L + -[ H 1 -
30 - , z + + —1 L t + —r - 1
25 i , " 0 I — I I - — — 1 — —I -
1 - —1 1
15 - % Z 1A�����������������������������
I 0.00 cfs
/ Z / 333)7
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 41
Hydrograph for Pond 1 P: SCM 1
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.50 0.00 0.00 0.00
4.00 0.00 0 573.50 0.00 0.00 0.00
8.00 0.00 0 573.50 0.00 0.00 0.00
12.00 63.71 40,726 574.98 0.28 0.28 0.00
16.00 2.50 49,000 575.26 2.89 2.89 0.00
20.00 1.42 46,058 575.16 1.59 1.59 0.00
24.00 1.18 45,058 575.13 1.22 1.22 0.00
28.00 0.00 39,359 574.94 0.28 0.28 0.00
32.00 0.00 35,496 574.81 0.26 0.26 0.00
36.00 0.00 31,845 574.68 0.25 0.25 0.00
40.00 0.00 28,408 574.56 0.23 0.23 0.00
44.00 0.00 25,191 574.45 0.22 0.22 0.00
48.00 0.00 22,202 574.34 0.20 0.20 0.00
52.00 0.00 19,423 574.24 0.19 0.19 0.00
56.00 0.00 16,852 574.15 0.17 0.17 0.00
60.00 0.00 14,490 574.06 0.16 0.16 0.00
64.00 0.00 12,339 573.99 0.14 0.14 0.00
68.00 0.00 10,401 573.91 0.13 0.13 0.00
72.00 0.00 8,682 573.85 0.11 0.11 0.00
76.00 0.00 7,184 573.79 0.10 0.10 0.00
80.00 0.00 5,911 573.74 0.08 0.08 0.00
84.00 0.00 4,867 573.70 0.06 0.06 0.00
88.00 0.00 4,060 573.67 0.05 0.05 0.00
92.00 0.00 3,439 573.64 0.04 0.04 0.00
96.00 0.00 2,959 573.62 0.03 0.03 0.00
100.00 0.00 2,587 573.61 0.02 0.02 0.00
104.00 0.00 2,286 573.60 0.02 0.02 0.00
108.00 0.00 2,036 573.59 0.02 0.02 0.00
112.00 0.00 1,828 573.58 0.01 0.01 0.00
116.00 0.00 1,656 573.57 0.01 0.01 0.00
120.00 0.00 1,513 573.56 0.01 0.01 0.00
124.00 0.00 1,394 573.56 0.01 0.01 0.00
128.00 0.00 1,295 573.55 0.01 0.01 0.00
132.00 0.00 1,206 573.55 0.01 0.01 0.00
136.00 0.00 1,124 573.55 0.01 0.01 0.00
140.00 0.00 1,048 573.54 0.01 0.01 0.00
144.00 0.00 976 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 42
Stage-Discharge for Pond 1 P: SCM 1
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) ' (feet) (cfs) (cfs) (cfs)
573.50 0.00 0.00 0.00 578.70 161.65 44.62 117.03
573.60 0.02 0.02 0.00 578.80 172.38 44.87 127.51
573.70 0.06 0.06 0.00 578.90 183.41 45.13 138.28
573.80 0.10 0.10 0.00 579.00 194.72 45.38 149.34
573.90 0.12 0.12 0.00
574.00 0.14 0.14 0.00
574.10 0.16 0.16 0.00
574.20 0.18 0.18 0.00
574.30 0.19 0.19 0.00
574.40 0.21 0.21 0.00
574.50 0.22 0.22 0.00
574.60 0.24 0.24 0.00
574.70 0.25 0.25 0.00
574.80 0.26 0.26 0.00
574.90 0.27 0.27 0.00
575.00 0.28 0.28 0.00
575.10 0.91 0.91 0.00
575.20 2.05 2.05 0.00
575.30 3.50 3.50 0.00
575.40 5.22 5.22 0.00
575.50 7.15 7.15 0.00
575.60 9.28 9.28 0.00
575.70 11.57 11.57 0.00
575.80 14.02 14.02 0.00
575.90 16.61 16.61 0.00
576.00 19.34 19.34 0.00
576.10 23.32 23.32 0.00
576.20 28.30 28.30 0.00
576.30 33.99 33.99 0.00
576.40 38.27 38.27 0.00
576.50 38.57 38.57 0.00
576.60 38.86 38.86 0.00
576.70 39.15 39.15 0.00
576.80 39.45 39.45 0.00
576.90 39.73 39.73 0.00
577.00 40.02 40.02 0.00
577.10 41.88 40.31 1.57
577.20 45.04 40.59 4.45
577.30 49.17 40.87 8.30
577.40 54.10 41.15 12.95
577.50 60.02 41.43 18.60
577.60 66.80 41.70 25.10
577.70 73.54 41.97 31.57
577.80 80.74 42.25 38.50
577.90 88.37 42.52 45.85
578.00 96.38 42.78 53.60
578.10 105.00 43.05 61.95
578.20 114.04 43.32 70.72
578.30 123.03 43.58 79.45
578.40 132.30 43.84 88.46
578.50 141.65 44.10 97.55
578.60 151.22 44.36 106.86

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 43
Stage-Area-Storage for Pond 1 P: SCM 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.50 23,530 0 578.70 38,837 167,693
573.60 24,287 2,391 578.80 39,095 171,589
573.70 25,044 4,857 578.90 39,352 175,511
573.80 25,800 7,400 579.00 39,609 179,460
573.90 26,557 10,017
574.00 27,314 12,711
574.10 27,549 15,454
574.20 27,783 18,221
574.30 28,018 21,011
574.40 28,252 23,824
574.50 28,487 26,661
574.60 28,722 29,522
574.70 28,956 32,406
574.80 29,191 35,313
574.90 29,425 38,244
575.00 29,660 41,198
575.10 29,901 44,176
575.20 30,142 47,178
575.30 30,382 50,204
575.40 30,623 53,255
575.50 30,864 56,329
575.60 31,105 59,427
575.70 31,346 62,550
575.80 31,586 65,697
575.90 31,827 68,867
576.00 32,068 72,062
576.10 32,313 75,281
576.20 32,559 78,525
576.30 32,804 81,793
576.40 33,050 85,086
576.50 33,295 88,403
576.60 33,540 91,745
576.70 33,786 95,111
576.80 34,031 98,502
576.90 34,277 101,917
577.00 34,522 105,357
577.10 34,774 108,822
577.20 35,025 112,312
577.30 35,276 115,827
577.40 35,528 119,367
577.50 35,780 122,932
577.60 36,031 126,523
577.70 36,283 130,139
577.80 36,534 133,779
577.90 36,785 137,445
578.00 37,037 141,137
578.10 37,294 144,853
578.20 37,551 148,595
578.30 37,809 152,363
578.40 38,066 156,157
578.50 38,323 159,977
578.60 38,580 163,822

KT37 - SCM Calculations Type II 24-hr 100-yr Rainfall=7.85"
Prepared by ESP Associates Inc Printed 5/9/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 50
Pond 1 P: SCM 1
Hydrograph
❑Inflow
r/1117.06 cfs ❑Outflow
1307 % Inflow Area=918,245 sf o se ondary
120 j Peak Elev=577.38'
110- / Storage=118,580 cf
100-
90-
80- /
• =
• 79-' 52 97 cfs
I /
• 60-
50- I41.o cfs
40-"
307
O
20-- .4
11.89 cfs
107
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

SCM #2

Time of Concentrations &
Curve Numbers

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Aurora at Price Mill Creek By JWF 7/28/2023
Location Wesley Chapel, NC Checked Date:
Circle One:C-Present) Developed SCM 2 Pre-Development
1. SHEET FLOW
SEGMENT ID
A
1. Surface description (table.3-1). Woods-Light
2. Manning's roughness coefficient, n (table 3-1) 0.4
3. Flow length, L(total L<_3Q0.ft) ft 100
4. Two-year 24-hour rainfall, P in 5.44
5. Land slope, s ft/ft 0.025
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.251
P2^0.5 s"0.4 Total Sheet Flow Tt(hr) 0.25
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
B
7. Surface description (paved or unpaved) Unpaved
8. Flow length,.L ft 369
9. Watercourse slope,.s ft/ft 0.060
10. Average velocity,V(figure.3-.1) _ 3.952
11. Tt= L Compute Tt hr 0.026
3600 V Total Shallow Concentrated Flow Tt(hr) 0.03
3. CHANNEL FLOW
SEGMENT ID
C
12. Channel type(Pipe or Open 0.28 Open Channel
13. Cross sectional flow area,.a ft2 483.00
14. Wetted perimeter,.pw ft 118.99
15. Hydraulic radius r=a/pw Compute r ft 4.06
16. Channel slope,.s ft/ft 0.040
17. Manning's roughness coefficient,.n 0.030
18. V=[1.49 r^(2/3)s^(1/2)]/n Compute V ft/s 25.28
19. Flow length.,.L ft 358
20. Tt= L Compute Tt hr 0.004
Total Channel Flow Tt(hr) 0.00
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11, and 19) Total Tt (hr) =L 0.28
Total Tt (min) = 16.8
Reference: Urban Hydrology for Small Watersheds
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Associates',PA SCM 2 Pre
Po Box 7030 TOC Calcs.xlsx
Charlotte NC 28241 8/30/2023

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Aurora at Price Mill Creek By JWF 7/28/2023
Location Wesley Chapel, NC Checked Date:
Circle One: Present (Develope-iDI SCM 2 Post-Development
1. SHEET FLOW
SEGMENT ID
A
1. Surface description (table.3-1). Grass-Bermuda
2. Manning's roughness coefficient, n (table 3-1) 0.41
3. Flow length, L(total L<_3Q0.ft) ft 100
4. Two-year 24-hour rainfall, P in 5.44
5. Land slope, s ft/ft 0.055
6. Tt=0.007(nL)^0.8 Compute Tt hr 0.187
P2^0.5 s"0.4 Total Sheet Flow Tt(hr) 0.19
2. SHALLOW CONCENTRATED FLOW
SEGMENT ID
B
7. Surface description (paved or unpaved) Unpaved
8. Flow length,.L ft 61
9. Watercourse slope,.s ft/ft 0.020
10. Average velocity,V(figure.3,1.) _ 2.282
11. Tt= L Compute Tt hr 0.007
3600 V Total Shallow Concentrated Flow Tt(hr) 0.01
3. CHANNEL FLOW
SEGMENT ID
C D
12. Channel type(Pipe or Open 0.23 Pipe Pipe
13. Cross sectional flow area,.a ft' 1.77 3.14
14. Wetted perimeter,.pw ft 4.71 6.28
15. Hydraulic radius r=a/pw Compute r ft 0.38 0.50
16. Channel slope,.s ft/ft 0.005 0.010
17. Manning's roughness coefficient,.n 0.012 0.012
18. V=[1.49 r^(2/3)s^(1/2)]/n Compute.V ft/s 4.57 7.82
19. Flow length.,.L ft 344 362
20. Tt= L Compute Tt hr 0.021 0.013
Total Channel Flow Tt(hr) 0.03
3600 V
21. Watershed or subarea Tc or Tt(add Tt in steps 6, 11, and 19) Total Tt (hr) =L 0.23
Total Tt (min) = 13.8
Reference: Urban Hydrology for Small Watersheds
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Associates',PA SCM 2 Post
Po Box 7030 TOC Calcs.xlsx
Charlotte NC 28241 8/30/2023

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Aurora at Price Mill Creek By JWF Date 5/9/2024
Location Wesley Chapel, NC Checked Date
Circle One:(Present Developed SCM 2 Pre-Development
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type,treatment Tbl. Fig. Fig. of
Group and hydrologic condition) 2-2 2-3 2-4 Acres CN x area
B Brush—brush-weed-grass mixture with brush, Fair condition 56 10.74 601.44
(BdC2,BdB2,TbB2)
B Woods,Good condition 55 1.00 55.00
(BdC2,BdB2,TbB2)
* Use only one CN source per line Totals= 11.74 656.44
CN(weighted)total product = 656.44 = 55.9 Use CN= 56
total area 11.74
2. Runoff
Storm#1 Storm#2 Storm#3
Frequency yr 2 10 100
Rainfall, P(24-hour) in 5.93 7.58 9.43
Runoff,Q in 1.56 2.60 3.93
(Use P and CN with table 3-11,fig.2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from:
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Assocates,PA SCM 2 PRE
PoBox 7030 CN Calcs.xlsx
Charlotte NC 28241 5/9/2024

ESP Associates, Inc.
20484 Chartwell Center Drive,Suite D Cornelius,NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Aurora at Price Mill Creek By JWF Date 5/9/2024
Location Wesley Chapel, NC Checked Date
Circle One: Present Cevelopee SCM 2 Post-Development
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type,treatment Tbl. Fig. Fig. of
Group and hydrologic condition) 2-2 2-3 2-4 Acres CN x area
B Paved areas,streets,roofs,driveways,etc(excl.ROW) 98 3.45 338.10
(BdC2,BdB2,TbB2)
B Open space,Good condition(grass cover>75%) 61 8.29 505.69
(BdC2,BdB2,TbB2)
* Use only one CN source per line Totals= 11.74 843.79
CN(weighted)total product = 843.79 = 71.9 Use CN= 72
total area 11.74
2. Runoff
Storm#1 Storm#2 Storm#3
Frequency yr 2 10 100
Rainfall, P(24-hour) in 5.93 7.58 9.43
Runoff,Q in 2.94 4.33 5.97
(Use P and CN with table 3-11,fig.2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds Rainfall,P,taken from:
Technical Release 55,Soil Conservation Service NCDENR BMP Design Manual,July 2007
U.S.Department of Agriculture,June 1986
ESP Assocates,PA SCM 2 POST
PoBox 7030 CN Calcs.xlsx
Charlotte NC 28241 5/9/2024

Sand Filter Design

SAND FILTER CALCULATIONS
PROJECT NAME: Aurora at Price Mill Creek SCM ID: 2 Dry Pond
PROJECT NUMBER: KT37.400
DESIGNER: JWF CHECKED BY:
DATE: 07/14/23 DATE:
REV.: 05/09/24 DATE:
Drainage Area Characteristics:
Total Drainage Area: 11.74 ac
0.00 ac
Exist./Prop. Impervious 3.45 ac
Future Impervious Area: 0.00 ac
WATER QUALITY VOLUME CALCULATION
SCM ID Pervious Area Impervious Total Imperv. Runoff Coeff. Rainfall Depth Drainage Area Water Quality
Area Fraction IA Rv P (A) Volume(WQv)
2 I 8.29 ac I 3.45 ac I 11.74 ac I 0.29 I 0.31 I 1.00 in' 11.74 ac I 13,402.01 cf
Simple Method Water Quality Volume: Calculate the Adjusted Water Quality Volume(WQadjv):
Rv=0.05+0.9 x IA
WQv=(P x Rv x A)/12 WQadjv= 13,402.01 cf
WQadjv=0.75 x WQv 10,051.51 cf
Calculate the Water Quality Peak Flow(Qp):
Calculate CNm
CNm= 1,000410+5P+ 10WQv- 10(WQv2+ 1.25WQv P)°5]
P=Rainfall in inches P: 1.00 in
WQv(Inches) =P*Rv WQv: 0.31 in 0.308 acre-ft
CNm: 89.84
Qp: 4.75 cfs Taken from Pond Modeling Software-See attached routing for more info.
SAND FILTER SURFACE AREA
SCM ID Water Quality Filter Bed Coeff.of Avg. Ht of Design Drain Req'd Area of Surface Area
Volume Depth(df) Permeability Water Above Time(tf) BMP(Af) Provided
(WQv) (k) Filter Bed(hf)
2 10,051.51 cf 1.50-ft 3.50-ft/day 1.00-ft 2.13 days 810.88-sf 900.00-sf
ACCEPTABLE
Darcy's Law Surface Area Calculation
Af=(WQ)(df)/((k) (hf+dr)(till
Sediment Forebay Volume Calculation
Fv=0.20*WQv
Fv: 2,680.40 cf Minimum Req'd Volume
Forebay Elev.: 574.00
WQv Elev.: 576.00 Forebay Vol. Provided: 5,265.00 cf 0.121 acre-ft WQv Provided: 23,000.00 cf
Forebay Vol.Required: 2,680.40 cf WQv Req'd: 10,051.51 cf
ACCEPTABLE ACCEPTABLE
Page 1

Calculate the Stage-Discharge for the Sand Filter
WQv/tt=Qo=Ar(k)(hf+df)/(df)
Af: 900.00-sf
Ar: 900.00-sf (Provided Surface Area of Filter Bed)
k: 3.5 ft/day (Coeff.Of Permeability)
df: 1.5 ft (Filter Bed Depth)
Depth above
sand filter(hf)
Elevation(ft) (ft) Discharge(cfs)
Q 573.00 0 0.000
574.00 1.00 0.061
E
E 575.00 2.00 0.085
E 576.00 3.00 0.109
0
co 577.00 4.00 0.134
E 578.00 5.00 0.158
578.50 5.50 0.170
Calculate the Underdrain Outflow and Minimum Drawdown
Calculate Minimum Drawdown(Qmin)
Qmin=(WQv/tf)/86,400 sec/day
Qmin: 0.05 cfs
Size Underdrain System for SCM
Calculate Perforation Capacity
Perforations: 8/If holes/row
Linear Ft of
Pipe 52.00 (2 row @ 26')
Total
Perforations: 416
50%
Perforations: 208
Dia.of Area of
Perforation: 0.375-in Perforation: 0.001 sq-ft. c= 0.62 Q=ca(2gh)os
Total Head
Above Drain: 2.00-ft
Capacity Per
Perforation 0.01-cfs
Total Capacity: 1.12-cfs ACCEPTABLE
Page 2

Basin Stage/Storage
Elev. Forebay Area Main Bay Total Area Avg.Total Main Bay Forebay Total
Area Area Accumul.Vol. Accumul.Vol. Accumul.Vol.
574 1,850.00 sf 8,150.00 sf 10,000.00 sf 0.00 sf 0.00 cf 0.00 cf 0.00 cf
575 2,605.00 sf 8,895.00 sf 11,500.00 sf 10,750.00 sf 8,522.50 cf 2,227.50 cf 10,750.00 cf
576 3,470.00 sf 9,530.00 sf 13,000.00 sf 12,250.00 sf 17,735.00 cf 5,265.00 cf 23,000.00 cf
Page 3

Riser Anti-Flotation Calculations

AURORA at PRICE MILL CREEK
CONCRETE ANCHOR BUOYANCY CALCULATIONS
SCM #2
Unit wt. of concrete (pcf) = 150 lb/ft3
Unit wt. of H2O = 62.4 lb/ft3
TOP OF RISER ELEV. = 576.00 ft
INV. OUT OF RISER ELEV. = 569.00 ft
INT. WIDTH OF RISER = 48 in
INT. LENGTH OF RISER= 48 in
WALL THICK. OF RISER = 6 in
BASE THICK. OF RISER= 6 in
VOL. OF RISER = 187.5 ft3
BUOYANT FORCE = 11700.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER= 75.5 ft3
SINKING FORCE OF RISER= 11325 lbs Vol. of Conc. x(Unit wt. of Conc)
CONC. PAD THICKNESS = 12 in
CONC. PAD WIDTH/LENGTH = 5 ft
VOL. OF CONC. PAD = 25.00 ft3 L x W x H/ Pad Thickness
SINKING FORCE OF PAD = 2190 lbs Vol. of Pad x(Unit wt. of Conc. - Unit wt. of H2O)
TOTAL SINKING FORCE = 13515.0 lbs
Factor of safety= SINKING FORCE
BUOYANT FORCE
F.S. = 1.16 OK F.S. MUST BE GREATER THAN 1.10

HydroCAD

Detention
1 year, 24 hour
2 year, 24 hour
10 year, 24 hour
25 year, 24 hour
(100 year, 24 hour — shown for spillway)

< 2A >
< 4S >
SCM 2 Pre S M 2 Post
2P
SCM 2
SubCat Reach 'On. til _ _ _
Routing Diagram for KT37-SCM Calculations
Prepared by ESP Associates Inc, Printed 5/10/2024
HydroCAD®10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©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-yr Type II 24-hr Default 24.00 1 2.95 2
2 2-yr Type II 24-hr Default 24.00 1 3.55 2
3 10-yr Type II 24-hr Default 24.00 1 5.19 2
4 25-yr Type II 24-hr Default 24.00 1 6.20 2
5 100-yr Type II 24-hr Default 24.00 1 7.85 2

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
361,112 61.0 >75% Grass cover, Good, HSG B (4S)
467,834 56.0 Brush, Fair, HSG B (2A)
150,282 98.0 Paved parking, HSG B (4S)
43,560 55.0 Woods, Good, HSG B (2A)

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 4
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2A: SCM 2 Pre Runoff Area=11.740 ac 0.00% Impervious Runoff Depth=0.20"
Tc=16.8 min CN=55.9 Runoff=0.93 cfs 8,680 cf
Subcatchment4S: SCM 2 Post Runoff Area=11.740 ac 29.39% Impervious Runoff Depth=0.77"
Tc=13.8 min CN=71.9 Runoff=11.30 cfs 32,920 cf
Pond 2P: SCM 2 Peak Elev=575.71' Storage=24,935 cf Inflow=11.30 cfs 32,920 cf
Primary=0.25 cfs 30,961 cf Secondary=0.00 cfs 0 cf Outflow=0.25 cfs 30,961 cf

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2A: SCM 2 Pre
Runoff = 0.93 cfs @ 12.19 hrs, Volume= 8,680 cf, Depth= 0.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-yr Rainfall=2.95"
Area (ac) CN Description
10.740 56.0 Brush, Fair, HSG B
1.000 55.0 Woods, Good, HSG B
11.740 55.9 Weighted Average
11.740 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
16.8 Direct Entry, SCM 2 Pre
Subcatchment 2A: SCM 2 Pre
Hydrograph
A 1 1 1 1 1
1 I I I I I I I I I I I I ❑Runoff`
10.93 cfs l I I I I II 1 1 1 1 1 1
j 1 1 1 1 Type II 24-hrr
II II 1�-yr aiafall= .9;5",
1 Ruhdff 1Ai-e'a=11.740 ad
I Runoff Volume 8,6801cf
N 1I II � p n1^ff a th 01II".21 1i
I I I I I I I I
0 1 I I Tc 16181mlirh
II II
I I I I I CN=55.9
II
II II II
II II II
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 2A: SCM 2 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.95 0.20 0.00
2.00 0.06 0.00 0.00 106.00 2.95 0.20 0.00
4.00 0.14 0.00 0.00 108.00 2.95 0.20 0.00
6.00 0.24 0.00 0.00 110.00 2.95 0.20 0.00
8.00 0.35 0.00 0.00 112.00 2.95 0.20 0.00
10.00 0.53 0.00 0.00 114.00 2.95 0.20 0.00
12.00 1.96 0.02 0.13 116.00 2.95 0.20 0.00
14.00 2.42 0.08 0.26 118.00 2.95 0.20 0.00
16.00 2.60 0.12 0.18 120.00 2.95 0.20 0.00
18.00 2.72 0.14 0.15 122.00 2.95 0.20 0.00
20.00 2.81 0.17 0.12 124.00 2.95 0.20 0.00
22.00 2.88 0.19 0.11 126.00 2.95 0.20 0.00
24.00 2.95 0.20 0.11 128.00 2.95 0.20 0.00
26.00 2.95 0.20 0.00 130.00 2.95 0.20 0.00
28.00 2.95 0.20 0.00 132.00 2.95 0.20 0.00
30.00 2.95 0.20 0.00 134.00 2.95 0.20 0.00
32.00 2.95 0.20 0.00 136.00 2.95 0.20 0.00
34.00 2.95 0.20 0.00 138.00 2.95 0.20 0.00
36.00 2.95 0.20 0.00 140.00 2.95 0.20 0.00
38.00 2.95 0.20 0.00 142.00 2.95 0.20 0.00
40.00 2.95 0.20 0.00 144.00 2.95 0.20 0.00
42.00 2.95 0.20 0.00
44.00 2.95 0.20 0.00
46.00 2.95 0.20 0.00
48.00 2.95 0.20 0.00
50.00 2.95 0.20 0.00
52.00 2.95 0.20 0.00
54.00 2.95 0.20 0.00
56.00 2.95 0.20 0.00
58.00 2.95 0.20 0.00
60.00 2.95 0.20 0.00
62.00 2.95 0.20 0.00
64.00 2.95 0.20 0.00
66.00 2.95 0.20 0.00
68.00 2.95 0.20 0.00
70.00 2.95 0.20 0.00
72.00 2.95 0.20 0.00
74.00 2.95 0.20 0.00
76.00 2.95 0.20 0.00
78.00 2.95 0.20 0.00
80.00 2.95 0.20 0.00
82.00 2.95 0.20 0.00
84.00 2.95 0.20 0.00
86.00 2.95 0.20 0.00
88.00 2.95 0.20 0.00
90.00 2.95 0.20 0.00
92.00 2.95 0.20 0.00
94.00 2.95 0.20 0.00
96.00 2.95 0.20 0.00
98.00 2.95 0.20 0.00
100.00 2.95 0.20 0.00
102.00 2.95 0.20 0.00

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: SCM 2 Post
Runoff = 11.30 cfs @ 12.07 hrs, Volume= 32,920 cf, Depth= 0.77"
Routed to Pond 2P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 1-yr Rainfall=2.95"
Area (ac) CN Description
3.450 98.0 Paved parking, HSG B
8.290 61.0 >75% Grass cover, Good, HSG B
11.740 71.9 Weighted Average
8.290 70.61% Pervious Area
3.450 29.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry, SCM 1 Post
Subcatchment 4S: SCM 2 Post
Hydrograph
I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I I
- 1- T 7 -I -1- 7 T 7 -I -1- I- T 7 -I -I- I- T 7 -I -I- 1 T 7 - 1- I- T T T - ■Runoff
12: I li.30cf.LI 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I
11� 1 I- I I 1 I I 1 1 11 1 I 1 I I 1 1 I 1 Type I1I 24.hr
10� T / 1 1 1 1 1 1 1 1 1 1 11-�r1 R,a1PfP11�= .�5�
9 -' 11 1 1 1 1 1 1 1 1 1 I Runoff Area=111.740 lac
- r t 1 t t rt -I -1- t t rt 1 -r -I - t rt - - 1 rt
8� / 1 I 1 I 1 1 1 I FgulnOff;VyO1�.111ney,- 2i9 01c
7� / 1 1 1 1 1 1 1 1 1 1 1 1 1 Runoff off'DC 'th'=0.77"
- 4- t -1- t t 4F -I -I- H t -I -I- t t t -I -1- I- t t H pI- I- t t H 6i' / 1 I 1 I I 1 1 1 1 1 I I I 1 I 1 ITc=13.81 min _
`� - / I I 1 I I 1 I 1 1 I I I I 1 I 1 1
5: 4 / -1- I- 4 -I -I- I- 4 -I -1- I- 4 -I -I- 1- 4 -I -I111—1 -
4- 1 / I 1 I I 1 1 1 1 1 I I I 11 1 1 1 11 11
3_ 1 I 1 I I 1 1 11 1 I I I 11 1 1 1 11 11
,1- -I- I- -[ -I -1- I- 4 -I -I- I- 4 -I -1- I- 4 -I -I- 1- -L 4 - -
2_ 1 1 1 1 11 1 1 1 1 I I I I 1 1 I 1 1
1� - 1 1 1 1 1 1 1 1 1 I I I I 1
iiiiiiiii � i,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 4S: SCM 2 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 2.95 0.77 0.00
2.00 0.06 0.00 0.00 106.00 2.95 0.77 0.00
4.00 0.14 0.00 0.00 108.00 2.95 0.77 0.00
6.00 0.24 0.00 0.00 110.00 2.95 0.77 0.00
8.00 0.35 0.00 0.00 112.00 2.95 0.77 0.00
10.00 0.53 0.00 0.00 114.00 2.95 0.77 0.00
12.00 1.96 0.27 8.76 116.00 2.95 0.77 0.00
14.00 2.42 0.48 0.72 118.00 2.95 0.77 0.00
16.00 2.60 0.57 0.45 120.00 2.95 0.77 0.00
18.00 2.72 0.64 0.36 122.00 2.95 0.77 0.00
20.00 2.81 0.69 0.27 124.00 2.95 0.77 0.00
22.00 2.88 0.73 0.24 126.00 2.95 0.77 0.00
24.00 2.95 0.77 0.23 128.00 2.95 0.77 0.00
26.00 2.95 0.77 0.00 130.00 2.95 0.77 0.00
28.00 2.95 0.77 0.00 132.00 2.95 0.77 0.00
30.00 2.95 0.77 0.00 134.00 2.95 0.77 0.00
32.00 2.95 0.77 0.00 136.00 2.95 0.77 0.00
34.00 2.95 0.77 0.00 138.00 2.95 0.77 0.00
36.00 2.95 0.77 0.00 140.00 2.95 0.77 0.00
38.00 2.95 0.77 0.00 142.00 2.95 0.77 0.00
40.00 2.95 0.77 0.00 144.00 2.95 0.77 0.00
42.00 2.95 0.77 0.00
44.00 2.95 0.77 0.00
46.00 2.95 0.77 0.00
48.00 2.95 0.77 0.00
50.00 2.95 0.77 0.00
52.00 2.95 0.77 0.00
54.00 2.95 0.77 0.00
56.00 2.95 0.77 0.00
58.00 2.95 0.77 0.00
60.00 2.95 0.77 0.00
62.00 2.95 0.77 0.00
64.00 2.95 0.77 0.00
66.00 2.95 0.77 0.00
68.00 2.95 0.77 0.00
70.00 2.95 0.77 0.00
72.00 2.95 0.77 0.00
74.00 2.95 0.77 0.00
76.00 2.95 0.77 0.00
78.00 2.95 0.77 0.00
80.00 2.95 0.77 0.00
82.00 2.95 0.77 0.00
84.00 2.95 0.77 0.00
86.00 2.95 0.77 0.00
88.00 2.95 0.77 0.00
90.00 2.95 0.77 0.00
92.00 2.95 0.77 0.00
94.00 2.95 0.77 0.00
96.00 2.95 0.77 0.00
98.00 2.95 0.77 0.00
100.00 2.95 0.77 0.00
102.00 2.95 0.77 0.00

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: SCM 2
Inflow Area = 511,394 sf, 29.39% Impervious, Inflow Depth = 0.77" for 1-yr event
Inflow = 11.30 cfs @ 12.07 hrs, Volume= 32,920 cf
Outflow = 0.25 cfs @ 21.07 hrs, Volume= 30,961 cf, Atten= 98%, Lag= 540.1 min
Primary = 0.25 cfs @ 21.07 hrs, Volume= 30,961 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 575.71'@ 21.07 hrs Surf.Area= 12,567 sf Storage= 24,935 cf
Plug-Flow detention time=2,002.3 min calculated for 30,957 cf(94% of inflow)
Center-of-Mass det. time= 1,971.2 min ( 2,850.3 - 879.1 )
Volume Invert Avail.Storage_ Storage Description
#1 573.00' 93,825 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.00 1,250 0 0
574.00 10,000 5,625 5,625
575.00 11,500 10,750 16,375
576.00 13,000 12,250 28,625
577.00 14,600 13,800 42,425
578.00 16,250 15,425 57,850
579.00 17,975 17,113 74,963
580.00 19,750 18,863 93,825
Device Routing _ Invert Outlet Devices
#1 Primary 566.46' 18.0" Round Outlet Pipe
L= 79.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 566.46'/ 564.00' S= 0.0311 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 573.50' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 5.50
Disch. (cfs) 0.000 0.084 0.118 0.152 0.186 0.219 0.236
#3 Device 1 575.50' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#4 Device 1 576.50' 3.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 577.50' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 578.50' 15.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

KT37 - SCM Calculations Type II 24-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 10
Primary OutFlow Max=0.25 cfs @ 21.07 hrs HW=575.71' (Free Discharge)
—1=Outlet Pipe (Passes 0.25 cfs of 24.81 cfs potential flow)
—2=Sand Filter (Custom Controls 0.13 cfs)
—3=Orifice (Orifice Controls 0.12 cfs @ 1.57 fps)
—4=Rect Notch ( Controls 0.00 cfs)
—5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.00' (Free Discharge)
4-6=Spillway ( Controls 0.00 cfs)
Pond 2P: SCM 2
Hydrograph
I I I I I I I I I
/1 I I I I I I I I I I I ■Inflow
/ I 11.30 cfs I— + - H - - - 1 - H + _ •�UtfIOW
Infloyv Area7511,3 ,4 st, •Primary
e ondary
12 / / I I I PeakF_.lev 575.7'Lt _
11 / / /1 I I Imo+ I I AI A I ,, I
- T H H 1 I Stora-ge�4,-935-4f -
10 / /
/ / 1 1 1 I I I I I I I I
9 / /1 I I I I I I I I I I
/ /
8 / /1 1 1 I I I I I I I I
/ / - 4 4 1 I I I- 4 4 - I
/4- 7 / / /1 1 1 I I I I I I I I
8 / /1 I I I I I I I I I
° / /
LL 5 / / T 7 7 1 I I I- 7 7 - I
/ / T -1 - 1 I I H - I
4 / / / /1 1 1
3 / /1 It I I
2 r A 0.25 cfs , //
0.25cfs i ///////////////////////�i/////////////////////////////////////////////////
1 % i� Z
000 ors �� ��0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 11
Hydrograph for Pond 2P: SCM 2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.00 0.00 0.00 0.00
4.00 0.00 0 573.00 0.00 0.00 0.00
8.00 0.00 0 573.00 0.00 0.00 0.00
12.00 8.76 3,079 573.71 0.02 0.02 0.00
16.00 0.45 22,611 575.52 0.12 0.12 0.00
20.00 0.27 24,914 575.71 0.25 0.25 0.00
24.00 0.23 24,842 575.70 0.24 0.24 0.00
28.00 0.00 22,615 575.52 0.12 0.12 0.00
32.00 0.00 20,935 575.39 0.11 0.11 0.00
36.00 0.00 19,325 575.25 0.11 0.11 0.00
40.00 0.00 17,779 575.12 0.11 0.11 0.00
44.00 0.00 16,297 574.99 0.10 0.10 0.00
48.00 0.00 14,876 574.87 0.10 0.10 0.00
52.00 0.00 13,516 574.75 0.09 0.09 0.00
56.00 0.00 12,215 574.63 0.09 0.09 0.00
60.00 0.00 10,970 574.51 0.08 0.08 0.00
64.00 0.00 9,810 574.41 0.08 0.08 0.00
68.00 0.00 8,774 574.31 0.07 0.07 0.00
72.00 0.00 7,852 574.22 0.06 0.06 0.00
76.00 0.00 7,031 574.14 0.05 0.05 0.00
80.00 0.00 6,303 574.07 0.05 0.05 0.00
84.00 0.00 5,656 574.00 0.04 0.04 0.00
88.00 0.00 5,083 573.94 0.04 0.04 0.00
92.00 0.00 4,580 573.89 0.03 0.03 0.00
96.00 0.00 4,139 573.84 0.03 0.03 0.00
100.00 0.00 3,756 573.79 0.02 0.02 0.00
104.00 0.00 3,425 573.75 0.02 0.02 0.00
108.00 0.00 3,142 573.72 0.02 0.02 0.00
112.00 0.00 2,901 573.68 0.02 0.02 0.00
116.00 0.00 2,697 573.65 0.01 0.01 0.00
120.00 0.00 2,525 573.63 0.01 0.01 0.00
124.00 0.00 2,382 573.61 0.01 0.01 0.00
128.00 0.00 2,263 573.59 0.01 0.01 0.00
132.00 0.00 2,164 573.57 0.01 0.01 0.00
136.00 0.00 2,082 573.56 0.01 0.01 0.00
140.00 0.00 2,014 573.55 0.00 0.00 0.00
144.00 0.00 1,960 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 12
Stage-Discharge for Pond 2P: SCM 2
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
573.00 0.00 0.00 0.00 578.20 28.21 28.21 0.00
573.10 0.00 0.00 0.00 578.30 28.34 28.34 0.00
573.20 0.00 0.00 0.00 578.40 28.46 28.46 0.00
573.30 0.00 0.00 0.00 578.50 28.59 28.59 0.00
573.40 0.00 0.00 0.00 578.60 29.90 28.72 1.18
573.50 0.00 0.00 0.00 578.70 32.18 28.84 3.34
573.60 0.01 0.01 0.00 578.80 35.19 28.97 6.22
573.70 0.02 0.02 0.00 578.90 38.81 29.09 9.71
573.80 0.03 0.03 0.00 579.00 43.16 29.22 13.95
573.90 0.03 0.03 0.00 579.10 48.16 29.34 18.82
574.00 0.04 0.04 0.00 579.20 53.14 29.46 23.68
574.10 0.05 0.05 0.00 579.30 58.46 29.59 28.87
574.20 0.06 0.06 0.00 579.40 64.10 29.71 34.39
574.30 0.07 0.07 0.00 579.50 70.03 29.83 40.20
574.40 0.08 0.08 0.00 579.60 76.42 29.95 46.46
574.50 0.08 0.08 0.00 579.70 83.11 30.07 53.04
574.60 0.09 0.09 0.00 579.80 89.78 30.19 59.59
574.70 0.09 0.09 0.00 579.90 96.65 30.31 66.34
574.80 0.09 0.09 0.00 580.00 103.59 30.43 73.16
574.90 0.10 0.10 0.00
575.00 0.10 0.10 0.00
575.10 0.10 0.10 0.00
575.20 0.11 0.11 0.00
575.30 0.11 0.11 0.00
575.40 0.11 0.11 0.00
575.50 0.12 0.12 0.00
575.60 0.15 0.15 0.00
575.70 0.24 0.24 0.00
575.80 0.36 0.36 0.00
575.90 0.49 0.49 0.00
576.00 0.61 0.61 0.00
576.10 0.70 0.70 0.00
576.20 0.78 0.78 0.00
576.30 0.85 0.85 0.00
576.40 0.91 0.91 0.00
576.50 0.97 0.97 0.00
576.60 1.34 1.34 0.00
576.70 1.95 1.95 0.00
576.80 2.71 2.71 0.00
576.90 3.60 3.60 0.00
577.00 4.58 4.58 0.00
577.10 5.65 5.65 0.00
577.20 6.79 6.79 0.00
577.30 8.00 8.00 0.00
577.40 9.27 9.27 0.00
577.50 10.59 10.59 0.00
577.60 13.40 13.40 0.00
577.70 17.41 17.41 0.00
577.80 22.21 22.21 0.00
577.90 27.67 27.67 0.00
578.00 27.95 27.95 0.00
578.10 28.08 28.08 0.00

KT37 - SCM Calculations Type 1124-hr 1-yr Rainfall=2.95"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 13
Stage-Area-Storage for Pond 2P: SCM 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.00 1,250 0 578.20 16,595 61,135
573.10 2,125 169 578.30 16,767 62,803
573.20 3,000 425 578.40 16,940 64,488
573.30 3,875 769 578.50 17,113 66,191
573.40 4,750 1,200 578.60 17,285 67,911
573.50 5,625 1,719 578.70 17,458 69,648
573.60 6,500 2,325 578.80 17,630 71,402
573.70 7,375 3,019 I 578.90 17,802 73,174
573.80 8,250 3,800 579.00 17,975 74,963
573.90 9,125 4,669 579.10 18,153 76,769
574.00 10,000 5,625 579.20 18,330 78,593
574.10 10,150 6,633 579.30 18,507 80,435
574.20 10,300 7,655 579.40 18,685 82,294
574.30 10,450 8,692 579.50 18,863 84,172
574.40 10,600 9,745 579.60 19,040 86,067
574.50 10,750 10,813 579.70 19,218 87,980
574.60 10,900 11,895 579.80 19,395 89,910
574.70 11,050 12,993 579.90 19,572 91,859
574.80 11,200 14,105 580.00 19,750 93,825
574.90 11,350 15,232
575.00 11,500 16,375
575.10 11,650 17,533
575.20 11,800 18,705
575.30 11,950 19,892
575.40 12,100 21,095
575.50 12,250 22,313
575.60 12,400 23,545
575.70 12,550 24,793
575.80 12,700 26,055
575.90 12,850 27,332
576.00 13,000 28,625
576.10 13,160 29,933
576.20 13,320 31,257
576.30 13,480 32,597
576.40 13,640 33,953
576.50 13,800 35,325
576.60 13,960 36,713
576.70 14,120 38,117
576.80 14,280 39,537
576.90 14,440 40,973
577.00 14,600 42,425
577.10 14,765 43,893
577.20 14,930 45,378
577.30 15,095 46,879
577.40 15,260 48,397
577.50 15,425 49,931
577.60 15,590 51,482
577.70 15,755 53,049
577.80 15,920 54,633
577.90 16,085 56,233
578.00 16,250 57,850
578.10 16,423 59,484

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 14
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2A: SCM 2 Pre Runoff Area=11.740 ac 0.00% Impervious Runoff Depth=0.39"
Tc=16.8 min CN=55.9 Runoff=3.21 cfs 16,831 cf
Subcatchment4S: SCM 2 Post Runoff Area=11.740 ac 29.39% Impervious Runoff Depth=1.15"
Tc=13.8 min CN=71.9 Runoff=17.49 cfs 48,850 cf
Pond 2P: SCM 2 Peak Elev=576.08' Storage=29,665 cf Inflow=17.49 cfs 48,850 cf
Primary=0.68 cfs 46,876 cf Secondary=0.00 cfs 0 cf Outflow=0.68 cfs 46,876 cf

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2A: SCM 2 Pre
Runoff = 3.21 cfs @ 12.15 hrs, Volume= 16,831 cf, Depth= 0.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
10.740 56.0 Brush, Fair, HSG B
1.000 55.0 Woods, Good, HSG B
11.740 55.9 Weighted Average
11.740 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 Direct Entry, SCM 2 Pre
Subcatchment 2A: SCM 2 Pre
Hydrograph
I 1 1
I I I I ❑Runoff`
3.21 cfs l 1 1 1 1 1 1 1
r --1 —1 - 1— H -i --+ —I —I— H Type-III-24-h r
3 / 1 1 1 1 1 1 1 1
I I I Runoff Area=111.740 ac
I
F4uingff;Vplur q='�6�8 1 c
2 ✓ I I 11 Runoff IDep'th=0.339"
II II
o 1 1 1 1 I I ITc=1 6.8 m i n
u I I I I I II
I I CN=55.9
11 11 11 11 I 11
11 11 11 1 11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment 2A: SCM 2 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.55 0.39 0.00
2.00 0.08 0.00 0.00 106.00 3.55 0.39 0.00
4.00 0.17 0.00 0.00 108.00 3.55 0.39 0.00
6.00 0.28 0.00 0.00 110.00 3.55 0.39 0.00
8.00 0.43 0.00 0.00 112.00 3.55 0.39 0.00
10.00 0.64 0.00 0.00 114.00 3.55 0.39 0.00
12.00 2.35 0.07 1.00 116.00 3.55 0.39 0.00
14.00 2.91 0.19 0.47 118.00 3.55 0.39 0.00
16.00 3.12 0.25 0.31 120.00 3.55 0.39 0.00
18.00 3.27 0.30 0.25 122.00 3.55 0.39 0.00
20.00 3.38 0.34 0.19 124.00 3.55 0.39 0.00
22.00 3.47 0.37 0.18 126.00 3.55 0.39 0.00
24.00 3.55 0.39 0.17 128.00 3.55 0.39 0.00
26.00 3.55 0.39 0.00 130.00 3.55 0.39 0.00
28.00 3.55 0.39 0.00 132.00 3.55 0.39 0.00
30.00 3.55 0.39 0.00 134.00 3.55 0.39 0.00
32.00 3.55 0.39 0.00 136.00 3.55 0.39 0.00
34.00 3.55 0.39 0.00 138.00 3.55 0.39 0.00
36.00 3.55 0.39 0.00 140.00 3.55 0.39 0.00
38.00 3.55 0.39 0.00 142.00 3.55 0.39 0.00
40.00 3.55 0.39 0.00 144.00 3.55 0.39 0.00
42.00 3.55 0.39 0.00
44.00 3.55 0.39 0.00
46.00 3.55 0.39 0.00
48.00 3.55 0.39 0.00
50.00 3.55 0.39 0.00
52.00 3.55 0.39 0.00
54.00 3.55 0.39 0.00
56.00 3.55 0.39 0.00
58.00 3.55 0.39 0.00
60.00 3.55 0.39 0.00
62.00 3.55 0.39 0.00
64.00 3.55 0.39 0.00
66.00 3.55 0.39 0.00
68.00 3.55 0.39 0.00
70.00 3.55 0.39 0.00
72.00 3.55 0.39 0.00
74.00 3.55 0.39 0.00
76.00 3.55 0.39 0.00
78.00 3.55 0.39 0.00
80.00 3.55 0.39 0.00
82.00 3.55 0.39 0.00
84.00 3.55 0.39 0.00
86.00 3.55 0.39 0.00
88.00 3.55 0.39 0.00
90.00 3.55 0.39 0.00
92.00 3.55 0.39 0.00
94.00 3.55 0.39 0.00
96.00 3.55 0.39 0.00
98.00 3.55 0.39 0.00
100.00 3.55 0.39 0.00
102.00 3.55 0.39 0.00

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 4S: SCM 2 Post
Runoff = 17.49 cfs @ 12.07 hrs, Volume= 48,850 cf, Depth= 1.15"
Routed to Pond 2P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 2-yr Rainfall=3.55"
Area (ac) CN Description
3.450 98.0 Paved parking, HSG B
8.290 61.0 >75% Grass cover, Good, HSG B
11.740 71.9 Weighted Average
8.290 70.61% Pervious Area
3.450 29.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry, SCM 1 Post
Subcatchment 4S: SCM 2 Post
Hydrograph
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
191-/ _ 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1 ■Runoff
181-/ ,_117.49;fs1 1 I 1 I I 1 1 I 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I�,1
17 _ J .1 I 1 I I 1 1 I 1 1 I 1 1 I 1 1 1 1 11 �1�T�ypf e_11L 2_4_�jJ�j11 _
164/ _ 1J 1 1 1 1 1 I I 1 1 1 1 1 �.IY 1 1 ""ill""Fi II �I""
15=
14/ .1 1 1 1 1 1 1 1 I I 1 1 1 -RunoffArea 111-.740-ac
12 -/ _ L 1 1 1 1 1 1 1 1 1 Runoff, olIunle=48i85V I C
w 11� L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 R u iroff pth= - 15- .
1o� _ J .1 _1_ L L J _I _I_ L I 1 _I _I_ L L 1 _I _I_ 1_ I 1 J —1_ I_ L 1 J _
c 4/ ,_ J .1 _I_ L L J _I _I_ L L 1 J —I_ L L 1 _I _I_ I_ L 1T_C-rL38LmIn _
LL 8- L _I I L L A I 1 L L L I I L 1 1 I 1 1 1 J L
7� ,_ J .1 _I_ L L J _I _I_ L L 1 _I _I_ L L 1 _I _I_ I_ L 1 J _1"1= L� 'F
6 / ,- I _ 1 L L J _I _1 L L 1 J LI L L 1 _I _1 IL L 1 J 1 I L 1 J _
5 ,_ 1 / J— L L J —I —I— L I 1 _I J— L L 1 J —I— I_ L 1 J J— I— L 1 J _
44/ ,_ L _ 1 L L J 11 L L L LI1 L L L 1L L 1 L IL L 1 J 1 1 L 1 J _
34/ _ 1 I _1_ L L J —I —I_ L I 1 _I J— L L 1 J —I— I_ I 1 J _I_ I— L 1 J _
2 -/ _ J I_ L J —I —I_ L 1 —I —II— L L 1 1 II —I —I— I— L 1 _' I_ I— L 1 J _
oiiii �iii�il iiiii�iiiiii�ii�
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment 4S: SCM 2 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 3.55 1.15 0.00
2.00 0.08 0.00 0.00 106.00 3.55 1.15 0.00
4.00 0.17 0.00 0.00 108.00 3.55 1.15 0.00
6.00 0.28 0.00 0.00 110.00 3.55 1.15 0.00
8.00 0.43 0.00 0.00 112.00 3.55 1.15 0.00
10.00 0.64 0.00 0.00 114.00 3.55 1.15 0.00
12.00 2.35 0.45 14.18 116.00 3.55 1.15 0.00
14.00 2.91 0.75 1.00 118.00 3.55 1.15 0.00
16.00 3.12 0.88 0.62 120.00 3.55 1.15 0.00
18.00 3.27 0.97 0.49 122.00 3.55 1.15 0.00
20.00 3.38 1.04 0.36 124.00 3.55 1.15 0.00
22.00 3.47 1.09 0.33 126.00 3.55 1.15 0.00
24.00 3.55 1.15 0.31 128.00 3.55 1.15 0.00
26.00 3.55 1.15 0.00 130.00 3.55 1.15 0.00
28.00 3.55 1.15 0.00 132.00 3.55 1.15 0.00
30.00 3.55 1.15 0.00 134.00 3.55 1.15 0.00
32.00 3.55 1.15 0.00 136.00 3.55 1.15 0.00
34.00 3.55 1.15 0.00 138.00 3.55 1.15 0.00
36.00 3.55 1.15 0.00 140.00 3.55 1.15 0.00
38.00 3.55 1.15 0.00 142.00 3.55 1.15 0.00
40.00 3.55 1.15 0.00 144.00 3.55 1.15 0.00
42.00 3.55 1.15 0.00
44.00 3.55 1.15 0.00
46.00 3.55 1.15 0.00
48.00 3.55 1.15 0.00
50.00 3.55 1.15 0.00
52.00 3.55 1.15 0.00
54.00 3.55 1.15 0.00
56.00 3.55 1.15 0.00
58.00 3.55 1.15 0.00
60.00 3.55 1.15 0.00
62.00 3.55 1.15 0.00
64.00 3.55 1.15 0.00
66.00 3.55 1.15 0.00
68.00 3.55 1.15 0.00
70.00 3.55 1.15 0.00
72.00 3.55 1.15 0.00
74.00 3.55 1.15 0.00
76.00 3.55 1.15 0.00
78.00 3.55 1.15 0.00
80.00 3.55 1.15 0.00
82.00 3.55 1.15 0.00
84.00 3.55 1.15 0.00
86.00 3.55 1.15 0.00
88.00 3.55 1.15 0.00
90.00 3.55 1.15 0.00
92.00 3.55 1.15 0.00
94.00 3.55 1.15 0.00
96.00 3.55 1.15 0.00
98.00 3.55 1.15 0.00
100.00 3.55 1.15 0.00
102.00 3.55 1.15 0.00

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: SCM 2
Inflow Area = 511,394 sf, 29.39% Impervious, Inflow Depth = 1.15" for 2-yr event
Inflow = 17.49 cfs @ 12.07 hrs, Volume= 48,850 cf
Outflow = 0.68 cfs @ 15.66 hrs, Volume= 46,876 cf, Atten= 96%, Lag= 215.4 min
Primary = 0.68 cfs @ 15.66 hrs, Volume= 46,876 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 576.08'@ 15.66 hrs Surf.Area= 13,127 sf Storage= 29,665 cf
Plug-Flow detention time= 1,436.0 min calculated for 46,876 cf(96% of inflow)
Center-of-Mass det. time= 1,413.5 min ( 2,279.7 - 866.2 )
Volume Invert Avail.Storage Storage Description _
#1 573.00' 93,825 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.00 1,250 0 0
574.00 10,000 5,625 5,625
575.00 11,500 10,750 16,375
576.00 13,000 12,250 28,625
577.00 14,600 13,800 42,425
578.00 16,250 15,425 57,850
579.00 17,975 17,113 74,963
580.00 19,750 18,863 93,825
Device Routing _ Invert Outlet Devices
#1 Primary 566.46' 18.0" Round Outlet Pipe
L= 79.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 566.46'/ 564.00' S= 0.0311 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 573.50' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 5.50
Disch. (cfs) 0.000 0.084 0.118 0.152 0.186 0.219 0.236
#3 Device 1 575.50' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#4 Device 1 576.50' 3.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 577.50' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 578.50' 15.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

KT37 - SCM Calculations Type II 24-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 20
Primary OutFlow Max=0.68 cfs @ 15.66 hrs HW=576.08' (Free Discharge)
—1=Outlet Pipe (Passes 0.68 cfs of 25.34 cfs potential flow)
—2=Sand Filter (Custom Controls 0.14 cfs)
—3=Orifice (Orifice Controls 0.54 cfs @ 2.76 fps)
—4=Rect Notch ( Controls 0.00 cfs)
—5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.00' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)
Pond 2P: SCM 2
Hydrograph
- 1- 7 - - I I L- L -f - I ■Inflow
17.49 cfs _ _ _ _ •Outflow
i , zI .. - + - 4 - � I ,I,-�'wI- - 4 - - •
Primary fi - rt 11111low ea751 �3�4-
19 �1 7�oiII - ■Secondary
18� i T 7 7 QealC�@)/ �/�.S�R
17� , z z it I I I I I Imo+ I I I I I
165 / , / /1_ _ I I I I Storage ,665 cli
15 / / L L _ I I L L 1 L J I
14 -/ ii , /- 4 - - I I I- -k 4 4 -II
13 / iH
4 - -4 - -I - -I- - I- - I- - H - -h - 4 - 4 - H - -I -
124/ i 1 rt H I I 1- fi -r rt - I
w 114-' i
c 19 / , /, / /1 I I I I I I I I I I
`L 84/ i , / /1- I I I I I I I I
7 z , I_ 1/ _L _4 I I I_ L 1 _L J I
64ji - I - 4 - -4I- - I- - - 4 - 4 - -I - -I/ / � I - H - -4I I- - H - t - t - H - H - -I -
3 �/ a66 Cfs
2�, 0.68 cfs ~��������/����������������������������������������������������������������������
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 21
Hydrograph for Pond 2P: SCM 2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.00 0.00 0.00 0.00
4.00 0.00 0 573.00 0.00 0.00 0.00
8.00 0.00 0 573.00 0.00 0.00 0.00
12.00 14.18 6,163 574.05 0.05 0.05 0.00
16.00 0.62 29,632 576.08 0.68 0.68 0.00
20.00 0.36 27,721 575.93 0.53 0.53 0.00
24.00 0.31 26,164 575.81 0.37 0.37 0.00
28.00 0.00 23,179 575.57 0.14 0.14 0.00
32.00 0.00 21,434 575.43 0.12 0.12 0.00
36.00 0.00 19,804 575.29 0.11 0.11 0.00
40.00 0.00 18,239 575.16 0.11 0.11 0.00
44.00 0.00 16,737 575.03 0.10 0.10 0.00
48.00 0.00 15,298 574.91 0.10 0.10 0.00
52.00 0.00 13,920 574.78 0.09 0.09 0.00
56.00 0.00 12,601 574.66 0.09 0.09 0.00
60.00 0.00 11,340 574.55 0.09 0.09 0.00
64.00 0.00 10,146 574.44 0.08 0.08 0.00
68.00 0.00 9,074 574.34 0.07 0.07 0.00
72.00 0.00 8,119 574.24 0.06 0.06 0.00
76.00 0.00 7,269 574.16 0.06 0.06 0.00
80.00 0.00 6,513 574.09 0.05 0.05 0.00
84.00 0.00 5,843 574.02 0.04 0.04 0.00
88.00 0.00 5,249 573.96 0.04 0.04 0.00
92.00 0.00 4,725 573.91 0.03 0.03 0.00
96.00 0.00 4,265 573.85 0.03 0.03 0.00
100.00 0.00 3,866 573.81 0.03 0.03 0.00
104.00 0.00 3,520 573.77 0.02 0.02 0.00
108.00 0.00 3,223 573.73 0.02 0.02 0.00
112.00 0.00 2,969 573.69 0.02 0.02 0.00
116.00 0.00 2,755 573.66 0.01 0.01 0.00
120.00 0.00 2,574 573.64 0.01 0.01 0.00
124.00 0.00 2,422 573.61 0.01 0.01 0.00
128.00 0.00 2,296 573.59 0.01 0.01 0.00
132.00 0.00 2,192 573.58 0.01 0.01 0.00
136.00 0.00 2,105 573.57 0.01 0.01 0.00
140.00 0.00 2,033 573.55 0.00 0.00 0.00
144.00 0.00 1,975 573.54 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 22
Stage-Discharge for Pond 2P: SCM 2
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
573.00 0.00 0.00 0.00 578.20 28.21 28.21 0.00
573.10 0.00 0.00 0.00 578.30 28.34 28.34 0.00
573.20 0.00 0.00 0.00 578.40 28.46 28.46 0.00
573.30 0.00 0.00 0.00 578.50 28.59 28.59 0.00
573.40 0.00 0.00 0.00 578.60 29.90 28.72 1.18
573.50 0.00 0.00 0.00 578.70 32.18 28.84 3.34
573.60 0.01 0.01 0.00 578.80 35.19 28.97 6.22
573.70 0.02 0.02 0.00 578.90 38.81 29.09 9.71
573.80 0.03 0.03 0.00 579.00 43.16 29.22 13.95
573.90 0.03 0.03 0.00 579.10 48.16 29.34 18.82
574.00 0.04 0.04 0.00 579.20 53.14 29.46 23.68
574.10 0.05 0.05 0.00 579.30 58.46 29.59 28.87
574.20 0.06 0.06 0.00 579.40 64.10 29.71 34.39
574.30 0.07 0.07 0.00 579.50 70.03 29.83 40.20
574.40 0.08 0.08 0.00 579.60 76.42 29.95 46.46
574.50 0.08 0.08 0.00 579.70 83.11 30.07 53.04
574.60 0.09 0.09 0.00 579.80 89.78 30.19 59.59
574.70 0.09 0.09 0.00 579.90 96.65 30.31 66.34
574.80 0.09 0.09 0.00 580.00 103.59 30.43 73.16
574.90 0.10 0.10 0.00
575.00 0.10 0.10 0.00
575.10 0.10 0.10 0.00
575.20 0.11 0.11 0.00
575.30 0.11 0.11 0.00
575.40 0.11 0.11 0.00
575.50 0.12 0.12 0.00
575.60 0.15 0.15 0.00
575.70 0.24 0.24 0.00
575.80 0.36 0.36 0.00
575.90 0.49 0.49 0.00
576.00 0.61 0.61 0.00
576.10 0.70 0.70 0.00
576.20 0.78 0.78 0.00
576.30 0.85 0.85 0.00
576.40 0.91 0.91 0.00
576.50 0.97 0.97 0.00
576.60 1.34 1.34 0.00
576.70 1.95 1.95 0.00
576.80 2.71 2.71 0.00
576.90 3.60 3.60 0.00
577.00 4.58 4.58 0.00
577.10 5.65 5.65 0.00
577.20 6.79 6.79 0.00
577.30 8.00 8.00 0.00
577.40 9.27 9.27 0.00
577.50 10.59 10.59 0.00
577.60 13.40 13.40 0.00
577.70 17.41 17.41 0.00
577.80 22.21 22.21 0.00
577.90 27.67 27.67 0.00
578.00 27.95 27.95 0.00
578.10 28.08 28.08 0.00

KT37 - SCM Calculations Type 1124-hr 2-yr Rainfall=3.55"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 23
Stage-Area-Storage for Pond 2P: SCM 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.00 1,250 0 578.20 16,595 61,135
573.10 2,125 169 578.30 16,767 62,803
573.20 3,000 425 578.40 16,940 64,488
573.30 3,875 769 578.50 17,113 66,191
573.40 4,750 1,200 578.60 17,285 67,911
573.50 5,625 1,719 578.70 17,458 69,648
573.60 6,500 2,325 578.80 17,630 71,402
573.70 7,375 3,019 I 578.90 17,802 73,174
573.80 8,250 3,800 579.00 17,975 74,963
573.90 9,125 4,669 579.10 18,153 76,769
574.00 10,000 5,625 579.20 18,330 78,593
574.10 10,150 6,633 579.30 18,507 80,435
574.20 10,300 7,655 579.40 18,685 82,294
574.30 10,450 8,692 579.50 18,863 84,172
574.40 10,600 9,745 579.60 19,040 86,067
574.50 10,750 10,813 579.70 19,218 87,980
574.60 10,900 11,895 579.80 19,395 89,910
574.70 11,050 12,993 579.90 19,572 91,859
574.80 11,200 14,105 580.00 19,750 93,825
574.90 11,350 15,232
575.00 11,500 16,375
575.10 11,650 17,533
575.20 11,800 18,705
575.30 11,950 19,892
575.40 12,100 21,095
575.50 12,250 22,313
575.60 12,400 23,545
575.70 12,550 24,793
575.80 12,700 26,055
575.90 12,850 27,332
576.00 13,000 28,625
576.10 13,160 29,933
576.20 13,320 31,257
576.30 13,480 32,597
576.40 13,640 33,953
576.50 13,800 35,325
576.60 13,960 36,713
576.70 14,120 38,117
576.80 14,280 39,537
576.90 14,440 40,973
577.00 14,600 42,425
577.10 14,765 43,893
577.20 14,930 45,378
577.30 15,095 46,879
577.40 15,260 48,397
577.50 15,425 49,931
577.60 15,590 51,482
577.70 15,755 53,049
577.80 15,920 54,633
577.90 16,085 56,233
578.00 16,250 57,850
578.10 16,423 59,484

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 24
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2A: SCM 2 Pre Runoff Area=11.740 ac 0.00% Impervious Runoff Depth=1.14"
Tc=16.8 min CN=55.9 Runoff=14.03 cfs 48,388 cf
Subcatchment4S: SCM 2 Post Runoff Area=11.740 ac 29.39% Impervious Runoff Depth=2.33"
Tc=13.8 min CN=71.9 Runoff=36.84 cfs 99,486 cf
Pond 2P: SCM 2 Peak Elev=577.20' Storage=45,364 cf Inflow=36.84 cfs 99,486 cf
Primary=6.78 cfs 97,481 cf Secondary=0.00 cfs 0 cf Outflow=6.78 cfs 97,481 cf

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2A: SCM 2 Pre
Runoff = 14.03 cfs @ 12.11 hrs, Volume= 48,388 cf, Depth= 1.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-yr Rainfall=5.19"
Area (ac) CN Description
10.740 56.0 Brush, Fair, HSG B
1.000 55.0 Woods, Good, HSG B
11.740 55.9 Weighted Average
11.740 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 Direct Entry, SCM 2 Pre
Subcatchment 2A: SCM 2 Pre
Hydrograph
1 1 1 1 1 1 I 1 1 1 1 i 1 1 I 1 1 I I 1 I I 1
15� I I I I 1 I I 1 1 I I I I I I I I I I I I I I I I I I ■Runoff
1 14.03 ors r1 — — if if rt -I —1— if if rt -I —I— if fi rt -I —1— I— fi rt nif if if -
-I- 1- - 4 -I -1- I- -4 -I -I- 1- - - -I -1- - -Type-i1-24.h
III 1111 I
1213� /
l I 1 I 1 1 I I I I I I 11IV-17' I'�""T"7I `7' irj
-
11� I 1 1 1 1 1 -I- I RunbfArea=11t 4r0 act
7 / 'I -I- r -1 -1- I- 7 7 -1 -1- - 7 -1 -�-J- 7 rt -1 - - I- Qrt
10t7 /-I -1- -k 4 1 1 -k 4 I I 4RQII1 u -V1101-P r e=-410 r M,+I,
w 9=✓ , J / .I _I_ J J J _I _1_ J J J _1 _1_ I_ J J _I Ri u IM 1 iDenth='r'f4F! -
8� I / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 11 I I
0 7y T I %
I T7 1 1 I- T7 I I T7 1 1 I- T7J irtN_F5
-
4
3y 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
� T I P T 7 I P T 7 1 1 7 T T 1 T 7 J 1 T T
2�
= k - -I -I- H t fi -I -I- I- t t -I -I- I- t t H -I- I- t t H
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment 2A: SCM 2 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.19 1.14 0.00
2.00 0.11 0.00 0.00 106.00 5.19 1.14 0.00
4.00 0.25 0.00 0.00 108.00 5.19 1.14 0.00
6.00 0.42 0.00 0.00 110.00 5.19 1.14 0.00
8.00 0.62 0.00 0.00 112.00 5.19 1.14 0.00
10.00 0.94 0.00 0.00 114.00 5.19 1.14 0.00
12.00 3.44 0.36 8.29 116.00 5.19 1.14 0.00
14.00 4.26 0.68 1.13 118.00 5.19 1.14 0.00
16.00 4.57 0.82 0.72 120.00 5.19 1.14 0.00
18.00 4.78 0.93 0.56 122.00 5.19 1.14 0.00
20.00 4.94 1.01 0.43 124.00 5.19 1.14 0.00
22.00 5.07 1.07 0.39 126.00 5.19 1.14 0.00
24.00 5.19 1.14 0.36 128.00 5.19 1.14 0.00
26.00 5.19 1.14 0.00 130.00 5.19 1.14 0.00
28.00 5.19 1.14 0.00 132.00 5.19 1.14 0.00
30.00 5.19 1.14 0.00 134.00 5.19 1.14 0.00
32.00 5.19 1.14 0.00 136.00 5.19 1.14 0.00
34.00 5.19 1.14 0.00 138.00 5.19 1.14 0.00
36.00 5.19 1.14 0.00 140.00 5.19 1.14 0.00
38.00 5.19 1.14 0.00 142.00 5.19 1.14 0.00
40.00 5.19 1.14 0.00 144.00 5.19 1.14 0.00
42.00 5.19 1.14 0.00
44.00 5.19 1.14 0.00
46.00 5.19 1.14 0.00
48.00 5.19 1.14 0.00
50.00 5.19 1.14 0.00
52.00 5.19 1.14 0.00
54.00 5.19 1.14 0.00
56.00 5.19 1.14 0.00
58.00 5.19 1.14 0.00
60.00 5.19 1.14 0.00
62.00 5.19 1.14 0.00
64.00 5.19 1.14 0.00
66.00 5.19 1.14 0.00
68.00 5.19 1.14 0.00
70.00 5.19 1.14 0.00
72.00 5.19 1.14 0.00
74.00 5.19 1.14 0.00
76.00 5.19 1.14 0.00
78.00 5.19 1.14 0.00
80.00 5.19 1.14 0.00
82.00 5.19 1.14 0.00
84.00 5.19 1.14 0.00
86.00 5.19 1.14 0.00
88.00 5.19 1.14 0.00
90.00 5.19 1.14 0.00
92.00 5.19 1.14 0.00
94.00 5.19 1.14 0.00
96.00 5.19 1.14 0.00
98.00 5.19 1.14 0.00
100.00 5.19 1.14 0.00
102.00 5.19 1.14 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 4S: SCM 2 Post
Runoff = 36.84 cfs @ 12.06 hrs, Volume= 99,486 cf, Depth= 2.33"
Routed to Pond 2P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-yr Rainfall=5.19"
Area (ac) CN Description
3.450 98.0 Paved parking, HSG B
8.290 61.0 >75% Grass cover, Good, HSG B
11.740 71.9 Weighted Average
8.290 70.61% Pervious Area
3.450 29.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry, SCM 1 Post
Subcatchment 4S: SCM 2 Post
Hydrograph
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
40 -/ _ I 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1 ■Runoff
38 ,_ 136.84ors1_I -I- L L J -I -I- L L L -I -I- L L L -I -I- I- L L J -I- I- L 1 J -
36 l/'
L -1 I LL4 I I LLL I I LL4 11 I LLTypeIt244hr
34 _ -1 -I- I- 1- -V -1 -1- I- 1- 4 -I -I- 1- 1- 4 -I j -1 ita
32 - - / -1 -1- I- 14 -1 -1- I- 14 -1 -1- I- 14 -I -'I�`rr +ate. T117• • J-1 -
30� - t /-1 -1- I- t 4 1 1 H 14 1 1 1- R�:1no11 Area111-.74O-ae -
28 t -I -1- t t -t -1 -I- 1 t t -1 -1- - t -1 - `- - t t - - - I- ±
26 / _ t /-1 I I- t -V -1 -I I- t b -I -I- I Kufn-Q �/Iyol-ume- 9 4 jj -
24 R`u�loff'��p'fFl3r3
H -r /-1 1 1 -rrt -1 -1 rt 1 1 rt -
22
3 20� � T / _I -I- 7 T 7 -I -I- I- T 7 -I -I- I- T T -I -I- I- T 7 -1 1- I-�r�,T� 7 —
0 1 / I 1 1 1 I 1 1 I I I I I 1 1 1 1 IT �3.0C= 1Illin
a 18 -/ ✓
16; _ 1 / 1 I 1 I I 1 1 I I I I I 1 I1 I eil4=44
14/ 1 / 1 I 1 I I 1 1 I I I I I I I 1 I 1 I I‘-1
10 -/ _ / 11 I I 1 1 I I I I I I I 1 I I I I I I I I
8 / 1 I 1 I 1 1 1 1 I I I I 1 I 1 LLLH
11 11 1 1I I I I111 1 I L -I- LLJ -I -1- L 1 1 -I -1- LL1 -I -1- I- 1 1 -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 4S: SCM 2 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 5.19 2.33 0.00
2.00 0.11 0.00 0.00 106.00 5.19 2.33 0.00
4.00 0.25 0.00 0.00 108.00 5.19 2.33 0.00
6.00 0.42 0.00 0.00 110.00 5.19 2.33 0.00
8.00 0.62 0.00 0.00 112.00 5.19 2.33 0.00
10.00 0.94 0.01 0.13 114.00 5.19 2.33 0.00
12.00 3.44 1.08 31.39 116.00 5.19 2.33 0.00
14.00 4.26 1.63 1.82 118.00 5.19 2.33 0.00
16.00 4.57 1.86 1.11 120.00 5.19 2.33 0.00
18.00 4.78 2.02 0.86 122.00 5.19 2.33 0.00
20.00 4.94 2.14 0.64 124.00 5.19 2.33 0.00
22.00 5.07 2.24 0.57 126.00 5.19 2.33 0.00
24.00 5.19 2.33 0.53 128.00 5.19 2.33 0.00
26.00 5.19 2.33 0.00 130.00 5.19 2.33 0.00
28.00 5.19 2.33 0.00 132.00 5.19 2.33 0.00
30.00 5.19 2.33 0.00 134.00 5.19 2.33 0.00
32.00 5.19 2.33 0.00 136.00 5.19 2.33 0.00
34.00 5.19 2.33 0.00 138.00 5.19 2.33 0.00
36.00 5.19 2.33 0.00 140.00 5.19 2.33 0.00
38.00 5.19 2.33 0.00 142.00 5.19 2.33 0.00
40.00 5.19 2.33 0.00 144.00 5.19 2.33 0.00
42.00 5.19 2.33 0.00
44.00 5.19 2.33 0.00
46.00 5.19 2.33 0.00
48.00 5.19 2.33 0.00
50.00 5.19 2.33 0.00
52.00 5.19 2.33 0.00
54.00 5.19 2.33 0.00
56.00 5.19 2.33 0.00
58.00 5.19 2.33 0.00
60.00 5.19 2.33 0.00
62.00 5.19 2.33 0.00
64.00 5.19 2.33 0.00
66.00 5.19 2.33 0.00
68.00 5.19 2.33 0.00
70.00 5.19 2.33 0.00
72.00 5.19 2.33 0.00
74.00 5.19 2.33 0.00
76.00 5.19 2.33 0.00
78.00 5.19 2.33 0.00
80.00 5.19 2.33 0.00
82.00 5.19 2.33 0.00
84.00 5.19 2.33 0.00
86.00 5.19 2.33 0.00
88.00 5.19 2.33 0.00
90.00 5.19 2.33 0.00
92.00 5.19 2.33 0.00
94.00 5.19 2.33 0.00
96.00 5.19 2.33 0.00
98.00 5.19 2.33 0.00
100.00 5.19 2.33 0.00
102.00 5.19 2.33 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 29
Summary for Pond 2P: SCM 2
Inflow Area = 511,394 sf, 29.39% Impervious, Inflow Depth = 2.33" for 10-yr event
Inflow = 36.84 cfs @ 12.06 hrs, Volume= 99,486 cf
Outflow = 6.78 cfs @ 12.45 hrs, Volume= 97,481 cf, Atten= 82%, Lag= 23.6 min
Primary = 6.78 cfs @ 12.45 hrs, Volume= 97,481 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 577.20'@ 12.45 hrs Surf.Area= 14,928 sf Storage= 45,364 cf
Plug-Flow detention time=785.6 min calculated for 97,468 cf(98% of inflow)
Center-of-Mass det. time= 774.6 min ( 1,619.5 - 844.9 )
Volume Invert Avail.Storage Storage Description _
#1 573.00' 93,825 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.00 1,250 0 0
574.00 10,000 5,625 5,625
575.00 11,500 10,750 16,375
576.00 13,000 12,250 28,625
577.00 14,600 13,800 42,425
578.00 16,250 15,425 57,850
579.00 17,975 17,113 74,963
580.00 19,750 18,863 93,825
Device Routing _ Invert Outlet Devices
#1 Primary 566.46' 18.0" Round Outlet Pipe
L= 79.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 566.46'/ 564.00' S= 0.0311 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 573.50' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 5.50
Disch. (cfs) 0.000 0.084 0.118 0.152 0.186 0.219 0.236
#3 Device 1 575.50' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#4 Device 1 576.50' 3.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 577.50' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 578.50' 15.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 30
Primary OutFlow Max=6.78 cfs © 12.45 hrs HW=577.20' (Free Discharge)
—1=Outlet Pipe (Passes 6.78 cfs of 26.89 cfs potential flow)
—2=Sand Filter (Custom Controls 0.18 cfs)
—3=Orifice (Orifice Controls 1.14 cfs © 5.80 fps)
—4=Rect Notch (Weir Controls 5.46 cfs @ 2.73 fps)
—5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=573.00' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)
Pond 2P: SCM 2
Hydrograph
L + _t I I I I
I I H L 4- A A I ■Inflow
36.84 cfs I ❑Outflow
+ I ,I I- fi fi_C Q-
//I—
T 7 I11flO�A/ �T1 7��1 "'I ❑Secondary
404/ / / - - -
38� i / / /1_ _ I I I I Peak-E1/:577.20-'
364-/ i , L L 4 _ I I L L 1 A A I
34 / , / /1 + 7 7 I I Storage=45,364_cf-
324/ / / /_ _
I 4 -4 I I r fi rt rt 1 I
304/ / , z I 7 7 I I 1 T 7 7 7 I
284/ i , - -
26i , //4 /1_ _ I I I 1 I I I I I
-7,-) 244/ i , L + 4 _41 I I I_ L 1 1 A I
2. 224./ / , / + 4 -4 I I I- L + 4 4 I
c 204/ ' / / ,- -r 7 4 4 I I r T 7 rt - 1
• 18 z ' , i1 I I I 1 1 1 1 1 I
16= i i �I
14= / /
12=' / , 'I 6.78 + 4- _ 1 1 H L 7 4 4 1
10= i �s.7acfs + — + — + — 1 — —1 — I— — I — H — T — + - 4 - H - 1 -
81/ / / z'
I 0.00 cfs ��lllllllll��
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 31
Hydrograph for Pond 2P: SCM 2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.00 0.00 0.00 0.00
4.00 0.00 0 573.00 0.00 0.00 0.00
8.00 0.00 0 573.00 0.00 0.00 0.00
12.00 31.39 18,614 575.19 0.11 0.11 0.00
16.00 1.11 36,690 576.60 1.34 1.34 0.00
20.00 0.64 34,003 576.40 0.91 0.91 0.00
24.00 0.53 30,468 576.14 0.73 0.73 0.00
28.00 0.00 24,479 575.67 0.21 0.21 0.00
32.00 0.00 22,338 575.50 0.12 0.12 0.00
36.00 0.00 20,672 575.36 0.11 0.11 0.00
40.00 0.00 19,072 575.23 0.11 0.11 0.00
44.00 0.00 17,536 575.10 0.10 0.10 0.00
48.00 0.00 16,064 574.97 0.10 0.10 0.00
52.00 0.00 14,653 574.85 0.10 0.10 0.00
56.00 0.00 13,303 574.73 0.09 0.09 0.00
60.00 0.00 12,010 574.61 0.09 0.09 0.00
64.00 0.00 10,775 574.50 0.08 0.08 0.00
68.00 0.00 9,635 574.39 0.07 0.07 0.00
72.00 0.00 8,619 574.29 0.07 0.07 0.00
76.00 0.00 7,713 574.21 0.06 0.06 0.00
80.00 0.00 6,908 574.13 0.05 0.05 0.00
84.00 0.00 6,193 574.06 0.05 0.05 0.00
88.00 0.00 5,559 573.99 0.04 0.04 0.00
92.00 0.00 4,998 573.93 0.04 0.04 0.00
96.00 0.00 4,504 573.88 0.03 0.03 0.00
100.00 0.00 4,073 573.83 0.03 0.03 0.00
104.00 0.00 3,699 573.79 0.02 0.02 0.00
108.00 0.00 3,377 573.75 0.02 0.02 0.00
112.00 0.00 3,101 573.71 0.02 0.02 0.00
116.00 0.00 2,866 573.68 0.01 0.01 0.00
120.00 0.00 2,667 573.65 0.01 0.01 0.00
124.00 0.00 2,500 573.63 0.01 0.01 0.00
128.00 0.00 2,361 573.60 0.01 0.01 0.00
132.00 0.00 2,245 573.59 0.01 0.01 0.00
136.00 0.00 2,150 573.57 0.01 0.01 0.00
140.00 0.00 2,070 573.56 0.01 0.01 0.00
144.00 0.00 2,005 573.55 0.00 0.00 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 32
Stage-Discharge for Pond 2P: SCM 2
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
573.00 0.00 0.00 0.00 578.20 28.21 28.21 0.00
573.10 0.00 0.00 0.00 578.30 28.34 28.34 0.00
573.20 0.00 0.00 0.00 578.40 28.46 28.46 0.00
573.30 0.00 0.00 0.00 578.50 28.59 28.59 0.00
573.40 0.00 0.00 0.00 578.60 29.90 28.72 1.18
573.50 0.00 0.00 0.00 578.70 32.18 28.84 3.34
573.60 0.01 0.01 0.00 578.80 35.19 28.97 6.22
573.70 0.02 0.02 0.00 578.90 38.81 29.09 9.71
573.80 0.03 0.03 0.00 579.00 43.16 29.22 13.95
573.90 0.03 0.03 0.00 579.10 48.16 29.34 18.82
574.00 0.04 0.04 0.00 579.20 53.14 29.46 23.68
574.10 0.05 0.05 0.00 579.30 58.46 29.59 28.87
574.20 0.06 0.06 0.00 579.40 64.10 29.71 34.39
574.30 0.07 0.07 0.00 579.50 70.03 29.83 40.20
574.40 0.08 0.08 0.00 579.60 76.42 29.95 46.46
574.50 0.08 0.08 0.00 579.70 83.11 30.07 53.04
574.60 0.09 0.09 0.00 579.80 89.78 30.19 59.59
574.70 0.09 0.09 0.00 579.90 96.65 30.31 66.34
574.80 0.09 0.09 0.00 580.00 103.59 30.43 73.16
574.90 0.10 0.10 0.00
575.00 0.10 0.10 0.00
575.10 0.10 0.10 0.00
575.20 0.11 0.11 0.00
575.30 0.11 0.11 0.00
575.40 0.11 0.11 0.00
575.50 0.12 0.12 0.00
575.60 0.15 0.15 0.00
575.70 0.24 0.24 0.00
575.80 0.36 0.36 0.00
575.90 0.49 0.49 0.00
576.00 0.61 0.61 0.00
576.10 0.70 0.70 0.00
576.20 0.78 0.78 0.00
576.30 0.85 0.85 0.00
576.40 0.91 0.91 0.00
576.50 0.97 0.97 0.00
576.60 1.34 1.34 0.00
576.70 1.95 1.95 0.00
576.80 2.71 2.71 0.00
576.90 3.60 3.60 0.00
577.00 4.58 4.58 0.00
577.10 5.65 5.65 0.00
577.20 6.79 6.79 0.00
577.30 8.00 8.00 0.00
577.40 9.27 9.27 0.00
577.50 10.59 10.59 0.00
577.60 13.40 13.40 0.00
577.70 17.41 17.41 0.00
577.80 22.21 22.21 0.00
577.90 27.67 27.67 0.00
578.00 27.95 27.95 0.00
578.10 28.08 28.08 0.00

KT37 - SCM Calculations Type II 24-hr 10-yr Rainfall=5.19"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 33
Stage-Area-Storage for Pond 2P: SCM 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.00 1,250 0 578.20 16,595 61,135
573.10 2,125 169 578.30 16,767 62,803
573.20 3,000 425 578.40 16,940 64,488
573.30 3,875 769 578.50 17,113 66,191
573.40 4,750 1,200 578.60 17,285 67,911
573.50 5,625 1,719 578.70 17,458 69,648
573.60 6,500 2,325 578.80 17,630 71,402
573.70 7,375 3,019 I 578.90 17,802 73,174
573.80 8,250 3,800 579.00 17,975 74,963
573.90 9,125 4,669 579.10 18,153 76,769
574.00 10,000 5,625 579.20 18,330 78,593
574.10 10,150 6,633 579.30 18,507 80,435
574.20 10,300 7,655 579.40 18,685 82,294
574.30 10,450 8,692 579.50 18,863 84,172
574.40 10,600 9,745 579.60 19,040 86,067
574.50 10,750 10,813 579.70 19,218 87,980
574.60 10,900 11,895 579.80 19,395 89,910
574.70 11,050 12,993 579.90 19,572 91,859
574.80 11,200 14,105 580.00 19,750 93,825
574.90 11,350 15,232
575.00 11,500 16,375
575.10 11,650 17,533
575.20 11,800 18,705
575.30 11,950 19,892
575.40 12,100 21,095
575.50 12,250 22,313
575.60 12,400 23,545
575.70 12,550 24,793
575.80 12,700 26,055
575.90 12,850 27,332
576.00 13,000 28,625
576.10 13,160 29,933
576.20 13,320 31,257
576.30 13,480 32,597
576.40 13,640 33,953
576.50 13,800 35,325
576.60 13,960 36,713
576.70 14,120 38,117
576.80 14,280 39,537
576.90 14,440 40,973
577.00 14,600 42,425
577.10 14,765 43,893
577.20 14,930 45,378
577.30 15,095 46,879
577.40 15,260 48,397
577.50 15,425 49,931
577.60 15,590 51,482
577.70 15,755 53,049
577.80 15,920 54,633
577.90 16,085 56,233
578.00 16,250 57,850
578.10 16,423 59,484

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 34
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2A: SCM 2 Pre Runoff Area=11.740 ac 0.00% Impervious Runoff Depth=1.71"
Tc=16.8 min CN=55.9 Runoff=22.66 cfs 72,824 cf
Subcatchment4S: SCM 2 Post Runoff Area=11.740 ac 29.39% Impervious Runoff Depth=3.15"
Tc=13.8 min CN=71.9 Runoff=49.79 cfs 134,038 cf
Pond 2P: SCM 2 Peak Elev=577.77' Storage=54,077 cf Inflow=49.79 cfs 134,038 cf
Primary=20.46 cfs 132,021 cf Secondary=0.00 cfs 0 cf Outflow=20.46 cfs 132,021 cf

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2A: SCM 2 Pre
Runoff = 22.66 cfs @ 12.11 hrs, Volume= 72,824 cf, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-yr Rainfall=6.20"
Area (ac) CN Description
10.740 56.0 Brush, Fair, HSG B
1.000 55.0 Woods, Good, HSG B
11.740 55.9 Weighted Average
11.740 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 Direct Entry, SCM 2 Pre
Subcatchment 2A: SCM 2 Pre
Hydrograph
25i -I -1- r rt -I -1- r rt -I -1- - r rt -I -1- 1- r rt -1- I- r -r - ■Runoff
23 122ss ccts i1 I 1 I I 1 1 I 1 1 I I I I 1 1 I 1 1 I I 1 I 1 ,,_
22 - - ' -1 -1- 1 T 4 -1 -1- T 4 -1 -1- I- T 4 -1 -1- 1- T -Type II 24-I4.H -
21 / -1- t -r -I -1- rtrt -I -1- - trt -I -1C- - firth f �
20 � / 1 1 1 1 1 1 1 1 1 1 1 �I`� rl'-""T"alli'f•,_
19-
184-/ _- / -1 -1- _L _L - -1 L1 -1 -1- L -ttlnie_Area=_111-.740-ac -
17 t /-1 -1- StS 1 1 Stfi 1 1 I t 1 J tfi - 1 I ±
16 I 1 1 1 1 1 1 1 1 1 1 1 rg Q„{�I Y18Iurne=�1j2 8 41 -
15_ —
13� -I -I- I- t 4 I -I 1 4 4 -I -I- I- + 4 1 -I- 1- S 4 JC p�1,,1��11 +1� -
0 124 � T 1 1 7 T j I T 7 I I 7 T 7 -I -I- I- r 7TC=1 11 I VA3T171i n -
LL 11
104 L I -1- L L I -1 -1- L L 1 -1 -1- L L 1 -1 -1- 1- L 1 J _h.4J54 _
�g 4 •i —I— I- T 4 —I —I— 5 T 4 —I —I— I— T 4 —I —I— I— T 4 - —I—►III— r -
8 1 -1- r rt -1 -1- t s -I -1- 1- r s -1 -1- 1- t rt -1- 1- r -r -
6
54-/ S -I -1- 4 t 4 1 -1 1 4 4 1 -1- 4 t 4 1 1 1- 4 4 -I -I- 1 t 4 - -
44 -1- 5t5 I -I- 5tfi 1 -1- 5tfi 1 -I- 1- tfiH 1 tfiH -
-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 36
Hydrograph for Subcatchment 2A: SCM 2 Pre
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 6.20 1.71 0.00
2.00 0.14 0.00 0.00 106.00 6.20 1.71 0.00
4.00 0.30 0.00 0.00 108.00 6.20 1.71 0.00
6.00 0.50 0.00 0.00 110.00 6.20 1.71 0.00
8.00 0.74 0.00 0.00 112.00 6.20 1.71 0.00
10.00 1.12 0.00 0.00 114.00 6.20 1.71 0.00
12.00 4.11 0.62 14.89 116.00 6.20 1.71 0.00
14.00 5.08 1.08 1.60 118.00 6.20 1.71 0.00
16.00 5.46 1.28 1.00 120.00 6.20 1.71 0.00
18.00 5.71 1.42 0.78 122.00 6.20 1.71 0.00
20.00 5.90 1.53 0.58 124.00 6.20 1.71 0.00
22.00 6.06 1.62 0.53 126.00 6.20 1.71 0.00
24.00 6.20 1.71 0.49 128.00 6.20 1.71 0.00
26.00 6.20 1.71 0.00 130.00 6.20 1.71 0.00
28.00 6.20 1.71 0.00 132.00 6.20 1.71 0.00
30.00 6.20 1.71 0.00 134.00 6.20 1.71 0.00
32.00 6.20 1.71 0.00 136.00 6.20 1.71 0.00
34.00 6.20 1.71 0.00 138.00 6.20 1.71 0.00
36.00 6.20 1.71 0.00 140.00 6.20 1.71 0.00
38.00 6.20 1.71 0.00 142.00 6.20 1.71 0.00
40.00 6.20 1.71 0.00 144.00 6.20 1.71 0.00
42.00 6.20 1.71 0.00
44.00 6.20 1.71 0.00
46.00 6.20 1.71 0.00
48.00 6.20 1.71 0.00
50.00 6.20 1.71 0.00
52.00 6.20 1.71 0.00
54.00 6.20 1.71 0.00
56.00 6.20 1.71 0.00
58.00 6.20 1.71 0.00
60.00 6.20 1.71 0.00
62.00 6.20 1.71 0.00
64.00 6.20 1.71 0.00
66.00 6.20 1.71 0.00
68.00 6.20 1.71 0.00
70.00 6.20 1.71 0.00
72.00 6.20 1.71 0.00
74.00 6.20 1.71 0.00
76.00 6.20 1.71 0.00
78.00 6.20 1.71 0.00
80.00 6.20 1.71 0.00
82.00 6.20 1.71 0.00
84.00 6.20 1.71 0.00
86.00 6.20 1.71 0.00
88.00 6.20 1.71 0.00
90.00 6.20 1.71 0.00
92.00 6.20 1.71 0.00
94.00 6.20 1.71 0.00
96.00 6.20 1.71 0.00
98.00 6.20 1.71 0.00
100.00 6.20 1.71 0.00
102.00 6.20 1.71 0.00

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 4S: SCM 2 Post
Runoff = 49.79 cfs @ 12.06 hrs, Volume= 134,038 cf, Depth= 3.15"
Routed to Pond 2P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 25-yr Rainfall=6.20"
Area (ac) CN Description
3.450 98.0 Paved parking, HSG B
8.290 61.0 >75% Grass cover, Good, HSG B
11.740 71.9 Weighted Average
8.290 70.61% Pervious Area
3.450 29.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry, SCM 1 Post
Subcatchment 4S: SCM 2 Post
Hydrograph
4 -I -I- I- 4 4 -1 -I- 1 # 4 -1 -1- 1- T + -I -I- 1- T 4 - -1- I- T + - -
55-/ I II I 1 I I 1 I 1 1 I I 1 I I 1 1 I 1 1 I I 1 I I 1 ■Runoff
cfs7 T 7 1 1 I T 7 7 71717 T T 7 -
50--_ T 1 % I I I I I I I I 1 I I 1 1 I 1 1 Type II 24+h r
45� 1 / I -I- L L -I -I- L L 1 -I -I- L L 1 J - 51-yt Rai nta 1�= . 0�
407-- 1 / I I I I 1 1 Runoff Area=1117401a¢
4- T i -I- H + 4 -I -I- H T 4 -I -I- I- � - I I T
35� I / 1 II 1 1 1 '1`u1n(�ff1VQIlIfT1e � #44,08�,1�Cs�
u 30� — T /-I 1 7 T -F 717 7 T 7 1 7 T 7 1 -R-unoffDe:0=3. 1'v -
I I I I I I I I I
LL � T / C I .
25 % I7 n1i r1
L -I 1 L L A -I -I- 1 L 1 1 I_ L 1 -I -I- 1 L 1 J ICN 7a.9 -
20L/ I / III I 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1
4- t / 1 -I- H t -F -1 -1- H t -F -1 -1- 1- t t -I -1- 1- t t H -1- I- T t H -
15 II % 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 1 1 1 1 1 1 1 1 1 1
103/
5:../ 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 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 38
Hydrograph for Subcatchment 4S: SCM 2 Post
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 6.20 3.15 0.00
2.00 0.14 0.00 0.00 106.00 6.20 3.15 0.00
4.00 0.30 0.00 0.00 108.00 6.20 3.15 0.00
6.00 0.50 0.00 0.00 110.00 6.20 3.15 0.00
8.00 0.74 0.00 0.00 112.00 6.20 3.15 0.00
10.00 1.12 0.03 0.36 114.00 6.20 3.15 0.00
12.00 4.11 1.53 43.05 116.00 6.20 3.15 0.00
14.00 5.08 2.25 2.33 118.00 6.20 3.15 0.00
16.00 5.46 2.54 1.42 120.00 6.20 3.15 0.00
18.00 5.71 2.75 1.09 122.00 6.20 3.15 0.00
20.00 5.90 2.90 0.81 124.00 6.20 3.15 0.00
22.00 6.06 3.03 0.73 126.00 6.20 3.15 0.00
24.00 6.20 3.15 0.67 128.00 6.20 3.15 0.00
26.00 6.20 3.15 0.00 130.00 6.20 3.15 0.00
28.00 6.20 3.15 0.00 132.00 6.20 3.15 0.00
30.00 6.20 3.15 0.00 134.00 6.20 3.15 0.00
32.00 6.20 3.15 0.00 136.00 6.20 3.15 0.00
34.00 6.20 3.15 0.00 138.00 6.20 3.15 0.00
36.00 6.20 3.15 0.00 140.00 6.20 3.15 0.00
38.00 6.20 3.15 0.00 142.00 6.20 3.15 0.00
40.00 6.20 3.15 0.00 144.00 6.20 3.15 0.00
42.00 6.20 3.15 0.00
44.00 6.20 3.15 0.00
46.00 6.20 3.15 0.00
48.00 6.20 3.15 0.00
50.00 6.20 3.15 0.00
52.00 6.20 3.15 0.00
54.00 6.20 3.15 0.00
56.00 6.20 3.15 0.00
58.00 6.20 3.15 0.00
60.00 6.20 3.15 0.00
62.00 6.20 3.15 0.00
64.00 6.20 3.15 0.00
66.00 6.20 3.15 0.00
68.00 6.20 3.15 0.00
70.00 6.20 3.15 0.00
72.00 6.20 3.15 0.00
74.00 6.20 3.15 0.00
76.00 6.20 3.15 0.00
78.00 6.20 3.15 0.00
80.00 6.20 3.15 0.00
82.00 6.20 3.15 0.00
84.00 6.20 3.15 0.00
86.00 6.20 3.15 0.00
88.00 6.20 3.15 0.00
90.00 6.20 3.15 0.00
92.00 6.20 3.15 0.00
94.00 6.20 3.15 0.00
96.00 6.20 3.15 0.00
98.00 6.20 3.15 0.00
100.00 6.20 3.15 0.00
102.00 6.20 3.15 0.00

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 39
Summary for Pond 2P: SCM 2
Inflow Area = 511,394 sf, 29.39% Impervious, Inflow Depth = 3.15" for 25-yr event
Inflow = 49.79 cfs @ 12.06 hrs, Volume= 134,038 cf
Outflow = 20.46 cfs @ 12.24 hrs, Volume= 132,021 cf, Atten= 59%, Lag= 11.0 min
Primary = 20.46 cfs @ 12.24 hrs, Volume= 132,021 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 577.77'@ 12.24 hrs Surf.Area= 15,862 sf Storage= 54,077 cf
Plug-Flow detention time=602.1 min calculated for 132,003 cf(98% of inflow)
Center-of-Mass det. time= 593.9 min ( 1,430.3 - 836.3 )
Volume Invert Avail.Storage Storage Description _
#1 573.00' 93,825 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.00 1,250 0 0
574.00 10,000 5,625 5,625
575.00 11,500 10,750 16,375
576.00 13,000 12,250 28,625
577.00 14,600 13,800 42,425
578.00 16,250 15,425 57,850
579.00 17,975 17,113 74,963
580.00 19,750 18,863 93,825
Device Routing _ Invert Outlet Devices
#1 Primary 566.46' 18.0" Round Outlet Pipe
L= 79.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 566.46'/ 564.00' S= 0.0311 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 573.50' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 5.50
Disch. (cfs) 0.000 0.084 0.118 0.152 0.186 0.219 0.236
#3 Device 1 575.50' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#4 Device 1 576.50' 3.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 577.50' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 578.50' 15.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 40
Primary OutFlow Max=20.42 cfs @ 12.24 hrs HW=577.76' (Free Discharge)
—1=Outlet Pipe (Passes 20.42 cfs of 27.64 cfs potential flow)
—2=Sand Filter (Custom Controls 0.19 cfs)
—3=Orifice (Orifice Controls 1.34 cfs © 6.83 fps)
—4=Rect Notch (Orifice Controls 11.77 cfs @ 4.20 fps)
—5=Top of Riser (Weir Controls 7.11 cfs © 1.68 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=573.00' (Free Discharge)
4-6=Spillway ( Controls 0.00 cfs)
Pond 2P: SCM 2
Hydrograph
, + + + + III Ht + -[ HI -
/ I I I I I I I I I I I I •Inflow
49.79 cfs I •Outflow
55� / I Prima Infhli�ll/ ATea$51 v304 - •Se ondary
/ / I I I I Peak_lev 577.7T _
50:--/
1 i I I Imo+ I I — I I ,, I 1
45- / / / /I- � + 4 - I I I 1Stora-ge=CA,0717 W -
- / / 1 1 I I I I I I I I
40- / „,1 I I I I I I I I
- /
35 / / /
� I- p
_- 1 1 1 L 4 _L _I 1
w = / / 1 1 1 1 1 1 1
307 / ' - 1 I I I I I
20 46 cfs
l0 25� / 20.46 cfs 1 - - - - - 1 _ 1 - - - - -
/
20 -/ / -I - -1 -
15 -/ _I - -1 _
- i% I I
10 ,
o.00 cfs ���
p �Z
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 41
Hydrograph for Pond 2P: SCM 2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.00 0.00 0.00 0.00
4.00 0.00 0 573.00 0.00 0.00 0.00
8.00 0.00 0 573.00 0.00 0.00 0.00
12.00 43.05 28,428 575.98 0.59 0.59 0.00
16.00 1.42 37,496 576.66 1.66 1.66 0.00
20.00 0.81 35,315 576.50 0.97 0.97 0.00
24.00 0.67 32,669 576.31 0.85 0.85 0.00
28.00 0.00 25,158 575.73 0.27 0.27 0.00
32.00 0.00 22,678 575.53 0.12 0.12 0.00
36.00 0.00 20,994 575.39 0.11 0.11 0.00
40.00 0.00 19,381 575.26 0.11 0.11 0.00
44.00 0.00 17,833 575.13 0.11 0.11 0.00
48.00 0.00 16,349 575.00 0.10 0.10 0.00
52.00 0.00 14,926 574.87 0.10 0.10 0.00
56.00 0.00 13,564 574.75 0.09 0.09 0.00
60.00 0.00 12,260 574.63 0.09 0.09 0.00
64.00 0.00 11,013 574.52 0.08 0.08 0.00
68.00 0.00 9,849 574.41 0.08 0.08 0.00
72.00 0.00 8,809 574.31 0.07 0.07 0.00
76.00 0.00 7,883 574.22 0.06 0.06 0.00
80.00 0.00 7,059 574.14 0.05 0.05 0.00
84.00 0.00 6,327 574.07 0.05 0.05 0.00
88.00 0.00 5,678 574.01 0.04 0.04 0.00
92.00 0.00 5,103 573.95 0.04 0.04 0.00
96.00 0.00 4,596 573.89 0.03 0.03 0.00
100.00 0.00 4,153 573.84 0.03 0.03 0.00
104.00 0.00 3,769 573.80 0.02 0.02 0.00
108.00 0.00 3,436 573.75 0.02 0.02 0.00
112.00 0.00 3,151 573.72 0.02 0.02 0.00
116.00 0.00 2,909 573.68 0.02 0.02 0.00
120.00 0.00 2,704 573.66 0.01 0.01 0.00
124.00 0.00 2,531 573.63 0.01 0.01 0.00
128.00 0.00 2,386 573.61 0.01 0.01 0.00
132.00 0.00 2,266 573.59 0.01 0.01 0.00
136.00 0.00 2,167 573.57 0.01 0.01 0.00
140.00 0.00 2,085 573.56 0.01 0.01 0.00
144.00 0.00 2,017 573.55 0.00 0.00 0.00

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 42
Stage-Discharge for Pond 2P: SCM 2
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
573.00 0.00 0.00 0.00 578.20 28.21 28.21 0.00
573.10 0.00 0.00 0.00 578.30 28.34 28.34 0.00
573.20 0.00 0.00 0.00 578.40 28.46 28.46 0.00
573.30 0.00 0.00 0.00 578.50 28.59 28.59 0.00
573.40 0.00 0.00 0.00 578.60 29.90 28.72 1.18
573.50 0.00 0.00 0.00 578.70 32.18 28.84 3.34
573.60 0.01 0.01 0.00 578.80 35.19 28.97 6.22
573.70 0.02 0.02 0.00 578.90 38.81 29.09 9.71
573.80 0.03 0.03 0.00 579.00 43.16 29.22 13.95
573.90 0.03 0.03 0.00 579.10 48.16 29.34 18.82
574.00 0.04 0.04 0.00 579.20 53.14 29.46 23.68
574.10 0.05 0.05 0.00 579.30 58.46 29.59 28.87
574.20 0.06 0.06 0.00 579.40 64.10 29.71 34.39
574.30 0.07 0.07 0.00 579.50 70.03 29.83 40.20
574.40 0.08 0.08 0.00 579.60 76.42 29.95 46.46
574.50 0.08 0.08 0.00 579.70 83.11 30.07 53.04
574.60 0.09 0.09 0.00 579.80 89.78 30.19 59.59
574.70 0.09 0.09 0.00 579.90 96.65 30.31 66.34
574.80 0.09 0.09 0.00 580.00 103.59 30.43 73.16
574.90 0.10 0.10 0.00
575.00 0.10 0.10 0.00
575.10 0.10 0.10 0.00
575.20 0.11 0.11 0.00
575.30 0.11 0.11 0.00
575.40 0.11 0.11 0.00
575.50 0.12 0.12 0.00
575.60 0.15 0.15 0.00
575.70 0.24 0.24 0.00
575.80 0.36 0.36 0.00
575.90 0.49 0.49 0.00
576.00 0.61 0.61 0.00
576.10 0.70 0.70 0.00
576.20 0.78 0.78 0.00
576.30 0.85 0.85 0.00
576.40 0.91 0.91 0.00
576.50 0.97 0.97 0.00
576.60 1.34 1.34 0.00
576.70 1.95 1.95 0.00
576.80 2.71 2.71 0.00
576.90 3.60 3.60 0.00
577.00 4.58 4.58 0.00
577.10 5.65 5.65 0.00
577.20 6.79 6.79 0.00
577.30 8.00 8.00 0.00
577.40 9.27 9.27 0.00
577.50 10.59 10.59 0.00
577.60 13.40 13.40 0.00
577.70 17.41 17.41 0.00
577.80 22.21 22.21 0.00
577.90 27.67 27.67 0.00
578.00 27.95 27.95 0.00
578.10 28.08 28.08 0.00

KT37 - SCM Calculations Type 1124-hr 25-yr Rainfall=6.20"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 43
Stage-Area-Storage for Pond 2P: SCM 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.00 1,250 0 578.20 16,595 61,135
573.10 2,125 169 578.30 16,767 62,803
573.20 3,000 425 578.40 16,940 64,488
573.30 3,875 769 578.50 17,113 66,191
573.40 4,750 1,200 578.60 17,285 67,911
573.50 5,625 1,719 578.70 17,458 69,648
573.60 6,500 2,325 578.80 17,630 71,402
573.70 7,375 3,019 I 578.90 17,802 73,174
573.80 8,250 3,800 579.00 17,975 74,963
573.90 9,125 4,669 579.10 18,153 76,769
574.00 10,000 5,625 579.20 18,330 78,593
574.10 10,150 6,633 579.30 18,507 80,435
574.20 10,300 7,655 579.40 18,685 82,294
574.30 10,450 8,692 579.50 18,863 84,172
574.40 10,600 9,745 579.60 19,040 86,067
574.50 10,750 10,813 579.70 19,218 87,980
574.60 10,900 11,895 579.80 19,395 89,910
574.70 11,050 12,993 579.90 19,572 91,859
574.80 11,200 14,105 580.00 19,750 93,825
574.90 11,350 15,232
575.00 11,500 16,375
575.10 11,650 17,533
575.20 11,800 18,705
575.30 11,950 19,892
575.40 12,100 21,095
575.50 12,250 22,313
575.60 12,400 23,545
575.70 12,550 24,793
575.80 12,700 26,055
575.90 12,850 27,332
576.00 13,000 28,625
576.10 13,160 29,933
576.20 13,320 31,257
576.30 13,480 32,597
576.40 13,640 33,953
576.50 13,800 35,325
576.60 13,960 36,713
576.70 14,120 38,117
576.80 14,280 39,537
576.90 14,440 40,973
577.00 14,600 42,425
577.10 14,765 43,893
577.20 14,930 45,378
577.30 15,095 46,879
577.40 15,260 48,397
577.50 15,425 49,931
577.60 15,590 51,482
577.70 15,755 53,049
577.80 15,920 54,633
577.90 16,085 56,233
578.00 16,250 57,850
578.10 16,423 59,484

KT37 - SCM Calculations Type 1124-hr 100-yr Rainfall=7.85"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 50
Primary OutFlow Max=28.94 cfs @ 12.21 hrs HW=578.78' (Free Discharge)
—1=Outlet Pipe (Inlet Controls 28.94 cfs @ 16.38 fps)
—2=Sand Filter (Passes < 0.23 cfs potential flow)
—3=Orifice (Passes < 1.65 cfs potential flow)
—4=Rect Notch (Passes < 18.27 cfs potential flow)
—5=Top of Riser (Passes < 75.89 cfs potential flow)
Secondary OutFlow Max=5.64 cfs @ 12.21 hrs HW=578.78' (Free Discharge)
L6=Spillway (Weir Controls 5.64 cfs @ 1.34 fps)
Pond 2P: SCM 2
Hydrograph
z 1- t H I - fi - rt - rt - � - -I -
H -f H I I f- t fi H H I ■Inflow
71.81 cfs 1 + II,�'w L C Q� •_ ■Outflow
80_ / /• / + H I I -JIIL IoW AFeaTu-i `4 S - ■Secon• dary
757 i• / H 4 - I I Pealkftev578.7811
65� ' i• / 1 _ I I (Storage 11,107_cf _
55� / z
504-/ ' i I
Z. 45� / 'z i /• 34.68 cfs �
v40
2 35 / (28 95 cfs I
I I I I I
30 -/ I I I I I
25
20- T T T
10- 1 5 73 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

3S
SCM 2 Post Mod
2P
SCM 2
SubCat Reach 'on• MI Routing Diagram for KT37-SCM Calculations
Prepared by ESP Associates Inc, Printed 5/10/2024
HydroCAD®10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©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 inch Type II 24-hr Default 24.00 1 1.00 2

KT37 - SCM Calculations
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(sq-ft) (subcatchment-numbers)
511,394 89.8 Modified CN (3S)

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 4
Time span=0.00-144.00 hrs, dt=0.02 hrs, 7201 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: SCM 2 Post Mod Runoff Area=11.740 ac 0.00% Impervious Runoff Depth=0.31"
Tc=13.8 min CN=89.8 Runoff=4.75 cfs 13,335 cf
Pond 2P: SCM 2 Peak Elev=574.44' Storage=10,212 cf Inflow=4.75 cfs 13,335 cf
Primary=0.08 cfs 11,583 cf Secondary=0.00 cfs 0 cf Outflow=0.08 cfs 11,583 cf

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3S: SCM 2 Post Mod
Runoff = 4.75 cfs @ 12.07 hrs, Volume= 13,335 cf, Depth= 0.31"
Routed to Pond 2P : SCM 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Type II 24-hr 1 inch Rainfall=1.00"
Area (ac) CN Description
* 11.740 89.8 Modified CN
11.740 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry, SCM 1 Post
Subcatchment 3S: SCM 2 Post Mod
Hydrograph
11 1 I I 1 I I I I I I I I I I I 1
- 1- -f —1 —1— I— I I I I I - •Runoff
5—/ 14.7s cfs I I I I I I I I I I I I
1 1 1 1 1 1 I I I I I I I I I Type 1124n-I/h�r
/ i ; �1 100fl01 mil _
4� zr I / I I I 1 1 1 1 1 1 I
- 1 1 1 1 1 1 I Runoff Area=111.740 act
1 / 1 1 I I I
/ I I Il I11 4I
1 uunoff;Voumg3,35L Ct _
en 3 1 I I I I IRllofDepth�0.31'
✓
_ ./ 1 1 1 1 1 1 1 1 ITC=13.81 min
- 1 1 1 1 1 1 1 1 I I I I I I
1 1 1 1 1 1 1 1 1 I I I I I I
1 I 1
i ' ��������� ��������������i/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 3S: SCM 2 Post Mod
Time Precip. Excess Runoff Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00 104.00 1.00 0.31 0.00
2.00 0.02 0.00 0.00 106.00 1.00 0.31 0.00
4.00 0.05 0.00 0.00 108.00 1.00 0.31 0.00
6.00 0.08 0.00 0.00 110.00 1.00 0.31 0.00
8.00 0.12 0.00 0.00 112.00 1.00 0.31 0.00
10.00 0.18 0.00 0.00 114.00 1.00 0.31 0.00
12.00 0.66 0.12 3.83 116.00 1.00 0.31 0.00
14.00 0.82 0.20 0.28 118.00 1.00 0.31 0.00
16.00 0.88 0.24 0.17 120.00 1.00 0.31 0.00
18.00 0.92 0.26 0.13 122.00 1.00 0.31 0.00
20.00 0.95 0.28 0.10 124.00 1.00 0.31 0.00
22.00 0.98 0.30 0.09 126.00 1.00 0.31 0.00
24.00 1.00 0.31 0.08 128.00 1.00 0.31 0.00
26.00 1.00 0.31 0.00 130.00 1.00 0.31 0.00
28.00 1.00 0.31 0.00 132.00 1.00 0.31 0.00
30.00 1.00 0.31 0.00 134.00 1.00 0.31 0.00
32.00 1.00 0.31 0.00 136.00 1.00 0.31 0.00
34.00 1.00 0.31 0.00 138.00 1.00 0.31 0.00
36.00 1.00 0.31 0.00 140.00 1.00 0.31 0.00
38.00 1.00 0.31 0.00 142.00 1.00 0.31 0.00
40.00 1.00 0.31 0.00 144.00 1.00 0.31 0.00
42.00 1.00 0.31 0.00
44.00 1.00 0.31 0.00
46.00 1.00 0.31 0.00
48.00 1.00 0.31 0.00
50.00 1.00 0.31 0.00
52.00 1.00 0.31 0.00
54.00 1.00 0.31 0.00
56.00 1.00 0.31 0.00
58.00 1.00 0.31 0.00
60.00 1.00 0.31 0.00
62.00 1.00 0.31 0.00
64.00 1.00 0.31 0.00
66.00 1.00 0.31 0.00
68.00 1.00 0.31 0.00
70.00 1.00 0.31 0.00
72.00 1.00 0.31 0.00
74.00 1.00 0.31 0.00
76.00 1.00 0.31 0.00
78.00 1.00 0.31 0.00
80.00 1.00 0.31 0.00
82.00 1.00 0.31 0.00
84.00 1.00 0.31 0.00
86.00 1.00 0.31 0.00
88.00 1.00 0.31 0.00
90.00 1.00 0.31 0.00
92.00 1.00 0.31 0.00
94.00 1.00 0.31 0.00
96.00 1.00 0.31 0.00
98.00 1.00 0.31 0.00
100.00 1.00 0.31 0.00
102.00 1.00 0.31 0.00

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: SCM 2
Inflow Area = 511,394 sf, 0.00% Impervious, Inflow Depth = 0.31" for 1 inch event
Inflow = 4.75 cfs @ 12.07 hrs, Volume= 13,335 cf
Outflow = 0.08 cfs @ 24.09 hrs, Volume= 11,583 cf, Atten= 98%, Lag= 721.1 min
Primary = 0.08 cfs @ 24.09 hrs, Volume= 11,583 cf
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 0.00-144.00 hrs, dt= 0.02 hrs
Peak Elev= 574.44'@ 24.09 hrs Surf.Area= 10,666 sf Storage= 10,212 cf
Plug-Flow detention time= 1,658.8 min calculated for 11,581 cf(87% of inflow)
Center-of-Mass det. time= 1,595.7 min ( 2,463.9 - 868.2 )
Volume Invert Avail.Storage_ Storage Description
#1 573.00' 93,825 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
573.00 1,250 0 0
574.00 10,000 5,625 5,625
575.00 11,500 10,750 16,375
576.00 13,000 12,250 28,625
577.00 14,600 13,800 42,425
578.00 16,250 15,425 57,850
579.00 17,975 17,113 74,963
580.00 19,750 18,863 93,825
Device Routing _ Invert Outlet Devices
#1 Primary 566.46' 18.0" Round Outlet Pipe
L= 79.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 566.46'/ 564.00' S= 0.0311 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1 573.50' Sand Filter
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00 5.50
Disch. (cfs) 0.000 0.084 0.118 0.152 0.186 0.219 0.236
#3 Device 1 575.50' 6.0" Vert. Orifice C= 0.600 Limited to weir flow at low heads
#4 Device 1 576.50' 3.0' long x 1.00' rise Rect Notch 2 End Contraction(s)
#5 Device 1 577.50' 48.0" x 48.0" Horiz. Top of Riser C= 0.600
Limited to weir flow at low heads
#6 Secondary 578.50' 15.0' long x 10.0' breadth Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 8
Primary OutFlow Max=0.08 cfs @ 24.09 hrs HW=574.44' (Free Discharge)
4-1=Outlet Pipe (Passes 0.08 cfs of 22.89 cfs potential flow)
44
2=Sand Filter (Custom Controls 0.08 cfs)
3=Orifice ( Controls 0.00 cfs)
=Rect Notch ( Controls 0.00 cfs)
5=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=573.00' (Free Discharge)
L6=Spillway ( Controls 0.00 cfs)
Pond 2P: SCM 2
Hydrograph
iI ❑Inflow
14.75 cfs I ❑Outflow
Inflow Area=511,394 sf ose ondary
5 / Peak Elev=574.44'
/ Storage=10,212 cf
4 I /
I /
w 3- /
- I /
3 /
o -
LL
2_ I
1-
0.08 cfs zvagmvx,,,77,7:
/''' cfs ./.77 z
L//I
0 0 cfs 7
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 9
Hydrograph for Pond 2P: SCM 2
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 573.00 0.00 0.00 0.00
4.00 0.00 0 573.00 0.00 0.00 0.00
8.00 0.00 0 573.00 0.00 0.00 0.00
12.00 3.83 1,616 573.48 0.00 0.00 0.00
16.00 0.17 9,182 574.35 0.07 0.07 0.00
20.00 0.10 10,032 574.43 0.08 0.08 0.00
24.00 0.08 10,212 574.44 0.08 0.08 0.00
28.00 0.00 9,191 574.35 0.07 0.07 0.00
32.00 0.00 8,223 574.25 0.06 0.06 0.00
36.00 0.00 7,361 574.17 0.06 0.06 0.00
40.00 0.00 6,595 574.10 0.05 0.05 0.00
44.00 0.00 5,916 574.03 0.04 0.04 0.00
48.00 0.00 5,313 573.97 0.04 0.04 0.00
52.00 0.00 4,781 573.91 0.03 0.03 0.00
56.00 0.00 4,315 573.86 0.03 0.03 0.00
60.00 0.00 3,908 573.81 0.03 0.03 0.00
64.00 0.00 3,557 573.77 0.02 0.02 0.00
68.00 0.00 3,255 573.73 0.02 0.02 0.00
72.00 0.00 2,996 573.70 0.02 0.02 0.00
76.00 0.00 2,778 573.67 0.01 0.01 0.00
80.00 0.00 2,593 573.64 0.01 0.01 0.00
84.00 0.00 2,438 573.62 0.01 0.01 0.00
88.00 0.00 2,309 573.60 0.01 0.01 0.00
92.00 0.00 2,203 573.58 0.01 0.01 0.00
96.00 0.00 2,114 573.57 0.01 0.01 0.00
100.00 0.00 2,041 573.55 0.00 0.00 0.00
104.00 0.00 1,981 573.54 0.00 0.00 0.00
108.00 0.00 1,932 573.54 0.00 0.00 0.00
112.00 0.00 1,893 573.53 0.00 0.00 0.00
116.00 0.00 1,860 573.52 0.00 0.00 0.00
120.00 0.00 1,834 573.52 0.00 0.00 0.00
124.00 0.00 1,813 573.52 0.00 0.00 0.00
128.00 0.00 1,795 573.51 0.00 0.00 0.00
132.00 0.00 1,781 573.51 0.00 0.00 0.00
136.00 0.00 1,769 573.51 0.00 0.00 0.00
140.00 0.00 1,760 573.51 0.00 0.00 0.00
144.00 0.00 1,752 573.51 0.00 0.00 0.00

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 10
Stage-Discharge for Pond 2P: SCM 2
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
573.00 0.00 0.00 0.00 578.20 28.21 28.21 0.00
573.10 0.00 0.00 0.00 578.30 28.34 28.34 0.00
573.20 0.00 0.00 0.00 578.40 28.46 28.46 0.00
573.30 0.00 0.00 0.00 578.50 28.59 28.59 0.00
573.40 0.00 0.00 0.00 578.60 29.90 28.72 1.18
573.50 0.00 0.00 0.00 578.70 32.18 28.84 3.34
573.60 0.01 0.01 0.00 578.80 35.19 28.97 6.22
573.70 0.02 0.02 0.00 578.90 38.81 29.09 9.71
573.80 0.03 0.03 0.00 579.00 43.16 29.22 13.95
573.90 0.03 0.03 0.00 579.10 48.16 29.34 18.82
574.00 0.04 0.04 0.00 579.20 53.14 29.46 23.68
574.10 0.05 0.05 0.00 579.30 58.46 29.59 28.87
574.20 0.06 0.06 0.00 579.40 64.10 29.71 34.39
574.30 0.07 0.07 0.00 579.50 70.03 29.83 40.20
574.40 0.08 0.08 0.00 579.60 76.42 29.95 46.46
574.50 0.08 0.08 0.00 579.70 83.11 30.07 53.04
574.60 0.09 0.09 0.00 579.80 89.78 30.19 59.59
574.70 0.09 0.09 0.00 579.90 96.65 30.31 66.34
574.80 0.09 0.09 0.00 580.00 103.59 30.43 73.16
574.90 0.10 0.10 0.00
575.00 0.10 0.10 0.00
575.10 0.10 0.10 0.00
575.20 0.11 0.11 0.00
575.30 0.11 0.11 0.00
575.40 0.11 0.11 0.00
575.50 0.12 0.12 0.00
575.60 0.15 0.15 0.00
575.70 0.24 0.24 0.00
575.80 0.36 0.36 0.00
575.90 0.49 0.49 0.00
576.00 0.61 0.61 0.00
576.10 0.70 0.70 0.00
576.20 0.78 0.78 0.00
576.30 0.85 0.85 0.00
576.40 0.91 0.91 0.00
576.50 0.97 0.97 0.00
576.60 1.34 1.34 0.00
576.70 1.95 1.95 0.00
576.80 2.71 2.71 0.00
576.90 3.60 3.60 0.00
577.00 4.58 4.58 0.00
577.10 5.65 5.65 0.00
577.20 6.79 6.79 0.00
577.30 8.00 8.00 0.00
577.40 9.27 9.27 0.00
577.50 10.59 10.59 0.00
577.60 13.40 13.40 0.00
577.70 17.41 17.41 0.00
577.80 22.21 22.21 0.00
577.90 27.67 27.67 0.00
578.00 27.95 27.95 0.00
578.10 28.08 28.08 0.00

KT37 - SCM Calculations Type II 24-hr 1 inch Rainfall=1.00"
Prepared by ESP Associates Inc Printed 5/10/2024
HydroCAD® 10.20-2g s/n 02779 ©2022 HydroCAD Software Solutions LLC Page 11
Stage-Area-Storage for Pond 2P: SCM 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
573.00 1,250 0 578.20 16,595 61,135
573.10 2,125 169 578.30 16,767 62,803
573.20 3,000 425 578.40 16,940 64,488
573.30 3,875 769 578.50 17,113 66,191
573.40 4,750 1,200 578.60 17,285 67,911
573.50 5,625 1,719 578.70 17,458 69,648
573.60 6,500 2,325 578.80 17,630 71,402
573.70 7,375 3,019 I 578.90 17,802 73,174
573.80 8,250 3,800 579.00 17,975 74,963
573.90 9,125 4,669 579.10 18,153 76,769
574.00 10,000 5,625 579.20 18,330 78,593
574.10 10,150 6,633 579.30 18,507 80,435
574.20 10,300 7,655 579.40 18,685 82,294
574.30 10,450 8,692 579.50 18,863 84,172
574.40 10,600 9,745 579.60 19,040 86,067
574.50 10,750 10,813 579.70 19,218 87,980
574.60 10,900 11,895 579.80 19,395 89,910
574.70 11,050 12,993 579.90 19,572 91,859
574.80 11,200 14,105 580.00 19,750 93,825
574.90 11,350 15,232
575.00 11,500 16,375
575.10 11,650 17,533
575.20 11,800 18,705
575.30 11,950 19,892
575.40 12,100 21,095
575.50 12,250 22,313
575.60 12,400 23,545
575.70 12,550 24,793
575.80 12,700 26,055
575.90 12,850 27,332
576.00 13,000 28,625
576.10 13,160 29,933
576.20 13,320 31,257
576.30 13,480 32,597
576.40 13,640 33,953
576.50 13,800 35,325
576.60 13,960 36,713
576.70 14,120 38,117
576.80 14,280 39,537
576.90 14,440 40,973
577.00 14,600 42,425
577.10 14,765 43,893
577.20 14,930 45,378
577.30 15,095 46,879
577.40 15,260 48,397
577.50 15,425 49,931
577.60 15,590 51,482
577.70 15,755 53,049
577.80 15,920 54,633
577.90 16,085 56,233
578.00 16,250 57,850
578.10 16,423 59,484