SW6110103_Stormwater Report_20221220

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JSOC - Microgrid
Project number: 60652522
Attachment D — Hydrology Report
AECOM
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JSOC - Microgrid
Project number: 60652522
ATTACHMENT D — Table of Contents
1. Stormwater Worksheets....................................................................................... 2
2. NCDEQ - BUA Figures and Worksheets............................................................... 6
3. EISA Section 438 Army LID Planning and Cost Tool Report ............................... 15
4. Hydraflow Hydrographs Output - Summary Reports .......................................... 17
5. Hydraflow Hydrographs Output - 10-Year Hydrograph and Routing Reports ..... 27
6. NOAAAtlas-14 Rainfall Data.............................................................................. 47
7. Bioretention Underdrain Calculations................................................................. 50
8. Bioretention SCM - Outlet Control Structure Weir and Orifice Flow Data ........... 54
9. Erosion & Sediment Control - Outlet Protection Calculations ............................. 60
AECOM

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Stormwater Worksheets
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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
Pre -Development
Drainage Areas
A=COM
READY -TO -ADVERTISE
NRCS (HSG "A" SOILS)
RATIONAL
AREA A.0
Area, A (ac.)
CN
CN x A
55%
14%
0%
30.3% Imp.
CNw = 52
C
C x A
Cw = 0.32
Wooded
0.338
30
10.1
0.05
0.0169
Grassed
0.088
39
3.4
0.15
0.0132
#57 stone, 6 inches
0.000
46
0.0
0.20
0.0000
Impervious
0.186
98
18.2
0.90
0.1670
Subtotal
0.612
31.8
0.1971
AREA B.0
Area, A (ac.)
CN
CN x A
0%
15%
0%
85.1% Imp.
CNw = 89
C
C x A
Cw = 0.79
Wooded
0.000
30
0.0
0.05
0.0000
Grassed
0.047
39
1.8
0.15
0.0070
#57 stone, 6 inches
0.000
46
0.0
0.20
0.0000
Impervious
0.265
98
26.0
1
0.90
0.2389
Subtotal
0.312
27.8
0.2459
TOTAL PRE -DEVELOPED SITES 1 0.9241 1 59.60 1 CNw = 65 1 1 0.44 1 Cw = 0.48
JSOC_SWM_WORKSHEETS.xlsx, PreDev DAs - 9/29/20221 5:05 PM
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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
Post -Development
Drainage Areas
A=COM
READY -TO -ADVERTISE
NRCS (HSG "A" SOILS)
RATIONAL
AREA A.1 (to CONTAINMENT with
overflow to SCM)
Area, A (ac.)
CN
CN x A
0%
6%
1%
93.3% Imp.
CNw = 94
C
C x A
Cw = 0.85
Wooded
0.000
30
0.0
0.05
0.0000
Grassed
0.012
39
0.5
0.15
0.0018
#57 stone, 6 inches
0.002
46
0.1
0.20
0.0004
Impervious
0.195
98
19.1
0.90
0.1754
Subtotal
0.209
19.7
0.1776
AREA A.2 (to SCM - BIORETENTION)
Area, A (ac.)
CN
CN x A
0%
1 30%
0%
61.7% Imp.
8.7%
CNw = 81
C
C x A
Cw = 0.69
Wooded
0.000
30
0.0
0.05
0.0000
Grassed
0.099
39
3.9
0.15
0.0148
#57 stone, 6 inches
0.000
46
0.0
0.20
0.0000
Impervious
0.206
98
20.2
0.90
0.1855
Bioretention SCM
0.029
100
2.9
1.00
0.0290
Subtotal
0.334
27.0
0.2293
AREA A.3 (to offsite, uncontrolled)
Area, A (ac.)
CN
CN x A
0%
0%
0%
100.0% Imp.
CNw = 98
C
C x A
Cw = 0.90
Wooded
0.000
30
0.0
0.05
0.0000
Grassed
0.000
39
0.0
0.15
0.0000
#57 stone, 6 inches
0.000
46
0.0
0.20
0.0000
Impervious
0.069
98
6.8
0.90
0.0621
Subtotal
0.069
6.8
0.0621
AREA B.0 (to offsite, uncontrolled)
Area, A (ac.)
CN
CN x A
0%
2%
38%
60.2% Imp.0.1691
CNw = 770.1936
C
C x A
Cw = 0.62
Wooded
0.000
30
0.0
0.05
0.0000
Grassed
0.007
39
0.3
0.15
0.0010
#57 stone, 6 inches
0.117
46
5.4
0.0235
Impervious
0.188
98
18.4
LO.2O
Subtotal
0.312
24.1
TOTAL - AREA A.0
1 0.6121
1 53.37
1 CNw = 87
1
1 0.47
1 Cw = 0.77
TOTAL - AREA B.0
1 0.3121
1 24.08
1 CNw = 77
1
1 0.19
1 Cw = 0.62
TOTAL POST -DEVELOPED SITES
1 0.9241
1 77.46
1 CNw = 84
1
1 0.66
1 Cw = 0.72
JSOC_SWM_WORKS HEETS.xlsx, PostDev DAs - 9/29/20221 5:05 PM
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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
Peak Runoff Rate Comparison
A
B
C
D
E
F
G
H
J
K
L
M
A=COM
READY -TO -ADVERTISE
SITE 1
Peak Runoff Rate (cfs)
95th
1- ear
2-year
10- ear
1 00-ear
Pre -Developed
0.00
0.02
0.18
1.02
2.91
Post -Developed
0.18
0.32
0.38
2.13
6.05
Runoff Difference (cfs) [B -A]
1 0.18
0.30
0.20
1.11
3.14
Runoff Difference (%) C / A
--
1500%
111%
109%
108%
SITE 2
Peak Runoff Rate (cfs)
95th
1- ear
2-year
10- ear
1 00-ear
Pre -Developed
0.50
1.10
1.41
2.26
3.57
Post -Developed
0.18
0.65
0.92
1.71
3.03
Runoff Difference (cfs) [F - E]
1 -0.32
-0.45
-0.49
-0.55
-0.54
Runoff Difference % G / E
-64%
-41%
-35%
-24%
-15%
SITES 1 & 2
Peak Runoff Rate (cfs)
95th
1- ear
2-year
10- ear
1 00-ear
Pre -Developed
0.50
1.10
1.55
3.26
6.45
Post -Developed
0.36
0.96
1.30
3.22
8.97
Runoff Difference (cfs) [K - J]
1 -0.14
-0.14
-0.25
-0.04
2.52
Runoff Difference % L / J
-28%
-13%
-16%
-1.2%
39%
Drainage Area and 10-Year Runoff Comparison
N
P
Q
R
Value
Overall Drainage Areas (acres)
45.5
Site Development Drainage Areas acres
0.92
Site vs. Overall % of Area N / P
2.02%
Site vs. Overall (% of 10-year Runoff) [M10YR X Ql
-0.02%
(based on proportional area)
approximate % change in 10-year peak rate,
JSOC_SWM_WORKSHEETS.xlsx, Peak Rate Comparisons - 9/30/2022, 10:55 AM
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NCDEQ — BUA
Figures and Worksheets
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' E2
OVERALL ® EXISTING CULVER /
DRAINAGE AREA 30" RCP @ 2.2%
kP°
cH�NG / I
A = 45.5 c. O -�
"O < EXISTING DITCH
_ r�1
M.
. ALONG RAILROAD \
Y �
PROJECT AREA
3.57 ACRES
gU ) �:
OVERALL PROJECT AREA
1 " = 1000' -� ✓ \
� J
\ BUILDING
FIGURE 2
PROJECT AREA
= LIMIT OF WORK
= 155,722 SF (3.58 ACRES)
EXISTING UNDERGROUND
SWM INFILTRATION TRENCH
PERMIT #SW6110103
\ 3-1549
o
w
c�
LL
ca \
m \ �
o �
C)
Q
� o
INV = 243.0
o
z
Zm •• ' \
z L \
Di_
M
J W \ •r
poi )
o J
J N
VN / J\\
U
roDO
NV = 241
RpL
EXISTING CULVERT
30" RCP @ 2.2%
I
JN 100' 50' 0 100, 200'
Ll
L ,5
L� DEVELOPMENT AREAS - SITE 1 & SITE 2 1"=100'
1000' 500' 0 1000, 2000'
E° 1 " = 100' 1 "=1000'
JLL
0 i
LL
Zw
z�
as
tU Lu z
02
a O
J J
J LU
a>
�w
wo
OLu
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PN97470 - Page 7 of 64

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[FO - EAR DESIGN]
AREA A.3
(EXISTING TO OFFSITE)
3,006 SF (0.069 ac.)
tv
[FOR 10-YEAR DESIGN]
AREA A.1
(TO CONTAINMENT)
9,097 SF (0.209 ac.)
8,487 SF IMPERVIOUS -
n.qa�
I
11
SITE 1 DEVELOPMENT LEGEND
FOR DETERMINATION OF "DEVELOPMENT' AND "BUILT -UPON AREA" (BUA)
13,360 SF DEVELOPMENT: NEW IMPERVIOUS
LLA (ADDITIONAL BUA)
- 1,023 SF a EXISTING DEVELOPMENT: REMOVE IMPERVIOUS
(SUBTRACTIVE BUA)
(7,112 SF) 0 SF EXISTING DEVELOPMENT: ON EXISTING IMPERVIOUS
(NO CHANGE IN BUA- NOT INCLUDED)
12,337 SF = EFFECTIVE BUA @ SITE 1
SITE 1 AREA = 26,654 SF (0.61 AC.)
SITE 1 DENSITY = 46%
[FOR 10-YEAR DESIGN]
AREA A.2 (TO SCM)
14,550 SF (0.334 ac.)
8,980 SF IMPERVIOUS
1,262 SF BIORETENTION SCM
[FOR 10-YEAR DESIGN]
u TOTAL AREA A.0
(TO BMP FOR 10-YEAR)
23,647 SF (0.543 ac.) •••'
\17,467 SF IMPERVIOUS S\�E 1 •••''•••
•••
Ski
ry9.
................ ••
••
•
•
f
I
J
/
EXISTING UNDERGROUND
SWM INFILTRATION TRENCH
Nl— L
PERMIT #SW6110103
PROJECT AREA
1,821 SF OF NEW BUA CONTRIBUTES
TO THE EXISTING UNDERGROUND
\
= LIMIT WORK
INFILTRATION TRENCH (PERMIT
\
155,722 SF (3.58 AI
#SW6110103)
z7v\
/
7
�_ ---3
\
\ \
BUILDING
3-1549
MATCHLINE - SEE FIGURE 3 FOR CONTINUATION
DEVELOPMENT AREA - SITE 1 50' 25' 0 50' 100,
ill = 50' 1 "=50'
N
0 i
LL
w
coI a
aW
Lua
az
Lu
d J
o 5
co
Lu
W
0
o
0
o U
Z LL Z N
O�(DN
N
N m
Lu 2)
Z ip a)
z
az�N
z V N
O ~ N
QO 0 c0
J
V Z CD
O
0 JO
�z°_ �"
p uj
�Q U
d 5 Q
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PN97470 - Page 8 of 64

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_ __MATCHLINE - SEE FIGURE 2 FOR CONTINUATION_
� BUILDING \ \
\ \ 3-1549
11821 SF OF NEW BUA CONTRIBUTES PROJECT AREA \ \
\ \ TO THE EXISTING UNDERGROUND = LIMIT OF WORK
INFILTRATION TRENCH = 155,722 SF (3.58 ACRES) \ \
(PERMIT #SW6110103,
\ SEE FIGURE 2 FOR LOCATION) \ \
1
07
ti
INV=241.6'
J 3
o EXISTING CULVERT
� 30" RCP @ 2.2%
xFINV = 243.0
%pk#
[FOR 10-YEAR DESIGN]
�<< AREA B.0 (TO OFFSITE)
1 13,595 SF (0.312 ac.) ••�,•'
8,186 SF IMPERVIOUS
94
MNG
ONL`(
z
SITE 2 DEVELOPMENT LEGEND
FOR DETERMINATION OF "DEVELOPMENT' AND "BUILT -UPON AREA" (BUA)
1,821 SF DEVELOPMENT: NEW IMPERVIOUS
LLJ (ADDITIONAL BUA)
-5,117 SF EXISTING DEVELOPMENT: REMOVE IMPERVIOUS
(SUBTRACTIVE BUA)
(6,365 SF) 0 SF EXISTING DEVELOPMENT: ON EXISTING IMPERVIOUS
El (NO CHANGE IN BUA- NOT INCLUDED)
-3,296 SF = EFFECTIVE BUA @ SITE 2
SITE 2 AREA = 13,408 SF (0.31 AC.)
SITE 2 DENSITY = -25%
YN
16
NEIDEVELOPMENT AREA - SITE 2
6
.J
.w1 1" = 50' �-
TOTAL SITE DEVELOPMENT
+ bUA = I �),l25l 5r (Sl I t I & 11)
- BUA = 6,140 SF (SITE 1 & 2)
EFFECTIVE BUA = 9,041 SF (0.21 ac.)
TOTAL SITE DEVELOPMENT
AREA = 40,062 SF (0.92 ac.)
DENSITY = 23%
M
0 i
LL
N
Lu
aLU
Lua
az
Lu
2 Fi
a_j
05
Lu 00
Lu
0
co
O
O U
z z N
ONC�N
U �
N m
a CD
co
QLL Oco
z H
a z U N
z v CV
O ~Ll) N
Q oo(p
_j co
ticl) o
0 J_ O
�z��
O w�
U O
FQ U
�aU)Q
cut
PN97470 - Page 9 of 64

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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
SITE 1 - NCDEQ Built Upon Area (BUA) Comparison
A=COM
READY -TO -ADVERTISE
Additional BUA
(1) sf
Subtractive
BUA (�) (sf)
Not Included
BUA(') (sf)
SITE 1 - CONTAINMENT AREA A.1
New Development
7,320
--
--
Existing Development
--
0
1,166
Effective BUA (CONTAINMENT AREA)
7,320
--
SITE 1 - NON -CONTAINMENT AREA A.2
New Development
5,570
--
--
Existing Development
--
1,023
3,410
Effective BUA NON -CONTAINMENT AREA
4,547
--
SITE 1 - OFFSITE AREA A.3
New Development
470
--
--
Existinq Development
--
0
2,536
Effective BUA (OFFSITE AREA)
470
--
SITE 1 - COMBINED A.0
New Development
13,360
--
--
Existing Development
--
1,023
7112
SITE 1 - Effective BUA (COMBINED)
12,337
--
SITE 1 AREA 26,654 DENSITY = 46%
0.61 acres
SUMMARY: The bioretention SCM is sized to provide the required treatment of the 1-inch storm for the
containment and non -containment drainage areas. Refer to the Treatement Worksheet for additional
(1) Additional BUA = new impervious
(2) Subtractive BUA = removed existing impervious
(3) Not Included BUA = no changes to impervious
(4) Effective BUA = additional -subtractive; this value is used to determine development BUA for SCM sizing.
JSOC_SWM_WORKS HEETS.xlsx, BUA Comparisons - 10/10/202212:02 PM
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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
SITE 2 - NCDEQ BUA Comparison
A=COM
READY -TO -ADVERTISE
Additional BUA
(1) sf
Subtractive
BUA (�) (sf)
Not Included
BUA(') (sf)
SITE 2 B.0
New Development
1,821
--
--
Existing Development
--
5,117
6,365
SITE 2 - Effective BUA
-3,296
--
SITE 2 AREA
13,408 DENSITY = -25%
0.31 acres
SUMMARY: New development BUA contributes 152 cf of treatment runoff (1821 sf x 1/12) to an existing
underground stormwater SCM, which is located to the east of Building 3-1549 (Permit #SW6110103).
Based on as -built information, the original design required 4,750 cf of treatment and provided 6,842 cf -
resulting in a treatment volume surplus of 2,092 cf - more than 13 times what is needed for the additional
BUA within Site 2. Therefore, the existing SCM has sufficient treatment capacity to accommodate the
new development at Site 2.
SITE 1 & 2 COMBINED - NCDEQ BUA Comparison
Additional BUA
(1) sf
Subtractive
BUA (�) (sf)
Not Included
BUA (3) (sf)
New Development
15,181
--
--
Existin Development
--
6,146
13,477
SITE 1 & 2 - Effective BUA (COMBINED)
9,041
1
--
TOTAL SITE DEVELOPMENT AREA
40,062 DENSITY = 23%
0.92 acres
SUMMARY:
SITE 1: Site 1 will provide treatment for 12,337 sf of BUA using a bioretention SCM.
SITE 2: There is an overall decrease in BUA at Site 2. However, 1,821 sf of BUA will contribute to an
existing underground infiltration SCM and modify "Drainage Area 1" that was previously permitted. The
additional BUA at Site 2 will be treated using the excess treatment capacity in the existing underground
SCM.
JSOC_SWM_WORKS HEETS.xlsx, BUA Comparisons - 10/10/202212:02 PM
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JSOC Microgrid Installand and Integration
Project: 60652522 Date: 30 SEP 2022
Design By: ACF
Checked By:
Existing SW Permit No. 6110103
Total Project Area
2.49 ac.
108,464 sf
Project Percent of Impervious Area
61%
Total Impervious Area(previously permitted)
1.52 ac.
66,163 sf
SW Permit No. 6110103 (MODIFICATION Summary)
TOTAL PROJECT AREA
A=COM
READY -TO -ADVERTISE
Project Area (previously permitted)
2.49 ac.
108,464 sf
Additional Project Area from Site 1
0.61 ac.
26,654 sf
Total Project Area (MODIFICATION)
3.10 ac.
( 135,118 sf)
IDrainaae Area #1 (weviousiv permitted)
i otai uraina e Area i.y5 ac. bt),000 st
Permitted BUA 1.34 ac. 58,400 sf
Impervious Area 69%
Drainage Area #1 MODIFICATION
Total Drainage Area
1.95 ac.
85,000 sf
Permitted BUA
1.34 ac.
58,400 sf
Proposed BUA added from within Site 2
0.04 ac.
1 821 sf
Total BUA (MODIFICATION)
1.38 ac.
( 60,221 sf)
Impervious Area MODIFICATION
71%
Drainage Area #2 from Site 1 -MODIFICATION)
Total Drainage Area
0.61 ac.
26,654 sf
Proposed BUA
0.31 ac.
13,360 sf
Existing Impervious removed
0.02 ac.
1 023 sf
Total BUA
0.28 ac.
( 12,337 sf)
Impervious Area
46%
JSOC_SWM_WORKS HEETS.xlsx, BUA Comparisons - 10/10/202212:02 PM
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A=COM
10 South Jefferson Street, Suite 1600
Roanoke, Virginia 24011
Civil Calculation Sheet
JSOC - Microgrid
Fort Bragg, North Carolina
Job No.: 60652522 Designed By: Bobby B. / A. Freeland Checked By: Date: 30 SEP 2022
Subject: Treatment Volume (Required) -- Stormwater Control Measure Volume (Provided)
Job Title: JSOC Microgrid; Fort Bragg NC Rev. No.:
READY -TO -ADVERTISE
TREATMENT VOLUME
SITE #1 (Added to existing permit as "Drainage Area 2")
Values:
BUA (Impervious Area) = 12,337 sq. ft. = 0.28 acres
Treatment Depth = 1.00 inches (NCDEQ treatment storm)
Treatment Volume (minimum) = 1,028 cu. ft. Required
Treatment Volume, Provided =
Approximately
I Notes:
1,525 cu. ft.
1.5 times more volume than required
(1) The provided treatment volume is taken at the 264.5 contour area for a depth of
12 inches. The minimum filter media area at contour elevation of 264.0 is 1,260
square feet.
(2) The containment tank provides 1,600 cubic feet of storage, which is held and
drained later to the bioretention SCM during dry periods.
(3) The required treatment volume is based only on development at Site 1. Any
reduction to development (impervious area) within Site 2 are excluded.
TREATMENT VOLUME
SITE #2 (Added to "Drainage Area 1" of existing permit)
Values:
BUA (Impervious Area) = 1,821 sq. ft. = 0.04 acres
Treatment Depth = 1.00 inches (NCDEQ treatment storm)
Treatment Volume (minimum) = 152 cu. ft. Required
Treatment Volume, Provided =
Approximately
I Notes:
2,,0 2 cu. ft.
13.8 times more volume than required
(1) The treatment volume is provided by the surplus treatment capacity of the
existing underground infiltration SCM. The original design required 4,750 cf of
treatment and provided 6,842 cf - resulting in a treatment volume surplus of 2,092
cf.. (Other documents state 6,991 cf is the provided volume)
JSOC-NCDEQ Treatment Worksheet.xlsx
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Print Date: 9/29/2022
PN97470 - Page 13 of 64

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A=COM
10 South Jefferson Street, Suite 1600
Roanoke, Virginia 24011
Civil Calculation Sheet
JSOC - Microgrid
Fort Bragg, North Carolina
AECOM Job No.: 60652522 Designed By: A. Freeland Checked By: B. Fisher
Subject: Bioretention - Infiltration Drawdown Check
Date:10 Oct 2022
Page No.: 1
Job Title: JSOC - Microgrid Installation and Integration
Rev. No.:
INFILTRATION DRAWDOWN CALCULATION
r: immmum aurrace Nrea ror are irrrurrarrvrr 7ysrem
SA = FS* ay * 12
K * T
where- SA = required minimum surface area of infiltration system (ft2)
FS = factor of safety (minimum of 2 is recommended)
OV = design volume (W)
K = hydraulic conductivity of soil (irVhr)
T = maximum dewatering time (72 hours)
Soil Infiltration (Ksat) Test Result
ID in/hr
ft/hr
B-2 46.77
3.90
Elevation @Test Location
SHWT = Seasonal High Water Table
Bioretention Infiltration
Maximum Ponded Depth
12.0 inches
Time to Drain - Average Test Rate
0.26 hrs
Maximum Allowed Drain Time
72 hrs
Bottom Elevation
260.0 feet
Ground Elevation
268.2 feet
SHWT Depth
13.0 feet
SHWT Elevation
255.2 feet
Separation, Design (between Bottom and SHWT)
4.8 feet
Separation, Minimum Required
2.0 feet
Separation (design) > Separation (min) --> okay
Using NCDEQ Equation 2 (above) ...
FS =
2.0
DV =
1525
cu. Ft.
(minimum treatment volume, provided)
K =
0.5
in/hr
(use conservative minimum rate)
T =
72
hours
SA (min)
= 1017
sq. ft.
(minimum surface area, calculated)
SA (design)
= 1260
sq. ft.
(minimum surface area, provided)
SA (design) > SA (min) --> okay
JSOC_NCDEQ Drawdown Worksheet.xlsx
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Print Date: 10/10/2022
PN97470 - Page 14 of 64

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EISA Section 438
Army LID Planning and Cost Tool Report
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Army LID Planning and Cost Tool Report
PROJECT INFO
Date 8 / 30 / 2022
Army Command IMCOM
Army Installation Fort Bragg
Project name 60652522 - JSOC (SITE #1)
Project description
Site # 1 (0.61 acres)
User Name
Master Planner
Structural BMP
Bioretention:
Swale:
Permeable Pavement:
Rainwater Harvesting:
Green Roof:
Infiltration Practice:
IPC/ACF
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
0.61
95% rainfall depth (in)
1.8
Soil type
Sandy
Hydrologic Soil Group (HSG)
A
Pre -project curve number (CN)
52
Post -project curve number (CN)
87
Pre -project runoff volume (cf)
0
Post -project runoff volume (cf)
1666
EISA Section 438 retention volume
1666
requirement (cf)
LID PLANNING SUMMARY
Surface area
Runoff volume
Non-structural BMP
Surface
(sf)
retained (cf)
area (ac)
1260
1506
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
0
Veg. Filter Strip (Slope G2%, Short Grass):
0.00
9097
1195
Veg. Filter Strip (Slope G2%, Tall Grass):
0.00
0
Reforestation (Trees - Short Grass):
0.00
0 Reforestation (Trees - Shrubs and Tall Grass): 0.00
Total retention volume provided by BMPs (cf): 2701
Project complies with EISA Section 438.
LID COST SUMMARY
cui PN97470 - Page 16 of 64

cul
Hydraflow Hydrographs Output
Summary Reports
cul PN97470 - Page 17 of 64

cul
Hydraflow Table of Contents JSOC_SWM_Sites_RTA.gpw
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4 Friday, 09 / 30 / 2022
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
2 - Year
SummaryReport......................................................................................................................... 4
3 - Year
SummaryReport......................................................................................................................... 5
10 -Year
SummaryReport......................................................................................................................... 6
100 - Year
SummaryReport......................................................................................................................... 7
OFReport.................................................................................................................... 8
cul PN97470 - Page 18 of 64

cull
1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v202O.4
Legend
Hid. Origin
1 SCS Runoff
2 SCS Runoff
3 Combine
4 SCS Runoff
5 SCS Runoff
6 SCS Runoff
7 SCS Runoff
8 Reservoir
9 Combine
10 Reservoir
11 Combine
12 Combine
�RE A.0 --��RE B.0
OST A.1—POST A.2 OST A.3
3- PRE (COMBINE
8 - ROUTE TANK JW
9 - Inflow to SCM (BIOIRET
10 - ROUTE SCM
11 - POST A.0
Description
PRE A.0
PRE B.0
PRE (COMBINED)
POST A.1
POST A.2
POST A.3
POST B.0
ROUTETANK
Inflow to SCM (BIOIRET)
ROUTE SCM
POST A.0
POST (COMBINED)
�sST B.0
12 - POST (COMBINED)
Project: JSOC_SWM_Sites_RTA.gpw
cul
Friday, 09 / 30 / 2022

cul
Hydrograph Return Period RecP�
y raflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
�1-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
0.024
0.184
0.000
-------
1.022
-------
-------
2.913
PRE A.0
2
SCS Runoff
------
1.098
1.409
0.498
-------
2.255
-------
-------
3.574
PRE B.0
3
Combine
1,2
1.101
1.552
0.498
-------
3.257
-------
-------
6.446
PRE (COMBINED)
4
SCS Runoff
------
0.872
1.081
0.455
-------
1.640
-------
-------
2.515
POST A.1
5
SCS Runoff
------
0.841
1.149
0.288
-------
2.024
-------
-------
3.448
POST A.2
6
SCS Runoff
------
0.315
0.382
0.181
-------
0.564
-------
-------
0.851
POST A.3
7
SCS Runoff
------
0.646
0.918
0.179
-------
1.712
-------
-------
3.033
POST B.0
8
Reservoir
4
0.016
0.077
0.000
-------
1.621
-------
-------
2.497
ROUTE TANK
9
Combine
5,8
0.841
1.149
0.288
-------
3.642
-------
-------
5.928
Inflow to SCM (BIOIRET)
10
Reservoir
9
0.018
0.069
0.000
-------
1.875
-------
-------
5.273
ROUTE SCM
11
Combine
6,10
0.315
0.382
0.181
-------
2.130
-------
-------
6.048
POSTA.0
12
Combine
7,11
0.957
1.295
0.358
-------
3.219
-------
-------
8.960
POST (COMBINED)
is
3-yr storm
placeholder
for
95th
percentI
le rainfall
results
Proj. file: JSOC_SWM_Sites_RTA.gpw
Friday, 09 / 30 / 2022
cul

Hydrograph Summary Report
cul
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.024
1
723
327
------
------
------
PRE A.0
2
SCS Runoff
1.098
1
717
2,278
------
------
------
PRE B.0
3
Combine
1.101
1
718
2,605
1,2
------
------
PRE (COMBINED)
4
SCS Runoff
0.872
1
717
1,901
------
------
------
POST A.1
5
SCS Runoff
0.841
1
718
1,689
------
------
------
POST A.2
6
SCS Runoff
0.315
1
717
744
------
------
------
POST A.3
7
SCS Runoff
0.646
1
718
1,300
------
------
------
POST B.0
8
Reservoir
0.016
1
950
301
4
268.70
1,602
ROUTE TANK
9
Combine
0.841
1
718
1,990
5,8
------
------
Inflow to SCM (BIOIRET)
10
Reservoir
0.018
1
1300
204
9
265.00
1,796
ROUTE SCM
11
Combine
0.315
1
717
948
6,10
------
------
POSTA.0
12
Combine
0.957
1
718
2,247
7,11
------
------
POST (COMBINED)
JSOC_SWM_Sites_RTA.gpw
Return Period: 1 Year
Friday, 09 / 30 / 2022
CUI

Hydrograph Summary Report
cul
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.184
1
720
715
------
------
------
PRE A.0
2
SCS Runoff
1.409
1
717
2,961
------
------
------
PRE B.0
3
Combine
1.552
1
718
3,676
1,2
------
------
PRE (COMBINED)
4
SCS Runoff
1.081
1
717
2,390
------
------
------
POST A.1
5
SCS Runoff
1.149
1
718
2,323
------
------
------
POST A.2
6
SCS Runoff
0.382
1
717
911
------
------
------
POST A.3
7
SCS Runoff
0.918
1
718
1,843
------
------
------
POST B.0
8
Reservoir
0.077
1
751
790
4
268.72
1,608
ROUTE TANK
9
Combine
1.149
1
718
3,113
5,8
------
------
Inflow to SCM (BIOIRET)
10
Reservoir
0.069
1
839
1,327
9
265.02
1,828
ROUTE SCM
11
Combine
0.382
1
717
2,238
6,10
------
------
POSTA.0
12
Combine
1.295
1
718
4,081
7,11
------
------
POST (COMBINED)
JSOC_SWM_Sites_RTA.gpw
Return Period: 2 Year
Friday, 09 / 30 / 2022
CUI

Hydrograph Summary Report
cul
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.000
1
n/a
0
------
------
------
PRE A.0
2
SCS Runoff
0.498
1
718
1,003
------
------
------
PRE B.0
3
Combine
0.498
1
718
1,003
1,2
------
------
PRE (COMBINED)
4
SCS Runoff
0.455
1
717
951
------
------
------
POST A.1
5
SCS Runoff
0.288
1
718
595
------
------
------
POST A.2
6
SCS Runoff
0.181
1
717
413
------
------
------
POST A.3
7
SCS Runoff
0.179
1
718
401
------
------
------
POST B.0
8
Reservoir
0.000
1
n/a
0
4
267.08
951
ROUTE TANK
9
Combine
0.288
1
718
595
5,8
------
------
Inflow to SCM (BIOIRET)
10
Reservoir
0.000
1
n/a
0
9
264.28
595
ROUTE SCM
11
Combine
0.181
1
717
413
6,10
------
------
POSTA.0
12
Combine
0.358
1
718
814
7,11
------
------
POST (COMBINED)
JSOC_SWM_Sites_RTA.gpw
Return Period: 3 Year
Friday, 09 / 30 / 2022
CUI
nn

Hydrograph Summary Report
cul
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.022
1
718
2,311
------
------
------
PRE A.0
2
SCS Runoff
2.255
1
717
4,879
------
------
------
PRE B.0
3
Combine
3.257
1
718
7,189
1,2
------
------
PRE (COMBINED)
4
SCS Runoff
1.640
1
717
3,736
------
------
------
POST A.1
5
SCS Runoff
2.024
1
717
4,183
------
------
------
POSTA.2
6
SCS Runoff
0.564
1
717
1,366
------
------
------
POST A.3
7
SCS Runoff
1.712
1
718
3,486
------
------
------
POST B.0
8
Reservoir
1.621
1
718
2,136
4
268.91
1,685
ROUTE TANK
9
Combine
3.642
1
718
6,319
5,8
------
------
Inflow to SCM (BIOIRET)
10
Reservoir
1.875
1
723
4,533
9
265.22
2,342
ROUTE SCM
11
Combine
2.130
1
723
5,899
6,10
------
------
POSTA.0
12
Combine
3.219
1
721
9,385
7,11
------
------
POST (COMBINED)
JSOC_SWM_Sites_RTA.gpw
Return Period: 10 Year
Friday, 09 / 30 / 2022
cul

Hydrograph Summary Report
cul
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.913
1
718
5,915
------
------
------
PRE A.0
2
SCS Runoff
3.574
1
717
7,988
------
------
------
PRE B.0
3
Combine
6.446
1
718
13,903
1,2
------
------
PRE (COMBINED)
4
SCS Runoff
2.515
1
717
5,881
------
------
------
POST A.1
5
SCS Runoff
3.448
1
717
7,327
------
------
------
POST A.2
6
SCS Runoff
0.851
1
717
2,086
------
------
------
POST A.3
7
SCS Runoff
3.033
1
717
6,334
------
------
------
POST B.0
8
Reservoir
2.497
1
718
4,281
4
268.98
1,713
ROUTE TANK
9
Combine
5.928
1
717
11,608
5,8
------
------
Inflow to SCM (BIOIRET)
10
Reservoir
5.273
1
720
9,822
9
265.45
2,942
ROUTE SCM
11
Combine
6.048
1
719
11,908
6,10
------
------
POST A.0
12
Combine
8.960
1
718
18,242
7,11
------
------
POST (COMBINED)
JSOC_SWM_Sites_RTA.gpw
Return Period: 100 Year
Friday, 09 / 30 / 2022
cul

cul 8
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--------
2
69.8703
13.1000
0.8658
--------
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
--------
10
88.2351
15.5000
0.8279
--------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
--------
100
127.1596
17.8000
0.8186
--------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Friday, 09 / 30 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
)m\60652522\400 Technical\431 Civil\Calculations\Stormwater\Models\Hvdraflow\NC NRCS FortBraaa Atlas-14.oco
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.07
3.71
1.80
0.00
5.45
0.00
0.00
8.20
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0 - 00
0.00
0.00
CPI
PN97470 - Page 26 of 64

cul
10-Year Hydrograph
and Routing Reports
cul PN97470 - Page 27 of 64

cul
Hydraflow Table of Contents JSOC_SWM_Sites_RTA.gpw
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Watershed Model Schematic...................................................................................... 1
10 -Year
HydrographReports................................................................................................................... 2
Hydrograph No.
1, SCS Runoff, PRE A.0................................................................................
2
Hydrograph No.
2, SCS Runoff, PRE B.0................................................................................
3
Hydrograph No.
3, Combine, PRE (COMBINED)....................................................................
4
Hydrograph No.
4, SCS Runoff, POST A.1..............................................................................
5
Hydrograph No.
5, SCS Runoff, POST A.2..............................................................................
6
Hydrograph No.
6, SCS Runoff, POST A.3..............................................................................
7
Hydrograph No.
7, SCS Runoff, POST B.0..............................................................................
8
Hydrograph No.
8, Reservoir, ROUTE TANK..........................................................................
9
PondReport
- TANK.........................................................................................................
10
Hydrograph No.
9, Combine, Inflow to SCM(BIOIRET)........................................................
12
Hydrograph No.
10, Reservoir, ROUTE SCM........................................................................
13
PondReport
- SCM...........................................................................................................
14
Hydrograph No.
11, Combine, POST A.O...............................................................................
16
Hydrograph No.
12, Combine, POST (COMBINED)..............................................................
17
OFReport.................................................................................................................. 18
cul PN97470 - Page 28 of 64

Cul
1
Watershed Model Schematic HydraflowHydrographsExtension for Autodesk@Civil 3D@byAutodesk,Inc. v2020.4
�RE A.0 --Pti RE B.0
3 -PRE (COMBINE�OST A.1 �OST A.2 �OST A.3 ff
ST B.0
8 - ROUTE TANK
9 - Inflow to SCM (BIOI
10 - ROUTE SCM
Legend
Hid. Origin Description
1
SCS Runoff
PRE A.0
2
SCS Runoff
PRE B.0
3
Combine
PRE (COMBINED)
4
SCS Runoff
POST A.1
5
SCS Runoff
POST A.2
6
SCS Runoff
POST A.3
7
SCS Runoff
POST B.0
8
Reservoir
ROUTE TANK
9
Combine
Inflow to SCM (BIOIRET)
10
Reservoir
ROUTE SCM
11
Combine
POSTA.O
12
Combine
POST (COMBINED)
11 - POST A.0
12 - POST (COMBINED)
Project: JSOC_SWM_Sites_RTA.gpw
cul
Friday, 09 / 30 / 2022

cul 2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 1
PRE A.0
Hydrograph type
= SCS Runoff
Peak discharge
= 1.022 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 2,311 cuft
Drainage area
= 0.610 ac
Curve number
= 52
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
PRE A.0
Hyd. No. 1 -- 10 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)
cui PN97470 - Page 30 of 64

Hydrograph
cul
Report
3
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Hyd. No. 2
PRE B.0
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 0.310 ac
Basin Slope = 0.0 %
Tc method = User
Total precip. = 5.45 in
Storm duration = 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 09 / 30 / 2022
= 2.255 cfs
= 11.95 hrs
= 4,879 cuft
= 89
= 0 ft
= 6.00 min
= Type II
= 484
Q (cfs)
3.00
PRE B.0
Hyd. No. 2 -- 10 Year
Q (cfs)
3.00
2.00
2.00
1.00
1.00
0.00
0.0 2.0
Hyd No.
4.0 6.0 8.0 10.0
2
12.0 14.0 16.0
0.00
18.0 20.0
Time (hrs)
cul PN97470 - Page 31 of 64

cul 4
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 3
PRE (COMBINED)
Hydrograph type
= Combine
Peak discharge
= 3.257 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 7,189 cuft
Inflow hyds.
= 1, 2
Contrib. drain. area
= 0.920 ac
PRE (COMBINED)
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Hyd No. 1 Hyd No. 2 Time (hrs)
cul PN97470 - Page 32 of 64

cul 5
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 4
POST A.1
Hydrograph type
= SCS Runoff
Peak discharge
= 1.640 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 3,736 cuft
Drainage area
= 0.210 ac
Curve number
= 94
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
w
POST A.1
Hyd. No. 4 -- 10 Year
2.0 4.0 6.0 8.0
Hyd No. 4
Q (cfs)
2.00
1.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
cul PN97470 - Page 33 of 64

cul 6
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 5
POST A.2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.024 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 4,183 cuft
Drainage area
= 0.330 ac
Curve number
= 81
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3.00
2.00
1.00
2.0 4.0
Hyd No. 5
6.0 8.0
POST A.2
Hyd. No. 5 -- 10 Year
Q (cfs)
3.00
2.00
1.00
..n•-- , ' I ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
cul PN97470 - Page 34 of 64

cul 7
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 6
POST A.3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.564 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.95 hrs
Time interval
= 1 min
Hyd. volume
= 1,366 cuft
Drainage area
= 0.070 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST A.3
Hyd. No. 6 -- 10 Year
Q (cfs)
■I
M1�
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 6
20.0
Time (hrs)
cul PN97470 - Page 35 of 64

cul 8
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 7
POST B.0
Hydrograph type
= SCS Runoff
Peak discharge
= 1.712 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 3,486 cuft
Drainage area
= 0.310 ac
Curve number
= 77
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 6.00 min
Total precip.
= 5.45 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2.00
1.00
POST B.0
Hyd. No. 7 -- 10 Year
2 4 6 8 10 12
Hyd No. 7
14
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24
Time (hrs)
cull PN97470 - Page 36 of 64

Hydrograph
cul
Report
9
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 8
ROUTE TANK
Hydrograph type
= Reservoir
Peak discharge
= 1.621 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 1 min
Hyd. volume
= 2,136 cuft
Inflow hyd. No.
= 4 - POST A.1
Max. Elevation
= 268.91 ft
Reservoir name
= TANK
Max. Storage
= 1,685 cuft
Storage Indication method used
Q (cfs)
2.00
1.00
ROUTE TANK
Hyd. No. 8 -- 10 Year
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 8 Hyd No. 4 ® Total storage used = 1,685 cuft
Q (cfs)
2.00
1.00
0.00
20.0
Time (hrs)
cui PN97470 - Page 37 of 64

Pond Report cul 10
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Pond No. 1 - TANK
Pond Data
Trapezoid -Bottom L x W = 25.0 x 16.0 ft, Side slope = 0.00: 1, Bottom elev. = 264.70 ft, Depth = 5.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
264.70
400
0
0
0.50
265.20
400
200
200
1.00
265.70
400
200
400
1.50
266.20
400
200
600
2.00
266.70
400
200
800
2.50
267.20
400
200
1,000
3.00
267.70
400
200
1,200
3.50
268.20
400
200
1,400
4.00
268.70
400
200
1,600
4.50
269.20
400
200
1,800
5.00
269.70
400
200
2,000
Friday, 09 / 30 / 2022
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
Inactive
Inactive
Inactive
Crest Len (ft) =
4.97
Inactive
Inactive
Inactive
Span (in)
= 12.00
0.00
0.00
0.00
Crest El. (ft) =
268.70
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
WeirCoeff. =
3.33
3.33
3.33
3.33
Invert El. (ft)
= 265.00
0.00
0.00
0.00
Weir Type =
1
---
---
---
Length (ft)
= 40.00
0.00
0.00
0.00
Multi -Stage =
Yes
No
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr) =
0.000 (by
Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft) =
0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
264.70
0.00 --- ---
--- 0.00 --- ---
0.05
20
264.75
0.00 --- ---
--- 0.00 --- ---
0.10
40
264.80
0.00 --- ---
--- 0.00 --- ---
0.15
60
264.85
0.00 --- ---
--- 0.00 --- ---
0.20
80
264.90
0.00 --- ---
--- 0.00 --- ---
0.25
100
264.95
0.00 --- ---
--- 0.00 --- ---
0.30
120
265.00
0.00 --- ---
--- 0.00 --- ---
0.35
140
265.05
0.00 --- ---
--- 0.00 --- ---
0.40
160
265.10
0.00 --- ---
--- 0.00 --- ---
0.45
180
265.15
0.00 --- ---
--- 0.00 --- ---
0.50
200
265.20
0.00 --- ---
--- 0.00 --- ---
0.55
220
265.25
0.00 --- ---
--- 0.00 --- ---
0.60
240
265.30
0.00 --- ---
--- 0.00 --- ---
0.65
260
265.35
0.00 --- ---
--- 0.00 --- ---
0.70
280
265.40
0.00 --- ---
--- 0.00 --- ---
0.75
300
265.45
0.00 --- ---
--- 0.00 --- ---
0.80
320
265.50
0.00 --- ---
--- 0.00 --- ---
0.85
340
265.55
0.00 --- ---
--- 0.00 --- ---
0.90
360
265.60
0.00 --- ---
--- 0.00 --- ---
0.95
380
265.65
0.00 --- ---
--- 0.00 --- ---
1.00
400
265.70
0.00 --- ---
--- 0.00 --- ---
1.05
420
265.75
0.00 --- ---
--- 0.00 --- ---
1.10
440
265.80
0.00 --- ---
--- 0.00 --- ---
1.15
460
265.85
0.00 --- ---
--- 0.00 --- ---
1.20
480
265.90
0.00 --- ---
--- 0.00 --- ---
1.25
500
265.95
0.00 --- ---
--- 0.00 --- ---
1.30
520
266.00
0.00 --- ---
--- 0.00 --- ---
1.35
540
266.05
0.00 --- ---
--- 0.00 --- ---
1.40
560
266.10
0.00 --- ---
--- 0.00 --- ---
1.45
580
266.15
0.00 --- ---
--- 0.00 --- ---
1.50
600
266.20
0.00 --- ---
--- 0.00 --- ---
1.55
620
266.25
0.00 --- ---
--- 0.00 --- ---
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
CUI
Continues on next page...
PN97470 - Page 38 of 64

TANK
Stage / Storage / Discharge Table
Stage Storage Elevation o|vA n1vo o|vo Prfms, xx,A xx,o xx,o xx,o sxn| use, Total
1.00
640
266.30
000 -
- - 000 -
- - - - 0.000
1.85
000
20035
0.00 --
- -- 0.00 --
-- - -- -- 0.000
1.70
080
200.40
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
175
700
200.45
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
1.80
720
200.50
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
1.e5
740
266.55
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
1.90
700
200.60
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
1.95
780
200.05
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.00
800
200.70
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.05
820
20075
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.10
840
200.80
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.15
800
200.85
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.20
eeo
266.90
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.25
900
200.95
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.30
920
207.00
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.35
940
207.05
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.40
900
207.10
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.45
980
207.15
0.00 -'
'- -' 0.00 -'
-' '- -' -' 0.000
2.50
1.000
207.20
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.55
1.020
20725
0.00 --
- -- 0.00 --
-- - -- -- 0.000
2.60
1.040
207.30
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.85
1.000
20735
0.00 --
- -- 0.00 --
-- - -- -- 0.000
2.70
1.080
207.40
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.75
1.100
20745
0.00 --
- -- 0.00 --
-- - -- -- 0.000
2.80
1.120
207.50
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.e5
1.140
26755
0.00 --
- -- 0.00 --
-- - -- -- 0.000
2.90
1.160
267.60
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
2.95
1.180
20785
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.00
1.200
207.70
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.05
1.220
20775
0.00 --
- -- 0.00 --
-- - -- -- 0.000
310
1.240
207.80
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.15
1.200
20785
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.20
1.280
207.90
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.25
1.300
20795
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.30
1.320
208.00
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.35
1.340
20805
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.40
1.300
20810
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.45
1.380
20815
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.50
1.400
208.20
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.55
1.420
20825
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.60
1.440
208.30
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.85
1.400
20835
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.70
1.480
208.40
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.75
1.500
20845
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.80
1.520
208.50
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.85
1.540
20855
0.00 --
- -- 0.00 --
-- - -- -- 0.000
3.90
1.500
208.60
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
3.95
1.580
20885
0.00 --
- -- 0.00 --
-- - -- -- 0.000
4.00
1.000
208.70
0.00 '-
- -' 0.00 --
'- - -- -- 0.000
4.05
1.020
20875
019io --
- -- 018 --
-- - -- -- 0185
410
1.040
208.80
0.54io '-
- -' 0.52 --
'- - -- -- 0.523
4.15
1.000
20885
0.90io --
- -- 0.90 --
-- - -- -- 0.901
4.20
1.080
208.90
1.49io '-
- -' 1.48 --
'- - -- -- 1.480
4.25
1.700
26895
2.07io --
- -- 2.07 --
-- - -- -- 2.068
4.30
1.720
269.00
2.72oo '-
- -' 2.72 --
'- - -- -- 2.718
4.35
1.740
269.05
3.43oo -'
'- -' 3.43 -'
-' '- -' -' 3.426
4.40
1.700
20910
419oo '-
- -' 419 --
'- - -- -- 4185
4.45
1.780
269.15
4.9eoo --
- -- 4.9e --
-- - -- -- 4.994
4.50
1.800
269.20
o.a000 '-
- -' 5.85 --
'- - -- -- 5.851
4.55
1.820
269.25
6.73oo --
- -- 6.73o --
-- - -- -- 6.729
4.60
1.840
269.30
s.msoo '-
- -' 6.95s --
'- - -- -- 6.945
4.05
1.800
209.35
7.0800 -'
'- -' 7.08o -'
-' '- -' -' 7.081
4.70
1.880
209.40
719oo '-
- -' 7.19s --
'- - -- -- 7188
4.75
1.900
269.45
7.2800 --
- -- 7.28o --
-- - -- -- 7.279
4.80
1.920
269.50
7.3600 '-
- -' 7.36o --
'- - -- -- 7.359
4.85
1.940
269o5
7.43oo -'
'- -' 7.43o -'
-' '- -' -' 7.431
4.90
1.900
209.60
7.50oo '-
- -' 7.50o --
'- - -- -- 7.500
4.95
1.980
269.65
7.5600 -'
'- -' 7.56o -'
-' '- -' -' 7.562
5.00
2.000
269.70
7.62oo '-
- -' 7.62o --
'- - -- -- 7.622
ou|

cul 12
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 9
Inflow to SCM (BIOIRET)
Hydrograph type =
Combine
Peak discharge
= 3.642 cfs
Storm frequency =
10 yrs
Time to peak
= 11.97 hrs
Time interval =
1 min
Hyd. volume
= 6,319 cuft
Inflow hyds. =
5, 8
Contrib. drain. area
= 0.330 ac
Inflow to SCM (BIOIRET)
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
— Hyd No. 9 Hyd No. 5 Hyd No. 8 Time (hrs)
cul PN97470 - Page 40 of 64

cul 13
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 10
ROUTE SCM
Hydrograph type
= Reservoir
Peak discharge
= 1.875 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.05 hrs
Time interval
= 1 min
Hyd. volume
= 4,533 cuft
Inflow hyd. No.
= 9 - Inflow to SCM (BIOIRET)
Max. Elevation
= 265.22 ft
Reservoir name
= SCM
Max. Storage
= 2,342 cuft
Storage Indication method used.
ROUTE SCM
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 10 — Hyd No. 9 ® Total storage used = 2,342 cult Time (hrs)
cui PN97470 - Page 41 of 64

Pond Report cul 14
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc. v2020.4
Pond No. 2 - SCM
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 263.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
263.50
0.50
264.00
1.00
264.50
1.50
265.00
2.00
265.50
2.50
266.00
Contour area (sqft)
00
1,262
1,525
2,003
3,144
3,144
Incr. Storage (cuft)
0
210
696
879
1,276
1,572
Total storage (cuft)
0
210
906
1,785
3,061
4,633
Friday, 09 / 30 / 2022
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
0.00
0.00
0.00
Crest Len (ft)
= 5.50
10.00
0.00
0.00
Span (in)
= 12.00
0.00
0.00
0.00
Crest El. (ft)
= 265.00
265.70
0.00
0.00
No. Barrels
= 1
0
0
0
WeirCoeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 262.40
0.00
0.00
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 40.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation CIvA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
263.50
0.00 --- ---
--- 0.00
0.00 ---
0.05
21
263.55
2.09 oc --- ---
--- 0.00
0.00 ---
0.10
42
263.60
2.09 oc --- ---
--- 0.00
0.00 ---
0.15
63
263.65
2.09 oc --- ---
--- 0.00
0.00 ---
0.20
84
263.70
2.09 oc --- ---
--- 0.00
0.00 ---
0.25
105
263.75
2.09 oc --- ---
--- 0.00
0.00 ---
0.30
126
263.80
2.09 oc --- ---
--- 0.00
0.00 ---
0.35
147
263.85
2.09 oc --- ---
--- 0.00
0.00 ---
0.40
168
263.90
2.09 oc --- ---
--- 0.00
0.00 ---
0.45
189
263.95
2.09 oc --- ---
--- 0.00
0.00 ---
0.50
210
264.00
2.09 oc --- ---
--- 0.00
0.00 ---
0.55
280
264.05
2.09 oc --- ---
--- 0.00
0.00 ---
0.60
349
264.10
2.09 oc --- ---
--- 0.00
0.00 ---
0.65
419
264.15
2.09 oc --- ---
--- 0.00
0.00 ---
0.70
489
264.20
2.09 oc --- ---
--- 0.00
0.00 ---
0.75
558
264.25
2.09 oc --- ---
--- 0.00
0.00 ---
0.80
628
264.30
2.09 oc --- ---
--- 0.00
0.00 ---
0.85
697
264.35
2.09 oc --- ---
--- 0.00
0.00 ---
0.90
767
264.40
2.09 oc --- ---
--- 0.00
0.00 ---
0.95
836
264.45
2.09 oc --- ---
--- 0.00
0.00 ---
1.00
906
264.50
2.09 oc --- ---
--- 0.00
0.00 ---
1.05
994
264.55
2.09 oc --- ---
--- 0.00
0.00 ---
1.10
1,082
264.60
2.09 oc --- ---
--- 0.00
0.00 ---
1.15
1,170
264.65
2.09 oc --- ---
--- 0.00
0.00 ---
1.20
1,258
264.70
2.09 oc --- ---
--- 0.00
0.00 ---
1.25
1,346
264.75
2.09 oc --- ---
--- 0.00
0.00 ---
1.30
1,433
264.80
2.09 oc --- ---
--- 0.00
0.00 ---
1.35
1,521
264.85
2.09 oc --- ---
--- 0.00
0.00 ---
1.40
1,609
264.90
2.09 oc --- ---
--- 0.00
0.00 ---
1.45
1,697
264.95
2.09 oc --- ---
--- 0.00
0.00 ---
1.50
1,785
265.00
2.09 oc --- ---
--- 0.00
0.00 ---
1.55
1,913
265.05
2.09 oc --- ---
--- 0.20
0.00 ---
1.60
2,040
265.10
2.09 oc --- ---
--- 0.58
0.00 ---
1.65
2,168
265.15
2.09 oc --- ---
--- 1.06
0.00 ---
1.70
2,296
265.20
2.09 oc --- ---
--- 1.64
0.00 ---
1.75
2,423
265.25
2.29 oc --- ---
--- 2.29
0.00 ---
1.80
2,551
265.30
3.01 oc --- ---
--- 3.01
0.00 ---
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.000
--- --- --- 0.205
--- --- --- 0.579
--- --- --- 1.064
--- --- --- 1.638
--- --- --- 2.288
--- --- --- 3.008
CUI
Continues on next page...
PN97470 - Page 42 of 64

Cul 15
SCM
Stage / Storage / Discharge Table
Stage
Storage
Elevation
CIvA
CIvB CIvC PrfRsr WrA
WrB
WrC Wrl) ExfiI User Total
ft
Cuft
ft
cfs
cfs cfs cfs cfs
cfs
cfs cfs cfs cfs cfs
1.85
2,678
265.35
3.79 oc
--- --- --- 3.79
0.00
--- --- --- --- 3.791
1.90
2,806
265.40
4.63 oc
--- --- --- 4.63
0.00
--- --- --- --- 4.632
1.95
2,934
265.45
5.26 oc
--- --- --- 5.26 s
0.00
--- --- --- --- 5.261
2.00
3,061
265.50
5.46 oc
--- --- --- 5.45 s
0.00
--- --- --- --- 5.455
2.05
3,218
265.55
5.60 oc
--- --- --- 5.60 s
0.00
--- --- --- --- 5.595
2.10
3,375
265.60
5.71 oc
--- --- --- 5.71 s
0.00
--- --- --- --- 5.708
2.15
3,533
265.65
5.81 oc
--- --- --- 5.81 s
0.00
--- --- --- --- 5.806
2.20
3,690
265.70
5.90 oc
--- --- --- 5.90 s
0.00
--- --- --- --- 5.895
2.25
3,847
265.75
5.98 oc
--- --- --- 5.97 s
0.29
--- --- --- --- 6.264
2.30
4,004
265.80
6.05 oc
--- --- --- 6.05 s
0.82
--- --- --- --- 6.872
2.35
4,161
265.85
6.12 oc
--- --- --- 6.12 s
1.51
--- --- --- --- 7.629
2.40
4,319
265.90
6.19 oc
--- --- --- 6.19 s
2.32
--- --- --- --- 8.515
2.45
4,476
265.95
6.26 oc
--- --- --- 6.26 s
3.25
--- --- --- --- 9.504
2.50
4,633
266.00
6.32 oc
--- --- --- 6.32 s
4.27
--- --- --- --- 10.59
... End
Cul PN97470 - Page 43 of 64

cul 16
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 11
POST A.0
Hydrograph type
= Combine
Peak discharge
= 2.130 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.05 hrs
Time interval
= 1 min
Hyd. volume
= 5,899 cuft
Inflow hyds.
= 6, 10
Contrib. drain. area
= 0.070 ac
POST A.0
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 — Hyd No. 6 Hyd No. 10 Time (hrs)
cul PN97470 - Page 44 of 64

cul 17
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Friday, 09 / 30 / 2022
Hyd. No. 12
POST (COMBINED)
Hydrograph type
= Combine
Peak discharge
= 3.219 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.02 hrs
Time interval
= 1 min
Hyd. volume
= 9,385 cuft
Inflow hyds.
= 7, 11
Contrib. drain. area
= 0.310 ac
POST (COMBINED)
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 12 Hyd No. 7 Hyd No. 11 Time (hrs)
cul PN97470 - Page 45 of 64

cul 18
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc. v2020.4
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--------
2
69.8703
13.1000
0.8658
--------
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
--------
10
88.2351
15.5000
0.8279
--------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
--------
100
127.1596
17.8000
0.8186
--------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Friday, 09 / 30 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
)m\60652522\400 Technical\431 Civil\Calculations\Stormwater\Models\Hvdraflow\NC NRCS FortBraaa Atlas-14.oco
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.07
3.71
1.80
0.00
5.45
0.00
0.00
8.20
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0 - 00
0.00
0.00
CPI
PN97470 - Page 46 of 64

cul
NOAA Atlas-14 Rainfall Data
cul PN97470 - Page 47 of 64

NOAA Atlas 14, Volume 2, Version 3
'
Location name: Fort Bragg, North Carolina, USA*AMIN
Latitude: 35.1189°, Longitude:-79.3504'
Elevation: 419.14 ft**
`source: ESRI Maps_
source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.439
0.519
0.604
0.667
0.740
0.793
0.843
0.889
0.944
0.987
5-min
(0.399-0.485)
(0.472-0.573)
(0.549-0.667)
(0.605-0.735)
(D.669-0.815)
(0.714-0.872)
(0.755-0.926)
(0.792-0.976)
(0.834-1.04)
(0.865-1.09)
0.701
0.829
0.967
1.07
1.18
1.26
1.34
1.41
1.49
1.55
10-min
(0.638-0.775)
(0.755-0.917)
(0.878-1.07)
(0.967-1.18)
( 1.07-1.3D)
(1.14-1.39)
(1.20-1.47) 11
1.26-1.55)
(1.32-1.64)
( 1.36-1.71)
0.876
1.04
1.22
1.35
1.50
1.60
1.69
1.78
1.88
1.95
15-min
(0.797-0.968)
(0.949-1.15)
1 (1.11-1.35)
1 (1.22-1.49)
1 (1.35-1.65)
1 (1.44-1.76)
1 (1.52-1.86) 11
(1.58-1.95)
(1.66-2.07)
(1.71-2.15)
1.20
1.44
1.74
1.95
2.22
2.41
2.59
2.77
2.99
3.16
30-min
1
( .09-1.33)
(1.31-1.59)
(1.58-1.92)
(1.77-2.15)
(2.00-2.44)
(2.17-2.65)
(2.32-2.85)
(2.47-3.04)
(2.64-3.29)
(2.77-3.47)
1.50
1.81
2.23
2.54
2.95
3.27
3.57
3.88
4.29
4.61
60-min
(1 .36-1.66)
(1.65-2.00)
(2.02-2.46)
(2.31-2.80)
(2.66-3.25)
(2.94-3.59)
(3.20-3.93)
(3.46-4.26)
(3.794.72)
( 4.D4-5.07)
1.76
2.13
2.66
3.07
3.61
4.03
4.46
4.89
5.47
5.92
2-hr
1
( .59-1.96)
(1.93-2.37)
(2.40-2.97)
(2.77-3.42)
(3.23-4.02)
(3.60-4.49)
(3.95-4.96)
(4.31-5.43)
( 4.77-6.08)
(5.12-6.59)
3-hr
1.68-62608
2.04 2552
2.56-3316
2.96 3066
3.50135
3.93 4191
4. 65348
4.80 6008
5.40 6392
5.87-67459
6.63
6-hr
2.01 2.46
2.44-62097
3.06 3?73
3. 54 34
4.216.17
4.73 5185
5. 6 6555
5.81-7.29
6.56 8832
7. 4 9417
2.
4.
9.
12-hr
2.372�90
2.87 3051
3.62D .44
4. 26819
5.03 6321
5. 9-47 07
6.36 7496
7.06 8?92
8.02-310.3
8.78-141.4
3.07
3.71
4.68
5.45
6.50
7.34
8.20
9.10
10.3
11.3
24-hr
(2.85-3.33)
(3.444.03)
(4.33-5.08)
(5.03-5.90)
(5.98-7.04)
(6.73-7.94)
(7.50-8.87) 11
(8.30-9.83)
(9.38-11.2)
(10.2-12.2)
3.58
4.31
5.40
6.26
7.43
8.37
9.33
10.3
11.7
12.8
2-day
(3.32-3.86)
(4.014.65)
(5.01-5.82)
(5.80-6.74)
1 (6.86-8.00)
(7.70-9.01)
(8.57-10.0) 11
(9.44-11.1)
(10.6-12.6)
(11.6-13.8)
3.79
4.57
5.68
6.57
7.78
8.75
9.74
10.8
12.2
13.3
3-day
(3.54-4.07)
(4.264.90)
(5.29-6.10)
(6.11-7.04)
(7.21-8.34)
(8.08-9.38)
1 (8.97-10.5)
(9.88-11.6)
(11.1-13.1)
(12.1-14.3)
4.01
4.82
5.97
6.88
8.14
9.13
10.2
11.2
12.7
13.8
4-day
(3.75-4.29)
(4.51-5.16)
(5.58-6.38)
(6.42-7.34)
(7.56-8.69)
(8.46-9.75)
1 (9.38-10.9)
1 (10.3-12.0)
(11.6-13.6)
(12.6-14.8)
12
4.1
7-day
3
4 33 4496
5. 85493
6. 7025
7.23 8030
8.47-9.74
9.44-10.9
10.4- 2.1
11 5-13.3
12.18-15.0
13 9516.3
5.3064
819417
10-day
5.
5.9.12
7.88209
8.11.3
9.37o1D.6
10.4-11.8
113�13.0
1213-14.1
1317415.8
1417617.0
0.
17618.8
20-day
2.3
6.7.1457
7.98 8495
9.4 D.6
10.6 ,2.9
1212.1 7
131415.0
1415-16.4
155.5
1713 19.8
18 50
30-day
8 8 9738
9.88- 1.1
115�12.9
12.18-14.3
14.4-16.2
15.17---17.6
16.19-19.1
18.11 0.5
19.7 2.5
21 0-24.0
11.2
13.2
15.1
16.6
18.5
20.0
21.4
22.8
24.6
26.0
45-day
(10.6-11.9) 11
(12.5-13.9) 11
(14.3-15.9)
(15.7-17.5)
(17.5-19.5)
(18.8-21.1)
(20.1-22.6)
1 (21.4-24.1)
(23.1-26.1)
(24.3-27.6)
13.4
15.7
17.9
19.5
21.6
23.2
24.7
26.2
28.1
29.6
60-day
(12.8-14.2)
(14.9-16.6)
(16.9-18.8)
(18.5-20.5)
(20.4-22.7)
(21.9-24.4)
(23.3-26.0)
(24.7-27.6)
(26.4-29.7)
(27.7-31.3)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are
not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
cul PN97470 - Page 48 of 64

NOAA Atlas 14, Volume 2, Version 3
'
Location name: Fort Bragg, North Carolina, USA*AMIN
Latitude: 35.1189°, Longitude:-79.3504'
Elevation: 419.14 ft**
`source: ESRI Maps_
"source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in incheslhour)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5.27
6.23
7.25
8.00
8.88
9.52
10.1
10.7
11.3
11.8
5-min
(4.79-5.82)
(5.66-6.88)
(6.59-8.00)
(7.26-8.82)
(8.03-9.78)
(8.57-10.5)
(9.06-11.1)
(9.50-11.7)
( 10.0-12.5)
10.4-13.0)
4.21
4.97
5.80
6.40
7.08
7.58
8.04
8.45
8.96
9.32
10-min
(3.83-4.65)
(4.53-5.50)
(5.27-6.41)
(5.80-7.05)
(6.40-7.79)
(6.83-8.33)
(7.20-8.83)
(7.54-9.29)
( 7.91-9.85)
(8.17-10.3)
3.50
4.17
4.89
5.39
5.98
6.40
6.78
7.11
7.52
7.80
15-min
(3.19-3.87)
(3.80-4.61)
(4.44-5.40)
(4.89-5.94)
(5.40-6.58)
(5.76-7.04)
(6.07-7.44)
(6.34-7.81)
(6.64-8.26)
(6.84-8.58)
2.40
2.88
3.47
3.91
4.43
4.82
5.19
5.53
5.98
6.32
30-min
(2.19-2.65)
(2.62-3.18)
(3.16-3.84)
(3.55-4.31)
(4.00-4.88)
(4.34-5.30)
(4.65-5.70)
(4.93-6.08)
(5.28-6.57)
(5.54-6.95)
1.50
1.81
2.23
2.54
2.95
3.27
3.57
3.88
4.29
4.61
60-min
(1 .36-1.66)
(1.65-2.00)
(2.02-2.46)
(2.31-2.80)
(2.66-3.25)
(2.94-3.59)
(3.20-3.93)
(3.46-4.26)
(3.79-4.72)
4.04-5.07)
0.878
1.06
1.33
1.53
1.81
2.02
2.23
2.44
2.73
2.96
2-hr
(0.794-0.980)
(0.962-1.19)
1 (1.20-1.48)
1 (1.38-1.71) 11
(1.62-2.01)
1 (1.80-2.24)
(1.98-2.48)
(2.15-2.72)
(2.39-3.04)
(2.56-3.29)
1.09
1.8
3-hr
0.560-0 691
0.6778--0 837
0.8594105
0.987---11.22
1.17-31.45
1.31-41764
1.45-61482
1.60--2?02
1. 00.30
1.95 2853
1g3953
6-hr
0.336-04 11
0.407---0 496
0.511-0 623
0.592--0..725
0.703-0 864
0.790-0 977
0.879--11.09
0.970-1.22
1.10-21.39
1
67
0.532
12-hr
0.197-0.241
0.238-0.292
0.300--0 368
0.350-0430
0.4D18-0516
0.4772-0586
0.5228-0 661
0.586-0. 40
0.666-0 854
.863
0.728-0 946
0.128
0.155
0.195
0.227
0.271
0.306
0.342
0.379
0.430
0.471
24-hr
(0.119-0.139)
(0.143-0.168)
(0.181-0.212)
(0.209-0.246)
(0.249-0.293)
(0.281-0.331)
(0.313-0.370)
(0.346-0.410)
(0.391-0.465)
(0.426-0.509)
0.074
0.090
0.112
0.130
0.155
0.174
0.194
0.215
0.243
0.266
2-day
(0.069-0.080)
(0.084-0.097)
(0.104-0.121)
(0.121-0.140)
(0.143-0.167)
(0.160-0.188)
(0.178-0.209)
(0.197-0.232)
(0.222-0.263)
(0.241-0.287)
0.053
0.063
0.079
0.091
0.108
D.122
0.135
D.150
0.169
0.184
3-day
(0.049-0.057)
(0.059-0.068)
(0.074-0.085)
(0.085-0.098)
(0.100-0.116)
(0.112-0.130)
(0.125-0.145)
(0.137-0.161)
(0.154-0.182)
(0.168-0.199)
0.042
0.050
0.062
0.072
0.085
1.095
0.106
0.117
0.132
0.144
4-day
(0.039-0.045)
(0.047-0.054)
(0.058-0.066)
(0.067-0.076)
(0.079-0.090)
(0.088-0.102)
(0.098-0.113)
(0.108-0.125)
(0.121-0.141)
(0.131-0.154)
0.021
7-day
0.026-0 030
0.031 0 035
0.038-0043
0. 4 -0 049
0.050-0 058
0.056-0065
006 -0 072
D. 68-D 079
0.076-0 089
0. 8 -0 097
10-day
.142
0.021--0 024
0.02 -0 028
0.030-0034
0.03 -0 038
0.039-0 044
0.043-D 049
0047--0 054
0.051 D 059
0.057--0 066
0. 61--0 071
021
123
1.127
1.14
20-115
day
0.014-0 016
0.017--0 019
0.020-0022
0.02 -0 025
0. 0028
0.028-0031
0.03 0-0 034
0.033-D 037
0.036-0 041
0.039-0 044
0.112
30-day
.121
0.01 -0 013
0.014-0 015
0.016-0018
0.018-002D
0.020-0 022
0.02 -0 024
0.023--0 026
0.025-D 028
0.027--0 031
0.029-0 033
0.01D
0.012
0.014
0.015
0.017
1.018
0.020
1.021
0.023
0.024
45-day
(0.010-0.011)
(0.012-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018)
(0.017-0.020)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
0.009
O.D11
0.012
0.014
0.015
0.016
0.017
D.018
0.020
0.021
60-day
(0.009-0.010)
(0.010-D.D11)
(0.012-0.013)
(O.D13-D.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-D.D19)
(0.018-0.021)
(0.019-0.022)
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
rs inparenthesis are PF estimates at lower and upper hounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
EP,.�afn,121,on
uration 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
d against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
rfer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
cul PN97470 - Page 49 of 64

CUI
Bioretention SCM
Underdrain Calculations
CUI PN97470 - Page 50 of 64

cul
NCDEQ Stormwater Design Manual
0 Environmental
Quality
When an impoundment is located in karst topography, gravelly sands, or
fractured bedrock, a liner may be needed to sustain a permanent pool of water. If
geotechnical tests confirm the need for a liner, acceptable options can include: 6
to 12 inches of clay soil (minimum 15 percent passing the #200 sieve and a
maximum permeability of 1 x 10-5 cm/sec), a 30 mil poly -liner, or a bentonite
liner.
Underdrain Systems
Underdrain systems are utilized in several SCM designs, and can have many different
configurations. The underdrain system will either daylight, connect to another SCM, or connect
to the conveyance system. All piping within the underdrain system should have a minimum
slope of 0.5 percent and should be constructed of Schedule 40 or SDR 35 smooth wall PVC
pipe. The underdrain pipes should be designed to carry 2-10 times the maximum flow exfiltrating
from the SCM medium. Choose a value within this range to reflect the expected stability of the
drainage area. This maximum flow is computed from Darcy's law and assuming maximum
ponding and complete saturation along the depth of the medium. Manning's formula is then used
to size the pipe. Due to the risk of underdrain clogging, designers are encouraged to install more
than one underdrain of smaller diameter in order to facilitate drainage. The minimum size of pipe
should be 4-inch diameter. The spacing of collection laterals should be no greater than 10 feet
center to center, and a minimum of two pipes should be installed to allow for redundancy (Hunt
and White, 2001). A minimum of 4 rows of perforations should be provided around the diameter
of the pipe (more for pipes 10 inches in diameter and larger), and the perforations should be
placed 6 inches on center within each row for the entire length of the drainage lateral.
Perforations should be 3/8-inch in diameter.
The underdrain pipes should have a minimum of 3 inches of washed #57 stone above and on
each side of the pipe (stone is not required below the pipe). Above the stone, either filter fabric or
two inches of choking stone is recommended to protect the underdrain from blockage. Avoid filter
fabric if there is any question about the future stability of the drainage area. Above the filtering
device, a minimum of 2 inches of washed sand should be installed. Choking stone (#8 or #89) in
lieu of filter fabric is recommended if there is potential for higher sediment loads that would lead
to clogging. Pipe socks are also not recommended.
Typically, bioretention SCMs in the Piedmont region of North Carolina will require underdrains
with an up -turned elbow.
The number of pipes needed for the underdrain system can be determined using the following 3-
step process:
1. Determine flow rate through the soil media and apply a safety factor of 10 (this is now
the underdrain design flow, Q).
2. Use Equation 1 below
FILTER MEDIA SURFACE AREA —1260 SF
6 i n/h r = 0.5 ft/h r ... 0.5* 1260 / 3600 = 0.175 cfs x 10 = 1.75 cfs
2 i n/h r = 0.16 ft/h r ... 0.16* 1260 / 3600 = 0.056 cfs x 10 = 0.56 cfs
A-5. Common SCM Structures & Materials 12 Revised: 2-11-2018
cui PN97470 - Page 51 of 64

NCDEQ Stormwater Design Manual
cul
En vironmental
Quality
Equation 1: Underdrain Pipe Size
(3) for 6 in/hr (MAX): Q = 1.75 cfs --> D = 9.82 inches
Q n 8 for 4 in/hr: Q = 1.16 cfs --> D = 8.41 inches
D = 16 So.s for 3 in/hr: Q = 0.88 cfs --> D = 7.57 inches
for 2 in/hr (MIN): Q = 0.56 cfs --> D = 6.41 inches
where: D = Diameter of single pipe (inches)
n = Roughness factor (recommended to be 0.011)
S = Internal slope (recommended to be 0.5%)
Q = Underdrain design flow (cfs)
3. The only unknown is D. This is the diameter of a single pipe that could carry all the water
were it to be the only underdrain. Underdrain pipe diameters are typically either 4 inches
or 6 inches. Table 1 and 2 below convert D (in inches) to an equal number of 4 or 6 inch
underdrains at 0.5% slope.
Table 1: Number of 4" Pipes Required in the Underdrain
5.13 2
5.95 3
4 - 4" underdrains to
6.66 4 handle a media infiltration
rate of u p to 2 in/hr.
7.22 5
7.75 6
8.20 7
Table 2: Number of 6" Pipes Required in the Underdrain
ff ' is Less Than No. of 6" Pipes 2 - 6" underdrains to
7.84 2 handle a media infiltration
rate up to 3 in/hr.
9.11 3
4 - 6" underdrains to
10.13 4 handle a media infiltration
rate of up to 6 in/hr.
A-5. Common SCM Structures & Materials 13
Revised: 2-11-2018
SUMMARY: Selecting underdrains for 3 in/hr (nominal) target.
USE two 6-inch underdrains connected to one 8-inch underdrain manifold. Turn up manifold with
90d elbows to set the internal water storage (IWS) depth as shown on drawing, 7A�O - Paae 52 of 6,

cul
NCDEQ Stormwater Design Manual
Environmental
Quality
R
i ill
4
C
P_ I
Outlets of SCMs are the devices that control the flow of stormwater out of the SCM to the
conveyance system (stormwater pipe, natural drainageway, etc.). While most of the water
quality treatment takes place within the SCM, the outlet design is often integral to treatment
efficiency, as well as being a critical factor in stormwater volume control.
Water quality is affected by how quickly the water is removed from the treatment unit, thereby
affecting sedimentation time and possibly causing resuspension of particles.
The depth from which the water is drawn also affects water quality, since the water is typically
cleaner the higher it is in the water column. Finally, the design of the outlet is also the main
means of controlling peak flow volumes and rates. Outlet designs are specific for each SCM
depending on the goals to be achieved. The following sections will discuss many of the most
common outlet designs. Hydraulic calculations for outlets types as well as storage and
drawdowns are provided in Part B, Calculation Guidance. It should be noted that floatation
issues should be considered with any structure (outlet box, riser, etc.) placed within a SCM.
Designers should consider including provisions such as adjustable weirs to regulate and
optimize water surface elevations and bottom drains and valves to allow the SCM to be drained
for repairs and maintenance
A drawdown orifice should have a turned -down elbow or other safeguard in order to prevent
trash or other material floating on the surface from clogging the pipe. An example is shown in
Figure 5.
A-5. Common SCM Structures & Materials 14 Revised: 2-11-2018
cui PN97470 - Page 53 of 64

CUI
Bioretention SCM
Outlet Control Structure
Weir and Orifice Flow Data
CUI PN97470 - Page 54 of 64

cul
2.00
1.90
1.80
1.70
1.60
1.50
1.40
1.30
1.20
z 1.10
1.00
CL
W
0 0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.00
2.00 4.00 6.00 8.00
trolling Flow
(Weir Equations)
CLOGGING
266.60
266.20
Q (Orifice)
cfs
266.00
""" Q (Weir)
cfs
Total Q (Controlling)
265.80
cfs
Elevation (ft)
265.60
265.40
041.1.1Ki7
265.00
10.00 12.00 14.00 16.00 18.00 20.00
Flow (cfs)
cui PN97470 - Page 55 of 64

CUI
Total Q
Depth
Q (Orifice)
Q (Weir)
(Controlling)
Elevation
ft
cfs
cfs
cfs
265.00
0.00
265.01
0.01
0.88
0.01
0.01
265.03
0.025
1.40
0.05
0.05
265.05
0.05
1.97
0.15
0.15
265.10
0.10
2.79
0.43
0.43
265.15
0.15
3.42
0.78
0.78
265.20
0.20
3.95
1.21
1.21
265.25
0.25
4.41
1.68
1.68
265.30
0.30
4.83
2.21
2.21
265.35
0.35
5.22
2.79
2.79
265.40
0.40
5.58
3.41
3.41
265.45
0.45
5.92
4.07
4.07
265.50
0.50
6.24
4.76
4.76
265.55
0.55
6.55
5.50
5.50
265.60
0.60
6.84
6.26
6.26
265.65
0.65
7.12
7.06
7.06
265.70
0.70
7.39
7.89
7.39
265.75
0.75
7.64
8.75
7.64
265.80
0.80
7.90
9.64
7.90
265.85
0.85
8.14
10.56
8.14
265.90
0.90
8.37
11.51
8.37
265.95
0.95
8.60
12.48
8.60
266.00
1.00
8.83
13.48
8.83
266.05
1.05
9.05
14.50
9.05
266.10
1.10
9.26
15.55
9.26
266.15
1.15
9.47
16.62
9.47
266.20
1.20
9.67
17.71
9.67
267.20
2.20
13.09
43.97
13.09
268.20
3.20
15.79
77.14
15.79
269.20
4.20
18.09
115.99
18.09
270.20
5.20
20.13
159.78
20.13
271.20
6.20
21.98
208.03
21.98
272.20
7.20
23.69
260.33
23.69
273.20
8.20
25.28
316.41
25.28
274.20
9.20
26.78
376.02
26.78
Weir Flow Calculations
Weir Equation: Q = 3.3Nh)'.s
• Q = Gapaeity in CFS
• P = Feet perimeler
• h = Head in Feet
• 'Neir Information
Total perimeter of grate, PGRATE •••
OrMice Flow Calculations
Orifice Row Equation: Q = GAA
• Q = Capacity in CFS
• A = Free open area of grate in sq. IL
• 9 = a2.2 {fee# per serfsecy
• h = Head in feel
• Orifte Information
Weff =
Leff =
P =
of Lweir =
Clogging =
Peff =
Peff =
16.00
inches
inches
inches
(50% = flow from one direction)
(used for weir & orifice)
feet
feet (with clogging)
33.00
98.00
100%
50%
8.17
4.08
y r:
+ - H
�o-K rr r V 4 u
f
try n V-7 Ir
Unit open area for orifice equation
(from Neenah) = 0.4 ftz per LF
Aunit = 1.3333 ftz per LF
Atota, = 3.6667 ft z
Atota1,eff = 1.8333 ft
z
j N
N
2
Z
O
U
w
CO
CUI
PN97470 - Page 56 of 64

cul
2.00
1.90
1.80
1.70
1.60
1.50
1.40
1.30
1.20
$ 1.10
sz
1.00
a�
0 0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0.00
2.00 4.00 6.00 8.00
trolling Flow
(Weir Equations)
CLOGGING
266.60
41-1. Us]
266.20 _ Q (Orifice)
cfs
266.00 """ Q (Weir)
cfs
Total Q (Controlling)
265.80 cfs
Elevation (ft)
265.60
265.40
265.20
265.00
10.00 12.00 14.00 16.00 18.00 20.00
Flow (cfs)
cui PN97470 - Page 57 of 64

CUI
Total Q
Depth
Q (Orifice)
Q (Weir)
(Controlling)
Elevation
ft
cfs
cfs
cfs
265.00
0.00
265.01
0.01
1.77
0.03
0.03
265.03
0.025
2.79
0.11
0.11
265.05
0.05
3.95
0.30
0.30
265.10
0.10
5.58
0.85
0.85
265.15
0.15
6.84
1.57
1.57
265.20
0.20
7.90
2.41
2.41
265.25
0.25
8.83
3.37
3.37
265.30
0.30
9.67
4.43
4.43
265.35
0.35
10.44
5.58
5.58
265.40
0.40
11.17
6.82
6.82
265.45
0.45
11.84
8.14
8.14
265.50
0.50
12.48
9.53
9.53
265.55
0.55
13.09
10.99
10.99
265.60
0.60
13.68
12.53
12.53
265.65
0.65
14.23
14.12
14.12
265.70
0.70
14.77
15.78
14.77
265.75
0.75
15.29
17.50
15.29
265.80
0.80
15.79
19.28
15.79
265.85
0.85
16.28
21.12
16.28
265.90
0.90
16.75
23.01
16.75
265.95
0.95
17.21
24.95
17.21
266.00
1.00
17.65
26.95
17.65
266.05
1.05
18.09
29.00
18.09
266.10
1.10
18.52
31.09
18.52
266.15
1.15
18.93
33.24
18.93
266.20
1.20
19.34
35.43
19.34
267.20
2.20
26.19
87.94
26.19
268.20
3.20
31.58
154.27
31.58
269.20
4.20
36.18
231.97
36.18
270.20
5.20
40.26
319.57
40.26
271.20
6.20
43.96
416.05
43.96
272.20
7.20
47.37
520.66
47.37
273.20
8.20
50.56
632.82
50.56
274.20
9.20
53.55
752.04
53.55
Weir Flow Calculations
Weer "uatian: Q = MP(h)'-',
0 =Capacity in CFS
• P = Feet parimeler
h = Read in Feet
` Weir Information
Total perimeter of grate, PGRATE •••
Orifice Flow Calculations
Orf ise Row Equation_ Q = O,6,4 2gh
Q = Capacity in CFS
A = Free open area of grate in aq_ R
` g = 32.2 (feet per 3erfsec)
h = Head in feet
` Ori8ee Information
Weff =
16.00
inches
Leff =
33.00
inches
P =
98.00
inches
of Lweir =
100%
(50% = flow from one direction)
Clogging =
0%
(used for weir & orifice)
Peff =
8.17
feet
P'eff =
feet (with clogging)
ir
T-i 0
0
o
H
r
17 n t�• �r
Unit open area for orifice equation
(from Neenah) = 0.4 ftz per LF
Aunit = 1.3333 ftz per LF
AA,,,,,,, = 3.6667 ft z
Atota1,eff = 3.6667 ft
z
: _
N
Z
O
N W
(n
9
CUI
PN97470 - Page 58 of 64

cul
1 " DEPREssm
1 _7 . ,'
�v
SECTION G-
rr�
SECTION H-H
z lit "
01� vrj� I N
H
im.--
mrm7
i
-#
i�H
�w
IF .
PLAN OF GRATING
CAST IRON
it"
i$ " it
16
aj.OW cv cv
ar_6u
SECTION E-E
3'-B"
F --j
I
FI
PLAN OF FRAME
CAST IRON
y ,c,,r n
1 ra T- 1/b 1 ,.
, -.. ,, —Ti
,? I
:fit i� R■ r� � -
a
2: 1 cu EN
2--6-
SECTION F-F
z
LL J L
OnOm
w
a �C�
V) Li C> J
CC
CC
7 � a
Ln
CD
Lu m
d
W
a
to LU
H
� J
U3
__j 1--L
H
W � W
i� cn
O ZD
Q
0
U-
840.16
cul PN97470 - Page 59 of 64

CUI
Erosion & Sediment Control
Outlet Protection
CUI PN97470 - Page 60 of 64

cul
Channel Report
Hydraflow Express Extension for AUtodeskS Civil 3DO by Autodesk, Inc. Tuesday, Sep 6 2022
OVERFLOW FROM CONTAINMENT TO BIORETENTION (OP-1)
Circular
Highlighted
Diameter (ft)
= 1.00
Depth (ft)
= 0.58
Q (cfs)
= 1.600
Area (sqft)
= 0.47
Invert Elev (ft)
= 264.00
Velocity (ft/s)
= 3.38
Slope (%)
= 0.50
Wetted Perim (ft)
= 1.73
N-Value
= 0.013
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 0.99
Calculations
EGL (ft)
= 0.76
Compute by:
Known Q
Known Q (cfs)
= 1.60
Elev (ft) Section Depth (ft)
266.00 2.00
265.50 1.50
265.00 1.00
gyp
264.50 — 0.50
264.00 0.00
263.50 -0.50
0 1 2 3
cul Reach (ft) PN97470 - Page 61 of 64

cul
Depth
Q
Area
Veloc
wp
(ft)
(cfs)
(sgft)
(ft/s)
(ft)
0.10
0.053
0.041
1.29
0.64
0.20
0.223
0.113
1.98
0.93
0.30
0.494
0.198
2.49
1.16
0.40
0.850
0.294
2.89
1.37
0.50
1.268
0.395
3.21
1.57
0.60
1.698
0.493
3.44
1.77
0.70
2.113
0.588
3.59
1.98
0.80
2.462
0.674
3.65
2.22
0.90
2.685
0.745
3.60
2.50
1.00
2.518
0.785
3.21
3.14
Hydraflow Express - OVERFLOW FROM CONTAINMENT TO BIORETENTION (OP-1) - 09/6/22 1
cul PN97470 - Page 62 of 64

cul
Yc
TopWidth
Energy
(ft)
(ft)
(ft)
0.10
0.60
0.13
0.20
0.80
0.26
0.30
0.92
0.40
0.39
0.98
0.53
0.48
1.00
0.66
0.56
0.98
0.78
0.63
0.92
0.90
0.68
0.80
1.01
0.71
0.60
1.10
0.68
0.00
1.16
Hydraflow Express - OVERFLOW FROM CONTAINMENT TO BIORETENTION (OP-1) - 09/6/22 2
cui PN97470 - Page 63 of 64

Channel Report
cul
Hydraflow Express Extension for AUtodeskS Civil 31DO by Autodesk, Inc.
BIORETENTION
OUTFALL (OP-2)
Circular
Diameter (ft)
= 1.00
Invert Elev (ft)
= 262.40
Slope (%)
= 0.50
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.90
Elev (ft)
264.00
263.50
263.00
262.50
262.00
261.50
Tuesday, Sep 6 2022
Highlighted
Depth (ft)
= 0.65
Q (cfs)
= 1.900
Area (sqft)
= 0.54
Velocity (ft/s)
= 3.50
Wetted Perim (ft)
= 1.88
Crit Depth, Yc (ft)
= 0.59
Top Width (ft)
= 0.95
EGL (ft)
= 0.84
Section
Depth (ft)
.60
1.10
0.10
-0.40
1 1 -0.90
0 1 2 3
cul Reach (ft) PN97470 - Page 64 of 64