SW6220802_Design Calculations_20220816

ELLS.
GLOBAL Inc.
19 North Mckin€ey Street
Coats, N.C. 27521
Champs Convenience Store
A 'Veteran —Owned' Company
Stormwater Management Statement ( Revised 6/7/2022j
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GINEER .
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A) The development name and location: The development name is to be "Champs
Convenience Store". The project is to be located on parcel with Harnett County PIN of
0654-51-8196.000. The parcel is a tract of approximately 3.46 Acres which is at the
southeast quadrant of the intersection of US Hwy 401 and Chalybeate Springs Road ( SR
1441) in Harnett County. The project will have two each 36 feet wide access connections
( one connection onto Hwy 401 across from entrance to Dollar General and one onto
Chalybeate Springs Road). There will be associated lane widening on both Hwy 401 and
on Chalybeate Springs Road as per NCDOT requirements.
B) The developer/ owner of the project is as follows: ".lay Ambe Shakti LLC, a North
Carolina Limited Liability Company" whose address is 2100 Weaver Forest Way
Morrisville, N.C. 27560 and whose contact phone number is 910-988-6049. The
consultant contact information is as follows: ECLS Global Inc. , 19 North Mckinley Street,
Coats, N.C. 27521. The office phone # is 910-897-3257 Ext. 105 and cell # is 919-902-
1705. The consultant E-mail is [e-mail].
C) The site description is as follows:
1) We have provided a vicinity map on the conceptual plan.
2) We have provided a USGS topographic quadrangle map with the proposed site
overlayed onto the quadrangle.
3) The site does not have a blue line stream on it and there are no wetlands on the site.
D) The site is located within a HUC12 watershed as per Harnett GIS.
910-897-3257 OFFICE WWW.ECLSGLOBAL.COM 910-897-2329 FAX

ECLS.
GLOBAL Inc.
A `Veteran -Owned' Company
E.) The impervious area calculations are as follows:
Predevelopment impervious area = 0 SF
Post development impervious area = 1.80 Acres of asphalt drives, asphalt parking, asphalt
walking path, and proposed building.
Post development impervious percentage is 1.80 AC/ 3.46AC = 52.0 % ( this will be a high
density development site). The site will utilize underground stormwater storage to
manage the Q10 stormwater peak so that the post development peak flow leaving the
site will not exceed the Q10 predevelopment peak leaving the site.
F)
1) The project will utilize underground stormwater storage.
2) There will not be any diversion of offsite stormwater. There will be an area of 0.11
Acres ( residential % AC lots) that will flow onto the site from the adjoining residential lot
to the south of the subject tract. This offsite water will flow through the proposed on site
underground stormwater storage chambers and be released at a reduced flow rate into
the Right of Way ditch on Chalybeate Springs Road ( SR 1441) all as per the stormwater/
drainage plan. There will be a portion of the site that will bypass the underground
storage ( due to finish grades on the site) and will continue to sheet flow into the ditchs
on Hwy 401 and on Chalybeate Springs Road(this bypass area will will consist of 1.32 AC
grass and 0.25 AC asphalt).
The 10 year predevelopment flow rate from the 3.46 AC tract plus the 0.11 AC residential
off site area ( soil group "B" ) is 4.89 cfs ( see attached hydrocadd exhibits). The time of
concentration was found to be 35 minutes as follows:
.SA "."t
r6 �
f I/e ri+�
�3. 53,E C�a�-A-�''$�"Y
.0' A,e,ts
910-897-3257 OFFICE WWW.ECLSGLOBAL.COM 910-897-2329 FAX

�CLS.
A `Veteran -Owned' Company
GLOBAL Inc.
.Z35!/�35/ 3�d��, �y 3. 6 I ,/� �.SeG A�'�cl�-�►no�n`�'�"� 1
�- _ \ J
_?�_ 0,o,a brS
d. ja hrs r- 0. ,5_S9
The 10 year post development peak outflow that bypasses the underground storage
chambers is 2.26 cfs ( see attached hydrocadd exhibits). The time of concentration was
found to be 35 minutes as follows:
5 ,,f F/,a
-T, 7 (( �Yt �,A, 1) -
Fj,,4
f
0.1f 573 ,y
r g %� v 0r �! $ V�3 �1�t i NsS
r
The 10 year post development peak outflow after routing thru the underground storage
chambers is 1.45 cfs ( see attached hydrocadd exhibits). The time of concentration is
assumed to be 5 minutes ( minimum Tc).
Note: We are using an exfiltration rate of 0.06 cfs based on the infiltration rate of 0.6
inches/hour found in the attached subsurface soils report. Also the attached soils report
shows the seasonal high water table elevation under the stormwater chamber system to
be 326.00 . Since the bottom elevation of the stone beneath the stormwater chambers is
at 328.00 this would give a clear separation between the stormwater chamber system
910-897-3257 OFFICE
WWW.ECLSGLOBAL.COM
910-897-2329 FAX
3

EELS,
GLOBAL Inc.
A 'Veteran --Owned' Company
and the seasonal high water table elevation of 2 feet which is equal to the separation of
2 feet which is required.
Since the total Q10 post development peak flow leaving the site ( 2.26 cfs plus 1.45 cfs =
3.71 cfs) is less than the pre development Q10 leaving the site ( 4.89 cfs.) this meets the
requirement to reduce the post development Q10 peak flow down to less than the
predevelopment Q10 peak flow leaving the site.
3) Since there will not be any increase in the Q10 peak flow that will enter the roadside
ditch on Chalybeate Springs Road than is currently entering the ditch there will not be
any negative affect on the existing 18 inch RCP pipes that are currently receiving the
water from this tract and are passing it beneath Chalybeate Springs Road.
Next we determine the "first flush" volume to be retained on site as follows ( using the
Simple Method).
Rv= 0.05 + 0.9 la where la = 0.5042
Rv = 0.5037
Design volume = 3630 X Rd X Rv X Ac where Rd = 1 inch, Rv = 0,5042, and Ac = 3.57
Volume ( cubic Feet) = 6,534 CF
The volume needed to provide 48 hours draw down time is 10,053 CF ( This assumes
4,189 SF system area with 0.6 in/hr infiltration rate as follows:
{�` S Xo��'�%,��1?ti = 2nf3Af
'�s laja53Gr
This translates to an elevation of 331.50 ( 328.00 ft + 3.5 ft ) within the system.
We have placed a 4 inch diameter orifice with invert of 331.50 in order to retain 10,053
CF which is greater than the design volume of 6,534 CF.
This completes the Stormwater Statement for the Champs Convenience Store project.
910-897-3257 OFFICE
WWW.ECLSGLOBAL.COM
910-897-2329 FAX

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Soil Map —Harnett County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit flame
Acres in AOt
Percent of AOI
Bb Bibb soils, frequently flooded
CeB Cecil fine sandy loam, 2 to 8
percent slopes
0.8
4.0%
2.1
2.7%
':. DoB Dothan loamy sand, 2 to 6
percent slopes
28.9
36.2%
56.9%
FaB Fuquay loamy sand, 0 to 6
percent slopes
45.4
Ra Rains sandy loam, 0 to 2
percent slopes
1.6
2.0%
W Water
Totals for Area of Interest
1.0
1.2%
79.8
100.0%
usDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
6/10/2022
Page 3 of 3

.50
.2o
41 -10
4-
4J
4-
.02
.01
Wild-
6 !
Figure 3-1,kverage Velocities fur estimating hare! Oltw for shallow ctnicenlrated (lnw.
3-2
s
(2I0-VI-TIZ-55, Second Ed., .lure 1986)

3126122, 10:37 AM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Fuquay Varina, North Carolina, ,
USA*
Latitude: 35.58570, Longitude:-78.7998*
Elevation:401.21 ft** R
source: ESRI Maps
source: VSGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, Q. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular j PF graphical I Maps & aerials
PP 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 0.417 0.488
0.562
0.625 0.692 0.742
(0.629.0.756) (0.672-0.811)
0.788 7F
(0.709-0.860}
0.829
(0.742-0.905)
0.875 0.915
(0.777-0.957} (o.805-1.00)
(0.382-0.457) (0.447-0.535)
(0.514-0.615)
(0.570-0.684)
0.999 1.10 1.18
1.25
1.31
1.38 1A4
10-min 0.666 0.781
0.610-0.730) (0.715-0.856)
0.899
(0.823-0.986)
(0.912-1.09) {1.00-1.21) (1.07-1.29)
1.13-1.37
(1.18-1.44
(1.23-1.51) (1.27-1.58]
15-min
4�425)
(1.27�053) (1.365.64)
(1. 2--u1.73)
(1.48---1.81) (1,551491) 1 (1. 9--1.
(0. 6 -0913) (0. 988108)
(1
(1.152.
-71
30-min
1.678300) (1. 82726) (2. 4 2546
(2. 8 2265]
(2.31 2882) (2. 6 3?03) (2. 89320
{1-051425) (1.24��49
1.46-61?77}
60-min
0-2.27)
763,95}
8 2$61) (2.50 3801) (2.77p
3.00 3465)
3.9
{3.24-1.
(3.53 4835) (3. 64 68)
(1.304256) (1.561087)(1.
(2. .34)
2-hr
0 4019)
(3.74 4964)
5.564
(4. 9 5309) (4.54 �5.70) (4-90-G 22)
(1.52--1.85) (1.832122)
(2,25 2a74)
(2. 08818) (3.04 3$73) (3.
1.77 2.13
2.64
3.09 3.67 4.16
4.66
5.18 5.$9 6.54
3-hr
(1.61-1.96 (1.94-2.36)
(2,40.2.92)
2.80-3.41) 3.30-4.04 (3.72-4.59)
4.13-5.13)
(4.56-5.70) 5.13-6.48 (5.60-7.16)
6-hr
7.
6��87) 6.85 8974
1.94-12.33) (2.33-2.80)
(2. 8-i3.47
3.364 07 (3. 8 4184} (4. 005.50)
(3.99 4085) (4. 6-5880)(5.41 6563}
5.02-6.17
6.
(6.06-$7.49)
5.54 6088) (6.
7.70
(6. 3 8.41) (7.65 9971) (8. 2--10.9)
12-hr
[;j!j
{2. 40031)
(3,40 4312)
24-hr
2 92
3.53
4.46
5.18 6.18 6.99
(4.79-5.60) (5.69-6.68] 1 (6.41-7.54)
7,81
(7.15-8.43)
8.66 9.84 10.8
(7.90-9.36) (8.93-10.6) (9.74-11.7)
2.71.3.15)
(3.27-3.82)
(4.12-4.82
5.4796.39
(6.47.J.58)
(7. 6 8..53)
8.07 9?52
2-day
3. 8 4840)
3 15.52)
9.76 2.1
8. 0 10.5) 10.0- 2.0)(10.8-13.1)
(3.14 3g65)
3.58
4.31
(4.
5.37
6.24
7.35
$.28
9.19
10.2 11.5 12.5
3-day
(3.33-3.Sfi)
(4.01-4.64)
(4.98-5.78)
(5.74-6.67)
(6.78-7.0)
(7.60-8.88)
J1 (8.43-9.89}
(9.291fl.9) (10.5-12.4) (11.4-13.5)
4-day
3.78
4.54
5.63
6.49
7.66
8.60
9.57
10.6 11.9 13.0
(9.68-11.3} (10.9.12.8) (11.8-14.0)
(3.52-4.06)
(4.23-4.87)
(5.23-6.04)
(6.02-6.95}
(7.09.8.22)
(7.93-9.22)
(8.79-10.3
7-day
4.37
5.22
6.39
7.31
8.58
9.59
10.6
11.7 73.2 14.3
(10.7-12.5} 1 (12.0-14.1) (13.0-15.4
(4.08-4.68)
(4.87-5.60)
(5.9&6.84)
(6.81-7.83)
(7.96-9.19)
L (8.86-102)
J1 (9.80-11.4)1
10-day
5.00
5.96
7.18
8.14
9,44
(8.79-10.1)
10.5
(9.72-11.2)
11.5
(10.6-12,3)
12.5 14.0 15.1
11.6-13.4 (12.9-14.9) 13.8-16.1)
4.68-5.34)
5.58-6.36)
(6.72-7.66)
(7,60-8.68)
12.1
13.3
14.6
15.8
17.5
18.8
6.69
7.91
9.38
10.5
20-day
(6.27-7.14)
(7.41-8.44)
(8.78-10.0)
(9.85.11.2}
(11.3-12.9)
(12.4-14.2)
(13.5-15.5)
(14.6.16.9)
30-day 8.32 9.80 11.4 12.7 14.4 15.6 16.9 18.2 19.9 21.1
(7.82-8.86) (9.20.10.4) (10.712.2) (11.9-13.5} (13.4-15.3 (14.6-16.6) (15.7-18.0} (16.9-19.4 (18.4-21.2 {19.5-22.6)
23.4 24.718.9 20.3 21.615
10.6 72.5 14.3 17.5
45-day .2)7
(10.1-11.2} (11.8-13.2) (13.5-15.1) (14.8-96..5-1(17.8-2aa(19.1-21.5}� 20.3-22.9) (21.
----
127 14.9 76.9 F 18.4 20.4 21.9 23.3 24.7 1 26.6 27.9
60-day
(12.0-13.4) (14.1-15.7} (16.0-17.8) (17.4-19.4) {19.3-21.6} (20.6-23.1) (22,0-24.7) (23.2-26.2) (24.9-28.2) (26.1-29.6)
t 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
`?
https:Hhdse.nws.noaa.govlhdsc/pfdslpfds_printpage.htmi?lat=35.5857&Ion=-78.7998&data=depth&units=english&series=pds 114

3126122, 10:37 AM Precipitation Frequency Data Server
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P135-based depth -duration -frequency {DDF) curves
Latitude- 35.58570, longitude:-78.79980
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NOAA Atlas 14, Vclurne 2, Version 3 Created (GMT): Sat Mar N 14:36-44 2022
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Maps & aerials
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https:llhdso.nws.naaa.govlhdsc/pfdsipfds_printpage,html?lat=35.5857&Ion=-78.7998&data=depth&units=english&series=pds 214

3126122, 10:37 AM
Precipitation Frequency Data Server
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https:flhdsc.nws.noaa.gov/hdscfpfds/pfds_printpage.html?lat=35.5857&Ion=-78.7998&data=depth&units=english&series=pds 314

3126/22, 10:37 AM
Precipitation Frequency Data Server
Back to fop
US Depart nt of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions noaa.gov
Disdaimer
414
https:llhdso.nws.noaa.govlhdsclpfdslpfds_printpage.html?lat=35,5857&ton=-78. 98&data=depth&units=english&series=pds

3126/22, 10:39 AM
PF Map: Contiguous US
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NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES. NC
Data description
Data type: Precipitation intensity v Units: English v Time series type: Partial duration v
Select location
1) Manually:
a) By Iodation (decimal degrees, use"-" for Sand w): Latitude: 35.0583 Longitude: 78.8583 Submit
b) By station (list of NC stations): Select station v
c) By address Fuquay-Varina, NO, USA x q
2) Use man fit ESRI interactive mad is not loadina_,try adding the hest httosJ/JsArcgis,com1 to the firewall- or contact us at hdsc-ouestions(@neaa.gov):
a) Select location
® Terrain j
Movei orosshair or doublo oliek
- - - - - b) Click on station icon
® Show stations on map
E Location information.
�• - - - Name: Fuquay Varina, North Carole
USA"
Latitude: 35.6957'
Longitu4e:-78.7998°
Elevation: 401.21 A `*
PFtabular p _,-";I , he, r,:,
' Source: ESRI Maps
'" Source: USGS
A Print page
PIDS-based precipitation frequency estimates with 90% confidence intervals (in incheslhour)t
Average recurrence interval (years)
Duration
���
10 i
25
50
100 200
500 ,
1000
5-
5.00
(4.58-5.48) J
5.86
(5.36-6.42)
6.74
(6.17-7.38)
7.50
(6.84-8.2t)
8.30
(7.55-9.07)
6,90
L 9.06-9.73)
9; 9.95
(8.51-10.3) {8.90-10.9)11
10.5
(9.32-11.5)
11.0
{9-66-12.0)
mn
4.00
(3.66.4.38)
4.69
(4.29-5.14)
5.39
(4.94-5.92)
5.99
(5,47-6,56)
.
661
6.01-7.23)
7,09
(6A2-7.75)
7.51 3 7.88
(6.76.8.20) (7.05-8.61)
7S30
4
(7.60-9.46)
75-min
3.33
(3.05-3.65)
3.92
{3.59-4.30}
4.55
(4.16-4.99)
5.06
(4.61-5.53)
5.59
(5.0&6.11)
5.98
{5.42-5.54)
6.33 6.63
{5.70-6.91) (5.93 7.24)
6.97
(6.19-7.fi2)
T.23
(6.36-7.91)
30-min
E�5.16
2.28
(2.09-2.50)
2.71
(2.48-2.97)
3.23
(2.96-3.54)
3.66
(3.34.4,01)
4.i4
{3.76-0.53)
4.51
(4.08-4.92)
4.85
(4,36-5,29) (4,62-5.64)
5.55
(4.92-6.06)
5.86
(5,16-6,41)
fi0-min
(1 30-411087)
(1.902727)2861
]
IF
(2.50 3601)
3.
(2.770534)
(3.00 3965) {3.24 3?96)
(3.53-4.35)
{3. 6-4.611)
2-hr
H
0.836
(0.760-0.926)
1.00
(0.914-1.11 IL
1.24
(1.92-1.37) 11(1.30-1.59)
1.44
1,69 I
(1.5R1.86)
1.90
1 (1.70-2.09)
2.16 2.31
1 (1.87-2,32) 1 (2-05-2.55) i1
2.59
(2,27-2,a5)
2.62
1 (2,45-3.11)
3-hr
0,590
(0.537-0.653)
0.704
(0.546-0.785)
1 0.878 I
(0.798-0.972)
1.03
(0.932-1.14)
1.22 I
(1.10-1.35)
1.33
(1.24.1.53)
1.55 IF 1 -.T2-7
(1.38-1.71) (1,52-1.90)
1.96(#
(71-2.16)
2 -12611)
s-nr
0.354
(0.323-0.390)
0.425
(0,358-0.468)
0.527
(0.480.0.560)
0.617
(0.561-0.679)
0.736
(0.665-0.808)
0.639
(0.752-0.919)
0.942 1.05
(0.839-1-03) ! (0.926-1.15)
1,20
1(1A5-7.31) I
1-33
(1.14-1.46)
92-h7
0.207
0.248
0.310
0.365
OA39
0.592
0.566
0.639
0.738
0.825
https:/ihdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.htmi 13 112

3/26122, 10:39 AM
PF Map: Contiguous US
US Deparlment o1 Commerce
National Oceanic and Atmospheric Administration
National Weather 5erviae
Offica of Water Prediction (OWP)
1326 East West Highwey
Silver Spring, MD 20910
Page Author: HOSG wetlmaster
Page last modified: April 21, 2017
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!'Y
212

Champs - Pre Dev.
SUpcat Reach on �.1�1i(
15

Champs - Pre-Dev.
Champs - Pre Dev. Type 1124-hr 1 year storm Rainfall=2. 92"
Prepared by {enter your company name here} Printed 6/9/2022
H droCAD® 10.00-18 s/n 05976 C 2016 H droCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Champs - Pre Dev.
Runoff = 1.02 cfs @ 12.38 hrs, Volume= 0.129 af, Depths 0.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year storm Rain€all=2.92"
Area (ac) CN Description
3.460
66 Woods, Poor, HSG B
0.110
70 1l2 acre lots, 25% imp, HSG B
3.570
66 Weighted Average
3.543
99.23% Pervious Area
0.028
0.77% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
35.0 Direct Entry, Pre-dev.
N
v
0
LL
Subcatchment 1S: Champs - Pre Dev.
Hydrograph
Type II 24 hr
1 year storm Rainfall=2.92"
Runoff Area=1!570�ac
Runoff Vblume=d.129 of
Runoff Depth >043"
i
Tc=35.0 min
CW66
III i
I
I j
6 7 6 9 10 11 12 1s 14 15 16 17 18 19 20
Time (hours)
Runn#F
16

Champs - Pre-Dev.
Champs - Pre Dev. Type/1 24-hr 2 year storm Rainfall=3.53°
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD® 10.00-18 s/n 05976 © 2016 HydroCAD Software Solutions LLC ____ ___ Page _3
Summary for Subcatchment 1S: Champs - Pre Dev.
Runoff = 1.89 cfs @ 12.35 hrs, Volume= 0.212 af, Depths 0.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 year storm Rainfall=3.53"
Area (ac) CN Description
3.460 66 Woods, Poor, HSG B
0.110 70 1/2 acre lots, 25% imp, HSG B
3.570 66 Weighted Average
3.543 99.23% Pervious Area
0.028 0.77% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
35.0 Direct Entry, Pre-dev.
u
0
LL
Subcatchment 1 S: Champs - Pre Dev.
Hydrograph
Time (hours)
Q Runoff
17

Champs - Pre-Dev.
Champs - Pre Dev, Type II 24-hr 10 year storm Rainfall=5.18"
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD® 10.00-18 s/n 05976 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment IS: Champs - Pre Dev.
Runoff - 4.89 cfs @ 12.32 hrs, Volume= 0.493 af, Depths 1.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 year storm Rainfall=5.18"
Area (ac) CN Description _
3.460 66 Woods, Poor, HSG B
0.110 70 1/2 acre lots, 25% imq, HSG B
3.570 66 Weighted Average
3.543 99.23% Pervious Area
0.028 0.77% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs
35.0 Direct Entry, Pre-dev.
Subcatchment 1S: Champs - Pre Dev.
Hydrograph
�[ Runoff
Time (hours)

Champs - Pre-Dev.
Champs - Pre Dev. Type 1124-hr 25 year Rainfall=6.18"
Prepared by (enter your company name here) Printed 6/9/2022
H droCAD® 10.00-18 s/n 05976 © 2016 H droCAD Software Solutions LLC Pacie 5
Summary for Subcatchment 1S: Champs - Pre Dev.
Runoff - 6.98 cfs @ 12.32 hrs, Volume= 0.691 af, Depths 2.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=6.18"
Area (ac) CN Description
3.460 66 Woods, Poor, HSG B
0.110 70 112 acre lots, 25% imp,HSG B
3.570 66 Weighted Average
3.543 99.23% Pervious Area
0.028 0.77% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
35.0 Direct Entry, Pre-dev.
Subcatchment 1S: Champs - Pre Dev.
Hydrograph
0 Runoff
5 S 7 8 9 10 11 12 13 14 1s 18 17 18 19 20
Time (hours)
11

Champs - Pre-Dev.
Champs - Pre Dev. Type 1124-hr 100 year Rainfall=7. 81 "
Prepared by {enter your company name here} Printed 6I912022
HydroCAD0 10.00-18 s/n 05976 02016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Champs - Pre Dev.
Runoff - 10.66 cfs @ 12.31 hrs, Voiume= 1.043 af, Depths 3.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.81"
Area (ac) CN Description
3.460 66 Woods, Poor, HSG B
0.110 70 112 acre lots, 25% imp, HSG B
3.570 66 Weighted Average
3.543 99.23% Pervious Area
0.028 0.77% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft) (ftlsec) (cfs
35.0 Direct Entry, Pre-dev.
Subcatchment IS: Champs - Pre Dev.
Hyydrograph
Runoff
Time (hours)
'%O

Champs Post Dev.
Bypass Storage
Subcat Reach on Link
ZI

Champs Post Dev. Bypass Storage
Champs - Post Dev. - Bypass storage Type 1124-hr 9 year Rainfall=2.92"
Prepared by {enter your company name here} Printed 6/7/2022
HydroCAD®10.00-18 s/n 05976 O 2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: Champs Post Dev. Bypass Storage
Runoff = 0.50 cfs @ 12.37 hrs, Volume= 0.061 af, Depths 0.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year Rainfall=2.92"
Area (ac) CN Description
1.320 61 >75% Grass cover, Good, HSG B
0.250 98 Paved parking, HSG B
1.570 67 Weighted Average
1.320 84.08% Pervious Area
0.250 15.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/f_t) (ft/sec) (cfs)
35.0 Direct Entry,
Subcatchment IS: Champs Post Dev. Bypass Storage
Hydrograph
[J Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Champs Post Dev. Bypass Storage
Champs - Post Dev. - Bypass storage Type 1124-hr 2 year Rainfall=3.53"
Prepared by {enter your company name here} Printed 6/7/2022
H droCAD® 10.00-18 sln 05976 © 2016 H droCAD Software Solutions LLC Page 3
Summary for Subcatchment IS: Champs Post Dev. Bypass Storage
Runoff = 0.90 cfs @ 12.35 hrs, Volume= 0.099 af, Depth> 0.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 year Rainfall=3.53"
Area (ac) CN Description
1.320
61 >75% Grass cover, Good, HSG B
0.250
98 Paved parking, HSG B
1.570
67 Weighted Average
1.320
84.08% Pervious Area
0.250
15.92% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft) (ft/sec) (cfs
35.0 Direct Entry,
0
U.
Subcatchment 1S: Champs Post Dev. Bypass Storage
Hydrograph
Runoff
Type II 24-hr
53" '2 year Rainfall=3.
f
Runoff Area=1.070 ac
Runoff, Volume=0.!,099,' of
Runoff Depth�-0.76"
Tc-36 0 m i n
CN=67
10 11 12 13
Time (hours)
15 16 17 18 19 20
'23

Champs Post Dev. Bypass Storage
Champs - Post Dev. - Bypass storage Type 1124-hr 10 year Rainfall=5.18"
Prepared by (enter your company name here} Printed 6/7/2022
HydroCADO 10 00-18 s/n 05976 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1 S: Champs Post Dev. Bypass Storage
Runoff = 2.26 cfs @ 12.32 hrs, Volume= 0.226 af, Depth> 1.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type 11 24-hr 10 year Rainfall=5.18"
Area (ac) CN Description
1.320
61 >75% Grass cover, Good, HSG B
0.250
98 Paved parking, HSG S
_
1.570
67 Weighted Average
1.320
84.08% Pervious Area
0.250
15.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftlsec) (cfs)
35.0 Direct Entry,
Subcatchment 1S: Champs Post Dev. Bypass Storage
Hydrograph
p Runoff
_..- --
Type 11 24Thr
10 year Rai fall=5.1'8"
Runoff Areai=1.570 ac
Ru toff; Votume=0 226 of
Runoff De,ptha1.73"
- 35! --m n
- Tc
CN=67
10 11 12 13 14 15 16 17 is 19
Time (hours)
2` l

Champs Post Dev. Bypass Storage
Champs - Post Dev. - Bypass storage Type 1124-hr 25 year Rainfall=6.18"
Prepared by {enter your company name here} Printed 6/7/2022
HydroCADO 10.00-18 sln 05976 O 2016 HydroCAD Software Solutions LLC Pacle 5
Summary for Subcatchment 1S: Champs Post Dev. Bypass Storage
Runoff - 3.20 cfs @ 12.32 hrs, Volume= 0.315 af, Depths 2.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=6.18"
Area (ac) CN Description
1.320 61 >75% Grass cover, Good, HSG B
0.250 98 Paved wrlcina, HSG B
1.570 67 Weighted Average
1.320 84,08% Pervious Area
0.250 15.92% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ftfft) (ft/sec) (cfs
35.0 Direct Entry,
Subcatchment 1S: Champs Post Dev. Bypass Storage
Hydrograph
Q RunoT€
Time (hours)
2.5

Champs Post Dev. Bypass Storage
Champs - Post Dev. - Bypass storage Type 1124-hr 100 year Rainfall= 7.81 "
Prepared by {enter your company name here} Printed 6/7/2022
HydroCAD® 10 00-18 sin 05976 C 2016 HydroCAD Software Solutions LLC _ Page 6
Summary for Subcatchment IS: Champs Post Dev. Bypass Storage
Runoff = 4.83 cfs @ 12.31 hrs, Volume= 0.473 af, Depth> 3.61"
Runoff by SCS TR-20 method, 11H=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.81
Area (ac) CN Description _
1.320 61 >75% Grass cover, Good, HSG B
0.250 98 Paved parking, HSG B --
1.570 67 Weighted Average
1.320 84.08% Pervious Area
0.250 15.92% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs) _
35.0 Direct Entry,
Subcatchment IS: Champs Post Dev. Bypass Storage
Hydrograph
[;� Runoff
5 S 7 8 9 10 11 12 13 14 10 lO it io a ��
Time (hours)
�'6

Champs - Post Dev.
S�bcai Reach on �t�l�
Pond
211

Champs - Post Dev. Thru Storage
Champs - Post Deg. Thru Storage
Prepared by (enter your company name here) Printed 6/9/2022
HydroCADO 10.00-18 sin 05976 C 2016 HydroCAD Software Solutions LLC Page 2
Pipe Listing (selected nodes)
Line# Node In -Invert Out -Invert Length Slope n DiamlWidth Height Inside -Fill
Number (feet) (feet) (feet) (ftlft) (inches) (inches) (inches)
1 2P 328.00 322.00 24.0 0.2500 0.015 15.0 0.0 0.0
zo
0

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type 1! 24-hr 9 year storm Rainfali=2.92"
Prepared by {enter your company name here} Printed 6/9/2022
H droCADO 10.00-18 sln 05976 02016 H droCAD Software Solutions LLC Page 3
Summary for Pond 2P: Champs - Post Dev. Pond
Inflow Area = 2.000 ac, 78.87% Impervious, Inflow Depth > 1.77" for 1 year storm event
Inflow -
4.01 cfs @ 12.14 hrs, Volume= 0.295 of
Outflow =
0.23 cfs @ 13.98 hrs, Volume= 0.167 af, Atten= 94%, Lag= 110.3 min
Discarded W
0.06 cfs @ 10.85 hrs, Volume= 0.054 of
Primary =
0.17 cfs @ 13.98 hrs, Volume= 0.113 of
Routing by Stor-Ind
method, Time Span= 5.00-20.00 hrs, dt= 0.06 hrs
Peak Elev= 330.71'
@ 13.98 hrs Surf.Area= 0 sf Storage= 7,691 cf
Plug -Flow detention time= 209.4 min calculated for 0.166 of (56% of inflow)
Center -of -Mass det. time= 136.1 min ( 918.6 - 782.5 )
Volume Invert Avail.Stora a Storage Description
#1 328.00' 17,294 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet
328.00
0
328.08
140
328.42
698
328.75
1,257
328.83
1,539
329.25
2,944
329.67
4,333
330.08
5,702
330.50
7,046
330.92
8,359
331.33
9,634
331.75
10,863
332.17
12,038
332.58
13,144
333.00
14,162
333.42
15,030
333.83
15,758
334.25
16,456
334.67
17,155
334.75
17,294
Device Routing
Invert Outlet Devices
#1 Primary
328.00' 15.0" Round RCP -Round 15"
L= 24.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 328.00'/ 322.00' S= 0.2500 T Cc= 0.900
n= 0.015 Concrete sewer wlmanholes & inlets, Flow Area= 1.23 sf
#2 Device 1
328.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
331.50' 4.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
333.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 4.00 4.00
z?

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type li 24-hr 9 year storm Rainfall=2.92"
Prepared by {enter your company name here} Printed 619/2022
H droCADO 10.00-18 s/n 05976 © 2016 H droCAD Software Solutions LLC Page 4
#5 Discarded 328.00' 0.06 cfs Exfiltration at all elevations Phase -In= 0.10'
iscarded OutFlow Max=0.06 cfs @ 10.85 hrs HW=328.14' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.06 cfs)
Primary OutFlow Max=0.17 cfs @ 13.98 hrs HW=330.71' (Free Discharge)
"�-=RC =Z _Round 'l5" (Passes 0.17 cfs of 8.52 cfs potential flow)
ficelGrate (Orifice Controls 0.17 cfs @ 7.80 fps)
3=OrificelGrate ( Controls 0.00 cfs)
-Custom Weir/Orifice ( Controls 0.00 cfs)
Pond 2P: Champs - Post Dev. Pond
Hydrograph
M
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
;3a

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type II 24-hr 2 year storm Rainfall=3.53"
Prepared by {enter your company name here) Printed 6/9/2022
H droCAD®10.00-18 sln 05976 C 2016 H droCAD Software Solutions LLC -Page 5
Summary for Pond 2P: Champs - Post Dev. Pond
Inflow Area = 2.000 ac, 78.87% Impervious, Inflow Depth > 2.30" for 2 year storm event
Inflow -
5.16 cfs @ 12.14 hrs, Volume= 0.384 of
Outflow -
0.27 cfs @ 14.11 hrs, Volume= 0.194 af, Atten= 95%, Lag= 118.0 min
Discarded =
0.06 cfs @ 10.20 hrs, Volume= 0.059 of
Primary -
0.21 cfs @ 14.11 hrs, Volume= 0.136 of
Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 331.58' @ 14.11 hrs Surf.Area= 0 sf Storage= 10,352 of
Plug -Flow detention time= 210.1 min calculated for 0.194 of (51 % of inflow)
Center -of -Mass det. time= 131.5 min ( 907.9 - 776.4 )
Volume Invert Avail.Stora a Storage Description
#1 328.00' 17,294 cf Custom Stage Data Listed below
Elevation Cum.Store
feet cubic -feet
328.00
0
328.08
140
328.42
698
328.75
1,257
328.83
1,539
329.25
2,944
329.67
4,333
330.08
5,702
330.50
7,046
330.92
8,359
331.33
9,634
331.75
10,863
332.17
12,038
332.58
13,144
333.00
14,162
333.42
15,030
333.83
15,758
334.25
16,456
334.67
17,155
334.75
17,294
Device Routing
Invert Outlet Devices
#1 Primary
328.00' 15.0" Round RCP -Round 16"
L= 24.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 328.00'/ 322,00' S= 0.2500 T Cc= 0.900
n= 0.015 Concrete sewer wlmanholes & inlets, Flow Area= 1.23 sf
#2 Device 1
328.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
331,50' 4.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
333.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00
Width (feet) 4.00 4.00
31

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type 1124-hr 2 year storm Rainfall=3.53"
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD® 10.00-18 s/n 05976 C 2016 HydroCAD Software Solutions LLC Page 6
#5 Discarded 328.00' 0.06 cfs Exfiltration at all elevations Phase -In= 0.10'
iscarded OutFlow Max=0.06 cfs @ 10.20 hrs HW=328.14' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.06 cfs)
Primary OutFlow Max=0.21 cfs @ 14.11 hrs. HW=331.58' (Free Discharge)
1` =RCPRound 15" (Passes 0.21 cfs of 10.15 cfs potential flow)
2=6
_rificelGrate (Orifice Controls 0.20 cfs @ 9.00 fps)
3=OrificelGrate (Orifice Controls 0.01 cfs @ 0.93 fps)
=Custom Weir/Orifice ( Controls 0.00 cfs)
3
0
LL
Pond 2P: Champs - Post Dev. Pond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
M
3Z

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type 1124-hr 10 year storm Rainfafl=5.18"
Prepared by {enter your company name here} Printed 6/9/2022
HydroCADO 10.00-18 sin 05976 C 2016 HydroCAD Software Solutions LLC _ _ Page 7
Summary for Pond 2P: Champs - Post Dev. Pond
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.000 ac, 78.87% Impervious, Inflow Depth > 3.78" for 10 year storm event
Inflow =
8.27 cfs @ 12.14 hrs, Volume= 0.631 of
Outflow -
1.51 cfs @ 12.68 hrs, Volume= 0.407 af, Atfen= 82%, Lag= 32.4 min
Discarded =
0.06 cfs @ 8.45 hrs, Volume= 0.067 of
Primary -
1.45 cfs @ 12.68 hrs, Volume= 0.339 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 333.53' @ 12.68 hrs Surf.Area= 0 sf Storage= 15,229 cf
Plug -Flow detention
time= 167.7 min calculated for 0.407 of (64% of inflow)
Center -of -Mass det. time= 98.7 min ( 864.1 - 765.3)
Volume Invert Avail.Storage Storage Description
#1 328.00' 17,294 cf Custom Stage Data Listed below
Elevation Cum.Store
feet cubic -feet
328.00
0
328.08
140
328.42
698
328.75
1,257
328.83
1,539
329.25
2,944
329.67
4,333
330.08
5,702
330.50
7,046
330.92
8,359
331.33
9,634
331.75
10,863
332.17
12,038
332.58
13,144
333.00
14,162
333.42
15,030
333.83
15,758
334.25
16,456
334.67
17,155
334.75
17,294
Device Routing
Invert Outlet Devices
#1 Primary
328.00' 15.0" Round RCP -Round 15"
L= 24.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 328.00' / 322.00' S= 0.2500 '1' Cc= 0.900
n= 0.015 Concrete sewer wlmanholes & inlets, Flow Area= 1.23 sf
#2 Device 1
328,00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
331.50' 4.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
333.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
33

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type /124-hr 10 year storm Rainfall=5.18"
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD® 10.00-18 sln 05976 © 2016 HydroCAD Software Solutions LLC Page 8
Head (feet) 0.00 1.00
Width (feet) 4.00 4.00
#5 Discarded 328.00' 0.06 cis Exfiltration at all elevations Phase -In= 0.10'
fscarded OutFlow Max=0.06 cfs @ 8.45 hrs HW=328.14' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.06 cfs)
Primary OutFlow Max=1.43 cfs @ 12.68 hrs HW=333.53' (Free Discharge)
't—=RCP_Round 15" (Passes 1.43 cfs of 13.09 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 11.24 fps)
3=Orifice/Grate (Orifice Controls 0.57 cfs @ 6.57 fps)
-Custom Weir/Orifice (Weir Controls 0.62 cfs @ 1.18 fps)
Pond 2P: Champs - Post Dev. Pond
Hydrograph
M
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hogs)
q-

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type 1124-hr 25 year storm Rainfall=6.18"
Prepared by {enter your company name here} Printed 6/9/2022
HydroCADO 10.00-18 s/n 05976 © 2016 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: Champs - Post Dev. Pond
[82] Warning: Early inflow requires earlier time span
Inflow Area = 2.000 ac, 78.87% Impervious, Inflow Depth > 4.69" for 25 year storm event
Inflow =
10.14 cfs @ 12.14 hrs, Volume= 0.782 of
Outflow -
5.69 cfs @ 12.36 hrs, Volume= 0.550 af, Atten= 44%, Lag= 13.4 min
Discarded =
0.06 cfs @ 7.35 hrs, Volume= 0.070 of
Primary =
5.63 cfs @ 12.36 hrs, Volume = 0.480 of
Routing by Stor-Ind method, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs
Peak Elev= 333.91' @ 12.36 hrs Surf.Area= 0 sf Storage= 15,889 cf
Plug -Flow detention time= 143.6 min calculated for 0.550 of (70% of inflow)
Center -of -Mass det. time= 79.6 min ( 840.6 - 761.1 )
Volume Invert Avail.Stora a Storage Description
#1 328.00' 17,294 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feed
328.00
0
328.08
140
328.42
698
328.75
1,257
328.83
1,539
329.25
2,944
329.67
4,333
330.08
5,702
330.50
7,046
330.92
8,359
331.33
9,634
331.75
10,863
332.17
12,038
332.58
13,144
333.00
14,162
333.42
15,030
333.83
15,758
334.25
16,456
334.67
17,155
334.75
17,294
Device Routine
Invert Outlet Devices _
#1 Primary
328.00' 15.0" Round RCP -Round 15"
L= 24.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 328.00' / 322.00' S= 0.2500 '/' Cc= 0.900
n= 0.015 Concrete sewer w/manhoies & inlets, Flow Area= 1.23 sf
#2 Device 1
328.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
331,50' 4.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
333.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
35

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type II 24-hr 25 year storm Rainfall=6. 18 "
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD@ 10.00-18 s/n 05976 02016 HydroCAD Software Solutions LLC Page 10
Head (feet) 0.00 1.00
Width (feet) 4.00 4.00
#5 Discarded 328.00' 0.06 cfs Exfiltration at all elevations Phase -In= 0.10'
iscarded OutFlow Max=0.06 cfs @ 7.35 hrs. HW=328.14' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.06 cfs)
Primary OutFlow Max=5.39 cfs @ 12.36 hrs HW=333.89' (Free Discharge)
LE2=07rifice/Grate
CPRound 15" (Passes 5.39 cfs of 13.56 cfs potential flow)
(Orifice Controls 0.25 cfs @ 11.60 fps)
= Orifice/Grate (Orifice Controls 0.63 cfs @ 7.18 fps)
=Custom Weir/Orifice (Weir Controls 4.51 cfs @ 2.30 fps)
I
4
3
0
U.
Pond 2P: Champs - Post Dev. Pond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
IWow
Outflow
Discarded
Primary
36

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type 1124-hr 100 year storm Rainfall= 7. 81 "
Prepared by {enter your company name here} Printed 6/9/2022
HydroCAD® 10.00-18 sln 05976 D 2016 HydroCAD Software Solutions LLC _ ____Page 11
Summary for Pond 2P: Champs - Post Dev. Pond
[82] Warning: Early inflow requires earlier time span
Inflow Area =
2.000 ac, 78.87% Impervious, Inflow Depth > 6.18" for 100 year storm event
Inflow -
13.17 cfs @ 12.14 hrs, Volume= 1.030 of
Outflow =
12.78 cfs @ 12.22 hrs, Volume= 0.790 af, Atten= 3%, Lag= 5.0 min
Discarded =
0.06 cfs @ 6.25 hrs, Volume= 0.072 of
Primary =
12.72 cfs @ 12.22 hrs, Volume= 0.717 of
Routing by Stor-Ind
method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 334.34' @ 12.22 hrs Surf.Area= 0 sf Storage= 16,607 cf
Plug -Flow detention time= 121.6 min calculated for 0.787 of (76% of inflow)
Center -of -Mass det. time= 65.0 min ( 821.1 - 756.1 )
Volume Invert Avail.Stora a Storage Description
#1 328.00' 17,294 cf Custom Stage Data Listed below
Elevation Cum.Store
(feet) (cubic -feet)
328.00
0
328.08
140
328.42
698
328.75
1,257
328.83
1,539
329.25
2,944
329.67
4,333
330.08
5,702
330.50
7,046
330.92
8,359
331.33
9,634
331.75
10,863
332.17
12,038
332.58
13,144
333.00
14,162
333.42
15,030
333.83
15,758
334.25
16,456
334.67
17,155
334.75
17,294
Device Routing
Invert Outlet Devices
#1 Primary
328,00' 15.0" Round RCP -Round 15"
L= 24.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet/ Outlet Invert= 328.00'/ 322.00' S= 0.2500 7' Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 1.23 sf
#2 Device 1
328.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
331.50' 4.0" Vert. Orifice/Grate C= 0.600
#4 Device 1
333.40' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
37

Champs - Post Dev. Thru Storage
Champs - Post Dev. Thru Storage Type li 24-hr 100 year storm Rainfall=7.81"
Prepared by {enter your company name here} Printed 6/9/2022
H droCADG 10.00-18 sln 05976 c0 2016 H droCAD Software Solutions LLC Page 12
Head (feet) 0.00 1.00
Width (feet) 4.00 4.00
#5 Discarded 328.00' 0.06 cfs Exfiltration at all elevations Phase -In= 0.10'
iscarded OutFlow Max=0.06 cfs @ 6.25 hrs HW=328.14' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.06 cfs)
Primary OutFlow, Max=11.69 cfs @ 12.22 hrs HW=334.28' (Free Discharge)
L=RCP_Round 15" (Passes 11.69 cfs of 14.05 cfs potential flow)
2=07rificelGrate (Orifice Controls 0.26 cfs @ 11.98 fps)
3=OrificelGrate (Orifice Controls 0.68 cfs @ 7.78 fps)
=Custom Weir/Orifice (Weir Controls 10.75 cfs @ 3.07 fps)
3
0
W
Pond 2P: Champs - Post Dev. Pond
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
iInflowOutflowDiscardedPrimary
�a
0