SW3220302_Design Calculations_20230223

Storm Drainage and Erosion Control Calculations for:
DENVER DEFENSE
1417 NC-16 BUSINESS, DENVER, NC 28037
Prepared by:
HensonFoley
Landscape Architecture I Civil Engineering
HensonFoley
121 Gilead Rd.
Huntersville, NC 28078
704-875-1615 p
NC Engineers Corp License C-3781
NC Board of Landscape Architects C-399
[e-mail]
June 6th 2022
REVISION: 2023-2-21 MINOR MODIFICATION (STORM PIPE MATERIAL CHANGE FROM RCP TO HDPE

Table of Contents
Narrative................................................................................................... 3
Storm Sewer Calcs for Ex. System to Remain ...................................................... 4
Storm Sewer Calcs for Prop. System.................................................................. 16
BmpCalculations.............................................................................................27
HydroCADReport.............................................................................. 28
Water Quality Calcs..............................................................................1 14
Erosion Control Calculations..............................................................................1 16
Skimmer Basin Calcs........................................................................... 117
Diversion Ditch Calcs........................................................................... 120
Outlet Protection Calc...........................................................................123
Supporting Documents.................................................................................... 126
Drainage Area Maps.........................................................................................141

Narrative
Existing Conditions
The existing site is partially developed on the eastern half with a gun store / gun
range building and associated parking. The western end of the site is mostly
wooded. Stormwater on the developed half of the site flows into an existing
stormwater system that discharges off property. Stormwater on the
undeveloped half of the site, flows to a old skimmer basin that still remains from
the construction of the existing building. The site is composed of a mixture of
mostly Hydrologic Group B soils.
Proposed Conditions
The undeveloped half of the site will be developed with a 12,000 SF
manufacturing building that will have a large truck court in the rear. A 5,200 SF
addition will be added to the existing building. Parking and drive aisles between
the two buildings will be improved so that semi -trucks with trailers can navigate
through the site.
Erosion Control
The main control measure for sediment runoff will be a skimmer basin which will
contain the majority of the runoff. The existing stormwater system with stone inlet
protection and silt sack inlet protection will be used to route runoff as well. Silt
fence with rock outlets will be used to contain additional runoff. Additional
measures will consist of construction entrances, inlet protections, and diversion
ditches.
Storm Water Detention, Water Quality
Detention of the storm drainage is not required in this area but a 10-year storm
must be conveyed non erosively. Detention has been provided for the 10-year
storm to address drainage concerns since the existing outfall is on a neighboring
property. The BMP was designed so that run off leaving the site through existing
outfall would be less than run-off occurring in the sites current state. Detention
will consist of a dry detention basin in the southwest portion of the site that ties
into the existing stormwater system. Water quality will be provided via a surface
sand filter and internal water storage below the system.

EX. STORM DRAINAGE CALCULATIONS

11 IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
I 11 111 1 r-A ME =0. � a T9, WTMq 4 I ! 11 - � [ � IL M,
Project File: EXSTORM-221011.stm
Number of lines: 6 1 Date: 2/3/2022
Storm Sewers v2022.00

,� -iT*TM I I R -� ••
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
00
(deg)
(cfs)
(ac)
P
(min)
00
M
(ft)
(in)
(n)
(K)
(ft)
1
End
33.799
-93.376
MH
0.00
0.00
0.00
0.0
836.40
1.18
836.80
15
Cir
0.013
0.15
840.07
01-02
2
1
178.155
-4.072
MH
0.00
0.00
0.00
0.0
836.80
0.84
838.29
15
Cir
0.013
0.92
843.47
02-03
3
2
132.506
0.058
MH
0.00
0.00
0.00
0.0
838.29
0.84
839.40
15
Cir
0.013
1.00
850.33
03-04
4
3
170.344
86130
MH
0.00
0.00
0.00
0.0
839.50
0.76
840.80
15
Cir
0.013
0.82
845.20
04-05
5
4
27.693
52.282
Comb
0.00
0.57
0.95
5.0
840.80
1.08
841.10
15
Cir
0.013
1.00
844.00
05-06
6
2
50.968
-64.846
Comb
1.16
0.00
0.00
0.0
838.50
0.98
839.00
15
Cir
0.013
1.00
841.70
OCS PIPE
PEAK FLOW FROM
HYDROCAD FOR 10
YRSTORM
Project File: EXSTORM-221011.stm
Number of lines: 6
Date: 2/3/2022
Storm Sewers v2022.00

JLZ
L I � 11, li
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
EX JB-02
Manhole
840.07
Cir
4.00
4.00
15
Cir
836.80
15
Cir
836.80
2
PROP. JB-03
Manhole
843.47
Cir
4.00
4.00
15
Cir
838.29
15
Cir
838.29
15
Cir
838.50
3
EX JB-04
Manhole
850.33
Cir
4.00
4.00
15
Cir
839.40
15
Cir
839.50
4
PROP. JB-05
Manhole
845.20
Cir
4.00
4.00
15
Cir
840.80
15
Cir
840.80
5
PROP, CB-06
Combination
844.00
Rect
2.00
3.00
15
Cir
841.10
6
OCS
Combination
841.70
Rect
2.00
2.00
15
Cir
839.00
Project File: EXSTORM-221011.stm
Number of Structures: 6 --FRu,
Date: 2/3/2022
Storm Sewers v2022.00

,� -iT*TM I I R -� •
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
01-02
4.70
15
Cir
33.799
836.40
836.80
1.183
837.28
837.68
n/a
837.68
End
Manhole
2
02-03
4.79
15
Cir
178.155
836.80
838.29
0.836
837.68
839.18
0.38
839.18
1
Manhole
3
03-04
3.72
15
Cir
132.506
838.29
839.40
0.838
839.18
840.18
n/a
840.18 j
2
Manhole
4
04-05
3.82
15
Cir
170.344
839.50
840.80
0.763
840.25
841.59
n/a
841.59
3
Manhole
5
05-06
3.83
15
Cir
27.693
840.80
841.10
1.083
841.59
841.89
n/a
841.89
4
Combination
6
OCS PIPE
1.16
15
Cir
50.968
838.50
839.00
0.981
839.18
839.42
n/a
839.42 j
2
Combination
Project File: EXSTORM-221011.stm
Number of lines: 6 -FR,,
Date: 2/3/2022
NOTES: Return period= 10Yrs. ;j -Line contains hyd. jump.
Storm Sewers v2022.00

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
33.799
0.00
0.57
0.00
0.00
0.54
0.0
6.8
6.5
4.70
7.02
5.10
15
1.18
836.40
836.80
837.28
837.68
837.92
840.07
01-02
2
1
178.155
0.00
0.57
0.00
0.00
0.54
0.0
6.2
6.7
4.79
5.91
5.17
15
0.84
836.80
838.29
837.68
839.18
840.07
843.47
02-03
3
2
132.506
0.00
0.57
0.00
0.00
0.54
0.0
5.7
6.9
3.72
5.91
4.31
15
0.84
838.29
839.40
839.18
840.18
843.47
850.33
03-04
4
3
170.344
0.00
0.57
0.00
0.00
0.54
0.0
5.1
7.0
3.82
5.64
4.81
15
0.76
839.50
840.80
840.25
841.59
850.33
845.20
04-05
5
4
27.693
0.57
0.57
0.95
0.54
0.54
5.0
5.0
7.1
3.83
672
4.69
15
1.08
840.80
841.10
841.59
841.89
845.20
844.00
05-06
6
2
I
50.968
0.00
0.00
I
0.00
I
0.00
0.00
0.0
0.0
0.0
1.16
6.40
2.44
15
0.98
838.50
839.00
I
839.18
839.42
843.47
841.70
I
OCS PIPE
I
Project File: EXSTORM-221011.stm
Number of lines: 6
Run Date: 2/3/2022
NOTES:Intensity = 65.85 / (Inlet time + 11.90) 1 0.79; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2022.00

Page 1of1
Do
930.OD
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 6
-
=Run Date: 2/3/2022
Storm Sewers

Page 1of1
039JO0
MOO
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 6
-
=Run Date: 2/3/2022
Storm Sewers

Page 1of1
no.co
13.115 0 f
- 145
MOD
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 6
-
=Run Date: 2/3/2022
Storm Sewers

Page 1of1
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
MMMMMMMMMMMMMM
MMMMMMMMMMMMMM
Project File:
Run Date: 2/3/2022
Storm Sewers

Page 1of1
Reach (11)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 6
-
=Run Date: 2/3/2022
Storm Sewers

Page 1of1
Lin 2
K%. OD -
F
MUG
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 6
-
=Run Date: 2/3/2022
Storm Sewers

PROP. STORM DRAINAGE CALCULATIONS

11 IIIIII!IIIIIIIIIIIII 111111riplill 111111111�11111 r,1111111 III I 1 1111111 ''111 11111 pil,
11 111 1 r-A
I ME =0. � a T9, WTMq � 1 5 4 � � I , I ! 11 - � [ � IL M,
301114MI
ProjectFile: STORM-221011.stm
Number of lines: 5 1 Date: 2/21/2023
Storm Sewers v2022.00

,� -iT*TM I I R -� rj=
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
Ot)
(deg)
(cfs)
(ac)
(C)
(min)
Ot)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
38.291
-102.15(
Comb
0.00
0.25
0.95
5.0
842.10
0.39
842.25
24
Cir
0.012
1.50
854.12
01 FES-02CB
2
1
211.670
-79.629
Comb
0.00
0.18
0.95
5.0
842.25
3.57
849.80
15
Cir
0.012
1.50
855.37
FUTURE 02CB-03CB
3
2
125.000
85.118
Comb
0.00
0.56
0.95
5.0
850.00
0.80
851.00
15
Cir
0.012
1.00
856.31
FUTURE 03CB-04CB
4
1
183.260
89A86
Comb
0.00
0.29
0.95
5.0
842.25
0.41
843.00
18
Cir
0.012
1.46
846.56
02CB-05CB
5
4
112.248
-74.645
Comb
0.00
0.82
0.75
5.0
843.00
0.49
843.55
15
Cir
0.012
1.00
846.60
05CB-06CB
ProjectFile: STORM-221011.stm
Number of lines: 5
Date: 2/21/2023
Storm Sewers v2022.00

JLZ
L I � 11, li
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
02-CB
Combination
854.12
Rect
2.00
3.00
24
Cir
842.25
15
Cir
842.25
18
Cir
842.25
2
FUTURE 03-CB
Combination
855.37
Rect
2.00
3.00
15
Cir
849.80
15
Cir
850.00
3
FUTURE 04-CB
Combination
856.31
Rect
2.00
3.00
15
Cir
851.00
4
05-CB
Combination
846.56
Rect
2.00
3.00
18
Cir
843.00
15
Cir
843.00
5
06-CB
Combination
846.60
Rect
2.00
3.00
15
Cir
843.55
ProjectFile: STORM-221011.stm
Number of Structures: 5
Run Date: 2/21/2023
Storm Sewers v2022.00

,� -iT*TM I I R -� 3M
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
01 FES-02CB
12.17
24
Cir
38.291
842.10
842.25
0.392
843.37
843.60
0.68
844.28
End
Combination
2
FUTURE 02CB-03CB
4.88
15
Cir
211 �670
842.25
849.80
3.567
844.28
850.70
n/a
850.70 j
1
Combination
3
FUTURE 03CB-04CB
3.77
15
Cir
125.000
850.00
851.00
0.800
850.70
851.78
n/a
851.78
2
Combination
4
02CB-05CB
6.15
18
Cir
183.260
842.25
843.00
0.409
844.28*
844.82*
0.28
845.09
1
Combination
5
05CB-06CB
4.35
15
Cir
112.248
843.00
843.55
0.490
845.09*
845.53*
0.20
845.72
4
Combination
Project File: STORM-221011.stm
Number of lines: 5 --FR,,
Date: 2/21/2023
NOTES: Return period = 10 Yrs. *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Storm Sewers v2022.00

Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Incr
Total
otal
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
e
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft1s)
(in)
00
(ft)
00
(ft)
(ft)
00
I
End
38.291
0.25
2.10
0.95
0.24
1.83
5.0
6.4
6.6
12.17
1534
5.58
24
0.39
842.10
842.25
843.37
843.60
844.43
854.12
01 FES-02CB
2
1
11.670
0.18
0.74
0.95
0.17
0.70
5.0
5.4
6.9
4.88
13.21
4.59
15
3.57
842.25
849.80
844.28
850.70
854.12
855.37
FUTURE 02CB-0
3
2
125.000
0.56
0.56
0.95
0.53
0.53
5.0
5.0
7.1
3.77
6.26
4.99
15
0.80
850.00
851.00
850.70
851.78
855.37
856.31
FUTURE 03CB-0
4
1
183.260
0.29
1.11
0.95
0.28
0.89
5.0
5.5
6.9
615
7.28
3.48
18
0.41
842.25
843.00
844.28
844.82
854.12
846.56
02CB-05CB
5
4
112.248
0.82
0.82
0.75
0.62
0.62
5.0
5.0
7.1
4.35
4.90
3.55
15
0.49
843.00
843.55
845.09
845.53
846.56
846.60
05CB-06CB
ProjectFile: STORM-221011.stm
Number of lines: 5
Run Date: 2/21/2023
NOTES:Intensity = 65.85 / (Inlet time + 11.90) 1 0.79; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2022.00

Page 1of1
Lin& 1
-01FE54203
F (2-GB Eley Ift)
MOO
MIX
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 5
-
=Run Date: 2/21/2023
Storm Sewers

Page 1of1
FUTURE
------------------------
ELE
B9.001
MOD
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 5
-
=Run Date: 2/21/2023
Storm Sewers

Page 1of1
FUTW
RRM
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 5
-
=Run Date: 2/21/2023
Storm Sewers

Page 1of1
B9.001
MOD
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
MMMMMMMMMMMMMM
MMMMMMMMMMMMMM
Project File:
Run Date: 2/21/2023
Storm Sewers

Page 1of1
949.00
iGB
Reach (ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Project File:
No. Lines: 5
-
=Run Date: 2/21/2023
Storm Sewers

BMP CALCULATIONS

PRE
2S '� 3P
POST - A (ROUTED) BMP A
4S 5L
POST-B(BYPASSED) OUTFALL
Subcat Reach on Link

221011 - DENVER DEFENSE
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event#
Event
Name
Storm Type Curve
Mode
Duration
(hours)
B/B
Depth
(inches)
AMC
1
1-Year
Type II 24-hr
Default
24.00
1
2.81
2
2
10-Year
Type II 6-hr
Default
6.00
1
3.50
2
3
25-Year
Type II 6-hr
Default
6.00
1
4.15
2
4
50-Year
Type II 6-hr
Default
6.00
1
4.68
2

221011 - DENVER DEFENSE
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
3.116 98 Paved parking, HSG B (1S, 2S, 4S)
1.824 58 Woods/grass comb., Good, HSG B (1S, 2S, 4S)
4.940 83 TOTAL AREA

221011 - DENVER DEFENSE
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
4.940
HSG B 1 S, 2S, 4S
0.000
HSG C
0.000
HSG D
0.000
Other
4.940
TOTAL AREA

221011 - DENVER DEFENSE
Prepared by Henson Foley, Inc
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC
Printed
6/9/2022
Page 5
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
3.116
0.000
0.000
0.000
3.116
Paved parking
1 S, 2S,
4S
0.000
1.824
0.000
0.000
0.000
1.824
Woods/grass comb., Good
1 S, 2S,
4S
0.000
4.940
0.000
0.000
0.000
4.940
TOTAL AREA

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 6
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: PRE Runoff Area=1.630 ac 57.30% Impervious Runoff Depth=1.17"
Tc=5.0 min CN=81 Runoff=3.43 cfs 0.159 of
Subcatchment2S: POST- A (ROUTED) Runoff Area=119,449 sf 61.05% Imperious Runoff Depth=1.23"
Tc=5.0 min CN=82 Runoff=6.09 cfs 0.281 of
Subcatchment4S: POST-B (BYPASSED) Runoff Area=0.568 ac 89.44% Imperious Runoff Depth=2.17"
Tc=5.0 min CN=94 Runoff=2.07 cfs 0.103 of
Pond 3P: BMP A Peak Elev=843.94' Storage=6,099 cf Inflow=6.09 cfs 0.281 of
Primary=0.46 cfs 0.281 of Secondary=0.00 cfs 0.000 of Outflow=0.46 cfs 0.281 of
Link 5L: OUTFALL
Inflow=2.11 cfs 0.384 of
Primary=2.11 cfs 0.384 of
Total Runoff Area = 4.940 ac Runoff Volume = 0.543 of Average Runoff Depth = 1.32"
36.92% Pervious = 1.824 ac 63.08% Impervious = 3.116 ac

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: PRE
Runoff = 3.43 cfs @ 11.96 hrs, Volume= 0.159 af, Depth= 1.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.81"
Area (ac) CN Description
0.934
98 Paved parking, HSG B
0.696
58 Woods/grass comb., Good, HSG B
1.630
81 Weighted Average
0.696
42.70% Pervious Area
0.934
57.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: PRE
Hydrograph
I I I I I I I I I I I I I I 1 � I I I I I I 1 ❑Runoff
3.43 cfs
Type 11';24-h';r
3 1-Year RainfallT2.8t
Rgnbff Area=1.630 at
RL; n pff'1 VQ I L; m1e='10. 150 clf
2 Ru'Inoff IDe-0-1-17;"-
TcT5.'0 Mih
CAN=81
1 I I I I I I I I I I I I I I I I I I I I I
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 1S: PRE
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.13
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.22
0.00
0.00
7.00
0.28
0.00
0.00
8.00
0.34
0.00
0.00
9.00
0.41
0.00
0.00
10.00
0.51
0.00
0.00
11.00
0.66
0.01
0.04
12.00
1.86
0.52
3.06
13.00
2.17
0.71
0.20
14.00
2.30
0.81
0.12
15.00
2.40
0.87
0.10
16.00
2.47
0.92
0.08
17.00
2.53
0.97
0.07
18.00
2.59
1.01
0.06
19.00
2.64
1.04
0.05
20.00
2.68
1.07
0.04
21.00
2.71
1.10
0.04
22.00
2.75
1.12
0.04
23.00
2.78
1.15
0.04
24.00
2.81
1.17
0.04
25.00
2.81
1.17
0.00
26.00
2.81
1.17
0.00
27.00
2.81
1.17
0.00
28.00
2.81
1.17
0.00
29.00
2.81
1.17
0.00
30.00
2.81
1.17
0.00
31.00
2.81
1.17
0.00
32.00
2.81
1.17
0.00
33.00
2.81
1.17
0.00
34.00
2.81
1.17
0.00
35.00
2.81
1.17
0.00
36.00
2.81
1.17
0.00
37.00
2.81
1.17
0.00
38.00
2.81
1.17
0.00
39.00
2.81
1.17
0.00
40.00
2.81
1.17
0.00
41.00
2.81
1.17
0.00
42.00
2.81
1.17
0.00
43.00
2.81
1.17
0.00
44.00
2.81
1.17
0.00
45.00
2.81
1.17
0.00
46.00
2.81
1.17
0.00
47.00
2.81
1.17
0.00
48.00
2.81
1.17
0.00
49.00
2.81
1.17
0.00
50.00
2.81
1.17
0.00
51.00
2.81
1.17
0.00
52.00
2.81
1.17
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.81
1.17
0.00
54.00
2.81
1.17
0.00
55.00
2.81
1.17
0.00
56.00
2.81
1.17
0.00
57.00
2.81
1.17
0.00
58.00
2.81
1.17
0.00
59.00
2.81
1.17
0.00
60.00
2.81
1.17
0.00
61.00
2.81
1.17
0.00
62.00
2.81
1.17
0.00
63.00
2.81
1.17
0.00
64.00
2.81
1.17
0.00
65.00
2.81
1.17
0.00
66.00
2.81
1.17
0.00
67.00
2.81
1.17
0.00
68.00
2.81
1.17
0.00
69.00
2.81
1.17
0.00
70.00
2.81
1.17
0.00
71.00
2.81
1.17
0.00
72.00
2.81
1.17
0.00
73.00
2.81
1.17
0.00
74.00
2.81
1.17
0.00
75.00
2.81
1.17
0.00
76.00
2.81
1.17
0.00
77.00
2.81
1.17
0.00
78.00
2.81
1.17
0.00
79.00
2.81
1.17
0.00
80.00
2.81
1.17
0.00
81.00
2.81
1.17
0.00
82.00
2.81
1.17
0.00
83.00
2.81
1.17
0.00
84.00
2.81
1.17
0.00
85.00
2.81
1.17
0.00
86.00
2.81
1.17
0.00
87.00
2.81
1.17
0.00
88.00
2.81
1.17
0.00
89.00
2.81
1.17
0.00
90.00
2.81
1.17
0.00
91.00
2.81
1.17
0.00
92.00
2.81
1.17
0.00
93.00
2.81
1.17
0.00
94.00
2.81
1.17
0.00
95.00
2.81
1.17
0.00
96.00
2.81
1.17
0.00
97.00
2.81
1.17
0.00
98.00
2.81
1.17
0.00
99.00
2.81
1.17
0.00
100.00
2.81
1.17
0.00
101.00
2.81
1.17
0.00
102.00
2.81
1.17
0.00
103.00
2.81
1.17
0.00
104.00
2.81
1.17
0.00
105.00
2.81
1.17
0.00

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 1S: PRE (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
2.81
1.17
0.00
107.00
2.81
1.17
0.00
108.00
2.81
1.17
0.00
109.00
2.81
1.17
0.00
110.00
2.81
1.17
0.00
111.00
2.81
1.17
0.00
112.00
2.81
1.17
0.00
113.00
2.81
1.17
0.00
114.00
2.81
1.17
0.00
115.00
2.81
1.17
0.00
116.00
2.81
1.17
0.00
117.00
2.81
1.17
0.00
118.00
2.81
1.17
0.00
119.00
2.81
1.17
0.00
120.00
2.81
1.17
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: POST - A (ROUTED)
Runoff = 6.09 cfs @ 11.96 hrs, Volume= 0.281 af, Depth= 1.23"
Routed to Pond 3P : BMP A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.81"
Area (sf) CN Description
72,929
98 Paved parking, HSG B
46,520
58 Woods/grass comb., Good, HSG B
119,449
82 Weighted Average
46,520
38.95% Pervious Area
72,929
61.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: POST - A (ROUTED)
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
6.09 cfs
6 Type I( 24-hr
--' -- -- -- -- --+--! 'A-Yoar_RainfnllT2.817-
5 RUn'bff A;,rea=119,448 tf
--,-- --t--' ,----rt--Rttn-pff'V¢Fgme *.- 84 clf-
4
o �nff'Depth=� 1.23�" Runoff
LL 3 - - - - TcT5.0 rein
2 'I
--t --t--t--t--t--t----t--t--t--r--t--t--I--- --t--t--r--t-----i--
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 2S: POST - A (ROUTED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.13
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.22
0.00
0.00
7.00
0.28
0.00
0.00
8.00
0.34
0.00
0.00
9.00
0.41
0.00
0.00
10.00
0.51
0.00
0.02
11.00
0.66
0.02
0.09
12.00
1.86
0.56
5.40
13.00
2.17
0.76
0.35
14.00
2.30
0.86
0.21
15.00
2.40
0.92
0.17
16.00
2.47
0.98
0.13
17.00
2.53
1.02
0.12
18.00
2.59
1.06
0.11
19.00
2.64
1.10
0.09
20.00
2.68
1.13
0.08
21.00
2.71
1.16
0.07
22.00
2.75
1.18
0.07
23.00
2.78
1.21
0.07
24.00
2.81
1.23
0.07
25.00
2.81
1.23
0.00
26.00
2.81
1.23
0.00
27.00
2.81
1.23
0.00
28.00
2.81
1.23
0.00
29.00
2.81
1.23
0.00
30.00
2.81
1.23
0.00
31.00
2.81
1.23
0.00
32.00
2.81
1.23
0.00
33.00
2.81
1.23
0.00
34.00
2.81
1.23
0.00
35.00
2.81
1.23
0.00
36.00
2.81
1.23
0.00
37.00
2.81
1.23
0.00
38.00
2.81
1.23
0.00
39.00
2.81
1.23
0.00
40.00
2.81
1.23
0.00
41.00
2.81
1.23
0.00
42.00
2.81
1.23
0.00
43.00
2.81
1.23
0.00
44.00
2.81
1.23
0.00
45.00
2.81
1.23
0.00
46.00
2.81
1.23
0.00
47.00
2.81
1.23
0.00
48.00
2.81
1.23
0.00
49.00
2.81
1.23
0.00
50.00
2.81
1.23
0.00
51.00
2.81
1.23
0.00
52.00
2.81
1.23
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.81
1.23
0.00
54.00
2.81
1.23
0.00
55.00
2.81
1.23
0.00
56.00
2.81
1.23
0.00
57.00
2.81
1.23
0.00
58.00
2.81
1.23
0.00
59.00
2.81
1.23
0.00
60.00
2.81
1.23
0.00
61.00
2.81
1.23
0.00
62.00
2.81
1.23
0.00
63.00
2.81
1.23
0.00
64.00
2.81
1.23
0.00
65.00
2.81
1.23
0.00
66.00
2.81
1.23
0.00
67.00
2.81
1.23
0.00
68.00
2.81
1.23
0.00
69.00
2.81
1.23
0.00
70.00
2.81
1.23
0.00
71.00
2.81
1.23
0.00
72.00
2.81
1.23
0.00
73.00
2.81
1.23
0.00
74.00
2.81
1.23
0.00
75.00
2.81
1.23
0.00
76.00
2.81
1.23
0.00
77.00
2.81
1.23
0.00
78.00
2.81
1.23
0.00
79.00
2.81
1.23
0.00
80.00
2.81
1.23
0.00
81.00
2.81
1.23
0.00
82.00
2.81
1.23
0.00
83.00
2.81
1.23
0.00
84.00
2.81
1.23
0.00
85.00
2.81
1.23
0.00
86.00
2.81
1.23
0.00
87.00
2.81
1.23
0.00
88.00
2.81
1.23
0.00
89.00
2.81
1.23
0.00
90.00
2.81
1.23
0.00
91.00
2.81
1.23
0.00
92.00
2.81
1.23
0.00
93.00
2.81
1.23
0.00
94.00
2.81
1.23
0.00
95.00
2.81
1.23
0.00
96.00
2.81
1.23
0.00
97.00
2.81
1.23
0.00
98.00
2.81
1.23
0.00
99.00
2.81
1.23
0.00
100.00
2.81
1.23
0.00
101.00
2.81
1.23
0.00
102.00
2.81
1.23
0.00
103.00
2.81
1.23
0.00
104.00
2.81
1.23
0.00
105.00
2.81
1.23
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 2S: POST - A (ROUTED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
2.81
1.23
0.00
107.00
2.81
1.23
0.00
108.00
2.81
1.23
0.00
109.00
2.81
1.23
0.00
110.00
2.81
1.23
0.00
111.00
2.81
1.23
0.00
112.00
2.81
1.23
0.00
113.00
2.81
1.23
0.00
114.00
2.81
1.23
0.00
115.00
2.81
1.23
0.00
116.00
2.81
1.23
0.00
117.00
2.81
1.23
0.00
118.00
2.81
1.23
0.00
119.00
2.81
1.23
0.00
120.00
2.81
1.23
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 4S: POST- B (BYPASSED)
Runoff = 2.07 cfs @ 11.95 hrs, Volume= 0.103 af, Depth= 2.17"
Routed to Link 5L : OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.81"
Area (ac) CN
Description
0.508 98
Paved parking, HSG B
0.060 58
Woods/grass comb., Good, HSG B
0.568 94
Weighted Average
0.060
10.56% Pervious Area
0.508
89.44% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 4S: POST- B (BYPASSED)
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
2.07 cfs
2Ype 1rh'r-
2
1-Year Rainfall-2.�81';,,
�RWnbffl Awea=0.568 at.
RL;npffVQ1L;me=',0.�,10$ clf
R6ngff Depth=�2.17��"
o 1 Tc= S&a tah-
PN=94
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 4S: POST- B (BYPASSED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.00
2.00
0.06
0.00
0.00
3.00
0.10
0.00
0.00
4.00
0.13
0.00
0.00
5.00
0.18
0.00
0.00
6.00
0.22
0.01
0.01
7.00
0.28
0.03
0.01
8.00
0.34
0.05
0.02
9.00
0.41
0.09
0.03
10.00
0.51
0.14
0.04
11.00
0.66
0.24
0.08
12.00
1.86
1.27
1.75
13.00
2.17
1.56
0.10
14.00
2.30
1.68
0.06
15.00
2.40
1.77
0.05
16.00
2.47
1.84
0.04
17.00
2.53
1.90
0.03
18.00
2.59
1.95
0.03
19.00
2.64
2.00
0.02
20.00
2.68
2.04
0.02
21.00
2.71
2.07
0.02
22.00
2.75
2.10
0.02
23.00
2.78
2.14
0.02
24.00
2.81
2.17
0.02
25.00
2.81
2.17
0.00
26.00
2.81
2.17
0.00
27.00
2.81
2.17
0.00
28.00
2.81
2.17
0.00
29.00
2.81
2.17
0.00
30.00
2.81
2.17
0.00
31.00
2.81
2.17
0.00
32.00
2.81
2.17
0.00
33.00
2.81
2.17
0.00
34.00
2.81
2.17
0.00
35.00
2.81
2.17
0.00
36.00
2.81
2.17
0.00
37.00
2.81
2.17
0.00
38.00
2.81
2.17
0.00
39.00
2.81
2.17
0.00
40.00
2.81
2.17
0.00
41.00
2.81
2.17
0.00
42.00
2.81
2.17
0.00
43.00
2.81
2.17
0.00
44.00
2.81
2.17
0.00
45.00
2.81
2.17
0.00
46.00
2.81
2.17
0.00
47.00
2.81
2.17
0.00
48.00
2.81
2.17
0.00
49.00
2.81
2.17
0.00
50.00
2.81
2.17
0.00
51.00
2.81
2.17
0.00
52.00
2.81
2.17
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
2.81
2.17
0.00
54.00
2.81
2.17
0.00
55.00
2.81
2.17
0.00
56.00
2.81
2.17
0.00
57.00
2.81
2.17
0.00
58.00
2.81
2.17
0.00
59.00
2.81
2.17
0.00
60.00
2.81
2.17
0.00
61.00
2.81
2.17
0.00
62.00
2.81
2.17
0.00
63.00
2.81
2.17
0.00
64.00
2.81
2.17
0.00
65.00
2.81
2.17
0.00
66.00
2.81
2.17
0.00
67.00
2.81
2.17
0.00
68.00
2.81
2.17
0.00
69.00
2.81
2.17
0.00
70.00
2.81
2.17
0.00
71.00
2.81
2.17
0.00
72.00
2.81
2.17
0.00
73.00
2.81
2.17
0.00
74.00
2.81
2.17
0.00
75.00
2.81
2.17
0.00
76.00
2.81
2.17
0.00
77.00
2.81
2.17
0.00
78.00
2.81
2.17
0.00
79.00
2.81
2.17
0.00
80.00
2.81
2.17
0.00
81.00
2.81
2.17
0.00
82.00
2.81
2.17
0.00
83.00
2.81
2.17
0.00
84.00
2.81
2.17
0.00
85.00
2.81
2.17
0.00
86.00
2.81
2.17
0.00
87.00
2.81
2.17
0.00
88.00
2.81
2.17
0.00
89.00
2.81
2.17
0.00
90.00
2.81
2.17
0.00
91.00
2.81
2.17
0.00
92.00
2.81
2.17
0.00
93.00
2.81
2.17
0.00
94.00
2.81
2.17
0.00
95.00
2.81
2.17
0.00
96.00
2.81
2.17
0.00
97.00
2.81
2.17
0.00
98.00
2.81
2.17
0.00
99.00
2.81
2.17
0.00
100.00
2.81
2.17
0.00
101.00
2.81
2.17
0.00
102.00
2.81
2.17
0.00
103.00
2.81
2.17
0.00
104.00
2.81
2.17
0.00
105.00
2.81
2.17
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 15
Hydrograph for Subcatchment 4S: POST- B (BYPASSED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
2.81
2.17
0.00
107.00
2.81
2.17
0.00
108.00
2.81
2.17
0.00
109.00
2.81
2.17
0.00
110.00
2.81
2.17
0.00
111.00
2.81
2.17
0.00
112.00
2.81
2.17
0.00
113.00
2.81
2.17
0.00
114.00
2.81
2.17
0.00
115.00
2.81
2.17
0.00
116.00
2.81
2.17
0.00
117.00
2.81
2.17
0.00
118.00
2.81
2.17
0.00
119.00
2.81
2.17
0.00
120.00
2.81
2.17
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: BMP A
Inflow Area = 2.742 ac, 61.05% Impervious, Inflow Depth = 1.23" for 1-Year event
Inflow = 6.09 cfs @ 11.96 hrs, Volume= 0.281 of
Outflow = 0.46 cfs @ 12.60 hrs, Volume= 0.281 af, Atten= 92%, Lag= 38.2 min
Primary = 0.46 cfs @ 12.60 hrs, Volume= 0.281 of
Routed to Link 5L : OUTFALL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 843.94' @ 12.60 hrs Surf.Area= 3,502 sf Storage= 6,099 cf
Plug -Flow detention time= 793.5 min calculated for 0.281 of (100% of inflow)
Center -of -Mass det. time= 793.3 min ( 1,631.8 - 838.5 )
Volume Invert
#1 841.50'
Avail.
e Description
20,129 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
841.50
500
0 0
842.00
1,993
623 623
843.00
2,913
2,453 3,076
844.00
3,538
3,226 6,302
845.00
4,221
3,880 10,181
846.00
4,960
4,591 14,772
847.00
5,755
5,358 20,129
Device Routing
Invert
Outlet Devices
#1 Primary
839.00'
15.0" Round Culvert
L= 51.0' Box, headwall w/3 rounded edges, Ke= 0.200
Inlet / Outlet Invert= 839.00' / 838.50' S= 0.0098 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1
841.50'
Special & User -Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.031 0.041 0.052 0.062 0.073
#3 Device 1
843.50'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Secondary
845.50'
10.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.46 cfs @ 12.60 hrs HW=843.94' (Free Discharge)
L1=Culvert (Passes 0.46 cfs of 13.55 cfs potential flow)
�__3=Orifice/G
2=Special & User -Defined (Custom Controls 0.05 cfs)
rate (Orifice Controls 0.42 cfs @ 2.26 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=841.50' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

221011 - DENVER DEFENSE Type 1124-hr 1-Year Rainfall=2.81"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 17
Pond 3P: BMP A
Hydrograph
6.09 cfs ■ Inflow
-
r----r----r----r--I--r--I-- r--I-- r--I- - r--I-- r--I- -r --r- ❑Outflow
M Primary
Inflow Atea72.742 sac ■Secondary
,' -�- �--r--'i--r-�--r--'i--r--'i--r--'i-- I• �a�`��T+ri�$�lv•}�T'-
6
I I I I I I I I I I I I I I I I I I I I I I I
S_tb�
_ra eT6yy'099'� cf
--I--i--r-r--r-
5
T - -'I- - T --'I-- T --'I-- 7 --'I-- T --'I-- T --'I-- --'I-- T --'r -
w 4
---r----r----t----r----t----7--'r-rt--'r-7--'r-I--'r-7--'r-
a 3
i -r- r--I T -r-r--r----r----r----r----r----r----r----r--r-
2
0.41 6 cfs
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 18
Hydrograph for Pond 3P: BMP A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
841.50
0.00
0.00
0.00
1.00
0.00
0
841.50
0.00
0.00
0.00
2.00
0.00
0
841.50
0.00
0.00
0.00
3.00
0.00
0
841.50
0.00
0.00
0.00
4.00
0.00
0
841.50
0.00
0.00
0.00
5.00
0.00
0
841.50
0.00
0.00
0.00
6.00
0.00
0
841.50
0.00
0.00
0.00
7.00
0.00
0
841.50
0.00
0.00
0.00
8.00
0.00
0
841.50
0.00
0.00
0.00
9.00
0.00
0
841.50
0.00
0.00
0.00
10.00
0.02
16
841.53
0.00
0.00
0.00
11.00
0.09
164
841.70
0.01
0.01
0.00
12.00
5.40
4,360
843.42
0.04
0.04
0.00
13.00
0.35
6,023
843.92
0.43
0.43
0.00
14.00
0.21
5,675
843.82
0.30
0.30
0.00
15.00
0.17
5,448
843.75
0.21
0.21
0.00
16.00
0.13
5,309
843.71
0.17
0.17
0.00
17.00
0.12
5,213
843.68
0.14
0.14
0.00
18.00
0.11
5,148
843.66
0.12
0.12
0.00
19.00
0.09
5,093
843.65
0.11
0.11
0.00
20.00
0.08
5,037
843.63
0.09
0.09
0.00
21.00
0.07
4,989
843.62
0.08
0.08
0.00
22.00
0.07
4,959
843.61
0.08
0.08
0.00
23.00
0.07
4,938
843.60
0.07
0.07
0.00
24.00
0.07
4,922
843.60
0.07
0.07
0.00
25.00
0.00
4,732
843.54
0.05
0.05
0.00
26.00
0.00
4,578
843.49
0.04
0.04
0.00
27.00
0.00
4,432
843.44
0.04
0.04
0.00
28.00
0.00
4,287
843.40
0.04
0.04
0.00
29.00
0.00
4,144
843.35
0.04
0.04
0.00
30.00
0.00
4,003
843.31
0.04
0.04
0.00
31.00
0.00
3,863
843.26
0.04
0.04
0.00
32.00
0.00
3,725
843.22
0.04
0.04
0.00
33.00
0.00
3,588
843.17
0.04
0.04
0.00
34.00
0.00
3,453
843.13
0.04
0.04
0.00
35.00
0.00
3,320
843.08
0.04
0.04
0.00
36.00
0.00
3,188
843.04
0.04
0.04
0.00
37.00
0.00
3,058
842.99
0.04
0.04
0.00
38.00
0.00
2,929
842.95
0.04
0.04
0.00
39.00
0.00
2,802
842.90
0.04
0.04
0.00
40.00
0.00
2,677
842.86
0.03
0.03
0.00
41.00
0.00
2,553
842.81
0.03
0.03
0.00
42.00
0.00
2,431
842.77
0.03
0.03
0.00
43.00
0.00
2,310
842.73
0.03
0.03
0.00
44.00
0.00
2,191
842.68
0.03
0.03
0.00
45.00
0.00
2,074
842.63
0.03
0.03
0.00
46.00
0.00
1,959
842.59
0.03
0.03
0.00
47.00
0.00
1,845
842.54
0.03
0.03
0.00
48.00
0.00
1,732
842.50
0.03
0.03
0.00
49.00
0.00
1,623
842.45
0.03
0.03
0.00
50.00
0.00
1,519
842.41
0.03
0.03
0.00
51.00
0.00
1,420
842.37
0.03
0.03
0.00
52.00
0.00
1,325
842.33
0.03
0.03
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 19
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
53.00
0.00
1,235
842.29
0.02
0.02
0.00
54.00
0.00
1,149
842.25
0.02
0.02
0.00
55.00
0.00
1,068
842.21
0.02
0.02
0.00
56.00
0.00
990
842.18
0.02
0.02
0.00
57.00
0.00
917
842.14
0.02
0.02
0.00
58.00
0.00
847
842.11
0.02
0.02
0.00
59.00
0.00
781
842.08
0.02
0.02
0.00
60.00
0.00
718
842.05
0.02
0.02
0.00
61.00
0.00
659
842.02
0.02
0.02
0.00
62.00
0.00
602
841.99
0.02
0.02
0.00
63.00
0.00
549
841.96
0.01
0.01
0.00
64.00
0.00
499
841.93
0.01
0.01
0.00
65.00
0.00
452
841.91
0.01
0.01
0.00
66.00
0.00
408
841.88
0.01
0.01
0.00
67.00
0.00
367
841.86
0.01
0.01
0.00
68.00
0.00
329
841.83
0.01
0.01
0.00
69.00
0.00
294
841.81
0.01
0.01
0.00
70.00
0.00
261
841.78
0.01
0.01
0.00
71.00
0.00
231
841.76
0.01
0.01
0.00
72.00
0.00
203
841.74
0.01
0.01
0.00
73.00
0.00
178
841.72
0.01
0.01
0.00
74.00
0.00
155
841.69
0.01
0.01
0.00
75.00
0.00
134
841.68
0.01
0.01
0.00
76.00
0.00
116
841.66
0.00
0.00
0.00
77.00
0.00
99
841.64
0.00
0.00
0.00
78.00
0.00
85
841.62
0.00
0.00
0.00
79.00
0.00
72
841.61
0.00
0.00
0.00
80.00
0.00
60
841.59
0.00
0.00
0.00
81.00
0.00
51
841.58
0.00
0.00
0.00
82.00
0.00
43
841.57
0.00
0.00
0.00
83.00
0.00
35
841.56
0.00
0.00
0.00
84.00
0.00
29
841.55
0.00
0.00
0.00
85.00
0.00
24
841.54
0.00
0.00
0.00
86.00
0.00
20
841.53
0.00
0.00
0.00
87.00
0.00
16
841.53
0.00
0.00
0.00
88.00
0.00
14
841.52
0.00
0.00
0.00
89.00
0.00
11
841.52
0.00
0.00
0.00
90.00
0.00
9
841.52
0.00
0.00
0.00
91.00
0.00
8
841.51
0.00
0.00
0.00
92.00
0.00
6
841.51
0.00
0.00
0.00
93.00
0.00
5
841.51
0.00
0.00
0.00
94.00
0.00
4
841.51
0.00
0.00
0.00
95.00
0.00
4
841.51
0.00
0.00
0.00
96.00
0.00
3
841.51
0.00
0.00
0.00
97.00
0.00
2
841.50
0.00
0.00
0.00
98.00
0.00
2
841.50
0.00
0.00
0.00
99.00
0.00
2
841.50
0.00
0.00
0.00
100.00
0.00
1
841.50
0.00
0.00
0.00
101.00
0.00
1
841.50
0.00
0.00
0.00
102.00
0.00
1
841.50
0.00
0.00
0.00
103.00
0.00
1
841.50
0.00
0.00
0.00
104.00
0.00
1
841.50
0.00
0.00
0.00
105.00
0.00
1
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 20
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
106.00
0.00
0
841.50
0.00
0.00
0.00
107.00
0.00
0
841.50
0.00
0.00
0.00
108.00
0.00
0
841.50
0.00
0.00
0.00
109.00
0.00
0
841.50
0.00
0.00
0.00
110.00
0.00
0
841.50
0.00
0.00
0.00
111.00
0.00
0
841.50
0.00
0.00
0.00
112.00
0.00
0
841.50
0.00
0.00
0.00
113.00
0.00
0
841.50
0.00
0.00
0.00
114.00
0.00
0
841.50
0.00
0.00
0.00
115.00
0.00
0
841.50
0.00
0.00
0.00
116.00
0.00
0
841.50
0.00
0.00
0.00
117.00
0.00
0
841.50
0.00
0.00
0.00
118.00
0.00
0
841.50
0.00
0.00
0.00
119.00
0.00
0
841.50
0.00
0.00
0.00
120.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type 11 24-hr 1-Year Rainfall=2.81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 21
Stage -Discharge for Pond 3P: BMP A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
841.50
0.00
0.00
0.00
841.60
0.00
0.00
0.00
841.70
0.01
0.01
0.00
841.80
0.01
0.01
0.00
841.90
0.01
0.01
0.00
842.00
0.02
0.02
0.00
842.10
0.02
0.02
0.00
842.20
0.02
0.02
0.00
842.30
0.02
0.02
0.00
842.40
0.03
0.03
0.00
842.50
0.03
0.03
0.00
842.60
0.03
0.03
0.00
842.70
0.03
0.03
0.00
842.80
0.03
0.03
0.00
842.90
0.03
0.03
0.00
843.00
0.04
0.04
0.00
843.10
0.04
0.04
0.00
843.20
0.04
0.04
0.00
843.30
0.04
0.04
0.00
843.40
0.04
0.04
0.00
843.50
0.04
0.04
0.00
843.60
0.07
0.07
0.00
843.70
0.15
0.15
0.00
843.80
0.27
0.27
0.00
843.90
0.41
0.41
0.00
844.00
0.52
0.52
0.00
844.10
0.61
0.61
0.00
844.20
0.68
0.68
0.00
844.30
0.75
0.75
0.00
844.40
0.81
0.81
0.00
844.50
0.87
0.87
0.00
844.60
0.92
0.92
0.00
844.70
0.98
0.98
0.00
844.80
1.02
1.02
0.00
844.90
1.07
1.07
0.00
845.00
1.11
1.11
0.00
845.10
1.16
1.16
0.00
845.20
1.20
1.20
0.00
845.30
1.24
1.24
0.00
845.40
1.28
1.28
0.00
845.50
1.31
1.31
0.00
845.60
2.14
1.35
0.79
845.70
3.61
1.38
2.23
845.80
5.57
1.42
4.15
845.90
7.93
1.45
6.48
846.00
10.78
1.49
9.30
846.10
14.07
1.52
12.55
846.20
17.33
1.55
15.78
846.30
20.83
1.58
19.25
846.40
24.54
1.61
22.92
846.50
28.44
1.64
26.80
846.60
32.65
1.67
30.98
846.70
37.06
1.70
35.36
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
846.80
41.45
1.72
39.72
846.90
45.98
1.75
44.23
847.00
50.55
1.78
48.78

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 22
Stage -Area -Storage for Pond 3P: BMP A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
841.50
500
0
841.60
799
65
841.70
1,097
160
841.80
1,396
284
841.90
1,694
439
842.00
1,993
623
842.10
2,085
827
842.20
2,177
1,040
842.30
2,269
1,263
842.40
2,361
1,494
842.50
2,453
1,735
842.60
2,545
1,985
842.70
2,637
2,244
842.80
2,729
2,512
842.90
2,821
2,790
843.00
2,913
3,076
843.10
2,976
3,371
843.20
3,038
3,671
843.30
3,100
3,978
843.40
3,163
4,291
843.50
3,226
4,611
843.60
3,288
4,937
843.70
3,351
5,268
843.80
3,413
5,607
843.90
3,475
5,951
844.00
3,538
6,302
844.10
3,606
6,659
844.20
3,675
7,023
844.30
3,743
7,394
844.40
3,811
7,772
844.50
3,880
8,156
844.60
3,948
8,547
844.70
4,016
8,946
844.80
4,084
9,351
844.90
4,153
9,763
845.00
4,221
10,181
845.10
4,295
10,607
845.20
4,369
11,040
845.30
4,443
11,481
845.40
4,517
11,929
845.50
4,591
12,384
845.60
4,664
12,847
845.70
4,738
13,317
845.80
4,812
13,795
845.90
4,886
14,279
846.00
4,960
14,772
846.10
5,040
15,272
846.20
5,119
15,780
846.30
5,198
16,296
846.40
5,278
16,819
846.50
5,358
17,351
846.60
5,437
17,891
846.70
5,517
18,439
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
846.80
5,596
18,994
846.90
5,675
19,558
847.00
5,755
20,129

221011 - DENVER DEFENSE Type 1124-hr 1-Year Rainfall=2.81"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 23
Summary for Link 5L: OUTFALL
Inflow Area = 3.310 ac, 65.92% Impervious, Inflow Depth = 1.39" for 1-Year event
Inflow = 2.11 cfs @ 11.95 hrs, Volume= 0.384 of
Primary = 2.11 cfs @ 11.95 hrs, Volume= 0.384 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: OUTFALL
Hydrograph
■ Inflow
❑ Primary
v 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 24
Hydrograph for Link 5L: OUTFALL
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.00
0.00
0.00
2.00
0.00
0.00
0.00
3.00
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.00
0.00
0.00
0.00
6.00
0.01
0.00
0.01
7.00
0.01
0.00
0.01
8.00
0.02
0.00
0.02
9.00
0.03
0.00
0.03
10.00
0.04
0.00
0.04
11.00
0.08
0.00
0.08
12.00
1.79
0.00
1.79
13.00
0.53
0.00
0.53
14.00
0.36
0.00
0.36
15.00
0.26
0.00
0.26
16.00
0.20
0.00
0.20
17.00
0.17
0.00
0.17
18.00
0.15
0.00
0.15
19.00
0.13
0.00
0.13
20.00
0.11
0.00
0.11
21.00
0.10
0.00
0.10
22.00
0.10
0.00
0.10
23.00
0.09
0.00
0.09
24.00
0.09
0.00
0.09
25.00
0.05
0.00
0.05
26.00
0.04
0.00
0.04
27.00
0.04
0.00
0.04
28.00
0.04
0.00
0.04
29.00
0.04
0.00
0.04
30.00
0.04
0.00
0.04
31.00
0.04
0.00
0.04
32.00
0.04
0.00
0.04
33.00
0.04
0.00
0.04
34.00
0.04
0.00
0.04
35.00
0.04
0.00
0.04
36.00
0.04
0.00
0.04
37.00
0.04
0.00
0.04
38.00
0.04
0.00
0.04
39.00
0.04
0.00
0.04
40.00
0.03
0.00
0.03
41.00
0.03
0.00
0.03
42.00
0.03
0.00
0.03
43.00
0.03
0.00
0.03
44.00
0.03
0.00
0.03
45.00
0.03
0.00
0.03
46.00
0.03
0.00
0.03
47.00
0.03
0.00
0.03
48.00
0.03
0.00
0.03
49.00
0.03
0.00
0.03
50.00
0.03
0.00
0.03
51.00
0.03
0.00
0.03
52.00
0.03
0.00
0.03
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
53.00
0.02
0.00
0.02
54.00
0.02
0.00
0.02
55.00
0.02
0.00
0.02
56.00
0.02
0.00
0.02
57.00
0.02
0.00
0.02
58.00
0.02
0.00
0.02
59.00
0.02
0.00
0.02
60.00
0.02
0.00
0.02
61.00
0.02
0.00
0.02
62.00
0.02
0.00
0.02
63.00
0.01
0.00
0.01
64.00
0.01
0.00
0.01
65.00
0.01
0.00
0.01
66.00
0.01
0.00
0.01
67.00
0.01
0.00
0.01
68.00
0.01
0.00
0.01
69.00
0.01
0.00
0.01
70.00
0.01
0.00
0.01
71.00
0.01
0.00
0.01
72.00
0.01
0.00
0.01
73.00
0.01
0.00
0.01
74.00
0.01
0.00
0.01
75.00
0.01
0.00
0.01
76.00
0.00
0.00
0.00
77.00
0.00
0.00
0.00
78.00
0.00
0.00
0.00
79.00
0.00
0.00
0.00
80.00
0.00
0.00
0.00
81.00
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.00
0.00
0.00
0.00
84.00
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.00
0.00
0.00
0.00
87.00
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.00
0.00
0.00
0.00
90.00
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.00
0.00
0.00
0.00
93.00
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.00
0.00
0.00
0.00
96.00
0.00
0.00
0.00
97.00
0.00
0.00
0.00
98.00
0.00
0.00
0.00
99.00
0.00
0.00
0.00
100.00
0.00
0.00
0.00
101.00
0.00
0.00
0.00
102.00
0.00
0.00
0.00
103.00
0.00
0.00
0.00
104.00
0.00
0.00
0.00
105.00
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 24-hr 1-Year Rainfall=2. 81 "
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 25
Hydrograph for Link 5L: OUTFALL (continued)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
106.00
0.00
0.00
0.00
107.00
0.00
0.00
0.00
108.00
0.00
0.00
0.00
109.00
0.00
0.00
0.00
110.00
0.00
0.00
0.00
111.00
0.00
0.00
0.00
112.00
0.00
0.00
0.00
113.00
0.00
0.00
0.00
114.00
0.00
0.00
0.00
115.00
0.00
0.00
0.00
116.00
0.00
0.00
0.00
117.00
0.00
0.00
0.00
118.00
0.00
0.00
0.00
119.00
0.00
0.00
0.00
120.00
0.00
0.00
0.00

221011 - DENVER DEFENSE Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HvdroCAD® 10.20-2d s/n 06652 © 2021 HvdroCAD Software Solutions LLC Paae 26
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: PRE Runoff Area=1.630 ac 57.30% Impervious Runoff Depth=1.71"
Tc=5.0 min CN=81 Runoff=7.21 cfs 0.232 of
Subcatchment2S: POST- A (ROUTED) Runoff Area=119,449 sf 61.05% Imperious Runoff Depth=1.78"
Tc=5.0 min CN=82 Runoff=12.61 cfs 0.407 of
Subcatchment4S: POST-B (BYPASSED) Runoff Area=0.568 ac 89.44% Imperious Runoff Depth=2.84"
Tc=5.0 min CN=94 Runoff=3.78 cfs 0.134 of
Pond 3P: BMP A Peak Elev=845.10' Storage=10,603 cf Inflow=12.61 cfs 0.407 of
Primary=1.16 cfs 0.407 of Secondary=0.00 cfs 0.000 of Outflow=1.16 cfs 0.407 of
Link 5L: OUTFALL
Inflow=4.21 cfs 0.542 of
Primary=4.21 cfs 0.542 of
Total Runoff Area = 4.940 ac Runoff Volume = 0.774 of Average Runoff Depth = 1.88"
36.92% Pervious = 1.824 ac 63.08% Impervious = 3.116 ac

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1S: PRE
Runoff = 7.21 cfs @ 2.96 hrs, Volume= 0.232 af, Depth= 1.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.50"
Area (ac) CN Description
0.934
98 Paved parking, HSG B
0.696
58 Woods/grass comb., Good, HSG B
1.630
81 Weighted Average
0.696
42.70% Pervious Area
0.934
57.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: PRE
Hydrograph
----------- -------- ----- ---------------------
8 ■Runoff
7.21 cfs
ys�
10,Ydae R'aitifelli= 3150"
5 Runpff Are4=1.C30 ajc
w- - -- --1- - - -
3 4
RUnd##'Ddpth=1 7t
3 tc=&min
z
-t---------t--t--t--t---- -
-t--t--t--r--t-----i--t--r--r---i--

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 1S: PRE
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.17
0.00
0.00
2.00
0.44
0.00
0.00
3.00
2.56
0.98
6.43
4.00
3.10
1.39
0.41
5.00
3.33
1.58
0.25
6.00
3.50
1.71
0.20
7.00
3.50
1.71
0.00
8.00
3.50
1.71
0.00
9.00
3.50
1.71
0.00
10.00
3.50
1.71
0.00
11.00
3.50
1.71
0.00
12.00
3.50
1.71
0.00
13.00
3.50
1.71
0.00
14.00
3.50
1.71
0.00
15.00
3.50
1.71
0.00
16.00
3.50
1.71
0.00
17.00
3.50
1.71
0.00
18.00
3.50
1.71
0.00
19.00
3.50
1.71
0.00
20.00
3.50
1.71
0.00
21.00
3.50
1.71
0.00
22.00
3.50
1.71
0.00
23.00
3.50
1.71
0.00
24.00
3.50
1.71
0.00
25.00
3.50
1.71
0.00
26.00
3.50
1.71
0.00
27.00
3.50
1.71
0.00
28.00
3.50
1.71
0.00
29.00
3.50
1.71
0.00
30.00
3.50
1.71
0.00
31.00
3.50
1.71
0.00
32.00
3.50
1.71
0.00
33.00
3.50
1.71
0.00
34.00
3.50
1.71
0.00
35.00
3.50
1.71
0.00
36.00
3.50
1.71
0.00
37.00
3.50
1.71
0.00
38.00
3.50
1.71
0.00
39.00
3.50
1.71
0.00
40.00
3.50
1.71
0.00
41.00
3.50
1.71
0.00
42.00
3.50
1.71
0.00
43.00
3.50
1.71
0.00
44.00
3.50
1.71
0.00
45.00
3.50
1.71
0.00
46.00
3.50
1.71
0.00
47.00
3.50
1.71
0.00
48.00
3.50
1.71
0.00
49.00
3.50
1.71
0.00
50.00
3.50
1.71
0.00
51.00
3.50
1.71
0.00
52.00
3.50
1.71
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
3.50
1.71
0.00
54.00
3.50
1.71
0.00
55.00
3.50
1.71
0.00
56.00
3.50
1.71
0.00
57.00
3.50
1.71
0.00
58.00
3.50
1.71
0.00
59.00
3.50
1.71
0.00
60.00
3.50
1.71
0.00
61.00
3.50
1.71
0.00
62.00
3.50
1.71
0.00
63.00
3.50
1.71
0.00
64.00
3.50
1.71
0.00
65.00
3.50
1.71
0.00
66.00
3.50
1.71
0.00
67.00
3.50
1.71
0.00
68.00
3.50
1.71
0.00
69.00
3.50
1.71
0.00
70.00
3.50
1.71
0.00
71.00
3.50
1.71
0.00
72.00
3.50
1.71
0.00
73.00
3.50
1.71
0.00
74.00
3.50
1.71
0.00
75.00
3.50
1.71
0.00
76.00
3.50
1.71
0.00
77.00
3.50
1.71
0.00
78.00
3.50
1.71
0.00
79.00
3.50
1.71
0.00
80.00
3.50
1.71
0.00
81.00
3.50
1.71
0.00
82.00
3.50
1.71
0.00
83.00
3.50
1.71
0.00
84.00
3.50
1.71
0.00
85.00
3.50
1.71
0.00
86.00
3.50
1.71
0.00
87.00
3.50
1.71
0.00
88.00
3.50
1.71
0.00
89.00
3.50
1.71
0.00
90.00
3.50
1.71
0.00
91.00
3.50
1.71
0.00
92.00
3.50
1.71
0.00
93.00
3.50
1.71
0.00
94.00
3.50
1.71
0.00
95.00
3.50
1.71
0.00
96.00
3.50
1.71
0.00
97.00
3.50
1.71
0.00
98.00
3.50
1.71
0.00
99.00
3.50
1.71
0.00
100.00
3.50
1.71
0.00
101.00
3.50
1.71
0.00
102.00
3.50
1.71
0.00
103.00
3.50
1.71
0.00
104.00
3.50
1.71
0.00
105.00
3.50
1.71
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 29
Hydrograph for Subcatchment 1S: PRE (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
3.50
1.71
0.00
107.00
3.50
1.71
0.00
108.00
3.50
1.71
0.00
109.00
3.50
1.71
0.00
110.00
3.50
1.71
0.00
111.00
3.50
1.71
0.00
112.00
3.50
1.71
0.00
113.00
3.50
1.71
0.00
114.00
3.50
1.71
0.00
115.00
3.50
1.71
0.00
116.00
3.50
1.71
0.00
117.00
3.50
1.71
0.00
118.00
3.50
1.71
0.00
119.00
3.50
1.71
0.00
120.00
3.50
1.71
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 2S: POST - A (ROUTED)
Runoff = 12.61 cfs @ 2.96 hrs, Volume= 0.407 af, Depth= 1.78"
Routed to Pond 3P : BMP A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.50"
Area (sf) CN Description
72,929
98 Paved parking, HSG B
46,520
58 Woods/grass comb., Good, HSG B
119,449
82 Weighted Average
46,520
38.95% Pervious Area
72,929
61.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: POST - A (ROUTED)
Hydrograph
14 --�i - ---
------------------------------------------
Runoff
12.61 cfs ------,-----r--r-------r--r--r--r--t--r--r----r--r--,--rt
-
-r--r--
12 pe- 1- -
-----------1--L----1---1---1--J--1--1----L--L-------J---i -L L--L--
11 � � � � � � � � � � i i � � � 6-h�r
--------- --+-- ------------ -- -- -- -- --------- ----+--L--r--
10 10TYdae R'aihfa111=3.50"
-r--i---i--r--r--r--r--r--i---i--r--r--r--r--r--r--r--i--r--r--r--r--r--
9-------I'-- -- r--F -- --',flu 'of - ea=1'�9 4 f
$_
-- -- -- -- -- -- --Runoff Volume=0.4{070-
3 7
a 6
-r--i--r--r--r--r--r--r--r--i--r--r--r--r--r--r--r--i- -r r r--r--
5 c=5.0mi11
4 ON=82
3
2
r-------r--r--r--r--r-------r--r--r--r--r--r--r----r--r--r--r--r--
35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 31
Hydrograph for Subcatchment 2S: POST - A (ROUTED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.17
0.00
0.00
2.00
0.44
0.00
0.00
3.00
2.56
1.04
11.20
4.00
3.10
1.46
0.71
5.00
3.33
1.65
0.43
6.00
3.50
1.78
0.34
7.00
3.50
1.78
0.00
8.00
3.50
1.78
0.00
9.00
3.50
1.78
0.00
10.00
3.50
1.78
0.00
11.00
3.50
1.78
0.00
12.00
3.50
1.78
0.00
13.00
3.50
1.78
0.00
14.00
3.50
1.78
0.00
15.00
3.50
1.78
0.00
16.00
3.50
1.78
0.00
17.00
3.50
1.78
0.00
18.00
3.50
1.78
0.00
19.00
3.50
1.78
0.00
20.00
3.50
1.78
0.00
21.00
3.50
1.78
0.00
22.00
3.50
1.78
0.00
23.00
3.50
1.78
0.00
24.00
3.50
1.78
0.00
25.00
3.50
1.78
0.00
26.00
3.50
1.78
0.00
27.00
3.50
1.78
0.00
28.00
3.50
1.78
0.00
29.00
3.50
1.78
0.00
30.00
3.50
1.78
0.00
31.00
3.50
1.78
0.00
32.00
3.50
1.78
0.00
33.00
3.50
1.78
0.00
34.00
3.50
1.78
0.00
35.00
3.50
1.78
0.00
36.00
3.50
1.78
0.00
37.00
3.50
1.78
0.00
38.00
3.50
1.78
0.00
39.00
3.50
1.78
0.00
40.00
3.50
1.78
0.00
41.00
3.50
1.78
0.00
42.00
3.50
1.78
0.00
43.00
3.50
1.78
0.00
44.00
3.50
1.78
0.00
45.00
3.50
1.78
0.00
46.00
3.50
1.78
0.00
47.00
3.50
1.78
0.00
48.00
3.50
1.78
0.00
49.00
3.50
1.78
0.00
50.00
3.50
1.78
0.00
51.00
3.50
1.78
0.00
52.00
3.50
1.78
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
3.50
1.78
0.00
54.00
3.50
1.78
0.00
55.00
3.50
1.78
0.00
56.00
3.50
1.78
0.00
57.00
3.50
1.78
0.00
58.00
3.50
1.78
0.00
59.00
3.50
1.78
0.00
60.00
3.50
1.78
0.00
61.00
3.50
1.78
0.00
62.00
3.50
1.78
0.00
63.00
3.50
1.78
0.00
64.00
3.50
1.78
0.00
65.00
3.50
1.78
0.00
66.00
3.50
1.78
0.00
67.00
3.50
1.78
0.00
68.00
3.50
1.78
0.00
69.00
3.50
1.78
0.00
70.00
3.50
1.78
0.00
71.00
3.50
1.78
0.00
72.00
3.50
1.78
0.00
73.00
3.50
1.78
0.00
74.00
3.50
1.78
0.00
75.00
3.50
1.78
0.00
76.00
3.50
1.78
0.00
77.00
3.50
1.78
0.00
78.00
3.50
1.78
0.00
79.00
3.50
1.78
0.00
80.00
3.50
1.78
0.00
81.00
3.50
1.78
0.00
82.00
3.50
1.78
0.00
83.00
3.50
1.78
0.00
84.00
3.50
1.78
0.00
85.00
3.50
1.78
0.00
86.00
3.50
1.78
0.00
87.00
3.50
1.78
0.00
88.00
3.50
1.78
0.00
89.00
3.50
1.78
0.00
90.00
3.50
1.78
0.00
91.00
3.50
1.78
0.00
92.00
3.50
1.78
0.00
93.00
3.50
1.78
0.00
94.00
3.50
1.78
0.00
95.00
3.50
1.78
0.00
96.00
3.50
1.78
0.00
97.00
3.50
1.78
0.00
98.00
3.50
1.78
0.00
99.00
3.50
1.78
0.00
100.00
3.50
1.78
0.00
101.00
3.50
1.78
0.00
102.00
3.50
1.78
0.00
103.00
3.50
1.78
0.00
104.00
3.50
1.78
0.00
105.00
3.50
1.78
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 32
Hydrograph for Subcatchment 2S: POST - A (ROUTED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
3.50
1.78
0.00
107.00
3.50
1.78
0.00
108.00
3.50
1.78
0.00
109.00
3.50
1.78
0.00
110.00
3.50
1.78
0.00
111.00
3.50
1.78
0.00
112.00
3.50
1.78
0.00
113.00
3.50
1.78
0.00
114.00
3.50
1.78
0.00
115.00
3.50
1.78
0.00
116.00
3.50
1.78
0.00
117.00
3.50
1.78
0.00
118.00
3.50
1.78
0.00
119.00
3.50
1.78
0.00
120.00
3.50
1.78
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 4S: POST- B (BYPASSED)
Runoff = 3.78 cfs @ 2.95 hrs, Volume= 0.134 af, Depth= 2.84"
Routed to Link 5L : OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 10-Year Rainfall=3.50"
Area (ac) CN
Description
0.508 98
Paved parking, HSG B
0.060 58
Woods/grass comb., Good, HSG B
0.568 94
Weighted Average
0.060
10.56% Pervious Area
0.508
89.44% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 4S: POST- B (BYPASSED)
Hydrograph
II I` - -'I- - -'I - - t - - t - - t - -'I- - -'I- - -'I - - t - - t - - + - - t - - t - -'I- - -'I- - -'I - - t - - t - - t - -'I- - -'I- - -'I - - ■Runoff
3.78 cfs
Type 11
6-hIr
---------I--4--+--------------+--+------------+--------I--
3 10,Ydae R'lainfall1=3.50"
IRL;npffI Area=0.$6$ afc
'I 'I 'I 'I 'I
1--1-- 1--1--LR --Runoff af_
2 Ru'�ndff DdpthT2.I84"
LL I I I I I I I I I I I I I I I I I I I
Tc=5.'IO min
1 I I I I I I I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 34
Hydrograph for Subcatchment 4S: POST- B (BYPASSED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.17
0.00
0.01
2.00
0.44
0.10
0.10
3.00
2.56
1.92
3.19
4.00
3.10
2.44
0.18
5.00
3.33
2.67
0.11
6.00
3.50
2.84
0.08
7.00
3.50
2.84
0.00
8.00
3.50
2.84
0.00
9.00
3.50
2.84
0.00
10.00
3.50
2.84
0.00
11.00
3.50
2.84
0.00
12.00
3.50
2.84
0.00
13.00
3.50
2.84
0.00
14.00
3.50
2.84
0.00
15.00
3.50
2.84
0.00
16.00
3.50
2.84
0.00
17.00
3.50
2.84
0.00
18.00
3.50
2.84
0.00
19.00
3.50
2.84
0.00
20.00
3.50
2.84
0.00
21.00
3.50
2.84
0.00
22.00
3.50
2.84
0.00
23.00
3.50
2.84
0.00
24.00
3.50
2.84
0.00
25.00
3.50
2.84
0.00
26.00
3.50
2.84
0.00
27.00
3.50
2.84
0.00
28.00
3.50
2.84
0.00
29.00
3.50
2.84
0.00
30.00
3.50
2.84
0.00
31.00
3.50
2.84
0.00
32.00
3.50
2.84
0.00
33.00
3.50
2.84
0.00
34.00
3.50
2.84
0.00
35.00
3.50
2.84
0.00
36.00
3.50
2.84
0.00
37.00
3.50
2.84
0.00
38.00
3.50
2.84
0.00
39.00
3.50
2.84
0.00
40.00
3.50
2.84
0.00
41.00
3.50
2.84
0.00
42.00
3.50
2.84
0.00
43.00
3.50
2.84
0.00
44.00
3.50
2.84
0.00
45.00
3.50
2.84
0.00
46.00
3.50
2.84
0.00
47.00
3.50
2.84
0.00
48.00
3.50
2.84
0.00
49.00
3.50
2.84
0.00
50.00
3.50
2.84
0.00
51.00
3.50
2.84
0.00
52.00
3.50
2.84
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
3.50
2.84
0.00
54.00
3.50
2.84
0.00
55.00
3.50
2.84
0.00
56.00
3.50
2.84
0.00
57.00
3.50
2.84
0.00
58.00
3.50
2.84
0.00
59.00
3.50
2.84
0.00
60.00
3.50
2.84
0.00
61.00
3.50
2.84
0.00
62.00
3.50
2.84
0.00
63.00
3.50
2.84
0.00
64.00
3.50
2.84
0.00
65.00
3.50
2.84
0.00
66.00
3.50
2.84
0.00
67.00
3.50
2.84
0.00
68.00
3.50
2.84
0.00
69.00
3.50
2.84
0.00
70.00
3.50
2.84
0.00
71.00
3.50
2.84
0.00
72.00
3.50
2.84
0.00
73.00
3.50
2.84
0.00
74.00
3.50
2.84
0.00
75.00
3.50
2.84
0.00
76.00
3.50
2.84
0.00
77.00
3.50
2.84
0.00
78.00
3.50
2.84
0.00
79.00
3.50
2.84
0.00
80.00
3.50
2.84
0.00
81.00
3.50
2.84
0.00
82.00
3.50
2.84
0.00
83.00
3.50
2.84
0.00
84.00
3.50
2.84
0.00
85.00
3.50
2.84
0.00
86.00
3.50
2.84
0.00
87.00
3.50
2.84
0.00
88.00
3.50
2.84
0.00
89.00
3.50
2.84
0.00
90.00
3.50
2.84
0.00
91.00
3.50
2.84
0.00
92.00
3.50
2.84
0.00
93.00
3.50
2.84
0.00
94.00
3.50
2.84
0.00
95.00
3.50
2.84
0.00
96.00
3.50
2.84
0.00
97.00
3.50
2.84
0.00
98.00
3.50
2.84
0.00
99.00
3.50
2.84
0.00
100.00
3.50
2.84
0.00
101.00
3.50
2.84
0.00
102.00
3.50
2.84
0.00
103.00
3.50
2.84
0.00
104.00
3.50
2.84
0.00
105.00
3.50
2.84
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 4S: POST- B (BYPASSED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
3.50
2.84
0.00
107.00
3.50
2.84
0.00
108.00
3.50
2.84
0.00
109.00
3.50
2.84
0.00
110.00
3.50
2.84
0.00
111.00
3.50
2.84
0.00
112.00
3.50
2.84
0.00
113.00
3.50
2.84
0.00
114.00
3.50
2.84
0.00
115.00
3.50
2.84
0.00
116.00
3.50
2.84
0.00
117.00
3.50
2.84
0.00
118.00
3.50
2.84
0.00
119.00
3.50
2.84
0.00
120.00
3.50
2.84
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 36
Summary for Pond 3P: BMP A
Inflow Area = 2.742 ac, 61.05% Impervious, Inflow Depth = 1.78" for 10-Year event
Inflow = 12.61 cfs @ 2.96 hrs, Volume= 0.407 of
Outflow = 1.16 cfs @ 3.48 hrs, Volume= 0.407 af, Atten= 91 %, Lag= 31.2 min
Primary = 1.16 cfs @ 3.48 hrs, Volume= 0.407 of
Routed to Link 5L : OUTFALL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 845.10' @ 3.48 hrs Surf.Area= 4,294 sf Storage= 10,603 cf
Plug -Flow detention time= 467.8 min calculated for 0.407 of (100% of inflow)
Center -of -Mass det. time= 467.3 min (672.5 - 205.2 )
Volume Invert
#1 841.50'
Avail.
e Description
20,129 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
841.50
500
0 0
842.00
1,993
623 623
843.00
2,913
2,453 3,076
844.00
3,538
3,226 6,302
845.00
4,221
3,880 10,181
846.00
4,960
4,591 14,772
847.00
5,755
5,358 20,129
Device Routing
Invert
Outlet Devices
#1 Primary
839.00'
15.0" Round Culvert
L= 51.0' Box, headwall w/3 rounded edges, Ke= 0.200
Inlet / Outlet Invert= 839.00' / 838.50' S= 0.0098 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1
841.50'
Special & User -Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.031 0.041 0.052 0.062 0.073
#3 Device 1
843.50'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Secondary
845.50'
10.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.16 cfs @ 3.48 hrs HW=845.10' (Free Discharge)
L1=Culvert (Passes 1.16 cfs of 15.31 cfs potential flow)
�__3=Orifice/G
2=Special & User -Defined (Custom Controls 0.06 cfs)
rate (Orifice Controls 1.10 cfs @ 5.59 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=841.50' (Free Discharge)
L4= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

221011 - DENVER DEFENSE Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 37
Pond 3P: BMP A
Hydrograph
12.61 cfs--- -- ■ Inflow
----- -- --;- --;-
❑ outflow
--T---T----+----+----T----�- �i.-�� A- - ■ Primary
14 Inflow'Area-,2 /q 4Ta ■ Secondary
1--L-J--L--1--1--1--1--1--1--1 -1--L-1--L-J--L--1--L--1--1--1--1--
w 8
T - -T --T---T----T --Ir- --T---T-T--Ir---T----T----T--i-- --
3 7
0 -- ---+--1--+--1--+--1-- --1-- -- - -- - ----1--+--1--+--1-- --
E 6
5 --1_ _ --I-- --1-- --I - --r - -- r --I -- r --I-- --I-- --I--
41
1.16 cfs
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 38
Hydrograph for Pond 3P: BMP A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
841.50
0.00
0.00
0.00
1.00
0.00
0
841.50
0.00
0.00
0.00
2.00
0.00
0
841.50
0.00
0.00
0.00
3.00
11.20
7,800
844.41
0.82
0.82
0.00
4.00
0.71
10,095
844.98
1.11
1.11
0.00
5.00
0.43
8,427
844.57
0.91
0.91
0.00
6.00
0.34
6,962
844.18
0.67
0.67
0.00
7.00
0.00
5,466
843.76
0.22
0.22
0.00
8.00
0.00
4,983
843.61
0.08
0.08
0.00
9.00
0.00
4,758
843.55
0.05
0.05
0.00
10.00
0.00
4,600
843.50
0.04
0.04
0.00
11.00
0.00
4,454
843.45
0.04
0.04
0.00
12.00
0.00
4,309
843.41
0.04
0.04
0.00
13.00
0.00
4,165
843.36
0.04
0.04
0.00
14.00
0.00
4,024
843.31
0.04
0.04
0.00
15.00
0.00
3,883
843.27
0.04
0.04
0.00
16.00
0.00
3,745
843.22
0.04
0.04
0.00
17.00
0.00
3,608
843.18
0.04
0.04
0.00
18.00
0.00
3,473
843.13
0.04
0.04
0.00
19.00
0.00
3,339
843.09
0.04
0.04
0.00
20.00
0.00
3,207
843.04
0.04
0.04
0.00
21.00
0.00
3,077
843.00
0.04
0.04
0.00
22.00
0.00
2,948
842.96
0.04
0.04
0.00
23.00
0.00
2,821
842.91
0.04
0.04
0.00
24.00
0.00
2,695
842.87
0.03
0.03
0.00
25.00
0.00
2,571
842.82
0.03
0.03
0.00
26.00
0.00
2,449
842.78
0.03
0.03
0.00
27.00
0.00
2,328
842.73
0.03
0.03
0.00
28.00
0.00
2,209
842.69
0.03
0.03
0.00
29.00
0.00
2,092
842.64
0.03
0.03
0.00
30.00
0.00
1,976
842.60
0.03
0.03
0.00
31.00
0.00
1,861
842.55
0.03
0.03
0.00
32.00
0.00
1,749
842.51
0.03
0.03
0.00
33.00
0.00
1,639
842.46
0.03
0.03
0.00
34.00
0.00
1,534
842.42
0.03
0.03
0.00
35.00
0.00
1,434
842.37
0.03
0.03
0.00
36.00
0.00
1,339
842.33
0.03
0.03
0.00
37.00
0.00
1,248
842.29
0.02
0.02
0.00
38.00
0.00
1,162
842.26
0.02
0.02
0.00
39.00
0.00
1,080
842.22
0.02
0.02
0.00
40.00
0.00
1,002
842.18
0.02
0.02
0.00
41.00
0.00
927
842.15
0.02
0.02
0.00
42.00
0.00
857
842.11
0.02
0.02
0.00
43.00
0.00
790
842.08
0.02
0.02
0.00
44.00
0.00
727
842.05
0.02
0.02
0.00
45.00
0.00
667
842.02
0.02
0.02
0.00
46.00
0.00
611
841.99
0.02
0.02
0.00
47.00
0.00
557
841.97
0.01
0.01
0.00
48.00
0.00
507
841.94
0.01
0.01
0.00
49.00
0.00
459
841.91
0.01
0.01
0.00
50.00
0.00
415
841.89
0.01
0.01
0.00
51.00
0.00
373
841.86
0.01
0.01
0.00
52.00
0.00
335
841.83
0.01
0.01
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 39
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
53.00
0.00
299
841.81
0.01
0.01
0.00
54.00
0.00
265
841.79
0.01
0.01
0.00
55.00
0.00
235
841.76
0.01
0.01
0.00
56.00
0.00
207
841.74
0.01
0.01
0.00
57.00
0.00
181
841.72
0.01
0.01
0.00
58.00
0.00
158
841.70
0.01
0.01
0.00
59.00
0.00
137
841.68
0.01
0.01
0.00
60.00
0.00
118
841.66
0.00
0.00
0.00
61.00
0.00
101
841.64
0.00
0.00
0.00
62.00
0.00
87
841.62
0.00
0.00
0.00
63.00
0.00
74
841.61
0.00
0.00
0.00
64.00
0.00
62
841.60
0.00
0.00
0.00
65.00
0.00
52
841.58
0.00
0.00
0.00
66.00
0.00
44
841.57
0.00
0.00
0.00
67.00
0.00
36
841.56
0.00
0.00
0.00
68.00
0.00
30
841.55
0.00
0.00
0.00
69.00
0.00
25
841.54
0.00
0.00
0.00
70.00
0.00
20
841.54
0.00
0.00
0.00
71.00
0.00
17
841.53
0.00
0.00
0.00
72.00
0.00
14
841.52
0.00
0.00
0.00
73.00
0.00
12
841.52
0.00
0.00
0.00
74.00
0.00
10
841.52
0.00
0.00
0.00
75.00
0.00
8
841.51
0.00
0.00
0.00
76.00
0.00
6
841.51
0.00
0.00
0.00
77.00
0.00
5
841.51
0.00
0.00
0.00
78.00
0.00
4
841.51
0.00
0.00
0.00
79.00
0.00
4
841.51
0.00
0.00
0.00
80.00
0.00
3
841.51
0.00
0.00
0.00
81.00
0.00
2
841.50
0.00
0.00
0.00
82.00
0.00
2
841.50
0.00
0.00
0.00
83.00
0.00
2
841.50
0.00
0.00
0.00
84.00
0.00
1
841.50
0.00
0.00
0.00
85.00
0.00
1
841.50
0.00
0.00
0.00
86.00
0.00
1
841.50
0.00
0.00
0.00
87.00
0.00
1
841.50
0.00
0.00
0.00
88.00
0.00
1
841.50
0.00
0.00
0.00
89.00
0.00
1
841.50
0.00
0.00
0.00
90.00
0.00
0
841.50
0.00
0.00
0.00
91.00
0.00
0
841.50
0.00
0.00
0.00
92.00
0.00
0
841.50
0.00
0.00
0.00
93.00
0.00
0
841.50
0.00
0.00
0.00
94.00
0.00
0
841.50
0.00
0.00
0.00
95.00
0.00
0
841.50
0.00
0.00
0.00
96.00
0.00
0
841.50
0.00
0.00
0.00
97.00
0.00
0
841.50
0.00
0.00
0.00
98.00
0.00
0
841.50
0.00
0.00
0.00
99.00
0.00
0
841.50
0.00
0.00
0.00
100.00
0.00
0
841.50
0.00
0.00
0.00
101.00
0.00
0
841.50
0.00
0.00
0.00
102.00
0.00
0
841.50
0.00
0.00
0.00
103.00
0.00
0
841.50
0.00
0.00
0.00
104.00
0.00
0
841.50
0.00
0.00
0.00
105.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 40
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
106.00
0.00
0
841.50
0.00
0.00
0.00
107.00
0.00
0
841.50
0.00
0.00
0.00
108.00
0.00
0
841.50
0.00
0.00
0.00
109.00
0.00
0
841.50
0.00
0.00
0.00
110.00
0.00
0
841.50
0.00
0.00
0.00
111.00
0.00
0
841.50
0.00
0.00
0.00
112.00
0.00
0
841.50
0.00
0.00
0.00
113.00
0.00
0
841.50
0.00
0.00
0.00
114.00
0.00
0
841.50
0.00
0.00
0.00
115.00
0.00
0
841.50
0.00
0.00
0.00
116.00
0.00
0
841.50
0.00
0.00
0.00
117.00
0.00
0
841.50
0.00
0.00
0.00
118.00
0.00
0
841.50
0.00
0.00
0.00
119.00
0.00
0
841.50
0.00
0.00
0.00
120.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 41
Stage -Discharge for Pond 3P: BMP A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
841.50
0.00
0.00
0.00
841.60
0.00
0.00
0.00
841.70
0.01
0.01
0.00
841.80
0.01
0.01
0.00
841.90
0.01
0.01
0.00
842.00
0.02
0.02
0.00
842.10
0.02
0.02
0.00
842.20
0.02
0.02
0.00
842.30
0.02
0.02
0.00
842.40
0.03
0.03
0.00
842.50
0.03
0.03
0.00
842.60
0.03
0.03
0.00
842.70
0.03
0.03
0.00
842.80
0.03
0.03
0.00
842.90
0.03
0.03
0.00
843.00
0.04
0.04
0.00
843.10
0.04
0.04
0.00
843.20
0.04
0.04
0.00
843.30
0.04
0.04
0.00
843.40
0.04
0.04
0.00
843.50
0.04
0.04
0.00
843.60
0.07
0.07
0.00
843.70
0.15
0.15
0.00
843.80
0.27
0.27
0.00
843.90
0.41
0.41
0.00
844.00
0.52
0.52
0.00
844.10
0.61
0.61
0.00
844.20
0.68
0.68
0.00
844.30
0.75
0.75
0.00
844.40
0.81
0.81
0.00
844.50
0.87
0.87
0.00
844.60
0.92
0.92
0.00
844.70
0.98
0.98
0.00
844.80
1.02
1.02
0.00
844.90
1.07
1.07
0.00
845.00
1.11
1.11
0.00
845.10
1.16
1.16
0.00
845.20
1.20
1.20
0.00
845.30
1.24
1.24
0.00
845.40
1.28
1.28
0.00
845.50
1.31
1.31
0.00
845.60
2.14
1.35
0.79
845.70
3.61
1.38
2.23
845.80
5.57
1.42
4.15
845.90
7.93
1.45
6.48
846.00
10.78
1.49
9.30
846.10
14.07
1.52
12.55
846.20
17.33
1.55
15.78
846.30
20.83
1.58
19.25
846.40
24.54
1.61
22.92
846.50
28.44
1.64
26.80
846.60
32.65
1.67
30.98
846.70
37.06
1.70
35.36
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
846.80
41.45
1.72
39.72
846.90
45.98
1.75
44.23
847.00
50.55
1.78
48.78

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 42
Stage -Area -Storage for Pond 3P: BMP A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
841.50
500
0
841.60
799
65
841.70
1,097
160
841.80
1,396
284
841.90
1,694
439
842.00
1,993
623
842.10
2,085
827
842.20
2,177
1,040
842.30
2,269
1,263
842.40
2,361
1,494
842.50
2,453
1,735
842.60
2,545
1,985
842.70
2,637
2,244
842.80
2,729
2,512
842.90
2,821
2,790
843.00
2,913
3,076
843.10
2,976
3,371
843.20
3,038
3,671
843.30
3,100
3,978
843.40
3,163
4,291
843.50
3,226
4,611
843.60
3,288
4,937
843.70
3,351
5,268
843.80
3,413
5,607
843.90
3,475
5,951
844.00
3,538
6,302
844.10
3,606
6,659
844.20
3,675
7,023
844.30
3,743
7,394
844.40
3,811
7,772
844.50
3,880
8,156
844.60
3,948
8,547
844.70
4,016
8,946
844.80
4,084
9,351
844.90
4,153
9,763
845.00
4,221
10,181
845.10
4,295
10,607
845.20
4,369
11,040
845.30
4,443
11,481
845.40
4,517
11,929
845.50
4,591
12,384
845.60
4,664
12,847
845.70
4,738
13,317
845.80
4,812
13,795
845.90
4,886
14,279
846.00
4,960
14,772
846.10
5,040
15,272
846.20
5,119
15,780
846.30
5,198
16,296
846.40
5,278
16,819
846.50
5,358
17,351
846.60
5,437
17,891
846.70
5,517
18,439
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
846.80
5,596
18,994
846.90
5,675
19,558
847.00
5,755
20,129

221011 - DENVER DEFENSE
Type/1 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 43
Summary for Link 5L: OUTFALL
Inflow Area = 3.310 ac, 65.92% Impervious, Inflow Depth = 1.96" for 10-Year event
Inflow = 4.21 cfs @ 2.97 hrs, Volume= 0.542 of
Primary = 4.21 cfs @ 2.97 hrs, Volume= 0.542 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: OUTFALL
Hydrograph
■ Inflow
4.21 cfs ❑ Primary
-- JI-- -- - - -- -- - - JI-- ---f'nf�Ow I 1 1 113:'131'10-I --
4
3
y I I I I I I I I I I I I I I I I I I I I I I I
U I
1--L-_I_-J--1--L-_I_-J--1--L-_I_-J--1--L-_I_-J--1--
pI I I I I I I I I I I I I I I I I I I I I I I
a 2
-- J -- J-----I-- J -- 1 -- J--I-- J -- J -- L--I-- J-- 1 -- J--I-- J -- I --I-- J-- 1 --
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 44
Hydrograph for Link 5L: OUTFALL
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.01
0.00
0.01
2.00
0.10
0.00
0.10
3.00
4.01
0.00
4.01
4.00
1.28
0.00
1.28
5.00
1.01
0.00
1.01
6.00
0.75
0.00
0.75
7.00
0.22
0.00
0.22
8.00
0.08
0.00
0.08
9.00
0.05
0.00
0.05
10.00
0.04
0.00
0.04
11.00
0.04
0.00
0.04
12.00
0.04
0.00
0.04
13.00
0.04
0.00
0.04
14.00
0.04
0.00
0.04
15.00
0.04
0.00
0.04
16.00
0.04
0.00
0.04
17.00
0.04
0.00
0.04
18.00
0.04
0.00
0.04
19.00
0.04
0.00
0.04
20.00
0.04
0.00
0.04
21.00
0.04
0.00
0.04
22.00
0.04
0.00
0.04
23.00
0.04
0.00
0.04
24.00
0.03
0.00
0.03
25.00
0.03
0.00
0.03
26.00
0.03
0.00
0.03
27.00
0.03
0.00
0.03
28.00
0.03
0.00
0.03
29.00
0.03
0.00
0.03
30.00
0.03
0.00
0.03
31.00
0.03
0.00
0.03
32.00
0.03
0.00
0.03
33.00
0.03
0.00
0.03
34.00
0.03
0.00
0.03
35.00
0.03
0.00
0.03
36.00
0.03
0.00
0.03
37.00
0.02
0.00
0.02
38.00
0.02
0.00
0.02
39.00
0.02
0.00
0.02
40.00
0.02
0.00
0.02
41.00
0.02
0.00
0.02
42.00
0.02
0.00
0.02
43.00
0.02
0.00
0.02
44.00
0.02
0.00
0.02
45.00
0.02
0.00
0.02
46.00
0.02
0.00
0.02
47.00
0.01
0.00
0.01
48.00
0.01
0.00
0.01
49.00
0.01
0.00
0.01
50.00
0.01
0.00
0.01
51.00
0.01
0.00
0.01
52.00
0.01
0.00
0.01
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
53.00
0.01
0.00
0.01
54.00
0.01
0.00
0.01
55.00
0.01
0.00
0.01
56.00
0.01
0.00
0.01
57.00
0.01
0.00
0.01
58.00
0.01
0.00
0.01
59.00
0.01
0.00
0.01
60.00
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.00
0.00
0.00
0.00
63.00
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.00
0.00
0.00
0.00
66.00
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.00
0.00
0.00
0.00
69.00
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.00
0.00
0.00
0.00
72.00
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.00
0.00
0.00
0.00
75.00
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.00
0.00
0.00
0.00
78.00
0.00
0.00
0.00
79.00
0.00
0.00
0.00
80.00
0.00
0.00
0.00
81.00
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.00
0.00
0.00
0.00
84.00
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.00
0.00
0.00
0.00
87.00
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.00
0.00
0.00
0.00
90.00
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.00
0.00
0.00
0.00
93.00
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.00
0.00
0.00
0.00
96.00
0.00
0.00
0.00
97.00
0.00
0.00
0.00
98.00
0.00
0.00
0.00
99.00
0.00
0.00
0.00
100.00
0.00
0.00
0.00
101.00
0.00
0.00
0.00
102.00
0.00
0.00
0.00
103.00
0.00
0.00
0.00
104.00
0.00
0.00
0.00
105.00
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 10-Year Rainfall=3.50"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 45
Hydrograph for Link 5L: OUTFALL (continued)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
106.00
0.00
0.00
0.00
107.00
0.00
0.00
0.00
108.00
0.00
0.00
0.00
109.00
0.00
0.00
0.00
110.00
0.00
0.00
0.00
111.00
0.00
0.00
0.00
112.00
0.00
0.00
0.00
113.00
0.00
0.00
0.00
114.00
0.00
0.00
0.00
115.00
0.00
0.00
0.00
116.00
0.00
0.00
0.00
117.00
0.00
0.00
0.00
118.00
0.00
0.00
0.00
119.00
0.00
0.00
0.00
120.00
0.00
0.00
0.00

221011 - DENVER DEFENSE Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HvdroCAD® 10.20-2d s/n 06652 © 2021 HvdroCAD Software Solutions LLC Paae 46
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: PRE Runoff Area=1.630 ac 57.30% Impervious Runoff Depth=2.25"
Tc=5.0 min CN=81 Runoff=9.40 cfs 0.305 of
Subcatchment2S: POST- A (ROUTED) Runoff Area=119,449 sf 61.05% Imperious Runoff Depth=2.33"
Tc=5.0 min CN=82 Runoff=16.34 cfs 0.533 of
Subcatchment4S: POST-B (BYPASSED) Runoff Area=0.568 ac 89.44% Imperious Runoff Depth=3.47"
Tc=5.0 min CN=94 Runoff=4.56 cfs 0.164 of
Pond 3P: BMP A Peak Elev=845.66' Storage=13,127 cf Inflow=16.34 cfs 0.533 of
Primary=1.37 cfs 0.493 of Secondary=1.61 cfs 0.039 of Outflow=2.98 cfs 0.533 of
Link 5L: OUTFALL
Inflow=5.48 cfs 0.658 of
Primary=5.48 cfs 0.658 of
Total Runoff Area = 4.940 ac Runoff Volume = 1.003 of Average Runoff Depth = 2.44"
36.92% Pervious = 1.824 ac 63.08% Impervious = 3.116 ac

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 1S: PRE
Runoff = 9.40 cfs @ 2.96 hrs, Volume= 0.305 af, Depth= 2.25"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 25-Year Rainfall=4.15"
Area (ac) CN Description
0.934
98 Paved parking, HSG B
0.696
58 Woods/grass comb., Good, HSG B
1.630
81 Weighted Average
0.696
42.70% Pervious Area
0.934
57.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: PRE
Hydrograph
------------ T--T - -T- -F I - - - --'----T--T--T--T--'�--------1 -1 T--T-
-'r--- ■Runoff
9.40 cfs
9 /Ile- I--
- ---+-- -- --' -- -- -- -- --' ---- �---6—hr-
8 I I I I
-------'I-- T--T- ---''I---'I-- -- ----�3�Yi�a�`-RainfallF�4.1-F
7 - - - -- -- -- -- -- - - -- -- -- --RVnpff AreA -$30 ajc -
w 6
--------- -- -- ------------ ----Runoff,-Voltim�e�0.305_aif--
1 1 1 1 1 1 1 1 1
° 5 RUndff'D6i)thT2 25"
LL
-�--Y--r--r--
4 tc=5'
.0rmi�
---------;--;-------------------;--;-------------------I-----------
3 4N=81
-�---�---�--�--1--L--�--1---1---1--J--1--1--�--L--L--�---�--J--�--1--L--L--
2
1 I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 48
Hydrograph for Subcatchment 1S: PRE
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.20
0.00
0.00
2.00
0.52
0.00
0.01
3.00
3.03
1.34
8.29
4.00
3.67
1.85
0.51
5.00
3.95
2.08
0.31
6.00
4.15
2.25
0.25
7.00
4.15
2.25
0.00
8.00
4.15
2.25
0.00
9.00
4.15
2.25
0.00
10.00
4.15
2.25
0.00
11.00
4.15
2.25
0.00
12.00
4.15
2.25
0.00
13.00
4.15
2.25
0.00
14.00
4.15
2.25
0.00
15.00
4.15
2.25
0.00
16.00
4.15
2.25
0.00
17.00
4.15
2.25
0.00
18.00
4.15
2.25
0.00
19.00
4.15
2.25
0.00
20.00
4.15
2.25
0.00
21.00
4.15
2.25
0.00
22.00
4.15
2.25
0.00
23.00
4.15
2.25
0.00
24.00
4.15
2.25
0.00
25.00
4.15
2.25
0.00
26.00
4.15
2.25
0.00
27.00
4.15
2.25
0.00
28.00
4.15
2.25
0.00
29.00
4.15
2.25
0.00
30.00
4.15
2.25
0.00
31.00
4.15
2.25
0.00
32.00
4.15
2.25
0.00
33.00
4.15
2.25
0.00
34.00
4.15
2.25
0.00
35.00
4.15
2.25
0.00
36.00
4.15
2.25
0.00
37.00
4.15
2.25
0.00
38.00
4.15
2.25
0.00
39.00
4.15
2.25
0.00
40.00
4.15
2.25
0.00
41.00
4.15
2.25
0.00
42.00
4.15
2.25
0.00
43.00
4.15
2.25
0.00
44.00
4.15
2.25
0.00
45.00
4.15
2.25
0.00
46.00
4.15
2.25
0.00
47.00
4.15
2.25
0.00
48.00
4.15
2.25
0.00
49.00
4.15
2.25
0.00
50.00
4.15
2.25
0.00
51.00
4.15
2.25
0.00
52.00
4.15
2.25
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.15
2.25
0.00
54.00
4.15
2.25
0.00
55.00
4.15
2.25
0.00
56.00
4.15
2.25
0.00
57.00
4.15
2.25
0.00
58.00
4.15
2.25
0.00
59.00
4.15
2.25
0.00
60.00
4.15
2.25
0.00
61.00
4.15
2.25
0.00
62.00
4.15
2.25
0.00
63.00
4.15
2.25
0.00
64.00
4.15
2.25
0.00
65.00
4.15
2.25
0.00
66.00
4.15
2.25
0.00
67.00
4.15
2.25
0.00
68.00
4.15
2.25
0.00
69.00
4.15
2.25
0.00
70.00
4.15
2.25
0.00
71.00
4.15
2.25
0.00
72.00
4.15
2.25
0.00
73.00
4.15
2.25
0.00
74.00
4.15
2.25
0.00
75.00
4.15
2.25
0.00
76.00
4.15
2.25
0.00
77.00
4.15
2.25
0.00
78.00
4.15
2.25
0.00
79.00
4.15
2.25
0.00
80.00
4.15
2.25
0.00
81.00
4.15
2.25
0.00
82.00
4.15
2.25
0.00
83.00
4.15
2.25
0.00
84.00
4.15
2.25
0.00
85.00
4.15
2.25
0.00
86.00
4.15
2.25
0.00
87.00
4.15
2.25
0.00
88.00
4.15
2.25
0.00
89.00
4.15
2.25
0.00
90.00
4.15
2.25
0.00
91.00
4.15
2.25
0.00
92.00
4.15
2.25
0.00
93.00
4.15
2.25
0.00
94.00
4.15
2.25
0.00
95.00
4.15
2.25
0.00
96.00
4.15
2.25
0.00
97.00
4.15
2.25
0.00
98.00
4.15
2.25
0.00
99.00
4.15
2.25
0.00
100.00
4.15
2.25
0.00
101.00
4.15
2.25
0.00
102.00
4.15
2.25
0.00
103.00
4.15
2.25
0.00
104.00
4.15
2.25
0.00
105.00
4.15
2.25
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 49
Hydrograph for Subcatchment 1S: PRE (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.15
2.25
0.00
107.00
4.15
2.25
0.00
108.00
4.15
2.25
0.00
109.00
4.15
2.25
0.00
110.00
4.15
2.25
0.00
111.00
4.15
2.25
0.00
112.00
4.15
2.25
0.00
113.00
4.15
2.25
0.00
114.00
4.15
2.25
0.00
115.00
4.15
2.25
0.00
116.00
4.15
2.25
0.00
117.00
4.15
2.25
0.00
118.00
4.15
2.25
0.00
119.00
4.15
2.25
0.00
120.00
4.15
2.25
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 2S: POST - A (ROUTED)
Runoff = 16.34 cfs @ 2.96 hrs, Volume= 0.533 af, Depth= 2.33"
Routed to Pond 3P : BMP A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 25-Year Rainfall=4.15"
Area (sf) CN Description
72,929
98 Paved parking, HSG B
46,520
58 Woods/grass comb., Good, HSG B
119,449
82 Weighted Average
46,520
38.95% Pervious Area
72,929
61.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: POST - A (ROUTED)
Hydrograph
T T F T T -F� � � � � � � ■Runoff
-------11-- 11 --'i --'i--------------'I ---'I --'i --'i--------------'i -- --'i --'i
16.34 cfs
16---------T- -T- -! --! - -II- - - - --I'-- -- --7--! --!--I'F--I'I------1 -1-7rTy eji--
15
.... —6-hr-
13:/' � I I I I I I I I I I I I I I I I 1 6-hr
13---------+--+--+--+----------+--+--+--�S�I ail-Rainfall[=4-.1-5"--
12-------'----+--L------------L--L_ L ---'-- _ 1 _
11 16lunLlpff A�re'1a=1119,44$ sf
u 10-----------il-- ---------------li__i _
RRuno#f Volum1e=0.03-aFf -
3 g I I I I I I I I I I I I I I I I I I I I I I I
LL 8------T-- j-- j --'T --'T --II-----I---I-- -------RlindffD� fhT2. 3,i�
-r--r--T--r----------r--r--r--T--r--r--I---1--T 7--T--T--r--
7-1---1---1--T--T--r--r--r--1---1--T--T--T--T--r--r--1---1--1it'i=J.'IV-f� i
i
5 r
4- L__LLIJ__J__1__1__ 1__ L__ L __L_J__J__ L__ 1__L__L__
3
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 51
Hydrograph for Subcatchment 2S: POST - A (ROUTED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.20
0.00
0.00
2.00
0.52
0.00
0.05
3.00
3.03
1.40
14.35
4.00
3.67
1.92
0.88
5.00
3.95
2.16
0.53
6.00
4.15
2.33
0.43
7.00
4.15
2.33
0.00
8.00
4.15
2.33
0.00
9.00
4.15
2.33
0.00
10.00
4.15
2.33
0.00
11.00
4.15
2.33
0.00
12.00
4.15
2.33
0.00
13.00
4.15
2.33
0.00
14.00
4.15
2.33
0.00
15.00
4.15
2.33
0.00
16.00
4.15
2.33
0.00
17.00
4.15
2.33
0.00
18.00
4.15
2.33
0.00
19.00
4.15
2.33
0.00
20.00
4.15
2.33
0.00
21.00
4.15
2.33
0.00
22.00
4.15
2.33
0.00
23.00
4.15
2.33
0.00
24.00
4.15
2.33
0.00
25.00
4.15
2.33
0.00
26.00
4.15
2.33
0.00
27.00
4.15
2.33
0.00
28.00
4.15
2.33
0.00
29.00
4.15
2.33
0.00
30.00
4.15
2.33
0.00
31.00
4.15
2.33
0.00
32.00
4.15
2.33
0.00
33.00
4.15
2.33
0.00
34.00
4.15
2.33
0.00
35.00
4.15
2.33
0.00
36.00
4.15
2.33
0.00
37.00
4.15
2.33
0.00
38.00
4.15
2.33
0.00
39.00
4.15
2.33
0.00
40.00
4.15
2.33
0.00
41.00
4.15
2.33
0.00
42.00
4.15
2.33
0.00
43.00
4.15
2.33
0.00
44.00
4.15
2.33
0.00
45.00
4.15
2.33
0.00
46.00
4.15
2.33
0.00
47.00
4.15
2.33
0.00
48.00
4.15
2.33
0.00
49.00
4.15
2.33
0.00
50.00
4.15
2.33
0.00
51.00
4.15
2.33
0.00
52.00
4.15
2.33
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.15
2.33
0.00
54.00
4.15
2.33
0.00
55.00
4.15
2.33
0.00
56.00
4.15
2.33
0.00
57.00
4.15
2.33
0.00
58.00
4.15
2.33
0.00
59.00
4.15
2.33
0.00
60.00
4.15
2.33
0.00
61.00
4.15
2.33
0.00
62.00
4.15
2.33
0.00
63.00
4.15
2.33
0.00
64.00
4.15
2.33
0.00
65.00
4.15
2.33
0.00
66.00
4.15
2.33
0.00
67.00
4.15
2.33
0.00
68.00
4.15
2.33
0.00
69.00
4.15
2.33
0.00
70.00
4.15
2.33
0.00
71.00
4.15
2.33
0.00
72.00
4.15
2.33
0.00
73.00
4.15
2.33
0.00
74.00
4.15
2.33
0.00
75.00
4.15
2.33
0.00
76.00
4.15
2.33
0.00
77.00
4.15
2.33
0.00
78.00
4.15
2.33
0.00
79.00
4.15
2.33
0.00
80.00
4.15
2.33
0.00
81.00
4.15
2.33
0.00
82.00
4.15
2.33
0.00
83.00
4.15
2.33
0.00
84.00
4.15
2.33
0.00
85.00
4.15
2.33
0.00
86.00
4.15
2.33
0.00
87.00
4.15
2.33
0.00
88.00
4.15
2.33
0.00
89.00
4.15
2.33
0.00
90.00
4.15
2.33
0.00
91.00
4.15
2.33
0.00
92.00
4.15
2.33
0.00
93.00
4.15
2.33
0.00
94.00
4.15
2.33
0.00
95.00
4.15
2.33
0.00
96.00
4.15
2.33
0.00
97.00
4.15
2.33
0.00
98.00
4.15
2.33
0.00
99.00
4.15
2.33
0.00
100.00
4.15
2.33
0.00
101.00
4.15
2.33
0.00
102.00
4.15
2.33
0.00
103.00
4.15
2.33
0.00
104.00
4.15
2.33
0.00
105.00
4.15
2.33
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 52
Hydrograph for Subcatchment 2S: POST - A (ROUTED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.15
2.33
0.00
107.00
4.15
2.33
0.00
108.00
4.15
2.33
0.00
109.00
4.15
2.33
0.00
110.00
4.15
2.33
0.00
111.00
4.15
2.33
0.00
112.00
4.15
2.33
0.00
113.00
4.15
2.33
0.00
114.00
4.15
2.33
0.00
115.00
4.15
2.33
0.00
116.00
4.15
2.33
0.00
117.00
4.15
2.33
0.00
118.00
4.15
2.33
0.00
119.00
4.15
2.33
0.00
120.00
4.15
2.33
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 4S: POST- B (BYPASSED)
Runoff = 4.56 cfs @ 2.95 hrs, Volume= 0.164 af, Depth= 3.47"
Routed to Link 5L : OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 25-Year Rainfall=4.15"
Area (ac) CN
Description
0.508 98
Paved parking, HSG B
0.060 58
Woods/grass comb., Good, HSG B
0.568 94
Weighted Average
0.060
10.56% Pervious Area
0.508
89.44% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 4S: POST- B (BYPASSED)
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 ■Runoff
4.56 cfs
Type 11
4 6-h'Ir
25,Ydae R'ainfall1=4.15'
-''I-------------t--''I--------,----rt--r--'Rtrn�ff1ATea=O.%0-af-
3
Run©OV©Iume=0 164 aif
--------- ----------- -Ru'ndffDepth3.47"-
LL I I I I I I I I I I I I I
2 Tc=5.'0 'miP
4N=94
1 I I I I I I I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 54
Hydrograph for Subcatchment 4S: POST- B (BYPASSED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.20
0.01
0.02
2.00
0.52
0.15
0.14
3.00
3.03
2.38
3.84
4.00
3.67
3.00
0.21
5.00
3.95
3.28
0.13
6.00
4.15
3.47
0.10
7.00
4.15
3.47
0.00
8.00
4.15
3.47
0.00
9.00
4.15
3.47
0.00
10.00
4.15
3.47
0.00
11.00
4.15
3.47
0.00
12.00
4.15
3.47
0.00
13.00
4.15
3.47
0.00
14.00
4.15
3.47
0.00
15.00
4.15
3.47
0.00
16.00
4.15
3.47
0.00
17.00
4.15
3.47
0.00
18.00
4.15
3.47
0.00
19.00
4.15
3.47
0.00
20.00
4.15
3.47
0.00
21.00
4.15
3.47
0.00
22.00
4.15
3.47
0.00
23.00
4.15
3.47
0.00
24.00
4.15
3.47
0.00
25.00
4.15
3.47
0.00
26.00
4.15
3.47
0.00
27.00
4.15
3.47
0.00
28.00
4.15
3.47
0.00
29.00
4.15
3.47
0.00
30.00
4.15
3.47
0.00
31.00
4.15
3.47
0.00
32.00
4.15
3.47
0.00
33.00
4.15
3.47
0.00
34.00
4.15
3.47
0.00
35.00
4.15
3.47
0.00
36.00
4.15
3.47
0.00
37.00
4.15
3.47
0.00
38.00
4.15
3.47
0.00
39.00
4.15
3.47
0.00
40.00
4.15
3.47
0.00
41.00
4.15
3.47
0.00
42.00
4.15
3.47
0.00
43.00
4.15
3.47
0.00
44.00
4.15
3.47
0.00
45.00
4.15
3.47
0.00
46.00
4.15
3.47
0.00
47.00
4.15
3.47
0.00
48.00
4.15
3.47
0.00
49.00
4.15
3.47
0.00
50.00
4.15
3.47
0.00
51.00
4.15
3.47
0.00
52.00
4.15
3.47
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.15
3.47
0.00
54.00
4.15
3.47
0.00
55.00
4.15
3.47
0.00
56.00
4.15
3.47
0.00
57.00
4.15
3.47
0.00
58.00
4.15
3.47
0.00
59.00
4.15
3.47
0.00
60.00
4.15
3.47
0.00
61.00
4.15
3.47
0.00
62.00
4.15
3.47
0.00
63.00
4.15
3.47
0.00
64.00
4.15
3.47
0.00
65.00
4.15
3.47
0.00
66.00
4.15
3.47
0.00
67.00
4.15
3.47
0.00
68.00
4.15
3.47
0.00
69.00
4.15
3.47
0.00
70.00
4.15
3.47
0.00
71.00
4.15
3.47
0.00
72.00
4.15
3.47
0.00
73.00
4.15
3.47
0.00
74.00
4.15
3.47
0.00
75.00
4.15
3.47
0.00
76.00
4.15
3.47
0.00
77.00
4.15
3.47
0.00
78.00
4.15
3.47
0.00
79.00
4.15
3.47
0.00
80.00
4.15
3.47
0.00
81.00
4.15
3.47
0.00
82.00
4.15
3.47
0.00
83.00
4.15
3.47
0.00
84.00
4.15
3.47
0.00
85.00
4.15
3.47
0.00
86.00
4.15
3.47
0.00
87.00
4.15
3.47
0.00
88.00
4.15
3.47
0.00
89.00
4.15
3.47
0.00
90.00
4.15
3.47
0.00
91.00
4.15
3.47
0.00
92.00
4.15
3.47
0.00
93.00
4.15
3.47
0.00
94.00
4.15
3.47
0.00
95.00
4.15
3.47
0.00
96.00
4.15
3.47
0.00
97.00
4.15
3.47
0.00
98.00
4.15
3.47
0.00
99.00
4.15
3.47
0.00
100.00
4.15
3.47
0.00
101.00
4.15
3.47
0.00
102.00
4.15
3.47
0.00
103.00
4.15
3.47
0.00
104.00
4.15
3.47
0.00
105.00
4.15
3.47
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 55
Hydrograph for Subcatchment 4S: POST- B (BYPASSED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.15
3.47
0.00
107.00
4.15
3.47
0.00
108.00
4.15
3.47
0.00
109.00
4.15
3.47
0.00
110.00
4.15
3.47
0.00
111.00
4.15
3.47
0.00
112.00
4.15
3.47
0.00
113.00
4.15
3.47
0.00
114.00
4.15
3.47
0.00
115.00
4.15
3.47
0.00
116.00
4.15
3.47
0.00
117.00
4.15
3.47
0.00
118.00
4.15
3.47
0.00
119.00
4.15
3.47
0.00
120.00
4.15
3.47
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 56
Summary for Pond 3P: BMP A
Inflow Area = 2.742 ac, 61.05% Impervious, Inflow Depth = 2.33" for 25-Year event
Inflow = 16.34 cfs @ 2.96 hrs, Volume=
0.533 of
Outflow = 2.98 cfs @ 3.15 hrs, Volume=
0.533 af, Atten= 82%, Lag= 11.5 min
Primary = 1.37 cfs @ 3.15 hrs, Volume=
0.493 of
Routed to Link 5L : OUTFALL
Secondary = 1.61 cfs @ 3.15 hrs, Volume=
0.039 of
Routing by Stor-Ind method, Time Span= 0.00-120.00
hrs, dt= 0.05 hrs
Peak Elev= 845.66' @ 3.15 hrs Surf.Area= 4,709 sf
Storage= 13,127 cf
Plug -Flow detention time= 383.4 min calculated for 0.533 of (100% of inflow)
Center -of -Mass det. time= 382.9 min ( 586.1 - 203.2 )
Volume Invert
#1 841.50'
Avail.
e Description
20,129 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
841.50
500
0 0
842.00
1,993
623 623
843.00
2,913
2,453 3,076
844.00
3,538
3,226 6,302
845.00
4,221
3,880 10,181
846.00
4,960
4,591 14,772
847.00
5,755
5,358 20,129
Device Routing
Invert
Outlet Devices
#1 Primary
839.00'
15.0" Round Culvert
L= 51.0' Box, headwall w/3 rounded edges, Ke= 0.200
Inlet / Outlet Invert= 839.00' / 838.50' S= 0.0098 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1
841.50'
Special & User -Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.031 0.041 0.052 0.062 0.073
#3 Device 1
843.50'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Secondary
845.50'
10.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.37 cfs @ 3.15 hrs HW=845.66' (Free Discharge)
L1=Culvert (Passes 1.37 cfs of 16.09 cfs potential flow)
�__3=Orifice/G
2=Special & User -Defined (Custom Controls 0.06 cfs)
rate (Orifice Controls 1.31 cfs @ 6.65 fps)
Secondary OutFlow Max=1.59 cfs @ 3.15 hrs HW=845.66' (Free Discharge)
L4= Broad -Crested Rectangular Weir (Weir Controls 1.59 cfs @ 0.99 fps)

221011 - DENVER DEFENSE Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 57
Pond 3P: BMP A
Hydrograph
16.34
cfS
- --
----
----
----
----
-- - -- - -- ---- ---- ---- --
■Inflow
❑ outflow
■ Primary
18
+--r-+--r--�--+--�--+--�--+--�
� �
YY Q. EIW
■Secondary
17
--r-
---,--1----1---1--1---1--1---1--1---1--
-
-r----T----T-
---
--
- -- - - --r_f� ��--
- �'�-�'
16
��IStota
--I--
--I--
--_
_ ----- =131 2-7�-cf
14
L
L J
I 1
L
L
L
1
-
L L L L J L L L L L
13
-
- - -
- - -1
- - - -'
- - - -'
- - - -'-
- - - - - - - - - - -I- - - -' - - - - - -
12
w
U 10
....
+--
Y -+--
Y--I--+----+----+----+--+-
--+-+-- Y --I-- Y --I- _+_ ---+--
3 9
T--T---T--1--T--I--T--I--T--1
-T--T-T--T-T--T----T----T----T--
LL
7
i
1 L
6
_ _
s
1.61 cfs
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 58
Hydrograph for Pond 3P: BMP A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
841.50
0.00
0.00
0.00
1.00
0.00
0
841.50
0.00
0.00
0.00
2.00
0.05
11
841.52
0.00
0.00
0.00
3.00
14.35
10,588
845.10
1.15
1.15
0.00
4.00
0.88
12,083
845.43
1.29
1.29
0.00
5.00
0.53
10,194
845.00
1.12
1.12
0.00
6.00
0.43
8,288
844.53
0.89
0.89
0.00
7.00
0.00
5,991
843.91
0.42
0.42
0.00
8.00
0.00
5,151
843.66
0.12
0.12
0.00
9.00
0.00
4,850
843.57
0.06
0.06
0.00
10.00
0.00
4,671
843.52
0.04
0.04
0.00
11.00
0.00
4,522
843.47
0.04
0.04
0.00
12.00
0.00
4,376
843.43
0.04
0.04
0.00
13.00
0.00
4,232
843.38
0.04
0.04
0.00
14.00
0.00
4,090
843.34
0.04
0.04
0.00
15.00
0.00
3,949
843.29
0.04
0.04
0.00
16.00
0.00
3,810
843.25
0.04
0.04
0.00
17.00
0.00
3,672
843.20
0.04
0.04
0.00
18.00
0.00
3,536
843.16
0.04
0.04
0.00
19.00
0.00
3,402
843.11
0.04
0.04
0.00
20.00
0.00
3,269
843.07
0.04
0.04
0.00
21.00
0.00
3,138
843.02
0.04
0.04
0.00
22.00
0.00
3,008
842.98
0.04
0.04
0.00
23.00
0.00
2,880
842.93
0.04
0.04
0.00
24.00
0.00
2,754
842.89
0.03
0.03
0.00
25.00
0.00
2,629
842.84
0.03
0.03
0.00
26.00
0.00
2,506
842.80
0.03
0.03
0.00
27.00
0.00
2,385
842.75
0.03
0.03
0.00
28.00
0.00
2,265
842.71
0.03
0.03
0.00
29.00
0.00
2,146
842.66
0.03
0.03
0.00
30.00
0.00
2,030
842.62
0.03
0.03
0.00
31.00
0.00
1,915
842.57
0.03
0.03
0.00
32.00
0.00
1,801
842.53
0.03
0.03
0.00
33.00
0.00
1,690
842.48
0.03
0.03
0.00
34.00
0.00
1,583
842.44
0.03
0.03
0.00
35.00
0.00
1,481
842.39
0.03
0.03
0.00
36.00
0.00
1,383
842.35
0.03
0.03
0.00
37.00
0.00
1,290
842.31
0.03
0.03
0.00
38.00
0.00
1,202
842.27
0.02
0.02
0.00
39.00
0.00
1,118
842.24
0.02
0.02
0.00
40.00
0.00
1,038
842.20
0.02
0.02
0.00
41.00
0.00
962
842.16
0.02
0.02
0.00
42.00
0.00
890
842.13
0.02
0.02
0.00
43.00
0.00
821
842.10
0.02
0.02
0.00
44.00
0.00
756
842.07
0.02
0.02
0.00
45.00
0.00
695
842.04
0.02
0.02
0.00
46.00
0.00
637
842.01
0.02
0.02
0.00
47.00
0.00
582
841.98
0.01
0.01
0.00
48.00
0.00
530
841.95
0.01
0.01
0.00
49.00
0.00
481
841.92
0.01
0.01
0.00
50.00
0.00
435
841.90
0.01
0.01
0.00
51.00
0.00
392
841.87
0.01
0.01
0.00
52.00
0.00
352
841.85
0.01
0.01
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 59
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
53.00
0.00
315
841.82
0.01
0.01
0.00
54.00
0.00
281
841.80
0.01
0.01
0.00
55.00
0.00
249
841.77
0.01
0.01
0.00
56.00
0.00
220
841.75
0.01
0.01
0.00
57.00
0.00
193
841.73
0.01
0.01
0.00
58.00
0.00
169
841.71
0.01
0.01
0.00
59.00
0.00
147
841.69
0.01
0.01
0.00
60.00
0.00
127
841.67
0.01
0.01
0.00
61.00
0.00
109
841.65
0.00
0.00
0.00
62.00
0.00
93
841.63
0.00
0.00
0.00
63.00
0.00
79
841.62
0.00
0.00
0.00
64.00
0.00
67
841.60
0.00
0.00
0.00
65.00
0.00
57
841.59
0.00
0.00
0.00
66.00
0.00
48
841.58
0.00
0.00
0.00
67.00
0.00
40
841.57
0.00
0.00
0.00
68.00
0.00
33
841.56
0.00
0.00
0.00
69.00
0.00
27
841.55
0.00
0.00
0.00
70.00
0.00
22
841.54
0.00
0.00
0.00
71.00
0.00
19
841.53
0.00
0.00
0.00
72.00
0.00
15
841.53
0.00
0.00
0.00
73.00
0.00
13
841.52
0.00
0.00
0.00
74.00
0.00
10
841.52
0.00
0.00
0.00
75.00
0.00
9
841.51
0.00
0.00
0.00
76.00
0.00
7
841.51
0.00
0.00
0.00
77.00
0.00
6
841.51
0.00
0.00
0.00
78.00
0.00
5
841.51
0.00
0.00
0.00
79.00
0.00
4
841.51
0.00
0.00
0.00
80.00
0.00
3
841.51
0.00
0.00
0.00
81.00
0.00
3
841.50
0.00
0.00
0.00
82.00
0.00
2
841.50
0.00
0.00
0.00
83.00
0.00
2
841.50
0.00
0.00
0.00
84.00
0.00
2
841.50
0.00
0.00
0.00
85.00
0.00
1
841.50
0.00
0.00
0.00
86.00
0.00
1
841.50
0.00
0.00
0.00
87.00
0.00
1
841.50
0.00
0.00
0.00
88.00
0.00
1
841.50
0.00
0.00
0.00
89.00
0.00
1
841.50
0.00
0.00
0.00
90.00
0.00
0
841.50
0.00
0.00
0.00
91.00
0.00
0
841.50
0.00
0.00
0.00
92.00
0.00
0
841.50
0.00
0.00
0.00
93.00
0.00
0
841.50
0.00
0.00
0.00
94.00
0.00
0
841.50
0.00
0.00
0.00
95.00
0.00
0
841.50
0.00
0.00
0.00
96.00
0.00
0
841.50
0.00
0.00
0.00
97.00
0.00
0
841.50
0.00
0.00
0.00
98.00
0.00
0
841.50
0.00
0.00
0.00
99.00
0.00
0
841.50
0.00
0.00
0.00
100.00
0.00
0
841.50
0.00
0.00
0.00
101.00
0.00
0
841.50
0.00
0.00
0.00
102.00
0.00
0
841.50
0.00
0.00
0.00
103.00
0.00
0
841.50
0.00
0.00
0.00
104.00
0.00
0
841.50
0.00
0.00
0.00
105.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 60
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
106.00
0.00
0
841.50
0.00
0.00
0.00
107.00
0.00
0
841.50
0.00
0.00
0.00
108.00
0.00
0
841.50
0.00
0.00
0.00
109.00
0.00
0
841.50
0.00
0.00
0.00
110.00
0.00
0
841.50
0.00
0.00
0.00
111.00
0.00
0
841.50
0.00
0.00
0.00
112.00
0.00
0
841.50
0.00
0.00
0.00
113.00
0.00
0
841.50
0.00
0.00
0.00
114.00
0.00
0
841.50
0.00
0.00
0.00
115.00
0.00
0
841.50
0.00
0.00
0.00
116.00
0.00
0
841.50
0.00
0.00
0.00
117.00
0.00
0
841.50
0.00
0.00
0.00
118.00
0.00
0
841.50
0.00
0.00
0.00
119.00
0.00
0
841.50
0.00
0.00
0.00
120.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 61
Stage -Discharge for Pond 3P: BMP A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
841.50
0.00
0.00
0.00
841.60
0.00
0.00
0.00
841.70
0.01
0.01
0.00
841.80
0.01
0.01
0.00
841.90
0.01
0.01
0.00
842.00
0.02
0.02
0.00
842.10
0.02
0.02
0.00
842.20
0.02
0.02
0.00
842.30
0.02
0.02
0.00
842.40
0.03
0.03
0.00
842.50
0.03
0.03
0.00
842.60
0.03
0.03
0.00
842.70
0.03
0.03
0.00
842.80
0.03
0.03
0.00
842.90
0.03
0.03
0.00
843.00
0.04
0.04
0.00
843.10
0.04
0.04
0.00
843.20
0.04
0.04
0.00
843.30
0.04
0.04
0.00
843.40
0.04
0.04
0.00
843.50
0.04
0.04
0.00
843.60
0.07
0.07
0.00
843.70
0.15
0.15
0.00
843.80
0.27
0.27
0.00
843.90
0.41
0.41
0.00
844.00
0.52
0.52
0.00
844.10
0.61
0.61
0.00
844.20
0.68
0.68
0.00
844.30
0.75
0.75
0.00
844.40
0.81
0.81
0.00
844.50
0.87
0.87
0.00
844.60
0.92
0.92
0.00
844.70
0.98
0.98
0.00
844.80
1.02
1.02
0.00
844.90
1.07
1.07
0.00
845.00
1.11
1.11
0.00
845.10
1.16
1.16
0.00
845.20
1.20
1.20
0.00
845.30
1.24
1.24
0.00
845.40
1.28
1.28
0.00
845.50
1.31
1.31
0.00
845.60
2.14
1.35
0.79
845.70
3.61
1.38
2.23
845.80
5.57
1.42
4.15
845.90
7.93
1.45
6.48
846.00
10.78
1.49
9.30
846.10
14.07
1.52
12.55
846.20
17.33
1.55
15.78
846.30
20.83
1.58
19.25
846.40
24.54
1.61
22.92
846.50
28.44
1.64
26.80
846.60
32.65
1.67
30.98
846.70
37.06
1.70
35.36
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
846.80
41.45
1.72
39.72
846.90
45.98
1.75
44.23
847.00
50.55
1.78
48.78

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 62
Stage -Area -Storage for Pond 3P: BMP A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
841.50
500
0
841.60
799
65
841.70
1,097
160
841.80
1,396
284
841.90
1,694
439
842.00
1,993
623
842.10
2,085
827
842.20
2,177
1,040
842.30
2,269
1,263
842.40
2,361
1,494
842.50
2,453
1,735
842.60
2,545
1,985
842.70
2,637
2,244
842.80
2,729
2,512
842.90
2,821
2,790
843.00
2,913
3,076
843.10
2,976
3,371
843.20
3,038
3,671
843.30
3,100
3,978
843.40
3,163
4,291
843.50
3,226
4,611
843.60
3,288
4,937
843.70
3,351
5,268
843.80
3,413
5,607
843.90
3,475
5,951
844.00
3,538
6,302
844.10
3,606
6,659
844.20
3,675
7,023
844.30
3,743
7,394
844.40
3,811
7,772
844.50
3,880
8,156
844.60
3,948
8,547
844.70
4,016
8,946
844.80
4,084
9,351
844.90
4,153
9,763
845.00
4,221
10,181
845.10
4,295
10,607
845.20
4,369
11,040
845.30
4,443
11,481
845.40
4,517
11,929
845.50
4,591
12,384
845.60
4,664
12,847
845.70
4,738
13,317
845.80
4,812
13,795
845.90
4,886
14,279
846.00
4,960
14,772
846.10
5,040
15,272
846.20
5,119
15,780
846.30
5,198
16,296
846.40
5,278
16,819
846.50
5,358
17,351
846.60
5,437
17,891
846.70
5,517
18,439
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
846.80
5,596
18,994
846.90
5,675
19,558
847.00
5,755
20,129

221011 - DENVER DEFENSE
Type/1 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 63
Summary for Link 5L: OUTFALL
Inflow Area = 3.310 ac, 65.92% Impervious, Inflow Depth = 2.38" for 25-Year event
Inflow = 5.48 cfs @ 2.96 hrs, Volume= 0.658 of
Primary = 5.48 cfs @ 2.96 hrs, Volume= 0.658 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: OUTFALL
Hydrograph
■ Inflow
5.48 cfs ❑ Primary
- T--T--II-- T--T--II-- T--T-l1 f o r IIF' T3�ll �lll��� --
5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
---,--+--I ----T--T--T----T--T--T----T--+--T----,--+--T----T--+--
4
y -__T--T--_____T--T--T--__T--T--T--_-T--T--T----T--T--T----T--+--
U I I I I I I I I I I I I I I I I I I I I I I I
0 3
LL
2
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 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 64
Hydrograph for Link 5L: OUTFALL
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.02
0.00
0.02
2.00
0.14
0.00
0.14
3.00
4.99
0.00
4.99
4.00
1.50
0.00
1.50
5.00
1.24
0.00
1.24
6.00
0.99
0.00
0.99
7.00
0.42
0.00
0.42
8.00
0.12
0.00
0.12
9.00
0.06
0.00
0.06
10.00
0.04
0.00
0.04
11.00
0.04
0.00
0.04
12.00
0.04
0.00
0.04
13.00
0.04
0.00
0.04
14.00
0.04
0.00
0.04
15.00
0.04
0.00
0.04
16.00
0.04
0.00
0.04
17.00
0.04
0.00
0.04
18.00
0.04
0.00
0.04
19.00
0.04
0.00
0.04
20.00
0.04
0.00
0.04
21.00
0.04
0.00
0.04
22.00
0.04
0.00
0.04
23.00
0.04
0.00
0.04
24.00
0.03
0.00
0.03
25.00
0.03
0.00
0.03
26.00
0.03
0.00
0.03
27.00
0.03
0.00
0.03
28.00
0.03
0.00
0.03
29.00
0.03
0.00
0.03
30.00
0.03
0.00
0.03
31.00
0.03
0.00
0.03
32.00
0.03
0.00
0.03
33.00
0.03
0.00
0.03
34.00
0.03
0.00
0.03
35.00
0.03
0.00
0.03
36.00
0.03
0.00
0.03
37.00
0.03
0.00
0.03
38.00
0.02
0.00
0.02
39.00
0.02
0.00
0.02
40.00
0.02
0.00
0.02
41.00
0.02
0.00
0.02
42.00
0.02
0.00
0.02
43.00
0.02
0.00
0.02
44.00
0.02
0.00
0.02
45.00
0.02
0.00
0.02
46.00
0.02
0.00
0.02
47.00
0.01
0.00
0.01
48.00
0.01
0.00
0.01
49.00
0.01
0.00
0.01
50.00
0.01
0.00
0.01
51.00
0.01
0.00
0.01
52.00
0.01
0.00
0.01
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
53.00
0.01
0.00
0.01
54.00
0.01
0.00
0.01
55.00
0.01
0.00
0.01
56.00
0.01
0.00
0.01
57.00
0.01
0.00
0.01
58.00
0.01
0.00
0.01
59.00
0.01
0.00
0.01
60.00
0.01
0.00
0.01
61.00
0.00
0.00
0.00
62.00
0.00
0.00
0.00
63.00
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.00
0.00
0.00
0.00
66.00
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.00
0.00
0.00
0.00
69.00
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.00
0.00
0.00
0.00
72.00
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.00
0.00
0.00
0.00
75.00
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.00
0.00
0.00
0.00
78.00
0.00
0.00
0.00
79.00
0.00
0.00
0.00
80.00
0.00
0.00
0.00
81.00
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.00
0.00
0.00
0.00
84.00
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.00
0.00
0.00
0.00
87.00
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.00
0.00
0.00
0.00
90.00
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.00
0.00
0.00
0.00
93.00
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.00
0.00
0.00
0.00
96.00
0.00
0.00
0.00
97.00
0.00
0.00
0.00
98.00
0.00
0.00
0.00
99.00
0.00
0.00
0.00
100.00
0.00
0.00
0.00
101.00
0.00
0.00
0.00
102.00
0.00
0.00
0.00
103.00
0.00
0.00
0.00
104.00
0.00
0.00
0.00
105.00
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 25-Year Rainfall=4.15"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 65
Hydrograph for Link 5L: OUTFALL (continued)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
106.00
0.00
0.00
0.00
107.00
0.00
0.00
0.00
108.00
0.00
0.00
0.00
109.00
0.00
0.00
0.00
110.00
0.00
0.00
0.00
111.00
0.00
0.00
0.00
112.00
0.00
0.00
0.00
113.00
0.00
0.00
0.00
114.00
0.00
0.00
0.00
115.00
0.00
0.00
0.00
116.00
0.00
0.00
0.00
117.00
0.00
0.00
0.00
118.00
0.00
0.00
0.00
119.00
0.00
0.00
0.00
120.00
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 66
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: PRE Runoff Area=1.630 ac 57.30% Impervious Runoff Depth=2.70"
Tc=5.0 min CN=81 Runoff=11.22 cfs 0.367 of
Subcatchment2S: POST- A (ROUTED) Runoff Area=119,449 sf 61.05% Imperious Runoff Depth=2.79"
Tc=5.0 min CN=82 Runoff=19.42 cfs 0.639 of
Subcatchment4S: POST-B (BYPASSED) Runoff Area=0.568 ac 89.44% Imperious Runoff Depth=3.99"
Tc=5.0 min CN=94 Runoff=5.20 cfs 0.189 of
Pond 3P: BMP A Peak Elev=845.94' Storage=14,453 cf Inflow=19.42 cfs 0.639 of
Primary=1.46 cfs 0.520 of Secondary=7.19 cfs 0.119 of Outflow=8.65 cfs 0.639 of
Link 5L: OUTFALL
Inflow=6.33 cfs 0.709 of
Primary=6.33 cfs 0.709 of
Total Runoff Area = 4.940 ac Runoff Volume = 1.195 of Average Runoff Depth = 2.90"
36.92% Pervious = 1.824 ac 63.08% Impervious = 3.116 ac

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 1S: PRE
Runoff = 11.22 cfs @ 2.96 hrs, Volume= 0.367 af, Depth= 2.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.68"
Area (ac) CN Description
0.934
98 Paved parking, HSG B
0.696
58 Woods/grass comb., Good, HSG B
1.630
81 Weighted Average
0.696
42.70% Pervious Area
0.934
57.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: PRE
Hydrograph
■ Runoff
11.22 cfs
11 Type 11
10 6-hlr
97
50*Ydae R'aihfA11=4.68'
-r--I---I--y--t--r--r--r--I---I--y--rt--rt--r--r--r--r--I--y--�--t--r--r--
8 '
-'---+--r-- -- 1--�--L-+R�nOff'I Ares-,1.�'30 of--
- Ronoffwolume�0,36�_a�f_-
LL
6-------'-- -- -- ----------'-- -- -- ----Rdf#'D�ptk�y2,701��--
5 I I I I I I I I I I I I I I I I I I ♦��.�-�F�--
�p�
4-------i-- -- -- --I --i---------- -- -- -- --i--------i-- I-tN 81-
3
2
-
------- --' --' --'-----------'-- -- --' --'-----------'-- --' --' --'---
1 I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment 1S: PRE
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.23
0.00
0.00
2.00
0.58
0.01
0.05
3.00
3.42
1.64
9.83
4.00
4.14
2.24
0.60
5.00
4.46
2.51
0.36
6.00
4.68
2.70
0.29
7.00
4.68
2.70
0.00
8.00
4.68
2.70
0.00
9.00
4.68
2.70
0.00
10.00
4.68
2.70
0.00
11.00
4.68
2.70
0.00
12.00
4.68
2.70
0.00
13.00
4.68
2.70
0.00
14.00
4.68
2.70
0.00
15.00
4.68
2.70
0.00
16.00
4.68
2.70
0.00
17.00
4.68
2.70
0.00
18.00
4.68
2.70
0.00
19.00
4.68
2.70
0.00
20.00
4.68
2.70
0.00
21.00
4.68
2.70
0.00
22.00
4.68
2.70
0.00
23.00
4.68
2.70
0.00
24.00
4.68
2.70
0.00
25.00
4.68
2.70
0.00
26.00
4.68
2.70
0.00
27.00
4.68
2.70
0.00
28.00
4.68
2.70
0.00
29.00
4.68
2.70
0.00
30.00
4.68
2.70
0.00
31.00
4.68
2.70
0.00
32.00
4.68
2.70
0.00
33.00
4.68
2.70
0.00
34.00
4.68
2.70
0.00
35.00
4.68
2.70
0.00
36.00
4.68
2.70
0.00
37.00
4.68
2.70
0.00
38.00
4.68
2.70
0.00
39.00
4.68
2.70
0.00
40.00
4.68
2.70
0.00
41.00
4.68
2.70
0.00
42.00
4.68
2.70
0.00
43.00
4.68
2.70
0.00
44.00
4.68
2.70
0.00
45.00
4.68
2.70
0.00
46.00
4.68
2.70
0.00
47.00
4.68
2.70
0.00
48.00
4.68
2.70
0.00
49.00
4.68
2.70
0.00
50.00
4.68
2.70
0.00
51.00
4.68
2.70
0.00
52.00
4.68
2.70
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.68
2.70
0.00
54.00
4.68
2.70
0.00
55.00
4.68
2.70
0.00
56.00
4.68
2.70
0.00
57.00
4.68
2.70
0.00
58.00
4.68
2.70
0.00
59.00
4.68
2.70
0.00
60.00
4.68
2.70
0.00
61.00
4.68
2.70
0.00
62.00
4.68
2.70
0.00
63.00
4.68
2.70
0.00
64.00
4.68
2.70
0.00
65.00
4.68
2.70
0.00
66.00
4.68
2.70
0.00
67.00
4.68
2.70
0.00
68.00
4.68
2.70
0.00
69.00
4.68
2.70
0.00
70.00
4.68
2.70
0.00
71.00
4.68
2.70
0.00
72.00
4.68
2.70
0.00
73.00
4.68
2.70
0.00
74.00
4.68
2.70
0.00
75.00
4.68
2.70
0.00
76.00
4.68
2.70
0.00
77.00
4.68
2.70
0.00
78.00
4.68
2.70
0.00
79.00
4.68
2.70
0.00
80.00
4.68
2.70
0.00
81.00
4.68
2.70
0.00
82.00
4.68
2.70
0.00
83.00
4.68
2.70
0.00
84.00
4.68
2.70
0.00
85.00
4.68
2.70
0.00
86.00
4.68
2.70
0.00
87.00
4.68
2.70
0.00
88.00
4.68
2.70
0.00
89.00
4.68
2.70
0.00
90.00
4.68
2.70
0.00
91.00
4.68
2.70
0.00
92.00
4.68
2.70
0.00
93.00
4.68
2.70
0.00
94.00
4.68
2.70
0.00
95.00
4.68
2.70
0.00
96.00
4.68
2.70
0.00
97.00
4.68
2.70
0.00
98.00
4.68
2.70
0.00
99.00
4.68
2.70
0.00
100.00
4.68
2.70
0.00
101.00
4.68
2.70
0.00
102.00
4.68
2.70
0.00
103.00
4.68
2.70
0.00
104.00
4.68
2.70
0.00
105.00
4.68
2.70
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 69
Hydrograph for Subcatchment 1S: PRE (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.68
2.70
0.00
107.00
4.68
2.70
0.00
108.00
4.68
2.70
0.00
109.00
4.68
2.70
0.00
110.00
4.68
2.70
0.00
111.00
4.68
2.70
0.00
112.00
4.68
2.70
0.00
113.00
4.68
2.70
0.00
114.00
4.68
2.70
0.00
115.00
4.68
2.70
0.00
116.00
4.68
2.70
0.00
117.00
4.68
2.70
0.00
118.00
4.68
2.70
0.00
119.00
4.68
2.70
0.00
120.00
4.68
2.70
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 70
Summary for Subcatchment 2S: POST - A (ROUTED)
Runoff = 19.42 cfs @ 2.96 hrs, Volume= 0.639 af, Depth= 2.79"
Routed to Pond 3P : BMP A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.68"
Area (sf) CN Description
72,929
98 Paved parking, HSG B
46,520
58 Woods/grass comb., Good, HSG B
119,449
82 Weighted Average
46,520
38.95% Pervious Area
72,929
61.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: POST - A (ROUTED)
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � ■Runoff
19.42 cfs-�---�--,--rt--r--r--�---�---�--,--�--�--t--r--r--�---�--�--,--rt--r--r-
19---- - --'-- '------------------'i-- li -- li-----------------'---xye-i--
18-1---1---1--1--1--1----1---1---1--J--1--1--L--L--+-------J--1--1--L-- --
17 $-hT -
16-li---li---li----1--r--r--Ir--Ir--li-- -- -- - -�
15---,---,--,--,--,--,--,--,---,---,--,--,- ---50-Y, 6ar;`;ai-hM11-44.681'
14--------- --- - -- - ---------------- -- f�uOf rea=14,944 f
-- --
13--------- -- -- ------------ -- -- -- ---------- -- --� -- ---
w 12-----------+--+------------ -- -- ftnoffVo1um{e=0.639-af -
. 11 -�
0 10-- ---- -- --- -- -- -- F�t�t�Etf#ID�ptFY*��9;��--
a 9 - 1
-'---'---'--------------'---'---'-----------------'---'---'-----------------
8--------- -- -- -- --------I-- -- -- -- -- --'-------��5.'0-rF�1--
7-r-------y--+--t--r--Ir--li---li--y--rt--rt--+--r--Ir--Ir----y-- r r -
6{1Y=�
I - - T-- T-- r-- r--
T-----i-- -- ----r--r---------T-- - r
5----- -i- -
-- -- -- -------------�-- -- -- --� --
4 -' - - -1--1--L--L--1---1---'--J--1--1--L--L--L--1---1--J--1--1--L--1--
3------i-- --+-- ----------i-- -- -- -- -- -------i-- -- --+-- -- --
2------II -- 1 -- 1 -- 1 -- 1--------II-- 1 -- 7 -- 7 -- T -- 1 --IT-----II-- 1 - - -- 1 -- 1 -- IT --
35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 71
Hydrograph for Subcatchment 2S: POST - A (ROUTED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.23
0.00
0.00
2.00
0.58
0.01
0.12
3.00
3.42
1.72
16.95
4.00
4.14
2.32
1.02
5.00
4.46
2.60
0.62
6.00
4.68
2.79
0.49
7.00
4.68
2.79
0.00
8.00
4.68
2.79
0.00
9.00
4.68
2.79
0.00
10.00
4.68
2.79
0.00
11.00
4.68
2.79
0.00
12.00
4.68
2.79
0.00
13.00
4.68
2.79
0.00
14.00
4.68
2.79
0.00
15.00
4.68
2.79
0.00
16.00
4.68
2.79
0.00
17.00
4.68
2.79
0.00
18.00
4.68
2.79
0.00
19.00
4.68
2.79
0.00
20.00
4.68
2.79
0.00
21.00
4.68
2.79
0.00
22.00
4.68
2.79
0.00
23.00
4.68
2.79
0.00
24.00
4.68
2.79
0.00
25.00
4.68
2.79
0.00
26.00
4.68
2.79
0.00
27.00
4.68
2.79
0.00
28.00
4.68
2.79
0.00
29.00
4.68
2.79
0.00
30.00
4.68
2.79
0.00
31.00
4.68
2.79
0.00
32.00
4.68
2.79
0.00
33.00
4.68
2.79
0.00
34.00
4.68
2.79
0.00
35.00
4.68
2.79
0.00
36.00
4.68
2.79
0.00
37.00
4.68
2.79
0.00
38.00
4.68
2.79
0.00
39.00
4.68
2.79
0.00
40.00
4.68
2.79
0.00
41.00
4.68
2.79
0.00
42.00
4.68
2.79
0.00
43.00
4.68
2.79
0.00
44.00
4.68
2.79
0.00
45.00
4.68
2.79
0.00
46.00
4.68
2.79
0.00
47.00
4.68
2.79
0.00
48.00
4.68
2.79
0.00
49.00
4.68
2.79
0.00
50.00
4.68
2.79
0.00
51.00
4.68
2.79
0.00
52.00
4.68
2.79
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.68
2.79
0.00
54.00
4.68
2.79
0.00
55.00
4.68
2.79
0.00
56.00
4.68
2.79
0.00
57.00
4.68
2.79
0.00
58.00
4.68
2.79
0.00
59.00
4.68
2.79
0.00
60.00
4.68
2.79
0.00
61.00
4.68
2.79
0.00
62.00
4.68
2.79
0.00
63.00
4.68
2.79
0.00
64.00
4.68
2.79
0.00
65.00
4.68
2.79
0.00
66.00
4.68
2.79
0.00
67.00
4.68
2.79
0.00
68.00
4.68
2.79
0.00
69.00
4.68
2.79
0.00
70.00
4.68
2.79
0.00
71.00
4.68
2.79
0.00
72.00
4.68
2.79
0.00
73.00
4.68
2.79
0.00
74.00
4.68
2.79
0.00
75.00
4.68
2.79
0.00
76.00
4.68
2.79
0.00
77.00
4.68
2.79
0.00
78.00
4.68
2.79
0.00
79.00
4.68
2.79
0.00
80.00
4.68
2.79
0.00
81.00
4.68
2.79
0.00
82.00
4.68
2.79
0.00
83.00
4.68
2.79
0.00
84.00
4.68
2.79
0.00
85.00
4.68
2.79
0.00
86.00
4.68
2.79
0.00
87.00
4.68
2.79
0.00
88.00
4.68
2.79
0.00
89.00
4.68
2.79
0.00
90.00
4.68
2.79
0.00
91.00
4.68
2.79
0.00
92.00
4.68
2.79
0.00
93.00
4.68
2.79
0.00
94.00
4.68
2.79
0.00
95.00
4.68
2.79
0.00
96.00
4.68
2.79
0.00
97.00
4.68
2.79
0.00
98.00
4.68
2.79
0.00
99.00
4.68
2.79
0.00
100.00
4.68
2.79
0.00
101.00
4.68
2.79
0.00
102.00
4.68
2.79
0.00
103.00
4.68
2.79
0.00
104.00
4.68
2.79
0.00
105.00
4.68
2.79
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 72
Hydrograph for Subcatchment 2S: POST - A (ROUTED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.68
2.79
0.00
107.00
4.68
2.79
0.00
108.00
4.68
2.79
0.00
109.00
4.68
2.79
0.00
110.00
4.68
2.79
0.00
111.00
4.68
2.79
0.00
112.00
4.68
2.79
0.00
113.00
4.68
2.79
0.00
114.00
4.68
2.79
0.00
115.00
4.68
2.79
0.00
116.00
4.68
2.79
0.00
117.00
4.68
2.79
0.00
118.00
4.68
2.79
0.00
119.00
4.68
2.79
0.00
120.00
4.68
2.79
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment 4S: POST- B (BYPASSED)
Runoff = 5.20 cfs @ 2.95 hrs, Volume= 0.189 af, Depth= 3.99"
Routed to Link 5L : OUTFALL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 6-hr 50-Year Rainfall=4.68"
Area (ac) CN
Description
0.508 98
Paved parking, HSG B
0.060 58
Woods/grass comb., Good, HSG B
0.568 94
Weighted Average
0.060
10.56% Pervious Area
0.508
89.44% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 4S: POST- B (BYPASSED)
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � � ■Runoff
5.20 cfs
5 Type 1-
6-h r
-�---�---�--;--;--;--�,
4
L; n pff, Area=Q. $6$ afc
3 Runoff Volume=Q.189-aif-
Runoff DepthT3.99��„
-I 1--1-- I1---L L--L--1---1---1---L—L&�-rni�-
z
4N=94
-r-------y--rt--+----------y--rt--t--r--r--r-------t--t--r--r-----i--
1 � it it it it it it it it it it it it it it it it it it it it it it
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 74
Hydrograph for Subcatchment 4S: POST- B (BYPASSED)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.23
0.01
0.03
2.00
0.58
0.19
0.17
3.00
3.42
2.76
4.37
4.00
4.14
3.46
0.24
5.00
4.46
3.77
0.14
6.00
4.68
3.99
0.11
7.00
4.68
3.99
0.00
8.00
4.68
3.99
0.00
9.00
4.68
3.99
0.00
10.00
4.68
3.99
0.00
11.00
4.68
3.99
0.00
12.00
4.68
3.99
0.00
13.00
4.68
3.99
0.00
14.00
4.68
3.99
0.00
15.00
4.68
3.99
0.00
16.00
4.68
3.99
0.00
17.00
4.68
3.99
0.00
18.00
4.68
3.99
0.00
19.00
4.68
3.99
0.00
20.00
4.68
3.99
0.00
21.00
4.68
3.99
0.00
22.00
4.68
3.99
0.00
23.00
4.68
3.99
0.00
24.00
4.68
3.99
0.00
25.00
4.68
3.99
0.00
26.00
4.68
3.99
0.00
27.00
4.68
3.99
0.00
28.00
4.68
3.99
0.00
29.00
4.68
3.99
0.00
30.00
4.68
3.99
0.00
31.00
4.68
3.99
0.00
32.00
4.68
3.99
0.00
33.00
4.68
3.99
0.00
34.00
4.68
3.99
0.00
35.00
4.68
3.99
0.00
36.00
4.68
3.99
0.00
37.00
4.68
3.99
0.00
38.00
4.68
3.99
0.00
39.00
4.68
3.99
0.00
40.00
4.68
3.99
0.00
41.00
4.68
3.99
0.00
42.00
4.68
3.99
0.00
43.00
4.68
3.99
0.00
44.00
4.68
3.99
0.00
45.00
4.68
3.99
0.00
46.00
4.68
3.99
0.00
47.00
4.68
3.99
0.00
48.00
4.68
3.99
0.00
49.00
4.68
3.99
0.00
50.00
4.68
3.99
0.00
51.00
4.68
3.99
0.00
52.00
4.68
3.99
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
53.00
4.68
3.99
0.00
54.00
4.68
3.99
0.00
55.00
4.68
3.99
0.00
56.00
4.68
3.99
0.00
57.00
4.68
3.99
0.00
58.00
4.68
3.99
0.00
59.00
4.68
3.99
0.00
60.00
4.68
3.99
0.00
61.00
4.68
3.99
0.00
62.00
4.68
3.99
0.00
63.00
4.68
3.99
0.00
64.00
4.68
3.99
0.00
65.00
4.68
3.99
0.00
66.00
4.68
3.99
0.00
67.00
4.68
3.99
0.00
68.00
4.68
3.99
0.00
69.00
4.68
3.99
0.00
70.00
4.68
3.99
0.00
71.00
4.68
3.99
0.00
72.00
4.68
3.99
0.00
73.00
4.68
3.99
0.00
74.00
4.68
3.99
0.00
75.00
4.68
3.99
0.00
76.00
4.68
3.99
0.00
77.00
4.68
3.99
0.00
78.00
4.68
3.99
0.00
79.00
4.68
3.99
0.00
80.00
4.68
3.99
0.00
81.00
4.68
3.99
0.00
82.00
4.68
3.99
0.00
83.00
4.68
3.99
0.00
84.00
4.68
3.99
0.00
85.00
4.68
3.99
0.00
86.00
4.68
3.99
0.00
87.00
4.68
3.99
0.00
88.00
4.68
3.99
0.00
89.00
4.68
3.99
0.00
90.00
4.68
3.99
0.00
91.00
4.68
3.99
0.00
92.00
4.68
3.99
0.00
93.00
4.68
3.99
0.00
94.00
4.68
3.99
0.00
95.00
4.68
3.99
0.00
96.00
4.68
3.99
0.00
97.00
4.68
3.99
0.00
98.00
4.68
3.99
0.00
99.00
4.68
3.99
0.00
100.00
4.68
3.99
0.00
101.00
4.68
3.99
0.00
102.00
4.68
3.99
0.00
103.00
4.68
3.99
0.00
104.00
4.68
3.99
0.00
105.00
4.68
3.99
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 75
Hydrograph for Subcatchment 4S: POST- B (BYPASSED) (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
106.00
4.68
3.99
0.00
107.00
4.68
3.99
0.00
108.00
4.68
3.99
0.00
109.00
4.68
3.99
0.00
110.00
4.68
3.99
0.00
111.00
4.68
3.99
0.00
112.00
4.68
3.99
0.00
113.00
4.68
3.99
0.00
114.00
4.68
3.99
0.00
115.00
4.68
3.99
0.00
116.00
4.68
3.99
0.00
117.00
4.68
3.99
0.00
118.00
4.68
3.99
0.00
119.00
4.68
3.99
0.00
120.00
4.68
3.99
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 76
Summary for Pond 3P: BMP A
Inflow Area = 2.742 ac, 61.05% Impervious, Inflow Depth = 2.79" for 50-Year event
Inflow = 19.42 cfs @ 2.96 hrs, Volume=
0.639 of
Outflow = 8.65 cfs @ 3.07 hrs, Volume=
0.639 af, Atten= 55%, Lag= 6.7 min
Primary = 1.46 cfs @ 3.07 hrs, Volume=
0.520 of
Routed to Link 5L : OUTFALL
Secondary = 7.19 cfs @ 3.07 hrs, Volume=
0.119 of
Routing by Stor-Ind method, Time Span= 0.00-120.00
hrs, dt= 0.05 hrs
Peak Elev= 845.94' @ 3.07 hrs Surf.Area= 4,912 sf
Storage= 14,453 cf
Plug -Flow detention time= 326.9 min calculated for 0.639 of (100% of inflow)
Center -of -Mass det. time= 326.4 min ( 528.3 - 201.8 )
Volume Invert
#1 841.50'
Avail.
e Description
20,129 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
841.50
500
0 0
842.00
1,993
623 623
843.00
2,913
2,453 3,076
844.00
3,538
3,226 6,302
845.00
4,221
3,880 10,181
846.00
4,960
4,591 14,772
847.00
5,755
5,358 20,129
Device Routing
Invert
Outlet Devices
#1 Primary
839.00'
15.0" Round Culvert
L= 51.0' Box, headwall w/3 rounded edges, Ke= 0.200
Inlet / Outlet Invert= 839.00' / 838.50' S= 0.0098 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.23 sf
#2 Device 1
841.50'
Special & User -Defined
Head (feet) 0.00 1.00 2.00 3.00 4.00 5.00
Disch. (cfs) 0.000 0.031 0.041 0.052 0.062 0.073
#3 Device 1
843.50'
6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Secondary
845.50'
10.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.45 cfs @ 3.07 hrs HW=845.90' (Free Discharge)
L1=Culvert (Passes 1.45 cfs of 16.41 cfs potential flow)
�__3=Orifice/G
2=Special & User -Defined (Custom Controls 0.07 cfs)
rate (Orifice Controls 1.38 cfs @ 7.05 fps)
Secondary OutFlow Max=6.39 cfs @ 3.07 hrs HW=845.90' (Free Discharge)
L4= Broad -Crested Rectangular Weir (Weir Controls 6.39 cfs @ 1.61 fps)

221011 - DENVER DEFENSE Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 77
Pond 3P: BMP A
Hydrograph
19.42 cfS
r----;
----;
----;
----
--;
- --;
- --; ----; --- - ---- ---- --
■ In
-1
Iftflo �/'"' rea= 2. f 42 �cit
❑outflow
■ Primary
21
1--T---+--I--+--I--+--I--7--I
--
---+----+----+--'--
--'--
--
1
-Q-�- ----'p--+----+--'-- --
■SeCOndary
20
,--r-
-
- r--
-- T--
- -T - -
------,--r--
eak ��1�+������TI'--
19
----------------------------------
-------------------------
18
--r-
--+----+----+--I--
----1--r-
- 4
1i�a7-
17
-----------I--
--I--
----
-----
--
-�ZItOlh 1_cJ_-
-
16
+--+-+--+-+--+-+--+--+-+--+-+--+-+--+-+--+-+--+-+--+-+--+--
15
----------I--
--I--
--I--
------I--
---------------I-- --I-- --
14
--L-J--L--1--1--1--1--1--1--'--
--L-
--L-J--L----+----+----1--
.-. 13
7--
7-7--
T --II
-- T --II-
- T--II--
7--II
-7--r---r-7--7----T----T----7--
12 8.65 cfs----------'I--
V
+I --'I--
+I --'I--
------'I--
---------------'I-- +I --'I-- --
11
0 10
y--r-y--+--I--+--I--+--I--rt--r-y--r-�--r-y--r--I--+--I--+--I--rt--
--
----
----
----
----
----
----
-- - -- ---- ---- ---- --
LL_+----+--
7.19 cfs-'--
7
--L-J--L--1--1--1--1--1--1--'--
--L-1--L-J--L----L----+----1--
6
,--
r-r--
r - -I--
T - -I--
T - -I--
7--I--
r -
- r- r -- r- r -- r - -I-- r - -I-- T - -I-- T--
5
--L-J--L--1--1--1--1--1--1--'--
--L-
1 .
cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 78
Hydrograph for Pond 3P: BMP A
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
841.50
0.00
0.00
0.00
1.00
0.00
0
841.50
0.00
0.00
0.00
2.00
0.12
51
841.58
0.00
0.00
0.00
3.00
16.95
12,908
845.61
2.32
1.35
0.96
4.00
1.02
12,300
845.48
1.31
1.31
0.00
5.00
0.62
10,683
845.12
1.16
1.16
0.00
6.00
0.49
8,829
844.67
0.96
0.96
0.00
7.00
0.00
6,268
843.99
0.51
0.51
0.00
8.00
0.00
5,230
843.69
0.14
0.14
0.00
9.00
0.00
4,887
843.58
0.06
0.06
0.00
10.00
0.00
4,697
843.53
0.04
0.04
0.00
11.00
0.00
4,546
843.48
0.04
0.04
0.00
12.00
0.00
4,400
843.43
0.04
0.04
0.00
13.00
0.00
4,256
843.39
0.04
0.04
0.00
14.00
0.00
4,113
843.34
0.04
0.04
0.00
15.00
0.00
3,972
843.30
0.04
0.04
0.00
16.00
0.00
3,832
843.25
0.04
0.04
0.00
17.00
0.00
3,695
843.21
0.04
0.04
0.00
18.00
0.00
3,558
843.16
0.04
0.04
0.00
19.00
0.00
3,424
843.12
0.04
0.04
0.00
20.00
0.00
3,291
843.07
0.04
0.04
0.00
21.00
0.00
3,159
843.03
0.04
0.04
0.00
22.00
0.00
3,029
842.98
0.04
0.04
0.00
23.00
0.00
2,901
842.94
0.04
0.04
0.00
24.00
0.00
2,775
842.89
0.03
0.03
0.00
25.00
0.00
2,650
842.85
0.03
0.03
0.00
26.00
0.00
2,526
842.81
0.03
0.03
0.00
27.00
0.00
2,404
842.76
0.03
0.03
0.00
28.00
0.00
2,284
842.72
0.03
0.03
0.00
29.00
0.00
2,166
842.67
0.03
0.03
0.00
30.00
0.00
2,049
842.62
0.03
0.03
0.00
31.00
0.00
1,934
842.58
0.03
0.03
0.00
32.00
0.00
1,820
842.53
0.03
0.03
0.00
33.00
0.00
1,708
842.49
0.03
0.03
0.00
34.00
0.00
1,600
842.44
0.03
0.03
0.00
35.00
0.00
1,497
842.40
0.03
0.03
0.00
36.00
0.00
1,399
842.36
0.03
0.03
0.00
37.00
0.00
1,305
842.32
0.03
0.03
0.00
38.00
0.00
1,216
842.28
0.02
0.02
0.00
39.00
0.00
1,131
842.24
0.02
0.02
0.00
40.00
0.00
1,051
842.20
0.02
0.02
0.00
41.00
0.00
974
842.17
0.02
0.02
0.00
42.00
0.00
901
842.14
0.02
0.02
0.00
43.00
0.00
832
842.10
0.02
0.02
0.00
44.00
0.00
767
842.07
0.02
0.02
0.00
45.00
0.00
705
842.04
0.02
0.02
0.00
46.00
0.00
646
842.01
0.02
0.02
0.00
47.00
0.00
591
841.98
0.01
0.01
0.00
48.00
0.00
538
841.96
0.01
0.01
0.00
49.00
0.00
489
841.93
0.01
0.01
0.00
50.00
0.00
443
841.90
0.01
0.01
0.00
51.00
0.00
399
841.88
0.01
0.01
0.00
52.00
0.00
359
841.85
0.01
0.01
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 79
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
53.00
0.00
321
841.83
0.01
0.01
0.00
54.00
0.00
286
841.80
0.01
0.01
0.00
55.00
0.00
254
841.78
0.01
0.01
0.00
56.00
0.00
224
841.75
0.01
0.01
0.00
57.00
0.00
197
841.73
0.01
0.01
0.00
58.00
0.00
172
841.71
0.01
0.01
0.00
59.00
0.00
150
841.69
0.01
0.01
0.00
60.00
0.00
130
841.67
0.01
0.01
0.00
61.00
0.00
112
841.65
0.00
0.00
0.00
62.00
0.00
96
841.63
0.00
0.00
0.00
63.00
0.00
82
841.62
0.00
0.00
0.00
64.00
0.00
69
841.60
0.00
0.00
0.00
65.00
0.00
58
841.59
0.00
0.00
0.00
66.00
0.00
49
841.58
0.00
0.00
0.00
67.00
0.00
41
841.57
0.00
0.00
0.00
68.00
0.00
34
841.56
0.00
0.00
0.00
69.00
0.00
28
841.55
0.00
0.00
0.00
70.00
0.00
23
841.54
0.00
0.00
0.00
71.00
0.00
19
841.53
0.00
0.00
0.00
72.00
0.00
16
841.53
0.00
0.00
0.00
73.00
0.00
13
841.52
0.00
0.00
0.00
74.00
0.00
11
841.52
0.00
0.00
0.00
75.00
0.00
9
841.52
0.00
0.00
0.00
76.00
0.00
7
841.51
0.00
0.00
0.00
77.00
0.00
6
841.51
0.00
0.00
0.00
78.00
0.00
5
841.51
0.00
0.00
0.00
79.00
0.00
4
841.51
0.00
0.00
0.00
80.00
0.00
3
841.51
0.00
0.00
0.00
81.00
0.00
3
841.50
0.00
0.00
0.00
82.00
0.00
2
841.50
0.00
0.00
0.00
83.00
0.00
2
841.50
0.00
0.00
0.00
84.00
0.00
2
841.50
0.00
0.00
0.00
85.00
0.00
1
841.50
0.00
0.00
0.00
86.00
0.00
1
841.50
0.00
0.00
0.00
87.00
0.00
1
841.50
0.00
0.00
0.00
88.00
0.00
1
841.50
0.00
0.00
0.00
89.00
0.00
1
841.50
0.00
0.00
0.00
90.00
0.00
1
841.50
0.00
0.00
0.00
91.00
0.00
0
841.50
0.00
0.00
0.00
92.00
0.00
0
841.50
0.00
0.00
0.00
93.00
0.00
0
841.50
0.00
0.00
0.00
94.00
0.00
0
841.50
0.00
0.00
0.00
95.00
0.00
0
841.50
0.00
0.00
0.00
96.00
0.00
0
841.50
0.00
0.00
0.00
97.00
0.00
0
841.50
0.00
0.00
0.00
98.00
0.00
0
841.50
0.00
0.00
0.00
99.00
0.00
0
841.50
0.00
0.00
0.00
100.00
0.00
0
841.50
0.00
0.00
0.00
101.00
0.00
0
841.50
0.00
0.00
0.00
102.00
0.00
0
841.50
0.00
0.00
0.00
103.00
0.00
0
841.50
0.00
0.00
0.00
104.00
0.00
0
841.50
0.00
0.00
0.00
105.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 80
Hydrograph for Pond 3P: BMP A (continued)
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
106.00
0.00
0
841.50
0.00
0.00
0.00
107.00
0.00
0
841.50
0.00
0.00
0.00
108.00
0.00
0
841.50
0.00
0.00
0.00
109.00
0.00
0
841.50
0.00
0.00
0.00
110.00
0.00
0
841.50
0.00
0.00
0.00
111.00
0.00
0
841.50
0.00
0.00
0.00
112.00
0.00
0
841.50
0.00
0.00
0.00
113.00
0.00
0
841.50
0.00
0.00
0.00
114.00
0.00
0
841.50
0.00
0.00
0.00
115.00
0.00
0
841.50
0.00
0.00
0.00
116.00
0.00
0
841.50
0.00
0.00
0.00
117.00
0.00
0
841.50
0.00
0.00
0.00
118.00
0.00
0
841.50
0.00
0.00
0.00
119.00
0.00
0
841.50
0.00
0.00
0.00
120.00
0.00
0
841.50
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 81
Stage -Discharge for Pond 3P: BMP A
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
841.50
0.00
0.00
0.00
841.60
0.00
0.00
0.00
841.70
0.01
0.01
0.00
841.80
0.01
0.01
0.00
841.90
0.01
0.01
0.00
842.00
0.02
0.02
0.00
842.10
0.02
0.02
0.00
842.20
0.02
0.02
0.00
842.30
0.02
0.02
0.00
842.40
0.03
0.03
0.00
842.50
0.03
0.03
0.00
842.60
0.03
0.03
0.00
842.70
0.03
0.03
0.00
842.80
0.03
0.03
0.00
842.90
0.03
0.03
0.00
843.00
0.04
0.04
0.00
843.10
0.04
0.04
0.00
843.20
0.04
0.04
0.00
843.30
0.04
0.04
0.00
843.40
0.04
0.04
0.00
843.50
0.04
0.04
0.00
843.60
0.07
0.07
0.00
843.70
0.15
0.15
0.00
843.80
0.27
0.27
0.00
843.90
0.41
0.41
0.00
844.00
0.52
0.52
0.00
844.10
0.61
0.61
0.00
844.20
0.68
0.68
0.00
844.30
0.75
0.75
0.00
844.40
0.81
0.81
0.00
844.50
0.87
0.87
0.00
844.60
0.92
0.92
0.00
844.70
0.98
0.98
0.00
844.80
1.02
1.02
0.00
844.90
1.07
1.07
0.00
845.00
1.11
1.11
0.00
845.10
1.16
1.16
0.00
845.20
1.20
1.20
0.00
845.30
1.24
1.24
0.00
845.40
1.28
1.28
0.00
845.50
1.31
1.31
0.00
845.60
2.14
1.35
0.79
845.70
3.61
1.38
2.23
845.80
5.57
1.42
4.15
845.90
7.93
1.45
6.48
846.00
10.78
1.49
9.30
846.10
14.07
1.52
12.55
846.20
17.33
1.55
15.78
846.30
20.83
1.58
19.25
846.40
24.54
1.61
22.92
846.50
28.44
1.64
26.80
846.60
32.65
1.67
30.98
846.70
37.06
1.70
35.36
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
846.80
41.45
1.72
39.72
846.90
45.98
1.75
44.23
847.00
50.55
1.78
48.78

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 82
Stage -Area -Storage for Pond 3P: BMP A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
841.50
500
0
841.60
799
65
841.70
1,097
160
841.80
1,396
284
841.90
1,694
439
842.00
1,993
623
842.10
2,085
827
842.20
2,177
1,040
842.30
2,269
1,263
842.40
2,361
1,494
842.50
2,453
1,735
842.60
2,545
1,985
842.70
2,637
2,244
842.80
2,729
2,512
842.90
2,821
2,790
843.00
2,913
3,076
843.10
2,976
3,371
843.20
3,038
3,671
843.30
3,100
3,978
843.40
3,163
4,291
843.50
3,226
4,611
843.60
3,288
4,937
843.70
3,351
5,268
843.80
3,413
5,607
843.90
3,475
5,951
844.00
3,538
6,302
844.10
3,606
6,659
844.20
3,675
7,023
844.30
3,743
7,394
844.40
3,811
7,772
844.50
3,880
8,156
844.60
3,948
8,547
844.70
4,016
8,946
844.80
4,084
9,351
844.90
4,153
9,763
845.00
4,221
10,181
845.10
4,295
10,607
845.20
4,369
11,040
845.30
4,443
11,481
845.40
4,517
11,929
845.50
4,591
12,384
845.60
4,664
12,847
845.70
4,738
13,317
845.80
4,812
13,795
845.90
4,886
14,279
846.00
4,960
14,772
846.10
5,040
15,272
846.20
5,119
15,780
846.30
5,198
16,296
846.40
5,278
16,819
846.50
5,358
17,351
846.60
5,437
17,891
846.70
5,517
18,439
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
846.80
5,596
18,994
846.90
5,675
19,558
847.00
5,755
20,129

221011 - DENVER DEFENSE Type/1 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 83
Summary for Link 5L: OUTFALL
Inflow Area = 3.310 ac, 65.92% Impervious, Inflow Depth = 2.57" for 50-Year event
Inflow = 6.33 cfs @ 2.96 hrs, Volume= 0.709 of
Primary = 6.33 cfs @ 2.96 hrs, Volume= 0.709 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: OUTFALL
Hydrograph
■ Inflow
i
6.33 cfs ❑ Primary
jnf# Ow -A a �3:310-a - -
6
---,--+--+--r----,--+--T------T--r----,--T--r------+--
s
w 4
0
LL 3
---r--i-----i-- --i---- --r--i---- -i-- --i---- --r--i---- -i-- --
2
- T -- T-- ---I-- T-- T -- T--I-- T -- T -- T--I-- T -- T -- T--I-- T -- T - -T --I-- T -- T --
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 84
Hydrograph for Link 5L: OUTFALL
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
0.00
0.00
0.00
0.00
1.00
0.03
0.00
0.03
2.00
0.17
0.00
0.17
3.00
5.72
0.00
5.72
4.00
1.55
0.00
1.55
5.00
1.31
0.00
1.31
6.00
1.07
0.00
1.07
7.00
0.51
0.00
0.51
8.00
0.14
0.00
0.14
9.00
0.06
0.00
0.06
10.00
0.04
0.00
0.04
11.00
0.04
0.00
0.04
12.00
0.04
0.00
0.04
13.00
0.04
0.00
0.04
14.00
0.04
0.00
0.04
15.00
0.04
0.00
0.04
16.00
0.04
0.00
0.04
17.00
0.04
0.00
0.04
18.00
0.04
0.00
0.04
19.00
0.04
0.00
0.04
20.00
0.04
0.00
0.04
21.00
0.04
0.00
0.04
22.00
0.04
0.00
0.04
23.00
0.04
0.00
0.04
24.00
0.03
0.00
0.03
25.00
0.03
0.00
0.03
26.00
0.03
0.00
0.03
27.00
0.03
0.00
0.03
28.00
0.03
0.00
0.03
29.00
0.03
0.00
0.03
30.00
0.03
0.00
0.03
31.00
0.03
0.00
0.03
32.00
0.03
0.00
0.03
33.00
0.03
0.00
0.03
34.00
0.03
0.00
0.03
35.00
0.03
0.00
0.03
36.00
0.03
0.00
0.03
37.00
0.03
0.00
0.03
38.00
0.02
0.00
0.02
39.00
0.02
0.00
0.02
40.00
0.02
0.00
0.02
41.00
0.02
0.00
0.02
42.00
0.02
0.00
0.02
43.00
0.02
0.00
0.02
44.00
0.02
0.00
0.02
45.00
0.02
0.00
0.02
46.00
0.02
0.00
0.02
47.00
0.01
0.00
0.01
48.00
0.01
0.00
0.01
49.00
0.01
0.00
0.01
50.00
0.01
0.00
0.01
51.00
0.01
0.00
0.01
52.00
0.01
0.00
0.01
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
53.00
0.01
0.00
0.01
54.00
0.01
0.00
0.01
55.00
0.01
0.00
0.01
56.00
0.01
0.00
0.01
57.00
0.01
0.00
0.01
58.00
0.01
0.00
0.01
59.00
0.01
0.00
0.01
60.00
0.01
0.00
0.01
61.00
0.00
0.00
0.00
62.00
0.00
0.00
0.00
63.00
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.00
0.00
0.00
0.00
66.00
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.00
0.00
0.00
0.00
69.00
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.00
0.00
0.00
0.00
72.00
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.00
0.00
0.00
0.00
75.00
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.00
0.00
0.00
0.00
78.00
0.00
0.00
0.00
79.00
0.00
0.00
0.00
80.00
0.00
0.00
0.00
81.00
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.00
0.00
0.00
0.00
84.00
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.00
0.00
0.00
0.00
87.00
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.00
0.00
0.00
0.00
90.00
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.00
0.00
0.00
0.00
93.00
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.00
0.00
0.00
0.00
96.00
0.00
0.00
0.00
97.00
0.00
0.00
0.00
98.00
0.00
0.00
0.00
99.00
0.00
0.00
0.00
100.00
0.00
0.00
0.00
101.00
0.00
0.00
0.00
102.00
0.00
0.00
0.00
103.00
0.00
0.00
0.00
104.00
0.00
0.00
0.00
105.00
0.00
0.00
0.00

221011 - DENVER DEFENSE
Type // 6-hr 50-Year Rainfall=4.68"
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC Page 85
Hydrograph for Link 5L: OUTFALL (continued)
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
106.00
0.00
0.00
0.00
107.00
0.00
0.00
0.00
108.00
0.00
0.00
0.00
109.00
0.00
0.00
0.00
110.00
0.00
0.00
0.00
111.00
0.00
0.00
0.00
112.00
0.00
0.00
0.00
113.00
0.00
0.00
0.00
114.00
0.00
0.00
0.00
115.00
0.00
0.00
0.00
116.00
0.00
0.00
0.00
117.00
0.00
0.00
0.00
118.00
0.00
0.00
0.00
119.00
0.00
0.00
0.00
120.00
0.00
0.00
0.00

221011 - DENVER DEFENSE Table of Contents
Prepared by Henson Foley, Inc Printed 6/9/2022
HydroCAD® 10.20-2d s/n 06652 © 2021 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
1-Year Event
6 Node Listing
7 Subcat 1 S: PRE
10 Subcat 2S: POST - A (ROUTED)
13 Subcat 4S: POST- B (BYPASSED)
16 Pond 3P: BMP A
23 Link 5L: OUTFALL
10-Year Event
26 Node Listing
27 Subcat 1 S: PRE
30 Subcat 2S: POST - A (ROUTED)
33 Subcat 4S: POST- B (BYPASSED)
36 Pond 3P: BMP A
43 Link 5L: OUTFALL
25-Year Event
46 Node Listing
47 Subcat 1 S: PRE
50 Subcat 2S: POST - A (ROUTED)
53 Subcat 4S: POST- B (BYPASSED)
56 Pond 3P: BMP A
63 Link 5L: OUTFALL
50-Year Event
66 Node Listing
67 Subcat 1 S: PRE
70 Subcat 2S: POST - A (ROUTED)
73 Subcat 4S: POST- B (BYPASSED)
76 Pond 3P: BMP A
83 Link 5L: OUTFALL

HensonFoley
I endacape Archlue juw I GIviI
Sand Filter Design
BASIN A
Input
Basin Drainage Area 119,449.00 SF
Impervious Area to Basin 72,929.00 SF
Filter Surface Elevation 841.5
Reference NCDENR BMP Design Manual chpf 11
1. Simple Method for Runoff Volumetric runoff coefficient (Rv)
Denver Defense
Lincoln County
2.74 AC Max 10 Ac per SF
Rv=0.05 + 0.9 * la
Rv= Runoff coefficient [storm runoff (in)/storm rainfall (in)l, unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)l, unitles!
Pre Dev. Imp Area S.F.= 1.67 AC Pre l = 0.1
Post Dev. Imp. Area 72,929 S.F.= 1.67 AC Post la = bl.l % (using s.f. #'s)
Drainage Area 119,449 S.F.= 2.74 AC
Rv =
2. Compute Volume Controlled (Wqv)
WQv = 1.0*Rv*A/12
WQv = water quality protection volume (cc-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
WQV = 1 967.4 cu. Ff.
WQVadi = 4475.5 cu. Ff. 20% WQV for forebay -
3. Determine SA of SF + Sed Chamber
hma.riee I WQVadi As+AF
0.5 4475.5344 8,951.07
1 4475.5344 4,475.53
1.5 4475.5344 2,983.69
2 2,23AM
2.5 4475.5344 1,790.21
3 4475.5344 1,491.84
3.5 4475.5344 1,278.72
4 4475.5344 1,1 18.88
4.5 4475.5344 994.56
5 4475.5344 895.11
5.5 4475.5344 813.73
6 4475.5344 745.92
4. Compute Sand Filter Area to Treat Water Qualify Volume
Min Surface Area of Sand Filter Bed
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)
tf = design filter bed drain time (days)
1AF= -s.f.
Develop Stage Storage for Sand Filter Media
At elevation of 5 feet above filter bed Qo=
At elevation of 4 feet above filter bed Qo=
h-filte WQVadi/Aland + A,ed
sq ft
1.5 ft MIN 1.5 FT
3.5 ft/day = 1.75 in/hr
1 ft
2 days NC BMP MAN
6265.75 cf/day= 0.073 cfs
5370.64 cf/day= 0.062 cfs

At elevation of 3 feet above filter bed Qo= 4475.53 cf/day= 0.052 cfs
At elevation of 2 feet above filter bed Qo= 3580.43 cf/day= 0.041 cfs
At elevation of 1 feet above filter bed Qo= 2685.32 cf/day= 0.031 cfs
At elevation of 0 feet above filter bed Qo= 1790.21 cf/day= 0.021 cfs
4. Size Undrains
Compute minimum drawdown dischara
Water quality volume = 4,475.5 cu. ft.
Drawdown = WQv/(48 hours*3,600 sec/hour) _ -cfs NC BMP MAN
Compute perforation capacity
4 rows of perforations / ft
Number of cleanouts in pipe=
6 (1 per 50 ft, at each end of sytem and bends)
total length of underdrain pipe
87 ft
Number of perforations =
holes
50 percent of perforations =
holes
Capacity of one hole = CA (2gh)A0.5
cfs
Total Capacity
= cfs
Compute underdrain pipe capacity
For 6-inch PVC underdrain pipe at 0.005 ft/ft slope:
Diameter of Pipe = 6 inches
Area of pipe = -sq. in.
sq. ft.
Slope of pipe = 0.005 ft/ft
mannings n = 0.013
Capacity of pipe = (1.49/n)(A)(A/P)A0.67(S)AD.,'
= 0.40 cfs
Fifty percent assuming clogging =
0.20 cfs
* Underdrain capacity okay because Underdrain calc capacity is greater than sand filter infiltration Qc
5. Size Concrete Anti -flotation Block:
Volume of Water Displaced: Height of Riser:
7.00 feet
Interior Riser Width
4.00 feet
Wall Thickness:
0.33 feet
Area of Riser:
18.78 s.f.
Volume of Riser:
131.44 c.f.
Interior Volume:
112.00
Weight of Water Displaced:
8202.007 Ibs
Safety Factor of 1.1
9022.208 Ibs
Bouyant Weight of Concrete = (150 pcf- 62.4 pcf) _
Volume of Concrete in Structure:
Volume of Concrete Required:
Concrete Anchor Dimensions:
Depth: 3 feet
Width: 5.28 feet
Volume: 83.55 c.f.
Use a 6' x 6' concrete anchor 3' thick.
87.6 pcf
19.44242 cf *Not Including Base
83.55 cf

EROSION CONTROL CALCULATIONS

Skimmer Basin Calculations
Hensoffoley
Lnndcepo Ardikecnne I C _•+gimming
)esigned By:
Kennedy Wilson Date: 11/11/202
.hacked By:
.lay Henson Date: 11/11/202
.Ompany:
HensonFoley
Droject Name:
Denver Defense
Droject No.:
221011 Reviewer: NCDEQ
REF: N.C. EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL
1. SKIMMER BASIN NUMBER -
2. DETERMINE RUNOFF FOR 10-YEAR STORM
DRAIN. AREA (AC.J
2.34 ACRES
DIST. AREA (AC.) F2.03
ACRES
C
0.4 BARE SOILS
TIME OF CONC.
5.00 MINUTES
INTENSITY (10 YR.) `
7.09 IN./HR.
Q=CIA .
MC.F.S.
3. DETERMINE STORAGE CAPACITY REQUIRED:
1800 CF/AC x DIST. AREA = STORAGE VOLUME
STORAGE VOLUME = 3,654.00 ft3
Storage Volume Provide
4. SIZE BASIN:
Surface AreaREQD(sf) = Q10 x 325 SF
Avg Depth=
Surface Area Provided
5. SPILLWAY: FROM NC EROSION AND SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL, TABLE 6.60P
L=Q/C * H 3/2
Q
C*H 3/2
L= 2
(total from site and offsite)
(phase 1)
(USE 5 MINS TO CONSIDER POST)
2,157 ft2
ft
User Input Data
Intermediate Calc
Final Calc

Skimmer Basin Volume Calculations
HensonFoley
Landscape Architecture I Civil Engineering
Sediment Basin Volume Calcs
Stage
Elev
Surface Area
Inc. Vol
Tot. Vol
0
842
1,993
1
843
2,913
21453
2,453
2
844
3,538
3,226
5,679
3
845
4,221
3,880
9,558
3.5
845.5
4,583
2,201
11,759
4
846
4,960
2,386
14,145
5
8471
5,755
1 5,358
1 19,502
Notes
1 - Volume calcuations use prismatic formula
2 - For NC, Design Volume is 2 day drawdown
Spillway Height is 5 day drawdown
Design Height
Spillway Height
Top of Berm

Faircloth Skimmer Sizing Calculations
HensonFoley
Designed By:
Kennedy Wilson Date: 11/11/2021
Checked By:
,lay Henson Date: 11/11/2021
Company:
HensonFoley
Project Name:
Denver Defense
Project No.:
221011 R@Viewer: NCDEQ
Minimum Sizing (Design)
Basin Volume Skimmer Size 2
Days to Drain Orifice Radius 0.7
Orifice Diamater 1.4
® CALCULATE FAIRCLDTH SKIMMER0 SIZE
Required Basin volume in cubic feet
3654
Days to Drain
User Input Data
Intermediate Calc
Final Calc
Number of Daysto drain is usually determined by
Volume is the actual or provided volume the you intend to drain, usually not the
local or state regulations. Where there is no
required volume which is often smaller. If a pool of water is to be maintained
requiremenx3 days is recommended. Keep in
between storms, do not include thatvolume. In some cases a sediment basin
mind the quicker the basin is to drain the larger
may be larger than required because it will be used as a permanent stc rmwater
the skimmer required. In NC, assume 3 days to
pond.
drain.
Max Sizing (At Spillway)
Basin Volume 0 Skimmer Size .0
Days to Drain Mm"NOrifice Radius .8
Orifice Diamater 1.6
® CALCULATE FAIRCLQTH SKIMMER& SIZE
Required Basin volume in cubic feet Days to Drain
11759 id
Number of Days xo drain is usually determined by
Volume is the actual or provided volume the you intend to drain, usually not the
local or state regulations. Where there is no
required volume which is often smaller_ Ifa pool ofwater isto he maintained
requirement days is recommended. Keep in
between storms, do not include that volume. In some cases a sediment basin
mind the quicker the basin is to drain the larger
may he larger than required because it will he used as a permanent sro nnwater
the skimmer required. In NC, assume 3 days to
pond. drain.
Source: https://fairclothskimmer.com/skimmer-sizing/

Ditch (Worst Case)
Q = CIA
C = 0.4 (bare soils)
I = 7.09 (10yr - 5 min)
A = 0.64 ac
Q= 1.82 CFS

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
DIVERSION DITCH
(DENVER DEFENSE)
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 847.00
Slope (%)
= 1.00
N-Value
= 0.038
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.82
Elev (ft) Section
849.00
848.50
848.00
847.50
847.00
846.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Nov 11 2021
= 0.60
= 1.820
= 1.08
= 1.69
= 3.79
= 0.47
= 3.60
= 0.64
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
_n tin

11/11/21, 10:51 AM
NORTH
AMERICAN!
GREEN!
CHANNEL ANALYSIS
> > > Diversion Ditch
Name
Diversion Ditch
Discharge
1.82
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 65-79%
Soil Type
Clay Loam (CL)
Unreinforced Vegetation
ECMDS 7.0
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 1.82 cfs 0.94 ft/s 0.8 ft 0.083 4 Ibs/ft2 0.5 Ibs/ft2 7.98 STABLE
Vegetation
Underlying Straight 1.82 cfs 0.94 ft/s 0.8 ft 0.083 4 Ibs/ft2 0.24 Ibs/ft2 16.81 STABLE
Substrate
S75BN
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
S75BN Straight 1.82 cfs 1.7 ft/s 0.6 ft
Unvegetated
Underlying Straight 1.82 cfs 1.7 ft/s 0.6 ft
Substrate
0.038 1.6lbs/f1:2 0.37lbs/ft2 4.29 STABLE D
0.038 1.74lbs/ft2 0.18lbs/ft2 9.86 STABLE D
hftps://ecmds.com/project/l 50207/chan nel-analysis/213956/show

User Input Data
Calculated Value
Reference Data
Designed By:
Kennedy Wilson Date: 5/13/2022
Checked By:
Jay Henson Date: 5/13/2022
Company:
HensonFoley
Project Name:
Denver Defense
Project No.:
221011
Site Location (City/Town) Huntersville
Culvert Id. Ex. FES
Total Drainage Area (acres) N/A
Step 1. Determine the tail"vater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter. it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 15 Pipe outlets onto wide
Tailwater depth (in.) 0 flat area, assume
Minimum/Maximum tailwater? Min TW (Fig. 8.06a) minimum tailwater
Discharge (cfs) 4.7
Velocity (ft./s) 5.1
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b. and determine d,, riprap size and tninimum apron length
(L.). The d5o size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the saine figure used in Step 2.
Riprap d50, (ft.)
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.)
Apron shape
Apron width at outlet end (ft.)
Minimum TW
Figure 8.06a
0.4
10
3.75
11.25
Maximum TW
Figure 8.06b
3.75
1.25

Step 4. Determine the ma-urnu m stone diameter:
d,3%= 1.5xd,o
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron thickness:
Apron Thickness(ft.)
Apron thickness = 1.5 x d..,
Maximum TW
0
Minimum TW Maximum TW
0.9 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, Ld_ from Figure 8.06a or Figure 8.06b. Extend the apron farther
do-%knstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
so
Outlet Iu = Do .
pipe i
diameter (Do)
i water 0.5Do
l
I '\
�o�
`roN Pp so
0 . I t h I r, l
3 5 10 20 50 100 200 500 10D0
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Dosign of outlet protecwn protection from a round pipe flowing full. minimum tailwater condition (Tw < 0.5 diameter),
Re. 1293 8.063

SUPPORTING DOCUMENTS

Custom Soil Resource Report
a
Soil Map
500270 500300 500330 500360 500390 500420 500450 500480
35° 28' 55" N
35° 28'48"N
500270 500300 500330 500360 500390 500420
m
Map Scale: 1:1,560 if printed on A landscape (11" x 8.5") sheet.
Milers
$ N 0 20 40 80 120
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
500510 500540 500570
500450 500480 500510 500540 500570
M
500600
o_
35° 28' 55" N
35° 28' 48" N
500600

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
E F
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Lincoln County, North Carolina
Survey Area Data: Version 24, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Oct 28, 2018—Oct
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CcB
Cecil sandy loam, 2 to 8
percent slopes
0.1
2.6%
CeB2
Cecil sandy clay loam, 2 to 8
percent slopes, moderately
eroded
2.9
76.3%
Ud
Udorthents, loamy
0.8
21.1 %
Totals for Area of Interest
3.8
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
11

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

Custom Soil Resource Report
Lincoln County, North Carolina
CcB—Cecil sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3t73
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Pacolet, moderately eroded
Percent of map unit. 10 percent
Landform: Imerfluves
13

Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 2mw6d
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil, moderately eroded, and similar soils: 88 percent
Minor components: 12 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy clay loam
Bt - 6 to 40 inches: clay
BC - 40 to 48 inches: clay loam
C - 48 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
14

Custom Soil Resource Report
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Madison, moderately eroded
Percent of map unit: 8 percent
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Vance, moderately eroded
Percent of map unit: 4 percent
Landform: Imerfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Hydric soil rating: No
Ud—Udorthents, loamy
Map Unit Setting
National map unit symbol: 3t82
Elevation: 70 to 1,400 feet
Mean annual precipitation: 39 to 51 inches
Mean annual air temperature: 54 to 63 degrees F
Frost -free period: 190 to 250 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 92 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform: Imerfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy and clayey human -transported material derived from
igneous, metamorphic and sedimentary rock
15

Custom Soil Resource Report
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 25 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low (about 5.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit. 8 percent
Hydric soil rating: No
it.

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb1043084
17

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
18

9/28/21, 1:35 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Denver, North Carolina, USA*
Latitude: 35.4813*, Longitude:-80.9955*
Elevation: 849.56 ft *
'source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
4.64
(4.28-5.05)
5.48
(5.06-5.98)
6.41
(5.89-6.98)
7.09
(6.49-7.70)
7.87
(7.18-8.53)
8.41
(7.63-9.13)
8.92
1 (8.04-9.68)
9.3710.3
1 (8.39-10.2)
1 (8.76-10.8)
1 (9.00-11.3)
3.71
4.39
5.14
5.67
6.27
6.70
7.09
7.43
7.84
8.09
10-min
(3.42-4.03)
(4.04-4.78)
(4.72-5.59)
(5.20-6.16)
(5.71-6.80)
(6.07-7.27)
1 (6.38-7.70)
1 (6.65-8.09)
1 (6.92-8.56)
1 (7.09-8.89)
15-min
85
2 3936
3.39 4801
3.98 4372
4.3875.19
4.83 5075
5. 3 6614
5.38 6749
5.59 6580
5.81---7719
5.93 7844
2.12
2.54
3.08
3.46
3.92
4.26
4.57
4.87
5.23
5.49
30-min
1
(2.83-3.35)
(3.17-3.76)
(3.58-4.26)
(3.86-4.62 )
( 4.12-4.97 )
( 4.35-5.30 )
( 4.62-5.72 )
( 4.80-6.02 )
1.32
1.59
1.97
2.26
2.61
2.89
3.15
3.41
3.75
4.00
60-min
(1.22-1.44)
(1.47-1.74)
(1.81-2.15)
(2.07-2.45)
(2.38-2.83)
(2.62-3.13)
(2.84-3.42)
(3.05-3.72)
(3.32-4.10)
(3.51-4.39)
0.766
0.928
1.16
1.33
1.56
1.74
1.91
2.09
2.32
2.50
2-hr
(0.704-0.836)
(0.852-1.01)
(1.06-1.26)
(1.22-1.45)1
(1.42-1.70)
(1.57-1.89)
1 (1.71-2.08)
1 (1.86-2.28)
(2.04-2.55)
(2.18-2.76)
0.545
0.658
0.824
0.953
1.13
1.27
1.41
1.55
1.76
1.91
3-hr
(0.501-0.597)
(0.605-0.722)
(0.756-0.903)
(0.871-1.04)
(1.02-1.23)
1 (1.14-1.39)
1 (1.26-1.54)
1 (1.38-1.70)
1 (1.53-1.93)
1 (1.65-2.11)
0.335
0.404
0.505
0.585
0.694
0.781
0.870
0.962
1.09
1.19
6-hr
(0.309-0.365)
(0.373-0.441)
(0.465-0.551)
(0.537-0.637)
(0.633-0.754)
(0.708-0.848)
(0.781-0.946)
(0.856-1.05)
(0.954-1.19)
(1.03-1.30)
0.199
0.241
0.302
0.351
0.418
0.472
0.528
0.587
0.668
0.733
12-hr
(0.185-0.217)
(0.223-0.263)
(0.279-0.329)
(0.322-0.381)
(0.381-0.453)
(0.427-0.511)
(0.473-0.571)
(0.520-0.634)
(0.583-0.722)
(0.631-0.795)
0.117
0.141
0.178
0.207
0.246
0.277
0.309
0.342
0.387
0.422
24-hr
(0.109-0.126)
(0.131-0.152)
(0.165-0.192)
(0.192-0.223)
(0.227-0.265)
(0.255-0.298)
(0.284-0.333)
(0.313-0.368)
(0.352-0.418)
(0.383-0.457)
0.069
0.083
0.103
0.119
0.141
0.159
0.176
0.194
0.219
0.238
2-day
(0.064-0.074)
(0.077-0.089)
(0.096-0.111)
(0.111-0.128)
(0.131-0.152)
(0.146-0.170)
(0.162-0.189)
(0.178-0.209)
(0.200-0.236)
(0.217-0.256)
0.049
0.058
0.073
0.084
0.099
0.111
0.123
0.135
0.153
0.166
3-day
(0.045-0.052)
(0.055-0.063)
(0.068-0.078)
(0.078-0.090)
(0.092-0.106)
(0.102-0.119)
(0.113-0.132)
(0.124-0.146)
(0.140-0.164)
(0.151-0.178)
0.039
0.046
0.057
0.066
0.078
0.087
0.096
0.106
0.119
0.130
4-day
(0.036-0.041)
(0.043-0.050)
(0.053-0.061)
(0.061-0.071)
(0.072-0.083)
(0.080-0.093)
(0.089-0.103)
(0.098-0.114)
(0.109-0.128)
(0.118-0.139)
0.025
0.030
0.037
0.042
0.049
0.055
0.061
0.067
0.075
0.081
7-day
(0.024-0.027)
(0.029-0.032)
(0.035-0.040)
(0.040-0.045)
(0.046-0.053)
(0.051-0.059)
(0.056-0.065)
(0.062-0.071)
(0.069-0.080)
(0.074-0.087)
0.020
0.024
0.029
0.033
0.038
0.042
0.046
0.050
0.056
0.060
10-day
(0.019-0.022)
(0.023-0.026)
(0.027-0.031)
(0.031-0.035)
(0.036-0.041)
(0.039-0.045)
(0.043-0.049)
(0.047-0.053)
(0.052-0.059)
(0.055-0.064)
0.014
0.016
0.019
0.021
0.024
0.027
0.029
0.032
0.035
0.037
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.023)
(0.023-0.026)
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.033-0.037)
(0.035-0.040)
30-day
0.011-0.012
0.013-0 014
0.015-0 016
0.016-0 018
0.018-0 020
0.020-0.022
0.021--0 023
0.023-0 025
0.024-0 027
0.026-0 029
0.009
0.011
0.013
0.014
0.015
0.016
0.017
0.019
0.020
0.021
45-day
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.019)
(0.019-0.021)
(0.020-0.022)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
60-day
(0.008-0.009)
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
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://hdsc. nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.4813&Ion=-80.9955&data=intensity&units=english&series=pds 1 /4

9/28/21, 1:35 PM
Precipitation Frequency Data Server
I016NSI61*1
° 0.100
•L
CL
a 0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.4813°, Longitude- -80 9955'
0.001
N A ib �y �{
LA O L' A O rl C'V f1�1 q rx O O O Ln O
H rn �n 1-1N rn IT�c
Duration
100.000
10.000
L
k
41
c
1.000
G�
e
° 0.100
L
19
a 0.010
0.0011
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version', 3 Created (GMT): Tue Sep 28 17:35:07 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— "sn —
2-day
— t O-rn+n —
3-day
15-min —
4-day
— 30-min —
7-day
— 60--min —
14-day
— 2-hr —
20-day
— 3av —
30-day
— 6-hr —
45-day
— 12-hr —
60-d8y
— 24-hr
https://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.4813&Ion=-80.9955&data=intensity&units=english&series=pds 2/4

9/28/21, 1:34 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Denver, North Carolina, USA*
Latitude: 35.4813*, Longitude:-80.9955*
Elevation: 849.56 ft *
'source: ESRI Maps
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, 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)
1
2
5
10
25
50
100
200
500
1 000
0.387
0.457
0.534
0.591
0.656
0.701
0.743
0.781
0.825
0.857
5-min
(0.357-0.421)
(0.422-0.498)
(0.491-0.582)
(0.541-0.642)
(0.598-0.711)
(0.636-0.761)
(0.670-0.807)
(0.699-0.851)
(0.730-0.902)
(0.750-0.941)
0.619
0.732
0.856
0.945
1.05
1.12
1.18
1.24
1.31
1.35
10-min
(0.570-0.672)
(0.674-0.797)
(0.787-0.932)
(0.866-1.03)
(0.952-1.13)
(1.01-1.21) 11
(1.06-1.28) 11
(1.11-1.35) 11
(1.15-1.43) 11
(1.18-1.48)
1.
15-min
0.7113-0.840
0.848--1.00
0.995-11.18
1. 0-21030
1.21-31344
1.2841153
1.3541962
1. 0--1670
1.45-61480
1.48-61986
1.06
F 1.96
2.13
2.29
2.43
2.62
2.74
30-min
(0.977-1.15)1
1 (1.79-2.13) 11
(1.93-2.31) 11
(2.06-2.48)
(2.18-2.65)
(2.31-2.86)
(2.40-3.01)
1.32 11
1.59 1
2.61
2.89
7 3.15
7 3-A1
7 3.75
7 4.00
60-min
(1.22-1.44) 11
(1.47-1.74) 1
1 (2.38-2.83)
(2.62-3.13)
(2.84-3.42)
(3.05-3.72)
(3.32-4.10)
(3.51-4.39)
2-hr
1.53
(1.41-1.67)
1.86
(1.70-2.03)
2.31
(2.12-2.52)
2.66
(2.43-2.90)
3.12
(2.83-3.40)
7 3.47
(3.13-3.78)
7 3.82
(3.43-4.17)
7 4.18
(3.72-4.57)
4.65
(4.08-5.10)
5.01
(4.35-5.52)
1.64
1.98
2.47
2.86
3.39
3.81
4.23
4.67
5.27
5.75
3-hr
1
( .51-1.79)
(1.82-2.17)
(2.27-2.71)
(2.62-3.13)
(3.08-3.70)
(3.44-4.16)
(3.79-4.63)
(4.14-5.12)
(4.60-5.80)
(4.95-6.35)
2.01
2.42
3.03
3.50
4.15
7 4.68
7 5.21
7 5.76
7 6.53
7 7.13
6-hr
(1.85-2.19)
(2.23-2.64)
(2.79-3.30)
(3.22-3.81)
(3.79-4.51)
(4.24-5.08)
(4.68-5.67)
(5.12-6.28)
(5.71-7.13)
(6.16-7.81)
2.40
2.90
3.64
4.23
5.04
7 5.69
7 6.36
7 7.07
8.05
4 8.8
12-hr
(2.22-2.61)
(2.68-3.17)
(3.36-3.96)
(3.88-4.59)
(4.59-5.46)
(5.15-6.16)
(5.70-6.88)
(6.26-7.64)
(7.02-8.70)
(7.60-9.57)
2.81
3.39
4.27
4.96
5.90
6.65
7.41
8.20
9.28
10.1
24-hr
(2 .61-3.02)
(3.16-3.66)
(3.97-4.60)
(4.60-5.34)
(5.45-6.36)
(6.13-7.16)
(6.81-7.99)
(7.51-8.84)
(8.46-10.0)
(9.20-11.0)
3.30
3.97
4.96
5.73
6.78
7 7.61
7 8-A6
7 9.32
7 10.5
7 11.4
2-day
(3.06-3.54) 1
1 (4.61-5.34)
1 (6.28-7.29) 11
(7.03-8.18) 11
(7.79-9.09) 11
(8.56-10.0) 11
(9.60-11.3)
(10.4-12.3)
3-day
3.50
(3.26-3.76)
4.21
(3.92-4.53)
5.23
(4.87-5.62)
6.03
(5.60-6.47)
7.12
(6.59-7.64)
7 7.98
(7.37-8.56)
7 8.86
(8.16-9.50)
7 9.75
(8.96-10.5) 11
11.0
(10.0-11.8)
11.9
(10.9-12.8)
3.71
4.45
5.50
6.33
7.45
8.35
9.25
10.2
11.5
12.5
4-day
(3.46-3.97)
(4.15-4.78)
(5.12-5.90)
(5.88-6.78)
(6.90-7.99)
(7.71-8.94)
(8.53-9.92)
(9.36-10.9)
(10.5-12.3)
(11.4-13.4)
4.28
5.12
6.23
7.11
8.31
7 9.25
7 10.2
7 11.2
7 12.5
7 13.6
7-day
(4.02-4.57)
1 (5.84-6.64)
1 (7.75-8.85) 11
(8.61-9.86)
(9.47-10.9)
(10.4-12.0)
(11.5-13.4)
(12.5-14.5)
4.90
5.84
7.02
7.93
9.15
7 10.1
1.1 1
12.0
13.3
14.4
10-day
(4 .62-5.22)
(5.49-6.22)
(6.60-7.47)
(7.45-8.44)
(8.57-9.74)
(9.44-10.8)
(10.3-11.8)
(11.2-12.8)
(12.4-14.2)
(13.3-15.3)
6.58
7.78
9.18
10.3
11.7
12.9
14.0
15.2
16.8
18.0
20-day
(6.24-6.94)
(7.37-8.20)
(8.69-9.68)
(9.72-10.8)
(11.1-12.4)
(12.1-13.6)
(13.2-14.8)
(14.2-16.1)
(15.7-17.8)
(16.7-19.1)
30-day
7 74 8.52
9. 0--10.0
10.5- 1.6
11 6- 2.8
13 13 4.4
14 14 5.7
15 2616.9
1612- 8.1
17.6- 9.7
18.6- 0.9
10.2
11.9
13.6
14.9
16.5
17.7
18.9
20.0
21.5
22.6
45-day
(9.77-10.7)
(11.4-12.5)
(13.0-14.2) 11
(14.2-15.5) 11
(15.7-17.2)
(16.9-18.5)
(18.0-19.8)
(19.0-21.0)
(20.4-22.6)
(21.4-23.8)
12.1
14.2
16.0
17.3
19.1
20.4
21.7
23.0
24.5
25.7
60-day
(117-12.7)
(13.6-14.7)
(15.3-16.6)
(16.6-18.1)
(18.3-19.9)
(19.6-21.3)
(20.7-22.6)
(21.9-24.0)
(23.4-25.7)
(24.4-26.9)
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://hdsc. nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.4813&Ion=-80.9955&data=depth&units=english&series=pds 1 /4

9/28/21, 1:34 PM
Precipitation Frequency Data Server
MIS]
25
C
t 20
c
Pas -based depth -duration -frequency (DDF) curves
Latitude: 35-4913`, Longitude--84-9955"
0
N A tb �y �{
u'S O u'S O O rl C'V A q fx O O O Ln O
H H rn 10 � N rn ITc
Duration
30
25
L 20
41
a
a 15
49
'a
10
CL
0
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Sep 28 17:34-17 2021
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 10
— 25
50
100
200
500
1000
Duration
— "sn —
2-day
— t 0-mm —
3-day
15-min —
4-day
— 30-min —
7-day
— 60--min —
10-day
— 2-hr —
20-day
— 3av —
30-day
— 6-hr —
45-day
— 12-hr —
60-d8y
— 24-hr
https://hdsc.nws.noaa.gov/hdsctpfds/pfds_printpage.html?lat=35.4813&Ion=-80.9955&data=depth&units=english&series=pds 2/4

DRAINAGE AREA MAPS

O�
UNDISTURBED TREE LINE /
CROWN ATLANTIC CO. (TYP.)
DB 1113-540
UNDISTURBED BUFFER
UNDISTURBED TREE LI E
T� (TYP.) -
20' EX. UNDISTURBED /
/ BUFFER
LAKE NORMAN LUTHERAN CH.
DB 555-731
WATERSHED LINE
NOT IN WATERSHED
30.8' /
W ALL
WATERSHED LIN
WS-IV CRITICAL'
UNDERGROUND POWER /
GAS LINE--�-
SEWER UMP
/w
W
- W '
\\\COMMERCIAL B LDING FFE: 847.4'\\\\\\\�\
X. BUILDING
17,030 SF \\\\\\\\\\\\\\
NEW ADDITION,
5,203 SF
eo M
ASPHALT PARKING AREA 46.7
fl�� "I✓� INV IN &OU1:840.8'
O I
I
ml
w1
U I
01-FES Q I I THEI I MENT CO.
�I 2224-807
PB 15-41 7
PROPOSED
SCM EX. 15" RCP PIPE
1
-OCS / I
\ 20' CLASS C L
-/-/77
I �
APE BUFFER I I I
60' RIGHT OF WAY
PER-DEED-&OOK 787-339
(30' EACH SIDE OF BOUNDARY)
I
IAPPROX. LOCATION OF EX. 1-STORY METAL BUILDING
I
I
I
GAS• - aAQ
I
F
�S• ��5�1 STRUCTURE EX JB 02
G RIM: 845.9 EX. 15" HDPE PIPE
\ INV IN & OUT: 836.8
\ X. FES
INV: 836.4
LINCOLN COUNTY FARM BUREAU RA R IS FULLY RESPONSIBLE FOR CONTACTI G APPROPRIATE
PIN#: 4603652654 GAS, a3� A--- IN
UGTI AT EXISTING UTILITIES ARE L ATED PRIOR TO
BEGINNING
\ 2. CONTRACTOR IS RESPO SIBLE FOR PLACING BARRICAD USING
FLAGMEN, ETC., AS NECES ARY TO INSURE SAFETY TO THE UBLIC.
\ 3. ALL PAVEMENT CUTS, CON ETE OR ASPHALT, ARE TO BE PLACED
ACCORDING TO STANDARDS F THE DEPARTMENT OF TRAN ORTATION.
4. SHORING WILL BE ACCORDING OSHA TRENCHING STAND A DS PART
1926 SUBPART P, OR AS AMENDED.
15" RCP
INVERT: 844.
1\ 11 I
EX. WATER
METER
1
1
1
1
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REVISIONS:
X-FG-221 011.DW G
PROJECT NUMBER:
221011
DATE: 2/4/2022
DRAWN BY: KIW
SHEET
12
OF
X-FG-221011.DWG -PLOT: Kennedy -WED. 2-16-2022 9:41 AM

LAKE NORMAN LUTHERAN CH.
DB 555-731
— WATERSHEG �,�
NOT IN WATERSHED
1025.06 __ — _
N 83°20'00" _ / 30.8
— 974.53' WALL
— 30' SETBACK
EX. YARD INLET
RIM. 861.1
� INV OUT: 842.8 . �
(TO BE REMOVED
AFTER PH1 EC)
_ \ EXISTING BYPASSED DRAINAGE AREA = 1.63 AC 71 003 SF
( )
. EX IMPERVIOUS BYPASSED = 0.934 AC (40,683 SF)
\ . EX NON -IMPERVIOUS BYPASSED = 0.696 AC (30,318 SF)
RCP PIPE (T BE
�4.775 AC +- AFTER PH1 EC)
\ DB 2990-634 �� 21 ASPHALT PARKING AREA (TO BE REMOVED)
\ / EX. STORM MANHOLE 17
\ / RIM:846.5 11
INV O
INV OUT:T:83 839.4 �
\OF EX. 1 OF EX. 15" HDPE PIPE
orn
ti
p �
A /
/ � o
EX. 15 RCP PIPE
CROWN ATLANTIC CO.
DB 1113-540 \\ /
ET AC
q� 13.1T . _ (
S 88
7 29' "W
_ � I
UNDERGROUND POWER
WATERSHED LINE /
WS-IV CRITICAL GAS LINE — -
CABLE LINE _ _ — APPROX. LOCATION OF EXISTING _ FBq
BUILDING ROOF LEADER. CONTRACTOR SEWER UMP
TO FIELD VERIFY.
(TO BE RE-ROUTED AFTER PH1 EC) w-
BUILDING FFE' 847.
ONE STORY
k r:
SIDEWALK
f:
72.5'
EX. 15" HDPE PIPE ASPHALT PARKING AREA 46.7
� 844 —
15' SETBACK
_475 13®
S 86°15� 8�
525.26'
�- INLET (TO BE CONVERTED TO CURB INLET AFTER PH1 EC)
GRATE: 843.4'
INV:841.1'
CURB INLET (TO BE CONVERTED
TO JUNCTION BOX AFTER PH1 EC)
GRATE: 844.2'
INV IN & OUT: 840.8'
60' RIGHT OF WAY
PER DEED BOOK 787-339
(30' EACH SIDE OF BOUNDARY)
I
\ I APPROX. LOCATION OF EX. 1-STORY METAL BUILDING
EX. STORM STRUCTURE
RIM: 845.9
INV IN & OUT: 836.8
EX. 15" HDPE PIPE
EX. FES
INV: 836.4
THE INVESTMENT CO.
DB 2224-807
PB 15-417
50.47'
RI EX. WATER 15" RCP
IMETER INVERT:843.7'
♦ GAS LINE
\ 1
nn\
I �CJ
C BLE LINE
68.4'
c �c II ! n
I \\ v 11 SIGN \70
O c 1
I i 1 C
Oa \ INVT: 843.1'
1 \
1 N
W
oW
w w
D Nx c\ \ m
1 . CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE
PARTIES AND ASSURING THAT EXISTING UTILITIES ARE LOCATED PRIOR TO
BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAGMEN, ETC., AS NECESSARY TO INSURE SAFETY TO THE PUBLIC.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE REPLACED
ACCORDING TO STANDARDS OF THE DEPARTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS PART
1926 SUBPART P, OR AS AMENDED.
5.4
4�8�\ 15" RCP
\� \ INVERT: 42.8'
Know what's below.
Call before you dig.
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REVISIONS:
A2022-3-29 1ST EC REVIEW
2 2022-5-13 NCDEQ COMMENTS
EX. DA TO OUTFALL
PRE-DEV .DWG
PROJECT NUMBER:
221011
DATE: 2/4/2022
DRAWN BY: KIW
SHEET
12
OF
EX. DA TO OUTFALL (PRE-DEV).DWG -PLOT: Kennedy - TUE. 5-24-2022 3:18 PM

1
UNDERGROUND POWER
WATERSHED LINE
WS-IV CRITICAL GAS LINE CABLE LINE -
EX. WATER 15" RCF
LAKE NORMAN LUTHERAN CH. SEWER UMP i INVERT
ASSUME ALL DB 555-731 �� METER GAS LI
OFFSITE DRAINAGE
IS 100% BUA
= 2,116 SF _ w
WATERSHED LINE _ a _u - �
MONO Iowa�� _ NOT IN WATERSHED ss��-� � C BLE LINE
0000 0000 � 30.8
0 - / WALL 1 III
-'
c 0
III
856 855 g54 853 g52 S51 850 g49
FUTURE MANUFACTURING
BUILDING 12,000 SF
DB 2990-6 4
\ Ln
Ln
\ V
ws� 00En
00
\ -
N\ I L�m�r I
1
lb
\ \ = 86
\ = 857
- 862
56
\ = 8 a55
3 855 854
FTB 853 852
DA TO BMP
2.742 A C
\ \ 1 19,449 SF
DRAINAGE AREA TO BMP ` IMPERVIOUS TO BMP
\
1.674 AC
CROWN ATLANTIC CO. �\ 72,929 SF
DB 1113-540
FA
CO
cp
CID cp
w� d 847
so
cb
b
EX. STORM MANHOLE
RIM: 846.5
INV IN: 839.5 I
INV OUT: 839.4
lb
bV
MONO T �-
II�
Lu I ILu II�� III -
�I 7 0
I
lEX. 15" RCP PIPE
1
EX. STORM STRUCTURE
RIM: 845.9
INV IN & OUT: 836.8
N Ind � � I 1
m c� II 7100
I '` c rn = FIFE
847.4'
ERCIAL BUILDING ONE STORY ��� N
-_ EX. BUILDING �
17,030 SF a Q
00 LOADING g''AIELL GN 710
1 ,
NEW ADDITION o a �9 \ INVT: 843.1'
5,203 SF
846 Q
847 � � � 1 � c"
1
PROP. BYPASSED DRAINAGE AREA = 0.568 AC (24,760 SF) 771
46.7' o
E • PROP. IMPERVIOUS BYPASSED = 0.508 AC (22,148 SF) REA i
R� 6 PROP. NON -IMPERVIOUS BYPASSED = 0.060 AC (2,612 SF)
1
- 84'�- i
-�- INLET (TO BE CONVERT TO O CURB T AFTER PHI EC)
GRATE: 843.4'
INV: 841.1' DRAINAGE AREA `<
CURB INLET (TO BE CONVERTED TO BYPASS BMP
TO JUNCTION BOX AFTER PHI EC)
GRATE: 844.2'
INV IN & OUT: 840.8'
THE INVESTMENT CO.
DB 2224-807
PB 15-417
60' RIGHT OF WAY
PER DEED BOOK 787-339
(30' EACH SIDE OF BOUNDARY)
I
IAPPROX. LOCATION OF EX. 1-STORY METAL BUILDING
I
I
I
EX. 15" HDPE PIPE
EX. FES
INV: 836.4
EX. OUTFALL TO REMAIN
(DA TO BMP + DA OF
BYPASS)
IMPERVIOUS SUMMARY
ITEM
SQUARE
FOOT
ACRES
PERCENTAGE OF
TOTAL SITE
TOTAL SITE AREA
195,759 SF
4.494 AC
N/A
EXISTING BUA
50,545 SF
1.16 AC
25.82 %
EXISTING BUA TO BE REMOVED
16,572 SF
0.38 AC
8.47 %
EXISTING BUA TO REMAIN
33,973 SF
0.78 AC
17.35 %
PROP. PARKING
51,222 SF
1.18 AC
26.17 %
PROP. SIDEWALK
1,600 SF
0.04 AC
0.82 %
PROP. BUILDING
17,203 SF
0.39 AC
8.79 %
FUTURE BUA
17,360 SF
0.40 AC
8.87 %
PROPOSED BUA
87,385 SF
2.01 AC
44.64 %
TOTAL NEW IMPERVIOUS
121,358 SF
2.79 AC
61.99 %
IMPERVIOUS NET CHANGE
70,813 SF
1.63 AC
36.17 %
TOTAL PERVIOUS
74,401 SF
1.71 AC
38.01 %
IMPERVIOUS SUMMARY - BMP
ITEM
SQUARE FOOT
ACRES
TOTAL SITE AREA
195,759 SF
4.49 AC
DRAINAGE AREA
119,449 SF
2.74 AC
OFFSITE BUA TO BMP
2,116 SF
0.05 AC
ONSITE BUA TO BMP
70,813 SF
1.63 AC
TOTAL BUA TO BMP
72,929 SF
1.67 AC
ITEM
PERCENTAGE
BUA % OF SITE AREA
37.25 %
BUA % OF DA
61.05 %
1 . CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE
PARTIES AND ASSURING THAT EXISTING UTILITIES ARE LOCATED PRIOR TO
BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAGMEN, ETC., AS NECESSARY TO INSURE SAFETY TO THE PUBLIC.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE REPLACED
ACCORDING TO STANDARDS OF THE DEPARTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS PART
1926 SUBPART P, OR AS AMENDED.
A
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Call before you dig.
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REVISIONS:
A2022-3-29 1ST EC REVIEW
2 2022-5-13 NCDEQ COMMENTS
3 2022-6-9 NCDEQ COMMENTS
POST -DEVELOPMENT DA.DWG
PROJECT NUMBER: 221011
DATE: 2/4/2022 DRAWN BY:
KIW
EX01 12
SHEET OF
POST -DEVELOPMENT DA.DWG - PLOT: Kennedy - THU. 6-9-2022 2:41 PM

15'
IN
1\ 1\
UNDERGROUND POWER
WATERSHED LINE
WS-IV CRITIC GAS LINE C-""
A�
APPROX. LOCATION OF EXISTING
—`"
!
LAKE NORMAN
LUTHERAN CH.
BUILDING ROOF RACTOR
SEWER UMP
DB 555-731
RIFY.
( BE RE-ROUTED AFT PHI EC)
.0- do�
.0- .0-—
.0-_
WATERSHED LI E
OT IN WATERS ED
j ------
N 83020'00 do,
d.0-
30.
974.53'
�
WALL
— —_
68.4'
II
— —
T1
—
,
G FFE: 847.4'
BUILDIN \
NIB \
� a d— II
y �
��
� �
do
� �
�_
— —
EX. YARD IN T
RIM:861.1
I � ON ERCIAL
TORY COMM
m
Nv
= Z
Noma_ —
Noma
INV OUT: 842.8
° y
�I
—
(TO BE REMOVED
��
o
I
MONO—
M
MONO
_ —
DRAINAGE AREA TO WORST CASE
DIVERSION DITCH = 0.64 AC
AFTER PHI EC)
I
y
°
1
�II
1 �
— —
C= 0.4\\
EX. 15" RCP PIPE
— _
_
—
DISTURBED AREA
(TO BE REMOVED
AFTER PHI EC)
� 9
\ '
4.775 AC +-
DB 2990-634
BY-PASSING SKIMMER
THROUGH EX. STORM
a �P
'
PIPES = 0.72 AC
\
SKIMMER DRAINAGE AREA = 2.34 AC
DISTURBED AREA = 2.03 AC
—
`
C = 0.4 (BARE SOILS)
EX.
46.T
15" HDPE PE ASPHALT PARKING AREA
EX. STORM M
16 SETBACK
RIM: 846.5
\
INV IN- 9.
—
I OUT:
N
\
475.13'
``
525.26'
86°15'38'W
(TO BE CO TED TO CURB INL
—
1/0
GRATE: 843.4'
\
4I'FB
INV: 841 .l'
CURB INLET (TO BE CONVERTED
TO JUNCTION BOX AFTER
PHI EC)
GRATE: 844.2'
SOA `
4�A%\
INV IN & OUT: 840.8'
\
\
\
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W
°
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MENT CO.
THE I2224-807
V
4
PB 15 417
\
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DIST
RBED LIMITS
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I
—. 15" RCP PIPE
CROWN ATLANTIC CO.
DB 1113-540
cn
f
—
\
847
\
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—
A -7
\
60' RIGHT OF WAY
—
PER EED­1B_O0K 787-339
4
(30' EACH SIDE OF
BOUNDARY)
q�
29' 8" W 13. 7'
4�'F
INVESTMENT COMPANY LLC
\
PIN#: 4603652708
\
I
\
I
APPROX. LOCATION OF EX. 1-STORY METAL BUILDING
I
\
\
\
1 . CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING APPROPRIATE
ARE10CATED-PR
PARTIES AND ASSURING THAT EXISTING UTILITIES OR TO ,
\
N
CO
Know what's
below.
aEGINN
�5V1
TRACTOR IS RESPONS FOR PLACING BARRICADES USING ,
GAS'
STRUCTURE
RIM: 845.9
FLAGMEN, ETC., AS NECESSAR INSURE SAFETY TO THE PUBLIC.
Cal' before
u dig.
�3 3• NCRETE PH ALT, ARE TO BE REPLACED
PAVEMENT CUTS, OARDS
INV
\
IN & OUT: 836.8
EX. 15" HDPE PIPE —
GAS ACCORDING TO STA DALL
OF TOHE D RTMENT OF TRANSPORTATION.
4. SHORING WILL BE ACCORDING TO OSHA TnNCHING STANDARDS PART
1926 SUBPART P, OR AS AMENDED.
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REVISIONS:
1A2022-3-29 1ST EC REVIEW
X-PHI EC-221011.DWG
PROJECT NUMBER: 221011
DATE: 2/4/2022 DRAWN BY:
KIW
12
SHEET OF
X-PH1 EC-221011.DWG - PLOT: Kennedy - TUE. 3-29-2022 1:55 PM