SW3240502_Stormwater Report_20240813

LANGAN Memorandum
Langan NC, Inc.
227 W.Trade Street,Suite 320 Charlotte,NC 28202 T: 980.270.3900 F. 980.270.3901
To: Division of Energy, Mineral & Land Resources — NCDEQ
From: Jonathon Rhine, PE — Langan
Info: Ivan Jankun, PE — Langan
Brandon Maxwell — Sage Equity
Date: 23 April 2024
Revised 9 August 2024
Re: Stormwater Management Memo
Sage at Marvin
Village of Marvin, Union County, North Carolina
Langan Project No.: 281015401
INTRODUCTION
Langan NC, Inc. (Langan) has prepared this stormwater management memo for the site located
in the Village of Marvin, Union County, North Carolina. The purpose of this memo is to present
the design methodology and results of the stormwater management system associated with this
project site.
SITE DESCRIPTION
The site is generally wooded with areas of existing low herbaceous ground cover and a single
existing house with driveway located in the northeastern corner of the property. The site is split
by a ridgeline following the existing driveway generally sloping down towards the northeastern
corner and away from the driveway to Marvin Branch in the east and Six Mile Creek in the north.
Numerous existing natural swales cross the property leading to channelized runoff entering both
receiving waterways. Slopes are generally shallow between 3%-10% except for the sides of the
previously mentioned existing natural swales.
This is a low-density project, as defined in 15A NCAC 2H .1002; however, the project site is also
located within the Six Mile Watershed, which adheres to the Goose Creek Watershed rules
outlined in 15A NCAC 2B .0600-.0609.
DESIGN METHODOLOGY
Per, 15A NCAC 2B .0602, any new development activity that disturbs one (1) acre or more of
land within the Goose Creek Watershed, and will result in addition of impervious surface, shall
control and treat the difference in the stormwater runoff from the pre- and post-development
conditions for the one-year, 24-hour storm, with structural stormwater controls, and shall
implement stormwater management measures that promote infiltration. Therefore, two (2)
infiltrations basins are proposed for this site—one for each on-site drainage area (see Attachment
1 for SCM calculations).

MEMO Stormwater Management Memo
Sage at Marvin
Village of Marvin, Union County, North Carolina
Langan Project No.: 281015401
23 April 2024- Page 2 of 3
Revised 9 August 2024
Additionally, to adhere to the low-density project design criteria, vegetated roadside swales are
proposed to convey stormwater to these infiltration basins. These swales are sized for the 10-
year storm and provide pretreatment for the infiltration basins (see Attachment 2 for swale
calculations). The use of pipes is minimized and mainly used to bypass off-site stormwater runoff.
This bypass pipe is sized for the 100-year storm.
EXISTING CONDITIONS
The existing site is broken into three (3) watersheds to allow for analysis of stormwater runoff at
two (2) different discharge points at the site's boundary. Descriptions of each watershed and
discharge point are provided below:
• Watershed 1 / Discharge Point 1: The southeastern portion of the site discharges to
Marvin Branch via overland flow and ditches.
• Watershed 2 / Discharge Point 2: The northwestern portion of the site discharges to
Six Mile Creek via overland flow and ditches.
• Watershed 3 / Discharge Point 1: Off-site area to the southwest that is conveyed to the
site via culverts in Joe Kerr Road ultimately discharges to Marvin Branch via overland flow
and ditches.
PROPOSED CONDITIONS
The proposed site is broken into three (3) watersheds to allow for analysis of stormwater runoff
at two (2) different discharge points at the site's boundary. Descriptions of each watershed and
discharge point are provided below:
• Watershed 1A— 1B / Discharge Point 1: Existing Watershed 1 was broken into two (2)
sub-watersheds for the proposed conditions to account for the one (1) infiltration basin
and any undetained area. The eastern portion of the site discharges to Marvin Branch via
a stormwater conveyance system and overland flow. Stormwater quantity and quality
controls were applied to this watershed.
• Watershed 2A— 2B / Discharge Point 2: Existing Watershed 2 was broken into two (2)
sub-watersheds for the proposed conditions to account for the one (1) infiltration basin
and any undetained area. A majority of the site discharges to Six Mile Creek via a
stormwater conveyance system and overland flow. Stormwater quantity and quality
controls were applied to this watershed.
• Watershed 3 / Discharge Point 1: Off-site area to the southwest that is conveyed to the
site via culverts in Joe Kerr Road ultimately discharges to Marvin Branch via a bypass
pipe. Stormwater quantity and quality controls were not applied to this watershed
because the area was not disturbed.
LANGAN

MEMO Stormwater Management Memo
Sage at Marvin
Village of Marvin, Union County, North Carolina
Langan Project No.: 281015401
23 April 2024- Page 3 of 3
Revised 9 August 2024
The table below summarizes how the proposed stormwater controls measures (SCMs) meet the
Goose Creek Watershed requirements:
1-year 24-hour Storm
Watershed Existing Proposed Difference Volume Treated Existing Proposed Drawdown
Volume Volume in Volume by SCM Peak Flow Peak Flow Time
Watershed 1 59,976 CF 70,175 CF 13,199 CF 15,481 CF 12.94 CFS 8.67 CFS 56 Hours
Watershed 2 44,213 CF 94,177 CF 49,963 CF 51,726 CF 9.16 CFS 8.50 CFS 59 Hours
Watershed 31 13,024 CF 13,024 CF 0 CF N/A 3.93 CFS 3.93 CFS N/A
Notes:
1 . Watershed 3 is undisturbed off-site area, whose conditions will remain the same in pre- and
pos-development, therefore it was excluded from this analysis.
The pipes from the roadside swales to the infiltration basins are sized for the 25-year storm, and
the pipes from the infiltration basins to the discharge points are sized for the 100-year storm (see
Attachment 3 for pipe calculations). The pipes from the basins discharge into another swale that
conveys it to either Marvin Branch or Six Mile Creek. This was done to decrease the amount of
fill in the floodplain and the amount of disturbance in the riparian buffer. These swales are also
sized for the 100-year storm. Appropriate erosion control measures are provided at each
discharge location (see Attachment 4 for rip rap calculations).
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053928
•e/VG I NEB-. k,
Jon Rhine, PE
Professional Engineer License No. 053928
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LANGAN

ATTACHMENT 1

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L A NGA N Project Drawing Title Project 10 Figure
Sage at Marvin VICINITY MAP 281015401
101 N.Tryon Street Site 600 Date
Charlotte NC 28246 4/23/2024
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Disclaimer:This information is produced by an automated system and may not be complete.The absence of a feature is not a confirmation that the feature is not present at the subject location.Information produced is in the public domain and unless noted has
not been field verified or provided for any specific use.Users are also cautioned to confirm the information shown is suitable for their intended use.
Spatial Reference:NAD 1983 StatePlane North Carolina FIPS 3200 Feet

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NOTES:
1. EXISTING BOUNDARY AND TOPOGRAPHIC SURVEY IS BASED ON A PLAN TITLED "BOUNDARY UTILITY LOCATION \ \
1. &
SURVEY OF: 9820 JOE KERR ROAD",PREPARED BY THE SURVEY COMPANY,INC.,DATED 09/19/2022.
2. FLOODPLAIN BOUNDARIES SHOWN ARE BASED ON FEMA FIRM COMMUNITY PANEL NO. 3710445600L, REVISED Project No. Figure
02/19/2014.
3. STREAM BUFFERS SHOWN: 30-FT STREAMSIDE ZONE PER UNION COUNTY ORDINANCE, 20-FT MANAGED USE ZONE 281015401
BUFFER PER UNION COUNTY ORDINANCE, 50-FT UPLAND ZONE PER UNION COUNTY ORDINANCE, AND 200-FT Date
NCDEQ UNDISTURBED BUFFER.
4. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING I
DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL 4/22/2024 L
SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT Drawn By
THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY 100 0 50 100
THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE.THE SURVEYOR HAS NOT
F PHYSICALLY LOCATED THE UNDERGROUND UTILITIES.
SCALE: 1"=100' Checked By
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Date:4/23/2024 Time:11:11 User:swinterbottom Style Table:Langan.stb Layout:FIG 2 Document Cade:FG-281015401-0201-GI101-0101

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NOTES
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1. EXISTING BOUNDARY AND TOPOGRAPHIC SURVEY IS BASED ON A PLAN TITLED "BOUNDARY& UTILITY LOCATION \\ \N N 1\ \ ( f/ `\ \ \ \\ — �L \\ --/"-- -..,I\�\ �\ \ \ ` _ / L / / / —` \ / \
SURVEY OF: 9820 JOE KERR ROAD",PREPARED BY THE SURVEY COMPANY,INC.,DATED 09/19/2022. \ \ ( 111III1\\\\\ \ = // \ 1 L._/` ` �1 \ \\ \\\ \\ 0...s. \ //// / /
2. FLOODPLAIN BOUNDARIES SHOWN ARE BASED ON FEMA FIRM COMMUNITY PANEL NO. 3710445600L, REVISED \ ( \ 1 ` \\ \\\\ \ \ \ / \ Project No. Figure
O2 19 2014. ZI ,A\� V AA\N / A — A C. \ — vA�A \ V _ // 1 _ v 9
3. STREAM BUFFERS SHOWN' 30-FT STREAMSIDE ZONE PER UNION COUNTY ORDINANCE, 20-FT MANAGED USE ZONE 1 \ \\\ \ - 1 1111I1 \\\�N \ ((\\\ _ — \ —^ \\\\\ \ \\\ / \ / / / I \ 281015401
BUFFSQ UNDISTURBED D BOUNTY.ORDINANCE, 50-FT UPLAND ZONE PER UNION COUNTY ORDINANCE, AND 200-FT \ \ \\�l 11111 1\\\ _\\\ \1 I I/(\\ \� \_�� \�\ ��\\ „\\ \\� ('� \\ ` r')� \ \ \
4. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING \\ \ \ \\` \ \ 1 \\ \ -\ — — ——_\_\\�- 1\\��\\\\ \\ __._,/, '"„,::,,,,
\\\\ / / /( j ( \ \ Date
DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL �\ �\\ 1\ \\���`ll �\ \ I \\ \\ \\ f\��j� 1l���'\\�\=�\ `\ \ C \ / \ 4/23/2024
SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT \, \ \ \ ) �\ \\\ \.‘,, \ 1 /� \ Drawn B I
THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY �\\\\\, 1\\ \\\\\� \\\\\\\\\� �= //(� — \\ �- \\� --_\").„ \\� \ / ( .�� 11 1O0\ 1 0 50 100 Y
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Date:4/23/2024 Time:22:37 User:isankun Style Table Langan.sib Layout:FIG 3 Document Cade:FG-281015401-0201-CA104-0101

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.„- __ .._ __ _ — A \ V — — Signature Date
-\���- \ _ _ \ JONATHONLENGINEER
RHINE
�, �" all \ \ \ PROFESSIONAL ENGINEER NC Lic.No.053928
=_ - , E -S 'au ; �`—; _ �; LANGAN
'��lIdaA' --— �=�•- -- _ �i _ _ // Langan NC, Inc.
111 '' V � f \� I V ��� // v 101 North Tryon Street,Suite 112
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1. EXISTING BOUNDARY AND TOPOGRAPHIC SURVEY IS BASED ON A PLAN TITLED "BOUNDARY& UTILITY LOCATION p\ \x_ 1`t l f/ `\ \\__ \\— ( t`L \\\ \\ \\\ \\ L// / / --- -� \ \
SURVEY OF: 9820 JOE KERR ROAD",PREPARED BY THE SURVEY COMPANY,INC.,DATED 09/19/2022. \ \ 1 �)I I \\\ J� \\\ //\ \ s \� �\ \ \\ 7 \\\ \\\ \ - \ / \ \ ` \
2. FLOODPLAIN BOUNDARIES SHOWN ARE BASED ON FEMA FIRM COMMUNITY PANEL NO, 3710445600L, REVISED L_ >7 ! I / �1/ \ \ \\ �� \\\\ / Project No. Figure
02/19/2014. \ ° {III \\� — \ \-{„ \ \\\\ \ \\\ \ ) \
3. STREAM BUFFERS SHOWN: 30-FT STREAMSIDE ZONE PER UNION COUNTY ORDINANCE, 20-FT MANAGED USE ZONE \ \\\ \ , I `\ \�_ \\\I// \\ '_ ��^ �\`\\��" /- = \\\\\\\-\\ / / / ( `1
BUFFER PER UNION COUNTY ORDINANCE, 50-FT UPLAND ZONE PER UNION COUNTY ORDINANCE, AND 200-FT \ \\\ ,I{II I \ \ 11 `\ _ —� ` -y\�// `\\�\ \ � � 7 \ \ \ \ \ Date 291 U15401
NCDEQ UNDISTURBED BUFFER. 1`\ \ I \ � 1 \ / \\ \ / ` \4. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING \\ \ \ \ \ \ l \\ \ — — -----Sc---,. \5- \��\\� III,),‹
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SUCH UTILITIESDRAWINGS E IN UT THEYOR AREA, EKTHER IN SERES NO VICEEE THAT THE OR ABANDONED.UNDERGROUND
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THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY \�\/- \ \ \\\� \��� \\\\\\\\ , =_ �- -7 //�� \\\ �- 5', \\\ / �� \ 100 1 0 50 100 Drawn By
THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE.THE SURVEYOR HAS NOT �\\ I \ \ _ ! \ \ ----7-- \\ J 7\ \\� / I \
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Date:8/9/2024 Time:12:14 User ereinhardt Style Table Langan.sib Layout:FIG 4 Document Code:FG-281015401-0201-CG104-0101

RAINFALL DATA

NOAA Atlas 14,Volume 2,Version 3
�: Location name: Marvin,North Carolina,USA* '''.. ,w
VIA Latitude:35.0094°,Longitude: -80.8243° e none
1, Elevation: 605 ft** ikilt
��� *source:ESRI Maps '
"'" **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 0.415 0.490 0.569 0.627 0.693 0.739 0.781 0.819 0.862 0.892
(0.383-0.451) (0.451-0.534) (0.523-0.619) (0.575-0.680) (0.633-0.751) (0.672-0.800) (0.706-0.845) (0.736-0.887) (0.768-0.935) (0.789-0.970)
10-min 0.663 0.784 0.911 1.00 1.10 1.18 1.24 1.30 1.36 1.40
(0.612-0.720) (0.722-0.853) (0.837-0.992) (0.919-1.09) (1.01-1.20) (1.07-1.28) (1.12-1.34) (1.17-1.41) (1.22-1.48) (1.24-1.53)_
15-min 0.829 0.986 1.15 1.27 1.40 1.49 1.57 1.64 1.72 1.76
(0.765-0.900) (0.908-1.07) (1.06-1.25) (1.16-1.38) (1.28-1.52) (1.35-1.61) (1.42-1.70) (1.47-1.77) (1.53-1.86) (1.56-1.92)
30-min 1.14 1.36 1.64 1.84 2.07 2.24 2.40 2.55 2.73 2.85
(1.05-1.23) (1.25-1.48) (1.50-1.78) (1.68-1.99) (1.89-2.25) (2.04-2.43) (2.17-2.60) (2.29-2.76) (2.43-2.96) (2.52-3.10)
60-min 1.42 1.71 2.10 2.39 2.76 3.04 3.31 3.58 3.92 4.17
(1.31-1.54) (1.57-1.86) (1.93-2.28) (2.19-2.60) (2.52-2.99) (2.76-3.29) (2.99-3.58) (3.22-3.87) (3.49-4.25) (3.69-4.53)
2-hr 1.64 1.98 2.46 2.82 3.29 3.65 4.01 4.37 4.84 5.21
(1.50-1.80) (1.82-2.17) (2.24-2.69) (2.57-3.08) (2.98-3.59) (3.30-3.98) (3.60-4.37) (3.90-4.76) (4.28-5.29) (4.56-5.69)
3-hr 1.74 2.10 2.62 3.02 3.57 4.00 4.44 4.90 5.52 6.02
(1.60-1.92) (1.92-2.31) (2.39-2.88) (2.75-3.32) (3.23-3.91) (3.61-4.38) (3.97-4.85) (4.35-5.35) (4.84-6.03) (5.21-6.58)
6-hr 2.10 2.53 3.15 3.65 4.32 4.86 5.41 5.99 6.79 7.42
(1.92-2.30) (2.32-2.77) (2.88-3.46) (3.33-3.99) (3.92-4.71) (4.38-5.29) (4.84-5.89) (5.31-6.51) (5.93-7.38) (6.41-8.08)
12-hr 2.48 3.00 3.75 4.36 5.20 5.89 6.61 7.36 8.42 9.29
(2.28-2.72) (2.75-3.29) (3.44-4.11) (3.98-4.77) (4.72-5.68) (5.30-6.42) (5.89-7.19) (6.48-8.00) (7.30-9.15) (7.95-10.1)
24-hr 2.93 3.54 4.44 5.16 6.14 6.92 I 7.74 I 8.58 9.74 10.7
(2.72-3.17) (3.29-3.83) (4.12-4.80) (4.77-5.58) (5.66-6.63) (6.37-7.48) (7.09-8.36) (7.83-9.27) (8.84-10.5) (9.64-11.6)
2-day 3.46 4.16 5.19 6.00 7.11 8.00 8.91 9.86 11.2 12.2
(3.20-3.74) (3.86-4.51) (4.81-5.62) (5.55-6.49) (6.55-7.69) (7.35-8.66) (8.16-9.65) I (9.00-10.7) (10.1-12.1) (11.0-13.3)
3-day 3.66 4.40 5.46 6.30 7.45 8.37 9.32 10.3 11.7 12.7
(3.40-3.96) (4.09-4.76) (5.07-5.90) (5.83-6.80) (6.87-8.05) (7.70-9.05) (8.54-10.1) (9.41-11.1) (10.6-12.6) (11.5-13.8)
4-day 3.87 4.65 5.74 6.60 7.79 8.74 9.72 10.7 12.1 13.3
(3.60-4.18) (4.32-5.01) (5.32-6.19) (6.11-7.12)_ (7.19-8.40) (8.05-9.44) (8.93-10.5) (9.82-11.6) (11.1-13.1) (12.0-14.4)_
7-day 4.49 5.36 6.52 7.46 8.75 9.77 10.8 11.9 13.4 14.6
(4.20-4.81) (5.01-5.74) (6.10-6.99) (6.96-7.98) (8.13-9.37) (9.06-10.5) (10.0-11.6) (11.0-12.8) (12.3-14.4) (13.4-15.8)
10-day 5.12 6.10 7.34 8.31 9.63 10.7 11.7 12.8 14.2 15.4
(4.81-5.48) (5.72-6.52) (6.87-7.84) (7.77-8.88)_ (8.98-10.3) (9.92-11.4) (10.9-12.5) (11.8-13.7) (13.1-15.3) (14.2-16.6)
20-day 6.85 8.08 9.55 10.7 12.3 13.5 14.7 16.0 17.7 19.0
(6.45-7.30) (7.60-8.62) (8.97-10.2) (10.0-11.4) (11.5-13.1) (12.6-14.4) (13.7-15.7) (14.8-17.1) (16.4-18.9) (17.5-20.4)
30-day 8.40 9.88 11.5 12.8 14.4 15.7 16.9 18.2 19.9 21.2
(7.92-8.94) (9.32-10.5) (10.8-12.2) (12.0-13.6) (13.5-15.3)_ (14.7-16.7) (15.8-18.0) (17.0-19.4) (18.5-21.2) (19.6-22.7)
45-day 10.6 12.4 14.2 15.5 17.3 18.7 20.0 21.2 22.9 24.2
(10.1-11.1) (11.8-13.0) (13.4-14.9) (14.7-16.3) (16.4-18.2)_ (17.6-19.6) (18.8-21.0) (20.0-22.4) (21.5-24.2) (22.7-25.6)
60-day 12.6 14.7 16.6 18.1 20.0 21.4 22.8 24.1 25.9 27.2
(12.0-13.2) (14.0-15.4) (15.8-17.4) (17.2-19.0) (19.0-21.0) (20.3-22.5) (21.6-24.0) (22.8-25.4) (24.4-27.3) (25.6-28.7)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.0094°, Longitude: -80.8243°
Average recurrence
25 - interval
(years)
1
20 - 2
-c
o.
v 15 - l. —— 10
o 25
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a 10 — 100
a 500
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— — — — — -C -C -C -C -C co co ra ra N ra ra ra ea
N A 6 ry 4 v -o-
rl fV N A 4 I� pi,�-� rt�'1 $ Duration � N m v.
25 -
20
Duration
s
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c 15 — 10-min — 3-day
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■110- 0.110I11/I10I17.I1I11:II1I11I.1I11.11."11_111I1110g/-g-0m-1 1_11 11111
15-min — 4-day
}cl I _—' - 30-min — 7-day
a 10 -
01 I _ _ _
— 60-nin — 10-day
a —' — 2-hr — 20-day
5 _— --
.— —
3-hr 30-day
— 6-hr — 45-day
0-,—________.0.__ . — 12-hr — 60-day
I i i U 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):Tue Mar 1916:58:45 2024
Back to Top
Maps & aerials
Small scale terrain

c"
M 11
11 I
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r
Ir �!� S4,(bm9t°n F'd--
---floe,yr 11 I s I
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hn`on City -
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• • Durham
Greensboro • R
•AshE`nlle NORTH CAROLINA
jCharl otte Fayetteville.
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\ +
SL>LUTH CAROLINA
—
100km •
60mi
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I
? © Asheville- North
© Carolina
• adotte
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100km I�
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Large scale aerial

• Winston-Salem
4 l Greensboro Durham
Asheville
• North
Carolina
Charlotte
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•
Greernille
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Cdumbia
100km • •
60mi South
Caroline,
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?:HDSC.Questions(a�noaa.gov
Disclaimer

CN AND TC CALCULATIONS

Project SAGE AT MARVIN By: RRW Date: 4/23/2024
Location Village oof Marvin, Union County, NC Checked By: U Date Checked: 4/23/2024
Circle one: CE;cisting) Proposed Existing Watershed 1
Runoff Curve Number(CN)
Soil Name
Cover description CN*2 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 0.739 72.39
B Open Space, Good Cond. 61 1.368 83.45
B Woods, Good Cond. 55 4.579 251.82
C Open Space, Good Cond. 74 0.484 35.84
C Woods, Good Cond. 70 9.255 647.86
D Open Space, Good Cond. 80 2.773 221.83
D Woods, Good Cond. 77 4.027 310.09
Totals= 23.225 1623.26
CN (weighted) = total product 1623.26
- = 69.89 Use CN = 70
total area 23.22
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing CN Calculatidnl

Project SAGE AT MARVIN By: RRW Date: 4/23/2024
Location Village oof Marvin, Union County, NC Checked By: U Date Checked: 4/23/2024
Circle one: CE;cisting) Proposed Existing Watershed 2
Runoff Curve Number(CN)
Soil Name
Cover description CN*2 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic ^' r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) co
area ratio)
D Impervious 98 0.868 85.09
B Open Space, Good Cond. 61 1.714 104.53
B Woods, Good Cond. 55 6.829 375.58
C Open Space, Good Cond. 74 3.624 268.20
C Woods, Good Cond. 70 6.242 436.91
D Open Space, Good Cond. 80 0.322 25.79
D Woods, Good Cond. 77 2.516 193.77
Totals= 22.115 1489.86
CN (weighted) = total product 1489.86
- = 67.37 Use CN = 67
total area 22.12
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing CN Calculatidni

Project SAGE AT MARVIN By: RRW Date: 4/23/2024
Location Village oof Marvin, Union County, NC Checked By: U Date Checked: 4/23/2024
Circle one: CE;cisting) Proposed Existing Watershed 3A
Runoff Curve Number(CN)
Soil Name
Cover description CN*2 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 0.820 80.36
B Woods, Good Cond. 55 4.160 228.80
Totals= 4.980 309.16
CN (weighted) = total product 309.16
- - 62.08 Use CN = 62
total area 4.98
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing CN Calculatidni

Project SAGE AT MARVIN By: RRW Date: 4/23/2024
Location Village oof Marvin, Union County, NC Checked By: U Date Checked: 4/23/2024
Circle one: CE;cisting) Proposed Existing Watershed 3B
Runoff Curve Number(CN)
Soil Name
Cover description CN*2 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) co
area ratio)
D Impervious 98 0.680 66.64
B Woods, Good Cond. 55 4.470 245.85
Totals= 5.150 312.49
CN (weighted) = total product 312.49
- - 60.68 Use CN = 61
total area 5.15
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing CN Calculatidni

Project: Sage at Marvin By: 21 Date: 4/23/2024
Location: Village of Marvin,Union County,NC Checked By: IJ Date Checked: 4/23/2024
Circle One: Existing Proposed Existing Watershed 1
Circle One: T, It through subarea
Sheet Flow(Applicable to T,Only) Segment ID 1
Short Grass
1. Surface Description(TR-55 Table 3-1) Prairie
2. Manning's Roughness Coeff.,n(TR-55 Table 3-1) 0.15
3. Flow Length, L(total L<300 ft) ft 300
4. Two-year 24-hr rainfall, P2 in 3.54
5. Land Slope,s ft/ft 0.083
6. Compute It 0.007(nL)°'$ hr 0.211 + +
It= P o.ss.4
z
Sheet Flow Sub-Total 0.211 hours
Shallow Concentrated Flow Segment ID 2 3 4
7. Surface Description Unpaved Unpaved Unpaved
8. Flow Length, L ft 1,257 211 706
9. Watercourse Slope,s ft/ft 0.024 0.038 0.003
10. Average Velocity,V(TR-55 Figure 3-1) ft/s 2.49 3.16 0.85
11. Compute It L hr 0.140 + 0.019 + 0.231
Tt=
3600 V -
Shallow Conc. Flow Sub-Total 0.390 hours
Watershed or subarea T,or Tt Total Tc(hours) = 0.601 hours
(Add Sub-Total Tt from prior steps) Total Tc(minutes) = 36 minutes
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing TC(TR-55)v1.5 Calculations v1.5

Project: Sage at Marvin By: 21 Date: 4/23/2024
Location: Village of Marvin,Union County,NC Checked By: IJ Date Checked: 4/23/2024
Circle One: Existing Proposed Existing Watershed 2
Circle One: T, It through subarea
Sheet Flow(Applicable to Tc Only) Segment ID 1
Short Grass
1. Surface Description(TR-55 Table 3-1) Prairie
2. Manning's Roughness Coeff.,n(TR-55 Table 3-1) 0.15
3. Flow Length, L(total L<300 ft) ft 300
4. Two-year 24-hr rainfall, P2 in 3.54
5. Land Slope,s ft/ft 0.049
6. Compute It 0.007(nL)°'$ hr 0.262 + +
It= P o.ss.4
z
Sheet Flow Sub-Total 0.262 hours
Shallow Concentrated Flow Segment ID 2 3 4
7. Surface Description Unpaved Unpaved Unpaved
8. Flow Length, L ft 214 1,052 640
9. Watercourse Slope,s ft/ft 0.057 0.034 0.051
10. Average Velocity,V(TR-55 Figure 3-1) ft/s 3.84 2.98 3.64
11. Compute It L hr 0.015 + 0.098 + 0.049
Tt=
3600 V
Shallow Conc. Flow Sub-Total 0.162 hours
Watershed or subarea T,or Tt Total Tc(hours) = 0.424 hours
(Add Sub-Total Tt from prior steps) Total Tc(minutes) = 25 minutes
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing TC(TR-55)v1.5 Calculations v1.5

Project: Sage at Marvin By: 21 Date: 4/23/2024
Location: Village of Marvin,Union County,NC Checked By: IJ Date Checked: 4/23/2024
Circle One: Existing Proposed Existing Watershed 3A
Circle One: T, It through subarea
Sheet Flow(Applicable to T,Only) Segment ID 1
1. Surface Description(TR-55 Table 3-1) Smooth Surfaces
2. Manning's Roughness Coeff.,n(TR-55 Table 3-1) 0.011
3. Flow Length, L(total L<300 ft) ft 49
4. Two-year 24-hr rainfall, P2 in 3.54
5. Land Slope,s ft/ft 0.017
6. Compute Tt 0.007(nL)°'$ hr 0.011 + +
Tt= P o.ss.4
z
Sheet Flow Sub-Total 0.011 hours
Shallow Concentrated Flow Segment ID 2 3 4
7. Surface Description Unpaved Unpaved Unpaved
8. Flow Length, L ft 128 427 457
9. Watercourse Slope,s ft/ft 0.036 0.017 0.032
10. Average Velocity,V(TR-55 Figure 3-1) ft/s 3.07 2.13 2.91
11. Compute Tt L hr 0.012 + 0.056 + 0.044
Tt=
3600 V
Shallow Conc. Flow Sub-Total 0.111 hours
Watershed or subarea T,or Tt Total Tc(hours) = 0.123 hours
(Add Sub-Total Tt from prior steps) Total Tc(minutes) = 7 minutes
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing TC(TR-55)v1.5 Calculations v1.5

Project: Sage at Marvin By: 21 Date: 4/23/2024
Location: Village of Marvin,Union County,NC Checked By: IJ Date Checked: 4/23/2024
Circle One: Existing Proposed Existing Watershed 3B
Circle One: T, Tt through subarea
Sheet Flow(Applicable to T,Only) Segment ID 1
1. Surface Description(TR-55 Table 3-1) Smooth Surfaces
2. Manning's Roughness Coeff.,n(TR-55 Table 3-1) 0.011
3. Flow Length, L(total L<300 ft) ft 98 _
4. Two-year 24-hr rainfall, P2 in 3.54
5. Land Slope,s ft/ft 0.004
6. Compute Tt 0.007(nL)°'$ hr 0.037 + +
Tt= P o.ss.4
z
Sheet Flow Sub-Total 0.037 hours
Shallow Concentrated Flow Segment ID 2 3
7. Surface Description Unpaved Unpaved
8. Flow Length, L ft 370 693
9. Watercourse Slope,s ft/ft 0.021 0.024
10. Average Velocity,V(TR-55 Figure 3-1) ft/s 2.32 2.50
11. Compute Tt L hr 0.044 + 0.077 +
Tt=
3600 V
Shallow Conc. Flow Sub-Total 0.121 hours
Watershed or subarea T,or Tt Total Tc(hours) = 0.158 hours
(Add Sub-Total Tt from prior steps) Total Tc(minutes) = 10 minutes
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Existing TC(TR-55)v1.5 Calculations v1.5

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 1
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 1.107 108.50
D Impervious 98 2.169 212.60
B Open Space, Good Cond. 61 1.481 90.35
B Woods, Good Cond. 55 0.048 2.67
C Open Space, Good Cond. 74 5.246 388.19
C Woods, Good Cond. 70 1.016 71.09
D Open Space, Good Cond. 80 4.735 378.80
D Woods, Good Cond. 77 1.190 91.61
Totals= 16.99 1343.82
CN (weighted) = total product 1343.82
- - 79.08 Use CN = 79
total area 16.99
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations without SCMs v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 2
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 1.721 168.69
D Impervious 98 4.649 455.58
B Open Space, Good Cond. 61 9.092 554.60
B Woods, Good Cond. 55 1.310 72.04
C Open Space, Good Cond. 74 8.289 613.38
C Woods, Good Cond. 70 0.886 62.01
D Open Space, Good Cond. 80 2.401 192.08
Totals= 28.35 2118.37
CN (weighted) = total product _ 2118.37 - 74.73 Use CN = 75
total area 28.35
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations without SCMs v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 3A
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.820 80.36
B Woods, Good Cond. 55 4.160 228.80
Totals= 4.980 309.16
CN (weighted) = total product 309.16
- - 62.08 Use CN = 62
total area 4.98
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations without SCMs v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 3B
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 0.680 66.64
B Woods, Good Cond. 55 4.470 245.85
Totals= 5.150 312.49
CN (weighted) = total product 312.49
- - 60.68 Use CN = 61
total area 5.15
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations without SCMs v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 1A
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N , x acres of
group percent impervious; v rN N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) co
area ratio)
D Impervious Proposed Roads, Sidewalks 98 0.853 83.58
and Existing Impervious
D Impervious Full Build Out 98 1.860 182.23
Potential From Lots
B Open Space, Good Cond. 61 1.115 68.00
B Woods, Good Cond. 55 0.048 2.67
C Open Space, Good Cond. 74 2.598 192.26
C Woods, Good Cond. 70 0.308 21.57
D Open Space, Good Cond. 80 0.305 24.37
Totals= 7.087 574.68
CN (weighted) = total product 574.68
_ - 81.10 Use CN = 81
total area 7.09
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 1B
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.156 15.32
B Open Space, Good Cond. 61 0.069 4.20
B Woods, Good Cond. 55 0.070 3.85
C Open Space, Good Cond. 74 0.234 17.32
C Woods, Good Cond. 70 1.528 106.93
D Open Space, Good Cond. 80 2.410 192.77
D Woods, Good Cond. 77 3.974 306.01
Totals= 8.440 646.39
CN (weighted) = total product 646.39
- - 76.58 Use CN = 77
total area 8.44
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 2A
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious Proposed Roads, Sidewalks 98 1.463 143.41
and Existing Impervious
D Impervious Full Build Out 98 4.649 455.58
Potential From Lots
B Open Space, Good Cond. 61 7.626 465.18
B Woods, Good Cond. 55 1.268 69.73
C Open Space, Good Cond. 74 7.441 550.66
C Woods, Good Cond. 70 0.960 67.20
Totals= 23.407 1751.75
CN (weighted) = total product 1751.75
- = 74.84 Use CN = 75
total area 23.41
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 2B
Runoff Curve Number(CN)
Cover description CN 1 Area
(cover type,treatment, and
Product
hydrologic condition; N
m dr x acres of
percent impervious; v N N
2 CN x Area
unconnected/connected impervious _ ao ao mi
area ratio)
D Impervious 98 0.358 35.08 1
B Woods, Good Cond. 55 1.320 72.60
C Open Space, Good Cond. 74 0.567 41.96
C Woods, Good Cond. 70 1.268 88.78 1
D Open Space, Good Cond. 80 0.322 25.79
D Woods, Good Cond. 77 2.570 197.90
Totals= 6.406 462.10
CN (weighted) = total product _ 462.10 = 72.14 Use CN = 72
total area 6.41
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 3A
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.820 80.36
B Woods, Good Cond. 55 4.160 228.80
Totals= 4.980 309.16
CN (weighted) = total product 309.16
- - 62.08 Use CN = 62
total area 4.98
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Proposed Watershed 3B
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 0.680 66.64
B Woods, Good Cond. 55 4.470 245.85
Totals= 5.150 312.49
CN (weighted) = total product 312.49
- - 60.68 Use CN = 61
total area 5.15
\\langan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\281015401-Proposed CN
Calculations v1.2

HYDROCAD REPORTS

1S 2S 3S K4S
Watershed 1 Watershed 2 Watershe 3A W ershed 3B
1L
Combined Off-Site Area
(Subca Reach 'On. It Routing Diagram for 281015401 -Existing Quantity
Prepared by Langan Engineering, Printed 4/23/2024
HydroCAD®10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC

281015401 - Existing Quantity
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
3.082 61 >75% Grass cover, Good, HSG B (1S, 2S)
4.108 74 >75% Grass cover, Good, HSG C (1S, 2S)
3.095 80 >75% Grass cover, Good, HSG D (1S, 2S)
3.107 98 Impervious (1S, 2S, 3S, 4S)
20.038 55 Woods, Good, HSG B (1S, 2S, 3S, 4S)
15.497 70 Woods, Good, HSG C (1S, 2S)
6.543 77 Woods, Good, HSG D (1S, 2S)
55.470 67 TOTAL AREA

281015401 - Existing Quantity
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
23.120 HSG B 1 S, 2S, 3S, 4S
19.605 HSG C 1 S, 2S
9.638 HSG D 1 S, 2S
3.107 Other 1 S, 2S, 3S, 4S
55.470 TOTAL AREA

281015401 - Existing Quantity
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 3.082 4.108 3.095 0.000 10.285 >75% Grass cover, Good 1 S, 2S
0.000 0.000 0.000 0.000 3.107 3.107 Impervious 1 S, 2S,
3S, 4S
0.000 20.038 15.497 6.543 0.000 42.078 Woods, Good 1 S, 2S,
3S, 4S
0.000 23.120 19.605 9.638 3.107 55.470 TOTAL AREA

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 5
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1 Runoff Area=23.225 ac 3.18% Impervious Runoff Depth=4.24"
Tc=25.0 min CN=70 Runoff=96.08 cfs 8.209 af
Subcatchment2S: Watershed 2 Runoff Area=22.115 ac 3.92% Impervious Runoff Depth=3.91"
Tc=25.0 min CN=67 Runoff=84.00 cfs 7.199 af
Subcatchment3S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=3.36"
Tc=7.0 min CN=62 Runoff=28.85 cfs 1.393 af
Subcatchment4S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=3.25"
Tc=10.0 min CN=61 Runoff=25.73 cfs 1.394 af
Link 1 L: Combined Off-Site Area Inflow=53.52 cfs 2.787 af
Primary=53.52 cfs 2.787 af
Total Runoff Area = 55.470 ac Runoff Volume = 18.195 af Average Runoff Depth = 3.94"
94.40% Pervious = 52.363 ac 5.60% Impervious = 3.107 ac

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Watershed 1
Runoff = 96.08 cfs @ 12.19 hrs, Volume= 8.209 af, Depth= 4.24"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.739 98 Impervious
1.368 61 >75% Grass cover, Good, HSG B
4.579 55 Woods, Good, HSG B
0.484 74 >75% Grass cover, Good, HSG C
9.255 70 Woods, Good, HSG C
2.773 80 >75% Grass cover, Good, HSG D
4.027 77 Woods, Good, HSG D
23.225 70 Weighted Average
22.486 96.82% Pervious Area
0.739 3.18% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 1 S: Watershed 1
Hydrograph
I 11 I I _ _1 _1 L L L L L L L I 1 1 11 11 1 I . 1 1 11 11 1
105_ - - 1 1 I 1 1 1 1 - 4 4 7 A- 4 J- I- 1 I 11 1 I I ❑Runoff
100= 1- I- I 9608 cfs 1 -1 4 4 4 4 4 + 4 A- 4 4 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1
95- � � I 1- 1 1 - 4 4 -r t T T I- 1- 1- I 1 1 1 1 1 1 1 Tip H 24-h r-
90 � � I r -r -rt rl I l � r rrt
85_' .- - I-1- 1 1 1 1 1 1 1 I1 Ypa r 1I tla!rf 4I'1 f •T
80_ 1 % 1 1 1 1 1 1 1
75- I- I- RUnbf Ar ;d=23.225- ad
70 - 1- 1-1 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
65 1 1 1_ I I I I I I I I I 1 unioff1Volurne= 12O9 a
w 60 _ I_ I_ 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 III 1 1 .i_
'2' 55-' ,- 1_ 1_ 1-1 / -1 _1 L _L L L 1_ L 1_ 1_ 1 1 1 QIf orIQejt- 4 44 .I
461 — 1- I-1- -1 H -r t t i i- Jr HI I 11 1 I I I ��•a
1-
401' ,- - I- 1-1 -1 H rt r t t t 1-7 r 1 1 1 1 1 1 1 1 —1 r r r -C- 7Q
351 I- I- I 1- T T T T T T T T T T T T 1 1 11 11 1 T T T T T T T T T
25' 1- - 1-1- 11111111111 1111111111111111
15 - 1- 1-I / -I I I I I I I I I I I I I I I I I I I I I I I I I I I
10- .- I— I II / 1 I 1 1 I I I I I I I 11 I I I I 11 I I L
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Watershed 2
Runoff = 84.00 cfs @ 12.19 hrs, Volume= 7.199 af, Depth= 3.91"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.868 98 Impervious
1.714 61 >75% Grass cover, Good, HSG B
6.829 55 Woods, Good, HSG B
3.624 74 >75% Grass cover, Good, HSG C
6.242 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.516 77 Woods, Good, HSG D
22.115 67 Weighted Average
21.247 96.08% Pervious Area
0.868 3.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 2S: Watershed 2
Hydrograph
/ 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 I I I I I I I I I
90 -/ 11 1 1 I 1 1 I 1 1 I I I I I I I I 11 1 II I 1 1 1 1 1 1 1 1 1 ■Runoff
1 1 84.00 cfs I II II I 1 1 1 1 1 1 1 II II I 1 1 1 1 1 1 1 1 1
80: 1 - 1- 1 j 1 1 1 1 1 I I I I 111 1 I FyP 11I 244i7
I 1 I 11 1 I 11 1 1 I I 11� -!7`I"T' 1 112 I1 I",T 11- •11-, 1
75_
70� 7 7 T T T T
65� / wTi roo f— rya -21T�1'3 C
60 r — I— I- -I—I—1 —I —I -t -t -r rt 1 t --Run-offrVoIume=7 199- f -
w 55� r r1 1 1 I I 1rt rt rt rt rt fi fi fi fi 1.0 _
c H 1- 1- 1- I—11 —11 —11 t t t t t t t t t t H �I— 1 el T�©©1=
3 45�
LL 40= H I— 1— 1- 1—1—1 —1 —1 H —h —h ± t 1 t t t t H H H I 1 1 1 1 1 1 A11 '�1 c11 -
35= H I I— I 1—1—1 —1 —1 H P - H H + t t H H H 1 1 I 1—I—I-CIY—17 —
30 4- 1 1 1 1 + + 1 1 I 1 1 1 1 1 1 1 4 —
25� I— I— I I 1 1 1 —1 —1 —4 —4 4 4 4 -k I— I— I- 1 1 1 1 1 1 1 1 1 - —
� H1— I— I- 1-1 -1 -1 -14 -4444 - - - - HHHI I II 1 1 I I 1 -
15_ HI— I— I- I - -1 P P P 1 P P H HI 1 1 1 1 1 1 1 1 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: Watershed 3A
Runoff = 28.85 cfs @ 11.99 hrs, Volume= 1.393 af, Depth= 3.36"
Routed to Link 1 L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 3S: Watershed 3A
Hydrograph
1 I I -
32� I- I- I- I-I -I -I 4 4 4 4 4 T T I- I- I- I 11 1 1 I I I 1 I - - ■Runoff
304/ I 1- I—I 28.85 cfs 1 II I I I I I I I I I I I I I I I I I I I I I II I I I
28 II I I I I I I I I I I I I I I I I pIType III 2J4�J-h r
26� I- I- / -I-I-I -I -I -I -1T T T T T T T174 -17`I l iF%[ainugH1='•1• ,I -
24- I- I- I I ✓ I 1 I l -I + + + + + + RI.ItiVff ,{ I�
22� A�CC���F..7OV��
I- I- I- -I-1-I -I -I 4 4 T T J H I_ III I I 11 1 1 I I _ -
20 I I II I I I I I I I I I Runofffi VoIIIumeg113193 of
18 �- ll- ll- ll I 1 1 1 1 1 1 1 1 1 1 1 l ' "'1"oaf' lYeRlf"7
16_
o 7 I I I I -I -1 -1 7 TTTFTT
LL 147'
I- 1- 1- 1- ✓ -I-I-1 -1 -1 H H H H + + t 1 1- HHHH - I- 1-I-I-I-I-II H H H -
12i-/ H 4 I I I 1 1 1 CI_gw2 -
10 -/ 1 / 1 1 I I I I I I I I I I I I
8 ./ 1 I I / I II I I I I I I I I I I I I I I I I II I I I I I I
6y 11 1 1 II I I I I I I I I I I I I I I I I II I I I
I I- I- - 77TTTTTTT1- 1 I I I I II I IT
2- 4- H I- I- I- % -1—I —I —I H H H + + + + T + + H H H 1— I— I—I—I—1 -I —I + -
I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 4S: Watershed 3B
Runoff = 25.73 cfs @ 12.02 hrs, Volume= 1.394 af, Depth= 3.25"
Routed to Link 1 L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4S: Watershed 3B
Hydrograph
I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I
28 -' 11 1 1 I I I 11 1 I I 11 1 I I I I I I I I I I I I I I I I I I ■Runoff
26- 11 1 ® II 1 I 11 1 I I I I I I I IT I I I I I w I �I MI
I I- I - -1 I -I -I + 1- I- I- I- I I I*ype�11-2-4ry fir
247' I_ 1_ 1_ 1_ / 1 1 1 1 1 1 1 1 1 I� �} I�7�Is�h IQI L
22 11 1 1 / 11 1 I 11 1 I I '00.. `T- I��Iain1011N= 1 1
20� % I 1 1 1 1 1 1 1 1Rutioff Area1=5.150 ad
1 1 11 1 1 -I -4 + + + T + + + 1 1 1 1 1 1 1 1 +
18 -/ 1 1 1 % 1 1 1 1 1 1 1 1 1 1 1 Runoff Vol umeg11394 of
16 -/ I I I I I I I I I I I I I I I I I I I I ���I n I �f I In� I h ��
H 1 1- 1 I 11 1 7 7 + T T T T I '1"'1no 1PeN7h "
`L 12� 1 1 / 1 1 1 1 1 I 1 1 1 1 1 1I I I I I IIIII 1 I I I
10 1 1 1 / 11 1 1 1 1 1 1 1 1 1 1I I I I I I IIII G1iq- 11
I- I 1 1 1 1 1 -I -4 -477TTTTT771- 1 1 1 1 1 1 1 1 1 17
8y HI 1 1 1 1 1 _I _4 L HHHHI 11 1 1 1 1 1 1 1 _I
6� 1 I_ I_ 1 I II I I I 1 1 1 1 1 I I I I I I
4� I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1
I II
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Existing Quantity Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Link 1 L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 3.30" for 100-year event
Inflow = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af
Primary = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Combined Off-Site Area
Hydrograph
1 11 II 1 11 1 I II II I II I I 1 1 i
I II II III II 1 1 1 II II 11 III 1 1 1 1 I ■Inflow
= / l 153.ez 1 1 I II ❑Primary1
55 / 4 l 1-153.52� 1 1 - r -Inflow r r 1- 1-1-1-1 Area=1V11 ac-
: ,
513 _ I0 I I III I I I I II I I I I I I II ..
: i 1 1 1 III 1 1 1 1 II 1 1 1 1 1 1 1 1
45--/ k I— I- —V + + + H H I—I-1-1-1 —1 —1 —V + + + I— 1— I— I—I—I —I H H H + -
- / 1 1 1 1 III II 1 1 II I I I I I I I 1 1
40 -/ r
- /
-, 35� k I- I-I - 4 7 + r I 1 1 1 1 -[ 4 4 + 1- 11 1-1-1 1 - - 4 4
N
- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I 1 1
3 30 L I 1 1 1 1 1 III II 1 II 1 1 1 1 1 1 1 1
o : i
" 25 ./ , _ 1_I_ 0 I 74 1— I— I_I_ _I_I —I _1 _114 1— I- 1- 1-1-1-1 _I _I47 -
= / 1 1 1 1 1 III II 1 1 II I I I I I I I 1 1
20 -/ / 1- 1-1- 1 7TT1- I- 1-1- -1-1T777TTl- 1- 1- 1-1-1-1TT7 -
15?' / I_ 1_1_ 1 1 1 L L L 1 1 1 1 1 1J11L1_ 1 1 1 1 1 111 .11
107: fil- 1 rtrtrtfirr1 1 1 1 1 - 11rtrtfir11 1 1 1 1 - - rtrt -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

1S 2S 3S K4S
Watershed 1 Watershed 2 Watershe 3A W ershed 3B
1L
Combined Off-Site Area
(Subca Reach 'on• It _ _
Routing Diagram for 281015401 -Proposed Quantity without SCMs
Prepared by Langan Engineering, Printed 4/23/2024
HydroCAD®10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC

281015401 - Proposed Quantity without SCMs
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
10.573 61 >75% Grass cover, Good, HSG B (1S, 2S)
13.535 74 >75% Grass cover, Good, HSG C (1S, 2S)
7.136 80 >75% Grass cover, Good, HSG D (1S, 2S)
1.500 98 Impervious (3S, 4S)
6.818 98 Proposed Lots Impervious (1S, 2S)
2.828 98 Proposed Road and Existing Impervious to Remain (1S, 2S)
9.988 55 Woods, Good, HSG B (1S, 2S, 3S, 4S)
1.902 70 Woods, Good, HSG C (1S, 2S)
1.190 77 Woods, Good, HSG D (1S)
55.470 74 TOTAL AREA

281015401 - Proposed Quantity without SCMs
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
20.561 HSG B 1 S, 2S, 3S, 4S
15.437 HSG C 1 S, 2S
8.326 HSG D 1 S, 2S
11.146 Other 1 S, 2S, 3S, 4S
55.470 TOTAL AREA

281015401 - Proposed Quantity without SCMs
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
0.000 10.573 13.535 7.136 0.000 31.244 >75% Grass cover, Good
0.000 0.000 0.000 0.000 1.500 1.500 Impervious
0.000 0.000 0.000 0.000 6.818 6.818 Proposed Lots Impervious
0.000 0.000 0.000 0.000 2.828 2.828 Proposed Road and Existing
Impervious to Remain
0.000 9.988 1.902 1.190 0.000 13.080 Woods, Good
0.000 20.561 15.437 8.326 11.146 55.470 TOTAL AREA

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 5
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1 Runoff Area=16.992 ac 19.28% Impervious Runoff Depth=5.27"
Tc=6.0 min CN=79 Runoff=154.21 cfs 7.457 af
Subcatchment2S: Watershed 2 Runoff Area=28.348 ac 22.47% Impervious Runoff Depth=4.81"
Tc=25.0 min CN=75 Runoff=132.77 cfs 11.357 af
Subcatchment3S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=3.36"
Tc=7.0 min CN=62 Runoff=28.85 cfs 1.393 af
Subcatchment4S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=3.25"
Tc=10.0 min CN=61 Runoff=25.73 cfs 1.394 af
Link 1 L: Combined Off-Site Area Inflow=53.52 cfs 2.787 af
Primary=53.52 cfs 2.787 af
Total Runoff Area = 55.470 ac Runoff Volume = 21.601 af Average Runoff Depth = 4.67"
79.91% Pervious = 44.324 ac 20.09% Impervious = 11.146 ac

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Watershed 1
Runoff = 154.21 cfs @ 11.97 hrs, Volume= 7.457 af, Depth= 5.27"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
• 1.107 98 Proposed Road and Existing Impervious to Remain
• 2.169 98 Proposed Lots Impervious
1.481 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
5.246 74 >75% Grass cover, Good, HSG C
1.016 70 Woods, Good, HSG C
4.735 80 >75% Grass cover, Good, HSG D
1.190 77 Woods, Good, HSG D
16.992 79 Weighted Average
13.716 80.72% Pervious Area
3.276 19.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1 S: Watershed 1
Hydrograph
- — —I—I-1 —I —I + 4444 + + + 44I— I— I— I—I-1—I —I44 + + + I
170_ 1 1 1 1 El Runoff
III 111542icts 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
150 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I 1Type I11 24-h r
140= 1 I I I 11 1 I I I 1 1 1 �p1 1
130 1 1 / 1 1 1 1 1 1 1 1 1 1 1 11 �`fd1-h ,"f40111 •1' 1 1
- I i / 1 1 1 1 1 1 1 1 1 1 Rbnbff'Ared=116.992 ad
120
1 1— - - r r + r/ —1 r r 1- 1 r r 1- - -1 1 rt r
110_ � 1 1 / H -r + + + H r 1H Unof#IVolume=F7:457 aU
1900= — 11— 11— I—1—
/ —11 —11 _1 _ 1 1 L L 11 1 1 I u11np ipep h=5.
80= III / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I I TT-t�6'� A Mill
LL
70=' 1 1 1 / 1 1 I I 11 1 I I I I I I I I I I I I I I I I y 1 I I I
60 ' 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 C #79
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
40=
1— I— I-1 % 1 -1 - - rtrttrtrrrl- 1 1 1 1 1 1 1 —I - rtrtrt -r -
r
30 H 1— 1—1 / ' 1 + + 'n 1— 1— 1— 1—1-1-1—1 —1 —1 + + t
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Watershed 2
Runoff = 132.77 cfs @ 12.19 hrs, Volume= 11.357 af, Depth= 4.81"
Routed to nonexistent node 2P
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
1.721 98 Proposed Road and Existing Impervious to Remain
4.649 98 Proposed Lots Impervious
9.092 61 >75% Grass cover, Good, HSG B
1.310 55 Woods, Good, HSG B
8.289 74 >75% Grass cover, Good, HSG C
0.886 70 Woods, Good, HSG C
2.401 80 >75% Grass cover, Good, HSG D
28.348 75 Weighted Average
21.978 77.53% Pervious Area
6.370 22.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
25.0 Direct Entry,
Subcatchment 2S: Watershed 2
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 1 1 1 1 1 - 1 -7 l -t -ttt1- 1- t- 1 I I I 1 1 ❑Runoff
140- L I- 1 132 n cfs) I J J J J J J L L L L L I I 11 1 i . . J J J _ _ L L .I
130- " ' I I " I 1 I I I I I I 11 TYpe II 24-h r
120 11-� I H 1- 7 II- 1- �1O1 1 'I "1i�� �?'.i
110- - I- I- L 11- I- I- Rltn` f Ayes=28- 348 ac
100-' , I I I I I I ,�I I
90= �I III I Im16r plIu1� r• laf
so_' 7 + + + + + + + + + - - 1- 1-R�r'11a1f ��pth++/4� + +1
0 70-a I_ I_ I_I 1 . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tc 25.O min
I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Ir,44 II -ik 50-
J J 1 L L L L I I I 11 1 I I IIIJIIIIL
30 1 11I 0 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
20 11 II 11 II II 11 II 11 11
10 1 rtrt � � r � rI I � Hrtrtrtrtfifir
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: Watershed 3A
Runoff = 28.85 cfs @ 11.99 hrs, Volume= 1.393 af, Depth= 3.36"
Routed to Link 1 L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 3S: Watershed 3A
Hydrograph
1 I I -
32� I- I- I- I-I -I -I 4 4 4 4 4 T T I- I- I- I 11 1 1 I I I 1 I - - ■Runoff
304/ I 1- I—I 28.85 cfs 1 II I I I I I I I I I I I I I I I I I I I I I II I I I
28 II I I I I I I I I I I I I I I I I pIType III 2J4�J-h r
26� I- I- / -I-I-I -I -I -I -1T T T T T T T174 -17`I l iF%[ainugH1='•1• ,I -
24- I- I- I I ✓ I 1 I l -I + + + + + + RI.ItiVff ,{ I�
22� A�CC���F..7OV��
I- I- I- -I-1-I -I -I 4 4 T T J H I_ III I I 11 1 1 I I _ -
20 I I II I I I I I I I I I Runofffi VoIIIumeg113193 of
18 �- ll- ll- ll I 1 1 1 1 1 1 1 1 1 1 1 l ' "'1"oaf' lYep- Ii-
16_
o 7 I I I -I -1 -1 7 TTTFTT
LL 14�
I- 1- 1- 1- ✓ -I-I-1 -1 -1 H H H H + + t 1 1- HHHH - I- 1-I-I-I-I-II H H H -
12i-/ H 4 I I I 1 1 1 CI_gw2 -
10 -/ 1 / 1 1 I I I I I I I I I I I I
8 ./ 1 I I / I II I I I I I I I I I I I I I I I I II I I I I I I
6y 1 1- II I I I I I I I I I I I I I I I I II I I I
I I- I- - 77TTTTTTT1- 1 I I I I II I IT
2- 4- H I- I- I- % -1—I —I —I H H H + + + + T + + H H H 1— I— I—I—I—I -I —I + -
I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 4S: Watershed 3B
Runoff = 25.73 cfs @ 12.02 hrs, Volume= 1.394 af, Depth= 3.25"
Routed to Link 1 L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
* 0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 4S: Watershed 3B
Hydrograph
I I I I I I I I I 1 1 1 1 1 1 I I I I I I I I I I I I I I I
28 -/ I I I I I I I I I 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I ■Runoff
26-
1 1 I 125.73 cfs I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1A l 1 1 11 1- 1 ✓ - -1 1 -I -1 -1 - - + + + T T T + + + 11 I- (Type-IIl-JG-F-hr -
24i: I_ 1_ 1_ 1_ /, ' 11 II 11 II lih1. 1 1 ' 1 L 1 I IL I— 1.
�7
221/ 11 1 1 1 1 1 1 1 1 1 1 1 1 -!7 ear '`R a��1Ta =I/ ��F�
20 -/ 1 1 1 1 / , 1 1 1 1 1 1 1 1 1 1 1 IRulnoff Area1=5.150 ad
1 1 1 11 1 1 _ _[ + + + T T + + + 1 1 1 1 1 1 1 1 +
18t 11 1 1 j II II I I 1 1 1 1 Runoff VolumeP11394 of
w 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 41 .i
16_ 1- 1 1 1 1 1 1 -1 -1 -177TTTT T 1oF' 1wre13 �1 i&-9-1 -
c 14� I- 1 1 1 1 1 1 -I -4 -4 4 4 -L -L - 1 1 11- 1- 1�1C 0-0 In-hi -
LL 12--
I 1 / I II II I I 1 1 1 1 1I I I I I III 1 I
10- 1 1 1 / 11 1 1 1 1 1 1 1 1 1 1I I I I I I 1 1 I CI'[6 11
P 1 1 / 1 1 1 1 71 71 71 7 7 T T T T T 7 7 17 1 11 1 1 1 17
8 HI 1 1 1 1 1 _I _4 _4 _L7 + TTTHHHH1 1 1 1 1 1 1 1 _
6- I_ 1_ 1_ 1 0 1 II II I 11 1 I 11I I I I I III I I
4- 1 1 1 1 1 1 1 1 1 1 1 1 1 1I I I I I I 1 1 I I I
I- 1- 1- 1— -1-1 -1 -I1 -[ 1rtrtrtrtTTT1- I11 1 1 1 I -1 -1 -1 -
0:/ , ii
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity without SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Link 1 L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 3.30" for 100-year event
Inflow = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af
Primary = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Combined Off-Site Area
Hydrograph
1 11 II 1 11 1 I II II I II I I 1 1 i
I II II III II 1 1 1 II II 11 III 1 1 1 1 I ■Inflow
= / l 153.ez 1 1 I II ❑Primary1
55 / 4 l 1-153.52� 1 1 - r -Inflow r r 1- 1-1-1-1 Area=1V11 ac-
: ,
513 _ I0 I I III I I I I II I I I I I I II ..
: i 1 1 1 III 1 1 1 1 II 1 1 1 1 1 1 1 1
45--/ k I— I- —V + + + H H I—I-1-1-1 —1 —1 —V + + + I— 1— I— I—I—I —I H H H + -
- / 1 1 1 1 III II 1 1 II I I I I I I I 1 1
40 -/ r
- /
-, 35� k I- I-I - 4 7 + r I 1 1 1 1 -[ 4 4 + 1- 11 1-1-1 1 - - 4 4
N
- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I 1 1
3 30 L I 1 1 1 1 1 III II 1 II 1 1 1 1 1 1 1 1
o : i
" 25 ./ , _ 1_I_ 0 I 74 1— I— I_I_ _I_I —I _1 _114 1— I- 1- 1-1-1-1 _I _I47 -
= / 1 1 1 1 1 III II 1 1 II I I I I I I I 1 1
20 -/ / 1- 1-1- 1 7TT1- I- 1-1- -1-1T777TTl- 1- 1- 1-1-1-1TT7 -
15?' / I_ 1_1_ 1 1 1 L L L 1 1 1 1 1 1J11L1_ 1 1 1 1 1 111 .11
107: fil- 1 rtrtrtfirr1 1 1 1 1 - 11rtrtfir11 1 I I 1 - - rtrt -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

o ® ® <4S>
® ` 6S(
Water ed 1A Water ed 1B Waters ed 2A Water ed 2B Watersh 3A Wat rshed 3B
A 1> r\ill A 1> rjrj
Infiltration Basin 1 Point of Analysis 1 Infiltration Basin 2 Point of Analysis 2 Combined Off-Site Area
Subcat Reach 'On• MU Routing Diagram for 281015401 -Proposed Quantity with SCMs
Prepared by Langan Engineering, Printed 8/9/2024
HydroCAD®10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC

281015401 - Proposed Quantity with SCMs
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-year Type II 24-hr Default 24.00 1 2.93 2
2 2-year Type II 24-hr Default 24.00 1 3.54 2
3 10-year Type II 24-hr Default 24.00 1 5.16 2
4 25-year Type II 24-hr Default 24.00 1 6.14 2
5 50-year Type II 24-hr Default 24.00 1 6.92 2
6 100-year Type II 24-hr Default 24.00 1 7.74 2

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 3
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=1.26"
Tc=6.0 min CN=81 Runoff=16.01 cfs 0.744 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=1.02"
Tc=31.0 min CN=77 Runoff=6.93 cfs 0.719 af
Subcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=0.92"
Tc=6.0 min CN=75 Runoff=37.89 cfs 1.785 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=0.77"
Tc=6.0 min CN=72 Runoff=8.50 cfs 0.409 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=0.37"
Tc=7.0 min CN=62 Runoff=2.35 cfs 0.154 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=0.34"
Tc=10.0 min CN=61 Runoff=1.75 cfs 0.145 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.00' Storage=15,983 cf Inflow=16.01 cfs 0.744 af
Outflow=1.90 cfs 0.389 af
Pond 2P: Infiltration Basin 2 Peak EIev=583.06' Storage=52,359 cf Inflow=37.89 cfs 1.785 af
Outflow=1.29 cfs 0.598 af
Link 1 L: Point of Analysis 1 Inflow=8.66 cfs 1.108 af
Primary=8.66 cfs 1.108 af
Link 2L: Point of Analysis2 Inflow=8.50 cfs 1.007 af
Primary=8.50 cfs 1.007 af
Link 3L: Combined Off-Site Area Inflow=3.93 cfs 0.299 af
Primary=3.93 cfs 0.299 af
Total Runoff Area = 55.470 ac Runoff Volume = 3.958 af Average Runoff Depth = 0.86"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1S: Watershed 1A
Runoff = 16.01 cfs @ 11.98 hrs, Volume= 0.744 af, Depth= 1.26"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
0.853 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
1 1 1 1 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I
= T 1 11 1 1 11 1 -1 -f T T T T T T T T T T 1 1 1-1-1 1-1-1 -1 1 T - ■Runoff
17=-' I- 1 1 16.01 cfs I- 11 1 1 1 1 rt rt T t -r fi r r r r 1 1 I I I 1 1 1
16� I- 1 1- 1 -1 I -I -I -I -4 -4 - - T T T T T I- I- I- 1 1 Type1iI 244W
15� — I- 1 1 1 11 1 -I -[ -[ 4 4 + TTTT � IpI 1
14� I_ 1 1 1 1 1 1 -I -4 - 4 - T T 4- I TS -year lII a!nlfE4117 •91)-
13� L I 1 1 1 1 1 1 Rubbff A a1=I .087_ad
12 -/ 1 1 1 II II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
11 1 1 I I I I I I I I I Runoff)WilumeP01744 of
10_ 1 1 1 1 1 1 1 r{_ I__loflrihl=4. .�
II
o = 1 I I I I I I I 1 T 6.Oiiiin'
LL $_
- 11 1 II II 1 1 1 1 1 1 1 1 1 1 1 1 III 1 1 1 1 1 1
1 1 1 1 II II I 1 1 1 1 1 1 1 1 1 1 1 1 1III C N1--8 II
6= 1 1 1 i 11 1 ITTTTTTTTTTTTTI 1 1 1 1 1 1 1 1 17
5_ I1 I I 11 I I 111
4- I1 1 11 1 1 7 -rtTTTT1- 1- 1- I I I I I 1 -1
I- I- 1- � � 1 1 1 -I -4 -4 4 4 + T T T T 1 1 1 1 1 1 1 1 1 1 1 1 1 -
2= � � 1 I—-°/ ' 1 1 1 ' 4 -k T T T T I I I I I I I I I I I I 1 - -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 6.93 cfs @ 12.27 hrs, Volume= 0.719 af, Depth= 1.02"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
1 1 1 1 1 1 ' I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I ■Runoff
1 I I Ii 6.93 cfs 1 1 1 I I I 1 1 I I 11 1 1 I 11 1 1 I I 11 1 1
7- 1 1 I 11 j 1 1 1 I I I 1 1 I I 11 1 1 I 1 Type III 24-hr
6=v 1 1 I 11 1 I I I I 1 1 1ylqa1 1I ainl"T"r 1
III 1 1 1 1 1 IRuhilff Artal._8441 ad
1 1 1 1 1 1 `,1 1 1 1 1 1 1
5- 1 1 1 1 1 ' Runoff V olumeg01719 of
-4� I 1 1 �' �1 I I I 1 I I- 11 unr"111D11uN hI 1'
0 3 Tct311.01IIi�
LL -v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I I CN77
1 1 1 1 1 J J J J J 1 _
1=„ 1 1 1 1 1111
1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 3S: Watershed 2A
Runoff = 37.89 cfs @ 11.98 hrs, Volume= 1.785 af, Depth= 0.92"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
• 1.463 98 Proposed Road
• 4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
1- 1 1 1 I I I I I I I fififit 1- 1- 1- 1- 1 1 1 I I I 1 I -
42 -/ i- I 1 1 I I I 11 11 rt rt h h t t t t r I- i- I II I I I I I I 11 - ■Runoff
40 -/ ( 137.89 cfs r l I - 7 7 T T T T T 1- 17 1- 1 11 1 1 I 1 1 1 1 7
38� 1 1 1 ' X 11 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITyPe111-244117
36
I 1 1 / II I I 11 1 1 I I I 1 1 1 I0 1 1 {�I 1
34 II I 11 1 1 1 1 1 1 1 -YP"T- IgAla!nfaHr
32- - - -
30 1 1 1 1 / 1 II I 11 1 1 1 1 1 1 Rartof I_+.e23,407 �1
284-/ II 1 / I II II I I I I I I I II I I I I`II I I I I IIIQ II II I I
26 I_ 1- 1- 1- I -I-I-1 -1 -1 _ L L Run_of� olume �l7185- -
22 I- 11 11 11-✓-1 1 11 11 11 -I + + + + + "1-n1of' 11�e1.L h71 -1 -
020 1- 1 1 / 1 1 1 1111fififififit I- I- i- I 11 fi �00 � -
LL 184-/ / 11 1 I1rtrtrtrtrtrt -rfifii- 1- 1- 1 I 11 11
16 / -I-1-1 -I -I 1 7 7 T T T T T - - - - - C 5
14" 1 1 / 1 II II I I I I I I I I I I II I II I I I I I
12� - -
10- 11 I ' " 1 1 1 11 I 11 1 1 1 1 1 1 1 II 11 1 1 1 1 1 1
8 II- 1_ 1 I I I I I I I II I I I I
6� - I- 1- 1_ / I I I II I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1
44-/ I I I I1 1 I 1 1 1 I I I I I 11 1 1 1 1 1 1 1 1 I 11 _
j
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: Watershed 2B
Runoff = 8.50 cfs @ 11.98 hrs, Volume= 0.409 af, Depth= 0.77"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
Hydrograph
II II I II I II I I I 1 1 1 1 II I II I II I I
I- 1 1 I I 11 1 1 -1 -1 rt rt rt -r -r r r r I I 1 -1 1 1 rt rt -r - ■Runoff
9:/
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 5S: Watershed 3A
Runoff = 2.35 cfs @ 12.01 hrs, Volume= 0.154 af, Depth= 0.37"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
Hydrograph
/1-1 I I 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1
1 I I 1 1 1 I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I ❑Runoff
12.35dsl I I I I I I I I I I I I I I
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o j 1 1 1 1 1 1 1 1 1 1 1 1 Td±7.0 hlih
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1 1 ' III I I III
1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 6S: Watershed 3B
Runoff = 1.75 cfs @ 12.05 hrs, Volume= 0.145 af, Depth= 0.34"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-year Rainfall=2.93"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
1 I I 1 1 1 I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1
1 I I 1 1 1 I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I ❑Runoff
[1.75 cfs 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 Type III 24-h r
/ 1 11 11 1 1 1 II 1 II 1 1 1 1
/ year ll�a�nfC�ll=2.� •y
/ 11 11 I 11 11 I I 1Ruhbff Area5.150 ad
/ 1 11 11 1 1 I I 1 1 1 1 1 1 11
/ I 11 11 I 1 1 1 1 I RunofflV011urmeg0.145 of
1/ 1 1 / I I I I I I I I 1 1 1 I 1"14J I B1U 1i U'r-17
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1 I I I 1 I I I II 11 II 1 11
1 I I I 1 I I I II 11 II 1 11
. 11 11 1 I I I II 11 II 1 11
1 I I I 1 I I I II 11 II 1 11
1 I I I 1 I I I II 11 II 1 11
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 1.26" for 1-year event
Inflow = 16.01 cfs @ 11.98 hrs, Volume= 0.744 af
Outflow = 1.90 cfs @ 12.36 hrs, Volume= 0.389 af, Atten= 88%, Lag= 22.9 min
Primary = 1.90 cfs @ 12.36 hrs, Volume= 0.389 af
Routed to Link 1 L : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.00'@ 12.36 hrs Surf.Area= 5,299 sf Storage= 15,983 cf
Plug-Flow detention time=248.4 min calculated for 0.389 af(52% of inflow)
Center-of-Mass det. time= 122.3 min ( 963.1 - 840.7 )
Volume Invert Avail.Storage Storage Description _
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.89 cfs @ 12.36 hrs HW=577.00' (Free Discharge)
4-1=Culvert (Passes 1.89 cfs of 63.63 cfs potential flow)
t2=Orifice/Grate (Orifice Controls 1.89 cfs @ 0.99 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 11
Pond 1 P: Infiltration Basin 1
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 1 1 1 1 1
/- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow
17y ' / 1 1 1 16.°1 cfs l-I T T T T L L I 1 I I I T -I -I T T T/�F_.,,I- 1 I-I 1 T T T T - ❑Primary
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12
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11
1 -I 4 4 + I- I- 1 1 I 1 1 1 -I -I + + I- I- 1- 1-1-1-1 + + 4 +
F.0 10� / 1 ---I 4 4 + + I- I- 1 1 I 1 1 1 - 4 + + + I- I- 1- 1-1-1-1 + + 4 +
3 9_ / /- 1 1- - -I44 I- I 1 1 I I I - -I -I4 I- I 1 1 1 1 I - - 44 -
W B� / I I- - JTT LLI 11 1 1 I _I _I _I4 I_ I_ 1 1 1 1 1 _I _I _I4 -
7- z I-
J T
-i TLLLI L 1 1 1 1 IAAA1LLI L L 1 11 1 1 IA _
6; / I J 1 1 1 L L L I-I-1-1-11 li J 11 L L LI- I-1-1-11 1 1 1 _
5; / l % 1 11 L L LI_I_1_1-11 _1 _I 11 L L LI_ I_1_1-11 1 _I 1 _
44/ iz- 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 _
34 / 1 I190 cfs
1-7
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . II . . . II . . . II . . . II. . . II. . . II. . . Il. . . ! l. . . I . . 1 ( . . ! l . . ! ) • • I ■Storage
579J II II 11 11 11 II II II II I I 1 I 1
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- / 1 1 II II II II II II II 1 1 II II II 11 1 I
573: I 1 11 11 11 II II II II II II 1 I 1/ / / / / / / / / / /
1
- / i / i / i i / i /
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 12
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 0.92" for 1-year event
Inflow = 37.89 cfs @ 11.98 hrs, Volume= 1.785 af
Outflow = 1.29 cfs @ 14.79 hrs, Volume= 0.598 af, Atten= 97%, Lag= 168.5 min
Primary = 1.29 cfs @ 14.79 hrs, Volume= 0.598 af
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 583.06'@ 14.79 hrs Surf.Area= 11,118 sf Storage= 52,359 cf
Plug-Flow detention time=394.9 min calculated for 0.598 af(33% of inflow)
Center-of-Mass det. time=248.5 min ( 1,109.6 - 861.0 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.05 cfs @ 14.79 hrs HW=583.06' (Free Discharge)
4-1=Culvert (Passes 1.05 cfs of 268.36 cfs potential flow)
t2=Orifice/Grate (Orifice Controls 1.05 cfs @ 0.77 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 14
Pond 2P: Infiltration Basin 2
Hydrograph
Zr- 1 I 1 1 1 - 7 rt rt T 7 1 1 , , I- I- , , 1 -1 -[ 7fitfirl- I- I-I-1 -1 - - �
I 1 1 1 —r -r 1- 1- 1 1-1-1-1 -1 —r rt T 1— - - rt ID 1 1 1 I 11 Inflow
42' i 3789
D Primary
38_ i 1 1 1 1 1 1 1 1 1 1 1 1 Inflow Atre -a- 2314�17acT
38_ /
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I CI 1 1 �+
34 / / I I- - / A 1 1 J T L L I 1 1 1_1 J J A _rarer b VF J3t1 -
32 i / H77 + TLI- I 11 1 1 + 44 P a9P-
30� 7-74
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11111111111111111111111111111
,� 244 / /
`-' 22 ' 1111111111111111111111111111
i — 1
c P0 ' / I_ 1—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 _
LL 184 i , 1 ' ,/ 1JLLL1_1_1_1_1JJ _LIJLLLI_ 1_1_1_1JJ71 _
16 -/ i1 / 4 _H _Hi_ H1_1-1-1-1 - 444 _H _H1- 1- 1- 1-1-1-1 _ _ 74 -
14 i 1 / 4 + + I— H I—I-1-1-1 H —I 4 + + + I— I— I— I-1-1—I H H 7 + -
12; it — I-1—I rtrt -r -r1- 1- 1-1-1-1-1 — —rrtrt -r -r1- 1- 1- 1-1-1-1 - - rt -r -
10 / 11— ELEE
6/ — 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
0`////////��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 1 1 11 I
- /
1 1 1 1 1 1 11 II ///�I
584 —1 —
- 1 1 1 1 1 1 1 1 �// 1
583� 7 1 1
_ z 1 1 11 1 1 1 1 ��// 1 1 1 1 1 1
a) 582� 1 1 1 �����1 1 1 1 1 1 1
c 5811/ A T I 4 >//'�I 1- —I T 1 1 4 4 —1 —
o - z I I I I I I II I I I I I I 1 1
m580� k — 4 — + 1 — I —I— — I 1 H H + 1 1 T T
W / 1 I I I I I I I II I II I I I 1 1
5791 - - -[ - - - -r —I —I— — fi1— m - 1 - -1 — - T - I-I- - fi -r —I —
578� / II
T 1IT77I - T - 1-1- - TTI
5771 / I I 11 II 1 1 1 1 1 1 1 I I
- Custom Stage Data / / / / /
576 , , , , , , , , , I' . . , . 1/ , . . , j , , . , j . , , . j , . , , j , . ./
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 15
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 0.86" for 1-year event
Inflow = 8.66 cfs @ 12.30 hrs, Volume= 1.108 af
Primary = 8.66 cfs @ 12.30 hrs, Volume= 1.108 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
II 1111 I 1 1 11 11 11 1
,I- I- I-I-I -I -1 -[ -k T 1- 1- I- I-I-I - I I ■Inflow
- ," 1 1 1 ' 1866 cfs l 1 11 1 1 1 I I I I I I I I,,�II I I I /�I I I I I I I I I I I _■Primary
9� k 1- 1-1[ss/rs/ -1 4 + + H 1- 1-1-1 -1 1 - Inf ow-A,,,ea l5 52aa -
- I I 1 1 O 1 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1
7. fi 1 1 1- H H + t H H 1 1-1-1 -1 H H H + fi H H 1- 1 1 1 1 H H H H t H
w 6� T 1- 1-1- % 1 T T T T T - 1-1-1 -1 T T T T T T T - 1-1-1 -1 T T T T T T
33 5� 'El 1 1 1 1 1 1 I I I I I I 1 1 1 I I I I I I I Io I
II 4� / 1111
3L/ / " - %%
I 1 ' 1 1 1 1 I I I I I I 11 1 1 I I I I I I I I I
2 1 1 I I 11 1 I I I I I
- I
1- 4 A44/$ i 1 1 %/ /1 1 1 1 1 1 1
0 .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 0.41" for 1-year event
Inflow = 8.50 cfs @ 11.98 hrs, Volume= 1.007 af
Primary = 8.50 cfs @ 11.98 hrs, Volume= 1.007 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
/1- I- I-I-1 -1 7 7 7 T T 7 7I 11 1 I 17 1 ■Inflow
9� 11 1 1 I8.5° I 11 1 1 1 1 1 1 I 1 I I 1 1 II 11 1 I I 1 1 II _■Primary1
—alas 7 7 T T 7 7 I-1-1 -1 -I 7 I1fIow Alea29.812Far
8:,/ 1 1 1 11 1 11 1 1 1 1 1 11 1 11 1 1 1 1 1 I I
- /E1 1 1 11 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 I I
/
7� 1 1 1 1 11 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 I I
- II 11 1 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 I I
6� / I 11 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 I I
w _ � I 1 11 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 11
o 5_/ 1 1 1 11 1 1 1 1 1 1 1 1 11 1 11 1 1 1 1 I I
o - 1 1
LL 4--- I I I I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I
: 11 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1 11 1 1 1 1 1 1 I
,3� 1 I I I 1 I 1 1 I 1 11 I 1 1 I 1 1 I 1 II I 1 I I
- / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2L/ I I �'
1II 1
� iI//�% % 111
1 1 1 1 11 1 1 1 1111
- % A /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 1-year Rainfall=2.93"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 0.35" for 1-year event
Inflow = 3.93 cfs @ 12.03 hrs, Volume= 0.299 af
Primary = 3.93 cfs @ 12.03 hrs, Volume= 0.299 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I I 11 I 11 I II I II II I 11 I I I III 1 ❑ Inflow
_ , 1 1 1 1 I3.93 I I I 1 I I I I I I I I I I I III I I I I ❑Primary1
4-/ I 1 13.3s 11 I I I I I I 1 IlnflowlArea10.1301 ac
1 1 11 1 1 1 1 1 1 1 1 1 11 1 11 ' I I I 1
1 11 1 1 1 1 1 1 1 11 11 ' I I I 1
I I I I I I I II II I I I I I
3_ I I
1 1 1 I I I I I I II II II I I I I I I
1 1 I I I I I I I II II I I I I I
N
H -1 + f 1— H 1 1 1 1 1 H -1 + t 1— H - 11—I -1 H H -1 + f i-
0 1 1 1 1 1 1 1 I I I I I I I II II I I I I I
LI
II II II II I II
II II II I II II II II I
II II II I I
/ _L 1 1 i_ l I 1 1 1 1 1 _1 _L 1 1 L 1_ _ 1_1_I _1 J _1 _[ 1 1 J-
1
1 1 1 1 1 1 1 1 1 1 1 1 II 1 II 1 1 1 1 1
` j'' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1�j���////////%� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
/ //i i%'
o �I/////////�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 19
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=1.74"
Tc=6.0 min CN=81 Runoff=22.06 cfs 1.028 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=1.46"
Tc=31.0 min CN=77 Runoff=10.19 cfs 1.027 af
Subcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=1.33"
Tc=6.0 min CN=75 Runoff=55.71 cfs 2.595 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=1.15"
Tc=6.0 min CN=72 Runoff=13.03 cfs 0.612 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=0.63"
Tc=7.0 min CN=62 Runoff=4.76 cfs 0.263 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=0.59"
Tc=10.0 min CN=61 Runoff=3.84 cfs 0.254 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.26' Storage=17,413 cf Inflow=22.06 cfs 1.028 af
Outflow=13.84 cfs 0.673 af
Pond 2P: Infiltration Basin 2 Peak Elev=583.19' Storage=53,819 cf Inflow=55.71 cfs 2.595 af
Outflow=6.32 cfs 1.407 af
Link 1 L: Point of Analysis 1 Inflow=19.12 cfs 1.700 af
Primary=19.12 cfs 1.700 af
Link 2L: Point of Analysis2 Inflow=13.03 cfs 2.019 af
Primary=13.03 cfs 2.019 af
Link 3L: Combined Off-Site Area Inflow=8.34 cfs 0.517 af
Primary=8.34 cfs 0.517 af
Total Runoff Area = 55.470 ac Runoff Volume = 5.779 af Average Runoff Depth = 1.25"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1S: Watershed 1A
Runoff = 22.06 cfs @ 11.97 hrs, Volume= 1.028 af, Depth= 1.74"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
0.853 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
11 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I
24 3- I- 1 1 1 1 1 1 1 1 I -I4444 1- 1I- 1 1 1 1 1 1 1 1 1 - - ■Runoff
234/ - L I 1 122.o6 cfs j-I 11 rt rt rt rt rt fi fi fi fi r L l 1 1 1 1 1 1 1 1 11
21I I- / III 1 1 I 11 1 1 I I 11 1 1 I I I IIype111 41117
204 LI 1 1 / I I 1 1 _ AA7 _L LLL LL1 Ip1 1 I1 I _
19 ' - I- I- I- / -I-I-I -I -I H H ##��rl���nl�nr-
18 in- L I -I r H T T T T b11 A �1=1- 7 -
16 - I- I- I
154-/ 1 1 1 1 1 1 A A L L L L LRunoffV q1I O2
13 - 1- 1 1 1 I 11 1 -1 A A 7 7 T T T T T 10f' Ik°rep- h1-1''11 —1 -
0 12 I- 1- 1- 1_ III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I �t -0
LL 11=
104 — L I 1 1 I 11 7 7 4 T T L L L 1 1 1 1 11 1 1 -
94 1- 1 1 1 1 1 1 I -i -f -ffififittt GN- 81 -
8_ -
1 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11111
I_ _ 1_ _1_1-1 _I _IJ H 1 1 H 1 L L L L L L L I 11 1 11 1 1 1 _ _
5= - I- 1- 1- 1- -1-I-1 -1 -IHHH44 -k -k HI11 1 1 1 1 1 1 1 1 -
41 rI- I 1 I # 1 I rtrtrtrtrttttfi rLl I I
OE
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 10.19 cfs @ 12.26 hrs, Volume= 1.027 af, Depth= 1.46"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
* 0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
I I I I I I I I I 1 I I I 1 1 I I I I I I I I I I I I I I I 1 I
11l/ I I I I I I I I I 1 I I 11 1 I I I I I I I I I I I I I I I 1 1 ■Runoff
,I- H I I Po.iscfs I I I 1 14 4 4 7 4 + _L 4 r r H I 11 1 1 I I I I _
101 11 1 1 ' II II I II II I III 1 II I (Type III 24-h r
r 1- 1 1 1 �/ I 11 1 1 4 1 rt rt + fi fi fi r r r 1 1 1-1-1 1 1 -I -
1 1 1 I I 1 I I I 1 -D'e r iRa�nfaII . 1
8-' % Runbff Ahea=8.441 ad
1 1 1 1 1 11 II 1 11 II 1 1 11 1 II 1 11 1 1 II 11
7:/ 1 1 1 1 1 11 11 1 11 1 1 1 Runoff)Volumeg11027 of
w = + I- I- 11 -I -1H -1 -1 + + + + t 1- + + + 1 - 1- -I -
`u 6� 1 1 j 1 11 11 1 11 11 1 1 1 1 �n1m 1wep h1 1'•71, 1
1 1 II II II II II II II 1 1 1 1 _
41-/ 1 1 1 II II I II II I 11 1 I I 11 1 I CN 7
H 1- 1 '-1 1 -1 -1 -I - - 74 + -k - k # rrI- I 11 1 I I I 1 -
33/ - 1 1 1 11 11II 1 11 1 1 11 II 1 1 1 1 1 1 1
I- I I % 11 1 14447ITTTT7IFPI 11 1 11 1 I7
2_ 1 /1 1 1 " I I I 11 1 11 11 1 1 11 II I 11 1 1 1 1 1
- �� I/// I I I I II I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: Watershed 2A
Runoff = 55.71 cfs @ 11.98 hrs, Volume= 2.595 af, Depth= 1.33"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
1.463 98 Proposed Road
4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C _
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
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
60� 1 1 1 1 I I I 11 1 I I 11 1 I I I I I I I I I I I I I I I I I I ■Runoff
1 55.71cfs —I —I —[ —[ 44 -k I- 111 1 1 1 1 1 1 1 1 1 -
55� 1 1 1 1 1 1 1 (Type III 24-hr
50- pI Ip1 1
� 1 1—1—1 — _I _I �/
� � � � � � � � � arlRa!nlfalli= •54_, -
45� II II I II I 11 RU h�f 1 Arm 23.407_6d
1 1 1 1 1 1 III1.1..�1..1. I I II e
ao� 1 1 1 1 I I I I I I Ru of1\maul�e2 595I
35L/ 111 rt rt rt II
rt fi 1 II II I fi 1 '1`tinliO ' 110elr4hIF 1 1_1
ci
c 30 I I I I I Tee-6_o f
LL
25' 1 1 1 1 II II I II II I III 1 1 1 1 1 1 1 11 11 11 1 1 1
H I —1—I-1 —1 —1 H � � � � + + t t � H H H I— I— I—I—I-1-CN 75 -
20 -/ 1 II II I II II I III 1 1 1 1 1 1 1 1 1 1
154' 1 I II II I II II I I II 1 1 1 1 1 1 1 1 1 1
I- 1 ' -1-1 -1 -I -I -+ -+ 4 4 -k -k - 4 4 1 1 1 1 1 1 I I 1 1 -
10 -/ I I I I 1 1 1 1 1 1 1 1 1 1 I I I I I I I I
5� 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1
0 , , ,,,, ,, ,fir, (�fff(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: Watershed 2B
Runoff = 13.03 cfs @ 11.98 hrs, Volume= 0.612 af, Depth= 1.15"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D _
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
Hydrograph
I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
14 1 1 1 1 I I I 11 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I I I I ■Runoff
I- 1 1 I i3o3c fs I -1 1 rt rt rt rt rt fi fi fi L L L I 1 1 1 1 1 1 1 1 1 1 -
13 L1- 1_ _I-1 -I -1JIILLLLLLLLLLI- I- 1Type 1-2-441r
12 ' 1 1 / I I I 1 1 1 1 1 1 1 1 1 1 1I�I IpI 1 {�I
11� / 11 1 1 1 1 1 1 1 1 1 1 1 --Ye In10flfaHr 1
/ 1-1-1 -1 -1 rtrtrtttfi -ulnoffAre i 6.405ad
10� 1 1 1 1 _I LLLLLLLLL 11 1 1 1 1 1 1 1 IJ _
9i-/ I I I 1 / 1 I I 1 1 1 1 1 1 1 1 Runoff)Vol umeg016112 of
83_, I 1 /
1 1 1 / I 11 1 -1 rt -t rt rt -r rt -r -r fi 1-'1`.'1411u ' 1�eFr7�71--1 -
3 7�
o L I- 1- 1_ 1 1 I J I I 1 1 1 L ILLILL 1- 1- 1-1T 6 n'
LL 61-/ 1 1_ 1_ 1 III 1 1 1 1 1 1 1 1 1I I I I I I 1 1 1 1 I I
5:,/ 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1I I I I I 11 1 1 Ct4 72
y -1-1-I -I -I rt rt rt rt rt fi t t t h i- h 1 I 1 1 1 1 1 H
^/ _ - -I —I —IJ 111LLLLLLLI 11 1 1 1 1 1 1 J
3?' ' IIII 1 1 1 1 1 1 1 1 1I I I I I I 1 1 I I I
1 1 1 1 1 1 1 1 1 1 1 1I I I I I I 1 1 I I I
nI- I- 1 -1 1 1 1 -1rtrtrtrtrtttt 11I- 1 11 1 1 1 1 1 1H
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 5S: Watershed 3A
Runoff = 4.76 cfs @ 12.00 hrs, Volume= 0.263 af, Depth= 0.63"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
Hydrograph
11 1 1 1 1 I I I I II I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 11
- - H 1 11 1 11 1 1 -1 H H -F t t t -H 1- H 1 1 I 1 1 1 1 H H H -1 -h -I ❑Runoff
51 1 1 1 1 14.7 cfs 1 1 1 I I I I 1 1 I I 11 1 I 11 1 1 I I 11 1 1
III 11 1 I 1 1 1 1 1 1 1 1 1 1 1 I IType III 24-h rr
1 1 1 1 1 1 1 I 1
IRuhbff Area4.980 ad
11 ' III 1 1 1 11 I I 1 1 II
_ J / -1 _1 _L 1 i L L L LRU.noff 1Yollumeg0.263 at -
3- u�np 1g1ep h�O•I0 .'
o _ / I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 Td±T.O hYlil�
" /, - Itttrtrttttttr1- 1 1 1 1 1 1 IHHHttt -
2/ I i 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CN62
- / 1 11 I I I I I I I I II 11 II 11
- 1 11 I I I I I I I I II 11 II 11
1- 11 1 1 I I I 1 I I I II 11 II 1 11
- 1 1 11 1 I I 1 1 I I I I II 11 II 11
I I 1 1 I I I I II 11 II 11
iiiiiiiiiiiii/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 6S: Watershed 3B
Runoff = 3.84 cfs @ 12.04 hrs, Volume= 0.254 af, Depth= 0.59"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-year Rainfall=3.54"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
11 1 1 1 1 I I I I II I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 11
1- 1 11 1 11 1 -1 -1 - 4 4 + -k -k - 1- 1- 1- 1 1 I 11 1 1 -1 -1 -14 4 -1 El Runoff
4 1 1 13.84 cfs 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I
1 1 1 1 11 I I I I I I I I 11 1 I I IType I11 24-h r
11 11 1 1 1 1 1 1 I I I I I 4-VQar ��C��r11fa11� .15 'y
I I I I I I I I I I 7 Y`�4
3 I I IRuhbff Area5.150d
I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I 1 Runoff1V011urmeg0.254 of
w I -1 -1 -I - I- I- 11 Ilk ulnl"T' 11D11ep
0 2 TCit10.0
LL
11 11 1 I I I 1 I I I II 11 II 1 11 11
/ I I 11 11 1 11 11 11 11 11 11 I CNg611
IIII 1 1 1 I I I I ' III I I 1 1 I I 1 1 1 11
1 1 1 I I I I I I I I I I I I I I I I I
1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
_ 1 1 1 1 I I I I 1 I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 1.74" for 2-year event
Inflow = 22.06 cfs @ 11.97 hrs, Volume= 1.028 af
Outflow = 13.84 cfs @ 12.05 hrs, Volume= 0.673 af, Atten= 37%, Lag= 4.3 min
Primary = 13.84 cfs @ 12.05 hrs, Volume= 0.673 af
Routed to Link IL : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.26'@ 12.05 hrs Surf.Area= 5,553 sf Storage= 17,413 cf
Plug-Flow detention time= 183.4 min calculated for 0.673 of(65% of inflow)
Center-of-Mass det. time= 72.3 min ( 903.7 - 831.4 )
Volume Invert Avail.Storage Storage Description
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=13.75 cfs @ 12.05 hrs HW=577.26' (Free Discharge)
4-1=Culvert (Passes 13.75 cfs of 65.98 cfs potential flow)
t2=Orifice/Grate (Orifice Controls 13.75 cfs @ 1.92 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 27
Pond 1 P: Infiltration Basin 1
Hydrograph
1/ IIJ1tLLLIIThJ
, l 1 I I 1 1A44 -L I- I- I I I I 1 - A44 -L I- I- I I I I 1 - - 4 -L - GI Inflow
24� / r 1 I 22.06 T T T T T 1- 1- 1 1 1 1 1 T T 7 T T T 1- 1-
1 1 1 1 1 T T 7 T - _•Primary1
23; 1low ea=7iIQI IaICI
224 /
204/ / z 1- - rt T T r r r l-1-1-1-1 T 1 rt ve-akrt-levf1J7 71 t-r -_
204 i 1
19 -/ /
184-/ /
17 / — - 1-I- 14 4 -� I- I- -I-I-1-1 -1 4 4 torage-=11/1, 14 -
16 / z- 1 - 71rtTT -rri- 1 1 1 1 -1rtrtTTfi 1 1 1 1 1 1 1 1 rt T -
15, / " 1- 1 113.84 d-8 I/ I I 11 1 I I 1 I I 1 1 I I 11 1 1 1 1 1 1 II
7, 14,- / %'
5134/ i / 1- 1- I44 -� I- I- -I-I-1-1 -I -I -I4 - I- I- I- I-I-I-I - - 44 -
12=' / zI 1 1 7/ 1rtrtttrrl 1 1 1 1 - 1rtrtttl- 11 I I I I - - rtt -
17- , 1 / 1111 I 1111 I III 1111111 II
94/ / /- I- 1 4 4 I- I- I-I-I-I-1 -1 -I -I 4 I- I- I- I-I-I-1 - - 4 4 -
84/ / z- I I - tl- I- I 44 77 I I 1H7 - I l I rt I I 1HHt -
1 / /- I % rtrtt I I 1 1 I I 1 I I 1 I I III I I 1 1 I I 1 1 II
4 / z- I 1-I - -
- %%- ttI- I -I I 1 1H -IfittI- I I I I 1 1tt -It -
3� ' 1 1 1 1 1 1 1 1 1 III 1 1 1 1 1 1 1 II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . II . . . II . . . il . . . II. . . II. . . II. . . II. . . ! I. . . I . . 1 ( . . ! i . . ! ) . . I ■Storage
579J 11 11 II II 11 11 II 11 11 1 1 1 I 1
_II II II_ _II I1- Li L I 1 1 ,:d- I L_I
J _LJ1 1 11 II II II II I 1 ///// 1 1
578 II ��//����, 1 1 I I 1 1
577:-/ 1 11 II 11 1 II II II I I I
+ - + - HI - -II ��// - I--F - - -I + -I+ - +I - + I- H +
d / 1 11 I I ///O�, i 1 II II 1 1 1 1
' 576-' � .I
c -
o - / 1 / II II II 1 II 11 11 II 11 1 1 1
d
5751 1 / / II II II II II II II II I I I
w - T - T - / - IT - T TIT -IT - 17 - TI- IT IT TI TI TT
-
574� '
)- - -11- - _ 11 _ 11_ _IL _ 11 _ 11- 1L 11 LI 11 JL
- / I 1 II II II II II II II 11 II 11 I I I 1 1 I
573: 1 1 II II II II II 11 II 11 11 1 1 1/ / / / / / / / / / /
1
- / / / / / / / / / /
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 28
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 1.33" for 2-year event
Inflow = 55.71 cfs @ 11.98 hrs, Volume= 2.595 af
Outflow = 6.32 cfs @ 12.41 hrs, Volume= 1.407 af, Atten= 89%, Lag= 26.0 min
Primary = 6.32 cfs @ 12.41 hrs, Volume= 1.407 of
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 583.19'@ 12.41 hrs Surf.Area= 11,275 sf Storage= 53,819 cf
Plug-Flow detention time=251.2 min calculated for 1.407 af(54% of inflow)
Center-of-Mass det. time= 121.4 min ( 970.9 - 849.5 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=6.26 cfs @ 12.41 hrs HW=583.19' (Free Discharge)
t 1=Culvert (Passes 6.26 cfs of 270.52 cfs potential flow)
t2=Orifice/Grate (Orifice Controls 6.26 cfs @ 1.39 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 30
Pond 2P: Infiltration Basin 2
Hydrograph
II 1 1 1 11 1 1 Ill 1 1 1 1 1 1 1 1 1 1 1 1 I
//- I I ' I I I I I I I I I I I I I I I I I I I I I I I I I I ❑ Inflow
60� k I I-I-I 55 7� I + -H 1 H I I I 1 + -1 -1 + + -H 1 H 1 I I I 1 + + - - 0 Primary
11 1 11 1 1 Inflow Area=2314017lac
55- /'- 1-
I_
- i
50� A- i - - -I-I - r.aI� vI� A 9
40� hI / t + ti- H1-1-I-I-1HHH ± ± -HHH1- 1-I-I-1HH ± ± -
1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 11
y 35-" Ai
0 - / / I I I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 11
330 / fil I- -I-1-1-1 -I -1 -1fi -ht1- I- I- I-1-1-1 -I -IHfi -
LL I I I 1 1 1 1 1 II 1 1 1 1 1 1 II
25� Zr 1 - -
= / 1 1 1 I I 1 11 1 1 1 1 1 I 1 1 1
20 -/ fil l- - tt1- I- I I 1 IH -1rtrttt1- I I I I I Ittrtt -
: / 1 1 1 1 1 1 I I 1 I 1 1 I I 1 1 I
10 / fi I 1 6.32 cfs t t I— 1 I 11 H -1 -1 fi t T 1— 11 1 I 11 H H H fi -
5- 1 I I 1 1 I I 1 I 1 1 I I 1 1 '
0- , , ,, ,, , ,, — %f
0 2 4 6 8 10121416182022242628303234363840424446485052545'658606264' 6668707'2
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 1 I II 1
1 II ��/��I -I -
- /
584 1 1 1 1 I I 11 I �// I
583=7 I 1 I I �/ I I I
1 I I I 1 I ��/ 1 1 1 1 1
"-0.
5811/ )_ - -1 - + I- - H . ,,,,- I 1-� - I H I I 1 I
S - / I I I I I I II I 11 I I I I I
m580� k - -1 - + 1 - 1 -1- - H I 1 - - -1 - H - + - I-I- - H -H -
W " I I I I I I I I II I 11 I I I 1 1
579- fi - -1 - • - - -r -1 -1— — fit— I — - m — H - -11— — T — I—I— - fi -r —I —
578� / II
T I I IT -1 H I T 11 T T -1
577_/ 1 I 11 II I 1 1 I I I 1 I
/
- Custom Stage Data z z / / z /
576 , , , , , , , , , Iz . . , . I , . . , I , , . , j . , , . j , . , , I , .
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 31
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 32
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 1.31" for 2-year event
Inflow = 19.12 cfs @ 12.05 hrs, Volume= 1.700 af
Primary = 19.12 cfs @ 12.05 hrs, Volume= 1.700 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
z- I I I-I 1 -I -I 4 + + T I— 1— 1 I I—I I —I A A + + T I— I I I I I I —I —I —F + - ■Inflow
21t/ i �sizas ■Primary
� I— I- I rtrtttrrl 1 I I 1 1 -rrtrttfiri 1 1 I 1 1 -1 -1rtrt -
20 /— 1- 1- I,_9120f5 -Inflow Area 151528-iatcr -
7 7 T T L � 1 I I I I
18 / i III r I I 1 1 I I 1 1 I I 1 1 I I I 1 1 I I 1 1 I I 1 1 1 I I
17� , /- 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 -
16 -/ i 1- 1-1- �� . 1 1 1 J L L I-I-1-1-I J J 1 1 1 J L L I- I_1_1-1 J J 1 1 _
15 i 1- 1-1- 4 4 4 4 I- 11-1-1-1-1 -1 A -I 4 4 4 I- 1- 1- 1-1-1-1 -1 -1 4 4 -
144/ i 1 I 1 — 4 4 + T I— I I I I—I I H —I —I + T t i— I I 1I I 1 H H 4 + -
13 i z— 1 1 1 — rtTTTr11 1 1-1 1T4rtTTTI- 11 1 1 1 1TTrtT -
11 i l
3 /_ I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 10- z -
LL gam / I I I 11 1 1 1 1 1 I I 1 1 I I I 1 1 I I 1 1 I I 1 1 1 I 1 _
8 / , 1- 1 1 O/- 4 4 T T L L1 1 1 1 1 4 4 4 T T L L1 1-1-1 1 J J 4 4 -
7 i 1- 1-1- %/- 4 4 T T I- 1 1 1 1 1 1 A 4 4 T T I- 1 I I-I-1 1 - - 4 4 -
6 i fi I- I 1 O. 4 4 4 t T r r 1 I I I I 1 1 t t T 1- 1- 1 1 1 1 1 -I -I -F fi -
5 " i I /, TJTTL71 1 1 1 I44TTTL7I 1 1 ITT4T
4z •
/- 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
3- i
27 11 1 1 1 1 1 1 �� 11111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 0.81" for 2-year event
Inflow = 13.03 cfs @ 11.98 hrs, Volume= 2.019 af
Primary = 13.03 cfs @ 11.98 hrs, Volume= 2.019 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
/ I I I I I I I I I 1 1 1 1 1 1 1 1 , iIIII I I I I
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Inflow `
/ 1
14 / " I- 1- 113.03cfs 1 7 T 7 7 r r 1-1-1-1-1 T inflow
7 T 1r- 1- 1- 1/-/�1-1/�-�yI�T�//�T 7 ❑Primary
/ 1 I13.03 cfs inflow Are2('18 -2- � -
13� � I — / — 4 4 � � � � I I I I I 13 �
- / _ 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 _
121 z— I 1 1 1 I I I I I I I I II I I I I I I 1 1
1147 11 1 1 I I I I I I I I II I I I I I I 1 1
10 'r11 . —Irtrtrtfirrl 1 1 1 1 Irtrtrtfifirr1111IHHrtrt -
9� / _ 1_1_ _IJJ _H _Hrr1 1 1 1 1H _I _L _L _H _Hrr1 1 1 1 1HHJ _L
= / 1 1 , 1 1 1 1 I I I I I I I I II I I I I I I 1 1
38
1
8_ / 1 I7TTTrl- I-1-1-1-IT77TT7FI- I- I-I-I-ITT7T -
o LL 5- / k1= 1-1_I 111LLLI- -1-1-1 -1 _I _L11LL1- 1- -1-1-11 _ 11 _
4� / � I i% 1 I I I I I I 1 I I I I I I I I I I I I I I I I I I
3 j r1 1 i` rtrt rrr1 1 I 1 IirtTTrrr1 1-1-1 111rtrt -
H I 1 1 1 4 _, T _H H H HI_ -1-1 1 _ _, _, _L -
2� 1 % ������I//, 1 I I I 1 1 I I I 111
1= j' �I�����//////////////////, , ,, , , , , ,/// ///,, , ,,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 2-year Rainfall=3.54"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 0.61" for 2-year event
Inflow = 8.34 cfs @ 12.02 hrs, Volume= 0.517 af
Primary = 8.34 cfs @ 12.02 hrs, Volume= 0.517 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
1 1 1 1 1 1 II II 1 1 I
I III II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ❑Inflow 1
9; I I 18.31cfsl 1 1 1 1 1 1 1 1 I 1 1 I I 1 /�I 11 1 1 1 1�I 1 1 0 Primary
, 1 1 1—,s.OV 11 1 11 1 1 1 1 1 EnfIowlArea10.13VI ac
8� I I I I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I
-
I I I I 1 11 1 1 1 1 1 I I 1 I I 1 1 1 1 1 I I
7:-/ 1 I I II 1 1 1 1 1 1 I II 1 1 1 1 1 1 I I
-
: , I I I II 1 1 1 1 1 1 I II 1 1 1 1 1 1 I I
6:-/ 1 1 1 II 1 1 1 1 1 1 1 II I I 1 1 1 1 I I
-
i : , 1 1 1
5-" I or1 I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I
o - , /
LL 4 / I I I I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I
- , 1 I 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I I
- , II 1 1 1 1 1 1 II 1 1 1 1 1 1 I
2L/ I I_ I_I_ I II I II I I I I I I I I I I II I I II 11 I I I I I I
o-4IV / A Z
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 35
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=3.13"
Tc=6.0 min CN=81 Runoff=38.93 cfs 1.847 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=2.76"
Tc=31.0 min CN=77 Runoff=19.72 cfs 1.940 af
Subcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=2.58"
Tc=6.0 min CN=75 Runoff=107.88 cfs 5.032 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=2.32"
Tc=6.0 min CN=72 Runoff=26.66 cfs 1.239 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=1.54"
Tc=7.0 min CN=62 Runoff=12.93 cfs 0.638 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=1.47"
Tc=10.0 min CN=61 Runoff=11.18 cfs 0.629 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.60' Storage=19,370 cf Inflow=38.93 cfs 1.847 af
Outflow=37.74 cfs 1.491 af
Pond 2P: Infiltration Basin 2 Peak Elev=584.15' Storage=65,275 cf Inflow=107.88 cfs 5.032 af
Outflow=95.51 cfs 3.844 af
Link IL: Point of Analysis 1 Inflow=45.80 cfs 3.431 af
Primary=45.80 cfs 3.431 af
Link 2L: Point of Analysis2 Inflow=119.74 cfs 5.084 af
Primary=119.74 cfs 5.084 af
Link 3L: Combined Off-Site Area Inflow=23.56 cfs 1.268 af
Primary=23.56 cfs 1.268 af
Total Runoff Area = 55.470 ac Runoff Volume = 11.325 af Average Runoff Depth = 2.45"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 1S: Watershed 1A
Runoff = 38.93 cfs @ 11.97 hrs, Volume= 1.847 af, Depth= 3.13"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.853 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
1 1 1 1 1 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I
42E., 1 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 I I I I I I I ■Runoff
40� L 1- -I38.93cfs l .1-I I I I I I I I L _L L L L L L L I 1 1 1 11 1 1 11 1 1 1 1 _
38 — I- 1- 1- , -1-1 -1 -1 -I 4 4 4 4 4 T T 1- 4 1 1 I- I- I- 1Typeall-2-4-hc -
36 t 1- 1 / 1 I 1 1 -1HH44 + TTT �11 I- I- IRI 1 faI Ik -
34_ — 1 1 1 1 —I fi fi t t ti`I'M4 14`ainfaUrN I � -
32 / rtTTTTT c.InbffMeal7-.p87
30_' 1 II / 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
2s� 1 1 / 1 I ulrfoff Volume=1-1847a1
45 22 �— 11— 11— 11- / 1 1 1 I I 11 1 1 I I I 1 1 '1"'1"1Off 111-JrU I'l T .11l.
20_ CHI 1 / 1 1 1 I _I44 _L LTTHHHHI I— I-111-±6� —
" 18 - H 1 1- 1 / 1 I I I -I -4 - 4 4 4 T T T 4- 4 4 1 1 1 1 1 1 1 1 �1 ��1 p11 4 -
161 - H1 1- 1 / 1 1 1 -1 -1HHHHH + TTT1- HHH1 1 1 1-1 1-CIV�81
14y - rI / 1 1 rtrtTrtTT rrl 1 1 1 1
14/ T I— I— / _ — —I —I —I T T T T T T T T T T T T T 1- 1- 1-1-1-1-1-1 -I -17 -113
1 1- 1— I III 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 1_ III II 1_ 1 1 1 1 1 1 1 1 1 1 1 1 II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 19.72 cfs @ 12.26 hrs, Volume= 1.940 af, Depth= 2.76"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
I- 1 1 1 I I 11 11 1 1 I I I 1 1 7
22 1 1 1 1 I 17F777TTTTT771- 1 I I I I 17 ■Runoff
19 1I 1 1 II 1 I I 11 1 1 I I 11 1 1 I I I ITyI$]II 24 —
18; , LI 1 1 I� I I I I _I A A 1 1 1 L L L L/ L1 Ip1 1 1 11 _
17_' LI— I— I— —I 1 1 1 —I -4 -477 -HTTT y� # ¢�I�y 1 �
161- H I- 1- I%-. 1 I -I -I HHHH H + f t t RulOfl AreC�I=v.1A-i —
15; II I I I 1 1 1 1 —1 —I -4 —4rt rt rt t t tt II— I II I I I I -
14_� L 1 •1 1 •O I 11 1 1 —I -4 -1 77 -FT ' RLnoff Iume=I 94O
13 tEEEEEEiø,
LI_ I_ I_ > _1_1- _I _I I I I 1 1 1 L LLL LLL 1_ 1_ —
LL 1 84 1— I— I— I- $ I —4 - 4 -- -- T T T T I— 1 I- 1 1 el �CN- -� 7 b
6- - I— I— I- II � rtrtrtrtrtfififiTl— h1- 1 1 1 1 1 1 1 1i =
PI � 1 —1 —IFFFIITTTTTPPP1 1 1 I I I
4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 _
3 2 11 1 1 III 11 1 1 1 1 1 1 1 1 1 1 1 III 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 3S: Watershed 2A
Runoff = 107.88 cfs @ 11.97 hrs, Volume= 5.032 af, Depth= 2.58"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
1.463 98 Proposed Road
4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
j"- I1 1 I I 1 I - 1rtrtrttt - 1- 1- I- - I - - rtrtrttl
120= 1 1 I 11 1 1 1 I 1 1 I I I 1 1 1 I I 11 1 I I I 1 1 1 1 11 ❑Runoff
115-'
110-' ,- 1 I_ I. 1 107 88�1 1111111111111111111111111111
105 ' 1 1 -I - -4 -444TT ]- 1I I I 1 1 I I -Type II24-hr-
100_' - - I- ttt- t- 1- I �p/ I
90'= 1 1 I I I I I I I I'Y ,7`Tar iNalI14I --1
� I_ 1_ 1_I Ip I 1Ar�:a��2��4_
85= �t�RIOf�€ 97
80=' � - 1- 1-1 -I � 4[ 4 4 4 T T A- H I ��I I 1 1�/I I -I - 4�4�4/�4!�Tn
75 r 1 1 I- / -1 1 - -4 -4 - t t t - HI- Au --O32 af-
a 70'_ 1 1 1- , -I -[ -1 7 T T T T 7 7 I 1 � � � T T }}�
0 55=' H1 1 I_ / -I 1 _I44HH- TTL1_ 1_ H1 I I 1 1 I 1 _ 1a. � V eninL
LL 50 ' 1- 1- 1-1 / 1 -1H tTt1- I 1- I I II II I -IH --t -tt + ttt-
� 1- 1- I 1 -� I -ITTTTTTTTTTTI ITTTT CN 7
40=' �
351 I_
301 � 1- I- 1-I -I � � 4 4 4TT � � � HI I I I 4 4T � �
251 H I- 1- I-1tTTH
-1 H H H H H H 1 H H H I- I-I-I-I-I -I -I H H H H + H H 1
201r71 1 11 II I - 777TT T
151 -L - - -
1111111111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 4S: Watershed 2B
Runoff = 26.66 cfs @ 11.98 hrs, Volume= 1.239 af, Depth= 2.32"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D _
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
Hydrograph
I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
11 1 1-1-1 1 1 I 1 1H fi + t t 1- 1- 11 1 1 1 1 I I I 1 1 - ■Runoff
28 -' 1 1 26 66 cfs I 11 I I L L L I I I LLLLI L 14
263-/ 1 1 1 1 ' 1 1 1 1 I 11 11 I 1 1 1h 11 1 �1 1p1T;ype 111 24�-khr
24 1 11 1 1 1 1 1 rt rt -h fi fi fi 11 -J evi imiaMItail 11'-Y
22� L I 1 1 I II 1 J 4[ 4[ 4 4 _H J 1-ulnbff Areal=6A054o -
20' 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
18i-/ 1 1 1 1 I I I 1 1 1 1 1 1 1 1 Runoff V Otume*1 239 al
TTFTT
11 1 1 11 1 1 -1 -4 -444 i_ "1-nlof' 1 ph� �
c 14� 1 1 1 1 11 1 11 I 11 11 I 11 1 1 1 1 1 TeALO
LL
127 11 1 1 I II II I II II I III II I I1
102/ 1 1 1 1 11 1 11 I 11 11 I I 1 1 I I I I y1�1�12
8� LI 1 1 1 1 1 I I I LLLI LLLLI 1111111114 _
6� 1 1 1 1 I II II I II II I III II I 1 1 1 1 1 1 1 1 1
4� 1 1 1 1 0 1 11 11 1 11 11 1 1 11 11 1 1 1 1 1 1 1 1 1 1
2_ I I i 1 1 1 1 1 -1 -4 - rtrt -h + fifiL I- 11 1 1 1 1 1 1 1 1 -
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 5S: Watershed 3A
Runoff = 12.93 cfs @ 11.99 hrs, Volume= 0.638 af, Depth= 1.54"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
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 1 1 1 1 1
14i/ 11 1 1 I I I 11 II I II II I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
I— PI12.93cfsrl-1-1 —1 —1 —I - - 7 7 7 T T T T 7 7 P 1 1 1—I 1 I F 17 —
131/ I- I- I- % -1-1-1 -I -1 -1 -4 4 - T T T 1- 1 I- I- I- 1Type-III-2-4-hr -
12� �ypl ea�I Ip1 1 1
11 ,r I I I / 1 I I I I 1 1 I I I I I IIYl - IaM 7P
11n1II) I
1 1 1 1 1 1 1 -I -4 -477TTTTIu ioffA!ea 4.981 ao -
10� 11 / 1 1 _ -444 -kTTT � 1- 1- I I I I 1 1 1 1 1 1 - -
9� 1 1_ 1_ 1 / 11 11 1 1 1 1 1 1 Runoff Molumeg01638 of
8 II 1 1 / I I I 11 1 I I I 1 1 I 1 I If I I .�
I- 1- 1- 1- -1-I-1 -1 -1 -I -4 -4 7 7 T T T T T 1-'F`T"1AF' I�ep h71-- -
0 7_ _ 1_ 1 1 1 '// 11 1 1 _I _4 T T HHHHH I i Fd_7 fl i
11_ 1 r 1 I I I I 1 1 1 1 1 1 III I 11 1 II
1 1 1 / I II II I 11 1 I 11 1 1 I I I I C N 62
LJ ..
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 6S: Watershed 3B
Runoff = 11.18 cfs @ 12.03 hrs, Volume= 0.629 af, Depth= 1.47"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 I I 1 1 1 I I I I I I I I I
12L,/ I I I I I I I I I II I II II I I I I I I I I I I I I I I I I I ■Runoff
I- 1 1 I11.18 cfs I I I -1 -1 -I - - H H + T H H H1- 1- 1- 1 11 1 1 1 1 11 1 1 +
11� 1 1 1 1 1 1 1 1 I 11 1 1 I 11 1 1 1 1 I 1Type I11 124-hr
10� - 1 - I- I / 1 1 1 I I 1 1 11
L 1_ 1_ 1_ / _1_1_1 _1 _1 1 1 I L L L 1 v-year 1Ra�nlfall� .11 �
III / I I I II 1 1 1 1 I 1 1 IRulnoff Awea1=5.150 ad
� 1- 1- 1- / -1-1 - -1 -1 -1 -177TTTTT771 `11- 1- 1-1-1-1-1-1 -1 -17 -
8� I I- I- I_ / 1 1 1 1 1 1 1 1 1 1 1 Runoff MolumeQ1629_a 1 -
'L-/ 4- I- 1II 1 1 1 / I 11 1 -I 1 -fi -t -fi fi fi fi fi fi 1- 1-'1"'1-"10P1f 1114eP411 1'-'141 -
0 6� 1 III / I II II 1 1 1 1 1 1 11 1 1 1 1
5/ I III / I II II I 11 1 1 1 1II I I I I I I I I I
4- + I I- I- / 1 I 1 -I -I + + + + + + + + + + + + +
III
3� I II- II- I III II 1 1 1 1 11 1 I I I I I I I I 1 I I I I I
4- I- I- I- I- -1-1-I -1 -I H - - 4 H H H H H H 1- 1 I- 1 1 1 1 1 1 1 1 1 1 -
2� I II II II II II I I I I I I I I I I I
1 1 II II II I I I I I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 42
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 3.13" for 10-year event
Inflow = 38.93 cfs @ 11.97 hrs, Volume= 1.847 af
Outflow = 37.74 cfs @ 11.99 hrs, Volume= 1.491 af, Atten= 3%, Lag= 1.1 min
Primary = 37.74 cfs @ 11.99 hrs, Volume= 1.491 af
Routed to Link IL : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.60'@ 11.99 hrs Surf.Area= 5,883 sf Storage= 19,370 cf
Plug-Flow detention time= 118.7 min calculated for 1.491 af(81% of inflow)
Center-of-Mass det. time= 38.1 min ( 852.8 - 814.7 )
Volume Invert Avail.Storage Storage Description
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=37.73 cfs @ 11.99 hrs HW=577.60' (Free Discharge)
4-1=Culvert (Passes 37.73 cfs of 68.93 cfs potential flow)
12=Orifice/Grate (Orifice Controls 35.63 cfs @ 2.97 fps)
3=Orifice/Grate (Weir Controls 2.10 cfs @ 1.04 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 43
Pond 1 P: Infiltration Basin 1
Hydrograph
Ill 1 1 1 1 1 III , 11 Ill 1 1 1 1 1 1 1 1 1 1 1 1 II
I 1 1 1 1 1 1 I III I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I ❑ Inflow
/ ❑ Primar j
42� / � 1 1 1 38.93cfs —I 4 4 4 7 L LI I I I 1 - 444 4 H1_ HI I II 1 -1 -1 4 4 - y
40 / 1- I-I37.74cfs H 1—1—I-1—1 -I Inflow+Area=7.1A18-7+aIc+
381! / ,_ 1- -1-y 11 I- 1 I-I-I-I-1 -1 1 1 -r -r r I I i
36 / 1 1 I I 1 1 I I 1 1 I a I1evo t VV T
� 1
' 1 1
34� /32 / �/- 1 1 1 1 1 1 1 1 1 1 1 1 1 }�1 1 1 1 Ie I 1 1
30 / I LLLLI 1 1 1 1 1i _1 `praTEL- vi,- J Qcf
284/ / I- I-I- 4 I- I- -I -I 4 I- I- - -I -[ 4
26_1/ / /- 1- 1-1- + + + H H I-I-1-1-1 + -1 -1 + + + {- 1- I- I-I-1-1 + H H + -
024 ' � I- -I- rt1Trr1-1-1-1-I - -rrt7TTr1- 1- 1-1-1-1 - - rtrt -
Zoe /
3 / 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
" 184! / /- 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1I -
16 / I I 1 I _L 1 _L L L L I 1 I I 1 L 11 1 L L L L 1 1 1 1 1 L L I L -
14-' / I 11 14 4 4 4 I- I- I I 11 1 - I 14 4 4 I- I- I I I 1 1 - -
� 4 4 -
12 / e' - 4 + + + 1 L I I I1 1 + I I + + + L L I I I1 1 + + 4 + -
10 / z- 1 1 1 - 4 T T T r r 1 1 1 1 1 T I I T T T r r I 1 1 1 11 1 1 T -
8� / /- 1 1
6_ / /-
44/
0= f�'�� (ffs' �rrF/rfS��(rfrrr�( fr�rS//fs ( fr�F�/��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . II . . . I1 . . . I1 . . . II. . . I1. . . II. . . I1. . . ! 1. . . I . . 1 ( . . 11 . . 1 ) • • I ■Storage
579J 11 11 11 11 11 11 II 11 11 II II 1
_L _II II I1_ LI L H1 11_ I 1 I ./- I _H_I
/ �I 1 11 II II II II II II II ///�// 1 1 1
578 1 /���/,
/
577L/ 1 11 II 11 BHHH+ - HH + HH *
- + - HI - -II ��/ - I-+ --- / I 11 11
a -
o - / II II I I I II
d
5751 I 1 / II II II II II II II II 11 1
W - T - T - / - IT - T TI- -17 - 17 - TI- IT IT TI TI TT
-
574� / 1. II
)- - -II_ - _ 11 _ 11_ _IL _ 11 _ I1- 1L 11 LI 11 JL
- / I 1 II II II II II II II II II II II 11 1 I
573:Y I 1 II II II II II II II II 1 1 1 I 1 1
- / / / / / / / / / /
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 44
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 45
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 2.58" for 10-year event
Inflow = 107.88 cfs @ 11.97 hrs, Volume= 5.032 af
Outflow = 95.51 cfs @ 12.01 hrs, Volume= 3.844 af, Atten= 11%, Lag= 2.2 min
Primary = 95.51 cfs @ 12.01 hrs, Volume= 3.844 af
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 584.15'@ 12.01 hrs Surf.Area= 12,449 sf Storage= 65,275 cf
Plug-Flow detention time= 139.9 min calculated for 3.844 of(76% of inflow)
Center-of-Mass det. time=47.1 min ( 877.3 - 830.2 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=95.38 cfs @ 12.01 hrs HW=584.15' (Free Discharge)
t 1=Culvert (Passes 95.38 cfs of 286.03 cfs potential flow)
12=Orifice/Grate (Orifice Controls 95.38 cfs @ 3.45 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 46
Pond 2P: Infiltration Basin 2
Hydrograph
_/1.-
1 t rt -r 1- 1- 1 I I 1 1 I I -r -r 1- 1- 1-1-1-I -1 7 t t 1- 1
- 1 1 ' 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I I 1 I I ❑ Inflow
120_ D Primary
115 ' / )- I 1 I� o7 asors�A1TLLI IJJIJJJJI I IJ1 JJJI
110_' / fi1- / i + - 1- 1 1- -1-I-1 - -t - Inflow Area23.4n-7-ac-
105-' /• 1- 7 T T T r I 17 7 7 T T r 1—w T` T T II_
100" / — 195.51 cfs• I 1 1 I I 1 I I 1 1 I I 1 1 1 V-i .1•�1
90" i• 7- I- I-I 4 + + 1- I- I-I-I-I -I --+ # + 1 b�'aI-I -L
85_' / - 1- 1-1 / 7 T T T r 1- -1-1-1 T T 7 T T `1"1ai 1
80_" i �
75_' / -
I '
y 704' i I I _1 T T L L I 1 1 I J 4 7 T 7 I- L 1 1 1 1 I J 7 T T 1- 4 1
1 654/ / fi I- I-I 7 t t 7 I- I- -1-I-I l 7 7 7 7 1- I- I-I-I-1 -1 7 7 t 7 17 I- 1-
3 607' / ' 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
O 55" i ,- - -
" 50 ' i )_ 1- 1_1_ 4JILLI- 1_1_1_IJ4IJJLLI_1_1_I _IJIIJJLI_
45 ' / + I I 1- - + + T I- I 11-1 1 + -17 + + i- I- I I I 1 1 + 7 + + - I- I
40_/ /• /4 I 7 T T T r 1 I I 17 7 7 T T r r l I I 17 7 T T r r
35_' /
30=' i )- 1_ 1_1_ r 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1
251' i k 1 I I- 4 + + 1- I- 1- 1-1-I-I - 4 7 + T I- I- I-I-I-1 -1 -4 4 + T 1- I- I-
20 i fi I- I-I
I 1 t 7 7 1- I- 1-1-1-1 -1 7 7 t -r 1- 1 1-1-1-1 -1 7 7 7 7 1- I- I-
15 i
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 1 1 11 1
- /
1 1 1 1 1 11 1 ///��I - -
584- 1 1 1 1 1 1 1 �// 1
583� �/ 1 1
_ / 1 1 11 1 1 1 ��/ 1 1 1 II 1
5811/ Zr - -1 - 7 1- - 7 . ,,,,- I 1-� 4 1 T 1 1 1 7 -1 -
o - ' I I I I 11 II 1 11 1 1 1 1 1
m580L,./ k # + 1 1 -1- - + I -1 H + 1-I + +
W ' I I I I I I I I II I 11 I I I II
579-
- rt - • - - 7 -I -I- - fi1- I - - I - rt - -71- - t - I-I- - 1- -r -I -
578� / II
T I IT -1 H I T 1 1 T T -1
577-" 1 1 1 1 II 1 1 1 1 1 1 1 1
- Custom Stage Data z z / / z
576 , , , , , , , , , I' . . , . j , . . , j , , . , I . , , . I , . , , j , .
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 47
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 48
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 2.65" for 10-year event
Inflow = 45.80 cfs @ 12.00 hrs, Volume= 3.431 af
Primary = 45.80 cfs @ 12.00 hrs, Volume= 3.431 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
/_ 111111 L II11 L 7 _1 1 1 1 1 1 1 7 7 7 1 _
i I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Inflow I
50I: k 1- 1_ 145.80�I_1 4 T + I— 1 I I 1 1 -1 -V + + + 1- I— 1— 1—I—I—1 -1 -1 - CI Primary
1 1 I"80 1 1 1 1 1 Inflow Area=1515281ao
a5- 4- 1 1- rt7Trrl- -1-1 -1 -t -r -r -r -r r 1- 1 1 1 1 1 -I - rtrt -
- ' / 11 1 11 1 1 1 1 1 1 11 1 11 1 11 II
40
� I I I I I I I I I I I I I I I I 11 I I I I I I I I I I I
35� 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1
/ Arl I '✓// I I I I I I I I I I I I I I 11 I I I I I I I I I I I
30 I I 1 / 1 1 1 1 1 1 1 1 11 1 1 1 1 1 _
15 : i r l 11 / 1 11 1 11 1 1 1 1 1 1 11 1 11 1 11 1
3 25:: I- 1-1-I 4 4 L i- 1 1 1 1 1 _1 4 4 4 1_ 1 1 1 1 4 _1 4 4 -
o
LL : / 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I
20 -/ ,r - I-1- %/ -Vfitt1- I- 1 11 1 1 -1 -1 t t t 1- 1 1 I I 1 -1 -1 -V t -
15- � 11 11 11 1 1 1 1 11 11 11 I
11
1 T 7 T TF L 1- 1 11 1T777TT1- 1 1 1 1 1 7 7 T T
10y 2 - 11_1 ' 1 111 I I I 1 1 1 1 1 1 11 1 11 1 11 11
5 / �/////////// 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 2.05" for 10-year event
Inflow = 119.74 cfs @ 12.00 hrs, Volume= 5.084 af
Primary = 119.74 cfs @ 12.00 hrs, Volume= 5.084 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
I 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 III 11
i I 1 1 1 1 1 1 1 1 11 1 1 1 II 1 1 1 1 1 1 1 1 11 ■Inflow
130� I— 1 I I 1 119.74 cfs I I 1 I I I I I I I I I I I I I I I I I I I I I I ❑Primary l
119.74cfs ' /� o
120� / )— — -I—I—I Nnsl11Aw1/'� ea20
1 // 1 LHHH-H
1 1 1 1 H-HHH
1101 I 1 100� / fi / t t t fi t t I—1 11 11 I
90� i �
80 / / I 1 1 / II-1- 70Y T J ± ILLLLLLHJiI1LLLLLHJItLLL
4 4 I— I-
3 : / 1 I / 1 I 11 1 11 1 1 1 1 I 11 I
�2 60 T
LL : / 1I
1 1 I I 1 1 1 1 1 1 1 I 1 1 1
50� T I— I—I—� rt -r -rr r l 1 1 1 - rt rt -r -rl- 1 1 1 1 1 1 rt rt -r r r l
401/ /,_ I 1 1_� _L 1 L L L I 11 1 I L _I I I L L L 1 1 I I L L I I L L L I
/ 1 11 I I I I I I I I I I I I I I I
30% ;
201/ T I— I—
//I, 1 1 r
/////// / // //////////////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 50
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 1.50" for 10-year event
Inflow = 23.56 cfs @ 12.01 hrs, Volume= 1.268 af
Primary = 23.56 cfs @ 12.01 hrs, Volume= 1.268 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
I I I I I I —I 4 1— 1-1-1-1-1 —1 4 4 1- 4 I— 1— 1— 1-1-1-1 - - 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 I I I I ■Inflow 1
`
26_ 11 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Primar
y
24� 1-i"56 � HTT -rLLL1 1 1 1inflowArea l014130-�
1 /
_I II L L L I 1_1_1 I _IA A II T L L 1 1 1 1 ITT _I _ _
22_
20� II / IIIIIIIIIIIIIIIIIIII 1 1 1 1 1
18 / I 01 -1 T 4 T L 1- 1- 1 I 1 1 A T 4 T L I— I 1 1 1 1 1 —1 —IT 4 -
" / 1 1 1 1 1 1 1 II 1 1 11 1 III I 1 1
16--/ III / III 11 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1
�' 14� / 1 1 1 F 1 T T T L I- 1- I 1 1 1 I T 1 1 f t H L L I 1 1-1 1 H H 1 fi -
a 12� / — I—I_ _
LL IIIIIIIIIIIIIIIIIIIIIIIIIIII
10 1- 1-I / TTTTTTI I I ITITTTTLLI I I ITTTT
6�
� /4 1 1— 4 + + + i— H 1-1—I—I-1 —1 # HE + + + I— 1— 1— 1—I-1-1 + + 4 + -
-V
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 51
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=4.01"
Tc=6.0 min CN=81 Runoff=49.37 cfs 2.369 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=3.60"
Tc=31.0 min CN=77 Runoff=25.83 cfs 2.533 af
Su bcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=3.40"
Tc=6.0 min CN=75 Runoff=141.25 cfs 6.635 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=3.11"
Tc=6.0 min CN=72 Runoff=35.54 cfs 1.659 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=2.19"
Tc=7.0 min CN=62 Runoff=18.68 cfs 0.908 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=2.10"
Tc=10.0 min CN=61 Runoff=16.41 cfs 0.901 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.72' Storage=20,094 cf Inflow=49.37 cfs 2.369 af
Outflow=48.10 cfs 2.014 af
Pond 2P: Infiltration Basin 2 Peak Elev=584.45' Storage=69,006 cf Inflow=141.25 cfs 6.635 af
Outflow=134.38 cfs 5.448 af
Link 1 L: Point of Analysis 1 Inflow=58.92 cfs 4.547 af
Primary=58.92 cfs 4.547 af
Link 2L: Point of Analysis2 Inflow=168.69 cfs 7.107 af
Primary=168.69 cfs 7.107 af
Link 3L: Combined Off-Site Area Inflow=34.34 cfs 1.809 af
Primary=34.34 cfs 1.809 af
Total Runoff Area = 55.470 ac Runoff Volume = 15.005 af Average Runoff Depth = 3.25"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 1S: Watershed 1A
Runoff = 49.37 cfs @ 11.97 hrs, Volume= 2.369 af, Depth= 4.01"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.853 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
r l I I I I 1 1 rt 1 rt rt rt -r t r fi r r r I 11 1 1 I I I 1 1 1
557P ' I I 11 11 I 11 1 1 I I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
50� 1 1 149 37c fs I 11 1 I I 11 1 1 I I I 1 1 1 I I I 1 1 1 I I II 1 1 1
11 1 1 1 I I I I I 1 I I I I I I I ITyps_II 24 hrr -
451/ II II II II 1 ar;Fta�nfall� .111vi
I I I I -I -4 -4 4 4 -k -k -k L �L 403' II / III 11 1 11 11 1 1 I Rulnbff At'ea1=IT�
.O87 ad
4- 1- 1 / rt r r r t t t fir r -
35� I I I IIII
30_ L n,o f 11 aep h1=f4•Y'�.�
251/ II 11 11 11 11 1�T 8.0 Mid
_L _L � I 1 11 I I I 1 _ —
20� 11 1 11 11 I I 11 11 I 11 I CN=811
' 1 rt rt rt rt rt t t t t r r r 1 11 1 II I i
15i 1 II 11 II II II 1 1 I
II II II II II II I I 1
10
11 II 11 I I I I 1 1 I
5- I I I I I I I II I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 25.83 cfs @ 12.26 hrs, Volume= 2.533 af, Depth= 3.60"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
I I I I I 1 1 1 I I I 1 I I I I I I I I I I I I I I I I I I I
28 -/ I I I I I 11 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I ■Runoff
I- I-125.s3 cfs I —1 I —I -1 P P P 7 7 T T T T T 7 7 I- I I �pI I 1 7
26 / 1 1 -1-1 -I -1 -1 -[ -F 4 4 - T T T T I- I- I- Type11-24-h�r -
24� �ypl�I 1 II
22� ' 1 1 1 1 1 1 '�7`I"T�I�a,infitti= •1
20 1 I I /- I1 1 P P P 7 7 T T T T A1
�unbff rea-1-
8-.441 ad
1 1 -1-1 7 T T T T T
18iv 1 1 1 / I II 1 I 11 1 1 1 Runoff)VolumeP21533 of
411 16 iv 1 1 1 1 / 1 1 I 1 1 1 1 1 1 1 1 1 1 1 II n I f 1
I- 1- 1- / -I-I -I -I T P 7 7 T T T T T 'F"T"IAF' I�ePT-17T•" =.7
14- I- I / 1 1 -1 -1 -1 -4 -4 7 T T T T HHHHH I I_ ITc 3-11� 1'11111
" 12� 1 1 1 1 1 1 1 1 1 1 1 1I I I I I III 1 1
10 1 I 1 1 I I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 GIV#7/I
1 r r 1- 1- 1 • -1 rt rt rt T T T fi r r l 1 1 1 1 1 1
8 H 1- 1- 1 �% _I I -I -I 4 4 7 HHHHHHI I I I I 4
6� T _II j
4-
PPTTTTTPI11 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 3S: Watershed 2A
Runoff = 141.25 cfs @ 11.97 hrs, Volume= 6.635 af, Depth= 3.40"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
1.463 98 Proposed Road
4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
I I I I I I I I I I I 1 1 1 I I I I I I I I
T1 1 1 1 1 1 1 -1JJ7TTTTTTTI I I 1 I I I -1T77TTTT7 ❑Runoff
150- 1- 1- 1- 141.25cfs 1 -I H H + t 1- H H I- 1- 1-1-1-1-1 -1 -I H + t
1404-/ L 1_ 1_I_ " I _I _I J J J 1 1 L L L L L I III I I Jtype 24-h r
120 -/ 1 1 1 I I I 11 1 I I I 11 I 17`T I"'1111 .iF
110� I 'Runoff Ared 23.407 ad
- I- I- -1 -1 / tr- ttti ' r1- 1- 1—I- - -1 —I -1 rt t -r -rr
� 1 I I _1 1 - 44TTFT nof#1 Volume 46+635 af_
U 80" 1 1 1 1 11 I'T I"N`�"I 1,-r1, 1
80_ u�
LL701 — I-I 11 II I I II Td 6.0 riiin'
I rtT F F F I I I I IFF F T n -r -r T F
60- — 1— 1—1- 1— 1 1— 1 1 1 1 1 1 1 —1 - 4 C_N 75_
501 — _ 1_1_ I Hull1 1 I I I 1 1 1 I I I I I
401 1 1 1 1 1 1 1 1 1 1 I I I 1 1 I I I 1 1 1 I I I I I
301 1 1 1 1 I I I 1 1 I I I 1 1 I I I 1 1 1 I I 1 1 1
1 I- I 1 1 7 T T T T T T 1 I I -I T 7 7 T T T T 7
20 1- I-1- t t t t 1- '7 7 1- 11 1 1 1 1 I -I 7 7 t t t t 'T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 4S: Watershed 2B
Runoff = 35.54 cfs @ 11.97 hrs, Volume= 1.659 af, Depth= 3.11"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D _
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
Hydrograph
I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
38y I I I I I 1 1 1 1 I 1 1 1 1 I I I I I I I I I I I I I I I I I ■Runoff
36- 135.54 cfs)
34 1 III / 1 11 11 I 11 11 I 11 1 1 1 1 1 ITypelil 24411r
32� 1 1 1 1 / 1 1 1 1 1 1 1 1 1 1 -" I^Ia��Ir i� I,� J�gi -
30� I III / I 11 I 11 I 11 I 11 I I J7 � � U� f�F
28471 1 11 11 I 11 I I I Runoff Akea1=6.4O5_ad -
26'/ 11 I II II I II II I IIII 1 1 1 1 1 1 1 1 1 1 1
24 I_ I_ I_ 1_ /' 1 II II I II II I RunofflVorume*1 659aJ
22 1 II II 1 II II 1 1 1 �
20- I I I I I II I II I II I II I I I I l0 1 e h7
a18 1 - I II II I II II I 11 1 1 1 1 I ITd& _o ri
16i/ I_ 1_ 1_ 1_ / I II II I II II I 11 1 1 1 1 1II 1 1 1 1 1 _
14/ 11 / I II II I II II I I 1 1 1 1 1 I I CIJ 72
12 -/ I_ I_ I_ I_ / _I II II I 11 11 I I 1 1 1 1 1 I 11 11 1 1 1 1
10 -' LI 11 1 I J A A L L L L L L L L L L I 11 1 III 1 I L _
8� L 1_ 1_ 1_ _I_1_I _I _I J 1 1 1 1 L L L L L L L L 1 11 1 11 1 1 1 _ _
64-/ LI 1 11 I 1 J A A 1 1 1 L L L L L L L I 11 1 IIIII L _
L 111LLLLLLLI 1 11 11 1 IJ _
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 5S: Watershed 3A
Runoff = 18.68 cfs @ 11.99 hrs, Volume= 0.908 af, Depth= 2.19"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
Hydrograph
I 1 1 11 I I 1 1 I I I 1 I I I I I I I I I I I I I I I I I I
20 I 1 1 I 11 1 I I 11 I I I I I I I I I I I I I I I I I I ■Runoff
194/ I 11868cs I II II I II I I I I I I II I I I I I I I I I I
18 1 I V7 II II I II I I I I I I
I a I IlTxpe]i244ir
16� L I- I- I_ / _I-I-I -I -I _I i i 1 I I L L L Jy�`T 1"laFIil r-Y-I
154-' ,-- LI I I / I I - 1 1 1 LRu',offAea=4980_ad
14 I I / I I I I -1 -[ -[ 4 4 -k -k -LL � I- I- `II I I I II II II -I
134 H 1- 1- I- / -I-I-1 -1 -1 H H H + + + + *Runaff--Vol -a -
y 12i/ H I- -I-I -I -I H H H + + + H H H + + H 11=� I1 � _
11� � rI "/ I I 1111fifififififih 10 e br
010; T / I rtTTTTT TTT1 1 T��7 m1fl
LL 9� T I- 7I- / -I-I-I -1 -1 T T - T T T T T T T T T T I- I- 1-1-1-1-1-II -1 -1-1 7 -
C 2
I / I I I I I I I I I I I I 11 II I 11 I II 11
5� I I I 1 II II I I I I I I I I II II I II I II II
44./ 1 III ' II I I I I I I II II I II I II II
3� 11- I % II II I I I I I I I I II II I II I II II
I- I- I_% II II I I I I I I I I II II I II I _II I _
o ii/ I
Silas. ereer�iiiiiiiiiiiiiiii1�l��l�lll/��1��/��1��/�1�����1���1���
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 6S: Watershed 3B
Runoff = 16.41 cfs @ 12.03 hrs, Volume= 0.901 af, Depth= 2.10"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
HI I III 11 1 14 4 4 L L L L H - 1 1 1 I 1 1 1 1 -
18 -/ LI 1 1 1 1 1 1 1 JJJJJJLLLLLLLI 11 1 I I I I I IJ - ■Runoff
17i/ - L I 1 1 1641 cfs 1 I I I 1 J J J J 1 J L L L L L L L I 11 1 1 1 1 11 1 1 J
16 1 1 1 1 9 II II1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 yl3 ]l 244w
15 I I 1_ 1_ / I 1 1 1 1 1 1 1 1 1 1 1 1 1-.L_� T IKa�nit1 h'-b:1
I- I- I / I I I I I I I I I I I I I I 1L "`T P
13� / 1 1 I I I I I I Runoff Anaa.5.150_a6d -
12y 1 1 I / 1 11 11 1 11 III I III 1 1 1 1 1 1 1 1 1 1
11y � III / 1 II II I II I I Runoff1lirotume019O a1 _
10� ICI { w�
II / 1 II II 1 II III1 II "1"IV!" I�eW174 1 I
0 9� 1 1 / 1 1 1 1 -1 -4 -4 7 7 T T T TT771- 1 1 1�1d i-0:0
LL 8�
T1- I- I I � � � 7TTTTTT7 7 � I- - - - - - -1A'-1�-1
'� - r- - I- I- /A I-I -I -I -Irtrtrt -r -r -r t � l I I CN 61 -
6� I I- I- I- V -I1 1 1 1 1 1 1 1 1 -
- H I- I- I- -I-I-I -I -I H H H H H + H t t H H H H 1- 1- I-I-I-1-1-1 -I -I H
H 1 1- 1 1 1 1 -1 -1 -I -4 A 4 4 + L L L L H H H 1 1 1 1-1 1-1-1 -1 1 H
I I- I 1 1 1 -1 -1 A A A 7 4 L L L L 1 1 I- 1 1 1 1 1 1 1 1 1
I- I I- I ' 1 -1 -1 A A A 7 4 L L L L H H 1 1 1 1 1 1 1 1 1
147 I • I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 58
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 4.01" for 25-year event
Inflow = 49.37 cfs @ 11.97 hrs, Volume= 2.369 af
Outflow = 48.10 cfs @ 11.99 hrs, Volume= 2.014 af, Atten= 3%, Lag= 1.0 min
Primary = 48.10 cfs @ 11.99 hrs, Volume= 2.014 af
Routed to Link 1 L : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.72'@ 11.99 hrs Surf.Area= 6,001 sf Storage= 20,094 cf
Plug-Flow detention time= 100.8 min calculated for 2.013 of(85% of inflow)
Center-of-Mass det. time= 32.4 min ( 840.0 - 807.6 )
Volume Invert Avail.Storage Storage Description
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=48.01 cfs @ 11.99 hrs HW=577.72' (Free Discharge)
4-1=Culvert (Passes 48.01 cfs of 69.94 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 41.15 cfs @ 3.43 fps)
3=Orifice/Grate (Weir Controls 6.86 cfs @ 1.54 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 59
Pond 1 P: Infiltration Basin 1
Hydrograph
1 1 1 1 rttt , 1 1 111rttfirr1- 1-1-1-1 - - -
III 1 1 1 ' 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 1 1 , , ❑ Inflow
55 14937 ❑Primary
50:-/ r 1_ 1_148.10 _ I L 1_ L L 1 1 1 1 HI Ianf l ow a=7,1018-7Lallc- -
= i 1 ' 1 1 1 1 1 1 1 1 1 1 A I''I 1 1 1
45� ,r 1- 1 // I r 1- 1-1-1-1-1 -11 rt e-axr IIQiv b- -1 �/
40� / 1 I I 1—1—1-1—1 —1 1 1 1 1 i 1 1 1 1
// 1 1 � torag3161,f 4 cf
35:-/ II % 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 _
_ ,iri 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
30� — I 1 1 / + L1— I— I —1 4 4t + L1— I— I —1 —1 4 +
- / 1 1 II 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1
LL 25- 1 1 / 11 1 III 1 1 1 1 1 1 11 1 II 1 1 1 1 1
201/ I— I-1— 11 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1
_ , II 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
15 / ,f 11 + + LI— I 1 1-1-1 + 444 + + LL1 11-1-1 + + 4 + -
- z 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
10_ /— 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
,
51-/ 1 I 1 1 1 1 1 1 1 1 11 I 1 1 1/1 1 1 I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . 1I . . . II . . . II . . . 11. . . II. . . II. . . I1. . ! 1. . . I . . 1 ( . . 11 . . 1 ) " I ■Storage
579J 11 11 11 11 11 11 11 11 11 1 1 1 I 1
_I _1 11 I1_ _ 11_ U 1 1 _HI I 1 ,:d- 1 _1L
�I 1 11 11 11 11 11 I II 11 ///��� II 1
578- 1 ���// �,
577:/ 1 11 II �/ 1 1 11 IIHTI 1
+ — + — HI — -11 ��// — I+ — — -1 + -1+ — +1 — + 1— H +
d -- ' 1 1 11 11 ///O�, i 1 11 11 II 11 1 1 1 1
2 576� � .I
a -
o - / 1 /"I I 11 11 1 11 11 II 11 11 1 1 1
• 5751 / II II I II II II II II I I 1 1
w - T — T - / — IT — T TI— —IT — rf — Tl— IT IT TI TI TT
-
574� / I. 11 1 II 11 11 II 11 11 II 1 1 1
)— — —11— — _ 11 _ _I_ _IL _ 11 _ LI— 1 L 11 LI 1I _1 L
- , 1 II 11 11 11 11 II 11 I I 11 11 11 1 1 1
573:-/ 1 1 II 11 1I II II 11 II 11 11 1 1 1/ / / / / / / / /
- / , / , / , , , , ,
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 60
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 61
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 3.40" for 25-year event
Inflow = 141.25 cfs @ 11.97 hrs, Volume= 6.635 af
Outflow = 134.38 cfs @ 12.00 hrs, Volume= 5.448 af, Atten= 5%, Lag= 1.4 min
Primary = 134.38 cfs @ 12.00 hrs, Volume= 5.448 af
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 584.45'@ 12.00 hrs Surf.Area= 12,821 sf Storage= 69,006 cf
Plug-Flow detention time= 113.8 min calculated for 5.447 af(82% of inflow)
Center-of-Mass det. time= 36.0 min ( 858.3 - 822.3 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=134.10 cfs @ 12.00 hrs HW=584.45' (Free Discharge)
t 1=Culvert (Passes 134.10 cfs of 290.58 cfs potential flow)
12=Orifice/Grate (Orifice Controls 134.10 cfs @ 3.86 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 62
Pond 2P: Infiltration Basin 2
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
'L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' II ❑ Inflow
j
1507 - I-1_I141.2wsl- tt1- h1- 1-1-1-1 t tttI- I- 1-11-I-I -1 7 1 1 y
140- / 7 IA 34.I r 4 T -L I- I- I-I-I-1 -14 4I-flflow1Are-a 2a.4O-71-aC.I-
130i-/
120 / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r� l'Y�} r�
1101 , � 1 / I I I I I I I I I I I I I I I I I�VI I i (I}
1001 T I I I T T L L 1 1 I I I T T T T T L L 1 1 1 1 1 T 7 T T T L 1
a 901 / '~ I- I-I / F + + -Hl- 1- I-1-I-IHF + -hti- H1-I-I-I -I -i + + tFHI-
- i )- I- 1-1 / 4FFF1- 1- I-I-1-1 - 44FFl- I- I-I-I-1 -1 -I4FFFI-
3 80= / 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
o u. 701 z 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
601 / /71 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
501 / /I- 1 11 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
404' 1- 1 -r F fi 1- 1- 1-1-1-1 - rt rt t -r i- 1- 1-1-1-1 -1 F rt I F 1- 1- 1-
30- / ^ 1 1 ,- - 4 FFI- 1 1 I 1 1 - 44 + 1LI- 1 1 1 1 1 -I4TF1- I- 1
) 1
201 / 1 � 1 L L L 1 1 _I 1 1 T L L I 1 1 I I _I _I 1 _LL L L 1
10: Z llas������
0 2 4 6 8 101214161820222'42'62830323'4363840424446485052545658'6062646668707'2
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 1 1 II 1
- /
1 1 1 11 II ///��I -I -
584- 1 1 1 1 1 1 1 1 �// 1
583� �/� 1 1
_ / 1 I I I 1 1 1 , 11 1
5811/ Zr A T I T . //�%' I ILL -I T I I 1- -
3 - / 1 1 1 1 I I II 1 11 I I I 1 1
m580� k + + 1 1 H I + H + — 1—1— H H
W / 1 I I I I I I I II I 11 I I I I
5791 - -i - • - - t -1 -1- - 1- 1- - - m - / - 1I- - t - I-I- - fi -r -I -
578� / II
T 7 717 7 1 7 7 IT 7 7 7 71 7 T 1 1 T T-
1
5771 / 1 I 11 II I 11 I I I 1 I
- Custom Stage Data / / / / /
576 , , , , , , , , , I' . . , . j , . . , j , , . , I . , , . I , . , , I , .
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 63
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 64
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 3.51" for 25-year event
Inflow = 58.92 cfs @ 12.00 hrs, Volume= 4.547 af
Primary = 58.92 cfs @ 12.00 hrs, Volume= 4.547 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
/r- I I I I I 1 -1 4 4 + + I- 11-I-1-1-1 -I -I -I I- + I- 1- I- I-I-I-1 + + 4
1 I 11 1 I I 11 1 I I 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 ■Inflow
65� 7r II I easz I Primary
60 Z- 1 1—I589 s 11rtTL1- 1- I 1-1-1-I inflowAreal 515281 ac- -
55 / / /- I_ I_ 1 1 1 T L L L I_ I_1_1 I _I _I T 1 T L L L 1 1 IIIL L _I _ -
: / II 1 1 1 1 1 1 II I 1 1 II I I I I I I I 1
507 7- 1 I 1 1 1 1 1 1 II 1 1 1 1 1 II I I I I I I 1
45:./ / I 1-.- 1 1 T L L L 1 1 1 1 A 4 4 L L 1 1 1 1 1 T T 4 4 -
1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
401-/ 1 1 III II 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1
035� / fi1 1 1 fiTLLI 1 1 1 1H - 11fiTL1— I- 1 1 1-1 IHHTT -
u. - i 1 1 III 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1
25 / z- I 1 1 — TTTTLLI111ITTTTTTLLIIIIiTTTT -
201-/ / , 1— I—I— 1 1 i
1 1—F + -hi— H -1-1-1-1 -1 -1 -1 + + -h {- 1- 1- 1-1-1-1HH —F + -
III 1 II 1 1 1 1
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 65
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 2.86" for 25-year event
Inflow = 168.69 cfs @ 11.99 hrs, Volume= 7.107 af
Primary = 168.69 cfs @ 11.99 hrs, Volume= 7.107 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
I I I I I I I 1 1 1 1 1 1 I 1 1 I I I I
I I I I I I I 1 1 1 1 I I I I I I I 1 1 I I I I ■Inflow
/ l l 1sasscr5 I ❑Primary
180_ / I 170� / I I_
11 1ssss 11 I I 1 I I 1 I I Inflow 1Area 2 .8 ac
160_' / I I I ii
150t7 /
140� / I_ _130= / I I120_ / _110� //I
100' / I I I I I I I I I I I I I I I
a 901 / I I I I I I I I I I I I I I
LL 80
I I I I I I I I I I I I I I
70 / I I I I I I I I I I I I I I
60 i'7 / I I I I I I I I I I I I I I I
504/ / I I I I I I I I I I I I I I
401 / � 1 1 301 / I 20z � �104/ .0`
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 66
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 2.14" for 25-year event
Inflow = 34.34 cfs @ 12.00 hrs, Volume= 1.809 af
Primary = 34.34 cfs @ 12.00 hrs, Volume= 1.809 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
I I I 11 I -1 7 7 -r 1 - I I I I I 1 + —[ t r I I 1I I I + + 7 + -
k 1 1 I 1 1 1 —I 7 —F + + I— I— 1—1-1-1-1 + —h 7 + + + i— I— 1— 1-1-1 1 1 1 ■Inflow `
38� i z— 1 1— A 3a.3aas I—, 7 7 + fi t I 1-1-1-1 1 + —[ 1 t + + r I 1 1-1-1 1 t t rt - ❑Primary
36� rt I— 1_ 3a3vrs y rt rt t - It It 1—1—I—I—1 inflow Area=1414130-lard
34�
z- 1 - rtrtrtrtfirr1 1 1 1 1 -1rt7777h- 1 1 1 1 11777 -
32-_,/ r - 1_
I—I— rt rt rt r 1- 1- 1-1-1-1-1 -1 � rt rt rt r 1- 1- 1- 1-1-1-1 -1 -1 rt rt
30� / - 1 =/ 7 7 T T r rl T 7 7 7 1 7 7 7 T T 7 T
28
26
1— —I 1 7 7 T T F 11-1-1-1-17 7 7 7 T T F 11- 1-1-1-1 7 7 7 T -
z— I 7 7 7 T I F77H 1 1 1T777TT 1- 1- 1- 1- -1-1 -1 —IT T
24 -z /
w 22 -/
� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
/ — 1- -
•?-• 20- i ,- 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
118� / 1 l
LL 16 / / 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1
14 / 1 1 I_ 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 I
12 -/ / I I I 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1
10 -/ / /— — 1 _1 1 1 1 1 1 1 1 1 11 1 1 1 1 1
84' / AI 1 1 V
I I I I 1 1 1 1 II I 1 I 1 I
8
1 1 1 1 1 1
o /
_��������
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 67
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=4.73"
Tc=6.0 min CN=81 Runoff=57.72 cfs 2.794 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=4.29"
Tc=31.0 min CN=77 Runoff=30.77 cfs 3.020 af
Subcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=4.08"
Tc=6.0 min CN=75 Runoff=168.31 cfs 7.956 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=3.76"
Tc=6.0 min CN=72 Runoff=42.80 cfs 2.007 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=2.74"
Tc=7.0 min CN=62 Runoff=23.54 cfs 1.138 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=2.64"
Tc=10.0 min CN=61 Runoff=20.85 cfs 1.135 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.81' Storage=20,644 cf Inflow=57.72 cfs 2.794 af
Outflow=56.34 cfs 2.438 af
Pond 2P: Infiltration Basin 2 Peak Elev=584.64' Storage=71,438 cf Inflow=168.31 cfs 7.956 af
Outflow=161.41 cfs 6.769 af
Link IL: Point of Analysis 1 Inflow=69.43 cfs 5.459 af
Primary=69.43 cfs 5.459 af
Link 2L: Point of Analysis2 Inflow=202.99 cfs 8.776 af
Primary=202.99 cfs 8.776 af
Link 3L: Combined Off-Site Area Inflow=43.49 cfs 2.273 af
Primary=43.49 cfs 2.273 af
Total Runoff Area = 55.470 ac Runoff Volume = 18.051 af Average Runoff Depth = 3.91"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 68
Summary for Subcatchment 1S: Watershed 1A
Runoff = 57.72 cfs @ 11.97 hrs, Volume= 2.794 af, Depth= 4.73"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
* 0.853 98 Proposed Road and Existing Impervious to Remain
* 1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
11 1 11 1 1 1 1 11II 1 11 I I I I I I I I I I I I I I I I I
11 1 1 I I 11 1 1 -1 -[ -[ 4 4 - 1- J- I- 1 I- I 11 1 1 I I I 1 1 - - ■Runoff
60 -' 1 1 I 157.72 cfs I 1 1 I I 11 1 I I 11 1 1 I I I 1 1 1 I I I 1 1 1
551/ 1 I I I 1 1 I I I 1 1 1 I I I IType11124 -1r
50: - I- I- 1- 4 1 4 4 I- I- 1- 1 1-1- 11— ii -
-Yaar' a!n1fa87 01
451/ IRulnoff Meal=7.O87 ad
40i-/ 1 1 1 1 1 1 1 11 II 1 Runoff Volfume=2J94 of
w 11_ 1_ 1_ _1_1_11 _11 _11 J 4 4 1 1 1 L L L L H itnIof' 11Yep 11=IA T`-11 J
35�
0 30 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 rIt±6 ynn in in
- 1 1 1 1 I 1 1 I 1 1 1 1 I 1 1 1 1 II 1 1 1 1 II I I I I
25: ,l_ H 1 1 1 1 1 1 _I 4 4 _L _L _L _L H H H 1 1 11 I CN--81 -
20 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II I 1 1 I I I
1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 I I I
15
H1 1 1 11 1 1 _I 4 4 _L _L _L _L L L H H H HI 11 1 1 1 1 1 14 10 1 I I I / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II I 1 1 I I I
5 11 1 1 1 11 1 II 11 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 30.77 cfs @ 12.25 hrs, Volume= 3.020 af, Depth= 4.29"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
I- I I I I I 11 I I -I -[ -[ + + + + + + + I- + I- 1 1 1 1 1 1 1 1 1 1 +
34: 1 1 1 1 I I I 1 -1 A A -- -- -- -- 4- 1- J 11 1 11 1 1 I 1 1 1 1 - - ■Runoff
32� L 1_ I_I30.77cfs I I-1 _I _I _I _I _I L L L L L L L L L L 1_ 1_ I_1_1_1 11 I _I L -
30 I II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1Type III 24-hr
28 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V-Y 1111l "�
26� I I I I I I I I I I I I I I I I I I J7`I"T� 1e y�
24- 1 1 1 1 _I II 1 1 I 11 1 1 I 11 1Rulnbf�f A����. a,1=8.441� d _
20 r I � I-1 -I1 -I1 -I -t -t fi fi t t t RLrn�#f �ltiMea3192O
22
18H L I- I_ I_ 1_1-II -II -II J _ I L 1 L t L L L H' LLnI0-ipiF I1�epTh�-4
0 16 LLLL
147 111 0_1_1_1
III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 11 1 1 1 1
12� 1 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II y N#77
10� 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1
8- I I I I iO I 1 I I 11 1 1 I I 11 1 1 I I 11 1 I I I 1 1 1
I I 1 -1
4- I- I- I / 1- -I - I
1 -1 A A + + : : + I- I I I I I I l l -
1 + + + I -I +
0=/ /////Z/./
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 70
Summary for Subcatchment 3S: Watershed 2A
Runoff = 168.31 cfs @ 11.97 hrs, Volume= 7.956 af, Depth= 4.08"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
1.463 98 Proposed Road
4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 I I I " 11
180� ❑Runoff
170 - I ® 1 1111111111111111111111111111
1 I 1 1 1 I 1 1 I I I 1 1 1 I I 11 1 I I I e lil 24-h r
150; I - -4 -477TTT7T11 .17171 1 77T
yar - aI •
— I-1 —17 7 777TTT7771— r
140� r I— 11- I-I- / -1 7 F -1 7 7 T T T 7 7 I- 'R1, noff'Area=23 407 de
130� — TI 77TTTTTTI I I 1 1 I IF- 777TTTTT
120 1 I- 1 I / —17 7 T T T T 1- T AUT1Off Vol ume rt7-9-66 af-
y -I rt rt rt t fi i r 1- 1 I 1 I ole 'r"��T 6,r
�, 100 4- 1 1 1 7 -1 1H -4fifiTTt 1- 11 1 I uIp "1
fi ± TT I I I 1 1 I 0
LL 807/ HI- I-I / I -IH -ht i- 1- I I II II I -I -h -h -h
701 4- I- I- I-1 / 1 -1 H -4 * + 1- H 1- I- I- I-I-I-I-I -I
601I- I-1 / 1 -1 -1AA44441- I- I I I I I I I -I - 44444
501 -1 1A -4 -474TT L I- I I I I I I I -I -I44444 ]-
401 1_ 1_ 1 I- -1 I -I -4 -474TT 1- 4- 11 1 1 1 1 1 1 -I - -4444
301 ,_ I- I- I-I I -I -I 4 4 -1 L- 1- III -I - L L 4 4 L
201 _ — 1— I—I J4 4 4 4 L L L I— I I 11 1 I I —1 _I 4 4 4 4 4 L
103/
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment 4S: Watershed 2B
Runoff = 42.80 cfs @ 11.97 hrs, Volume= 2.007 af, Depth= 3.76"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D _
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
Hydrograph
I I I I I I I I I I I I I I I I I 1 1 1 i 1 1 1 1 1 1 1 1 1 1
461/ 1 1 1 1 I I I 11 1 I I 11 1 1 I I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
44 H I- I-I 42.8o cfs I I 11 1 1 1 11 wI I - -
42� I I I -1 1 1 -i -4 � -t T - fi T T I- 1 I- 1 1 17T y�-l1�2+-hr -
38� F1 1 1 / I 1 1 I -1 -L -L77rtTTT ��/ � I Ip 1 1 II
36
I- 1- 1- 1- / III -J7 I �Ia!nfaU a4 I
34 1 I 1 1 1 1 1 1 - 1 1 1 T T T J Ru lbff A aI=6 el 4-O5- -
32 I- 1 1 1 / 1 1 1 I -1 -4 -44T � TT � � 4111 1 1 1 1 1 1 1 14
30 I- 1 - 1 I I I I - - rt rt rt - rt t R 2100-7 all
28 -
1 1 1 / 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 r{_ I__i I I � 1 111 Y
26, 1 I 1 r I I I 1 1 1 1 1 1 1 1 1 1 1 1 a h1 /�
24;
622 I- I 1 / 1 1 1 1 -1 -4 -4444TTT 4 1- 1F1 1 1- r
20 -/ r I- I- 1- ,/ -1-I-1 -I -1 -I rt rt rt rt rt t t t t 1- 1 I- 1 1 1 1 I I II 111 1 -
18� 1 ,/ I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I C I I 1f 2
164
14/ I 1 ,/ I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
124/ HI- I- I- -1-1-I -I -I444 HHH1 1 1 1 1 1 1 1 1 -
10 -/ H1 1 I I 1 I -I -4 -4 ± tTT � � � � l
8; F 1 1 1 1 1 1414L4L77TTTTT77F1 1 1 1 1 1 1 1 17
� //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
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 72
Summary for Subcatchment 5S: Watershed 3A
Runoff = 23.54 cfs @ 11.99 hrs, Volume= 1.138 af, Depth= 2.74"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
Hydrograph
I- 1 1 1 I I I 11 1 -I H H 4 4 + + T F F 1 1 I- I I 11 1 I I I I 1 - -
26: F -I - - 77TTTT777I- I 11 1 1 I I 1 1 I7 - ■Runoff
-
24 L I- I 123s4 cis I I—1 —1 —1 1 J J 1 1 1 1 L L L L L L I 11 1 1 I I I 1 I J _
23 — I I I- I- - -1 1 -i -t -t 4 -h 1 1- 1 1 1- 1 (Type-I11-24-t-r
22; / 11 1 1 1 1 1 1 1 1 1
214/ -20 1 II III _L 4 L L L L '7`� J�"`T- INId!"1 111-Y-14L
19 — I- -1-1-1 fififififil 1
18UnQf A �- ��
1_ I_ I_ I / 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1
16 z 11 -1 4 4 4 RIMOIff-TOITU171$gtlin-al -
u 14� / 1 1 I 1 1 1 1 1 1 1 ' ."1"ref' 11�eM7��
13 — Ry�, �
0 12� F I- I- I- -1-1-I -I -I -I -T -T - - F T T � -L 1- 1 1 1- 1- I-'1 V&/�-ft-Min
LL 11 / 11 1 1 1 1 1 1 A1 �-�1,,-�11
.104 9� l I I I / I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
8 H I I- -1-1-1 -1 1 F F F + + + + T F + + + I- I- I- I I-I-I-I 1 I I + -
7 I- -1-1-I -I -ITTTTTTTTTTTTTI 1 1 1 1 IT
_
6 5 L 1 1 I I 1 1 J F F 1 1 1 1 L L L L L L I 1 1 1 1 1 1 1 1 1 J
4 4- H I- I- I- -1-1-1 -I -I H H H F H + T t t F H H H 1- 1- I-I-I-1-1-1 -I -I H -
3 r 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
2 - - - - -
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment 6S: Watershed 3B
Runoff = 20.85 cfs @ 12.02 hrs, Volume= 1.135 af, Depth= 2.64"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 50-year Rainfall=6.92"
Area (ac) CN Description
0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
I- 11111111 1 -I -[ -[ 4 + + + + + I- I- 1111111111 -
23 i I- 1 1 1 I I 11 I I I 1 1 - - ■Runoff
22 — 1 1 1 120 85 cfs r II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
20 II II I II 1 II1 1 II 1 II I ITxpe11I-24-111'
194 — 1- 1- 1- / _1-1_I -1 -1 1 1 1 L L L ` 1 r, a
I 1_ I01-1-Iral - -
18 — 1 1- 1- 1- / I 1 -1 - 4 4 + + + 10 -J�e`Tr I!�e�n1 aiJ— -
17 � r - I- I - rt rt t t- / I-1 -1 -I -I � rtl- 1—
16� - - - - / �nOff ►w�� 5'r5� -
1 1 II 1 1 1 1 1 1 1 1 1 1 1 1 1 aF1 1 1 1 1 1 1 1 1 1
14V : 1 I I / I II I I I 11 Runoff YrOtu nefil115af
w 13 L1 1 / 1 1 1 IJ � � 111LLLL1_� LLTI 11 I � _
12� 1 1- 1- 1- 1-1 -I -1 -1 - + + + + + +- 14-n14 - I- el' Uryr
011� r- I- 1- I- / 1-1 -I -1 rtrtrtrt -rtttfir111- 1- 117c -1V �11
LL 10 — 1- 1 1- 1 1-1 -1 -1 - 71 71 7 7 T T T T 7 7 7 1- 1— 1— 1—1-1 11 --1 -I 77 -
g
1,/ 1 11 / III 1 I I 11 1 1 I I 11 1 1 I I 11 1
8;
7� � I II 11 11 1 I II 1 _
64-/ — - 1- 1- -I-I-1 -I -1 -1 -[ -[ + + I- f- I I I 1 1 1 II I -
5� � � I- - - - - -I � rtrtrtttttttI- rI- 1 II I II -
4 - - -
- 1 1- 1- 1 II 1 I I 11 1 1 I I 11 1 1 I I I II I II II
2 III_ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I II II
o iii�ii�iiii
0 2 4 6 8 10 12 14 16 18 20 2224 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 74
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 4.73" for 50-year event
Inflow = 57.72 cfs @ 11.97 hrs, Volume= 2.794 af
Outflow = 56.34 cfs @ 11.99 hrs, Volume= 2.438 af, Atten= 2%, Lag= 1.0 min
Primary = 56.34 cfs @ 11.99 hrs, Volume= 2.438 af
Routed to Link IL : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.81'@ 11.99 hrs Surf.Area= 6,089 sf Storage= 20,644 cf
Plug-Flow detention time=91.0 min calculated for 2.438 af(87% of inflow)
Center-of-Mass det. time= 30.0 min ( 832.9 - 802.9 )
Volume Invert Avail.Storage Storage Description
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=56.23 cfs @ 11.99 hrs HW=577.81' (Free Discharge)
4-1=Culvert (Passes 56.23 cfs of 70.68 cfs potential flow)
12=Orifice/Grate (Orifice Controls 44.77 cfs @ 3.73 fps)
3=Orifice/Grate (Weir Controls 11.46 cfs @ 1.83 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 75
Pond 1 P: Infiltration Basin 1
Hydrograph
II 1 1 1 1 1 III , 1 1 , , Ill 1 1 1 1 1 1 1 1 1 1 1 1 11
z- 11 1 1 1A4444I- 1I I I 1 1 - A4444I- 1I 11 1 I - - - ❑ Inflow
- / I I I57.72 I I 1 1 1 1 1 1 1 I I 1 1 I I I 1 1 1 1 1 1 1 1 1�1 1 ❑Primary
60� I56.34c(s I I I 1 1 I 1 1 I I 1 r1fIoiA/I/�nea��.IQIv1. lac
- i
55 A- 1- 1- ® H + + + + t- I- 1 1 1 1 1 + -1 -1 + + i 1 1 1
: ! 1 1 1 l 1 I I I I I I I I 1l eaklEIIeN.75/ 1I . 1
50� it - AA
45� / fi l L -i rt -r -r -r r 1- 1- 1-1-1-1 -1 / rt-t-Or Iee7.AAl5 44 CI I f
-
, II pocill 11111111 11 111111 I I
40_ z
II0 III 1 I I 1 1 I I 1 11 1 I I 1 1 I 11
w
c, 35 -/
/
0301/ � I- I-1- I J11JLL1- I_ I_I_I_IJJHIJJLLI_ I_I_I_IJJ11 _
LI : - II I I I I I I I I 1 1 I I I I 1 I I I I I I I
25:--/ I I I I I I I I I I I I I I I I I I I I I I I I 1 1
20� / ) 1 11 ` -144 + H1- I I I I 1 1 - 444 + H1- I I I 1 1 1 - - 44 -
15� T 11- - -
_ z 1 1 , I I 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 I
10 A- 11 - + + HI I I I- -1 1 + I+ I I I I + + + + -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . 11 . . . II . . . II . . . 11. . . II. . . I1. . . II. . ! I. . . I . . 1 ( . . 11 . . 1 ) " I ■Storage
579J II 11 11 II 11 II II I I II I I I I I
/ _I _II II _Ia 41 1 11- Jl 1 j/// __ I J
I 1 II II II II II II 11 1 1 ///��� 1 1 1
577:z 1 II II �/ 1 1 II II II 1 1 I
: + - + - HI - -II ��// - FE - - -I + -1+ - H - + I- H +
d -- ' 1 I I I ///O�, 1 1 II II I 11
2 576� � .I
a -
o - /III II II 1 II
d
5751 I 1 / 11 II II II II II II II 11 1
w - T - T - / - IT - T TI- -IT - I7 - TI- 17 IT TI T I T T
-
574� / II
: )- - _II_ _ _ 11 _ _II_ _IL _ I1 _ _LI- IL 11 LI JI JJ
- / l 1 II II II II II II II 1 1 I I 1 1 1 1 11 1 I
573: I I II II II II II I I I I I I I I I I I/ / / / / / / / / / /
I
- / i / i / i i / i /
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 76
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 77
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 4.08" for 50-year event
Inflow = 168.31 cfs @ 11.97 hrs, Volume= 7.956 af
Outflow = 161.41 cfs @ 11.99 hrs, Volume= 6.769 af, Atten= 4%, Lag= 1.3 min
Primary = 161.41 cfs @ 11.99 hrs, Volume= 6.769 af
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 584.64'@ 11.99 hrs Surf.Area= 13,059 sf Storage= 71,438 cf
Plug-Flow detention time= 100.1 min calculated for 6.769 of(85% of inflow)
Center-of-Mass det. time= 31.4 min ( 848.5 - 817.1 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=161.11 cfs @ 11.99 hrs HW=584.63' (Free Discharge)
t 1=Culvert (Passes 161.11 cfs of 293.46 cfs potential flow)
12=Orifice/Grate (Orifice Controls 157.23 cfs @ 4.37 fps)
3=Orifice/Grate (Weir Controls 3.89 cfs @ 1.20 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 78
Pond 2P: Infiltration Basin 2
Hydrograph
1 1 1 1 , 1 I 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 ' 1 1 1 11 1 11 1 11 1 1 1 1 1 1 1 1 1 1 1 1 ' ❑ Inflow
/ 16831 cfs ❑Primaryj
170_' i 1 I I cfs r 1 1 1 1 1 1 1 1 1 1 1 1 1 rnflowlAr�a:23.4071 aQ
160 1 �/ II y d
150� / II I / 1 11 11 11 II 1�42 1�it‘� •IV`�,
140=' i I 1 1 1 11 11 11 t �g ile l f� f
1301 i 1- I_ I I 1 11 I �+1
1201i / I 1 1 // 1 1 1 1 1 1 1 I 1 II 1 1 1 1 1
1101z � I // 1 1 1 1 1 1 1 11 11 1 1 1 1 1
_' 1001 / V/ 1 11 11 11 11 11 1 1 1 1 1
c 90; z 1 1 1 I 1 I 1 I 1 I 1 II 1 1 1 1 1
7- z � I 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1
704-/ / 1 1 1 I 1 I 1 I 1 I 1 II 1 1 1 1 1
601 / I I_I 1 I 1 I 1 I 1 I 1 II 1 1 1 1 1
501 / 1 1 1 1 11 11 11 11 11 1 1 1 1 1
40-/ z 1 ' 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1
301 / I _ I_ 1 1 11 11 11 II 1 1 1 1 1
201 / __ I I I 1 I 1 I 1 II 1 1 1 1
0- , ,( , ,,(, ., /1
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 I 1 11 I
1 1 1 1 1 11 ///��I
584 — —
I I I 1 1 1 1 �// 1
583� �/ 1 1 1
1 1 11 1 1 1 ��/ 1 1 1 I I 1
5811' )_ —4 4 4 //�% 1 1- —14 11 1
S - / I I I I 1 1 II I 1 11 I I
m 580� k -i + I I H I -i H + 1 1 T T
W ' 1 I I I I I I I II I 11 I I I I
579- - - —i — • — — -r -1 -1— — fi1— m — / - - - — T - 1-1— - fi -r -1 —
578� / II
T IIT -1HIT — I—I— - TT —I
5771 / 1 1 1 I II I I I I II II
- Custom Stage Data z z z z z
576 , , , , , , , , , I/ . . , . j , . . , j , , . , I . , , . I , . , , I , .
/
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 79
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 80
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 4.22" for 50-year event
Inflow = 69.43 cfs @ 12.00 hrs, Volume= 5.459 af
Primary = 69.43 cfs @ 12.00 hrs, Volume= 5.459 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
I I I I I I I I I I I I I I I I I I i i I I I I I I I I I
// I r l I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■Inflow
754/ I 1 F69.43 as 1- I 11 1 I I 1 1 I I 1 1 I I I 1 1 I I 1 1 I I 1 1 1 I I El Primary
I
_ _I 69.43 cfs v inflow Areal 5 5281 ac-7(:) ,/ / � I I � rtr
65� , I 1 V rt rt T 1- 1-1-1-1-1
4 4 + + I- I- 1 -1 -1I I 1 1 -I -I + + + I- I- 1- 1-I-I -1 4
/ _ 1_ _I _L I _LL L L 1 I I I I I _I H 1 1 L L L 1 1_1_1 I _1 _1A 1 _
60 -' / 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
55i / / I 1 . A 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
50� / / 1 1 I— r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
13, 454/ z- 1 1 1 , rtrtTTrr1 1 1 1 ITHrtHTTrr1 1 1 IJJJrtrt -
3 40- / III _ 1 1 J J L L 1 1 1 I J J J H 1 I J L L 1 1 1 I J J J A 1
35= / I 1— / 1111111111111111111111111111
30� / /- 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
254/20� / /— 1- 1-1— H T T r 1- 1-1-1-1-1 T 1 7 H T T r 1- 1- 1-1-1-1 T T 7 T -
15� / k 1 _ H 1 L L L 1 �I L 1 1 L 1 1 J J 1
10= /
5= AO (,1(f ,r/ (r( (f ( 1r ( rf 1(rr
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 81
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 3.53" for 50-year event
Inflow = 202.99 cfs @ 11.99 hrs, Volume= 8.776 af
Primary = 202.99 cfs @ 11.99 hrs, Volume= 8.776 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 . I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
i — 1-1-1 _1 J 1 L L L 1- 1_1-1-1 _ A 1 1 L L 11-1-1_1 -1 A 1 1 L L 1_ 1_ ■Inflow
220' i 202.99 cfs H + H H I I—I H H H T L {— I— 1-1 1 H H T L H I— 1
210 z I� T rtInflow
U Primary
202.99 cfs 'n sl /�I . rt 1- r l I I I-1T rt rt 1T1T18�/17�1�e� �7A ��.��2�
200� i
190
180" i ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0=17 ' i — 1-1— 4 L 1— 1 1-1-1 1 - 4 T L I— I— I I 1 1 —1 —44 T I
160 ' i 1-1—/ T fi 1 111 -f T i 1111 T L 1
150� i 1 1 / 71TT r1 1 1 I ITT7TTTT1 I I ITrTTTT1
140-V / — —
1_ / I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
130 -/
120' / 1 1 1—/ 11LLLI 11 1 ILAILLLI— I 1 1 I ILITLL I
3 1107 i I— I—I—/ 4 T I— I I 1 I—1 4 4 4 L 1— I— I I 1 I —1 —4 4 I— 1
o
Li100_ i — I—I / rtrtrtfirl- - -1 rtrtrtfit 1- 1-1-1-1 rt 1- 1- 1-
904r '
801i
701 i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
60� / 4 4 -L 1— 1— 1-1-1—1 - 4 4 1 1—1-1—1 —1 - 4 4 --L 1 1-
50;/ i -t t + i I— 1— 1-1-1—1 H -t fi t i 1 1—1-1—1 —1 H -t t t j I—
30 i7 T T T 1 7I T T l
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 50-year Rainfall=6.92"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 82
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 2.69" for 50-year event
Inflow = 43.49 cfs @ 12.00 hrs, Volume= 2.273 af
Primary = 43.49 cfs @ 12.00 hrs, Volume= 2.273 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
/ 1 1 I I 1 1 44 1 I 1I-I-I-I-I -1 + I- 1- I- I-I-I -I + + T
I- -I-I-I -I T T T T T I- T I-1-1-1-1 T 7 T T T T I- 1- I- I-1-1 1 1 I ■Inflow
48 -/ t a3.49 I Primary
461/ / 1 143.49 cfs
44 i I- / 4 T T + + i I- I-1-1-1 inflow Area=1 O A130-sac -
424/ / z- 1 1- rt rt rt + fi t r l rt rt rt + fi t r l rt rt
40� 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
384-/ z -
364./ i 1— I—1_/ --!_ -H I— H I-1-1-1—1 —1 4 4 -H -H I— I— I— 1-1-1—1 - -
34/ / z- 1 1-1—_/ t + + i- 1 -1-1-1-1 + t + + I— HI- 1-1-1-1 ± ± rt -
32 —
30 ,
-
y 284"/ / I_ I_1_ 1 1 1 L L LI_I_1_1_IL H J 11 L L LI_ I_1_1_I _I L T 1 _
264-/ iz- 1 1 1 / 1 T T + + 1- H 1 1-1 I + H H t + + i- HI 11-1 I + + T + -
324/ 1 1 \/ 7T7TTT1— I 1 1 1 1 TTTTTTT ITTTT
LL 22� � � III I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 I I 1 1 I I 1 1 1 I 1
204/ zi
1g 1- 1-1-/ T 4 + -I-1-1-1 -1 4 4 4 + 1- I- I-1-1-1 + + T +
16 /- 1- 1-1- TTTTI- 1 -1-1-1-1T7TTTTI- 1- 1- 1-1-1-1TTTT -
141/ /- 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
104-/ 4 4 I- -1-I-I-1 -1 4 4 4 1- 1-1-1-1 - - 4 -
/ fi1 1 1 rtrt + fit rl rtrtrt + fit - rtrt
2y'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 83
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Watershed 1A Runoff Area=7.087 ac 38.28% Impervious Runoff Depth=5.50"
Tc=6.0 min CN=81 Runoff=66.50 cfs 3.247 af
Subcatchment2S: Watershed 1 B Runoff Area=8.441 ac 1.85% Impervious Runoff Depth=5.04"
Tc=31.0 min CN=77 Runoff=36.04 cfs 3.543 af
Subcatchment3S: Watershed 2A Runoff Area=23.407 ac 26.11% Impervious Runoff Depth=4.81"
Tc=6.0 min CN=75 Runoff=197.02 cfs 9.378 af
Subcatchment4S: Watershed 2B Runoff Area=6.405 ac 5.59% Impervious Runoff Depth=4.47"
Tc=6.0 min CN=72 Runoff=50.56 cfs 2.384 af
Subcatchment5S: Watershed 3A Runoff Area=4.980 ac 16.47% Impervious Runoff Depth=3.36"
Tc=7.0 min CN=62 Runoff=28.85 cfs 1.393 af
Subcatchment6S: Watershed 3B Runoff Area=5.150 ac 13.20% Impervious Runoff Depth=3.25"
Tc=10.0 min CN=61 Runoff=25.73 cfs 1.394 af
Pond 1P: Infiltration Basin 1 Peak Elev=577.91' Storage=21,201 cf Inflow=66.50 cfs 3.247 af
Outflow=65.02 cfs 2.891 af
Pond 2P: Infiltration Basin 2 Peak Elev=584.82' Storage=73,868 cf Inflow=197.02 cfs 9.378 af
Outflow=189.61 cfs 8.190 of
Link IL: Point of Analysis 1 Inflow=80.55 cfs 6.434 af
Primary=80.55 cfs 6.434 af
Link 2L: Point of Analysis2 Inflow=238.84 cfs 10.575 af
Primary=238.84 cfs 10.575 af
Link 3L: Combined Off-Site Area Inflow=53.52 cfs 2.787 af
Primary=53.52 cfs 2.787 af
Total Runoff Area = 55.470 ac Runoff Volume = 21.338 af Average Runoff Depth = 4.62"
80.46% Pervious = 44.631 ac 19.54% Impervious = 10.839 ac

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment 1S: Watershed 1A
Runoff = 66.50 cfs @ 11.97 hrs, Volume= 3.247 af, Depth= 5.50"
Routed to Pond 1P : Infiltration Basin 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
• 0.853 98 Proposed Road and Existing Impervious to Remain
• 1.860 98 Proposed Lots Impervious
1.115 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
2.598 74 >75% Grass cover, Good, HSG C
0.308 70 Woods, Good, HSG C
0.305 80 >75% Grass cover, Good, HSG D
7.087 81 Weighted Average
4.374 61.72% Pervious Area
2.713 38.28% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1S: Watershed 1A
Hydrograph
11 1 11 1 1 1 1 11II 1 II I I II I I I I I I I I I I I I I
I- I I I I I I 1 I IIIIIIIIH - ■Runoff
70 -/ 1 II 66.50 cfs I -I -1 1 1 1 1 L L 11 L L L L L 1- I- 1_1_1_1_1_1 -1 -I I -
65 1 I I I 1 1 I 11 I I I I I I I I I I (Type III 24-hr
60� l 1 1 1 1 A -Y loa '1Ra!n1 f HI=L, 111 -1 -
55� I -I 4 4 - 4 4 4 4 'Ruhbff A a1=7-O87_ad -
50 " I 1 I I I 1 1 1 I I I I I I I I I I I 1 1 I I I I
45� 1 1 II II I 11 1 1 I Runoffs oIume*31247 a1
• 40/
f � 11 1 I 1 I I 4 - 4 4 4 - - - - 4 # "1-n,of' 1wrep h1=11J•1N��
c 35-v 11 1 I 11 1 I I 11 1 I I I I I I I I I I Thy-6
LL �
30= 1 1 1 11 II 11 II 1 1 1 I I II II �II �.1��.pp 1 .�1
1 I I 1 1 I I I 1 1 I I I I I I I I I 1 1 I CN 8II
25;--/
H I- 1- I- -I-I-1 -I -1 H t t - 1- -H H H H I 11 1 I 11 1 I H
20 L I_ I_ I_ _I_I _I _I 1 1 1 1 1 1 L L L L L L L I 11 1 I I I 1 1 _I
15 1 1 1 1 II II I II II I II I I I I III I I
10
4- 1I- '- I I I -' 1rtrtrtttfi h1- 1- 1- 1 I I 11 I I H
5 Z Z
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 85
Summary for Subcatchment 2S: Watershed 1 B
Runoff = 36.04 cfs @ 12.24 hrs, Volume= 3.543 af, Depth= 5.04"
Routed to Link 1 L : Point of Analysis 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.156 98 Impervious
0.069 61 >75% Grass cover, Good, HSG B
0.070 55 Woods, Good, HSG B
0.234 74 >75% Grass cover, Good, HSG C
1.528 70 Woods, Good, HSG C
2.410 80 >75% Grass cover, Good, HSG D
3.974 77 Woods, Good, HSG D
8.441 77 Weighted Average
8.285 98.15% Pervious Area
0.156 1.85% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.0 Direct Entry,
Subcatchment 2S: Watershed 1 B
Hydrograph
1 1 11 1 1 11 1 1 -1 -[ fi fi fi t t fi 1- 1- 1- 1- 1 1 11 I I II I 1 -1
40� r I- I- I- 1-1 -1 -1 -1 rt rt rt rt rt fi fi 1- 1- l- 1- 1- 1 11 1 1 I I I 1 I H - ■Runoff
38 L 13604cfsFi-1 I rtrtrtrtrtfifififi rr1 1 1 1 1 1 1 1 1 I 7
34� I- I- I -I-1 -1 -1 -I - -r -r T T T T T T I 1- 1- 1- 1Ty-pe-11-24'1r
-
— 1- 1 1 1 1 1 I I PPPPTTT Ip1 L 4 1.1 I32� T - I- ,/ -1-1-1 - -1 T T T T TTT T T1 -yearI IainIfall1_ •1• -
28 11 1 1 1 1 1 I I I I I Rnbff AI a1 1_411 _ad
24� I I I I I I I I I I Ruioffl MoIume 31J� a1
LL20 T - 1- I_ I_ % II II I II II I 11 1 1 1 I I�ic�31'. 1-1 -
18�
165 1 1 1 1 / II II I II II I III II III I I I 1 �1
14'1 ,_ I I I I II II I II I I II II II I CN 7/I
12� 11 5 I I I I I I I I I I I I I
104- _ ,% I I I I I I I I I I I I I
84-/ LI_ I_ 1_ ,O _1_I _I _IJ11LLLLLLLLLLI I I I I I I I 1 _ _
64/ ,_ L I I- I _1_1 _I _I A A L 1 L L L L L L L L 1 11 1 I I I 1 1 7 _
2L1_ 1_ � //// 1 � 111LLLLLLLI 1 1 1 1 J _
o // , , 1����/�/,�1�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 86
Summary for Subcatchment 3S: Watershed 2A
Runoff = 197.02 cfs @ 11.97 hrs, Volume= 9.378 af, Depth= 4.81"
Routed to Pond 2P : Infiltration Basin 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
1.463 98 Proposed Road
4.649 98 Proposed Lots Impervious
7.626 61 >75% Grass cover, Good, HSG B
1.268 55 Woods, Good, HSG B
7.441 74 >75% Grass cover, Good, HSG C
0.960 70 Woods, Good, HSG C
23.407 75 Weighted Average
17.295 73.89% Pervious Area
6.112 26.11% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Watershed 2A
Hydrograph
� - 1 1 I 11 1 I7111rtrtTTrr71- 1- 1-1- 1 1 -1 -1 -177rt � � T I
220 1 1 1 I 1 1 1 I I 11 1 I I I 1 1 1 I I 11 1 I I , ❑Runoff
' I
190 2007 11 1 I .r 1 1 I I 11 1 I I I 1 1 1 I I 11 1 I I I�If�Q Q 24-r]r_
=
180=' I I HHLTLLLLI 1 I 1 1
170_' ,- 11 1 I -1 1 -I -4 - 44TTHHH4III=yearMainlaI1`= .H 4-
160_ — H 1 1 I -1 1 H H H H H T T H H 1- H Knoll IAred23-40/ ad-
150_' ,- - - 1-1- r- tttfi r- r- I- I-I-I-1-I -I -I rtttfifi- r
140_' 1 1 7 T T T T F r rRunoff IVo1ume=�r3T78 af_ _ _
130_' b RIp ICI I_
120_' I I 11 1 1 I' al11 lvl"N` Fr ,i
110_ - -
0 100_' I_ I_ I_1 _I _I 1 1 1 L L I I I 11 1 I 11 in 6'_ Mill_
90/ ,- I- 1-I -1 - � � 44 + � � 41- 1 1 1 1 1 1 1 -1 - 444' + � �
80=' — I- I- I-1 -I - 4 + + + 1- 1- I I I 1 1 I I -I - -4 4 -w 75-
70-' 4r1- 1- I-1 IH -4rtrtrttt - I I I I I I -IH - rtrtttfir
601 r1 I 1- -I -I -ITTTTTrrr1 I I 1 1 I I -ITTTTTTTr
501 1 1 1 I I I 1 1 I I I 1 1 1 I I I 1 1 I I I 1 1 1 I I 1 1 1
401 :
I I I 1 , I I I I I I I I I I I I I I I I I I I I I I I I I I I I
201 1 I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I 1
1
1 =
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 87
Summary for Subcatchment 4S: Watershed 2B
Runoff = 50.56 cfs @ 11.97 hrs, Volume= 2.384 af, Depth= 4.47"
Routed to Link 2L : Point of Analysis 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.358 98 Impervious
1.320 55 Woods, Good, HSG B
0.567 74 >75% Grass cover, Good, HSG C
1.268 70 Woods, Good, HSG C
0.322 80 >75% Grass cover, Good, HSG D
2.570 77 Woods, Good, HSG D _
6.405 72 Weighted Average
6.047 94.41% Pervious Area
0.358 5.59% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Watershed 2B
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
55L-/ 1 1 1 1 I I I 11 1 1 11 11 I 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 ■Runoff
I- 1 1 15o.56 cfs l -I -[ -[ 7 T T T T 4 4 1 1 1 1 1 1 1 1 1 1 1 4
50 11 1 I 11 11 I I I I I I I I 1Type III 24-hr
45 � rl / 1 -[ 7177TTTT 1 f
1 L 1
I I I I I I I I I I 11�P 7I R-year la�nalll=l' •I•
40� / I I I I I I I I Ru'nbff AI�a'=6.405 ad
- 4 / _ - -I -I -I T T L 1 1 1 1 1 1 1 1 1 _
35L/ I / I I I 1 I I I I I Runoff'Volumeg2.384 af
30� 1 rt rt rt r �n�o aeph7#•;91( I
- / I I I I I I I I I I Td�8.0 1�1'lmrr
LT_ 25- III II II II II II II 11111 _
20� T III 11 1 11 11 1 I I I I TTT
1
0 �(,f //�f f (,/ff�/(�r(1f,(1 ���( f (f f((,( �f /,(1/�lf�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 88
Summary for Subcatchment 5S: Watershed 3A
Runoff = 28.85 cfs @ 11.99 hrs, Volume= 1.393 af, Depth= 3.36"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
0.820 98 Impervious
4.160 55 Woods, Good, HSG B
4.980 62 Weighted Average
4.160 83.53% Pervious Area
0.820 16.47% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.0 Direct Entry,
Subcatchment 5S: Watershed 3A
Hydrograph
1 I I I -
32� I- I- I- I-1 -I -1 4 4 4 4 4 T T 1- 1 I- I 11 1 1 I I I 1 I - - ■Runoff
304/ I 1- I—I 28.85 cfs 1 II I I I I I I I I I I I I I I I I I I I I I II I I I
28 II I I I I I I I I I I I I I I I I pIType III 2J4�J-h r
26� I- I- / -I-I-I -I -I -I -1T T T T T T T174 -17`I l iF%[ainf H1=-11•1• ,I -
24- 11 I I ✓ 11 I 1 -I -[ t t t ,{ I�
22� RI.I�V� A�CC���F..7OV��
I- I- I- -I-1-I -I -I 4 4 T T Runoff
H I_ III I 11 1 1 I I _
20 1 1 1 1 1 1 I I I I I I I I Runofffi VoIIIumeg113193 of
18 I- ll- ll- ll / I II 1 1 1 1 1 1 1 1 1 1 1 l ' "'1"oaf'
l�ep- Ii—
16_
o I I I -I -1 -17 TTTTTTTT1- IIIT&7.1) 11tin
LL 147'
1 1- 1- 1- ✓ -1-1-1 -1 -1 H H H H + + t 1 1- HHHH - 1- 1-I-I-I-I-II H H H -
12i-/ H 4 I I I 1 1 1 CI_gw2 -
10 -/ 1 / 1 1 I I I I I I I I I I I I
8 ./ I l l II I I I I I I I I I I I I I I I I II I I I I I I
6y 1 1 1 ' II I I I I I I I I I I I I I I I III I I
I I- I- - 77TTTTTTT1- 1 I I I I II I IT
- k H I- I- I- -1-I -I -I H -1 + + + + T T + + H 1- 1- I-I-I-I -I -I + -
24/ i
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 89
Summary for Subcatchment 6S: Watershed 3B
Runoff = 25.73 cfs @ 12.02 hrs, Volume= 1.394 af, Depth= 3.25"
Routed to Link 3L : Combined Off-Site Area
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.74"
Area (ac) CN Description
* 0.680 98 Impervious
4.470 55 Woods, Good, HSG B
5.150 61 Weighted Average
4.470 86.80% Pervious Area
0.680 13.20% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 6S: Watershed 3B
Hydrograph
/ 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 11 1 1 1 1 1 1 1 1
28i/ 11 1 1 I I I II II I II II I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
III Mira II II II II 111111111111111
kI- I I- I- / - -1 1 -I -1 -I -4 -4 + + + I- I- I- I I Type11-2-4 -
247" � I_ I- I- I_ �Is�h IQI L
22 1 1 1 1 / II II II I I '�Y- "`T- I����n1 �1= 1
20: 1- 1- 1- % 11 1 I 11 1 I 'Ruh off AV-ea1=5.150 ad
4- I- 1 1 1 I I I 1 -I -4 + + + I- I- 1 1 1 1 1 1 1 1 +
18 / I I I % 1 I I I 11 1 1 1 Runoff Vol umeg11394 of
16� r l I I I I I I I I I I I I I I I I I I
II*in I o�f II Pe I h I��
H1 1- I 1 1 - -1 I 77 + TTTT
14�0 — I- 1 1 I 1 1 - -[ -[ 444 -L -L -L41- 411- 1- ITc 0m 1i
" 121/ 1 1 1 / 1 I I I I I I 1 1 1 1 1II II IIII11 1 1 1 1
10� l I I % II II 11 1 1 I I I II II III I Ci'4 61
— 17 11 11 1 71 71 71 7 7 + T T T T 7 7 17 1 III1 1 1 1 1 7
8: ,_ H 1 1 11 1 _I _4 _4 _L _L + T H H H 1 1 1 1 I I 1 1 _I
6� 1 1 1 1 1 1 1 1 1 1 1 II II 1 III 1 1 1 1 1 1
— — — -
4� 1 1 1 1 1 1 1 1 1 II III 1 1 1 1 1
— 1- 1- 1- 1- -1-1 -1 -1 1 -[ 1 rt -r -r T T T T 1- I 1 1 1 1 1 - -1 -1 - -
2 I I I I I I
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 90
Summary for Pond 1 P: Infiltration Basin 1
Inflow Area = 7.087 ac, 38.28% Impervious, Inflow Depth = 5.50" for 100-year event
Inflow = 66.50 cfs @ 11.97 hrs, Volume= 3.247 af
Outflow = 65.02 cfs @ 11.99 hrs, Volume= 2.891 af, Atten= 2%, Lag= 1.0 min
Primary = 65.02 cfs @ 11.99 hrs, Volume= 2.891 af
Routed to Link IL : Point of Analysis 1
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 577.91'@ 11.99 hrs Surf.Area= 6,176 sf Storage= 21,201 cf
Plug-Flow detention time=83.0 min calculated for 2.891 af(89% of inflow)
Center-of-Mass det. time=28.4 min ( 827.0 - 798.6 )
Volume Invert Avail.Storage Storage Description
#1 572.00' 28,571 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
572.00 1,326 0 0
573.00 2,008 1,667 1,667
574.00 2,747 2,378 4,045
575.00 3,543 3,145 7,190
576.00 4,394 3,969 11,158
577.00 5,303 4,849 16,007
578.00 6,268 5,786 21,792
579.00 7,290 6,779 28,571
Device Routing Invert Outlet Devices
#1 Primary 572.00' 36.0" Round Culvert
L= 31.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.00'/ 571.50' S= 0.0161 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 7.07 sf
#2 Device 1 576.90' 60.0" W x 7.2" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 577.50' 60.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=64.87 cfs @ 11.99 hrs HW=577.90' (Free Discharge)
4-1=Culvert (Passes 64.87 cfs of 71.42 cfs potential flow)
12=Orifice/Grate (Orifice Controls 48.09 cfs @ 4.01 fps)
3=Orifice/Grate (Weir Controls 16.78 cfs @ 2.08 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 91
Pond 1 P: Infiltration Basin 1
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 11
1 1 ' 11 ttt- r1 1 1 1 1t -1 -1fittI- 1- 1 1 I 1 1tt - ID Inflow
1 66 5o cfs -H -H I- H 1 1 I I 1 - 4 4 4 4 -H 1— r 1 1 I I 1 - - 0 Primary 1
I
707 I 65.o2 cfsT 1 1 1 1 InfIowjArea 17JQ87aC
65-/ ./ d _j
60 / 1 / ' 1 1 1 1 1 1 1 1 1 1 1 I�f a EIlev1-5/7-91'
557 / z- I- // t t r 1- 1-1-1-1-1 T 1 rt -r -r ,- i- 1 1 1 /� T rt -
- 1 // I- 1-1-1-1-1 - -I 4Storage 21152tif14 Cf.
507 7-
-
_I_// I I 1 1 I I 1 1 I I III 11 1 I I 1 I I _
45- / I 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
in
5 40 / / 1 1 1 1 1 I I 1 1 I I 1 1 1 1 I 11 1 I 1
a35 / '— I— I 1 ttr1- 1-1-1-1-1 -1 1 1 -r -r -r I- 1- 1 1 1 1 Ittrtt -
LL 30� � I I 1 - - - � I- I- 1 1 I I 1 - A 4 4 - � I- I- 1 1 I I 1 - - 4 4 -
- / 1 1 1 I I I 1 1 I I 1 1 1 1 I I 1 1 I 1
25 " - - -
I 11 1 I 1 I I 1 1 I I 1 1 1 1 I I 1 1 I 1
204/ / I 1 1 1 1 1 1 I I 1 1 I I 1 1 1 1 I 11 1 I I
15 ./ z- 1 1 - rtrtttrr1 1 1 1 Itrtrtrtttrr1 1 1 1 Ittrtt -
10 z- I
I II - = -H -HrI- I I I I 1 - 44447I_ HI 1 I I I _I _I _I 4 -
- / I 1 1 ' ' 1 1 ' ' 1 11 1 ' ' 1 1 '
5=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 1 P: Infiltration Basin 1
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 ■Surface
. . . . . . 11 . . . II . . . il . . . 11. . . II. . . I1. . . I1. . . ! 1. . . I . . 1 ( . . 11 . . 1 ) • • I ■Storage
579J II II 11 11 11 11 11 11 11 I I 1 1 1
_L _II II II_ Hi 11- _HI 1 1 ,:d- I _I _H
�I 1 11 II II II II II II 1 1 ///�� 1 1 1
- /
577:7 1 11 II �/ 1 BHHH+ - HH + HH *
- + - HI - -II- ' 1 I 11 11
c -
o - / II II II 1 II 1 1 1 1 II 1 1 1 1 1
d
575—z 1 / / II II II II II II II II 11 1
w - T - T - / - IT - T TI— —IT — I-T — TI— IT IT TI TI TT
-
574� / II I II II II 1 1 II 1 1 1 1 11 1
)— — _II_ _ _ 11 _ _1_ _IL _ 11 _ I1— 1 L 11 LI 11 _I L
- / 1 1 II II II II II II II II II 1 1 II 11 1 I
573: I 1 II II II II II 11 II II 11 1I 1/ / / / / / / / /
- / i / i / i i / i /
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000 28,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 92
Stage-Area-Storage for Pond 1 P: Infiltration Basin 1
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
572.00 1,326 0 577.20 5,496 17,086
572.10 1,394 136 577.30 5,592 17,641
572.20 1,462 279 577.40 5,689 18,205
572.30 1,531 428 577.50 5,786 18,779
572.40 1,599 585 577.60 5,882 19,362
572.50 1,667 748 577.70 5,979 19,955
572.60 1,735 918 577.80 6,075 20,558
572.70 1,803 1,095 577.90 6,171 21,170
572.80 1,872 1,279 578.00 6,268 21,792
572.90 1,940 1,470 578.10 6,370 22,424
573.00 2,008 1,667 578.20 6,472 23,066
573.10 2,082 1,871 578.30 6,575 23,718
573.20 2,156 2,083 578.40 6,677 24,381
573.30 2,230 2,303 578.50 6,779 25,054
573.40 2,304 2,529 578.60 6,881 25,737
573.50 2,378 2,763 578.70 6,983 26,430
573.60 2,451 3,005 578.80 7,086 27,133
573.70 2,525 3,254 578.90 7,188 27,847
573.80 2,599 3,510 579.00 7,290 28,571
573.90 2,673 3,773
574.00 2,747 4,045
574.10 2,827 4,323
574.20 2,906 4,610
574.30 2,986 4,904
574.40 3,065 5,207
574.50 3,145 5,518
574.60 3,225 5,836
574.70 3,304 6,162
574.80 3,384 6,497
574.90 3,463 6,839
575.00 3,543 7,190
575.10 3,628 7,548
575.20 3,713 7,915
575.30 3,798 8,291
575.40 3,883 8,675
575.50 3,969 9,067
575.60 4,054 9,468
575.70 4,139 9,878
575.80 4,224 10,296
575.90 4,309 10,723
576.00 4,394 11,158
576.10 4,485 11,602
576.20 4,576 12,055
576.30 4,667 12,517
576.40 4,758 12,988
576.50 4,849 13,469
576.60 4,939 13,958
576.70 5,030 14,457
576.80 5,121 14,964
576.90 5,212 15,481
577.00 5,303 16,007
577.10 5,400 16,542

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 93
Summary for Pond 2P: Infiltration Basin 2
Inflow Area = 23.407 ac, 26.11% Impervious, Inflow Depth = 4.81" for 100-year event
Inflow = 197.02 cfs @ 11.97 hrs, Volume= 9.378 af
Outflow = 189.61 cfs @ 11.99 hrs, Volume= 8.190 af, Atten= 4%, Lag= 1.2 min
Primary = 189.61 cfs @ 11.99 hrs, Volume= 8.190 af
Routed to Link 2L : Point of Analysis 2
Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Peak Elev= 584.82'@ 11.99 hrs Surf.Area= 13,291 sf Storage= 73,868 cf
Plug-Flow detention time=89.4 min calculated for 8.189 of(87% of inflow)
Center-of-Mass det. time=28.5 min ( 840.9 - 812.4 )
Volume Invert Avail.Storage Storage Description
#1 576.00' 76,264 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) _(cubic-feet)
576.00 4,180 0 0
577.00 4,992 4,586 4,586
578.00 5,861 5,427 10,013
579.00 6,786 6,324 16,336
580.00 7,768 7,277 23,613
581.00 8,805 8,287 31,900
582.00 9,899 9,352 41,252
583.00 11,049 10,474 51,726
584.00 12,255 11,652 63,378
585.00 13,517 12,886 76,264
Device Routing Invert Outlet Devices
#1 Primary 572.50' 60.0" Round Culvert
L= 182.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 572.50'/ 571.30' S= 0.0066 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 19.63 sf
#2 Device 1 583.00' 72.0" W x 18.0" H Vert. Orifice/Grate X 4.00 C= 0.600
Limited to weir flow at low heads
#3 Device 1 584.50' 72.0" x 72.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=189.37 cfs @ 11.99 hrs HW=584.82' (Free Discharge)
t 1=Culvert (Passes 189.37 cfs of 296.26 cfs potential flow)
12=Orifice/Grate (Orifice Controls 175.18 cfs @ 4.87 fps)
3=Orifice/Grate (Weir Controls 14.19 cfs @ 1.85 fps)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 94
Pond 2P: Infiltration Basin 2
Hydrograph
I I 1 -1 -I
220_ i TTTL1 1 1T TT1- i- 1 1 1 1 1T7TTTi-
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 ❑ Inflow
210 ' / 1 1_ 1_1 1197.02 cfs II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LI _ ' ' 1 1 I I 1 1 I_ 1_ ❑Primary
200=- / )- I- Hi 891cfss 1' _L _L L i- I_ 1_1_1_I _I _L _L inflow Area=23 4O --ac-
190=' / ,+ I- I-1 %-/ 7 + + T I- I- I-1-1-I H 4 7 + -H r 1I- I ''AAI ``+, 7 + +
180 / fi I- I-1 rt t t t r 1- 1-1-1-1 t 1 1 t t I-�I�aikiEl-e 4 �-
170 / TI I / 77TTr1 I777TTr 1i .01
160 1 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I 4WI- i 9 Y- 1
150- i
140 ' i ) 1 I 1-/,/ 1 1 L L 1 1 I I_I _I _l 1 1 L L I- 1 1 1 I 1 1 7 1 1 L I- I
1307' i ,- 1 11- // 77 TI- 1 1 1 1 1 - 47 + -HI- I- I I I 1 1 -17 ± 1- I- 1
1201i ,11 1 1-( 4ttTI- I 11 1 1447 + -HI- I- I I I I 1 ± 7tfi1- I- 1
3 110- i ,T 11 1-✓ 7 T T T I- 1 1 1 1 1 T 7 7 T T r r 1 1 1 1 1 T 7 T T 1- 1- 1-
O 1001 i
11111111111111111111111111111
1 901i - -
801 / I I_ 1_1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
701 i ,r I- 1-1 _L 7 T I- I_ 1_1_1_1 _I _L 7 l- I- 1_1_I_I _I _l 7 ± T I_ I_
601i + I- I-I-' 7 + + 4- I- 1 1-I-I-I + 47 + + I- I- 1-1-I-I 1 + 7 + + I- I-
5011 fi t 1 1-r1 T t - t t t 1-40 / -
� 1 I I I 1 1 l I I I I I I I I I 1 I
301 / -
z Alm.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 2P: Infiltration Basin 2
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000 13,000 ■Surface
I ■Storage
585_/61 1 1 11 1
- /
1 1 1 11 1 ///�I
584 -I -
- 1 1 1 1 I 1 �// 1
583=7 1I I I 1 I 11 1 �/ _ 1 1 1
z 1 I I I 1 1 1 �// II 1 1 1
-7 5811' _L 7 7 //.% , 1 IT - - I I H T
O - z I I I I 11 II 1 11 I I I 1 I
m580� k 4 + 1 -1- - I 4 H + I I H -H
w ' 1 I I I I I 11 II I 1 1 I I I 1 1
5791 - - -L - • - - t -I -1- - t1- r - 1 - 1 - - 1 - I-I- - t t -I -
578� / II
T I IT -1 7 I T 1 1 T T -1
577:z 1 I I II I 1 1 I I I II
- Custom Stage Data / / / / /
576 , , , , , , , , , I' . . , . j , . . , j , , . , j . , , . 1/ , . , , j , . ./
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage(cubic-feet)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 95
Stage-Area-Storage for Pond 2P: Infiltration Basin 2
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
576.00 4,180 0 581.20 9,024 33,682
576.10 4,261 422 581.30 9,133 34,590
576.20 4,342 852 581.40 9,243 35,509
576.30 4,424 1,291 581.50 9,352 36,439
576.40 4,505 1,737 581.60 9,461 37,379
576.50 4,586 2,192 581.70 9,571 38,331
576.60 4,667 2,654 581.80 9,680 39,294
576.70 4,748 3,125 581.90 9,790 40,267
576.80 4,830 3,604 582.00 9,899 41,252
576.90 4,911 4,091 582.10 10,014 42,247
577.00 4,992 4,586 582.20 10,129 43,254
577.10 5,079 5,090 582.30 10,244 44,273
577.20 5,166 5,602 582.40 10,359 45,303
577.30 5,253 6,123 582.50 10,474 46,345
577.40 5,340 6,652 582.60 10,589 47,398
577.50 5,427 7,191 582.70 10,704 48,463
577.60 5,513 7,738 582.80 10,819 49,539
577.70 5,600 8,293 582.90 10,934 50,626
577.80 5,687 8,858 583.00 11,049 51,726
577.90 5,774 9,431 583.10 11,170 52,836
578.00 5,861 10,013 583.20 11,290 53,959
578.10 5,954 10,603 583.30 11,411 55,094
578.20 6,046 11,203 583.40 11,531 56,242
578.30 6,138 11,812 583.50 11,652 57,401
578.40 6,231 12,431 583.60 11,773 58,572
578.50 6,324 13,059 583.70 11,893 59,755
578.60 6,416 13,696 583.80 12,014 60,951
578.70 6,509 14,342 583.90 12,134 62,158
578.80 6,601 14,997 584.00 12,255 63,378
578.90 6,693 15,662 584.10 12,381 64,609
579.00 6,786 16,336 584.20 12,507 65,854
579.10 6,884 17,020 584.30 12,634 67,111
579.20 6,982 17,713 584.40 12,760 68,380
579.30 7,081 18,416 584.50 12,886 69,663
579.40 7,179 19,129 584.60 13,012 70,958
579.50 7,277 19,852 584.70 13,138 72,265
579.60 7,375 20,584 584.80 13,265 73,585
579.70 7,473 21,327 584.90 13,391 74,918
579.80 7,572 22,079 585.00 13,517 76,264
579.90 7,670 22,841
580.00 7,768 23,613
580.10 7,872 24,395
580.20 7,975 25,187
580.30 8,079 25,990
580.40 8,183 26,803
580.50 8,287 27,627
580.60 8,390 28,460
580.70 8,494 29,305
580.80 8,598 30,159
580.90 8,701 31,024
581.00 8,805 31,900
581.10 8,914 32,785

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 96
Summary for Link 1 L: Point of Analysis 1
Inflow Area = 15.528 ac, 18.48% Impervious, Inflow Depth = 4.97" for 100-year event
Inflow = 80.55 cfs @ 11.99 hrs, Volume= 6.434 af
Primary = 80.55 cfs @ 11.99 hrs, Volume= 6.434 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: Point of Analysis 1
Hydrograph
I 11 11 4 1 1 H I I 11 1 1 1 4 11 1 I I 1 1 -1 rt rt
1 1 1 1 1 11rtrtttI- 1- 1-1-1-1-It 1 tr -r I- itI 11 1 Ittrt -r - ■Inflow
90= 8°5cfs ❑Primary
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85 / 1_ 1 1-80.55, t t t - 1- 1- 1-1-1-1 -Inflow Ared=15152$Ha
80 /
75 z— I I — tttttH i t ltt -rtttttH i t ltt -rt -
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 97
Summary for Link 2L: Point of Analysis 2
Inflow Area = 29.812 ac, 21.70% Impervious, Inflow Depth = 4.26" for 100-year event
Inflow = 238.84 cfs @ 11.99 hrs, Volume= 10.575 af
Primary = 238.84 cfs @ 11.99 hrs, Volume= 10.575 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: Point of Analysis 2
Hydrograph
I_ 1_1_1 _I J J 1 1 L L I_ 1_1_1_1 _I J 1 1 L L L I_I_I_I _1 L 1 1 L L L I_
/ I I I 1 1 1 I I II I II III I I 1 1 I I 1 1 I I 1 1 I I 1 1 I ■Inflow
260� I ,238.84 cfs 1 1 1 I 1 I I 1 1 I 1 1 I I 1 1 I I 1 1 I I 1 1 I I ❑Primary
- 1238.84 cf;I inflow
s� A p
240� / 1-1- � - - L I -1-1-1 - --I - Inflow Area29.812-ac-
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42'44 46 48 50'52 54 56 58'60 62 64 66'68'70 7'2
Time (hours)

281015401 - Proposed Quantity with SCMs Type 1124-hr 100-year Rainfall=7.74"
Prepared by Langan Engineering Printed 8/9/2024
HydroCAD® 10.20-3f s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 98
Summary for Link 3L: Combined Off-Site Area
Inflow Area = 10.130 ac, 14.81% Impervious, Inflow Depth = 3.30" for 100-year event
Inflow = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af
Primary = 53.52 cfs @ 12.00 hrs, Volume= 2.787 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: Combined Off-Site Area
Hydrograph
Z1 11 II 1 11 1 I II II I II I I 1 1 i
I II II III II 1 1 1 II II 11 III 1 1 1 1 I ■Inflow
= / l 153sz I I II ❑Primary1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

DRAWDOWN CALCULATIONS

Minimum Surface Area for an Infiltration System
281015401
Sage at Marvin
Infiltration Basin 1—
_ Factor of Safety 2 minimum of 2 is recommended
_ Design Volume1 15,481 ft3
Hydraulic ConductivityZ 5.00 inches/hour
Maximum Dewatering Time 72 hours
Minimum Surface Area 1,032 ft2
Minimum Dewatering Time3 48 hours
Actual Surface Area 1,326 ft2
Actual Dewatering Time 56 hours
Infiltration Basin 2
Factor of Safety 2 minimum of 2 is recommended
Design Volumes 51,726 ft3
Hydraulic Conductivity2 5.00 inches/hour
Maximum Dewatering Time 72 hours
Minimum Surface Area 3,448 ft2
Minimum Dewatering Time3 48 hours
Actual Surface Area 4,180 ft2
Actual Dewatering Time 59 hours
Notes:
1. Per 15A NCAC 02B .0602, the design volume is the difference in the stormwater
runoff from the pre- and post-development conditions for the 1-year, 24-hour
storm.
2. The hydraulic conductivity is based on test results for the imported soil media.
These test results are included in Appendix A.
3. Per 15A NCAC 02B .0602, the treatment volume shall be drawn down no faster
than 48 hours.

EMERGENCY SPILLWAY
CALCULATIONS

Emergency Spillway Calculations
281015401
Sage at Marvin
Infiltration Basin 1
Peak Inflow into Basin @ 100-year storm event: 66.50 CFS
Width of Emergency Spillway: 20 FT
Consider emergency spillway as a broad-crested weir.Then, Q= 3.1 B H3/2
Q=flow rate through spillway, cfs
H =weir height,ft
B = bottom of spillway width 20 FT
Side slopes= 10:1
Solving for H, H = (Q/3.1 B)2/3
Weir Height= 1.048 FT
Average velocity V= Q/A= 2.082 FT/S
Allowable velocity for silt loam = 3.0 ft/s 2.082 OK

ATTACHMENT 2

FIGURES

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SURVEY OF: 9820 JOE KERN ROAD",PREPARED BY THE SURVEY COMPANY,INC.,DATED 09/19/2022. \\\ \ \ I I I I(\ , ` \ ( /� ) \ \ \ \\\ I) \ //� \ J I \ \ \ \ \ \ \ \ \ \ \ `�// ` )
2 FLOODPLAIN
02/19/201 BOUNDARIES SHOWN ARE BASED ON FEMA FIRM COMMUNITY PANEL NO. 3710445600L, REVISED �\ 111 \ I'\\\\��;;/ l/ \`) ��!I �� � \\ I \\ \\I\)\\11111 /////1 ( 1 f/(J/ \\\ \ \\ \\ \ \ \ I ( 1 1\\ V\ \\\ \I/11 ( Project No. Figure
3 BUFFER PERF UNSONH�OUNT�ORDNANCE,SIDOE_FONT UPLANDU ZONE PERTUNIONINCOUNTY2 ORDINANCE,G AND S200ZONE FT \\\ )�//\�/�/)f/��//J II (71 \ � � \ ( j \ 1\ I 1 /ji1�1/j)1))1(I /// \ \ / I r/ ^ \ \\ \ \� \\ \ \ ) \ \\\ \ \ �) `( \\ 281015401
4. THENCDEOUNDERGROUND U UNDISTURBED BTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING UFFER. \ 11 I I/11 \ \I\\ r \ \ \` (\(7 I\ ) \ I \ 1 - j\//// ���� I \ - // --� —\ ,\ \_/ ,1\\\\\ 1 ( ` 1 \ \ \\1 ��C G-i a \ .//I \\ \ Date 024
DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL 11 I I (I I I \ \ l \ I \ \
TSUCH HAT THE UNDERGROUNDRU TILITIESESHOWN SERVICE
ARE INOTHEB EXACT LOCATIONS INDICATEDFALTHOUGH HE DOESWCERTIFY \\\\I11\\I I \\\\\\ \\\ �� / 1\\1\ \\ \ (��) \ ~/////\/l I�j� \I I
\ Ur = \\\ \ \ \\ \ I 1 \ I \ \ ) I \ \ ` j ( �1O. ( �-0� 50 100 Drawn By �I�
F THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE.THE SURVEYOR HAS NOT \\ 1\\ \\\\\\��\\ \� �\\ \\�1 \ \\ )\\ \\� \ 1 I /1 I//// /�/ (\ \ \'r1(I / \ ) 1 \ \\ \ \ \ \ \\\1 l \I I l 1
PHYSICALLYLOCATEDTHEUNDERGROUNDUTILITIES. \\\\\ \� \\\\\��\ \\�\�\(' �\\�� /�) \(771\\
II I� \101\\1�111 �I�`l If((/2�f)) 11 \\�\t I//✓�f/� ) 111 112 \\\`\\\\\\\� \\ \\\\41 1 \\\1\\\ \\�\ %GALE`/ij`t00' Checked By
l Date:4/23/2024 Time:21:54 User:ijankun Style Table:Langan.sib Layout:FIG 4 Document Cade:FG-281015401-0201-CG104-0102

CN CALCULATIONS

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 1
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.866 84.85
D Impervious 98 2.479 242.98
B Open Space, Good Cond. 61 6.469 394.59
B Woods, Good Cond. 55 0.910 50.03
C Open Space, Good Cond. 74 4.233 313.26
C Woods, Good Cond. 70 0.677 47.41
Totals= 15.634 1133.12
CN (weighted) = total product 1133.12
_ - 72.48 Use CN = 72
total area 15.63
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 2
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.043 4.26 1
C Open Space, Good Cond. 74 0.090 6.64
Totals= 0.133 10.90
CN (weighted) = total product 10.90
_ - 81.83 Use CN = 82
total area 0.13
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 3
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.061 5.95
D Impervious 98 0.310 30.37
C Open Space, Good Cond. 74 0.893 66.07
C Woods, Good Cond. 70 0.074 5.19
Totals= 1.338 107.58
CN (weighted) = total product 107.58
- - 80.43 Use CN = 80
total area 1.34
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 4
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.491 48.15
D Impervious 98 1.860 182.23
B Open Space, Good Cond. 61 1.247 76.06
B Woods, Good Cond. 55 0.400 22.01
C Open Space, Good Cond. 74 2.101 155.46
C Woods, Good Cond. 70 0.209 14.61
Totals= 6.307 498.52
CN (weighted) = total product 498.52
_ - 79.04 Use CN = 79
total area 6.31
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 5
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.400 39.23
D Impervious 98 0.930 91.12
B Open Space, Good Cond. 61 0.664 40.49
B Woods, Good Cond. 55 0.048 2.67
C Open Space, Good Cond. 74 1.845 136.55
C Woods, Good Cond. 70 0.245 17.16
Totals= 4.133 327.22
CN (weighted) = total product - 327.22 - 79.18 Use CN = 79
total area 4.13
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 6
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v �, N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.110 10.78
D Impervious 98 0.310 30.37
C Open Space, Good Cond. 74 0.389 28.75
C Woods, Good Cond. 70 0.063 4.41
Totals= 0.871 74.31
CN (weighted) = total product 74.31
- - 85.28 Use CN = 85
total area 0.87
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 7
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab m
(Appendix A) CO
area ratio)
D Impervious 98 0.082 8.04 1
C Open Space, Good Cond. 74 0.089 6.57
D Open Space, Good Cond. 80 0.039 3.15
Totals= 0.210 17.76
CN (weighted) = total product 17.76
_ - 84.49 Use CN = 84
total area 0.21
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

Project Sage at Marvin By: RRW Date: 4/23/2024
Location Village of Marvin, Union County, NJ Checked By: IJ Date Checked: 4/23/2024
Circle one: Present (Developed Swale 8
Runoff Curve Number(CN)
Soil Name
Cover description CN 1 Area
and (cover type,treatment, and Product
hydrologic condition;
hydrologic N r, x acres of
group percent impervious; v N N .2 CN x Area
unconnected/connected impervious _ ab ab mi
(Appendix A) CO
area ratio)
D Impervious 98 0.263 25.73
D Impervious 98 0.620 60.74
B Open Space, Good Cond. 61 0.395 24.12
C Open Space, Good Cond. 74 0.148 10.99
D Open Space, Good Cond. 80 0.194 15.48
Totals= 1.620 137.06
CN (weighted) = total product 137.06
_ - 84.62 Use CN = 85
total area 1.62
\\Iangan.com\data\CLT\data4\281015401\Project Data\_Discipline\Site Civil\Stormwater\Swales\281015401-Proposed CN
Calculations v1.2

HYDROCAD REPORT

® ® ® <4S>
® <6S>
® <8S>
Swale wale 2 Swale\I wale 4 Swale\I wale 6 Swalee wale 8
nj
2L nj
4�
CB-201 CB-202 CB-101 CB-102
SubCat Reach 'On. II Routing Diagram for 281015401 -Proposed Swales
Prepared by Langan Engineering, Printed 4/23/2024
HydroCAD®10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC

281015401 - Proposed Swales
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 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 10-year Type II 24-hr Default 24.00 1 5.16 2
2 25-year Type II 24-hr Default 24.00 1 6.14 2

281015401 - Proposed Swales
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
8.775 61 >75% Grass cover, Good, HSG B (1S, 4S, 5S, 8S)
9.788 74 >75% Grass cover, Good, HSG C (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S)
0.233 80 >75% Grass cover, Good, HSG D (7S, 8S)
6.509 98 Proposed Lots (1S, 3S, 4S, 5S, 6S, 8S)
2.316 98 Proposed Road and Existing Impervious to Remain (1S, 2S, 3S, 4S, 5S, 6S, 7S,
8S)
1.358 55 Woods, Good, HSG B (1S, 4S, 5S)
1.268 70 Woods, Good, HSG C (1S, 3S, 4S, 5S, 6S)
30.247 76 TOTAL AREA

281015401 - Proposed Swales
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
10.133 HSG B 1 S, 4S, 5S, 8S
11.056 HSG C 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S
0.233 HSG D 7S, 8S
8.825 Other 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S
30.247 TOTAL AREA

281015401 - Proposed Swales
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
0.000 8.775 9.788 0.233 0.000 18.796 >75% Grass cover, Good
0.000 0.000 0.000 0.000 6.509 6.509 Proposed Lots
0.000 0.000 0.000 0.000 2.316 2.316 Proposed Road and Existing
Impervious to Remain
0.000 1.358 1.268 0.000 0.000 2.626 Woods, Good
0.000 10.133 11.056 0.233 8.825 30.247 TOTAL AREA

281015401 - Proposed Swales Type II 24-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 6
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Swale 1 Runoff Area=15.634 ac 21.40% Impervious Runoff Depth=2.32"
Tc=6.0 min CN=72 Runoff=65.07 cfs 3.025 af
Subcatchment2S: Swale 2 Runoff Area=0.133 ac 32.33% Impervious Runoff Depth=3.22"
Tc=6.0 min CN=82 Runoff=0.75 cfs 0.036 af
Subcatchment3S: Swale 3 Runoff Area=1.338 ac 27.73% Impervious Runoff Depth=3.03"
Tc=6.0 min CN=80 Runoff=7.16 cfs 0.338 af
Subcatchment4S: Swale 4 Runoff Area=6.308 ac 37.27% Impervious Runoff Depth=2.94"
Tc=6.0 min CN=79 Runoff=32.81 cfs 1.545 af
Subcatchment5S: Swale 5 Runoff Area=4.132 ac 32.19% Impervious Runoff Depth=2.94"
Tc=6.0 min CN=79 Runoff=21.49 cfs 1.012 af
Subcatchment6S: Swale 6 Runoff Area=0.872 ac 48.17% Impervious Runoff Depth=3.52"
Tc=6.0 min CN=85 Runoff=5.28 cfs 0.256 af
Subcatchment7S: Swale 7 Runoff Area=0.210 ac 39.05% Impervious Runoff Depth=3.42"
Tc=6.0 min CN=84 Runoff=1.24 cfs 0.060 af
Subcatchment8S: Swale 8 Runoff Area=1.620 ac 54.51% Impervious Runoff Depth=3.52"
Tc=6.0 min CN=85 Runoff=9.81 cfs 0.475 af
Link IL: CB-201 Inflow=65.82 cfs 3.061 af
Primary=65.82 cfs 3.061 af
Link 2L: CB-202 Inflow=39.97 cfs 1.884 af
Primary=39.97 cfs 1.884 af
Link 3L: CB-101 Inflow=26.77 cfs 1.268 af
Primary=26.77 cfs 1.268 af
Link 4L: CB-102 Inflow=11.06 cfs 0.534 af
Primary=11.06 cfs 0.534 af
Total Runoff Area = 30.247 ac Runoff Volume = 6.747 af Average Runoff Depth = 2.68"
70.82% Pervious = 21.422 ac 29.18% Impervious = 8.825 ac

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Swale 1
Runoff = 65.07 cfs @ 11.98 hrs, Volume= 3.025 af, Depth= 2.32"
Routed to Link 1 L : CB-201
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.866 98 Proposed Road and Existing Impervious to Remain
2.479 98 Proposed Lots
6.469 61 >75% Grass cover, Good, HSG B
0.910 55 Woods, Good, HSG B
4.233 74 >75% Grass cover, Good, HSG C
0.677 70 Woods, Good, HSG C _
15.634 72 Weighted Average
12.289 78.60% Pervious Area
3.345 21.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1 S: Swale 1
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1
70� 1 1 1 1 I I I 11 II I II II 11 1 1 1 1 1 1 1 1 1 I I I 1 1 1 ■Runoff
I I I6507cfs I —I rt rt rt rt rt fi fi fi fi r r l 1 1 1 1 1 1' n1 w41 1 -1
65� L 1 I I / 1 1 I L L L L L L L L I I 1�ypl1� h
60 1 1 1 1 / III II 1 1 1 I I 1 p I �I p Ip1 1 1 1 I_
55� T 1 1 1 1 / I I I II 1 1 1 I I I'. lf,-- -y� }�,{��I r�r l ,+
1-1-I -I -I rtrtrtt -rtRUhoffAre& 1-5.634 ��
50� / _I-I-I -I -I L 1_ I_ 1 1 1 1 1 1 1 1 1 1 1 _
45� 1 1 1 1 / III II I 11 1 1 1 Runoff)Volumeg31025 of
c 35� L I_ I_ I_ _I-I-I -I -I I I I L L L 1 ILLILL I— I— I_IT�.in'
LL 30� 1 1_ 1_ 1_ / _I I I II I 11 II I 11 1 1 1 1 1 11 11 1 1 1
25� T I 1 1 1 / I I I II I 11 1 1 I 11 1 1 1 1 I I C F4 72
/ -1-1-I -I -1 1 -[ 1 rt rt -r rt -r I- 1- l I I 1 1 1 1 -
2077
15? ' L L L L L L
101! 11 1 1 I I 1 1 1 I I 1 1 1 1 1 I II 11 1 1 1 1
4- 1- I- I- 1 % -1 1 -1 -I -L rtfififih11II 11 1 1 1 1 1 1I -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: Swale 2
Runoff = 0.75 cfs @ 11.97 hrs, Volume= 0.036 af, Depth= 3.22"
Routed to Link 1 L : CB-201
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.043 98 Proposed Road and Existing Impervious to Remain
0.090 74 >75% Grass cover, Good, HSG C
0.133 82 Weighted Average
0.090 67.67% Pervious Area
0.043 32.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: Swale 2
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
T 1 I 1 1 I I I 1 1 I I I 1 1 1 I I 1 1 1 I I 1 1 1 I I 1 1 1 I I I 1 ❑Runoff
0.8=
1- 1- 1— I—I075cfs1 —1777rtT 1 I I I I -1717rt -rT1- 1- 1 1
0.75_ 1— 1— I-1 1 - 4 4 4 4 4 4 H 1 I I— I—I—I-1 11 —1 —I -Type-pe 11 24-hr
0.7 I— I—I— / —I I— I— 1—TO-"C�11r-M1n 4-'11$.1 01
0.65 1— 111 ) 1 1 1 1 1 1 1 1 1 1 1 1 1
0.6_ 1 1 1 1 1 I II 11 I I Riknoff- ea_ 0.-33_
0.55= 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
0.5: 1 1 1 1 1 / 1 1 1 1 1 1 1 1 1 1 1 Runoff-Val ame=0'036 of
ri
LT) , 1— 1— II— / -1 —11 H H H t + t t H 1 11— II— 11—I—I UllLY�I'�De-P I- 12•
0.45�
0.4_ 1_ 1_ 1_1 / _I -1 --4 4 4 4 4 4- 1- I— I- 1 1 I 1 1 1 1 -1 -1 ELF. �' 0 enMI—
LL 0.35_ J_ 1 I_ ILLJ1 _Li LLLLI I I I I I _I _I 11LLLLL
I V I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 11 11 CN82
0.25 ,' 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
02. 11 I I I .7 I I I I 1 1 1 I I I 1 I I 1 1 1 I I 1 1 1 I I I 1 1
1- 1 1 1 1 ; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0.157- rI — 1rtrtrtrtfifirrl 1 1 1 1 1 -1 -1 rt rt rt -r firrrl-
0.1 I— 1— 1—1 • -+ 1 1 1 I 1 1 1 1 ---I -+ 4 4 -k -k 1— 1— 1— 1-
0.05= . •
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: Swale 3
Runoff = 7.16 cfs @ 11.97 hrs, Volume= 0.338 af, Depth= 3.03"
Routed to Link 2L : CB-202
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.061 98 Proposed Road and Existing Impervious to Remain
0.310 98 Proposed Lots
0.893 74 >75% Grass cover, Good, HSG C
0.074 70 Woods, Good, HSG C
1.338 80 Weighted Average
0.967 72.27% Pervious Area
0.371 27.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Swale 3
Hydrograph
z- T I 11 1 1 I I I T T T rt T T T 1 I 1 1 1 1 1 I 1 1 1 1 -1 1 rt rt rt -
8 I I I I I I I I 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 ❑Runoff
- j_ L I_ 1_I7iscfs II _I _I J J J 1 1 1 J L J LLLI 1 1 I I I 1 I J J J!� _
7� I 1 1 1 1 1 1 1 1 1 1 1 1 III 11 1 1 1 1 1 1 IType III 24-hrr
1 II 1 /
6� 1 1 1 1 I I' �Y"��1rlpl � �Y�1 -
I / I I I I 1Ruhbff` Area1=1.338 ad
- + + 1- / - + + 4 4 + + + + I- I- I- 1- 1- 1-, - -I I-I-1 -1 -1 -I 4 + + -
511 / I1 1 1 1 1 1 1 Runoffs oiIumeg01338 at
41 / 1 1 I I I I I I InI"' IBIS r1r
o / I 1 I 1 1 1 1 1 1 1 1 11 11 Td8.0 Illih
-1Itt I I IHHHttt -
3 1 / 1 I I I I 1 I I I I 1 I I I I I I I I I I 1 CNg80
/ 1 1 11 1 1 1 1 1 11 1 1 1 I I
2-" 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 I 1 II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
7 7 —1 — III I I 1 7'-1-1 - I I I I r -
1- / ' 1
0-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 4S: Swale 4
Runoff = 32.81 cfs @ 11.97 hrs, Volume= 1.545 af, Depth= 2.94"
Routed to Link 2L : CB-202
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.491 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots
1.247 61 >75% Grass cover, Good, HSG B
0.400 55 Woods, Good, HSG B
2.101 74 >75% Grass cover, Good, HSG C
0.209 70 Woods, Good, HSG C
6.308 79 Weighted Average
3.957 62.73% Pervious Area
2.351 37.27% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Swale 4
Hydrograph
I- 1 1 1 I I 1 1 -I4444 4- 1- 1- J I- 1- 11 1 1 I I I 1 1 -
36i L 1_ 1_ 1_1_ I I_I-I _I _I _1 _ 1 1 1 L L L L L L L I 11 1 1 I I I 1 I L _ ■Runoff
34:::-/ ,- L I I 132.81 cfs 1 1 1 I _1 AA L 1 L L L L L L L L 1 11 1 1 I I II 1 1 L
324-/ , I III / 11 11 I 1 1 1 1 1 1 I 1 1 1 1 1 I IT'Xp_eiil 244w
304-/ I- 1_ 1_ 1_ / I 1 1 I I I I I I I I I _14 �I`,pI�I 1 {�I II � _
28� I- 1_ I_ I 1 1 1 1 1 1 I I I I I I II Year 1Ra!rif Tern• 1
26 _ 1 I_ I_ I- / 1 1 1 1 1 11 11 1 1 Runoff Anaa=6-.3O$_ad -
22 -/ ' 1— 1 / 11 11 I I I I Runo
11111111111
22� fflV-otu nef1545-al
H 1 1 1 11 11 1 I I 11 1 1 1 6. 1I J�I� � I_
I I I / I I I I I I I I I I I I 7
20� Fl �{I I I I I 1 to I e � I
018� — r1 1 / 1 1 1 I -1 -1 -177TTTT7771- 1 1 1 Ti irtin -
LL 16t/
1- 1 1 / 1 1 1 1 -1 -1 -177TTTFT771 1 I -I
14� 1r1 1 / I I I I1rtrtrrrfiTTrrrrI I I VA' 9 -
12; ,r 1 I- I- 1- / -1-1-1 -1 -1 -1 -[ rt rt rt -h fi fi t 1- 1- r 1 1 1 1 1 1 1 1 1 1 1 -
10� 4- H 1- 1- 1-1-1 -1 -1 H H H H H + H t t H H H H 1- 1- I-I-1-1-1-1 -1 -1 H
EEEE1 ' EEEEEEEEHTHHThHEI
1- 1- 1-1-1-1-1-1 -1 -1H1 1 1 1 1 1 1 1 1 1 - -
1 1 1 1 1 1 1 1 1 1 - -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 5S: Swale 5
Runoff = 21.49 cfs @ 11.97 hrs, Volume= 1.012 af, Depth= 2.94"
Routed to Link 3L : CB-101
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.400 98 Proposed Road and Existing Impervious to Remain
0.930 98 Proposed Lots
0.664 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
1.845 74 >75% Grass cover, Good, HSG C
0.245 70 Woods, Good, HSG C
4.132 79 Weighted Average
2.802 67.81% Pervious Area
1.330 32.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 5S: Swale 5
Hydrograph
T 1 I I I I I I III 1 1 T
23 11 1 1 I I I 11 1 I I 11 1 1 I I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
224-/ L1 1 I2149fsI 11 1JTT111LLLL L1 1 1 1 1 1 1 1 1 1
21 I- I- I- -I-1 -I -1 A T T 4 4 -k T T 1- I- I- 2-4 I- I- (Type-III- - -
20+' I- I- 1- -I-I -I -I T rt rt -r t t t I- 1- l IpI 1 I
19 1 1 1 1 III 1 I I 11 1 1 I I I I'V-J�`I a 1��Ia!I {'r' I -
18 - -
17� L I_ 1_ 1_ / _1-1-I -I -I J L L L L L L 1 ubbf Area=41_32_ae -
164/ II- I- I- / -I-I-I - -I -ITT44 1- II1 I'..„,�,�1 1 1 1 1 -15 I- I I I / I I I 1 -t T t - t t t R rVOI llegii01'-2-af -
14 _ / _ af' I Ur@ � -
13_ - -
I 11 1 I I 11 1 1 I I 11 I vi
-
12� I I I I I I I I I I I I I I I I I I I I I I r 1. I _
114 I- I / I 1 TT777tT L 1- 1- 1I- 1 I I -F�• 8fl�'riih
10_ h- I- I 1 / -1-1-1 -1 -1 H H T H t H t t t 1 H H H I 1 1 1 1 1 I III pp-
9� / -I-I-1 -I -1 -I -1T T T T T T T T T T I- I- I- 1-1-1-I-11, N 79 -
81,/ I II / I I I 1 I I 11 1 1 I I 11 1 1 I I 11 1 1 I I I 1 1 1
7;
6 I- I- I- -I-I-1 -I -1 4 T T 4 4 T T H 1 11 1 1 I I I 1 1 -
53' I- 1 1 1 1 1 1 T t t t t t 1 1 1 1 1 -1
h- I I I I I -1TTHHTTTTTh- h- hI I I I 1 1 I I 1 1 7
3' 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
14/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 6S: Swale 6
Runoff = 5.28 cfs @ 11.97 hrs, Volume= 0.256 af, Depth= 3.52"
Routed to Link 3L : CB-101
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.110 98 Proposed Road and Existing Impervious to Remain
0.310 98 Proposed Lots
0.389 74 >75% Grass cover, Good, HSG C
0.063 70 Woods, Good, HSG C
0.872 85 Weighted Average
0.452 51.83% Pervious Area
0.420 48.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 6S: Swale 6
Hydrograph
1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ❑Runoff
I I 15.28 cfs 1 I I I I II I I I I I I I I I I I I I I I I I I I I I
- T TI I I / —I —ITT T T 1 T T T T T T T1 I I (Type-11-24-hr
I 1 1 1 I I 1 1 1 1 1p a t 1 ��
1 / I I I I I I I I 1 1 111 �Var 11�a� Illdi17 .11 1
—I I - - 444 + + T 1 .Ruh A Cal=c 2ad -
4� / 1 1 I I I I I I I I I `,I I I I I I I I I I I I I I I I
/ I 11 1 1 1 ' Runoff olumeg012566 af
/ 1 1 1 11111"T• 11811u1"717?•" 1
LL _ 1 1 1 / I I I I II I I I I I I I I I I I I I I I II II II I I
2-/ 1 1 1 1 1 1 1 1 1 1 C1S1g65
- / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1111 1 1 1 1 1 1 1 1 1 1 1 1
- fi —I —I I I I I I I I I rt t -
1�
_ I I I I III
- I I I I
ZgL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 7S: Swale 7
Runoff = 1.24 cfs @ 11.97 hrs, Volume= 0.060 af, Depth= 3.42"
Routed to Link 4L : CB-102
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.082 98 Proposed Road and Existing Impervious to Remain
0.089 74 >75% Grass cover, Good, HSG C
0.039 80 >75% Grass cover, Good, HSG D
0.210 84 Weighted Average
0.128 60.95% Pervious Area
0.082 39.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 7S: Swale 7
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I 11 1 1 I 11 1 1 I I 11 ❑Runoff
1 1 I I 1 124 cfs I I I I I I II I I I I I I I I I I I I I I I I I I 1 I I
1 1 1 11 1 1 I I 1 1 1 1 1 1 1 1 1 1 IType III 24-hr
1 1 1 1 1 1
LLL111LLLLLL 1tVdirINId!nl11g11 01 L _
1 I I I I I I IRuhbff Area1=0.210 ad
1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I I 1 I I I 11 I Runoff Volu meg0.060 af
1 1 11 l I I I l Iikulnl"T' 11D11eph� .�
I I I 1 1 1 1 1 1 1 1 1 1 1 1 Td6.0 fh'lirl
1 1 1 1 1 1 1 I I ' I I I 1 1 1 1 II 1 1 1 1 1
1 1 1 1 1 I I 1 1 ' I I I 1 1 1 1 II CNg84
I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 11
1 1 1 1 I I l l l l l 1 1 1 1 II 1 11
111 � 111
" 111 " " 11 � � 111 III
//o /////////////� , //////////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 8S: Swale 8
Runoff = 9.81 cfs @ 11.97 hrs, Volume= 0.475 af, Depth= 3.52"
Routed to Link 4L : CB-102
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-year Rainfall=5.16"
Area (ac) CN Description
0.263 98 Proposed Road and Existing Impervious to Remain
0.620 98 Proposed Lots
0.395 61 >75% Grass cover, Good, HSG B
0.148 74 >75% Grass cover, Good, HSG C
0.194 80 >75% Grass cover, Good, HSG D
1.620 85 Weighted Average
0.737 45.49% Pervious Area
0.883 54.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 8S: Swale 8
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I II I I . . I I I I I I I I I I
I I I I I I 11 1 1 1 1 1 1 1 1 1I I I I I I I I I I I I I I I ■Runoff
10L/ 1 1 lesiosl1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 111111111
' 1 11 11 1 11 11 1 1 I I I pI �I I 1T'XpeJ1l24 41 '
- � 11 1 1 1 � A � 44 + 14if 111ia!nlfaUi7 .111 � -
81-/ I I I II 11 1 II II 1 1 I Rulnbff Awea1=1.620 ad
71/ 11 11 I 11 I Runoffs Volume014175 of
I 14 nY 1l aephc�� •15 .�
LL5� 1 - I- I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 11 Td�8.0 riiid
3- 11 1 11 I I -I -4 -4 4 4 -k -k I- I- I- I II I 1 1 I I -
4L-/ I I I i I II II I II II I I I I I I I 11 I CN85
I 1 1 -1 H H H H H t t fi h 1- 1- 1- 1 I I 1 I 1 1 1 H
33 11 1 11 11 1 11 11 1 1 11 II 1 11 1 1 1 1 1 1
2 1 1 1 11 11 11 11 11 II 11 1 1 1 1 1
11 1 11 11 1 11 11 1 1 11 II 1 11 1 1 1 1 1 1
1)/ 4- - 1- 1-
II 11 I 11 I 11 I 11 I I 11 I II I 11 I I I I I I I
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 15
Summary for Link 1 L: CB-201
Inflow Area = 15.767 ac, 21.49% Impervious, Inflow Depth = 2.33" for 10-year event
Inflow = 65.82 cfs @ 11.98 hrs, Volume= 3.061 af
Primary = 65.82 cfs @ 11.98 hrs, Volume= 3.061 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: CB-201
Hydrograph
I I I I I I 1 1 I I 1 I I I1 1 I I I 1 1 I I 1 I I 1 1 1 I
� 1- 1-1-1-1 1 � 7 I TTF � I I II I77 77TTF � 1 I I I ITT I ■Inflow 1
`
:j/ / / L6582cfs
❑Prima_I71 LLL L1 1_11 I ]gfI �Wo Area157617LaCL -
60 -/ / '` I I III 11 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 III
55 -/ � 1 1 77T7FI— I 1 1 1 1777T7FII 1 1 1 7 7 7 —
50j / '~ 1— I—. 7 I— + + I— 4
I III I III I 1 1 II 11 1 1 1 1 1 II .
45i I I III I III I IIIIII 1 1 1 1 II
)
13 40 / I 1 III I I 11 1 1 1 1 II 1 1 1 1 1 1 II
335 / zI 1 1 FFFTFFFIIFFFTFFFIIFFFFT -
30� /
LL I I I —1744 LLI- 1 1 11 - 444 + LLI 1 1 I I 1 - —I44 -
- / 1 1—I—� III I I 11 1 1 1 1 I 1 1 1 1 1 1 1 1 I I
� 1— -
25 / I I 1 III I III I 1 1 II 11 1 1 1 1 1 1 I
20 ' " 1 I I ' III I III 1 1 1 1 1 II 1 1 1 1 1 1 II
15 ' 4- 1- 1—I— /� rttttI- 11-1-1-1-1 -Irtrtrttti- 1- 1- 1-1-1-I - - tt -
io ,_ 1- -1 ,/ - 7 4 1 L L L 1 1 1 1 1 _ 4 4 4 1 L L L 1 1 I I I _I _ 4 4
0 r 2-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 16
Summary for Link 2L: CB-202
Inflow Area = 7.646 ac, 35.60% Impervious, Inflow Depth = 2.96" for 10-year event
Inflow = 39.97 cfs @ 11.97 hrs, Volume= 1.884 af
Primary = 39.97 cfs @ 11.97 hrs, Volume= 1.884 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: CB-202
Hydrograph
I I 1 - 1 7 4 4 4 1- 1 I-1-I-I-1 -1 ---1 A 1 4 1- 1- I- I-I-I-1 - 4 7 4 -
z- I 11 1 I I 1 7 -t t t 1- L I I I I 17 1 1 -r t t 1- I I I I I 17 t 1 1 - ■Inflow
44i-/ i z- 1 - —I 39.97 cfs 17 7 7 T T F 1- l I T�7M 7 7 T T L L 1 ITT 7 T - ■Primary
42� i /— 1 1—I sss7 I1fIowArea 6 ac
40� / , — — j �I
38 / /_ 1 1- J71LL1_ 1_ I 1 1 1 IL1711LLL1 1 1 1-ILL71 -
364/ / 1- I- 7 7 4 -4 I- 1I-I-1-1-I -I -I -I 4 4 -4 1- 1- I- I-1-1-I 4 4 4 4
341/11 i r— 1- 1-1- 1 fi fi t t 1— 11-1-1-1-1 —1 1 1 t t t 1— 1- 1- 1-1-1-1 t t 1 t -
32 / /— 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
305' z -
28� i � 1
y 2657 z /_ 1- 1-1- _1 1 1 1 L L L I-I-1-1-1 _I _I 7 1 1 1 L L I- I-1-1-1 L L 7 1
15 2447i 1- 1-1- -+ 7 7 4 -4 1- 1I-I-1-1-I -I ---1 7 7 4 -4 1- 1- I- I-1-1-I4 4 7
22 -/ / ,_ 1- 1-1- -17fitt1- 1 I 1 I -h7ttt1- 1- I- I-1-1 -Itt7 -r
LL 20- z- 1 1 1 777TTF1- 1 1 1 777TTLL1 ITTTT
18 z
1647i �
14= / z_ 1 1 1 11LLLLI 11 7711LLLI 1 1 1 1LL71 -
12j' i 1— 1-1— % 4 4 4 4 I— 1 ---I I 11 I 4 I 4 4 -4 1— 1— I— I—1-1 —I 4 4 ---I 4
10 i ,_ 1- 1-1- rt rt t fi 1 - - -I—I —1 rt rt rt t fi f I— — — —I—I rt t
8- / r— 1- 1-1— 77 T T >- 1- 1-1-1-1-1 T 7 7 7 T T 1- 1- 1- 1-1-1-1 T T 7 T
6' / � 1 1 1 1 1 1 1 1 1 1 1 1 1
25 -
/
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 17
Summary for Link 3L: CB-101
Inflow Area = 5.004 ac, 34.97% Impervious, Inflow Depth = 3.04" for 10-year event
Inflow = 26.77 cfs @ 11.97 hrs, Volume= 1.268 af
Primary = 26.77 cfs @ 11.97 hrs, Volume= 1.268 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: CB-101
Hydrograph
III 1 1 1 1 1 II III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11
k 1 1 1 1 -1 -14 + + I- I- I I I I 1 + -I -I + + {- I I I I I 1 + + - - ■Inflow `
1_IJ2617 ds I1 J 4 ± L L LI I I 1 1 L _1_1 J J _ ❑Primary
28 / 1 IQI
l26.n`f' 11 1 1 11 1 11 1 IInfIowlArea=&. Qr41IaIci
26� 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1
24- / H + -1 + 1H I I I I I I I I I I I I I I I I I I
� A-22 — 1—I- • + + i— H I— —I—I-1 —1 H + + 1— I— I—I—I-1 + H + -
/ 1_1_/ . J 1 J J L L 1 I I 1 1 _1 _1 1 J J L 1 1 1 I I 1 J J J 1 _
20� � z 0
-
18 /` I /
16
a 14 A— - I—I— 1 fi ± ± 1— 1 I ii t t � LLH 1 rt
A—
LL i — 1-1_/ _L 1_ 11 1 1 1 1 _1 _1 4 l _L 1_ 1- 1- 1-1-1 -1 _I _I4 4 -
12� / � I 11 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1
10i /V I I I 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1 I I
8-
4- t- 1-1- 1 rt t t 1- 1- 1 1 1 1 1 1 rt t t I- 1- 1- 1-1-1-1 -1 -1 rt -r -
6 -1 4 4 � L H I 1 1 1 I _14 4 4 4 L 1_ H I 1 1 1 I _I _I4 4 -
4 /
1 1 III II 1 1 1 1
2: / /%��������������������������/�����
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 10-year Rainfall=5.16"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 18
Summary for Link 4L: CB-102
Inflow Area = 1.830 ac, 52.73% Impervious, Inflow Depth = 3.50" for 10-year event
Inflow = 11.06 cfs @ 11.97 hrs, Volume= 0.534 af
Primary = 11.06 cfs @ 11.97 hrs, Volume= 0.534 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: CB-102
Hydrograph
� I 11 1 III 11 III 1 1 1 1 1 1 1 1 1 11
II I III II III 1 1 1 1 1 1 1 1 I I ■Inflow
12 fiI— I—I >>.osas rt rt t t r r1-1-1-1-1 —I rt rt rt t t r I— I— I—I—I —I t t -r ❑Primary
- i I I / 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1
10� 4- 1- 1-1-/ rtrttrrl—I—I—I—I — / rtrtrtrrl— I— I—I—I—Ittrtrt -
' I_/ 11 1 I I I I I I I I I I 1 1 I I I I I I I 1 1 I I _
9 / 1I 1 1 / 11 1 I I I I I I I I I I 1 1 I I I I I I I 1 1
8� 4— — 1-1— t t r 1- 1-1-1-1-1 t / / -r t t r l— I—I—I—I t t rt rt -
y 7: ' � I_ I_I_/ rt rt r
1 1 I I I I I I I I I I 1 1 I I I I I I I 1 1
o _ / 1 1 / 11 1 I I I I I I I I I I 1 1 I I I I I I I
33 6 -/ 4- - 1-1-/ rtrtttrrl 1 I I I Itrttttr1- 1- 1-1-1 -Itt77
LL - ' 1 1 I / l 1 1 I I 1 1 I I 1 1 1 1 1 I I 1 1 I 1 1
5_ T
4 -/ fiI I I / ttrrl 1 1 1 1 Itttttrr1 1 1 1 Itttt -
3� ' ` I
= i I I I / 1 1 1 1 1 I I I I I I I I I 1 1 1 1 I I I I I I I I 1 1
2 -/ 1 % -[ -ftt17 1 � � I 1 1 1 I 1 I I 1 I I 1 1
1-.001j�� // ,,r ry
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type II 24-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 19
Time span=0.00-72.00 hrs, dt=0.01 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
SubcatchmentlS: Swale 1 Runoff Area=15.634 ac 21.40% Impervious Runoff Depth=3.11"
Tc=6.0 min CN=72 Runoff=86.76 cfs 4.049 af
Subcatchment2S: Swale 2 Runoff Area=0.133 ac 32.33% Impervious Runoff Depth=4.12"
Tc=6.0 min CN=82 Runoff=0.95 cfs 0.046 af
Subcatchment3S: Swale 3 Runoff Area=1.338 ac 27.73% Impervious Runoff Depth=3.91"
Tc=6.0 min CN=80 Runoff=9.12 cfs 0.436 af
Subcatchment4S: Swale 4 Runoff Area=6.308 ac 37.27% Impervious Runoff Depth=3.80"
Tc=6.0 min CN=79 Runoff=42.03 cfs 2.000 af
Subcatchment5S: Swale 5 Runoff Area=4.132 ac 32.19% Impervious Runoff Depth=3.80"
Tc=6.0 min CN=79 Runoff=27.53 cfs 1.310 af
Subcatchment6S: Swale 6 Runoff Area=0.872 ac 48.17% Impervious Runoff Depth=4.43"
Tc=6.0 min CN=85 Runoff=6.57 cfs 0.322 af
Subcatchment7S: Swale 7 Runoff Area=0.210 ac 39.05% Impervious Runoff Depth=4.33"
Tc=6.0 min CN=84 Runoff=1.55 cfs 0.076 af
Subcatchment8S: Swale 8 Runoff Area=1.620 ac 54.51% Impervious Runoff Depth=4.43"
Tc=6.0 min CN=85 Runoff=12.21 cfs 0.599 af
Link IL: CB-201 Inflow=87.70 cfs 4.095 af
Primary=87.70 cfs 4.095 af
Link 2L: CB-202 Inflow=51.16 cfs 2.436 af
Primary=51.16 cfs 2.436 af
Link 3L: CB-101 Inflow=34.11 cfs 1.632 af
Primary=34.11 cfs 1.632 of
Link 4L: CB-102 Inflow=13.77 cfs 0.674 af
Primary=13.77 cfs 0.674 af
Total Runoff Area = 30.247 ac Runoff Volume = 8.838 af Average Runoff Depth = 3.51"
70.82% Pervious = 21.422 ac 29.18% Impervious = 8.825 ac

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 1S: Swale 1
Runoff = 86.76 cfs @ 11.97 hrs, Volume= 4.049 af, Depth= 3.11"
Routed to Link 1 L : CB-201
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.866 98 Proposed Road and Existing Impervious to Remain
2.479 98 Proposed Lots
6.469 61 >75% Grass cover, Good, HSG B
0.910 55 Woods, Good, HSG B
4.233 74 >75% Grass cover, Good, HSG C
0.677 70 Woods, Good, HSG C _
15.634 72 Weighted Average
12.289 78.60% Pervious Area
3.345 21.40% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 1 S: Swale 1
Hydrograph
LIIIII 11 1 1 1 L L L _. L L L L . 1 1 1 1 I I I 1 I L _
95 -/ L I I I 11 1 I L L L L L L L L L L I 11 1 1 I I I 1 I L - ■Runoff
90i/ L I- 1 )86 76 cfs 1-1-I-1 -I -1 J I I 1 L L L L L L L L L I 1 1 1 1 1 1 1 1 1 L -
854/ LI 1 I 1 1 I i _1 1 L L I IType1Il-24_hr
80i/ LI 1 1 / 1 1 1 I _I LLLLLL HLal 1pp1 1 11 1 1
75 L 1- I_ I_ 1 _I _I L L L L L -year I��Ia!nlfaU 11 L -
70 L I 1 1 I I I I _I A A L L L L L L R fIAlfe&4r 6_34 ao -
65� L I— 1— I_ / _1—1—1 —1 —I L L L L LLLLLLI 1 1 1 1 1 1 1 1 1 L
60 L 1— I— I- / _I—I—1 —1 —1 a - -1 L L L L L Ru h ELM-O =41O49_a -
503 L 11— 1I— -1—1_II —11 —11 _ L L L L L L L L'L"Ln1O 111-4rep 17 1 1 1_
0 45� L I— I— I_ -I J—I —I —I J 1 1 1 1 L L L L L L I— I— I_T6t6 -
LL407-.' LI I I / 1 1 1 LLLLLLLLLL I I �I +I 1 IL
354/ L / -1-I-I -I -I J I I 1 L L L L L L L L L I 1 1 1 -
304/ LI I I / I 1 I _I LLLLLLLLLLI 1 1 1 1 1 1 IL
254/ L I- I- I_ 1-1-I -1 -1 I I I 1 L L L L L L L L L I 1 I I 1 1 1 1 1 1 L _
204/ LIII 11 1 _I LLLLLI I II 1 1 1 1 IL
154/ LII1 I I 1 A A A 1 1 L L L L L L L L I 1 1 1 1 1 1 1 1 1 L _
104-/ LI— I— I- O I—I —I —I _I _ ILLLLLLLLLLI I I I 1 1 1 1 1 1 L -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2S: Swale 2
Runoff = 0.95 cfs @ 11.97 hrs, Volume= 0.046 af, Depth= 4.12"
Routed to Link 1 L : CB-201
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.043 98 Proposed Road and Existing Impervious to Remain
0.090 74 >75% Grass cover, Good, HSG C
0.133 82 Weighted Average
0.090 67.67% Pervious Area
0.043 32.33% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 2S: Swale 2
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1
I/— 1— 1 1 1 1 -1 1 1 rt rt -r -r -r r 1- 1- 1- 1 II 11 1 -1 -1 -1 rt rt -r ❑Runoff
1 �o95 cfs I I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I V Type III 24-hr
1 1 I I I 11/ th
p 1a l I 1 11 1 1 1 1 I I ,P -ye`1r �I�ainlfall=6.11 •+
/ 1 1 1 1 1 I I 'Ruhbff Area0.133 ad
/ 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 Runoff1Volurmeg0.046 of
1111 N / I I 1 1 I I I 1 n,u1"Ni' 11D11epTh1=4•11
1
LL11 1111 1111 1111 Td±6.0 hlih
/ II 1 Ill 1 III 1 1 1 1 1 1 1 1 1 1 1
/ i I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CNg82
/ 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1
l 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1
' I I I 1 1 1 1 1 1 1 1 1 1 1
1iiii� iiiiiiiiiiii�iiiiiii�ii�ii�iiiiiiiii�iiii�ii/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 3S: Swale 3
Runoff = 9.12 cfs @ 11.97 hrs, Volume= 0.436 af, Depth= 3.91"
Routed to Link 2L : CB-202
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
* 0.061 98 Proposed Road and Existing Impervious to Remain
* 0.310 98 Proposed Lots
0.893 74 >75% Grass cover, Good, HSG C
0.074 70 Woods, Good, HSG C
1.338 80 Weighted Average
0.967 72.27% Pervious Area
0.371 27.73% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 3S: Swale 3
Hydrograph
I- 1 1 1 I I I 1 1 -I -[ HHHH -L HHHI- 1 11 1 1 I I I 1 1 -
10- I I I I I I I 11 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 ■Runoff
: 1I- I- 9.12 cfs I I 1 I —I —[ —[ 44 -L -L - I— I— I— I 11 1 1 I I I 1 I - -
9L III 111 11 I 11 1 1 I I 11 1 1 I I I 1Type III 24-hr
I 1-1 - -1 H H H H + + + + - Hal- I- 1-1-I-I-I- -1 - -
8� 1 1 1 11 1 I I 11 1 1 I I I -year 1I�,a!nlfaII •11 I
I- I I ' I I 11rt1rt -Lilt fitonbffAi6a'=1.3388-ad -
7
- 1 11 11 11 1 1 1 1 1 1 1 p ff 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
r 1 I i I 1 71 7[ 7[ rt rt rt T T I�una �o1Un?eg014 -df -
6- 1- 1 1 11 11 1 1 1 1 1 1 1 1
I I 1 _lI e ff 110e OILS*_1
-
5�0 I I I I I I I I I I I
1 1 1 I I I I I I
I
LL 1- 11- - T �b.0 Aii ri
4:/ 1 1 II I I 1 II I I 1 1 I I I 1 1 1 I I 1 1 1
11 1 I I II I I I II I 11 1 I I 11 1 I CN80
3y 1 11 11 1 11 I 11 11 I I 11 1 1 1 1 1 11 1 1
- 11 1 11 1 11II 1 11 I I 11 III 11 1 1
2:17 III II II I II II I II I 1 1 1 1 1 I II 1
'I / I 1 1 1 1 1 "
0
i .; i��i�ii�iiii�iiiio (����l �i i , ���
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 4S: Swale 4
Runoff = 42.03 cfs @ 11.97 hrs, Volume= 2.000 af, Depth= 3.80"
Routed to Link 2L : CB-202
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.491 98 Proposed Road and Existing Impervious to Remain
1.860 98 Proposed Lots
1.247 61 >75% Grass cover, Good, HSG B
0.400 55 Woods, Good, HSG B
2.101 74 >75% Grass cover, Good, HSG C
0.209 70 Woods, Good, HSG C _
6.308 79 Weighted Average
3.957 62.73% Pervious Area
2.351 37.27% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 4S: Swale 4
Hydrograph
1 1 1 1 1 1 1 1 1 1 H H H 1 1 1 1 _. _ L l_ L L . 1 1 1 1 1 1 I L _
464/ — H I I 11 I I -I -I H H 4 4 + T T L L 4 4 I- I I I I I I I I I I H - ■Runoff
441/ — r I-1 42.03 cfs b I I I rt rt rt rt rt t t t H H 1- 1- 1 11 1 1 1 1 1 1 1 -1
42; r 11 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ITypeli 24 c
34 H I- I- I- I I I I H H H + + + T T t iRutnbff AireaI=6-3O$ o
32' I I ' / 1 1 1 -1 -r -r77TTTT77711 1 Ie� 1/
30 1 I / III I I I I I IRUTII'fofIr lurme2 OOO a
284-/ � - - -
w 26 L I_ I_ I_ 1_1_I _I _I J 1 1 1 L L L L L� II-.1 I _
241/ H I- I- I- -1-I-I -I -I 4 4 4 4 H
22 -/ 4- 1 l I ,/ 1 1 I I -1 - - - ttttt1- 1 1 1 I-fit 6-n r
LL204/ � � I ,/ I I 1 IHHH77TTTT71- 7P1 11 1 1 1 I I 1 17
18� 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 eIAY P7aA
164/
144/ .- LI I / 1 1 I IJH44111TLLLLLLI I I I 1 1 1 I 11
124/ — I / 1 1 I I -I -4 -4 4 T 4 -k -k 4 1- 1 I II 1 1 I 1 4
1C) )•- I I 11 1 1 1 1 -1
84'/E 111IHHH77TTTT7771- 1 1 I I 1 1 I 17
2 ,���� �������������������������������i���������������
o-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 5S: Swale 5
Runoff = 27.53 cfs @ 11.97 hrs, Volume= 1.310 af, Depth= 3.80"
Routed to Link 3L : CB-101
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
• 0.400 98 Proposed Road and Existing Impervious to Remain
• 0.930 98 Proposed Lots
0.664 61 >75% Grass cover, Good, HSG B
0.048 55 Woods, Good, HSG B
1.845 74 >75% Grass cover, Good, HSG C
0.245 70 Woods, Good, HSG C
4.132 79 Weighted Average
2.802 67.81% Pervious Area
1.330 32.19% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 5S: Swale 5
Hydrograph
LI 1 1 1 1 1 1 1 IJ A A L L L L _ _ L L L I_ 1 1 1 1 I I I 1 IL
30i-/ 1 1 1 1 1 I I 11 11 I 11 1 1 I I 11 1 1 I I 11 1 1 I I I 1 1 1 ■Runoff
28y 11 27 53 cfs 11 1 1 1 I 1 1 1 1 I I 11 1 1 1 1 1 1 1 1 1 1L1 1 1 1
I- I 1 1 1 1 -I -r -r -r rt -r -r r r r - I- 1 1 1 1 Ty-p-e-11
26 1 1 1-1-1 -I -1 6 -'ear l,Iarnl1TaUr 1 I
24_ I I I I I I I I I I I I I I I I I I
22 11 1 I 11 11 I 11 1 1 I I I ubbff Area*4.132 a`d
1 1 1 I I I 1 1 1 I I I I I 1 11 I I I I I I I I I I I I,� II II I I
20� I I 11 1 1 - - - rt rt -r rt 1-Runoff -ume 1� -131 1 V all
18� 1 -I-I-1 -I -1 -I -4 -4 4 4 I-is1r-1- I1� v
16� I I I I I I I 4n10 ePhrr2-
a14 " 11 1 I 11 1 1 I I I I I I I 11 1 I I 11 IITe ti.9
12y 1 1 1 II II 1 1 1 1 1 II 1 1 1 1 1 1 11 11 1 1 A l
- r l I I I I � rt rt rt rt rt fi fi fi fi � r 1- 1 1 1 1 I C a
10� HI I I I I L _LHLHHHI 11 1 1 1 1
84-/ 1 1 1 I I 1 1 1 I I I I I I I I 1 1 I I I I I I I I I I I
6i./ I I 1 II II I 1 1 1 1 1 1 1II 1 1 1 1 1 1 1 1 1 1 1
1 11 11 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1
4 -1-I -1 -1 fi t t t fi t 1- 1 1 1 11 1 11 1 1 1 - -
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 6S: Swale 6
Runoff = 6.57 cfs @ 11.97 hrs, Volume= 0.322 af, Depth= 4.43"
Routed to Link 3L : CB-101
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.110 98 Proposed Road and Existing Impervious to Remain
0.310 98 Proposed Lots
0.389 74 >75% Grass cover, Good, HSG C
0.063 70 Woods, Good, HSG C
0.872 85 Weighted Average
0.452 51.83% Pervious Area
0.420 48.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 6S: Swale 6
Hydrograph
I I 1 1 1 I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
T 7 1 11 1 7 7 7 7 7 T T T T T 7 I— I I I 7 7 7 7 7 T ❑Runoff
7- 11 I I I6.57cfs 1 ' I I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I 1_ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1•[ypg 111_24 1r _
6— III / p I a I 1 1 1 1 .i
/ I 11 1 1 1 1 1 1 1 -�r�ar 11�a�n1fa1179.11 1
+ + 1 / `,I + —h � + + + + HRuf A a-0 11 2ad -
5-v 1 1 11 / 1 I 11 I ' ll I I 11 II 11 1 1 1
1 ' / 1 I 1 1 I I I I ' Runoff oIIumeg01322 af
11 1 1 1
- / 1 unp 1C1ep h719•rs11
c - - / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 11 r ®.0
3-' I I I / i I 1 1 1 1 I 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 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I CNg85
- / 1H ht1- 1- 1- 1 II II IHHH —Lfit -
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 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46' 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 7S: Swale 7
Runoff = 1.55 cfs @ 11.97 hrs, Volume= 0.076 af, Depth= 4.33"
Routed to Link 4L : CB-102
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
0.082 98 Proposed Road and Existing Impervious to Remain
0.089 74 >75% Grass cover, Good, HSG C
0.039 80 >75% Grass cover, Good, HSG D
0.210 84 Weighted Average
0.128 60.95% Pervious Area
0.082 39.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 7S: Swale 7
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I 11 1 1 I 11 1 1 I I 11 ❑Runoff
1 11 I I f.55 cfs I 1 1 1 I I I 1 1 I I 11 1 1 I 11 1 1 I I I 1 1 1
1 1 " 1 1 1 1 I I I 1 1 I I 11 1 1 I I (Type III 24-hr
/ 1 11 1 1 1 1 1 1 1 1 p a
/ I 11 1 1 I I -y`"'1r 1n,a!nlfalli-9.11, 1
/ II II 1 1 1 1 1 I I IRuhb f Area~0.210 ad
/ 1 11 1 1 1 1 1 1 1 I I I II 1 1 11 1 1
1 1 1 + + �Ru-nofIVoiluni O- OTh-af -
1 / I I I I I I I I I 1 1 1 1 ulnpT' 1Yep h7,'PP
) 1 1 1 1 I I I I I I I I 11 11 Td 6.0 fh'l i rl
/ 1 I I ' I I I II 11 II 11 1 1
/ 1 1 1 I I 1 1 ' III I I 1 1 II CNg84
/ 1 11 1 1 1 I I 1 1 1 1 11 II 11 II 1 11 1 1
11 1 1 1 I I 1 1 1 I I I II 11 II 1 11
1 1 1 I I 1 I I I II 11 II 1 11
1 1 I I 1 1 1 I I I II 11
1 1 " 1 1 1 1 1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 8S: Swale 8
Runoff = 12.21 cfs @ 11.97 hrs, Volume= 0.599 af, Depth= 4.43"
Routed to Link 4L : CB-102
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-year Rainfall=6.14"
Area (ac) CN Description
* 0.263 98 Proposed Road and Existing Impervious to Remain
* 0.620 98 Proposed Lots
0.395 61 >75% Grass cover, Good, HSG B
0.148 74 >75% Grass cover, Good, HSG C
0.194 80 >75% Grass cover, Good, HSG D
1.620 85 Weighted Average
0.737 45.49% Pervious Area
0.883 54.51% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment 8S: Swale 8
Hydrograph
I I I I I I I I I 1 I I I 1 1 I 1 1 1 I I I I I I I I I I
I I I I I I I I I 1 I I I 1 1 I I I I I I I I I I I I I I I I I I ■Runoff
13- LI- 1-11221 cis L1-1-1 - -1444 -L -H -H -L -L -L -H1— H1I- 1— I—I—I-1-1-1 -1 —I - —
12 1 1 1 II I 11 1 I I I I I I I I I 'Type III 24-hrr
11� / 1 _�pl ar ir.,la�nir ��c 1�.
g� I III / 11 1 II I 11 1 1 1 1p.'1..,1 w'1 'I`I 11 1 1 1n 1 1 1 1 1
1 I I 1 1111rtrt + T -rRU11{�1IIyr{I{ V15� —
74in - 11 1 :✓ 1 1 I I I I 11 1 1 I I I L 1 '1`�n1Of' I1Yep h11f•rf1)
LL6 1 1 1 1 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I Td 6.0 Main
- � I— I- 1- ,✓ -I—I-1 1 —I —i —i4 4 + + -k - 1- 111 1 1 1 11 1 1 1 -
5-/ 1II 1 1✓ III II I I 1 1 1 1 1II 1 1 1 1 1 1 CN85
4./ 1 1 1 1 III I I I 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1
� I- 1- 1- -1-1-1 1111fifi -rtttt - hh1 1 1 1 1 1 1 1 11
31_ 1 1 1 1 III 11 1 1 1 1 I I I 11 1 1 1 1 1 1 1 1 1 1 1
2" 1 1 1 1 III 11 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1
117
1- 1- 1- 1— 11 1 1 1 1 1 1 7 7 T T T T T 7 7 1- 1 1 1 1 1 1 1 1 1 7
/ //// /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 28
Summary for Link 1 L: CB-201
Inflow Area = 15.767 ac, 21.49% Impervious, Inflow Depth = 3.12" for 25-year event
Inflow = 87.70 cfs @ 11.97 hrs, Volume= 4.095 af
Primary = 87.70 cfs @ 11.97 hrs, Volume= 4.095 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 1 L: CB-201
Hydrograph
11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I _
■Inflow
95 / i 1 1_I 187.7°s I1 1 1 1 L L L 1 1 1 1 1 1 1 1 1 1 L L 1 1 1 1 1 ^„1I _'11/�t 1 _ _■Primary
cfs ]n low AFe 1 5 767 ac -
90� i �_ I 87 7°
I- - � 1 1 1 L L L I I II I I 1
85� i ,- I I- Ii1 4 1 1 -H 1 I- I- I I I I I - 4 4 1 -H1 I- I I I I I I - -
� 1 1 -
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75� /- 1 1- --1 4 - T 4 I- 1 1 1 1 1 1 4 4 - T 4 I- 1- 1- 1-1-1-1 4 4 4 4 -
70- / Z .1- 1-. / 1 � + + + 1- I- 1- 1-I-I-1 -1 -1 -1 + + -HI- I- 1- 1-I-1 -1 + H 4 + -
654i /- I I I / - -F -FT tt- H1 1 I I 1 1 -I -ItT HI- HI I I 1 1HH -[ + -
60� i /- 1- 1-1-/ -F t t t t- I- 1-1-1-1-1 -1 4 4 t fi t I- I- 1- 1-1-1-1 H H 1 t
55� / r- 1- 1-1-/ rt rt -r -r 1- r 1-1-1-1-1 -I 4 rt rt -r fi t- 1- 1- 1-1-1-1 -1 -1 4
50 / /
3 z- 1 1-1- - rtrtTTl- 1- 1-1-1-1-1T1rtrtTTa- I 1 1 1 1 ITTrtT -
LL40 i1II / 77TTLLI T � ITTTLLI TT1T
�
35
30 ,/ / 1 III 1 1 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
25� i � I 1 1- 1 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
204/ / 1 1I 1 1 1 1 II 1 1 1 1 II I 1 I 1 I I
15 / iA- 1_- III 1 1 1 1 1 11 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
10- 0 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Link 2L: CB-202
Inflow Area = 7.646 ac, 35.60% Impervious, Inflow Depth = 3.82" for 25-year event
Inflow = 51.16 cfs @ 11.97 hrs, Volume= 2.436 af
Primary = 51.16 cfs @ 11.97 hrs, Volume= 2.436 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 2L: CB-202
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
/- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ■Inflow
❑Prima 1
55� � I 1- 151.16cis 1-I J -L -H -H H H 1 1 I - -I 1 I -[ 4 t L H 1 1 1 1_I _I _I 4 4 - Primary
_ Is,,/rs 11 1 I I 1 IlnfIow Area=7.16461ac
50:-/ I I
-1 7 7 T T >- 1 1 I I I I 77 7 7 T T 1 1 1 I I I ITT 7
i
451 IIII ` III 1 1 1 1 1 1 1 1 III 1 1 11 111 1 1 1
1 1 Op 1 1 1 1 I 1 1 I I 1 1 I I I 1 1 I 1 I I I II
40:: k1- 1-1— 7H + + {- 11- 1-1-1-1 + -1H + + + H1- 1- 1—I—I-1 + + H
- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
35� 1111 1 1 1 1 1 1 11 1 1 1 1
15 30 /� - 1-1_ O 1 1 1 L I_ L1_ 1_1-1—IJ 41 11 L L I 11 1111
33 _ i II 1 1 1 1 1 1 1 1 1 1 1 1 1 1 II 1 1 1 1 1 1
u- 25� ,r 11 I -1 -[ ttt 1- h1- 1-1-1 1t - 11tt1- rI I Itt -[ t -
-
I I I I I 1 I I 1 1 I I 1 1 I I I 1 I I I I 1 I I
20 T - -I- r III IIIIIIII 11 I I I
15:-/ — 1_1_ — 7 7 t H I— L I 1 1 1 1 1 4 4 4 t 4 1 1 1 1 1 1 1 4 4 —
= 11 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1
10- z1 1- 7 7 T T 1— 11- 1-1-1-1 -1 7 7 7 T T L 1 — — 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 5'4 56 58 60 62 64' 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 30
Summary for Link 3L: CB-101
Inflow Area = 5.004 ac, 34.97% Impervious, Inflow Depth = 3.91" for 25-year event
Inflow = 34.11 cfs @ 11.97 hrs, Volume= 1.632 af
Primary = 34.11 cfs @ 11.97 hrs, Volume= 1.632 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 3L: CB-101
Hydrograph
• I I I I I I 1 rt 1 rt fi r r- 1-1-1-1-1 -I 1 -r r fi r- 1- 1- 1-1-1-I -1 -1 1
1 I 1 ITrtrtTT1- 1- 111-1ITTrtrtTTr1- 1111IT1 - - ■Inflow `
38_ i — sa.1� ❑Primary
T F rt T T r r 1 1 I I 1 1 1 T rt T r i—_,,,I—�re 1— 1—I—1—1 T T i
364 1_ 1_ 34/ iias T T 7 T T r 1— 1 1 1-1 1 7hrnflowmAa=�.1010aC
34=
32 ,/ i FTFTTrrl I I ITTTFTTrr1 I I ITTT
304 / 1 1 11 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
28 -/ z 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
26 -/ z 1 1 1 I I 1 I I 1 I I 1 1 I I 11 I I 1 I I 1 I I
24y
y 22'
- 20�-- / 1 1 I I I I I I I I 1 1 I I I I I I I 11 1 I
a 18 ,z I I I I I 11 I I 1 I I 1 1 I I 11 I I 1 I I 1 I I
LL 165-/ / 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1
124
10 -/ z 1I ' 1 1 1 1 1 11 1 1 1 1 1 1 11 1 11 1 11 1
6;/ / 1_ 1_I 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1
4- " 1 1 1 1 1 1
2_ //
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

281015401 - Proposed Swales Type 1124-hr 25-year Rainfall=6.14"
Prepared by Langan Engineering Printed 4/23/2024
HydroCAD® 10.20-4a s/n 08223 ©2023 HydroCAD Software Solutions LLC Page 31
Summary for Link 4L: CB-102
Inflow Area = 1.830 ac, 52.73% Impervious, Inflow Depth = 4.42" for 25-year event
Inflow = 13.77 cfs @ 11.97 hrs, Volume= 0.674 af
Primary = 13.77 cfs @ 11.97 hrs, Volume= 0.674 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link 4L: CB-102
Hydrograph
I 11 1 J 1 1 1 L L L 1_1_I_I_1 _ 1 1 1 L L L 1_ I_I_I_1 _1 1 1
III 1 1 1 1 1 1 1 1 1 I I 1 1 I I 1 1 I I 1 1 I ■Inflow
15� / it 1 1 1 1 13.77�1 1 1 1 1 1 I I 1 1 I I 1 1 1 I I 1 1 I 11 1 I I I I I Primary 1
14� / 1-I13.7�` 1 1 1 1 1 I 1 1 I I 1 I InfflowlArea=t18�ac
13 -/ z- 1- HTTItrl l 1 l i ltHHrttII- I 1 1 I I I111 7 -
12� -
4 4 4 4 1- I- I-I-I-I-1 -I 4 4 4 4 4 i- I- I- I-1-1-1 t 4 4 4 -
- / 1 I I I 1 I 1 I I I I I I I I I I I I I I I I 1 1 I 1 1 1 _
11 -/
- / I I I 1 1 1 1 I I I I 1 I I 1 II 1 I I 1 1 I 1 1
104z / 'r l 1 I 11 1 1 I I I I I I I I I II I I I I I I I I
y g /- 1 1 1 1 I I I I I I I I I II I I I I I I I 1 1
84/ k 1 1 I - T T + t 1- I I I I-I I H -1 H t T t i- I I I I-1 I H H T + -
33 7� � 1- 1-1- _I 1 1 4 4 1_ I- I-1-1-1-I - 4 4 1 4 4 1_ I- I- 1-1-1-I4 _I 1 1 -
LL - / 1 1 I I I I 1 11 I I 1 1 I 11 11 1 I I 1 I I
6y
i I I I I I I I I I II I I I I I I I II I I I I I I I I I I I I
54-/ / 2 I 1 1 1 1 1 I II 1 1 I I 1 II 1 I I 1 1 I 1 1
4 /- I- 1 -1T7TTT1- I 1 1 1 I -177TTT1- I I I ITTTT
34./ k 1 1 I - T T + H 1- I- I- I-I 1 + -1 A 4 + H {- 1 1 1 I 1 1 + + 4 + -
- / - 1-1_ . 1 1 1 L L L 1 1 1 1 1 1 1 1 1 L L 1 1 1 1 1 1 _1 _I1 1
2� / 1 1 1 1 1 1 1 1 1 1 1
/// //�� /////////#' /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SWALE CALCULATIONS AND
REPORTS

Required Swale Dimensions
281015401
Sage at Marvin
Swale 10-year Storm Peak Flow Slope' Current Bottom Width Current Depth Current Freeboard
Swale 1 65.07 CFS 2.24% 1.00 FT 2.00 FT 0.35 FT
Swale 2 0.75 CFS 1.07% 1.00 FT 2.00 FT 1.73 FT
Swale 3 7.16 CFS _ 1.10% _ 1.00 FT _ 2.00 FT 1.24 FT
Swale 4 32.81 CFS 2.35% 1.00 FT 2.00 FT 0.77 FT
Swale 5 21.49 CFS _ 2.44% _ 1.00 FT _ 2.00 FT 0.98 FT
Swale 6 5.28 CFS _ 2.40% _ 1.00 FT _ 2.00 FT 1.45 FT
Swale 7 1.24 CFS _ 2.14% 1.00 FT 2.00 FT 1.71 FT
Swale 8 9.81 CFS _ 2.37% _ 1.00 FT _ 2.00 FT 1.27 FT
Notes:
1.Swale slope is based on average slope along the entire length of the swale

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 1
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.65
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 65.07
Total Depth (ft) = 2.00 Area (sqft) = 9.82
Invert Elev (ft) = 581.85 Velocity (ft/s) = 6.63
Slope (%) = 2.24 Wetted Perim (ft) = 11.44
N-Value = 0.030 Crit Depth, Yc (ft) = 1.81
Top Width (ft) = 10.90
Calculations EGL (ft) = 2.33
Compute by: Known Q
Known Q (cfs) = 65.07
Elev (ft) Section Depth (ft)
584.00 2.15
583.50 1.65
583.00 - 1.15
582.50 - 0.65
582.00 - 0.15
581.50 -0.35
581.00 -0.85
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 2
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.27
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 0.750
Total Depth (ft) = 2.00 Area (sqft) = 0.49
Invert Elev (ft) = 581.85 Velocity (ft/s) = 1.53
Slope (%) = 1.07 Wetted Perim (ft) = 2.71
N-Value = 0.030 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 2.62
Calculations EGL (ft) = 0.31
Compute by: Known Q
Known Q (cfs) = 0.75
Elev (ft) Section Depth (ft)
584.00 2.15
583.50 1.65
583.00 - 1.15
582.50 - 0.65
582.00 - 0.15
581.50 -0.35
581.00 -0.85
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 3
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.76
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 7.160
Total Depth (ft) = 2.00 Area (sqft) = 2.49
Invert Elev (ft) = 581.85 Velocity (ft/s) = 2.87
Slope (%) = 1.10 Wetted Perim (ft) = 5.81
N-Value = 0.030 Crit Depth, Yc (ft) = 0.67
Top Width (ft) = 5.56
Calculations EGL (ft) = 0.89
Compute by: Known Q
Known Q (cfs) = 7.16
Elev (ft) Section Depth (ft)
584.00 2.15
583.50 1.65
583.00 - 1.15
582.50 - 0.65
582.00 - 0.15
581.50 -0.35
581.00 -0.85
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 4
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.23
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 32.81
Total Depth (ft) = 2.00 Area (sqft) = 5.77
Invert Elev (ft) = 581.85 Velocity (ft/s) = 5.69
Slope (%) = 2.35 Wetted Perim (ft) = 8.78
N-Value = 0.030 Crit Depth, Yc (ft) = 1.34
Top Width (ft) = 8.38
Calculations EGL (ft) = 1.73
Compute by: Known Q
Known Q (cfs) = 32.81
Elev (ft) Section Depth (ft)
584.00 2.15
583.50 1.65
583.00 - - 1.15
582.50 - 0.65
582.00 - 0.15
581.50 -0.35
581.00 -0.85
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 5
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 1.02
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 21.49
Total Depth (ft) = 2.00 Area (sqft) = 4.14
Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.19
Slope (%) = 2.44 Wetted Perim (ft) = 7.45
N-Value = 0.030 Crit Depth, Yc (ft) = 1.11
Top Width (ft) = 7.12
Calculations EGL (ft) = 1.44
Compute by: Known Q
Known Q (cfs) = 21.49
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 6
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.55
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 5.280
Total Depth (ft) = 2.00 Area (sqft) = 1.46
Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.62
Slope (%) = 2.40 Wetted Perim (ft) = 4.48
N-Value = 0.030 Crit Depth, Yc (ft) = 0.58
Top Width (ft) = 4.30
Calculations EGL (ft) = 0.75
Compute by: Known Q
Known Q (cfs) = 5.28
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
100.50 - _ 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 7
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.29
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 1.240
Total Depth (ft) = 2.00 Area (sqft) = 0.54
Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.29
Slope (%) = 2.14 Wetted Perim (ft) = 2.83
N-Value = 0.030 Crit Depth, Yc (ft) = 0.28
Top Width (ft) = 2.74
Calculations EGL (ft) = 0.37
Compute by: Known Q
Known Q (cfs) = 1.24
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Apr 23 2024
SWALE 8
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.73
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 9.810
Total Depth (ft) = 2.00 Area (sqft) = 2.33
Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.21
Slope (%) = 2.37 Wetted Perim (ft) = 5.62
N-Value = 0.030 Crit Depth, Yc (ft) = 0.78
Top Width (ft) = 5.38
Calculations EGL (ft) = 1.01
Compute by: Known Q
Known Q (cfs) = 9.81
Elev (ft) Section Depth (ft)
103.00 - 3.00
102.50 2.50
102.00 2.00
101.50 1.50
101.00 - 1.00
100.50 - 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18
Reach (ft)

ATTACHMENT 3

PIPE COVER ANALYSIS

L A NGA N Sub watersheds Table
SAGE AT MARVIN
4/17/2024 VILLAGE OF MARVIN, NC
Langan Project No. 281015401
*these are the most shallow pipes* 4/23/2024
Class Ill RCP Casting
Thickness(ft)
Pipe Elliptical Pipe (equivalent Pipe Required Pipe Required Pipe
Round Pipe (inches) Yard Inlet 0.42
Thickness inches) Thickness Cover(inches) Cover(feet)
15 0.19 N/A N/A N/A 15.96 1.33 Curb Inlet 0.46
18 0.21 14 23 0.23 15.96 1.33 Manhole 0.67
24 _ 0.25 19 30 0.27 15.00 1.25
30 _ 0.29 24 38 0.31 9.96 0.83
36 0.34 29 45 0.38 6.00 0.50
42 0.38 34 53 0.42 6.00 0.50
48 0.42 38 60 0.46 6.00 0.50
Rim/Grate Pipe Size Pipe Size
Structure Invert Out Thickness(ft) Casting(ft) Cover(ft) Cover(in)
Elevation (in) (ft)
CB-102 576.07 572.45 24 2.00 0.31 0.42 0.89 10.72
CB-101 576.07 573.25 19 1.58 0.27 0.42 0.55 6.59

BYPASS PIPE TABLES

Storm Sewer Tabulation Project Name:Bypass pipe-100 year storm
Stormwater Studio 2024 v 3.0.0.33 04-23-2024
Line s Drng Area R C x A Tc w or >. Line Invert Elev HGL Elev Surface Elev Line
ID o ;g u
fa o No
a+ w o a 7,J Incr Total ce Incr Total Inlet Syst c ~ V > Size Slope Up Dn Up Dn Up Dn
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
MH-308 TO HW-301 32.34 0.000 10.430 0.00 0.00 4.12 0.0 11.42 7.36 30.33 32.81 6.19 30 0.55 583.18 583.00 585.64 585.50 588.96 586.25 1
MH-307 TO MH-308 151.15 0.000 10.430 0.00 0.00 4.12 0.0 11.16 7.42 30.59 44.43 7.03 30 1.00 584.89 583.38 586.75 586.29 590.67 588.96 2
MH-306 TO MH-307 26.21 0.000 10.430 0.00 0.00 4.12 0.0 11.11 7.43 30.63 44.43 6.24 30 1.00 585.35 585.09 588.47 588.34 591.52 590.67 3
MH-305 TO MH-306 322.55 0.000 10.430 0.00 0.00 4.12 0.0 10.55 7.57 31.20 44.43 7.15 30 1.00 588.78 585.55 590.64 588.98 594.97 591.52 4
MH-304 TO MH-305 28.29 0.000 10.430 0.00 0.00 4.12 0.0 10.51 7.58 31.25 44.43 7.53 30 1.00 589.26 588.98 591.13 591.08 604.40 594.97 5
MH-303 TO MH-304 332.91 0.000 10.430 0.00 0.00 4.12 0.0 10.12 7.68 31.65 73.38 10.71 30 2.73 598.54 589.46 600.42 590.67 607.02 604.40 6
MH-302 TO MH-303 75.60 0.000 10.430 0.00 0.00 4.12 0.0 10.05 7.70 31.73 99.35 11.05 30 5.00 602.52 598.74 604.40 599.91 608.43 607.02 7
CULVERT 2 TO MH-302 25.46 5.150 5.150 0.37 1.91 1.91 10.0 10.00 7.71 14.69 50.23 3.09 30 1.50 603.10 602.72 605.33 605.31 606.00 608.43 8
MH-301 TO MH-302 177.62 0.000 5.280 0.00 0.00 2.22 0.0 7.02 8.61 19.08 26.71 6.70 24 1.19 604.83 602.72 606.38 605.05 609.32 608.43 9
CULVERT 1 TO MH-301 22.35 5.280 5.280 0.42 2.22 2.22 7.0 7.00 8.61 19.10 13.85 NaN 15 4.60 606.06 605.03 NaN 604.95 607.51 609.32 10
Notes:IDF File=CharlotteNC.idf,Return Period=100-yrs. Project File:2024-03-20-BYPASS STORM.sws

Composite C Worksheet Project Name:Bypass pipe-100 year storm
Stormwater Studio 2024 v 3.0.0.33 04-23-2024
Line Description Drainage Runoff C x A Composite Structure
No Area Coeff ID
(ac) (C) (C)
IMPERVIOUS 0.680 0.95 0.646
8 WOODLAND/GRASS 4.470 0.28 1.252 EXISTING CULVERT 2 CONNECTIO
Totals 5.150 1.898 0.37
IMPERVIOUS 1.120 0.95 1.064
10 WOODLAND/GRASS 4.160 0.28 1.165 EXISTING CULVERT 1 CONNECTIO
Totals 5.280 2.229 0.42
Project File:2024-03-20-BYPASS STORM.sws

ON-SITE PIPE TABLES

Storm Sewer Tabulation Project Name:Onsite pipe network-100 year storm
Stormwater Studio 2024 v 3.0.0.33 04-23-2024
Line s Drng Area 1 C x A Tc . a >. r Line Invert Elev HGL Elev Surface Elev Line
ID o c R o No
w a> o a 7,J Incr Total as
Incr Total Inlet Syst c ~ V > Size Slope Up Dn Up Dn Up Dn
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
CB-102 TO HW-101 30.97 0.000 0.000 0.00 0.00 0.00 6.0 6.03 8.97 47.88 53.57 9.63 24x38e 1.45 572.45 572.00 574.45 574.00 576.07 575.21 1
CB-101 TO CB-102 35.50 0.000 0.000 0.00 0.00 0.00 6.0 6.00 8.98 34.11 35.65 10.97 19x30e 2.25 573.25 572.45 575.50 574.77 576.07 576.07 2
OCS-101 TO HW-102 31.28 0.000 0.000 0.00 0.00 0.00 6.0 6.00 8.98 64.64 91.35 10.54 36 1.60 572.00 571.50 574.59 573.80 577.50 575.30 3
CB-202 TO HW-201 36.63 0.000 0.000 0.00 0.00 0.00 6.0 6.04 8.97 138.86 161.07 15.08 42 2.18 576.80 576.00 580.15 579.07 581.85 580.41 4
CB-201 TO CB-202 35.63 0.000 0.000 0.00 0.00 0.00 6.0 6.00 8.98 87.70 104.83 12.41 36 2.10 577.55 576.80 582.58 582.05 581.85 581.85 5
MH-201 TO HW-202 130.43 0.000 0.000 0.00 0.00 0.00 6.0 6.23 8.89 189.61 220.99 11.82 60 0.61 571.30 570.50 575.14 574.27 582.95 577.21 6
OCS-201 TO MH-201 181.62 0.000 0.000 0.00 0.00 0.00 6.0 6.00 8.98 189.61 229.37 9.90 60 0.66 572.50 571.30 577.02 576.40 584.50 582.95 7
Notes:IDF File=Marvin IDF Curve.idf,Return Period=100-yrs. r=rectangular e=elliptical a=arch Project File:281015401-On-Site Stormwatecsws

ATTACHMENT 4
(RIP-RAP CALCULATIONS)

RIPRAP APRON OUTLET PROTECTION
PROJECT NAME: SAGE AT MARVIN
LOCATION: VILLAGE OF MARVIN,UNION COUNTY,NC
PREPARED BY: ZJ DATE: 4/21/2024
CHECKED BY: IJ DATE: 4/21/2024
�Y' PIPE OUTLET TO WELL-DEFINED CHANNEL
c�: �`
_Y h
.
.� • �.�.�.`._ -I I I I I I I I I I i I I-i I -i I I ' =1 -
' , •�?��%� SECTION AA FILTER
��I�►�I�I�,I BLANKET
r�"14-% ogo La=Length of Riprap Apron
4111;" C^fti//- d=Thickness of Riprap Apron
PLAN
PIPE DIA MAN"N" FOR PIPE RIPRAP INITIAL END
NO: Do TAILWATER COND. PIPE SLOPE Q SIZE d* LENGTH WIDTH WIDTH
(IN) (MAX OR MIN) (FT/FT) (CFS) (R-) (IN) (FT) (FT) (FT)
HW-101 30 MIN 0.012 0.0145 47.88 R-5 27 20.0 7.5 27.5
HW-102 36 MIN 0.012 0.0160 64.64 R-6 36 27.0 9.0 36.0
HW-201 42 MIN 0.012 0.0218 138.68 R-7 45 35.0 10.5 45.5
HW-202 60 MIN 0.012 0.0061 189.61 R-7 45 32.0 15.0 47.0
HW-301 30 MIN 0.012 0.0050 26.78 R-5 27 16.0 7.5 23.5
TEMP-HW-101 18 MIN 0.012 0.0050 27.57 R-4 36 14.0 4.5 18.5
*d is equal to 1.5*the maximum stone size

HW-101 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
? DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (Tw<0.5 DIAMETER)
il!I III90 MMr11111IMI IMIIM1111M1IIIIIII
MM,NI IMIIMM.11111111
Ci
1111M1M111111r111111, /
Min1.11.1Mi111 i'
c 3Do
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' Outlet W= 3D + _.. b/�il'il l
/n;1r�i
2 o La 70 • i. iI ,fr.' I
Z Pipe 1 I ' 1,' . I .
n Diameter, D I ,`�� - :.If�! •a
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Tailwater<0.5 Do !V 1 LI .710, •i��D • D
E n.�;rli^ nl
z �`b u b°:ed. D, , A III 1 a v
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in
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00 /� ra
o
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Er
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4 12— INN Dili ... ...L.. ro =
in a .�'*.7 r" '...�...'
�/� R-4
r- 1I i �I ... — R-3
i i • IF,Id li'0
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated,increase d50 stone size and/or provide velocity reduction device.
W = (3D0+ La) Q = 47.88 CFS Do= 2.5 FT
W = 27.5 La = 20 FT Rip-Rap Size= R-5
Initial Pipe Size: 30 inch
tL14NG4N
ENGINEERING&ENVIRONMENTAL SERVICES

HW-1 02 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
? DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (TW<0.5 DIAMETER) I.u�nnli "
I.ul.u11111111111nnnu.I
90 w.l ll••11•• u1.1111111111I
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0 OM 111181M111111111111.111111111� /
m I mi.i i.11•••11111 i'
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C 80 N. r.l•lll•ll .,r.1i0.
(A rw w1.l lull .1' l ir0
o mil wlrnl .r,.CA'li
r Outlet W= 3Do+La � irnarn.r
/ NU. 11
2 I 70 .w /.Idr.• .I 73
z pipe 1• Iw wI •urw,u, u
7l 1 fit .11. rw 1 II' 1:111
n Diametercn , D I ..u. rw .0 NI Will 1111111.111111W .arn
La—� • .I.r..wr<l1. -ir..'./ Intl
ilaTailwater<0.5 Do VP 11111011111111111111111111011111 .irArd'' ., t nllnrl D
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wANC 111111111.111111111111111111111111111111111111111111 i'I/UI IIIIIIl111 a
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no mimmonswwI.11lllI__I_CIool1 ,m., w1.III..wWE1111111 Ill 0
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated,increase d50 stone size and/or provide velocity reduction device.
W = (3Do+ La) Q = 64.64 CFS Do= 3 FT
W = 36 La = 27 FT Rip-Rap Size= R-6
Initial Pipe Size: 36 inch
inch
tL14NG4N
ENGINEERING&ENVIRONMENTAL SERVICES

HW-201 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
? DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (Tw<0.5 DIAMETER)
illll1
90 ..rrn.u�mnw ,
1_IIIIII..11111.11.1.1111111 -
111111111111.11111a 11111a /
1..r1NE11111.11....1iii .I'
c
3Do t.m�nmml r,r.
80 I I a;1!il!�b
Outlet W= 3D +L ,a,/�il�ilii
Xi
z Pipe 2 1 I o a �� 70 •: 'I %/��''. I
1. I
13.
n Diameter, Do 1 .f ' ' , . :oil;l;1
oi
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( I �.�YI1 1111III I
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v ■ _ 4% 4Iila�mr.MrLun i�:�o I
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m .. I i i - R-4
"' I I i1. r iii�Mal R-3
t 0
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated.increase d5j stone size and/or provide velocity reduction device.
W = (3D0+ La) Q = 138.86 CFS Do= 3.5 FT
W = 45.5 La = 35 FT Rip-Rap Size= R-7
Initial Pipe Size: 42 inch
t LANGAN
ENGINEERING&ENVIRONMENTAL SERVICES

HW-202 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
? DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL i
MINIMUM TAILWATER CONDITION (Tw<0.5 DIAMETER) EE r !!!!IIi IIIIu,
90 : �i��iilill1if I mi imammuu .
du -
4 3D 1IIIIf1IIIII`+
c 80 iI III I
o notou e A bil l
> Outlet 2 W= 3D°+La 70 ,' /ow.rii
I .. 71
n Diameter, D 1 1 �`�O� •. . . ;", 7� ( an!, a
cn O vt . A .rtugln il,
L a—� 60• p r.i6.1 i. chill u mu
ilaTailwater<0.5 Do E!A - C olif.d �„ce b +miiiii i� D
t`g`"u 50 �`:470 " i •illiiiiii: °
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4 0- / ':::
♦i30 -it ). .— ; .
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ci.° 20 t , 1`- ° %" � i 3 3
° -iii�i �:Iw r " . 3
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_ iir .4r• .
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— ci O
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r. a s ,1 1 : : I/I • �i ... ... 1 R 5 am°, 3
g
,ram .� ! R4
I l i;tr _Ili'il 0
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated,increase d50 stone size and/or provide velocity reduction device.
W = (3D0+ La) Q = 189.61 CFS D°= 5 FT
W = 47 La = 32 FT Rip-Rap Size= R-7
Initial Pipe Size: 60 inch
t LANGAN
ENGINEERING&ENVIRONMENTAL SERVICES

HW-301 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
? DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (Tw<0.5 DIAMETER)
90 NMI IMMI I INIINNMIIIIIII
NMI INIIN_IIIII III
NNUMMI INIINl.iuI11I a /
-, NmINI INIINNNNIIII i'
3Do 80 'I�II !`" ►
!/1 a l�III 1
r Outlet W= 3D +L ■ -.. D/Iil�ili
z pipe 2 I o a ` 70 / /Illy ' XI
Z.
n Diameter, D 1 1 `�� L� I f�
01 0 L a—� CCP*Vs'60 a� �1' _.IIII.
Tailwater<0.5 Do !V U., �/� D
III
z vi��`r oE50 I � •� _�'r'i III i a v
3
i III , - 0
o *so %/%�/iidN 1111 I 4c,i co
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•
20 .
o t _ a 1`r ins , =...wiLrNli jir. 3
p a1sN��lM� irk/� illI"'ii � et 2
x Z A�... �ir�a�r� =9NN1'
d
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a " to
7 INNI_- 0 a1,..,- �1 r ,�11 r/_.. I C
2. ���� 1, .��� r-ANeN►1Nr�ii. ...I.....- R-7 -a n
ID =-_=Nel 1 a a ANr/ a iNN►iMrwl�s ... '0 7
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fi. •
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ru- d` .N....d „all„dlr. I .
12 - II.
i i III .. i.....
m � � T 1 .T� R-4
1.1111N...r- 1 I I III - R-3
1 :rt iliId 0
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated,increase d50 stone size and/or provide velocity reduction device.
W = (3Do+ La) Q = 26.74 CFS Do= 2.5 FT
W = 23.5 La = 16 FT Rip-Rap Size= R-5
Initial Pipe Size: 30 inch
t LANGAN
ENGINEERING&ENVIRONMENTAL SERVICES

TEMP-HW-101 SAGE AT MARVIN
VILLAGE OF MARVIN, UNION COUNTY, NC
' DESIGN OF RIPRAP APRON OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL
MINIMUM TAILWATER CONDITION (Tw<0.5 DIAMETER)
90 i mil
IM111M11MMMM11111111
IM111111r11111* /
IMIIMIIMMMMIiii i'
3D080 111
i,r.
r Outlet W= 3D +L �_.. D/al;il!i'i
z Pie 7 o a ` 70- pnpi
P
nDiameter, Do 1 1 .f� - liraI �i. d
La--* Nil * gbli�
ilaTailwater<0.5 Do E!A �/60. �,) 01a^- n •�411iiiilI D
_ • L ! muunl . 13
z ,•_ S 50 _ ,-. A0le I D*.. 1111111111 .,
° ,�,i 'Aga- lu -- IIII!HP', . 0
° " 40 - 1 %/%//.li��111 .11 1 1 I 1 4 #1 2
30 7,.a ;. dill
/ , �11
a e—d 1 '• i CII"'I1 CS
° 20-±= - i o r�` °' • ^ •i 3 .
0 7 atar 3
O r 1 " �
I wu
c p 10 ..... �J j b� n' °r m
a �
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dI. 1 1 .... 1 R-6 L ..
MMMIII� d r •
I 1•... ... ,. N Q:
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ci7 ion
`, I
I i
A.- 1 ,. ! III:t t. {1�i1:11 0- R-3
3 5 10 20 50 100 200 500 1000
Discharge,ft3/sec.
•For discharge velocities exceeding Maximum Allowable for Riprap indicated.increase d50 stone size and/or provide velocity reduction device.
W = (3D0+ La) Q = 27.57 CFS Do= 2.25 FT
W = 20.75 La = 14 FT Rip-Rap Size= R-4
Initial Pipe Size: 27 inch EQUIVALENT PIPE SIZE TO DUAL
18IN PIPES WAS USED
t LANGAN
ENGINEERING&ENVIRONMENTAL SERVICES