SW3191204_SW Report_20200515

B011LER
E N G I NJ L E R i N (Y
STORMWATER MANAGEMENT REPORT
PREPARED FOR:
ARKA HEIGHTS, LLC
1151 COASTAL LANE
UNITIll
MYRTLE BEACH, SC 29577
BEPC #NCC 182110
December 12, 2019
I" Revision: March 2, 2020
2°d Revision: April 23, 2020
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
[phone]
'ttt�"a177 A+7A •
�a
047366
o
►�IIFI,�ilsii 'Are ��15 e 0
NORTH CAROLINA LICENSE #047366
STEVE FARMARTINO, P.E.
PROFESSIONAL CERTIFICATION: I HEREBY CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME, AND
THAT I AM A DULY LICENSED REGISTERED ENGINEER UNDER THE LAWS OF THE STATE OF NORTH CAROLINA
CIVIL & CONSULTING ENG1Nr.ERS•SURVCYORS•TRAFFIC CONSULTANTS
www.bolilereng.com

Table of Contents
GeneralProject Description................................................................................................................. 3
Stormwater Management Analysis and BMP Calculations.................................................................. 4
Appendix............................................................................................................................................... 5
HydroCADOutput..........................................................................................................................
StormsewerOutput.......................................................................................................................
2

General Project Description/Stormwater Management
GENERAL PROJECT OVERVIEW AND EXISTING CONDITIONS
The subject site is situated at the north-western corner of Old Statesville Highway and Brick
Yard Road, in Union County. The project site currently contains an abandoned farmstead and
consists of approximately 10.40 acres. The proposed project will include approximately 210
multifamily residential units spread throughout 6 buildings, as well as a clubhouse, community
pool, and all associated infrastructure.
The Site drains to four Point of Interests (POIs), the first two (POI-1 and POI-2) drain to the
north and into the heart of the Yadkin Pee Dee watershed, and the second two (POI-3 and POI-
4) are the sum of waters being conveyed across Old Charlotte Highway via two existing
culverts.
The site is majority pasture with woods along the northern and south-eastern property line,
with Type B and Type D soils across the site with average existing slopes of 1% to 3%. There is
currently no stormwater measure provided on the site. There is no off -site area examined in
this analysis.
STORMWATER REQUIREMENTS AND DESIGN OVERVIEW
This project is located in the Yadkin Pee Dee watershed per the NCDENR Watershed Interactive
Mapper and is upstream of Stewart Creek. This project is classified as a high -density project
because the largest drainage area has greater than 12% built upon area.
Stormwater quality treatment systems shall treat the runoff generated from the first inch of
rainfall.
All structural stormwater treatment systems used to meet these requirements shall be designed
to have a minimum of 85% average annual removal for total suspended solids and 70%
average annual removal for total phosphorus.
General engineering design criteria shall be accordance with 15 A NCAC 2H. 1008(c) in the
design manual.
The peak discharge is attenuated for both the 2-year, 24-hr storm and the 25-year, 24-hr storm
events. The 100-year, 24-hr storm event has been analyzed to provide 1' of freeboard to the
top of berm.
To meet the above requirements, two wet ponds located at the Northwest and Northeast
corners of the subject property will be used. These ponds are linked hydraulically through an
equilibrium pipe. The pipe has 0% slope, has an invert equal to the permanent pool elevation,
and will be water tight.

STORMSEWER DESIGN
Stormwater run-off from the site will be directed to the existing outfall locations via a system of
storm sewer pipes. The storm sewer was modeled in Hydraflow Storm Sewers Extension for
Autodesk AutoCAD Civil 3D. The storm sewer pipes were modeled to ensure their adequate
capacity with a minimum slope of 0.5% to promote flushing of the pipes.
Stormwater Management and BMP Calculations
PRE VS. POST ANALYSIS PEAK ATTENUATION
See table below for final flow calculations for the pre and post conditions. It should be noted
that time of concentration is accounted for in the summation of the combined peak discharge
values.
Four POI's we're analyzed as part of the Stormwater Design for this project. POI-1 and POI-2
discharge to the north of the site through the wet pond system, and POI-3 discharge across Old
Charlotte Highway via the two existing culverts. See below for a summary of both POI's pre -
versus post- drainage values.
DRAINAGE AREA
2-YR 24
HR(cfs)
25-YR 24
HR(cfs)
POI-1
Existing Conditions
10.50
25.30
Developed Conditions
6.90
23.09
POI-2
Existing Conditions
2.79
6.66
Developed Conditions
0.00
0.00
POI-3
Existing Conditions
3.38
6.92
Developed Conditions
2.41
4.79
POI-4
Existing Conditions
5.70
12.03
Developed Conditions
3.78
7.08
All associated calculations have been provided within the Appendix section of this report.
WATER QUALITY
Water quality treatment of the 1" water quality volume, is also provided within the proposed
above -ground wet detention pond and is to be detained between 2-5 days (See appendix for
calculations).

Appendix

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Hydrologic Soil Group —Union County, North Carolina
Arca Heights - USDA Soil Survey
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CmB
Cid channery silt loam, 1
to 5 percent slopes
D
2.3
21.9%
GsB
Goldston-Badin
complex, 2 to 8
percent slopes
D
7.4
69.4%
TaB
Tarrus gravelly silt loam,
2 to 8 percent slopes
B
0.9
8.6%
Totals for Area of Interest
10.6
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey 11/13/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Arca Heights - USDA Soil Survey
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 11/13/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

11GYN IX1111
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Monroe, North Carolina, USA* ""�'°
Latitude: 35.039*, Longitude:-80.6299*
Elevation: 664.54 ft**
*source: ESRI Maps 'w,�w, �d
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/hourp
Duration
Average recurrence interval (years)
1
2
5
10
25
50
1 100
100
200
500
1000
5-min
5.03
(4.63-5.46)
5.94
(5.46-6.47) 11
6.90
(6.34-7.50) 11
7.60
(6.96-8.24) 11
8.39
(7.66-9.10)
8.94
1 (8.11-9.68)
9.43
1 (8.53-10.2)
9.88
1 (8.88-10.7)
10.4
1 (9.25-11.3)
10.7
1 (9.50-11.7)
4.01
4.75
5.52
6.07
6.68
7.12
7.49
7.83
8.21
8.46
10-min
(3.70-4.36)
1 (5.56-6.59) 11
(6.10-7.24)
1 (6.46-7.71)
1 (6.77-8.12)
1 (7.04-8.49)
1 (7.32-8.92)
1 (7.48-9.21)
3.35
3.98
4.66
5.12
5.64
6.00
6.32
6.59
6.89
7.08
15-min
(3.08-3.64) 11
(3.66-4.34) 11
(4.28-5.07)
1 (5.15-6.12)
1 (5.46-6.51)
1 (5.71-6.84)
1 (5.92-7.14)
1 (6.14-7.49)
1 (6.26-7.70)
2.29
2.75
3.31
3.71
4.18
4.52
4.84
5.13
5.48
5.73
30-min
(2.11-2.49)
(2.53-2.99)
(3.04-3.60)
1 (3.82-4.53)
1 (4.11-4.90)
1 (4.37-5.24)
1 (4.61-5.56)
1 (4.89-5.96)
1 (5.07-6.24)
1.43
1.73
2.12
2.42
2.78
3.06
3.33
3.60
3.93
4.18
60-min
(1.32-1.55)
(1.59-1.88)
(1.95-2.31)
(2.21-2.62)
(2.54-3.02)
1 (2.78-3.32)
1 (3.01-3.61)
1 (3.23-3.90)
1 (3.51-4.27)
1 (3.70-4.55)
0.826
1.00
1.24
1.42
1.66
1.84
2.02
2.19
2.42
2.60
2-hr
(0.758-0.904)
(0.916-1.10)1
1 (1.51-1.81)
(1.66-2.00)
1 (1.81-2.19)
1 (1.96-2.39)
1 (2.14-2.64)
1 (2.28-2.84)
0.585
0.706
0.881
1.02
1.20
1.34
1.49
1.64
1.84
2.00
3-hr
(0.535-0.643)
(0.646-0.777)
(0.805-0.968)
(0.926-1.11) 11
(1.09-1.31)
1 (1.21-1.47)
1 (1.33-1.62)
1 (1.45-1.79)
1 (1.61-2.01)
1 (1.74-2.19)
0.353
0.425
0.531
0.614
0.727
0.817
F 0.909
1.00
1.14
1.24
6-hr
(0.323-0.387)
(0.390-0.467)
(0.486-0.582)
(0.560-0.672)
(0.659-0.792)
(0.736-0.889)
(0.813-0.989)
(0.889-1.09)
(0.991-1.23)
(1.07-1.35)
0.207
0.250
0.314
0.365
0.435
0.492
0.551
0.613
0.701
0.771
12-hr
(0.190-0.227)
(0.230-0.275)
(0.288-0.345)
(0.333-0.400)
(0.394-0.475)
(0.442-0.537)
(0.491-0.600)
(0.540-0.667)
(0.607-0.761)
(0.659-0.838)
0.123
0.149
0.187
0.217
0.259
0.293
0.328
0.365
0.416
0.457
24-hr
(0.114-0.134)
(0.138-0.161)
(0.173-0.203)
(0.200-0.236)
(0.238-0.281)
(0.268-0.318)
(0.299-0.356)
(0.331-0.396)
(0.375-0.452)
(0.410-0.498)
0.073
0.087
0.109
0.126
0.150
0.169
0.189
0.210
0.238
0.261
2-day
(0.067-0.079)
(0.081-0.095)
(0.101-0.118)
(0.116-0.137)
(0.138-0.163)
(0.155-0.183)
(0.172-0.205)
(0.190-0.228)
(0.215-0.260)
(0.234-0.286)
0.051
0.062
0.076
0.088
0.105
0.118
0.131
0.146
0.165
0.181
3-day
(0.048-0.055)
(0.057-0.067)
(0.071-0.083)
(0.082-0.095)
(0.096-0.113)
(0.108-0.127)
(0.120-0.142)
(0.133-0.158)
(0.150-0.180)
(0.163-0.198)
0.041
0.049
0.060
0.069
0.082
0.092
0.103
0.114
0.129
0.141
4-day
(0.038-0.044)
(0.045-0.053)
(0.056-0.065)
(0.064-0.075)
(0.076-0.088)
(0.085-0.100)
(0.094-0.111)
(0.104-0.123)
(0.117-0.140)
(0.128-0.154)
0.027
0.032
0.039
0.045
0.052
0.059
0.065
0.072
0.081
0.089
7-day
(0.025-0.029)
(0.030-0.034)
(0.036-0.042)
(0.042-0.048)
(0.049-0.056)
(0.054-0.063)
(0.060-0.070)
(0.066-0.077)
(0.074-0.087)
(0.081-0.096)
0.022
0.026
0.031
0.035
0.041
0.045
0.049
0.054
0.060
0.065
10-day
(0.020-0.023)
(0.024-0.027)
(0.029-0.033)
(0.033-0.037)
(0.038-0.043)
(0.042-0.048)
(0.046-0.053)
(0.050-0.058)
(0.056-0.065)
(0.060-0.070)
0.014
0.017
0.020
0.023
0.026
0.029
0.031
0.034
0.037
0.040
20-day
(0.014-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.028)
(0.027-0.030)
(0.029-0.033)
(0.031-0.036)
(0.035-0.040)
(0.037-0.043)
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.026
0.028
0.030
30-day
(0.011-0.012)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030)
(0.028-0.032)
0.010
0.012
0.013
0.015
0.016
0.018
0.019
0.020
0.022
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.017-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
60-day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
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/hdsc/pfds/pfds_printpage.html?Iat=35.0390&Ion=-80.6299&data=intensity&units=english&series=pds 1 /4

3/2/2020 Precipitation Frequency Data Server
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.0390', Longitude:-80.6299'
I161616I6161
10.000
C
41
1.000
C
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C
� 0.100
L
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a 0.010
0.001
t t
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rq
N rq
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N Alb
A q
r, O
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Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 i 1 1 1 1 1 1 1 1 1
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Mar 2 19:D5:34 2020
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
{years}
— 1
2
— 5
— 14
— 25
54
100
200
500
1000
Duration
— 6-min —
2-day
— 14-min —
3-day
15-min —
4-dmy
— 3"in —
7-day
— 6D-min —
10-day
— 2fir —
20-day
— 3-hr —
30-day
— Sfir —
45-day
— 12-hr —
60-day
24-Mr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.0390&Ion=-80.6299&data=intensity&units=english&series=pds 2/4

Precipitation Frequency Data Server
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WET POND #1 WEST ARKA HEIGHTS (MONROE, NC)
DESIGN: WATER QUALITY
GIVEN:
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Apartments
PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH = -FEET
PERCENT IMPERVIOUS = 60%
SA/DA = - % = 0.0149 (60% SA/DA)
SA REQUIRED = 5.11 Ac. X 0.0149
= 0.08 Ac.
= 3,317 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
FUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = -Inch
Drainage Area = 5.11 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 60%
Rv = 0.59 in./in.
V,= 0.252 acre-feet = 10,994 ft'
Note: Oriface set at 660.00 due to total volume required of 19,253 ft3
being met at this elevation between both ponds
3) Pond Drawdown Time
Pond Height above Orifice =W60.OAfeet
Orifice Invert Elevation = 59.0 feet
Orifice Diameter (D) _-
inches = 0.17 feet
Orifice Area (a) =
0.0218
square feet
Gravitational Constant (g) =
32.2
ft/seC2
Head (H) =
0.92
feet
Driving Head (Ho) =
0.306
feet
Discharge Coefficient (Co) =
0.6
Drawdown rate (Q) =
0.058
cfs
Drawdown volume (ft3) (total both ponds)
19,971
Time (t) =
343,933
seconds = 3.98 days
Note:
The above calculation is based on the orifice equation where:
Q = Gn 2gHo
3/2/2020 1:33 PM Page 1 of 1

WET POND #1 EAST ARKA HEIGHTS (MONROE, NC)
DESIGN: WA IMSS REMOVA
GIVEN:
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Apartments
PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH = -FEET
PERCENT IMPERVIOUS = 66%
SA/DA = - % = 0.0209 (70% SA/DA)
SA REQUIRED = 3.84 Ac. X 0.0209
= 0.08 Ac.
= 3,496 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THEJWUME FOR THE 1" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rai nfall)(Rv)(Drainage Area)
Design Rainfall = -Inch
Drainage Area = 3.84 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 66%
Rv = 0.64 in./in.
V, = 0.206 acre-feet = 8,977 ft3
Note: Oriface set at 660.00 due to total volume required of 19,253 ft3
being met at this elevation between both ponds
3) Pond Drawdown Time -
Pond Height above Orifice = 660.00 1qfeet
Orifice Invert Elevation = IL 659.00 feet
Orifice Diameter (D) _ jjjk�
inches = 0.17 feet
Orifice Area (a) = 0.0218
square feet
Gravitational Constant (g) = 32.2
ft/seC2
Head (H) = 0.92
feet
Driving Head (Ho) = 0.306
feet
Discharge Coefficient (Co) = 0.6
Drawdown rate (Q) = 0.058
cfs
Drawdown volume (ft3) (total both ponds) 19,971
Time (t) = 343,933
seconds = 3.98 days
Note:
The above calculation is based on the orifice equation where:
Q = Cn 2gHo
3/2/2020 1:33 PM Page 1 of 1

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Arka Heights Wet Pond MDC Criteria (Entire Pond)
MDC Criteria
Requirement
Provided
Meets Criteria (Y/N)
MDC 1 : Main Pool Surface Area and Volume
SA=6,813SF
V = 19,971 CCICIFV
SA=15,412SF
= 52,118 CIF
y
MDC 2 : Main Pool Depth
3-8'
4.5'
Y
MDC 3 : Sediment Storage
6"
6"
Y
MDC 4 : Location of Inlet(s) and Outlet
No Short Circuiting
No Short Circuiting
Y
MDC 5 : Forebay
15-20% Main Pool Volume
16.30%
Y
MDC 6 : Vegetated Shelf
6' at 6:1
6' at 6:1
Y
MDC 7 : Drawdown Time
2-5 days
3.98 days
Y
MDC 8 : Protection of Receiving Stream
Minimize Hydraulic Impacts
Detain peak flows
Y
MDC 9 : Fountains
N/A
N/A
N/A
MDC 10 : Trash Rack
Provide trash rack
Provided
Y
MDC 11 : Vegetation
Three Species
Three Species
Y
* Values provided are summation or weighted average of both portions of the pond

1S 2S 11S 3S 5S 7S 9S 12S
Pre DA 1 Pre DA 2 Pre DA-3 Pre DA-4 Post DA-1 PosTA-2 Post DA-3 Post DA-4
15P 8P
Wet Pond 1 East Wet or�'d 1 East
Permanent Pool
I
I
I
I
I
I
16P 6P
I
Wet Pond 1 West Wet Pon 1 West
Permanent Pool
I
I
15L 16L
Post DA-1 Post DA-2
Subcat Reach on Link Routing Diagram for NCC182110 -Acra Heights-200421
Prepared by Bohler Engineering, Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC

NCC182110 - Acra Heights - 200421
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
1.620
61
>75% Grass cover, Good, HSG B (5S, 7S)
2.369
80
>75% Grass cover, Good, HSG D (5S, 7S, 9S, 11 S, 12S)
1.877
69
Pasture/grassland/range, Fair, HSG B (1S, 2S)
5.791
84
Pasture/grassland/range, Fair, HSG D (1S, 2S, 3S)
0.230
98
Paved parking, HSG A (5S)
0.250
98
Paved parking, HSG B (9S)
6.624
98
Paved parking, HSG D (3S, 5S, 7S, 11 S, 12S)
0.720
98
Water Surface, HSG A (5S, 7S)
0.182
60
Woods, Fair, HSG B (1 S)
1.137
79
Woods, Fair, HSG D (1 S, 2S, 3S)
20.800
85
TOTAL AREA

NCC182110 - Acra Heights - 200421
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.950
HSG A
5S, 7S
3.929
HSG B
1 S, 2S, 5S, 7S, 9S
0.000
HSG C
15.921
HSG D
1 S, 2S, 3S, 5S, 7S, 9S, 11 S, 12S
0.000
Other
20.800
TOTAL AREA

NCC182110 - Acra Heights - 200421
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
1.620
0.000
2.369
0.000
3.989
>75% Grass cover, Good
5S,
7S,
9S,
Ills,
12S
0.000
1.877
0.000
5.791
0.000
7.668
Pasture/grassland/range, Fair
1S,
2S,
3S
0.230
0.250
0.000
6.624
0.000
7.104
Paved parking
3S,
5S,
7S,
9S,
Ills,
12S
0.720
0.000
0.000
0.000
0.000
0.720
Water Surface
5S,
7S
0.000
0.182
0.000
1.137
0.000
1.319
Woods, Fair
is,
2S,
3S
0.950 3.929 0.000 15.921 0.000 20.800 TOTAL AREA

NCC182110 - Acra Heights - 200421
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 6P 659.00 658.90 20.0 0.0050 0.011 24.0 0.0 0.0
2 8P 659.00 659.00 700.0 0.0000 0.013 18.0 0.0 0.0

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment1S: Pre DA 1 Runoff Area=5.910 ac 0.00% Impervious Runoff Depth=1.62"
Flow Length=605' Tc=20.0 min CN=79 Runoff=10.50 cfs 0.798 of
Subcatchment2S: Pre DA 2 Runoff Area=1.340 ac 0.00% Impervious Runoff Depth=1.62"
Flow Length=312' Tc=14.9 min CN=79 Runoff=2.79 cfs 0.181 of
Subcatchment3S: Pre DA-4 Runoff Area=1.930 ac 10.00% Impervious Runoff Depth=2.08"
Flow Length=303' Tc=11.8 min CN=85 Runoff=5.70 cfs 0.334 of
Subcatchment5S: Post DA-1 Runoff Area=5.110 ac 66.54% Impervious Runoff Depth=2.33"
Tc=5.0 min CN=88 Runoff=20.88 cfs 0.993 of
Subcatchment7S: Post DA-2 Runoff Area=3.840 ac 76.04% Impervious Runoff Depth=2.61"
Tc=5.0 min CN=91 Runoff=17.13 cfs 0.834 of
Subcatchment9S: Post DA-3 Runoff Area=0.590 ac 42.37% Impervious Runoff Depth=2.33"
Tc=5.0 min CN=88 Runoff=2.41 cfs 0.115 of
Subcatchment11S: Pre DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth=2.25"
Flow Length=375' Tc=16.1 min CN=87 Runoff=3.38 cfs 0.228 of
Subcatchment12S: Post DA-4 Runoff Area=0.860 ac 65.12% Impervious Runoff Depth=2.70"
Tc=6.0 min CN=92 Runoff=3.78 cfs 0.194 of
Pond 6P: Wet Pond 1 West Peak EIev=661.02' Storage=19,447 cf Inflow=20.88 cfs 1.792 of
Primary=6.90 cfs 1.775 of Secondary=0.00 cfs 0.000 of Outflow=6.90 cfs 1.775 of
Pond 8P: Wet Pond 1 East Peak EIev=660.84' Storage=23,159 cf Inflow=17.13 cfs 0.834 of
Primary=1.62 cfs 0.799 of Secondary=0.00 cfs 0.000 of Outflow=1.62 cfs 0.799 of
Pond 15P: Wet Pond 1 East Permanent Pool
Link 15L: Post DA-1
Link 16L: Post DA-2
Peak EIev=0.00' Storage=0 cf
Peak EIev=0.00' Storage=0 cf
Inflow=6.90 cfs 1.775 of
Primary=6.90 cfs 1.775 of
Inflow=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of
Total Runoff Area = 20.800 ac Runoff Volume = 3.678 of Average Runoff Depth = 2.12"
62.38% Pervious = 12.976 ac 37.62% Impervious = 7.824 ac

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre DA 1
Runoff = 10.50 cfs @ 12.13 hrs, Volume= 0.798 af, Depth= 1.62"
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 2-Year Rainfall=3.57"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
69
Pasture/grassland/range, Fair, HSG B
3.571
84
Pasture/grassland/range, Fair, HSG D
5.910
79
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4i1i=:ii1r0iMM
Subcatchment 1S: Pre DA 1
Hydrograph
--1---1---1--J--1--�--L--'---'---'--J--�--�--L--L--L--'---'---'--�--1--L--�-- ■Runoff
11 10.50cfs
----
,,-,---,-- --; --; --;--,---,---,-- -- --; --; --; --; --,Type-tlT, Z =��-
10
-- -----T--T--T-----1 --- ----T--T--t2-Y-earRairfaff--;3-.a7-,--
-- -- ----'---'-----�--�--�--�RUnbi f-A'reA=5.210 at -
8 'I
7
-- -�-- -- � - - -- -- -- �R-pnpff�� V¢1pm�e='O. f 9$-pf-
w --I---1--T--7--T--T--------I-- T--;--T -- Rune -.; 14-
# DepthT1:i62
3 --- -- --+------------ -- ----+---1=fbwtenOth--605' -
a 5
4 --I - ------ --T--I --I ---------- -- -- --T--I --I --'T0� .0 mill -
1--7--T--r--��--�i - -1 -1 -1 T--T- -+--�i ---- ---I�N=79--
2
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 2S: Pre DA 2
Runoff = 2.79 cfs @ 12.07 hrs, Volume= 0.181 af, Depth= 1.62"
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 2-Year Rainfall=3.57"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.285
69
Pasture/grassland/range, Fair, HSG B
0.690
84
Pasture/grassland/range, Fair, HSG D
1.340
79
Weighted Average
1.340
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
5.2
237
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
14.9 312 Total
Subcatchment 2S: Pre DA 2
Hydrograph
3 2.7
lTYpe II24-l'r
2-Year Rainfall:;3.a7
e Runoff
11
--I--
Runbff A're&1.340 ad
---- -- ------------ -- -- -- ------ - ----- ------ -
-----
2 P�npffVQIum'le='10.181 elf
N I I I I I I I I I I I I I I I
Runoff DepthT1.621'
3
0 Flow Lencgth=312'
1 I I I I I I I I I I I I I I I I I I I I I
dN=79
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 3S: Pre DA-4
Runoff = 5.70 cfs @ 12.04 hrs, Volume= 0.334 af, Depth= 2.08"
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 2-Year Rainfall=3.57"
Area (ac) CN Description
1.530
84
Pasture/grassland/range, Fair, HSG D
0.207
79
Woods, Fair, HSG D
0.193
98
Paved parking, HSG D
1.930
85
Weighted Average
1.737
90.00% Pervious Area
0.193
10.00% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
3.1
228
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
11.8 303 Total
Subcatchment 3S: Pre DA-4
Hydrograph
---------- --+------------ -- --+-- ---
---------+--L--
---------- ■Runoff
6 5.70 cfs
�TYpe l( 24-h'r
5 2-Year Rainfall=3.57"
Rwnbff A'reitIi=1.930 ad
4 PL;npff'IVQIL;m'le='10.$34 clf
N I I I I I I I I I I I I I I I I
-k6no_ff_ 1DepthT2.081' _ 3-Flow Length=303'
LL I I I I I I I I I I I I I I I I i i
- -- -- - - -- I'ITc=11,8-
2 4N=85
1 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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 5S: Post DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 20.88 cfs @ 11.95 hrs, Volume= 0.993 af, Depth= 2.33"
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 2-Year Rainfall=3.57"
Area (ac) CN Description
2.850
98
Paved parking, HSG D
1.070
61
>75% Grass cover, Good, HSG B
0.640
80
>75% Grass cover, Good, HSG D
0.320
98
Water Surface, HSG A
0.230
98
Paved parking, HSG A
5.110
88
Weighted Average
1.710
33.46% Pervious Area
3.400
66.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Post DA-1
Hydrograph
23
--+----+--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+--+--+--+--+--+--
■Runoff
22
21
�
20.88 cfs—i--r--r--r--r--r--i---i--r--r--r--+--r--r--i
__i`_;i _n_p�__+--r--r--
19
18
i
- - -- --- --
--'---'---'---'
--T--T----------T
--'---'---'---'---'---'-------'
71--T-
T T p -'-- k+--
- �/ - ©©,,�� FFFF
-- + 2z i eali-RAlinfa11_-r3 L--
i
�i
}ice _
15
- - -- - - - ---
--
--
---
---- - - - ---
--
f�-nf-1- m'e='0- -
Q-
14
w 13
V 12
- -l---l--+--+--+--+--l-
-- - ------T--T--r--
---- ------
--
--
-------------
I ---I--+--+--+--
--------
---
--
--�- + --+--+-' -- -`"R--
- - - -T -- - - fiF-
I -- +--Ru-no�f D"th:;Z.3 --
a 10
i
r--
r--
r --r
--i
--r i- r--r--r
/► ++ice/� ��it,,� i
--+-- r- -r- CiT�.�V lill�F--
-i --i- i- r--+- -r- -r
9
--'---1--J---1
L--L--'---'-----J--L--L--+--L--L--------'--
7
r--
r-
-r-
-r--r--i---i--r-
-r-
-r--+--r--r--i --i---i--r--+--r--r--
6
,i
--'---'---'--!--!--L--'---'---'---'---'-----+--L-------------!--+--L--!
--
4
3
--,------,--
--'---'---'--!--!--L--'---'---'---'---'-----+--L-------------!--+--L--!
-----------------,--
--
--,--------------,-- --,-----,---
--
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 7S: Post DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 17.13 cfs @ 11.95 hrs, Volume= 0.834 af, Depth= 2.61"
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 2-Year Rainfall=3.57"
Area (ac) CN Description
2.520
98
Paved parking, HSG D
0.370
80
>75% Grass cover, Good, HSG D
0.550
61
>75% Grass cover, Good, HSG B
0.400
98
Water Surface, HSG A
3.840
91
Weighted Average
0.920
23.96% Pervious Area
2.920
76.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 7S: Post DA-2
Hydrograph
19-------------------------------+---------------+----�-- ■Runoff
18--17.13cfs —__ __ __L--L-- __L--____L--L-- L—— I- — — I — — -I — — +--i__L--
--1�y1pe-N1 2-4-fir -
17 1_ 1_ �_ L_ L_ L_ 1_ 1_ 1_ �_ �_ �_ L_ L_ �_ 1_ 1 _
16 -----1--J--1--L--L----------J--L--1--1--L- ---- - ----+--L-- --
15 2zYea-r Ralirtfa►1L�3 57C'_-
I I I I I I I I I I I
14 --'---1--J--1--i--L--1I---1---1--L1--1--1--1Rdnb#f-A'rett=3.-84-0 at -
13 --'---'---'---'--'---'---'---------------'p-------`-,---- ------------L---
12 --'-----J--1--i--L--'---'-----J--1--1R-qnq fiL -p1p 'ie=A-$ I4-cl -
,1 I I I I I I I I I I I I
61 'U 10 --'-- -----------------------'-- --- --- 1-__1 ------ �Dwp►-----------
i
--I --—_______I__I__I___I___I___I__I__I__I__I
7-
- - --- -- - - - - - - - - - ------I -_-
6
---------------------------------------------------
5
------- - - - --T
4 -- -1 J--1--I 1 1111 1 1111 1
------
-----
3 ---- ------ -- --------------- -- -- --------------- -- -- -- --
2
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 9S: Post DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.41 cfs @ 11.95 hrs, Volume= 0.115 af, Depth= 2.33"
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 2-Year Rainfall=3.57"
Area (ac) CN
Description
0.250 98
Paved parking, HSG B
0.340 80
>75% Grass cover, Good, HSG D
0.590 88
Weighted Average
0.340
57.63% Pervious Area
0.250
42.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 9S: Post DA-3
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.41 cfs
Ty; pQ 1( 24-hl r
- -- -- ;--7--! -- ;--I--! --!---ZrYear-R'ainfala=�3. T'-
2
�Runbff Area=0.590 ad
R�nOff'1VQ1L;me='110.11$ Of
u R��noff DepthT2.331,
1�cT5.'0 tnih
1--, 1 7--1 -— —1— — —1 — —
1 PN=8$
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 11S: Pre DA-3
Runoff = 3.38 cfs @ 12.08 hrs, Volume= 0.228 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 24-hr 2-Year Rainfall=3.57"
Area (ac)
CN
Description
0.501
98
Paved parking, HSG D
0.719
80
>75% Grass cover, Good, HSG D
1.220
87
Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
16.1 375 Total
Subcatchment 11S: Pre DA-3
Hyd rog raph
I I II II II II II II II II II II II II II II II II II II II II II ❑Runoff
3.38 cfs 1
Type II'12 -hr
--1-- --1--r--Y--r-----I-----r--r--r--r--r----------Y--r--1---I---1--
3 2-Year Rainfai11:;3.571'
�Runbff Are&1.220 ad
Pt;npff'1VQ1t;m'1e='10.�2$ clf
2 R6noff e' pthT2.251'
3 FIo,w Length=375'
0
LL I I I I I I I I I I I I I I
Tp=16.'11 i1mip
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1r�01/
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 12S: Post DA-4
Runoff = 3.78 cfs @ 11.96 hrs, Volume= 0.194 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 24-hr 2-Year Rainfall=3.57"
Area (ac) CN
Description
0.560 98
Paved parking, HSG D
0.300 80
>75% Grass cover, Good, HSG D
0.860 92
Weighted Average
0.300
34.88% Pervious Area
0.560
65.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.0
Direct Entry,
Subcatchment 12S: Post DA-4
Hydrograph
--Ir--li---li--y--+--+--Ir--li---li--y--rt--+--r--Ir--Ir--li---li--+--r--r--Ir--li---li-- ■Runoff
4 3.78 cfs
',Type 1( 24-1l'r
2-Year Rainfall=3.57
3I Runbff Area=0.860 ac
PL;npff'VQ1L;me='0.194 elf
w I I I I I I I I I
J -1 1LLRunoff I I I I I Iepth�T2.71' '��
-- ------1--1------------------ b
o z I I I I I I I I I I I I I I I I I y l
LL TcT6.0 Mid
PN=9g
---------------------------------
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 15
Summary for Pond 6P: Wet Pond 1 West
[80] Warning: Exceeded Pond 8P by 0.44' @ 12.00 hrs (2.69 cfs 0.089 af)
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 2.40" for 2-Year event
Inflow = 20.88 cfs @ 11.95 hrs, Volume= 1.792 of
Outflow = 6.90 cfs @ 12.08 hrs, Volume= 1.775 af, Atten= 67%, Lag= 7.8 min
Primary = 6.90 cfs @ 12.08 hrs, Volume= 1.775 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 661.02' @ 12.08 hrs Surf.Area= 10,950 sf Storage= 19,447 cf
Plug -Flow detention time= 412.3 min calculated for 1.775 of (99% of inflow)
Center -of -Mass det. time= 361.6 min ( 1,610.3 - 1,248.7 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 58,288 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 8,330 413.0 0 0 8,330
660.00 9,595 431.0 8,955 8,955 9,610
661.00 10,920 450.0 10,250 19,205 11,013
662.00 12,297 469.0 11,602 30,807 12,477
663.00 13,733 488.0 13,008 43,815 14,001
664.00 15,225 507.0 14,473 58,288 15,586
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050'/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 659.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 660.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 661.00' 16.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5 Secondary 662.50' 40.0' 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=6.82 cfs @ 12.08 hrs HW=661.02' TW=0.00' (Dynamic Tailwater)
L1=RCP_Round 24" (Passes 6.82 cfs of 13.74 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.69 fps)
3=Orifice/Grate (Orifice Controls 6.57 cfs @ 3.28 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 0.11 cfs @ 0.42 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 16
Hyd rog raph
--1--L-J--L--1--1--I--1--I--1--I--�--L-�--�--'--+--'--L--'--1--'--1--
----7-7--T----T----7--II
-7--II
-7--7-7--7----T----T----7----7--
■Inflow
20.88 cfs____--L--------------—L--L----L----L----L----L--
�OuffIOW
Primary
�Se
23
--I-
------+--I--
-------I--
-�F1l�I�GAe�Is7JI�4r-
Secondary
22
---
---------------------------------------------------
�-
21
19
-
-
rrI
---IiI=--ar
---y-y-II--ro--=--=-
-
Ii--+-I
17
----IIII--
--r--rtrt-I
--Ir---yy-II----
--I--4
-T-Ir=c�----
-
16
-I- - - -
- - - -
- -I- -I
-I- -I
-I---I--I------I------I-----7-II
15
--I-
_I
-1--1--I--+--I--
J--L--1--1--1--1--1--1--I--
--
- --
- --r-
L
---
--r----+----r--I-- --I-- --
-- ----+----i----1----1--
14
w 13
--I-
-1--r----+----7--
- --
- - -r-
-- r----+----r --r-----7--
12
J--L--1--1--1--L----L----L--L-L--L----+----L----L----L--
3 11
FL 10
--I-
6.90 cfs
-I-- --I--
++----+--I--+----+----+--+—+--+----+----+----+----+--
----
I
----
----
--
-- I ------- -- I -- -- I -- -- I -- --
9-
6.90
cfs
7
-----------------------
6
--r--Ir-T----7--Ir-
--Ir-
--r-7--r----T----r--Ir-
----7--
5
-------I
-----II
--I
--II --I
--II--
--II--I -----I --II-------II-----II --
4
3
9
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

NM 82110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 17
Summary for Pond 8P: Wet Pond 1 East
Inflow Area = 3.840 ac, 76.04% Impervious, Inflow Depth = 2.61" for 2-Year event
Inflow = 17.13 cfs @ 11.95 hrs, Volume= 0.834 of
Outflow = 1.62 cfs @ 12.84 hrs, Volume= 0.799 af, Atten= 91 %, Lag= 53.5 min
Primary = 1.62 cfs @ 12.84 hrs, Volume= 0.799 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 660.84' @ 12.50 hrs Surf.Area= 13,899 sf Storage= 23,159 cf
Plug -Flow detention time= 1,026.6 min calculated for 0.799 of (96% of inflow)
Center -of -Mass det. time= 1,003.7 min ( 1,798.1 - 794.4 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 74,701 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 11,279 457.0 0 0 11,279
660.00 12,679 475.0 11,972 11,972 12,693
661.00 14,134 495.0 13,400 25,372 14,311
662.00 15,646 513.0 14,884 40,256 15,840
663.00 17,215 532.0 16,424 56,680 17,505
664.00 18,840 551.0 18,021 74,701 19,229
Device Routing Invert Outlet Devices
#1 Primary 659.00' 18.0" Round Culvert
L= 700.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Secondary 662.90' 30.0' 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=1.66 cfs @ 12.84 hrs HW=660.80' TW=660.63' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 1.66 cfs @ 0.99 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' TW=0.00' (Dynamic Tailwater)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 18
Hyd rog raph
----r-T--T--1--T--1--T--T-
--
-T--r-T--r--1--T--1--T--1----1--4--
■Inflow
— 17.13cfs
_1-- T --1--
T --1--
T --i— T --i—
I11 I11
T------------------------------
I11-�1111�1VV
Outflow
19
---
-11-- 1 --11--
1-I --11--
--1 - --1
- 11.1vV 1a
0 Primary
Secondary
18
1
--1-
-- ----+--I--
--I-- --I--
--r- P1 k 11_ -'--
e6A-
17
---
--T--1--T--1--T--T
-T- -
---r--11--T --I--T--I--T11 --1-- .- - --
16
--1-
-1-- 1---1-----1--
i
--1I - ; --1I
1�+ 21
- -- 1I--1ISto 1 a�6=231 59-1i11--
15
14
--1-
+--+--1--+--1--+--1--+--1--+--+-+--+--1--+--1--+--1--+--1--+--
13
12
--1-
7--r--1r-rt--1i--7--1r-�--1r-�--r-7--r--1i--rt--1i--r--1r-�--1--7--
V 10--
+--
3 g
�
LL
---
--1-
— —I —
--1--+--1--
y--t--1--t--1--rt--r-rt--r-y--r-y--r--1--t--1--t--1--rt--r-rt--
— — — —
— — — —
--1-- --1--
— — — — — — —
-- -+----1--+--1-- --1-- --1-- --
— — — — — — — —I — — _ _ _ _
7
T T I
T
T T
T T T T T T
6
---
J--L--1--1--1--1--1--1--1--
--L-J--L--1--1--1--L--1--1--1--1--
5
+--+--1--+--1--+--1--+--1--+--+-+--+--1--+--1--+--1--+
4
1.62 cfs--1--+--
3
1.62 cfs
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 19
Summary for Pond 15P: Wet Pond 1 East Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
654.00'
30,754 cf
Main Pool (Irregular)Listed below (Recalc)
#2
654.00'
4,912 cf
Forebay (Irregular)Listed below (Recalc)
35,666 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
4,441
296.0
0
0
4,441
655.00
5,048
309.0
4,741
4,741
5,136
656.00
5,681
323.0
5,361
10,103
5,908
657.00
6,341
336.0
6,008
16,111
6,665
658.00
7,027
349.0
6,681
22,792
7,452
659.00
8,936
385.0
7,962
30,754
9,587
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
300
86.0
0
0
300
655.00
494
108.0
393
393
653
656.00
735
133.0
611
1,004
1,148
657.00
1,028
159.0
877
1,881
1,769
658.00
1,371
183.0
1,195
3,076
2,444
659.00
2,343
233.0
1,835
4,912
4,113

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 20
Summary for Pond 16P: Wet Pond 1 West Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
653.00'
21,284 cf
Main Pool (Irregular)Listed below (Recalc)
#2
656.00'
3,198 cf
Forebay (Irregular)Listed below(Recalc)
24,482 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
653.00
1,791
244.0
0
0
1,791
654.00
2,297
261.0
2,039
2,039
2,519
655.00
2,837
278.0
2,562
4,601
3,297
656.00
3,409
293.0
3,119
7,720
4,036
657.00
4,011
308.0
3,706
11,426
4,813
658.00
4,644
324.0
4,324
15,749
5,678
659.00
6,476
298.0
5,535
21,284
7,002
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
656.00
620
112.0
0
0
620
657.00
858
126.0
736
736
911
658.00
1,125
141.0
988
1,724
1,256
659.00
1,853
114.0
1,474
3,198
1,819

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 21
Summary for Link 15L: Post DA-1
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 2.38" for 2-Year event
Inflow = 6.90 cfs @ 12.08 hrs, Volume= 1.775 of
Primary = 6.90 cfs @ 12.08 hrs, Volume= 1.775 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
wn, %i m ='�� U_Qi
Hyd rog raph
C Inflow
--
6.90
L--L-------L--L----J-- L--L-------L--L----J-- L--L-------L --
cfs I I I I I I I I I
Primary
ry
,-
6.90 cfs
1 1 1 1 1 1 1 11111 1 1 1'I01owI1, Aires=&:9a0'IIac
111111
--'I
-I
- --I--''I---'I-- -- --'I-- -- --------+-- --I-- -- -- -----I-- --
6
--I
-r--r--I---I--r--r----r--r--r-------r--r----r--r--r--r----r--
5
--
T--r-------T--r------T--T-------7--r--I----T--r-------T--
y
V
4
I
I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I
3
I
--
I--I---I---I-- I--I--I---I-- I -- I--I---I-- I--I--I---I-- I--I---I---I-- I --
o
LL
I I I I I I I I I I I I I I I I I I I I
3
2
I
--
-L--I---I--L--L--I--L--L--L--I---I--L--L--I--L--L--L--1---1--L--
�
I I I I I I I I I I I I I I I I I I
.0 65 70 75 :0 85 90 95 100

NCC182110 - Acra Heights - 200421 Type 1124-hr 2-Year Rainfall=3.57"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 22
Summary for Link 16L: Post DA-2
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 16L: Post DA-2
Hyd rog raph
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)
r, Inflow
❑ Primary

NCC182110 - Acra Heights - 200421 Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 23
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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment1S: Pre DA 1 Runoff Area=5.910 ac 0.00% Impervious Runoff Depth=3.88"
Flow Length=605' Tc=20.0 min CN=79 Runoff=25.30 cfs 1.909 of
Subcatchment2S: Pre DA 2 Runoff Area=1.340 ac 0.00% Impervious Runoff Depth=3.88"
Flow Length=312' Tc=14.9 min CN=79 Runoff=6.66 cfs 0.433 of
Subcatchment3S: Pre DA-4 Runoff Area=1.930 ac 10.00% Impervious Runoff Depth=4.51"
Flow Length=303' Tc=11.8 min CN=85 Runoff=12.03 cfs 0.725 of
Subcatchment5S: Post DA-1 Runoff Area=5.110 ac 66.54% Impervious Runoff Depth=4.84"
Tc=5.0 min CN=88 Runoff=41.51 cfs 2.060 of
Subcatchment7S: Post DA-2 Runoff Area=3.840 ac 76.04% Impervious Runoff Depth=5.17"
Tc=5.0 min CN=91 Runoff=32.51 cfs 1.655 of
Subcatchment9S: Post DA-3 Runoff Area=0.590 ac 42.37% Impervious Runoff Depth=4.84"
Tc=5.0 min CN=88 Runoff=4.79 cfs 0.238 of
Subcatchment11S: Pre DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth=4.73"
Flow Length=375' Tc=16.1 min CN=87 Runoff=6.92 cfs 0.481 of
Subcatchment12S: Post DA-4 Runoff Area=0.860 ac 65.12% Impervious Runoff Depth=5.29"
Tc=6.0 min CN=92 Runoff=7.08 cfs 0.379 of
Pond 6P: Wet Pond 1 West Peak EIev=662.06' Storage=31,506 cf Inflow=42.78 cfs 3.680 of
Primary=23.09 cfs 3.662 of Secondary=0.00 cfs 0.000 of Outflow=23.09 cfs 3.662 of
Pond 8P: Wet Pond 1 East Peak EIev=662.26' Storage=44,305 cf Inflow=32.51 cfs 1.655 of
Primary=4.01 cfs 1.619 of Secondary=0.00 cfs 0.000 of Outflow=4.01 cfs 1.619 of
Pond 15P: Wet Pond 1 East Permanent Pool
Link 15L: Post DA-1
Link 16L: Post DA-2
Peak EIev=0.00' Storage=0 cf
Peak EIev=0.00' Storage=0 cf
Inflow=23.09 cfs 3.662 of
Primary=23.09 cfs 3.662 of
Inflow=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of
Total Runoff Area = 20.800 ac Runoff Volume = 7.880 of Average Runoff Depth = 4.55"
62.38% Pervious = 12.976 ac 37.62% Impervious = 7.824 ac

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 1S: Pre DA 1
Runoff = 25.30 cfs @ 12.12 hrs, Volume= 1.909 af, Depth= 3.88"
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 25-Year Rainfall=6.22"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
69
Pasture/grassland/range, Fair, HSG B
3.571
84
Pasture/grassland/range, Fair, HSG D
5.910
79
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4i1i=:ii1r0iMM
Subcatchment 1S: Pre DA 1
Hydrograph
28 ■Runoff
--r----
25.30cfs26 rr----t---r--
-- -- - - - -- --- - --,--'T-YPe-
-[IT
t--r-J-Trr
24
- --
22
-
-- -- -- -- 25-TYear Rai--nfalf#6.22" -
20 Rwnbff Area=5.910 ad
--r- -
--t--t--r--r--r--r----t--t--t--t--r--r--r--I---
--t--t--r--r--
18
16 -- -- -- - -- -- -- ----Runo# Depth=;188 --
3 14 12
--r--i--t--t--r--r--r--r--i--t--t--t--t--r--r--r-i i-_ t r- r--
10 ��� 0.'0 'm��
4N=79
6
4
L
t--r--r--r--i--t--t--t--t--r--r--r--i--t--t--r--r--
2
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: Pre DA 2
Runoff = 6.66 cfs @ 12.07 hrs, Volume= 0.433 af, Depth= 3.88"
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 25-Year Rainfall=6.22"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.285
69
Pasture/grassland/range, Fair, HSG B
0.690
84
Pasture/grassland/range, Fair, HSG D
1.340
79
Weighted Average
1.340
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
5.2
237
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
14.9 312 Total
Subcatchment 2S: Pre DA 2
Hydrograph
--�---�---�--�--�--�--�---�---�--�--�--�--�--�--�---�---�--�--�--�--�---�---�-- ■Runoff
7 6.66 cfs
Type I I', 24-h r
6 257Year Rainfail1:;6.22
-- - -- -- -- -- -- -- -- Runbff ATeA=1.340-ac-
5 I I
PL;npff'VQIum'e='0.43$ elf
---1--T--T----------1--7--T--T--r--------I--7---r——
------I--
Runoff Depth=3.881'
LL
I�,w'Lenctk=3'�a'-
3 Tp=14.',9 min
2 U=i9-
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 3S: Pre DA-4
Runoff = 12.03 cfs @ 12.03 hrs, Volume= 0.725 af, Depth= 4.51"
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 25-Year Rainfall=6.22"
Area (ac) CN Description
1.530
84
Pasture/grassland/range, Fair, HSG D
0.207
79
Woods, Fair, HSG D
0.193
98
Paved parking, HSG D
1.930
85
Weighted Average
1.737
90.00% Pervious Area
0.193
10.00% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
3.1
228
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
11.8 303 Total
Subcatchment 3S: Pre DA-4
Hydrograph
13 ■Runoff
-- 12.03cfs---+--+--+--r----------+--+--+--+--r--+-----iT_`_,i_n_p2hr�''_
127-li--y--rt--+--r--I---I---li--y-- ----+--r--Ir--Ir--IiJ-ii�Y-1(2-4 `t' --
- -25-Year Rzflnfaill=�6-. 227- -
10
-- --- --7 +--F - -- --7 TRunbff Aratt=l.-930 ac-
g
$ 1
F�unOff Depf�T�1
iL 6-Flow '�Ldn th=303'
O
5 �T 1�8M
4 N=SS-
3
--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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 5S: Post DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 41.51 cfs @ 11.95 hrs, Volume= 2.060 af, Depth= 4.84"
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 25-Year Rainfall=6.22"
Area (ac) CN Description
2.850
98
Paved parking, HSG D
1.070
61
>75% Grass cover, Good, HSG B
0.640
80
>75% Grass cover, Good, HSG D
0.320
98
Water Surface, HSG A
0.230
98
Paved parking, HSG A
5.110
88
Weighted Average
1.710
33.46% Pervious Area
3.400
66.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Post DA-1
Hydrograph
46
i l
--r--i---1--r--4--r--r--r--r--i--r--r--r--rt--r--r--r--i---i--r--7--r--r--
I
I
■Runoff
44
42
40
--
41.51 cfs
----
--II--
------
-1--J--1--
---r--r--r--r----------r--r--r--r--r--r-----II
--r
--L--1---1---1--1--
--
__ __
--1--L--L--1---1-'-\-P-rl1s�f/y� �Lp-
Yi�6-Lr4T-44J--
38
36
--,--
--'--
------?-----------------,--
-1--J--1--
--L----------1--
--
-
--25-�ear- Rcifi �fa[C#6 221'- -
--
34
32
--r-
-
-li--r--r--r--r--r--Ir--li--r--r--
30
--'--
—'-- 1 --
1 --
1 --
L--------'--
1--
1 --
1 1 -- L L '— ' — --'— 1
28
--r-
-i--+--+--r--r--r--r--i--+--+--+��nQpp�rY_�l�'Yiii�i-+�'���-`'Y--
24
- -
-J--1--1--L--'---'---'--J--1--1--1--Rtmc_ff
DepthT4.84L
p22
--r-
---+--+--r--r--r--r----+--+--+--+--r--r--r--i--
18
,i
--'--
-1--J--1--1--L--'---'---'--J--1--1--1--L--L--------
j-
1�1
14
--,--
----,--
-----------------,--
--
--,--------------,-- --,-----,---
12
--'--
-'---'--1--1--L--'---'---'---'--1--1--1--L-------------1--1--L--!
--
�i
8
-- -
------
--r--
--
----------
--
-- --r-- --------- -- --r-- --
4
--i--
---+--+
r----------+--+--+--+--r--+----------+--+--+--+--
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 7S: Post DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 32.51 cfs @ 11.95 hrs, Volume= 1.655 af, Depth= 5.17"
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 25-Year Rainfall=6.22"
Area (ac) CN Description
2.520
98
Paved parking, HSG D
0.370
80
>75% Grass cover, Good, HSG D
0.550
61
>75% Grass cover, Good, HSG B
0.400
98
Water Surface, HSG A
3.840
91
Weighted Average
0.920
23.96% Pervious Area
2.920
76.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 7S: Post DA-2
Hydrograph
36-----------'-- -- -------------'-- -- --' ■Runoff
34 -- 32.51 cfs -------------'-- -- -- -- --
-------------------
32 ---- ------------------------- -- ------------- '�y,pe-�I'', 24-hr -
30 --- ----r--r28 --------- -- -- -- r - 1 -- 1
- - 2v�YLNar Rainfalfr-46i.22
26 --+- +--+--+--+--+--+--+-+--+--+--+---Runoff -AkreA=3.$4*-ac -
22 --I - FZOno f' V Q1�me=' 1 •Y�+ - -
20
--Runoff �Dept"ry.*71
LL 16 - -- - - - - TcT5.0 fYli
14-----rt--r--r--�r-------------t--r--�r--�r-------=�'il
12 +- ---+--+--+--r--+--+----+--+--+--+--r--+--+----+--+--+--+--r--
10 --i-- -i-- -- --+----------i-- -- -- -- --+----------i-- -- --+-- --
8 --'---1--J--1--i--L----------J-- ----L--L--L--------'----1--L-- --
6
4 --'------'------------------- --�--------'-- -- --� --
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 9S: Post DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.79 cfs @ 11.95 hrs, Volume= 0.238 af, Depth= 4.84"
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 25-Year Rainfall=6.22"
Area (ac) CN
Description
0.250 98
Paved parking, HSG B
0.340 80
>75% Grass cover, Good, HSG D
0.590 88
Weighted Average
0.340
57.63% Pervious Area
0.250
42.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 9S: Post DA-3
Hydrograph
--'---'---'-- I'-- I' --'---'---'---'---'-- I' --'---'---'---'---'---'-- I' '---'---'---'-- ■Runoff
5 4.79 cfs
,Type 1( 24-1l'r
2&Y"r-R�'ainfz la=6M-
4
�Runbff Area=0.590 ad
--7--! -- -- --!clf-
3 k6noff DepthT4.84111,
TcT5.0 tnih
2 PN=8$
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 11S: Pre DA-3
Runoff = 6.92 cfs @ 12.08 hrs, Volume= 0.481 af, Depth= 4.73"
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 25-Year Rainfall=6.22"
Area (ac)
CN
Description
0.501
98
Paved parking, HSG D
0.719
80
>75% Grass cover, Good, HSG D
1.220
87
Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
16.1 375 Total
Subcatchment 11S: Pre DA-3
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
--
16.92 cfs T TI I I I I I T I I I IT I I I
(Type l(24-hr
-I-- -- --------II____T__II.257Year_Rainfa11=�6:22''-
6 I I I I I I I I I I I I I I I I
-II-- --II-- - -- ---------II-- -- ----IIRun�ffAre-i-1,220_aiG_
5 RLjnpffIIIVQIumlle=1110.48�,1 clf
4 RunoffIDepth=*
3 I I I I I I I I I I I I I I I I
°
LL -I-- -- --------------I-- ----------I--Flow'IILdnc�th=376_
I I I I I I I I
3 III III III III III III III III III III III III III III III III III T�='� 6.1111p7 i �
-I-- -I-- --+--+
I I I I I I I I I � I-
2 I I I I I I I I I I I I I I I I I I I —
1 I I I I I I I I I I I I I I I I I I 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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 12S: Post DA-4
Runoff = 7.08 cfs @ 11.96 hrs, Volume= 0.379 af, Depth= 5.29"
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 25-Year Rainfall=6.22"
Area (ac) CN
Description
0.560 98
Paved parking, HSG D
0.300 80
>75% Grass cover, Good, HSG D
0.860 92
Weighted Average
0.300
34.88% Pervious Area
0.560
65.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.0
Direct Entry,
Subcatchment 12S: Post DA-4
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
-- 7.08 cfs —�---- -------------�-- -- -------------�-- L--------�--
7 'Type k 24-hr
1--1-- J--1--1--L-25 Year-RainfaiaH=6.22'�-
6 I I I I 1 1I 1
'Runbff Area=0.860 ac
5 PL;npff',VQ1Ljm'e='0.$7$ elf
w ---+--+-- ----+--+--'-
i noffMDepthT5.
3
4
LL TcT6.'0 rInih
3 "T N="
--r A
2-'
1 it it it it it it it it it it it it it it it it it it it it
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 32
Summary for Pond 6P: Wet Pond 1 West
[80] Warning: Exceeded Pond 8P by 0.29' @ 11.80 hrs (2.16 cfs 0.174 af)
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 4.93" for 25-Year event
Inflow = 42.78 cfs @ 11.95 hrs, Volume= 3.680 of
Outflow = 23.09 cfs @ 12.05 hrs, Volume= 3.662 af, Atten= 46%, Lag= 5.5 min
Primary = 23.09 cfs @ 12.05 hrs, Volume= 3.662 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 662.06' @ 12.05 hrs Surf.Area= 12,376 sf Storage= 31,506 cf
Plug -Flow detention time= 220.7 min calculated for 3.662 of (100% of inflow)
Center -of -Mass det. time= 194.4 min ( 1,231.3 - 1,036.9 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 58,288 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 8,330 413.0 0 0 8,330
660.00 9,595 431.0 8,955 8,955 9,610
661.00 10,920 450.0 10,250 19,205 11,013
662.00 12,297 469.0 11,602 30,807 12,477
663.00 13,733 488.0 13,008 43,815 14,001
664.00 15,225 507.0 14,473 58,288 15,586
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050'/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 659.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 660.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 661.00' 16.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5 Secondary 662.50' 40.0' 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=23.03 cfs @ 12.05 hrs HW=662.05' TW=0.00' (Dynamic Tailwater)
L1=RCP_Round 24" (Barrel Controls 23.03 cfs @ 7.33 fps)
2=Orifice/Grate (Passes < 0.18 cfs potential flow)
3=Orifice/Grate (Passes < 11.94 cfs potential flow)
4=Sharp-Crested Rectangular Weir(Passes < 55.90 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights - 200421 Type // 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 33
45
40
35
30
N L2
25
3
0
LL 20
10
Pond 6P: Wet Pond 1 West
Hyd rog raph
--�--r—L--+----+---- -- - -- - --r---r----+----+---- ---- -- MInflow
42.7a C. r Outflow
--'- ❑Primary
Secondary
23.09 cfs
9 cfs
L--r----T----4--i-4--i- --r- --r----+----+----4----4--
--L--1--1--1--1--'--L--'--L--L-L--L----1----L----L----1--
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

NM 82110 - Acra Heights - 200421 Type 1124-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 34
Summary for Pond 8P: Wet Pond 1 East
Inflow Area = 3.840 ac, 76.04% Impervious, Inflow Depth = 5.17" for 25-Year event
Inflow = 32.51 cfs @ 11.95 hrs, Volume= 1.655 of
Outflow = 4.01 cfs @ 12.55 hrs, Volume= 1.619 af, Atten= 88%, Lag= 36.2 min
Primary = 4.01 cfs @ 12.55 hrs, Volume= 1.619 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 662.26' @ 12.31 hrs Surf.Area= 16,040 sf Storage= 44,305 cf
Plug -Flow detention time= 591.9 min calculated for 1.619 of (98% of inflow)
Center -of -Mass det. time= 580.4 min ( 1,356.0 - 775.6 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 74,701 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 11,279 457.0 0 0 11,279
660.00 12,679 475.0 11,972 11,972 12,693
661.00 14,134 495.0 13,400 25,372 14,311
662.00 15,646 513.0 14,884 40,256 15,840
663.00 17,215 532.0 16,424 56,680 17,505
664.00 18,840 551.0 18,021 74,701 19,229
Device Routing Invert Outlet Devices
#1 Primary 659.00' 18.0" Round Culvert
L= 700.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Secondary 662.90' 30.0' 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=4.04 cfs @ 12.55 hrs HW=662.20' TW=661.06' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 4.04 cfs @ 2.29 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=659.00' TW=0.00' (Dynamic Tailwater)
L2= Broad -crested Rectangular Weir( Controls 0.00 cfs)

NCC182110 - Acra Heights - 200421 Type // 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 35
N
u 2
3 1
0 1
LL
1
1
1
Pond 8P: Wet Pond 1 East
Hyd rog raph
-+--+-+--+----+-+--+--+-+--+-+--+-+--+-+--+-+--+--+-+--+-+--
NInflow
_ 32.51 cfs
r--r—_,_—+—_,_—r—_,_—
—_,_—r--r—r71'_^_r__,
__+^___r�_}_,p___,__}7.__
NOutflow
❑Primary
�' Secondary
--I—
I
--I,—
r--Y----+----r--_—r--_—r--r—r--r--I--+--I--Y----r--I_—r--
T--T--I--T--I--T--I
—T--I
—T--r—T--r--I--T--I--T--I--T--I--T—-
--'-
4.01 cfs
--------+--'---'
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 105110 115 120
Time (hours)

NCC182110 - Acra Heights - 200421 Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 36
Summary for Pond 15P: Wet Pond 1 East Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
654.00'
30,754 cf
Main Pool (Irregular)Listed below (Recalc)
#2
654.00'
4,912 cf
Forebay (Irregular)Listed below (Recalc)
35,666 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
4,441
296.0
0
0
4,441
655.00
5,048
309.0
4,741
4,741
5,136
656.00
5,681
323.0
5,361
10,103
5,908
657.00
6,341
336.0
6,008
16,111
6,665
658.00
7,027
349.0
6,681
22,792
7,452
659.00
8,936
385.0
7,962
30,754
9,587
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
300
86.0
0
0
300
655.00
494
108.0
393
393
653
656.00
735
133.0
611
1,004
1,148
657.00
1,028
159.0
877
1,881
1,769
658.00
1,371
183.0
1,195
3,076
2,444
659.00
2,343
233.0
1,835
4,912
4,113

NCC182110 - Acra Heights - 200421 Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 37
Summary for Pond 16P: Wet Pond 1 West Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
653.00'
21,284 cf
Main Pool (Irregular)Listed below (Recalc)
#2
656.00'
3,198 cf
Forebay (Irregular)Listed below(Recalc)
24,482 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
653.00
1,791
244.0
0
0
1,791
654.00
2,297
261.0
2,039
2,039
2,519
655.00
2,837
278.0
2,562
4,601
3,297
656.00
3,409
293.0
3,119
7,720
4,036
657.00
4,011
308.0
3,706
11,426
4,813
658.00
4,644
324.0
4,324
15,749
5,678
659.00
6,476
298.0
5,535
21,284
7,002
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
656.00
620
112.0
0
0
620
657.00
858
126.0
736
736
911
658.00
1,125
141.0
988
1,724
1,256
659.00
1,853
114.0
1,474
3,198
1,819

NCC182110 - Acra Heights - 200421 Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 38
Summary for Link 15L: Post DA-1
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 4.91" for 25-Year event
Inflow = 23.09 cfs @ 12.05 hrs, Volume= 3.662 of
Primary = 23.09 cfs @ 12.05 hrs, Volume= 3.662 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
wn, %i m ='�� U_Qi
Hyd rog raph
EInflow
23.09 cfs
I1 II IIII
❑Primary
9 cfs
II
I
II
I„#lOYrQIx.A��C
22
---L--L-------L--L--1---1--J--1--L--1--J--1--L--1-----L--L--
--I--
20
_— _+--+-------__+__-----__+____--+__+--+-------+__I--+--I--
18
-- -+--+--+-+--+--+--+-+--+--+--+--+-+--+--+--I--+--+--+--+--I--
16
---�--r--li---li--�--r--Ir--li--�--r--Ir--li--7--7--r--Ir--li--7--r--Ir--li--
N
u 14
r-r
rr+-rr-r --I--
0 12
LL
,I
-- I r--r--i --I-
- r--r--i
-
--I- r--r--r--i
-r--r--r--I---I- r-- r-- r --I--
-
i I
i
I I I I
I I
I
I I I I
I I I I I I I I I I I
8
-- _ -----I--
6--
-- L——I---I--L--L--I---I--
L—— L
—— L—---L--+-- L—------L-- L —— L —
—I --
4
I
I I
-- —L--I---I--L--L--I---I--L--L--L
I I
I I
I
I
I I I I
I I I I
I I I I I I I I I I I
--I--L--+--L--I---I--L--L--L --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)

NCC182110 - Acra Heights - 200421 Type 11 24-hr 25-Year Rainfall=6.22"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 39
Summary for Link 16L: Post DA-2
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 16L: Post DA-2
Hyd rog raph
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)
r, Inflow
❑ Primary

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 40
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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment1S: Pre DA 1 Runoff Area=5.910 ac 0.00% Impervious Runoff Depth=5.39"
Flow Length=605' Tc=20.0 min CN=79 Runoff=34.88 cfs 2.653 of
Subcatchment2S: Pre DA 2 Runoff Area=1.340 ac 0.00% Impervious Runoff Depth=5.39"
Flow Length=312' Tc=14.9 min CN=79 Runoff=9.16 cfs 0.602 of
Subcatchment3S: Pre DA-4 Runoff Area=1.930 ac 10.00% Impervious Runoff Depth=6.09"
Flow Length=303' Tc=11.8 min CN=85 Runoff=15.98 cfs 0.979 of
Subcatchment5S: Post DA-1 Runoff Area=5.110 ac 66.54% Impervious Runoff Depth=6.44"
Tc=5.0 min CN=88 Runoff=54.24 cfs 2.743 of
Subcatchment7S: Post DA-2 Runoff Area=3.840 ac 76.04% Impervious Runoff Depth=6.80"
Tc=5.0 min CN=91 Runoff=41.96 cfs 2.175 of
Subcatchment9S: Post DA-3 Runoff Area=0.590 ac 42.37% Impervious Runoff Depth=6.44"
Tc=5.0 min CN=88 Runoff=6.26 cfs 0.317 of
Subcatchment11S: Pre DA-3 Runoff Area=1.220 ac 41.07% Impervious Runoff Depth=6.32"
Flow Length=375' Tc=16.1 min CN=87 Runoff=9.11 cfs 0.643 of
Subcatchment12S: Post DA-4 Runoff Area=0.860 ac 65.12% Impervious Runoff Depth=6.91"
Tc=6.0 min CN=92 Runoff=9.11 cfs 0.496 of
Pond 6P: Wet Pond 1 West Peak Elev=662.64' Storage=38,969 cf Inflow=56.53 cfs 4.839 of
Primary=28.33 cfs 4.794 of Secondary=5.14 cfs 0.027 of Outflow=33.46 cfs 4.821 of
Pond 8P: Wet Pond 1 East Peak Elev=662.99' Storage=56,497 cf Inflow=41.96 cfs 2.175 of
Primary=4.96 cfs 2.096 of Secondary=2.00 cfs 0.043 of Outflow=5.51 cfs 2.139 of
Pond 15P: Wet Pond 1 East Permanent Pool
Link 15L: Post DA-1
Link 16L: Post DA-2
Peak EIev=0.00' Storage=0 cf
Peak EIev=0.00' Storage=0 cf
Inflow=33.46 cfs 4.821 of
Primary=33.46 cfs 4.821 of
Inflow=2.00 cfs 0.043 of
Primary=2.00 cfs 0.043 of
Total Runoff Area = 20.800 ac Runoff Volume = 10.606 of Average Runoff Depth = 6.12"
62.38% Pervious = 12.976 ac 37.62% Impervious = 7.824 ac

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 1S: Pre DA 1
Runoff = 34.88 cfs @ 12.12 hrs, Volume= 2.653 af, Depth= 5.39"
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 100-Year Rainfall=7.87"
Area (ac)
CN
Description
0.182
60
Woods, Fair, HSG B
0.565
79
Woods, Fair, HSG D
1.592
69
Pasture/grassland/range, Fair, HSG B
3.571
84
Pasture/grassland/range, Fair, HSG D
5.910
79
Weighted Average
5.910
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
10.3
530
0.0150
0.86
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
4i1i=:ii1r0iMM
Subcatchment 1S: Pre DA 1
Hydrograph
r — — r — — r — — — — I— — r — — T — — r — — T — — T — — T — — T — — — r — — r — — T — — T — — r-
38 ■Runoff
r--r--r--r--r--r--i--r--r--r--r--r--r--r--i---i--r--T--r--r--
36 j 34.88 cfs Pi
- r--r--r--r--r--�,--r--r--r--r--r----- TYPO-uT_4-I r--
34 T � �/ # r F �p �
32 -- - --- ---- T - -r -
-I--I-----�--�- 400T I erar RainfallT7 p/ 1F-
30
-i--r--r--r--r--r--r--i--r--r--r--r--r--r--i---i---i--r--T--r--r--
28 - - 'Rat�bf# Arett={.M at -
26 I I I I I I I I
r--r--r--r-rr -r_
24 1- RO Qle=,2,$_5$--w�-
w 22 - - --T-----li----iT--T--T--------li------il - -F-
RunoffDepth= 5.391
20 �--
1--7--r--7--I-------T-- T-- T-- T--r --rrr—fir`--,r--wry --1 r r r
0 18�
LL 16
--I — r—
—T--T--T— —T--II---------T——T——T——T——Ir--II --II— —II— To — r ——r
--
14 --,---,---,--;--,---,------------,--;--i-------------T-I-
12 Tj1�'wi
T----r--r- T -i ----- T----T--T--r--T--i -- -i--T- ON=79--
10 ---- ------ -- --------- - - - - -- -- -- -- -------------I— --- ---
-- - -
T — — 7 — — r — — r — —I — _�_ T — — T — — T — — T — — T_— — r — —I — _�_ T — — T — — r — — r — —
6 ---- ----li------T-------------------T--T-----------
-----T-
-
4
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 2S: Pre DA 2
Runoff = 9.16 cfs @ 12.07 hrs, Volume= 0.602 af, Depth= 5.39"
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 100-Year Rainfall=7.87"
Area (ac) CN Description
0.365
79
Woods, Fair, HSG D
0.285
69
Pasture/grassland/range, Fair, HSG B
0.690
84
Pasture/grassland/range, Fair, HSG D
1.340
79
Weighted Average
1.340
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
5.2
237
0.0116
0.75
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
14.9 312 Total
Subcatchment 2S: Pre DA 2
Hydrograph
--I---I---I--�--�--r--r--I---I---I--,--,--,--T--r--�--I---I---I--,--7--r--�--
10 ■Runoff
9.16 cfs
9 ITy; pP k 24-h'r
8
-- - - -- - -- 1o0 Y ar R1-nfaillT7.87''
-- - -- -- -- -- -- ----'R0n6ff-A'reA-1.340 ac -
7
--------- -------Rrr�#fl��fplrtme=;e:�- -
_ 6
0 5
-Rono#��IDepth�5,39�1'--
LL -flow �Lenoth=312
I I I I I I I I I I I I I I I I
4 Tp=j4.'�9 mid--
3 N 79
z I
--r ---r--r--r--r----------r--r--r--t--r--r--r-------r--r--r--r--
1 II � II II II II II II II II II II II II II II II II II II II
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 3S: Pre DA-4
Runoff = 15.98 cfs @ 12.03 hrs, Volume= 0.979 af, Depth= 6.09"
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 100-Year Rainfall=7.87"
Area (ac) CN Description
1.530
84
Pasture/grassland/range, Fair, HSG D
0.207
79
Woods, Fair, HSG D
0.193
98
Paved parking, HSG D
1.930
85
Weighted Average
1.737
90.00% Pervious Area
0.193
10.00% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
75
0.0133
0.14
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
3.1
228
0.0305
1.22
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
11.8 303 Total
Subcatchment 3S: Pre DA-4
Hydrograph
�--�---�---�---�,-- �,-- �+ --�,--�---�---�---�-- �,-- �,-- �, --�+ --�,--�---�---�-- �,-- �, -- �+ --�, -- ■Runoff
17
_-15.98 cfs _--r--r--r--r__r-------r--r--r--+--r--r--I--------r--r--r--r--
16---+--+--+--+----+-+--+--+--+--+--+--+-----�TY N+
14- 100-Year Rai-nfall=�7.871'--
I I I I I I I I I
13 I — -- _I- - -- --------------- i-- i-- �Runbff AreA=1.-930a
12
I I I I I I
---------------------------------------------------
11 _ IIRunpffllrvplLjme= O.$70-� -
--r--I--r--r--+--r--r--r--I--r--r- r
RunofIDepth=T6.p91
3 9 ---J--1--1--L--1--------J--1--1--1--L----------'----1--L-- --
0
f ldw_'I 6noth=3O3'- -
s - -- -------+----- -- ------ --+--------ICY ��1.�
--I-----7--7--T--7----------7--7--7--T--T--Ir----------r-- r--r--
5 w'rQ
'I
,I
3 --I---1--J--1--i--L----------J--1--1--1--L----------I----1--L-- --
2
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 5S: Post DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 54.24 cfs @ 11.95 hrs, Volume= 2.743 af, Depth= 6.44"
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 100-Year Rainfall=7.87"
Area (ac) CN Description
2.850
98
Paved parking, HSG D
1.070
61
>75% Grass cover, Good, HSG B
0.640
80
>75% Grass cover, Good, HSG D
0.320
98
Water Surface, HSG A
0.230
98
Paved parking, HSG A
5.110
88
Weighted Average
1.710
33.46% Pervious Area
3.400
66.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 5S: Post DA-1
Hydrograph
60 ■Runoff
54.24 cfs
55 --,---li---li-- li--li---li---li---li---li---li-- li-- li--li--li---li---li---,Ty;p�-[1 2.4- "-
50 400Y a I - ai i`tf�ill 7.I,
45
40 I I I I
-- --- -- -- - -- -- F�-gngff'-V-pILfm'e='�: 4$- #-
w 35
`—°° 30 --li -----i-- li--li --li --il--------i-- li-- li--li--i --i --i----T�TJ.i-iffl--
25
--Ir- -li----rt--r--r--Ir--Ir--li-- -- ----t--r--Ir--Ir--li---i--�- =8$ -
20-
15
10
5
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 7S: Post DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 41.96 cfs @ 11.95 hrs, Volume= 2.175 af, Depth= 6.80"
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 100-Year Rainfall=7.87"
Area (ac) CN Description
2.520
98
Paved parking, HSG D
0.370
80
>75% Grass cover, Good, HSG D
0.550
61
>75% Grass cover, Good, HSG B
0.400
98
Water Surface, HSG A
3.840
91
Weighted Average
0.920
23.96% Pervious Area
2.920
76.04% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct Entry
Subcatchment 7S: Post DA-2
Hydrograph
46
i l
--1---1---1--J--1--
--L----------J--
--
--+--L--L--------'----+--L--r--
I
■Runoff
44
42
-- atsscfs -I--r--r--r
--I-- -I--
--r
--r
--r--I--r-
L
-r-
1
-r--+--r--r--r--I---I--rrj--r--r--r--
l , I-kT
I
--
I I I
--
I
--
I
--'---'---'--
I I
I I I
- --
I
--'---'T-t' ■ - f -�I+ -
I
I I Imo/ I I��.yI
38
--I-----r--r--r--r--r--I---I--r--r--r4®0T
iIr ©I �I qI
I Ball RIa1111 all:;T.8 "
36
--' -------------'---'
--'---'---'---'---'-------------------------------
34
32
--I-- -I-- --
--r--r-----r--I--
--
--
R(jnbff A're&3.840 al.
--+--r--r-------------+--r--r--
30
---- ------
-
-------
-
------ - -�I --
II--
I—gnOff'YO1tIY e=2-.�7�= =
28
--''-- -''--+--+--+--+--'---+-+--+--+--+-
w 26
V
j----
--- T-
- T-
- T-
- T----------
--T--T--T-
..
1-I epthT6.801
24
0 22
--'---'---'---'--'---'---'---'---'---'---'--------Runa
--'-- -'-- --
--
--r--------'--
--
--
--+--r-------'- /c1{ � �� y�
a 20
--� - -�- r--r--r--r--i
--I-- I--r-
- r-
- r-- +--r--r--i --I-- I- r--+--r--r-
18
--------'---'--'---'---'---'---'--------------------------'---'
N..,�
,I
14
-r-
- r-
- r -
-r - -i
--r I- r-
- r-
- r-- +--r--r--i --I- I- r--+--r--r--
12
,I
--'------'--!
I I I
--!
I
--!
I
-----------'--!
I I
I I I
--!
I
-- + --!-------------!-- + --! --! --
I I I I I I I I I I I
10
--+- +--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+--+--+--+--+--+--
,
6
--'------'--!
!-------------!--!--+--!
--------'- !--+--! --! --
4
--r----r--r
r--r--r----r--r--r--+--r--r--r--I
--+--r--r--
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 9S: Post DA-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.26 cfs @ 11.95 hrs, Volume= 0.317 af, Depth= 6.44"
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 100-Year Rainfall=7.87"
Area (ac) CN
Description
0.250 98
Paved parking, HSG B
0.340 80
>75% Grass cover, Good, HSG D
0.590 88
Weighted Average
0.340
57.63% Pervious Area
0.250
42.37% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,
Subcatchment 9S: Post DA-3
Hydrograph
--r-------7--7--t--r------- --rt--t--r--r--r-----i--7--r--r--r-----i--
7 ■Runoff
6.26 cfs
-- --�-- -- ---------------------------------- —�
6 Type,
1-2 r
1007Year RainfaillT7.871'
5 �Runbff Areia=0.590 ad
----P,4n-pffp1ume=O.$1�,jf-
w 4
Runoff DepthT6.44;1
LL 3 1�cT5,tY i11il1
PN=8$
--
2
1 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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 11S: Pre DA-3
Runoff = 9.11 cfs @ 12.08 hrs, Volume= 0.643 af, Depth= 6.32"
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 100-Year Rainfall=7.87"
Area (ac)
CN
Description
0.501
98
Paved parking, HSG D
0.719
80
>75% Grass cover, Good, HSG D
1.220
87
Weighted Average
0.719
58.93% Pervious Area
0.501
41.07% Impervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
75
0.0100
0.13
Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.57"
6.4
300
0.0125
0.78
Shallow Concentrated Flow, Shallow Concentrated Flow
Short Grass Pasture Kv= 7.0 fps
16.1 375 Total
Subcatchment 11S: Pre DA-3
Hydrograph
10 ■Runoff
9.11 cfs
9 ITy; pe 1( 24-hlI r
--I---1--J--1--�--L--I---I---I--J--1--1--1--L--L--I---I---I--�--1--L--�--
8 100-Year RlainfaillT7.871'
-I-- -I-- ----r--r--------I-- --------RdnWAIreA-1.220 at -
7
-- I- - -II-- -- T-- T--T--T-----II----T--TRpl noff-Vol lLf1 me=;10.$4$- fi-
_ 6-
w----II-- -- ---------II-- -- ----Runa#IIIDeptlk6,�2�1'--
--� - I I I I I I I I I I I I
3 I-- --I
5
°- I- -- --- I --- I ---I -- -- - -flown Lenooffi=375'--
LL I I I I I I I I I I I I I I I I C
4-J--1--1--L----------J-- ----L--L--IL-----II�T=�6- ip--
3 dN=817
2
--r- -I--r--r--r--r--r--r--I--r--r--r--t--r--r--r--I---I--r--r--r--r--
1 II I II II II II II II II II II II II II II II II II II II II
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment 12S: Post DA-4
Runoff = 9.11 cfs @ 11.96 hrs, Volume= 0.496 af, Depth= 6.91"
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 100-Year Rainfall=7.87"
Area (ac) CN
Description
0.560 98
Paved parking, HSG D
0.300 80
>75% Grass cover, Good, HSG D
0.860 92
Weighted Average
0.300
34.88% Pervious Area
0.560
65.12% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
6.0
Direct Entry,
Subcatchment 12S: Post DA-4
Hydrograph
-----------I --------------------- -- ------------------ ----------
10 ■Runoff
--19.11 cfs---J---- --�----------J------ --�----------J---- --� --� --
9 ITy; pp I I III 24-hI r
--I---1--J--1--�--L--I---I---I--J--1--1--1--L--L--I---I---I--�--+--�--�--
8 100-Year Rlainfall=7.877
7 ;Run�ff �;re=D.860 at
6 'I
- - -II-- ----T--r--I-----II--------Rpl npl ff;r-W' 1t rYte=O.4-9 C
-- -- -------'-- -- -- I' --Runoff IIDepth�6 911��--
s
° ----I---- ---------------- ---------T�Tfi
LL I I I I I I I I I I I I I I I I I I I I I I I
4
I --II---I1--J--1--�--L--II---II---II--J--�--�--i--L--IL--II---II---II--�-�N=9� -
3 I I I I
2
--r- -I--r--r--r--r--r--r--I--r--r--r--+--r--r--r--I---I--r--r--r--r--
1 II I II II II II II II II II II II II II II II II II II II II II
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)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 49
Summary for Pond 6P: Wet Pond 1 West
[80] Warning: Exceeded Pond 8P by 0.22' @ 10.50 hrs (1.12 cfs 0.226 af)
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 6.49" for 100-Year event
Inflow = 56.53 cfs @ 11.95 hrs, Volume= 4.839 of
Outflow = 33.46 cfs @ 12.05 hrs, Volume= 4.821 af, Atten= 41 %, Lag= 5.6 min
Primary = 28.33 cfs @ 12.04 hrs, Volume= 4.794 of
Secondary = 5.14 cfs @ 12.05 hrs, Volume= 0.027 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 662.64' @ 12.04 hrs Surf.Area= 13,207 sf Storage= 38,969 cf
Plug -Flow detention time= 176.5 min calculated for 4.821 of (100% of inflow)
Center -of -Mass det. time= 156.1 min ( 1,143.6 - 987.5 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 58,288 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 8,330 413.0 0 0 8,330
660.00 9,595 431.0 8,955 8,955 9,610
661.00 10,920 450.0 10,250 19,205 11,013
662.00 12,297 469.0 11,602 30,807 12,477
663.00 13,733 488.0 13,008 43,815 14,001
664.00 15,225 507.0 14,473 58,288 15,586
Device Routing Invert Outlet Devices
#1 Primary 659.00' 24.0" Round RCP -Round 24"
L= 20.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00' / 658.90' S= 0.0050'/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 659.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 660.00' 24.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 661.00' 16.0' long Sharp -Crested Rectangular Weir 1 End Contraction(s)
#5 Secondary 662.50' 40.0' 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=28.22 cfs @ 12.04 hrs HW=662.63' TW=0.00' (Dynamic Tailwater)
L1=RCP_Round 24" (Barrel Controls 28.22 cfs @ 8.98 fps)
2=Orifice/Grate (Passes < 0.20 cfs potential flow)
3=Orifice/Grate (Passes < 14.01 cfs potential flow)
4=Sharp-Crested Rectangular Weir(Passes < 107.46 cfs potential flow)
Secondary OutFlow Max=4.76 cfs @ 12.05 hrs HW=662.63' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir(Weir Controls 4.76 cfs @ 0.90 fps)

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 50
Hyd rog raph
IU
56.53 cfs Outflow
1hf1oIVV /� eey�-8.19 lat r - Ill A .-
--I- r--r--I--t--I--r--r-r--r-r--r-r--r--I--+--I--r--I--r--r-r--
60 pp
55 --I- -I-- --I-- --I-- --Ii - --Ii ---Ii--Ir���eiv--
J--L--1--1--1--1-----1 1--J--L_J�+ } �'--Q� _
50 S `� o=3� �69 c
45
yt3)
_11I _III 7
11I _
40 33.46 cfs
35 28.33 cfs
0 30
LL 25 7—T—T_7I7I 7-7-7—T—7—7
15
10 14
511I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

NM 82110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 51
Summary for Pond 8P: Wet Pond 1 East
[87] Warning: Oscillations may require smaller dt or Finer Routing (severity=2)
Inflow Area = 3.840 ac, 76.04% Impervious, Inflow Depth = 6.80" for 100-Year event
Inflow = 41.96 cfs @ 11.95 hrs, Volume= 2.175 of
Outflow = 5.51 cfs @ 12.29 hrs, Volume= 2.139 af, Atten= 87%, Lag= 20.5 min
Primary = 4.96 cfs @ 12.66 hrs, Volume= 2.096 of
Secondary = 2.00 cfs @ 12.22 hrs, Volume= 0.043 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 662.99' @ 12.22 hrs Surf.Area= 17,198 sf Storage= 56,497 cf
Plug -Flow detention time= 490.7 min calculated for 2.138 of (98% of inflow)
Center -of -Mass det. time= 482.2 min ( 1,250.8 - 768.6 )
Volume Invert Avail.Storage Storage Description
#1 659.00' 74,701 cf Temporary Pool (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
659.00 11,279 457.0 0 0 11,279
660.00 12,679 475.0 11,972 11,972 12,693
661.00 14,134 495.0 13,400 25,372 14,311
662.00 15,646 513.0 14,884 40,256 15,840
663.00 17,215 532.0 16,424 56,680 17,505
664.00 18,840 551.0 18,021 74,701 19,229
Device Routing Invert Outlet Devices
#1 Primary 659.00' 18.0" Round Culvert
L= 700.0' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 659.00'/659.00' S= 0.0000'/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Secondary 662.90' 30.0' 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=4.99 cfs @ 12.66 hrs HW=662.84' TW=661.11' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 4.99 cfs @ 2.82 fps)
Secondary OutFlow Max=1.95 cfs @ 12.22 hrs HW=662.99' TW=0.00' (Dynamic Tailwater)
L2= Broad -crested Rectangular Weir(Weir Controls 1.95 cfs @ 0.74 fps)

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 52
Hyd rog raph
----r-y--r--li--+--li--rt--Ir-I
--Ir-I
--r-y-
-I--li--+--li--r--li--I--Ir-I --
■Inflow
— 41.96 cfs
------------------------------------------------------
EC1UtfIOW
---
--r----rt----7----
J--L--1--1--1--L----L--'-
----
-
ALGA—&940rat--
❑ Primary
46
—II
-Itif[o�1/�l
I I I I I
Secondary
42
- -I-
--T--I--T--I--7--I
J--L--1--1--1--1--1--1--I--
—7--I
—1--T—�
--L_
I--I—--T 7 — 7--
Rela- ev=
38
-+-
i
+--+----+-+--+--+-+--+-+--,
- -,-- �-
36
34
---
-----------------------------t��e�-4$�_�i19_-
32
7--r--Ir-rt--li--7--Ir-�--Ir-�--r-7--r--li--rt--li--r--Ir-�--I--7--
------------------------------------------
30
--I-
28
w 26
---
--I-
-I---------I---I
-- +----T
-----F
--I
--I --I
--I-
--I--
--r-
--I--I-------I----I---I--I---I --
-- r----T----r --r--T -T --
24
J--L--1--1--1--L----L--I--
-
-L-
--L----+----+----L----L--
+
+
+ +
u_ 20
18
16
---
--,—
------------------------------------------------------
+--+--I--+--I--+--+—+--+—+--+—+--+----+----+----+--+—+--
14
12
---
5.51 cfs
---------
+--+--I--+--I--+--I----I--1--r—�--r--I--+--I--+--I----I--+--
----
--------------------------
----- ---
10
864
4.96 cfs
-
- _
4
2.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 53
Summary for Pond 15P: Wet Pond 1 East Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
654.00'
30,754 cf
Main Pool (Irregular)Listed below (Recalc)
#2
654.00'
4,912 cf
Forebay (Irregular)Listed below (Recalc)
35,666 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
4,441
296.0
0
0
4,441
655.00
5,048
309.0
4,741
4,741
5,136
656.00
5,681
323.0
5,361
10,103
5,908
657.00
6,341
336.0
6,008
16,111
6,665
658.00
7,027
349.0
6,681
22,792
7,452
659.00
8,936
385.0
7,962
30,754
9,587
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
654.00
300
86.0
0
0
300
655.00
494
108.0
393
393
653
656.00
735
133.0
611
1,004
1,148
657.00
1,028
159.0
877
1,881
1,769
658.00
1,371
183.0
1,195
3,076
2,444
659.00
2,343
233.0
1,835
4,912
4,113

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 54
Summary for Pond 16P: Wet Pond 1 West Permanent Pool
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
653.00'
21,284 cf
Main Pool (Irregular)Listed below (Recalc)
#2
656.00'
3,198 cf
Forebay (Irregular)Listed below(Recalc)
24,482 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
653.00
1,791
244.0
0
0
1,791
654.00
2,297
261.0
2,039
2,039
2,519
655.00
2,837
278.0
2,562
4,601
3,297
656.00
3,409
293.0
3,119
7,720
4,036
657.00
4,011
308.0
3,706
11,426
4,813
658.00
4,644
324.0
4,324
15,749
5,678
659.00
6,476
298.0
5,535
21,284
7,002
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
656.00
620
112.0
0
0
620
657.00
858
126.0
736
736
911
658.00
1,125
141.0
988
1,724
1,256
659.00
1,853
114.0
1,474
3,198
1,819

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 55
Summary for Link 15L: Post DA-1
Inflow Area = 8.950 ac, 70.61 % Impervious, Inflow Depth > 6.46" for 100-Year event
Inflow = 33.46 cfs @ 12.05 hrs, Volume= 4.821 of
Primary = 33.46 cfs @ 12.05 hrs, Volume= 4.821 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
wn, %i m ='�� U_Qi
Hyd rog raph
,'1
1 —J--1--L--1---1--1--L--1---1--J--1--L--1--J--1--L--1---1--1--L--L--1--
E Inflow
36
---- --1--L--1---1--1--1--1---1--1--1--L--1--1--1--L--1---1--1--L--L--1--
33.46 cfs 1
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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)

NCC182110 - Acra Heights - 200421 Type 1124-hr 100-Year Rainfall=7.87"
Prepared by Bohler Engineering Printed 4/22/2020
HydroCAD® 10.00-20 s/n 02612 © 2017 HydroCAD Software Solutions LLC Page 56
Summary for Link 16L: Post DA-2
Inflow = 2.00 cfs @ 12.22 hrs, Volume= 0.043 of
Primary = 2.00 cfs @ 12.22 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 16L: Post DA-2
Hyd rog raph
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)
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Rational C Calculations
Impervious Value
0.98
Pervious Value
0.30
Drainage Area
Total Area
Impervious Area
Pervious Area
Weighted C
Ex Culvert 1
51,889
18,640
33,249
0.54
Ex Culvert 2
15,238
6,244
8,994
0.58
C2
23,146
6,601
16,545
0.49

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Ex. Culvert 1 (West)
Invert Elev Dn (ft) =
661.69
Calculations
Pipe Length (ft) =
65.00 Q = CiACf
Qmin (cfs)
Slope (%) =
2.17 C = 0.54
Qmax (cfs)
Invert Elev Up (ft) =
663.10 i = 8.94
Tailwater Elev (ft)
Rise (in) =
24.0 A = 1.19 Acres
Shape =
Circular Cf = 1.2 (50-yr)
Highlighted
Span (in) =
24.0
Qtotal (cfs)
No. Barrels =
1
Qpipe (cfs)
n-Value =
0.012
Qovertop (cfs)
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance =
Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k =
0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft) =
667.13
Hw/D (ft)
Top Width (ft) =
50.00
Flow Regime
Crest Width (ft) =
50.00
Elev (ft)
668.00
66I.00
666.00
665.00
664.00
663.00
662.00
661.00
Ex. Culvert 7 {1fY 4
Wednesday, Apr 22 2020
= 6.89
= 6.89
= (dc+D)/2
= 6.89
= 6.89
= 0.00
= 2.79
= 4.81
= 663.16
= 664.03
= 664.39
= 0.65
= Inlet Control
Hw depth (ft)
4.90
3.90
2.90
1.90
of
0.90
-0.10
-1.10
-2.10
660.00 -3.10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 So 85
Circular Culvert HGL - Embank
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
Ex. Culvert 2 (East)
Invert Elev Dn (ft)
= 661.12
Calculations
Pipe Length (ft) =
54.00 Q = CiACf
Qmin (cfs)
Slope (%) =
2.74 C = 0.53
Qmax (cfs)
Invert Elev Up (ft)
= 662.60 i = 8.94
Tailwater Elev (ft)
Rise (in) =
18.0 A = 0.88 Acres
Shape =
Circular Cf = 1.2 (50-yr)
Highlighted
Span (in) =
18.0
Qtotal (cfs)
No. Barrels =
1
Qpipe (cfs)
n-Value =
0.012
Qovertop (cfs)
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance =
Groove end projecting (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft) =
665.93
Hw/D (ft)
Top Width (ft)
= 34.00
Flow Regime
Crest Width (ft)
= 50.00
Ex. Culveit 2 (East)
665.00
664.00
663.00
662.00
661.0t1
Wednesday, Apr 22 2020
= 5.00
= 5.00
= (dc+D)/2
= 5.00
= 5.00
= 0.00
= 3.35
= 4.77
= 662.30
= 663.46
= 663.83
= 0.82
= Inlet Control
Hw Depth (ft)
3.44
2.40
1.40
0.40
-0.6a
-1.60
660.00 1 i i i i i i i i i i i i i i-2.60
0 5 10 15 20 25 3+0 35 40 45 50 55 60 65 70 75
Circular Culvert HGL - Embank
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3DO by Autodesk, Inc.
P-C2
Invert Elev Dn (ft)
= 662.79
Calculations
Pipe Length (ft)
= 60.00 Q = CiACf
Qmin (cfs)
Slope (%)
= 0.50 C = 0.49
Qmax (cfs)
Invert Elev Up (ft)
= 663.09 i = 8.94
Tailwater Elev (ft)
Rise (in)
= 18.0 A = 0.53 Acres
Shape
= Circular Cf = 1.2 (50-yr)
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
No. Barrels
= 1
Qpipe (cfs)
n-Value
= 0.012
Qovertop (cfs)
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft)
= 666.00
Hw/D (ft)
Top Width (ft)
= 20.00
Flow Regime
Crest Width (ft)
= 20.00
Elev (ft)
667.00
6%.00
665.00
664.00
663.00
662.00
661.00
0
P'A:2
Wednesday, Apr 22 2020
= 2.79
= 2.79
= (dc+D)/2
= 2.79
= 2.79
= 0.00
= 2.08
= 3.93
= 663.86
= 663.72
= 663.98
= 0.60
= Inlet Control
Hw Depth (ft)
5 10 15 20 25 30 35 40 45 50 555 60 65 70 75 90
- GircularCulvert HGL - Embank
Reach (ft)
9
9
9

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Wednesday, Apr 22 2020
Ex. Culvert 1 - Roadside Ditch - 10-yr Storm
Trapezoidal
Highlighted
Bottom Width (ft)
= 6.00 Q = CiA
Depth (ft)
= 0.33
Side Slopes (z:1)
= 4.00, 3.00 C = 0.54
Q (cfs)
= 4.880
Total Depth (ft)
= 1.00 i = 7.6
Area (sqft)
= 2.36
Invert Elev (ft)
= 663.10 A = 1.19 Acres
Velocity (ft/s)
= 2.07
Slope (%)
= 1.00
Wetted Perim (ft)
= 8.40
N-Value
= 0.030
Crit Depth, Yc (ft)
= 0.26
Top Width (ft)
= 8.31
Calculations
EGL (ft)
= 0.40
Compute by:
Known Q
Known Q (cfs)
= 4.88
Elev (ft) Section
665.00
664.50
664.00
663.50
663.00
662.50
2 4 6
8 10 12 14 16 18
Reach (ft)
Depth (ft)
1.90
1.40
9 •11
0.40
-0.10
_n rn

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
C-2 - Roadside Ditch
- 10-yr Storm
Trapezoidal
Highlighted
Bottom Width (ft)
= 1.00 Q = CiA
Depth (ft)
Side Slopes (z:1)
= 3.00, 3.00 C = 0.49
Q (cfs)
Total Depth (ft)
= 2.00 i = 7.6
Area (sqft)
Invert Elev (ft)
= 663.09 A = 0.53 Acres
Velocity (ft/s)
Slope (%)
= 1.40
Wetted Perim (ft)
N-Value
= 0.030
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 1.97
Wednesday, Apr 22 2020
= 0.40
= 1.970
= 0.88
= 2.24
= 3.53
= 0.36
= 3.40
= 0.48
Elev (ft) Section Depth (ft)
666.00 2.91
665.50
2.41
665.00
1.91
664.50
1.41
664.00
663.50
0.91
0.41
663.00
r1ro yn
-0.09
0 59
2 4 6 8 10
Reach (ft)
12 14 16
18

Skimmer Basin 1
Okay
7.13 Disturbed Area (Acres)
20.43 Peak Flow from 10-year Storm (cfs) i =
C=
12834.00 Required Volume ft3
8887.49 Required Surface Area ftZ
66.66 Suggested Width ft
133.32 Suggested Length ft
90.00 Trial Top Width at Spillway Invert ft
205.00 Trial Top Length at Spillway Invert ft
3.00 Trial Side Slope Ratio Z:1
3.00 Trial Depth ft (2 to 3.5 feet above grade)
72.00 Bottom Width ft
187.00 Bottom Length ft
13464.00 Bottom Area ftZ
47709.00 Actual Volume ft3 Okay
18450.00 Actual Surface Area ftZ Okay
7.50 Trial Weir Length ft
1.00 Trial Depth of Flow ft
22.50 Spillway Capacity cfs Okay
1.50 Skimmer Size (inches)
0.13 Head on Skimmer (feet)
2.25 Orifice Size (1/4 inch increments)
3.10 Dewatering Time (days)
Suggest about 3 days
5.21 in/hr
0.55

Skimmer Basin 2
Okay
2.30 Disturbed Area (Acres)
6.59 Peak Flow from 10-year Storm (cfs) i =
C=
4140.00 Required Volume ft3
2866.93 Required Surface Area ftZ
37.86 Suggested Width ft
75.72 Suggested Length ft
160.00 Trial Top Width at Spillway Invert ft
210.00 Trial Top Length at Spillway Invert ft
2.00 Trial Side Slope Ratio Z:1
3.00 Trial Depth ft (2 to 3.5 feet above grade)
148.00 Bottom Width ft
198.00 Bottom Length ft
29304.00 Bottom Area ftZ
94284.00 Actual Volume ft3 Okay
33600.00 Actual Surface Area ftZ Okay
10.00 Trial Weir Length ft
0.50 Trial Depth of Flow ft
10.61 Spillway Capacity cfs Okay
1.50 Skimmer Size (inches)
0.125 Head on Skimmer (feet)
1.25 Orifice Size (1/4 inch increments)
3.24 Dewatering Time (days)
Suggest about 3 days
5.21 in/hr
0.55