20210217_ESC_calculations

CIS
ENGINEERING & ENVIRONMENTAL SCIENCE COMPANY
3008 ANDERSON DRIVE, SURE 102
RALEIGH, NC 27609
February 16, 2021
Mr. Bobby McCoy
Lee Brick and Tile Company
P.O. Box 1027
Sanford, NC 27331
RE: Mining Permit Modification
Sanford Mine (Permit No. 53-04)
US Hwy 151501
Sanford, NC
Dear Mr. McCoy:
[phone]
RECEIVED
FEB 17 2021
LAND QUALITY
MINING PROGRAM
Engineering & Environmental Science Company (E2S) has completed the evaluation for the
Mining Permit Modification for the above referenced site. The separately submitted mine maps
reflect this evaluation. Following is a brief discussion of the mine and our evaluation
GENERAL PROJECT INFORMATION
The Sanford Mine (Mining Permit No. 53-04) is located in Lee County, Sanford, NC. The mine
is bisected by US Hwy 15/501 and is located just south of the intersection with Norfolk Southern
Railroad (See Attachment A, Figure 1). The Sanford Mine has 769 ac. within the mining permit
limits, with 350 ac. currently allowed to be disturbed. Mining is conducted for clay to use in the
brick -making process.
The proposed modification for the mining permit consists of reducing the total permitted acreage
to 469 ac., and reducing the affected acreage to total 103 acres.
The parcel of permitted land on the west side of Hawkins Ave. has been subdivided.
Approximately 300 acres of land north 6f the existing plant building will be removed from the
permitted acreage.
The reduction of affected acreage includes areas that are currently permitted to be affected, but
have not been disturbed, and are no longer planned to be affected in the future. Also, the existing
plant facility areas have been removed from the affected acreage.
A proposed new mining excavation area totaling approximately 36 acres to the south of the
existing Plant #4 Building will be added to the affected acreage.

WETLAND AND STREAM CONSIDERATIONS
Potential streams and wetlands were identified in the field by Ms. Robin Little (Licensed Soil
Scientist). The locations designated as streams or wetlands were surveyed using a GPS unit.
The mine maps reflect avoidance of disturbance in these areas. The runoff from the mine areas
drain to Little Buffalo Creek and Petty Creek. A minimum 50ft buffer is provided along the
property lines, streams, and wetlands.
To access the proposed new mine excavation area, one (1) stream crossing will be required.
During construction of the stream crossing, temporary silt fence and sediment traps will be
installed. A 48" CMP culvert is proposed for the stream crossing. The culvert and embankment
is designed to pass the 25-year rain event
Several streams at the site have been impacted by roadway crossings in the past. The majority of
the crossings were installed in the late 1980's and earlier. One (1) stream was impacted in
approximately 2008 and included approximately 138 lineal feet of stream impact. Proposed
further impact will be approximately 142 lineal feet for a total impact of approximately 280
lineal feet.
EVALUATION
Mining will continue as permitted in the areas where active mining is ongoing. This includes the
areas upslope from Basins 28, 29 and 30 as shown on the accompanying Mine Maps.
In accordance with the USDA Soil Survey of Lee County, Mayodan and Pinkston are the
predominant soil types at the proposed new mine excavation area (See Figure 2). Mayodan soils
are classified as Hydrologic Soil Group (HSG) B, and Pinkston soils are classified as HSG C.
The SCS TR 20 Method was used to calculate the 2-year, 10-year, and 25-year rain events.
Erosion control for the proposed mining area will consist of four (4) sediment basins (Basins A,
B, C, and D) with a riser/barrel system with skimmers attached to the riser pipes. The proposed
corrugated metal riser pipes will have skimmers attached 1 ft. above the base of pipe. One (1)
skimmer basin (Basin E) with no riser is also proposed. The skimmer systems will drain the
basins over a period of approximately 2-4 days.
Perimeter berms will be used to divert the stormwater runoff to the basins. Trash racks will be
provided for the CMP riser pipes. For each basin, an earthen secondary spillway is provided. The
secondary spillway is only activated for rain events greater than the 2-year rain event. The basins
can pass the 25-year rain event with one foot of freeboard. See Attachment B for calculations for
these basins.
6's

c i
CLOSURE
We appreciate serving Lee Brick and Tile on this project. Please contact us if you have any
questions.
Sincerely,
,oFEss'rok,
T. Patrick Shillingt , P. E.
President sue'
D�:� 6�?q�472
Attachment A: Figures �i"�••!!�!=`�`•' ,�`
Attachment B: Calculations
6's

Attachmient A:
Figures.
E'S

N
Scale: 1 "= 2000'
USGS COLON QUADRANGLE
Topographic Map

MIB
n
-?,..K
N
ENGINEERINGENVIRONMENTAL
SCIENCE COMPANY
2C 3008 ANDERSON DR. SUITE 102
RALEIGH, NORTH CARbLINA 27609
[phone]
n\TE
USDA Soil Survey Map
Scale: 1 = 2000
Lee Brick & Tile Company
Sanford, NC 27330 2

Attachment B:
Calculations
62S

Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_7rintpage.html?lat=35.5...
NOAA Atlas 14, Volume 2, Version 3
LOCedOn name: Sanford, North Carolina, USA'
Latitude: 35.541°, Longitude:-79.19640
Elevation: 253.04 tt••
•.Dort.. ESRI Maps
(D '• source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M swam, D. Nbdht B. LIR T Pa2ybok, MYsMa. and 0. RINy
NOA4 National Wadher Service. Srwr Spring, NHrylaid
PE_tabular I PE_9iaWlia 1 I Ma95_R_aerials
PF tabular
Let R (\,J-
_nice intervals (in Inches)1 _
PDS•based Dint nets station fre uenc estimates with 90 /o confide_
p p P frequency °(y
Average recurrence Interval
g
ears )
Duration'
- -1r-��
Jl
•'
10
25
50
100
_ 200__
_. 500 f
1000 .
5-min I
0 426
(0.389-0.469)i
0.604
(0.480.0.555j
0. 884
(0.5930.8Q
0.842
0.684.0.705)
0.707
(0.639-0.775)',
'', 0.760
10.677-0.823
0.790
(0.709-0.867)',
li 0.826
(0.738-0.BO
0.864
0.764-0948)
0.893
(0.783-0.980)I
0681
0.806
0.936
1.03
1.13
1.20
1.26
131
13T
1.41
n10-min
(0.8220.748))(0.73&O.B88)
(0.853.1.03)I(0934-1.13)
(7.02-1.24)
(108-1.31)
(113-1.38)
(1.77-144)
(1.21150)
(7.231.Sq
0.851
1.01
1.18 I
1.30
1.43
1.61
1.59
1.65
172
1.76
�15-onto
(0.777-0.937
(1.0&1.30)
(1.78-1.43)
(1.29-1.
(1 37-t66)
(1 42-1.74)
(1.47-1.81)
(1.52 1 89)
(1.5&1.94)
1.17
_(0.924.1.12)
1.40
1.68
1.88
2.11
228
2.43
2.57
2.74
2.86
30-min
(1_07-4.28)
(1-28-1.54)
(1531_851
(1.71-207)_
(1.91-2.32)
208-250):
(218267)-._(2.29-282)
2.42.3.00)_
(2.5U3.141
60•min
1.
09
279.9.38)J
3.00.3.87)
(3.22-3.95)
(9.47.4.31
:64.68)
(1-334660)
(1.60.L93
(1.e72637).
(2.23289)
(255.3.08
1.72
2.08
2.59
2.97
3.45
3.82
4.18
4.65
5.01
5.37
2-hr
(t58-L91)
2.35-2a7
(2.6&3.29)
(310.3.8
3.424.23)
3.72-4.83)
(4.01-5.09)
(4.3&5.55)
4.65.5.85)
3-hr
1.83
_(1.89-2.31
2.21
2.76
3( 1H
4.18
(9.73J.82)
4. 05.10)
(OA&5.60)
(4.94
(5.30.8.81)
(1.88-2.03)
(2.01-245)
(2.51-3.08)J
288.3.52)
(3.38.4.74)
6-hr
2.18
2.64
3.30
(3.01-3.84)
3.81
(9.484.19)
4.51
(4.07-4.95)
6.06
(4.535.54
5.62
(4.998.16)
6.20
(5.455.78)
6.99
(8.0&7.64)
7.61
(6.62-8.34)J
(1.9&241
(2.41-291)
W4.57
5.44
1b
9
B.88
7.86
(e_89-8.38)
8.73
(7.51.9.54
960
(830
2hr
2.59
1_.
(2.883.4_58.4.34)
(33.93
4.145.03)
(4905.97)
(5451nr3&286)
.53.13
24-hr
..
6774)
(6.52
25-8796)
(e. 0 9�36)
(8.0110.8)
(8.8171.8
7B-922)
3.49
_ (3.38-9.90)
4.21
(4.n4 89
6.26
(4.905.87)
8.07
(5.81
7.18
8.06
_(7
8.98
9.89
11.2
122
2-day
(3.263.75)
(3.924.53)
(4.89-5.8
(5.848.52)
(S.6&7.71)
(7.44-8.85)
(8.2&9.w)
9.08.10.6)
10.2-120)
(11.1-03.1)
3.70
4.45
6.63
_
8.37
7.62
8A4
937
10.3
11.7
12.7
(3.45697),
(4.764.78)
(5.155.82
(5.926.83J �_(6.976.06)
(7.796.04)
-(88310.OJ
(9A911,1)
(10.7.125)
(11.&19.7)
_3-0ey
3.91
4.70
6.80
8.87
7.H7
8.81
978
10.8
122
13.2
4"day
(3.854.19)
(4.385.03)
(5.416.20)
6.21-7.13)I.(7.29-8.41)J
(e_.1/-9.43
(90110.5)
_(9.90..8
(11.713.0)
02-144_)
4.60
6.38
6.66
7.48
8.77
9.79
10.8
11.9
13 4
14.5
7-0eV
-1
4.214.81j
(5_035.74)
(6.124.00)
(8.9&8.00)
(8.1&9.36)
(9.0&10.5)
(10011.6)
11.0-127)
(12314.3)
(13.315.8)
10 aey
513
8.11
7.35
6.90-7.82)
8.32
9.63
901-10.2)
10.7
994-11.3)
11.7
(10.9-125)
12.8
(11.&13.8)
142
(1&115.1)
15.3
(t4.1-i&9)
(4.835.47
5.746.51)-
8.18
9.84
(7.81-&88)
1 10.8
12.4
13.6
14.9
16.1
17.8
192
20-day6.91
(6-51.7.34)
(7.89-8.88)
(9.07.10.2)
(10.2-11.5)
(11 e-13.1
(12.7-14.5)
(13.945.8)
(1&0.77.1)
(16.5 19.0)
(17.7-20.4)
30"day
a 68
(8.1
10.1
(9.6
11.8
(11
13.0
(18.313.B)
14.7
(19 &16.8)
16.0
(150.17.0)_�
17.3
(182-1&4)
18.6
(174-78.8)
20 3
18.8216)
21.6
(20.1-23.1)_J
45-de
4
1
(70.4-11.5)
12.8
(12Y-13 5)
14.6
(13.9-15.4)
_- _
18.1
��
(752-18.9);
17.9
(18.&18.8)
19 3
(182-20.3)
20.7
(18421.9
, 220
207.232)
23 H
(222251)
��
25.1
(23.428.6)
13.1
15.3
17.3
18.8
20.8
22.3
23.7
26.1
27.0
28.3
60•day
(12.4-03.8)
(14.&16.1)
(18.4-18.2)
(17.8.79_8)
(19.7-21.9)_
(21.123.5)I
(22425.0).
(23.7_28S)
(25.4-285)
(28.6-50.0)
t Precipitation frequency (PF) estimates in this table ere based on frequency analysis of partial duration series (PDS).
Numbers In parenthesis we PF estimates at loner 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 lavrer 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 NDAA Atlas 14 document for more information.
PF graphical
t of 4 9/24/2020, 1:42 PM

Basin A Type 11 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Watershed A
Runoff — 22.43 cfs @ 12.00 hrs, Volume= 1.207 af, Depth> 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
2.370 86 Fallow, bare soil, HSG B
_ 3.510 91 Fallow, bare soil, HSG C
5.880 89 Weighted Average
5.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) cfs)
6.4 100 0.0500 0.26 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
2.4 515 0.0500 3.60 Shallow Concentrated Flow,
Unsaved Kv=16.1 fps
8.8 615 Total

Basin A Type 1124-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 3
Summary for Pond A: Basin A
Inflow Area = 5.880 ac, 0.00% Impervious, Inflow Depth > 2.46" for 2 yr event
Inflow - 22.43 cfs @ 12.00 hrs, Volume= 1.207 of
Outflow = 3.61 cfs @ 12.28 hrs, Volume= 0.805 af, Atten= 84%, Lag=17.1 min
Primary = 3.61 cfs @ 12.28 hrs, Volume= 0.805 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 238.53' @ 12.28 hrs Surf.Area=18,520 sf Storage= 26,504 cf
Plug -Flow detention time=188.0 min calculated for 0.805 of (67% of inflow)
Center -of -Mass det. time= 87.3 min ( 892.0 - 804.7 )
Volume Invert Avail.Storage Storage Description
#1 237.00' 55,377 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic feet)
237.00 15,750 0 0
238.00 17,556 16,653 16,653
239.00 19,362 18,459 35,112
240.00 21,168 20,265 55,377
Device Routing Invert Outlet Devices
#1 Primary 236.00' 12.0" Round 12" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 236.00' / 235.00' S= 0.02007' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#2 Device 1 238.00' 18.0" Horiz.18" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 237.00' 0.070 cfs 2.5" Skimmer
#4 Primary 239.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=3.61 cfs @ 12.28 hrs HW=238.53' (Free Discharge)
=12" CMP Barrel (Barrel Controls 3.61 cfs @ 4.60 fps)
2=18" CMP Riser (Passes < 6.00 cfs potential flow)
3=2.5" Skimmer (Passes < 0.07 cfs potential flow)
20' Secondary Spillway ( Controls 0.00 cfs)

Basin A Type 11 24-hr 90 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment IS: Watershed A
Runoff - 35.76 cfs @ 12.00 hrs, Volume= 1.977 af, Depth> 4.03"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
2.370 86 Fallow, bare soil, HSG B
3.510 91 Fallow, bare soil, HSG C
5.880 89 Weighted Average
5.880 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 100 0.0500 0.26 Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
2.4 515 0.0500 3.60 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
8.8 615 Total

Basin A Type 1124-hr 10 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCADS 10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 5
Summary for Pond A: Basin A
Inflow Area = 5.880 ac, 0.00% Impervious, Inflow Depth > 4.03" for 10 yr event
Inflow = 35.76 cfs @ 12.00 hrs, Volume= 1.977 of
Outflow = 14.04 cfs @ 12.15 hrs, Volume= 1.566 af, Atten= 61 %, Lag= 8.9 min
Primary = 14.04 cfs @ 12.15 hrs, Volume= 1.566 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 239.28' @ 12.15 hrs Surf.Area=19,865 sf Storage= 40,752 cf
Plug -Flow detention time=156.5 min calculated for 1.563 of (79% of inflow)
Center -of -Mass det. time= 76.2 min ( 867.1 - 790.9 )
Volume Invert Avail.Storage Storage Description
#1 237.00' 55,377 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sg-ft) (cubic feet) (cubic -feet)
237.00 15,750 0 0
238.00 17,556 16,653 16,653
239.00 19,362 18,459 35,112
240.00 21,168 20,265 55,377
Device Routing Invert Outlet Devices
#1 Primary 236.00' 12.0" Round 12" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 236.00' / 235.00' S= 0.0200 7' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#2 Device 1 238.00' 18.0" Horiz.18" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 237.00' 0.070 cfs 2.5" Skimmer
#4 Primary 239.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary Outflow Max=13.94 cfs @ 12.15 hrs HW=239.28' (Free Discharge)
=12" CMP Barrel (Barrel Controls 4.11 cfs @ 5.23 fps)
2=18" CMP Riser (Passes < 9.61 cfs potential flow)
3=2.5" Skimmer (Passes < 0.07 cfs potential flow)
=20' Secondary Spillway (Weir Controls 9.83 cfs @ 1.64 fps)

Basin A Type 1124-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 ©2017 H droCAD Software Solutions LLC Pa-ge 6
Summary for Subcatchment 1S: Watershed A
Runoff = 43.66 cfs @ 12.00 hrs, Volume= 2.445 af, Depth> 4.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) , CN Description
2.370 86 Fallow, bare soil, HSG B
3.510 91 Fallow, bare soil, HSG C
5.880 89 Weighted Average
5.880 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.4 100
0.0500
0.26
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
2.4 515
0.0500
3.60
Shallow Concentrated Flow,
Unsaved Kv=16.1 fps
8.8 615 Total

Watershed B
Subcat Reach Aon Llnk
Basin B
Routing Diagram for Basin B
Prepared by (enter your company name here), Printed 1/26/2021
HydroCADO 10.00-20 s/n 07329 0 2017 HydroCAD Software Solutions LLC

Basin B Type // 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD@ 10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Watershed B
Runoff = 42.34 cfs @ 11.97 hrs, Volume= 2.109 af, Depth> 2.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
5.640 86 Fallow, bare soil, HSG B
5.010 91 Fallow, bare soil, HSG C
10.650 88 Weighted Average
10.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.7 100 0.0500 0.63 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.4 765 0.0530 3.71 Shallow Concentrated Flow,
Unsaved Kv=16.1 fps
6.1 865 Total

Basin B Type ll 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD@ 10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 3
Summary for Pond B: Basin B
Inflow Area = 10.650 ac, 0.00% Impervious, Inflow Depth > 2.38" for 2 yr event
Inflow = 42.34 cfs @ 11.97 hrs, Volume= 2.109 of
Outflow = 6.58 cfs @ 12.20 hrs, Volume= 1.346 af, Atten= 84%, Lag=14.2 min
Primary - 6.58 cfs @ 12.20 hrs, Volume= 1.346 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 232.46' @ 12.20 hrs Surf.Area= 33,563 sf Storage= 46,794 cf
Plug -Flow detention time= 202.9 min calculated for 1.346 of (64% of inflow)
Center -of -Mass det. time= 98.5 min ( 904.9 - 806.4 )
Volume Invert Avail.Storage Storage Description
#1 231.00' 100,962 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
231.00 30,000 0 0
232.00 32,436 31,218 31,218
233.00 34,872 33,654 64,872
234.00 37,308 36,090 100,962
Device Routing Invert Outlet Devices
#1 Primary 230.00' 18.0" Round 18" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 230.00' / 229.00' S= 0.0200'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=1.77 sf
#2 Device 1 232.00' 24.0" Horiz. 24" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 231.00' 0.110 cfs 3" Skimmer
#4 Primary 233.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Ri
ry OutFlow Max=6.57 cfs @ 12.20 hrs HN=232.46' (Free Discharge)
8" CMP Barrel (Passes 6.57 cfs of 8.64 cfs potential flow)
2=24" CMP Riser (Weir Controls 6.46 cfs @ 2.22 fps)
3=3" Skimmer (Constant Controls 0.11 cfs)
4=20' Secondary Spillway ( Controls 0.00 cfs)

Basin B Type 1l 24-hr 10 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment IS: Watershed B
Runoff = 68.20 cfs @ 11.97 hrs, Volume= 3.489 af, Depth> 3.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
5.640 86 Fallow, bare soil, HSG B
5.010 91 Fallow, bare soil, HSG C
10.650 88 Weighted Average
10.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.7 100 0.0500 0.63 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.4 765 0.0530 3.71 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
6.1 865 Total

Basin B Type 11 24-hr 10 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD@ 10.00-20 s/n 07329 OO 2017 HydroCAD Software Solutions LLC Page 5
Summary for Pond B: Basin B
Inflow Area = 10.650 ac, 0.00% Impervious, Inflow Depth > 3.93" for 10 yr event
Inflow - 68.20 cfs @ 11.97 hrs, Volume= 3.489 of
Outflow - 19.72 cfs @ 12.12 hrs, Volume= 2.707 af, Atten= 71 %, Lag= 9.0 min
Primary = 19.72 cfs @ 12.12 hrs, Volume= 2.707 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 233.27' @ 12.12 hrs Surf.Area= 35,529 sf Storage= 74,609 cf
Plug -Flow detention time=159.3 min calculated for 2.701 of (77% of inflow)
Center -of -Mass det. time= 75.4 min ( 867.6 - 792.2 )
Volume Invert Avail.Storage Storage Description
#1 231.00' 100,962 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
231.00 30,000 0 0
232.00 32,436 31,218 31,218
233.00 34,872 33,654 64,872
234.00 37,308 36,090 100,962
Device Routing Invert Outlet Devices
#1 Primary 230.00' 18.0" Round 18" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 230.00' / 229.00' S= 0.0200'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=1.77 sf
#2 Device 1 232.00' 24.0" Horiz. 24" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 231.00' 0.110 cfs 3" Skimmer
#4 Primary 233.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=19.26 cfs @ 12.12 hrs HW=233.26' (Free Discharge)
=18" CMP Barrel (Barrel Controls 10.25 cfs @ 5.80 fps)
2=24" CMP Riser (Passes < 16.99 cfs potential flow)
3=3" Skimmer (Passes < 0.11 cfs potential flow)
=20' Secondary Spillway (Weir Controls 9.01 cfs @ 1.60 fps)

Basin B Type 11 24-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Watershed B
Runoff = 83.55 cfs @ 11.97 hrs, Volume= 4.332 af, Depth> 4.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) CN Description
5.640 86 Fallow, bare soil, HSG B
5.010 91 Fallow, bare soil, HSG C
10.650 88 Weighted Average
10.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.7 100 0.0500 0.63 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.4 765 0.0530 3.71 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
6.1 865 Total

Basin B Type 1124-hr 25 yr Rainfall=6.27"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAD®10 00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Pond B: Basin B
Inflow Area = 10.650 ac, 0.00% Impervious, Inflow Depth > 4.88" for 25 yr event
Inflow - 83.55 cfs @ 11.97 hrs, Volume= 4.332 of
Outflow = 40.88 cfs @ 12.07 hrs, Volume= 3.540 af, Atten= 51 %, Lag= 6.4 min
Primary - 40.88 cfs @ 12.07 hrs, Volume= 3.540 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 233.57' @ 12.07 hrs Surf.Area= 36,264 sf Storage= 85,498 cf
Plug -Flow detention time=142.7 min calculated for 3.533 of (82% of inflow)
Center -of -Mass det. time= 67.6 min ( 853.8 - 786.2 )
Volume Invert Avail.Storage Storage Description
#1 231.00' 100,962 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq ft) (cubic -feet) (cubic -feet)
231.00 30,000 0 0
232.00 32,436 31,218 31,218
233.00 34,872 33,654 64,872
234.00 37,308 36,090 100,962
Device Routing Invert Outlet Devices
#1 Primary 230.00' 18.0" Round 18" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 230.00' / 229.00' S= 0.0200 ? Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=1.77 sf
#2 Device 1 232.00' 24.0" Horiz. 24" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 231.00' 0.110 cfs 3" Skimmer
#4 Primary 233.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=39.37 cfs @ 12.07 hrs HW=233.55' (Free Discharge)
=18" CMP Barrel (Barrel Controls 10.78 cfs @ 6.10 fps)
2=24" CMP Riser (Passes < 18.84 cfs potential flow)
3=3" Skimmer (Passes < 0.11 cfs potential flow)
=20' Secondary Spillway (Weir Controls 28.59 cfs @ 2.22 fps)

its C
Watershed C
Subcat Reach on Rk
Basin C
Routing Diagram for Basin C
Prepared by {enter your company name here}, Printed 1/26/2021
IydroCArj@ 10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC

Basin C Type 1124-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1 S: Watershed C
Runoff - 46.01 cfs @ 11.97 hrs, Volume= 2.273 af, Depth> 2.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
6.290 86 Fallow, bare soil, HSG B
5.190 91 Fallow, bare soil, HSG C
11.480 88 Weighted Average
11.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.9 100 0.0400 0.57 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.0 825 0.0800 4.55 Shallow Concentrated Flow,
Unsaved Kv=16.1 fps
5.9 925 Total

Basin C Type ii 24-hr 90 yr Rainfaii=5.28"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment IS: Watershed C
Runoff — 74.09 cfs @ 11.96 hrs, Volume= 3.761 af, Depth> 3.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
6.290 86 Fallow, bare soil, HSG B
5.190 91 Fallow, bare soil, HSG C
11.480 88 Weighted Average
11.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.9 100 0.0400 0.57 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.0 825 0.0800 4.55 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
5.9 925 Total

Basin C Type 1124-hr 10 yr Rainfall=5.28"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAM 10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 5
Summary for Pond C: Basin C
Inflow Area = 11.480 ac, 0.00% Impervious, Inflow Depth > 3.93" for 10 yr event
Inflow = 74.09 cfs @ 11.96 hrs, Volume= 3.761 of
Outflow = 21.14 cfs @ 12.11 hrs, Volume= 2.914 af, Atten= 71 %, Lag= 9.0 min
Primary = 21.14 cfs @ 12.11 hrs, Volume= 2.914 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 243.29' @ 12.11 hrs Surf.Area= 37,883 sf Storage= 80,996 cf
Plug -Flow detention time=161.9 min calculated for 2.908 of (77% of inflow)
Center -of -Mass det. time= 77.7 min ( 869.8 - 792.1 )
Volume Invert Avail.Storage Storage Description
#1 241.00' 148,768 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area lnc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
241.00 32,500 0 0
242.00 34,846 33,673 33,673
243.00 37,192 36,019 69,692
244.00 39,538 38,365 108,057
245.00 41,884 40,711 148,768
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" Round 18" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 240.00' / 239.00' S= 0.0200 7' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=1.77 sf
#2 Device 1 242.00' 24.0" Horiz. 24" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 241.00' 0.110 cfs 3" Skimmer
#4 Primary 243.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=20.71 cfs @ 12.11 hrs HW=243.29' (Free Discharge)
=18" CMP Barrel (Barrel Controls 10.30 cfs @ 5.83 fps)
2=24" CMP Riser (Passes < 17.16 cfs potential flow)
3=3" Skimmer (Passes < 0.11 cfs potential flow)
=20' Secondary Spillway (Weir Controls 10.41 cfs @ 1.67 fps)

Basin C Type 1124-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1 S: Watershed C
Runoff = 90.77 cfs @ 11.96 hrs, Volume= 4.670 af, Depth> 4.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) CN Description
6.290 86 Fallow, bare soil, HSG B
5.190 91 Fallow. bare soil. HSG C
11.480 88 Weighted Average
11.480 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(fi/sec)
(cfs)
2.9 100
0.0400
0.57
Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.0 825
0.0800
4.55
Shallow Concentrated Flow,
Unsaved Kv=16.1 fps
5.9 925 Total

Basin C Type 1124-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 7
Summary for Pond C: Basin C
Inflow Area = 11.480 ac, 0.00% Impervious, Inflow Depth > 4.88" for 25 yr event
Inflow = 90.77 cfs @ 11.96 hrs, Volume= 4.670 of
Outflow = 43.75 cfs @ 12.07 hrs, Volume= 3.811 af, Atten= 52%, Lag= 6.4 min
Primary - 43.75 cfs @ 12.07 hrs, Volume= 3.811 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 243.60' @ 12.07 hrs SurF.Area= 38,611 sf Storage= 92,890 cf
Plug -Flow detention time=144.9 min calculated for 3.803 of (81 % of inflow)
Center -of -Mass det. time= 69.5 min ( 855.6 - 786.1 )
Volume Invert Avail.Storage Storage Description
#1 241.00' 148,768 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
241.00 32,500 0 0
242.00 34,846 33,673 33,673
243.00 37,192 36,019 69,692
244.00 39,538 38,365 108,057
245.00 41,884 40,711 148,768
Device Routing Invert Outlet Devices
#1 Primary 240.00' 18.0" Round 18" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert-- 240.00' / 239.00' S= 0.0200'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=1.77 sf
#2 Device 1 242.00' 24.0" Horiz. 24" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 241.00' 0.110 cfs 3" Skimmer
#4 Primary 243.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
r
ary OutFlow Max=42.19 cfs @ 12.07 hrs HW=243.59' (Free Discharge)
=18" CMP Barrel (Barrel Controls 10.84 cfs @ 6.13 fps)
2 =24" CMP Riser (Passes < 19.05 cfs potential flow)
154" Skimmer (Passes < 0.11 cfs potential flow)
=20' Secondary Spillway (Weir Controls 31.35 cfs @ 2.28 fps)

Watershed D
Subcat Reach Aon Llnk
Basin D
Routing Diagram for Basin D
Prepared by {enter your company name here}, Printed 1/26/2021
HydruCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC

Basin D Type // 24-hr 2 yr Rainfall=3. 62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Watershed D
Runoff = 18.74 cfs @ 11.97 hrs, Volume= 0.953 af, Depth> 2.47"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
1.960 86 Fallow, bare soil, HSG B
2.680 91 Fallow, bare soil, HSG C
4.640 89 Weighted Average
4.640 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 100 0.0300 0.51 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.2 760 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.5 860 Total

Basin D Type l/ 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCADO 10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 3
Summary for Pond D: Basin D
Inflow Area = 4.640 ac, 0.00% Impervious, Inflow Depth > 2.47" for 2 yr event
Inflow - 18.74 cfs @ 11.97 hrs, Volume= 0.953 of
Outflow - 3.52 cfs @ 12.15 hrs, Volume= 0.613 af, Atten= 81 %, Lag=10.5 min
Primary = 3.52 cfs @ 12.15 hrs, Volume-- 0.613 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 262.40' @ 12.17 hrs Surf.Area=15,699 sf Storage= 20,684 cf
Plug -Flow detention time=190.5 min calculated for 0.611 of (64% of inflow)
Center -of -Mass det. time= 88.3 min ( 891.2 - 802.9 )
Volume Invert Avaii.Storage Storage Description
#1 261.00' 47,547 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
261.00 13,500 0 0
262.00 15,066 14,283 14,283
263.00 16,632 15,849 30,132
264.00 18,198 17,415 47,547
Device Routing Invert Outlet Devices
#1 Primary 260.00' 12.0" Round 12" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 260.00' / 259.00' S= 0.0200'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#2 Device 1 262.00' 18.0" Horiz.18" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 261.00' 0.070 cfs 2.5" Skimmer
#4 Primary 263.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
rlmary OutFlow Max=3.52 cfs @ 12.15 hrs HN=262.40' (Free Discharge)
t=12" CMP Barrel (Barrel Controls 3.52 cfs @ 4.48 fps)
2=18" CMP Riser (Passes < 3.92 cfs potential flow)
3=2.5" Skimmer (Passes < 0.07 cfs potential flow)
=20' Secondary Spillway ( Controls 0.00 cfs)

Basin D Type 1124-hr 10 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Pape 4
Summary for Subcatchment IS: Watershed D
Runoff - 29.83 cfs @ 11.97 hrs, Volume= 1.561 af, Depth> 4.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
1.960 86 Fallow, bare soil, HSG B
2.680 91 Fallow, bare soil, HSG C
4.640 89 Weighted Average
4.640 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 100 0.0300 0.51 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.2 760 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
6.5 860 Total

Basin D Type 11 24-hr 14 yr Rainfall=5.28"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCAD@ 10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 5
Summary for Pond D: Basin D
Inflow Area = 4.640 ac, 0.00% Impervious, Inflow Depth > 4.04" for 10 yr event
Inflow = 29.83 cfs @ 11.97 hrs, Volume= 1.561 of
Outflow = 9.20 cfs @ 12.12 hrs, Volume= 1.213 af, Atten= 69%, Lag= 8.9 min
Primary = 9.20 cfs @ 12.12 hrs, Volume= 1.213 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 263.18' @ 12.12 hrs Surf.Area=16,917 sf Storage= 33,302 cf
Plug -Flow detention time=157.8 min calculated for 1.210 of (78% of inflow)
Center -of -Mass det. time= 74.4 min ( 863.5 - 789.1 )
Volume Invert Avail.Storage Storage Description
#1 261.00' 47,547 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
261.00 13,500 0 0
262.00 15,066 14,283 14,283
263.00 16,632 15,849 30,132
264.00 18,198 17,415 47,547
Device Routing Invert Outlet Devices
#1 Primary 260.00' 12.0" Round 12" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet 1 nvert= 260.00' / 259.00' S= 0.0200 7' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#2 Device 1 262.00' 18.0" Horiz.18" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 261.00' 0.070 cfs 2.5" Skimmer
#4 Primary 263.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=8.82 cfs @ 12.12 hrs HW=263.17' (Free Discharge)
Th.=12" CMP Barrel (Barrel Controls 4.04 cfs @ 5.15 fps)
2=18" CMP Riser (Passes < 9.21 cfs potential flow)
3=2.5" Skimmer (Passes < 0.07 cfs potential flow)
=20' Secondary Spillway (Weir Controls 4.78 cfs @ 1.32 fps)

Basin D Type 11 24-hr 25 yr Rainfall=6.27"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Watershed D
Runoff — 36.41 cfs @ 11.97 hrs, Volume= 1.930 af, Depth> 4.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) CN Description
1.960 86 Fallow, bare soil, HSG B
2.680 91 Fallow, bare soil, HSG C
4.640 89 Weighted Average
4.640 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 100 0.0300 0.51 Sheet Flow,
Fallow n= 0.050 P2= 3.60"
3.2 760 0.0600 3.94 Shallow Concentrated Flow,
Unpaved Kv=16.1 fps
6.5 860 Total

Basin D Type 1l 24-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD@ 10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 7
Summary for Pond D: Basin D
Inflow Area = 4.640 ac, 0.00% Impervious, Inflow Depth > 4.99" for 25 yr event
Inflow = 36.41 cfs @ 11.97 hrs, Volume= 1.930 of
Outflow = 21.57 cfs @ 12.07 hrs, Volume= 1.579 af, Atten= 41 %, Lag= 5.7 min
Primary = 21.57 cfs @ 12.07 hrs, Volume= 1.579 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 263.40' @ 12.07 hrs Surf.Area=17,261 sf Storage= 37,126 cf
Plug -Flow detention time=141.5 min calculated for 1.576 of (82% of inflow)
Center -of -Mass det. time= 66.8 min ( 850.0 - 783.2 )
Volume Invert Avail.Storage Storage Description
#1 261.00' 47,547 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
261.00 13,500 0 0
262.00 15,066 14,283 14,283
263.00 16,632 15,849 30,132
264.00 18,198 17,415 47,547
Device Routing Invert Outlet Devices
#1 Primary 260.00' 12.0" Round 12" CMP Barrel
L= 50.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 260.00' / 259.00' S= 0.0200'P Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 0.79 sf
#2 Device 1 262.00' 18.0" Horiz.18" CMP Riser C= 0.600
Limited to weir flow at low heads
#3 Device 1 261.00' 0.070 cfs 2.5" Skimmer
#4 Primary 263.00' 20' Secondary Spillway, C= 3.27
Offset (feet) 0.00 4.50 24.50 29.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=20.56 cfs @ 12.07 hrs HW=263.39' (Free Discharge)
=12" CMP Barrel (Barrel Controls 4.18 cfs @ 5.32 fps)
2=18" CMP Riser (Passes < 10.02 cfs potential flow)
3=2.5" Skimmer (Passes < 0.07 cfs potential flow)
-20' Secondary Spillway (Weir Controls 16.39 cfs @ 1.90 fps)

Watershed E
Subcat Reach Pon Link
Basin E (Skimmer)
Routing Diagram for Basin E
Prepared by {enter your company name here}, Printed 1/26/2021
HydroCAD®10.00-20 sin 07329 © 2017 HydroCAD Software Solutions LLC

Basin E Type // 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Watershed E
Runoff = 6.00 cfs @ 11.95 hrs, Volume= 0.290 af, Depth> 2.56"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
0.260 86 Fallow, bare soil, HSG B
1.100 91 Fallow, bare soil, HSG C
1.360 90 Weighted Average
1.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

Basin E Type 11 24-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCADO 10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Pape 3
Summary for Pond E: Basin E (Skimmer)
Inflow Area = 1.360 ac, 0.00% Impervious, Inflow Depth > 2.56" for 2 yr event
Inflow = 6.00 cfs @ 11.95 hrs, Volume= 0.290 of
Outflow = 0.25 cfs @ 13.29 hrs, Volume= 0.108 af, Atten= 96%, Lag= 80.1 min
Primary = 0.25 cfs @ 13.29 hrs, Volume= 0.108 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 253.03' @ 13.29 hrs Surf.Area= 4,732 sf Storage= 8,048 cf
Plug -Flow detention time= 281.1 min calculated for 0.108 of (37% of inflow)
Center -of -Mass det. time=157.2 min ( 954.8 - 797.7 )
Volume Invert Avail.Storage Storage Description
#1 251.00' 18,848 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
251.00 3,200 0 0
252.00 3,956 3,578 3,578
253.00 4,712 4,334 7,912
254.00 5,468 5,090 13,002
255.00 6,224 5,846 18,848
Device Routing Invert Outlet Devices
#1 Primary 250.00' 4.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 250.00' / 249.00' S= 0.0200 'P Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf
#2 Device 1 251.00' 0.038 cfs 2" skimmer
#3 Primary 253.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 4.50 16.50 21.00
Height (feet) 1.50 0.00 0.00 1.50
Rrimary OutFlow Max=0.21 cfs @ 13.29 hrs HW=253.03' (Free Discharge)
=Culvert (Passes 0.04 cfs of 0.55 cfs potential flow)
2=2" skimmer (Constant Controls 0.04 cfs)
3=Asymmetrical Weir (Weir Controls 0.17 cfs @ 0.53 fps)

Basin E Type/1 24-hr 90 yr Rainfall=5.28"
Prepared by (enter your company name here) Printed 1/26/2021
H droCAD®10.00-20 s/n 07329 02017 H droCAD Software Solutions LLC Page 4
Summary for Subcatchment IS: Watershed E
Runoff = 9.44 cfs @ 11.95 hrs, Volume= 0.470 af, Depths 4.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
0.260 86 Fallow, bare soil, HSG B
1.100 91 Fallow, bare soil, HSG C
1.360 90 Weighted Average
1.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

Basin E Type 1l 24-hr 10 yr Rainfal1=5.28"
Prepared by {enter your company name here} Printed 1/26/2-021
HydroCAD®10.00-20 s/n 07329 02017 HydroCAD Software Solutions LLC Page 5
Summary for Pond E: Basin E (Skimmer)
Inflow Area = 1.360 ac, 0.00% Impervious, Inflow Depth > 4.14" for 10 yr event
Inflow - 9.44 cfs @ 11.95 hrs, Volume= 0.470 of
Outflow = 5.79 cfs @ 12.04 hrs, Volume= 0.287 af, Aften= 39%, Lag= 5.4 min
Primary = 5.79 cfs @ 12.04 hrs, Volume= 0.287 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev-- 253.27' @ 12.04 hrs Surf.Area= 4,915 sf Storage= 9,278 cf
Plug -Flow detention time=176.2 min calculated for 0.287 of (61 % of inflow)
Center -of -Mass det. time= 72.6 min ( 856.8 - 784.2 )
Volume Invert
Avail.Storage Storage Description
#1 251.00'
18,848 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
251.00
3,200
0 0
252.00
3,956
3,578 3,578
253.00
4,712
4,334 7,912
254.00
5,468
5,090 13,002
255.00
6,224
5,846 18,848
Device Routing
Invert
Outlet Devices
#1 Primary
250.00'
4.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 250.00' / 249.00' S= 0.0200 7' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf
#2 Device 1
251.00'
0.038 cfs 2" skimmer
#3 Primary
253.00'
Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 4.50 16.50 21.00
Height (feet) 1.50 0.00 0.00 1.50
Primary OutFlow Max=5.59 cfs @ 12.04 hrs HW=253.26' (Free Discharge)
LCulvert (Passes 0.04 cfs of 0.57 cfs potential flow)
2=2" skimmer (Constant Controls 0.04 cfs)
3=Asymmetrical Weir (Weir Controls 5.55 cfs @ 1.56 fps)

Basin E Type 1124-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Watershed E
Runoff — 11.47 cfs @ 11.95 hrs, Volume= 0.579 af, Depth> 5.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) CN Description
0.260 86 Fallow, bare soil, HSG B
1.100 91 Fallow, bare soil, HSG C
1.360 90 Weighted Average
1.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,

Basin E Type // 24 hr 25 yr Rainfall=6.27"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCADO 10.00-20 s/n 07329 4 2017 HydroCAD Software Solutions LLC Pape 7
Summary for Pond E: Basin E (Skimmer)
Inflow Area = 1.360 ac, 0.00% Impervious, Inflow Depth > 5.11" for 25 yr event
Inflow = 11.47 cfs @ 11.95 hrs, Volume= 0.579 of
Outflow - 9.92 cfs @ 12.00 hrs, Volume= 0.396 af, Atten=13%, Lag= 3.1 min
Primary = 9.92 cfs @ 12.00 hrs, Volume= 0.396 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 253.38' @ 12.00 hrs Surf.Area= 4,999 sf Storage= 9,844 cf
Plug -Flow detention time=156.2 min calculated for 0.396 of (68% of inflow)
Center -of -Mass det. time= 59.5 min ( 838.1 - 778.6 )
Volume Invert Avail.Storage Storage Description
#1 251.00' 18,848 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
251.00 3,200 0 0
252.00 3,956 3,578 3,578
253.00 4,712 4,334 70912
254.00 5,468 5,090 13,002
255.00 6,224 5,846 18,848
Device Routing Invert Outlet Devices
#1 Primary 250.00' 4.0" Round Culvert
L= 50.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 250.00' / 249.00' S= 0.02007' Cc= 0.900
n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf
#2 Device 1 251.00' 0.038 cfs 2" skimmer
#3 Primary 253.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 4.50 16.50 21.00
Height (feet) 1.50 0.00 0.00 1.50
"3=Asymmetrical
rimary OutFlow Max=9.74 cfs @ 12.00 hrs HW=253.38' (Free Discharge)
=Culvert (Passes 0.04 cfs of 0.58 cfs potential flow)
0- 2=2" skimmer (Constant Controls 0.04 cfs)
Weir (Weir Controls 9.70 cfs @ 1.81 fps)

Watershed 1
Subcat Reach Aon Link
48" CMP

Culvert for stream crossing Type 1l 24-hr 2 yr Rainfall=3.62"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 O 2017 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment IS: Watershed 1
Runoff = 33.16 cfs @ 12.14 hrs, Volume= 2.848 af, Depth> 0.76"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 yr Rainfall=3.62"
Area (ac) CN Description
0.930
98 Impervious
23.200
70 Woods, Good, HSG C
20.770
55 Woods, Good, HSG 6
44.900
64 Weighted Average
43.970
97.93% Pervious Area
0.930
2.07% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
9.2 100
0.0200 0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.1 1,032
0.0350 2.81
Shallow Concentrated Flow,
Grassed Waterway Kv=15.0 fps
3.4 1,605
0.0250 7.83 70.49
Channel Flow,
Area= 9.0 sf Perim= 9.0' r=1.00'
n= 0.030 Stream, clean & straight
18.7 2,737 Total

Culvert for stream crossing Type 1124-hr 2 yr Rainfall=3.62"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 3
Summary for Pond 2P: 48" CMP
Inflow Area = 44.900 ac, 2.07% Impervious, Inflow Depth > 0.76" for 2 yr event
Inflow = 33.16 cfs @ 12.14 hrs, Volume= 2.848 of
Outflow = 28.42 cfs @ 12.22 hrs, Volume= 2.835 af, Aften=14%, Lag= 4.9 min
Primary = 28.42 cfs @ 12.22 hrs, Volume= 2.835 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 238.07' @ 12.22 hrs Surf.Area= 8,398 sf Storage= 9,190 cf
Plug -Flow detention time= 6.7 min calculated for 2.835 of (100% of inflow)
Center -of -Mass det. time= 4.3 min ( 897.2 - 892.9 )
_Volume Invert Avail.Storage Storage Description
#1 235.50' 82,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
235.50 0 0 0
236.00 493 123 123
238.00 8,023 8,516 8,639
240.00 19,200 27,223 35,862
242.00 27,769 46,969 82,831
Device Routing Invert Outlet Devices
#1 Primary 236.00' 48.0" Round 48" Culvert
L= 84.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 236.00' / 234.38' S= 0.0193 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=12.57 sf
#2 Primary 241.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 28.00 48.00 68.00 104.00 133.00
Height (feet) 0.50 0.00 0.50 0.50 0.00 0.50
rrimary OutFlow Max=28.09 cfs @ 12.22 hrs HW=238.05' (Free Discharge)
1=48" Culvert (Barrel Controls 28.09 cfs @ 6.30 fps)
2=Asymmetrical Weir ( Controls 0.00 cfs)

Culvert for stream crossing Type // 24-hr 10 yr Rainfall=5.28"
Prepared by {enter your company name here} Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1 S: Watershed 1
Runoff = 87.09 cfs @ 12.12 hrs, Volume= 6.566 af, Depth> 1.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr Rainfall=5.28"
Area (ac) CN Description
* 0.930
98 Impervious
23.200
70 Woods, Good, HSG C
20.770
55 Woods, Good, HSG 6
44.900
64 Weighted Average
43.970
97.93% Pervious Area
0.930
2.07% Impervious Area
Tc Length
Slope Velocity Capacity
Description
min feet
ft/ft) (ft/sec) (cfs
9.2 100
0.0200 0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.1 1,032
0.0350 2.81
Shallow Concentrated Flow,
Grassed Waterway Kv=15.0 fps
3.4 1,605
0.0250 7.83 70.49
Channel Flow,
Area= 9.0 sf Perim= 9.0' r=1.00'
n= 0.030 Stream, clean & straight
18.7 2,737 Total

Culvert for stream crossing Type 11 24-hr 10 yr Rainfall=5.28"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCADO 10.00-20 s/n 07329 4 2017 HydroCAD Software Solutions LLC Page 5
Summary for Pond 2P: 48" CMP
Inflow Area = 44.900 ac, 2.07% Impervious, Inflow Depth > 1.75" for 10 yr event
Inflow = 87.09 cfs @ 12.12 hrs, Volume= 6.566 of
Outflow = 68.84 cfs @ 12.23 hrs, Volume= 6.547 af, Atten= 21 %, Lag= 6.2 min
Primary = 68.84 cfs @ 12.23 hrs, Volume= 6.547 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 239.58' @ 12.23 hrs Surf.Area=16,855 sf Storage= 28,296 cf
Plug -Flow detention time= 6.3 min calculated for 6.547 of (100% of inflow)
Center -of -Mass det. time= 4.6 min ( 869.8 - 865.2 )
Volume Invert Avail.Storage Storage Description
#1 235.50' 82,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
235.50 0 0 0
236.00 493 123 123
238.00 8,023 8,516 8,639
240.00 19,200 27,223 35,862
242.00 27,769 46,969 82,831
Device Routing Invert Outlet Devices
#1 Primary 236.00' 48.0" Round 48" Culvert
L= 84.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 236.00' / 234.38' S= 0.0193'/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=12.57 sf
#2 Primary 241.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 28.00 48.00 68.00 104.00 133.00
Height (feet) 0.50 0.00 0.50 0.50 0.00 0.50
Primary OutFlow Max=68.41 cfs @ 12.23 hrs HW=239.56' (Free Discharge)
t1=48" Culvert (Barrel Controls 68.41 cfs @ 7.66 fps)
2 Asymmetrical Weir ( Controls 0.00 cfs)

Culvert for stream crossing Type // 24-hr 25 yr Rainfaii=6.27"
Prepared by (enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Watershed 1
Runoff = 124.18 cfs @ 12.12 hrs, Volume= 9.147 af, Depth> 2.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 yr Rainfall=6.27"
Area (ac) CN Description
* 0.930 98 Impervious
23.200 70 Woods, Good, HSG C
20_770 55 Woods. Good. HSG B
44.900 64 Weighted Average
43.970 97.93% Pervious Area
0.930 2.07% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.2
100
0.0200
0.18
Sheet Flow,
Grass: Short n= 0.150 P2= 3.60"
6.1
1,032
0.0350
2.81
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.4
1,605
0.0250
7.83
70.49 Channel Flow,
Area= 9.0 sf Perim= 9.0' r=1.00'
n= 0.030 Stream. clean & straight
18.7 2,737 Total

Culvert for stream crossing Type 1124-hr 25 yr Rainfall=6.27"
Prepared by {enter your company name here) Printed 1/26/2021
HydroCAD®10.00-20 s/n 07329 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Pond 2P: 48" CMP
Inflow Area = 44.900 ac, 2.07% Impervious, Inflow Depth > 2.44" for 25 yr event
Inflow - 124.18 cfs @ 12.12 hrs, Volume= 9.147 of
Outflow = 91.48 cfs @ 12.24 hrs, Volume= 9.124 af, Atten= 26%, Lag= 7.2 min
Primary = 91.48 cfs @ 12.24 hrs, Volume= 9.124 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 240.49' @ 12.24 hrs Surf.Area= 21,285 sf Storage= 45,711 cf
Plug -Flow detention time= 6.5 min calculated for 9.124 of (100% of inflow)
Center -of -Mass det. time= 5.1 min ( 860.4 - 855.3 )
_Volume Invert Avail.Storage Storage Description
#1 235.50' 82,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic feet)
235.50 0 0 0
236.00 493 123 123
238.00 8,023 8,516 8,639
240.00 19,200 27,223 35,862
242.00 27,769 46,969 82,831
Device Routing Invert Outlet Devices
#1 Primary 236.00' 48.0" Round 48" Culvert
L= 84.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert-- 236.00' / 234.38' S= 0.0193 T Cc= 0.900
n= 0.025 Corrugated metal, Flow Area=12.57 sf
#2 Primary 241.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 28.00 48.00 68.00 104.00 133.00
Height (feet) 0.50 0.00 0.50 0.50 0.00 0.50
Frimary OutFlow Max=91.24 cfs @ 12.24 hrs HW=240.48' (Free Discharge)
1=48" Culvert (Barrel Controls 91.24 cfs @ 8.10 fps)
2=Asymmetrical Weir ( Controls 0.00 cfs)

7- a
IT p GAP
Go
t 61 r
V Y
1
• 1. 1 1
w�-�^s►+ 1 1 // w i to t
All 0
:1
I r } r
' r
111p1 IlfI rl •..,,III � M U� , IA�tll, d � NA i ®�E�fd� / !
r �tl tlil�i�inw ilr� I i r�nx•• t' r �� r• �u� r -, + �''ggr®�',Qlr�
ii
n r l�t
1li�, 111a d .� ,(� � � fir.,. ►I .,�r
all W
�.."
" .gyp'
Curves may not be extrapolated.
Figural 0.06b Dosign of outlot protection tram a toured plpo rowing tail. maximum tailwatar wredidon (Tw 2 0.5 d ouneter).
8.06.4
3
R•r. I W3

Temporary Sediment Trap Calculations
10- r, 5-min TC Rainfall Intensi I =7.70 in/hr
Trap
Total ac
Disturbed ac
Grass/Wood
Cavg
Q10 cfs
Reg Area (so
Size ft
Reg Vol
1
0.3
0.15
0.15
0.4
0.92
401.94
30x15
540
21
0.3
0.15
0.15
0.4
0.92
401.94
30x15
540
1
3
0.2
0.15
0.05
0.45
0.69
301.46
26x13
540
4
0.2
0.15
0.05
0.45
0.69
301.46
26x13
540
During construction of the roadways and stream crossings, sediment traps must be installed.
To evaluate the sediment traps, the rational design method was used. For land cover,
c=0.3 for grass/wood and c=0.5 for bare soil. Assume Tc period less than 5 minutes.
10-yr 5-minute rain intensity= 7.7in/hr
Example (Trap 1)
Q=C*I*A
Cavg=(0.15*0.5+0.15*0.3)/0.3=0.40
1=7.7 in/hr
A=0.3 ac.
Q=0.4*7.7*0.3=0.924 cfs
Required Area=(435 sf/cfs)(0.924cfs)=401.94sf
Required Volume=(3600 cu.ft./acre disturbed)(0.21 ac)= 540 cf