SW3191103_Poplin Meadows Ph III -Stormwater Report - 191028_11/18/2019

B011LER
E N G I N E E R I N G
STORMWATER MANAGEMENT REPORT
PREPARED FOR:
LIQUID MANAGEMENT, LLC
231 POST OFFICE DRIVE
SUITE B-8
INDIAN TRAIL, NC 28079
UNION COUNTY
BEPC #NCC191800
October 28, 2019
PREPARED BY:
BOHLER ENGINEERING, NC, PLLC
1927 S. TYRON ST. SUITE 310
CHARLOTTE, NC 28203
[phone]
■
NORTH CAROLINA LICENSE #043610
MICHAEL THEBERGE, 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 ENGINEERS• SURVEYORS -TRAFFIC CONSULTANTS
www.bohlereng.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 located along Bonterra Village Way, in Union County. The project site
currently contains a single residence and two sports fields and consists of approximately 21.48
acres. The proposed project will include approximately 99 single family lots. There is existing
wetlands on the north eastern side of the parcel and an existing pondon the northwestern
property line.
The site is majority pasture with woods along the northern property line (type D soils), with
average existing slopes of 3% to 8%. 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 Eastern Catawba district and is adjacent to North Fork Crooked
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.
Areas not controlled by systems due to topographic challenges are sheet flowing through the
vegetated buffer, but all proposed impervious areas are treated within the proposed stormwater
control measures.
Please note that all runoff from the roofs of the homes is to be routed to underground storm
drains that discharge into the wet detention pond. Some homes will have direct tie-ins of their
roof drains to nearby structures and some will flow overland and in channels to nearby inlets.
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.
2-YR 24
25-YR 24
DRAINAGE AREA
HR(cfs)
HR(cfs)
POI 1 COMBINED:
Pre DA 1
38.31
92.09
Post Pond 1, Post DA1 Bypass
29.00
60.16
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 2-5days (See appendix for
calculations).

Appendix

WET POND 1 Poplin Meadows Phase III
DESIGN: WATER QUALI
GIVEN:
DRAINAGE AREA TO FACILITY = -Ac.
LAND USE = Shopping Center
ESTIMATED PERCENT IMPERVIOUS = -
1) SA/DA RATIO:
AVERAGE POOL DEPTH = W.40 FEET = Vpp/SA MDC2
PERCENT IMPERVIOUS = 65%
SA/DA = 2.09 % = 0.0209 MDC 1
SA REQUIRED = 13.50 Ac. X 0.0209
= 0.28 Ac.
= 12,290 SF
SA PROVIDED = 14,535 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" SIVM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE VOLUME FORS" STORM EVENT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = -Inch
Drainage Area = 13.50 Acres
Rv = 0.05 + 0.9(1)
1 = Percent Impervious = 65%
Rv = 0.64 in./in.
V, = 0.714 acre-feet = 31,118 W
3) Pond Drawdown Time
Pond Height above Orifice =_feet
Orifice Invert Elevation = feet
Orifice Diameter (D) _- inches = 0.21 feet
Orifice Area (a) = 0.0341
square feet
Gravitational Constant (g) = 32.2
fUsec2
Head (H) = 1.60
feet
Driving Head (Ho) = 0.800
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.147
cfs
Time (t) = 211,967
seconds = 2.45 days
58.8796248
Note:
The above calculation is based on the orifice equation where:
y[ = (, 2gH
10/28/2019 5:52 AM Page 1 of 1

Wet Pond Design
Wet Pond PP - Main Pool
Elev
Area (so
Inc Storage (co
Total Storage (co
612.50
8,704
0
0
613.50
9,491
9,098
9,098
614.50
10,307
9,899
18,997
615.50
11,152
10,730
29,726
616.50
12,024
11,588
41,314
617.50
14,535
13,280
54,594
Wet Pond PP - Forebay
Elev
Area (so
Inc Storage (co
Total Storage (co
613.50
1,700
0
0
614.50
2,073
1,887
1,887
615.50
2,480
2,277
4,163
616.50
2,921
2,701
6,864
617.50
4,147
3,534
10,398
-Bottom of veg. shelf
\-Top of veg. shelf
Stage
Storage Above Permanent Pool Elevation
617.50
18,682
0
0
618.50
20,394
19,538
19,538
619.50
22,162
21,278
40,816
620.50
23,987
23,075
63,891
621.50
25,869
24,928
88,819
622.50
27,807
26,838
115,657
623.50
29,801
28,804
144,461
624.50
31,853
30,827
175,288
,-Temporary WQV @
elev. 619.10'

1S
Pre POI 1
2S (3jS
6 P Post POND 1 POI 1 Bypass
PP Vol 44P
Pond 1
5L
Post POI 1
Subcat Reach on Link Routing Diagram for Poplin Phase 3-191023
Prepared by Bohler Engineering, Printed 10/28/2019
ydroCAD® 10.00-20 s/n 09920 © 2017 HydroCAD Software Solutions LLC EH_ C

Poplin Phase 3 - 191023
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
4.870
80
>75% Grass cover, Good, HSG D (2S)
0.160
96
Gravel surface, HSG D (1 S)
3.730
98
Paved parking, HSG D (2S)
4.556
98
Roofs, HSG D (1 S, 2S)
0.270
98
Unconnected pavement, HSG D (1S)
0.094
98
Water Surface, 0% imp, HSG D (1 S)
0.500
98
Water Surface, HSG D (2S)
27.780
79
Woods/grass comb., Good, HSG D (1 S, 3S)
41.960
83
TOTAL AREA

Poplin Phase 3 - 191023
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
41.960
HSG D 1 S, 2S, 3S
0.000
Other
41.960
TOTAL AREA

Poplin Phase 3 - 191023
Prepared by Bohler Engineering
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC
Printed 10/28/2019
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
0.000
0.000
4.870
0.000
4.870
>75% Grass cover, Good
2S
0.000
0.000
0.000
0.160
0.000
0.160
Gravel surface
is
0.000
0.000
0.000
3.730
0.000
3.730
Paved parking
2S
0.000
0.000
0.000
4.556
0.000
4.556
Roofs
1 S, 2S
0.000
0.000
0.000
0.270
0.000
0.270
Unconnected pavement
is
0.000
0.000
0.000
0.500
0.000
0.500
Water Surface
2S
0.000
0.000
0.000
0.094
0.000
0.094
Water Surface, 0% imp
is
0.000
0.000
0.000
27.780
0.000
27.780
Woods/grass comb., Good
1 S, 3S
0.000
0.000
0.000
41.960
0.000
41.960
TOTAL AREA

Poplin Phase 3 - 191023
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©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 2S 0.00 0.00 247.0 0.0140 0.013 18.0 0.0 0.0
2 4P 617.50 617.20 60.5 0.0050 0.012 24.0 0.0 0.0

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©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 Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre POI 1 Runoff Area=20.980 ac 2.03% Impervious Runoff Depth=1.60"
Flow Length=937' Tc=18.8 min UI Adjusted CN=79 Runoff=38.31 cfs 2.806 of
Subcatchment2S: Post POND 1 Runoff Area=13.500 ac 63.93% Imperious Runoff Depth=2.68"
Flow Length=572' Tc=9.5 min CN=92 Runoff=53.42 cfs 3.020 of
Subcatchment3S: POI 1 Bypass Runoff Area=7.480 ac 0.00% Imperious Runoff Depth=1.60"
Flow Length=2,279' Tc=25.7 min CN=79 Runoff=11.33 cfs 1.000 of
Pond 4P: Pond 1 Peak EIev=620.45' Storage=62,725 cf Inflow=53.42 cfs 3.020 of
Primary=17.78 cfs 2.993 of Secondary=0.00 cfs 0.000 of Outflow=17.78 cfs 2.993 of
Pond 6P: PP Vol Peak EIev=0.00' Storage=0 cf
Link 5L: Post POI 1 Inflow=29.00 cfs 3.993 of
Primary=29.00 cfs 3.993 of
Total Runoff Area = 41.960 ac Runoff Volume = 6.827 of Average Runoff Depth = 1.95"
78.42% Pervious = 32.904 ac 21.58% Impervious = 9.056 ac

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre POI 1
Runoff = 38.31 cfs @ 12.12 hrs, Volume= 2.806 af, Depth= 1.60"
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 2yr Rainfall=3.55"
Area (ac) CN Adi Description
20.300
79
Woods/grass comb., Good, HSG D
0.156
98
Roofs, HSG D
0.094
98
Water Surface, 0% imp, HSG D
0.270
98
Unconnected pavement, HSG D
0.160
96
Gravel surface, HSG D
20.980
80
79 Weighted Average, UI Adjusted
20.554
97.97% Pervious Area
0.426
2.03% Impervious Area
0.270
63.38% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.5
100
0.0300
0.48
Sheet Flow,
Fallow n= 0.050 P2= 3.12"
3.0
315
0.0315
1.77
Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
12.3
522
0.0200
0.71
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.8 937 Total

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 8
Subcatchment 1S: Pre POI 1
Hydrograph
42-----------'i-- I'i--'i --'i --'i--------'i-- I'i-- I'i-- --'i --'i --'i-----'i-- I'i-- I'i --'i --'i -- ■Runoff
I I I
40 -- 38.31 cfs —'-- -- -- --————— — — —'——
-- -- -- -- -- — —---- -- -- -- --
38 -------+--+--+--+----------+--+--+--+--+--+-----TY
Tr
,i
36 --r—I --rI --rI --r--r---r--r--r--r--r--r--
34 r-—-- ' I I ——2y-rR--a--in--f-arl-IJ--.r5-5
32 r--
-
---- --
----------------------------------------
Ruftoff rida",2D,980 -ac -
28 ---- --- -- --+------------+----+R�#nQ gIpme-
,i —i
26 --r- ---r--r--r--r----------r--r--r-
u- -I_- -��►
22 -------------------------------kunoff I,De th 'I. 0'--
o 20
LL
'I J1iLJ111L- +1dIItG t-1
--7r3—
18 —r'---
16 --+--r----------T---TO- &S-mfp--
—
14 I —I--7--7—T-7—---- 7--- 7--- T--- ---II--,—
12 ----------7U Ad}usted N��� _
10 --'---1--J--1--i--L--'---'-----J--1--1--1--L--r--------'----1--L--r--
�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-- -i-- -- -- ----------i-- -- -- --+-- ----------i-- --+-- -- --
6 --I-- -I-- ----+--r--------I-- -- -- --+--r--+----------1--+--+--r--
4 --r- ----7--T--r--r-------7--7--7--T--r--r--r-------,--T--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)

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 1S: Pre POI 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.10
0.00
0.00
5.00
0.22
0.00
0.00
7.50
0.39
0.00
0.00
10.00
0.64
0.00
0.14
12.50
2.61
0.91
10.01
15.00
3.03
1.21
1.76
17.50
3.24
1.36
1.13
20.00
3.38
1.47
0.79
22.50
3.49
1.56
0.69
25.00
3.55
1.60
0.00
27.50
3.55
1.60
0.00
30.00
3.55
1.60
0.00
32.50
3.55
1.60
0.00
35.00
3.55
1.60
0.00
37.50
3.55
1.60
0.00
40.00
3.55
1.60
0.00
42.50
3.55
1.60
0.00
45.00
3.55
1.60
0.00
47.50
3.55
1.60
0.00
50.00
3.55
1.60
0.00
52.50
3.55
1.60
0.00
55.00
3.55
1.60
0.00
57.50
3.55
1.60
0.00
60.00
3.55
1.60
0.00
62.50
3.55
1.60
0.00
65.00
3.55
1.60
0.00
67.50
3.55
1.60
0.00
70.00
3.55
1.60
0.00
72.50
3.55
1.60
0.00
75.00
3.55
1.60
0.00
77.50
3.55
1.60
0.00
80.00
3.55
1.60
0.00
82.50
3.55
1.60
0.00
85.00
3.55
1.60
0.00
87.50
3.55
1.60
0.00
90.00
3.55
1.60
0.00
92.50
3.55
1.60
0.00
95.00
3.55
1.60
0.00
97.50
3.55
1.60
0.00
100.00
3.55
1.60
0.00
102.50
3.55
1.60
0.00
105.00
3.55
1.60
0.00
107.50
3.55
1.60
0.00
110.00
3.55
1.60
0.00
112.50
3.55
1.60
0.00
115.00
3.55
1.60
0.00
117.50
3.55
1.60
0.00
120.00
3.55
1.60
0.00

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: Post POND 1
Runoff = 53.42 cfs @ 12.00 hrs, Volume= 3.020 af, Depth= 2.68"
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 2yr Rainfall=3.55"
Area (ac) CN Description
4.400
98
Roofs, HSG D
3.730
98
Paved parking, HSG D
0.500
98
Water Surface, HSG D
4.870
80
>75% Grass cover, Good, HSG D
13.500
92
Weighted Average
4.870
36.07% Pervious Area
8.630
63.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
1.6
300
0.0100
3.12
9.36
Channel Flow,
Area= 3.0 sf Perim= 6.0' r= 0.50'
n= 0.030 Short grass
0.6
247
0.0140
7.03
12.43
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
9.5 572 Total

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 11
Subcatchment 2S: Post POND 1
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
55 53.42 cfs
=----------- -+ =--- ITYpP+-E�+�t_
50 2y�
- - �- - r Rain al l-r3.5 ' -
--------------------------------------
45
-- - - -- 1-- -- -- Ru"f-Air16a"13.500 at -
40
--t-- --r--'--t--tR-pnpff;VpI4m;e=;3.0-20-cjf -
35
-- -'-- -- -- ----------'-- -- ----+--kgnai#�Depth-2.68`'--
3 30
a 25
--II--
—
--t--t--+--t----------t--t——t——t——t——t—---------t—\Y\ib=9-
15
10
51
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)

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 2S: Post POND 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.10
0.00
0.00
5.00
0.22
0.00
0.07
7.50
0.39
0.04
0.34
10.00
0.64
0.16
1.03
12.50
2.61
1.79
5.41
15.00
3.03
2.19
1.42
17.50
3.24
2.39
0.90
20.00
3.38
2.52
0.62
22.50
3.49
2.63
0.55
25.00
3.55
2.68
0.00
27.50
3.55
2.68
0.00
30.00
3.55
2.68
0.00
32.50
3.55
2.68
0.00
35.00
3.55
2.68
0.00
37.50
3.55
2.68
0.00
40.00
3.55
2.68
0.00
42.50
3.55
2.68
0.00
45.00
3.55
2.68
0.00
47.50
3.55
2.68
0.00
50.00
3.55
2.68
0.00
52.50
3.55
2.68
0.00
55.00
3.55
2.68
0.00
57.50
3.55
2.68
0.00
60.00
3.55
2.68
0.00
62.50
3.55
2.68
0.00
65.00
3.55
2.68
0.00
67.50
3.55
2.68
0.00
70.00
3.55
2.68
0.00
72.50
3.55
2.68
0.00
75.00
3.55
2.68
0.00
77.50
3.55
2.68
0.00
80.00
3.55
2.68
0.00
82.50
3.55
2.68
0.00
85.00
3.55
2.68
0.00
87.50
3.55
2.68
0.00
90.00
3.55
2.68
0.00
92.50
3.55
2.68
0.00
95.00
3.55
2.68
0.00
97.50
3.55
2.68
0.00
100.00
3.55
2.68
0.00
102.50
3.55
2.68
0.00
105.00
3.55
2.68
0.00
107.50
3.55
2.68
0.00
110.00
3.55
2.68
0.00
112.50
3.55
2.68
0.00
115.00
3.55
2.68
0.00
117.50
3.55
2.68
0.00
120.00
3.55
2.68
0.00

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 3S: POI 1 Bypass
Runoff = 11.33 cfs @ 12.20 hrs, Volume= 1.000 af, Depth= 1.60"
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 2yr Rainfall=3.55"
Area (ac) CN Description
7.480 79 Woods/grass comb., Good, HSG D
7.480
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
18.4
2,254
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
25.7
2,279
Total
Subcatchment
3S: POI 1 Bypass
Hydrograph
-----I---1--
--7--r--r----------
-- ----T--r--r----------,--7--r--r--
i i i i i
■Runoff
12
11
11.33 cfs
----
�
---r--r--r--r--r--r----r--r--r--t--r--r--r-----
� �
� � �
I--r— —r-- r--
� � � � � � I I 1 11 �TypQ II 2 -1�r
107
--i--
-----
--------------
------------
2yr RainfallT3.55"
9
Rwnbff Area=7.480 ac
RkinpffLVpIL;me=1.000-E(f
7
--'--
---J--i--
--L--'---'-----J--1--1--1--Ru-noff-�De
- -
#h�1.�60�'--
�° 6
i l
-'---'--
' --' --'--'---'---'---'--
I I I
-- -- --' 16WI-L6nOft =2,279'--
5
--'�,--
-'�,--J--i--�--L--'�---'�---'1--J--1--1--1--L--'L--'�---'���,��:7-wai�-
4V
--'--
-'---'---'--------'---'---'---'---------------------------tN=79--
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)

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 3S: POI 1 Bypass
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.10
0.00
0.00
5.00
0.22
0.00
0.00
7.50
0.39
0.00
0.00
10.00
0.64
0.00
0.04
12.50
2.61
0.91
5.20
15.00
3.03
1.21
0.64
17.50
3.24
1.36
0.41
20.00
3.38
1.47
0.29
22.50
3.49
1.56
0.25
25.00
3.55
1.60
0.00
27.50
3.55
1.60
0.00
30.00
3.55
1.60
0.00
32.50
3.55
1.60
0.00
35.00
3.55
1.60
0.00
37.50
3.55
1.60
0.00
40.00
3.55
1.60
0.00
42.50
3.55
1.60
0.00
45.00
3.55
1.60
0.00
47.50
3.55
1.60
0.00
50.00
3.55
1.60
0.00
52.50
3.55
1.60
0.00
55.00
3.55
1.60
0.00
57.50
3.55
1.60
0.00
60.00
3.55
1.60
0.00
62.50
3.55
1.60
0.00
65.00
3.55
1.60
0.00
67.50
3.55
1.60
0.00
70.00
3.55
1.60
0.00
72.50
3.55
1.60
0.00
75.00
3.55
1.60
0.00
77.50
3.55
1.60
0.00
80.00
3.55
1.60
0.00
82.50
3.55
1.60
0.00
85.00
3.55
1.60
0.00
87.50
3.55
1.60
0.00
90.00
3.55
1.60
0.00
92.50
3.55
1.60
0.00
95.00
3.55
1.60
0.00
97.50
3.55
1.60
0.00
100.00
3.55
1.60
0.00
102.50
3.55
1.60
0.00
105.00
3.55
1.60
0.00
107.50
3.55
1.60
0.00
110.00
3.55
1.60
0.00
112.50
3.55
1.60
0.00
115.00
3.55
1.60
0.00
117.50
3.55
1.60
0.00
120.00
3.55
1.60
0.00

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 15
Summary for Pond 4P: Pond 1
Inflow Area = 13.500 ac, 63.93% Impervious, Inflow Depth = 2.68" for 2yr event
Inflow = 53.42 cfs @ 12.00 hrs, Volume= 3.020 of
Outflow = 17.78 cfs @ 12.17 hrs, Volume= 2.993 af, Atten= 67%, Lag= 10.1 min
Primary = 17.78 cfs @ 12.17 hrs, Volume= 2.993 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 620.45' @ 12.17 hrs Surf.Area= 23,898 sf Storage= 62,725 cf
Plug -Flow detention time= 661.0 min calculated for 2.993 of (99% of inflow)
Center -of -Mass det. time= 655.2 min ( 1,449.4 - 794.1 )
Volume Invert Avail.Storage Storage Description
#1 617.50' 175,246 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)
617.50 18,682 561.0 0 0 18,682
618.50 20,394 580.0 19,532 19,532 20,499
619.50 22,162 598.0 21,272 40,804 22,286
620.50 23,987 618.0 23,068 63,872 24,315
621.50 25,869 636.0 24,922 88,794 26,217
622.50 27,807 655.0 26,832 115,626 28,273
623.50 29,801 674.0 28,798 144,425 30,390
624.50 31,853 693.0 30,821 175,246 32,567
Device Routing Invert Outlet Devices
#1 Primary 617.50' 24.0" Round Culvert
L= 60.5' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 617.50' / 617.20' S= 0.0050'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 617.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 619.10' 48.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 621.00' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 622.75' 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=17.68 cfs @ 12.17 hrs HW=620.44' (Free Discharge)
L1=Culvert (Passes 17.68 cfs of 20.70 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.28 cfs @ 8.11 fps)
3=Orifice/Grate (Orifice Controls 17.40 cfs @ 4.35 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 16
'1 11L• EMA'1 1 gfff
Hyd rog raph
_I-- _I-- _I-- --
N Inflow
53.42 cfs
W Outflow
--I- -I------------I,--I--I,--I--I,--lnflowArea=13.500 at-
❑Primary
_Secondary
55
Re�a1t �1ev�62fY5
50-:-
Sfor+a- a=62. 25 c,f -
45
--I- r--r--I--t--I--r--r-r--r-r--r-r--r--I--+--I--r--I--r--r-r--
40
-1 T----T----T-- -7-- --1 F-1--T----T----T----T----T--
w 35
--- ---,I ---- ---- --,I - --,I ---,I ----,I ---- ----,I ---- ---- --
3 30
--I- -I-- --I----I---I --II --I --II -I-- -I--II -I-- --I----I---I--I---I --
LL 2S
17.78 cfs J--L--1--1----L----L------L—L--L----L--I--L----L----L--
17.78
cfs
20
I I I I I I I I I I I I I I I I I I I I
10
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)
624
623
622
w
w
0 621
w
w
620
619
618
Pond 4P: Pond 1
Stage -Discharge
0 50 100 150 200 250
Discharge (cfs)
— Total
❑ Primary
Secondary

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 17
w
Pond 4P: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,00016,000 18,00020,000 22,000 24,00026,000 28,000 30,000
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage (cubic -feet)
Surface
■ Storage

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 18
Hydrograph for Pond 4P: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
617.50
0.00
0.00
0.00
2.50
0.00
0
617.50
0.00
0.00
0.00
5.00
0.07
93
617.50
0.00
0.00
0.00
7.50
0.34
1,832
617.60
0.02
0.02
0.00
10.00
1.03
6,984
617.87
0.08
0.08
0.00
12.50
5.41
54,311
620.10
12.99
12.99
0.00
15.00
1.42
37,327
619.34
1.76
1.76
0.00
17.50
0.90
35,455
619.26
1.01
1.01
0.00
20.00
0.62
34,541
619.21
0.72
0.72
0.00
22.50
0.55
34,058
619.19
0.57
0.57
0.00
25.00
0.00
32,710
619.13
0.29
0.29
0.00
27.50
0.00
30,826
619.04
0.20
0.20
0.00
30.00
0.00
29,081
618.96
0.19
0.19
0.00
32.50
0.00
27,388
618.88
0.19
0.19
0.00
35.00
0.00
25,746
618.80
0.18
0.18
0.00
37.50
0.00
24,156
618.72
0.17
0.17
0.00
40.00
0.00
22,619
618.65
0.17
0.17
0.00
42.50
0.00
21,135
618.58
0.16
0.16
0.00
45.00
0.00
19,703
618.51
0.16
0.16
0.00
47.50
0.00
18,326
618.44
0.15
0.15
0.00
50.00
0.00
17,002
618.38
0.14
0.14
0.00
52.50
0.00
15,732
618.31
0.14
0.14
0.00
55.00
0.00
14,516
618.25
0.13
0.13
0.00
57.50
0.00
13,356
618.19
0.13
0.13
0.00
60.00
0.00
12,250
618.14
0.12
0.12
0.00
62.50
0.00
11,199
618.08
0.11
0.11
0.00
65.00
0.00
10,204
618.03
0.11
0.11
0.00
67.50
0.00
9,265
617.99
0.10
0.10
0.00
70.00
0.00
8,382
617.94
0.10
0.10
0.00
72.50
0.00
7,555
617.90
0.09
0.09
0.00
75.00
0.00
6,784
617.86
0.08
0.08
0.00
77.50
0.00
6,071
617.82
0.08
0.08
0.00
80.00
0.00
5,414
617.79
0.07
0.07
0.00
82.50
0.00
4,814
617.75
0.06
0.06
0.00
85.00
0.00
4,274
617.73
0.06
0.06
0.00
87.50
0.00
3,788
617.70
0.05
0.05
0.00
90.00
0.00
3,366
617.68
0.04
0.04
0.00
92.50
0.00
3,004
617.66
0.04
0.04
0.00
95.00
0.00
2,692
617.64
0.03
0.03
0.00
97.50
0.00
2,425
617.63
0.03
0.03
0.00
100.00
0.00
2,194
617.62
0.02
0.02
0.00
102.50
0.00
1,996
617.61
0.02
0.02
0.00
105.00
0.00
1,825
617.60
0.02
0.02
0.00
107.50
0.00
1,678
617.59
0.02
0.02
0.00
110.00
0.00
1,551
617.58
0.01
0.01
0.00
112.50
0.00
1,442
617.58
0.01
0.01
0.00
115.00
0.00
1,348
617.57
0.01
0.01
0.00
117.50
0.00
1,266
617.57
0.01
0.01
0.00
120.00
0.00
1,190
617.56
0.01
0.01
0.00

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 19
Stage -Discharge for Pond 4P: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
617.50
0.00
0.00
0.00
617.60
0.02
0.02
0.00
617.70
0.05
0.05
0.00
617.80
0.07
0.07
0.00
617.90
0.09
0.09
0.00
618.00
0.10
0.10
0.00
618.10
0.12
0.12
0.00
618.20
0.13
0.13
0.00
618.30
0.14
0.14
0.00
618.40
0.15
0.15
0.00
618.50
0.16
0.16
0.00
618.60
0.16
0.16
0.00
618.70
0.17
0.17
0.00
618.80
0.18
0.18
0.00
618.90
0.19
0.19
0.00
619.00
0.19
0.19
0.00
619.10
0.20
0.20
0.00
619.20
0.61
0.61
0.00
619.30
1.36
1.36
0.00
619.40
2.33
2.33
0.00
619.50
3.47
3.47
0.00
619.60
4.77
4.77
0.00
619.70
6.21
6.21
0.00
619.80
7.76
7.76
0.00
619.90
9.44
9.44
0.00
620.00
11.22
11.22
0.00
620.10
13.10
13.10
0.00
620.20
14.67
14.67
0.00
620.30
16.00
16.00
0.00
620.40
17.20
17.20
0.00
620.50
18.30
18.30
0.00
620.60
19.33
19.33
0.00
620.70
20.31
20.31
0.00
620.80
21.23
21.23
0.00
620.90
22.12
22.12
0.00
621.00
22.97
22.97
0.00
621.10
25.44
25.44
0.00
621.20
26.27
26.27
0.00
621.30
26.92
26.92
0.00
621.40
27.55
27.55
0.00
621.50
28.17
28.17
0.00
621.60
28.77
28.77
0.00
621.70
29.37
29.37
0.00
621.80
29.95
29.95
0.00
621.90
30.52
30.52
0.00
622.00
31.08
31.08
0.00
622.10
31.63
31.63
0.00
622.20
32.17
32.17
0.00
622.30
32.70
32.70
0.00
622.40
33.23
33.23
0.00
622.50
33.74
33.74
0.00
622.60
34.25
34.25
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
622.70
34.75
34.75
0.00
622.80
36.35
35.24
1.11
622.90
41.51
35.73
5.79
623.00
48.74
36.21
12.54
623.10
57.74
36.68
21.06
623.20
68.48
37.15
31.33
623.30
81.09
37.61
43.48
623.40
94.61
38.06
56.54
623.50
108.47
38.51
69.95
623.60
123.20
38.96
84.24
623.70
138.75
39.40
99.35
623.80
155.28
39.84
115.45
623.90
172.84
40.27
132.57
624.00
190.79
40.69
150.10
624.10
208.95
41.11
167.84
624.20
227.48
41.53
185.95
624.30
246.30
41.94
204.36
624.40
266.17
42.35
223.82
624.50
287.23
42.76
244.47

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 20
Stage -Area -Storage for Pond 4P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
617.50
18,682
0
617.60
18,850
1,877
617.70
19,018
3,770
617.80
19,188
5,680
617.90
19,358
7,608
618.00
19,529
9,552
618.10
19,700
11,513
618.20
19,873
13,492
618.30
20,046
15,488
618.40
20,219
17,501
618.50
20,394
19,532
618.60
20,567
21,580
618.70
20,742
23,645
618.80
20,917
25,728
618.90
21,092
27,829
619.00
21,269
29,947
619.10
21,446
32,082
619.20
21,624
34,236
619.30
21,803
36,407
619.40
21,982
38,596
619.50
22,162
40,804
619.60
22,341
43,029
619.70
22,521
45,272
619.80
22,702
47,533
619.90
22,883
49,812
620.00
23,065
52,110
620.10
23,248
54,425
620.20
23,432
56,759
620.30
23,616
59,112
620.40
23,801
61,483
620.50
23,987
63,872
620.60
24,172
66,280
620.70
24,358
68,707
620.80
24,544
71,152
620.90
24,731
73,615
621.00
24,919
76,098
621.10
25,108
78,599
621.20
25,297
81,119
621.30
25,487
83,659
621.40
25,678
86,217
621.50
25,869
88,794
621.60
26,060
91,391
621.70
26,251
94,006
621.80
26,443
96,641
621.90
26,636
99,295
622.00
26,829
101,968
622.10
27,023
104,661
622.20
27,218
107,373
622.30
27,414
110,104
622.40
27,610
112,856
622.50
27,807
115,626
622.60
28,003
118,417
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
622.70
28,200
121,227
622.80
28,398
124,057
622.90
28,596
126,907
623.00
28,795
129,776
623.10
28,995
132,666
623.20
29,196
135,575
623.30
29,397
138,505
623.40
29,598
141,455
623.50
29,801
144,425
623.60
30,003
147,415
623.70
30,206
150,425
623.80
30,409
153,456
623.90
30,614
156,507
624.00
30,818
159,579
624.10
31,024
162,671
624.20
31,230
165,784
624.30
31,437
168,917
624.40
31,645
172,071
624.50
31,853
175,246

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 21
Summary for Pond 6P: PP Vol
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
613.50'
10,371 cf
Forebay (Irregular)Listed below (Recalc)
#2
612.50'
54,563 cf
Main Pool (Irregular)Listed
below (Recalc)
64,933 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
613.50
1,700
177.0
0
0
1,700
614.50
2,073
195.0
1,883
1,883
2,264
615.50
2,480
212.0
2,273
4,157
2,851
616.50
2,921
228.0
2,697
6,854
3,453
617.50
4,147
266.0
3,516
10,371
4,967
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
612.50
8,704
386.0
0
0
8,704
613.50
9,491
400.0
9,095
9,095
9,664
614.50
10,307
415.0
9,896
18,991
10,719
615.50
11,152
429.0
10,727
29,718
11,749
616.50
12,024
443.0
11,585
41,303
12,814
617.50
14,535
480.0
13,260
54,563
15,571
Pond 6P: PP Vol
Stage -Discharge
-------- ---------------- -- -
617
616
w
w
0 615
w
w
614
613
0
Discharge (cfs)
Total

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 22
61
61
w
w
0 61
w
w
61
61
Pond 6P: PP Vol
Stage -Area -Storage
0 10,000 20,000 30,000 40,000 50,000 60,000
Storage (cubic -feet)
❑ Storage

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 23
Elevation Discharge
(feet)
(cfs)
612.50
0.00
612.55
0.00
612.60
0.00
612.65
0.00
612.70
0.00
612.75
0.00
612.80
0.00
612.85
0.00
612.90
0.00
612.95
0.00
613.00
0.00
613.05
0.00
613.10
0.00
613.15
0.00
613.20
0.00
613.25
0.00
613.30
0.00
613.35
0.00
613.40
0.00
613.45
0.00
613.50
0.00
613.55
0.00
613.60
0.00
613.65
0.00
613.70
0.00
613.75
0.00
613.80
0.00
613.85
0.00
613.90
0.00
613.95
0.00
614.00
0.00
614.05
0.00
614.10
0.00
614.15
0.00
614.20
0.00
614.25
0.00
614.30
0.00
614.35
0.00
614.40
0.00
614.45
0.00
614.50
0.00
614.55
0.00
614.60
0.00
614.65
0.00
614.70
0.00
614.75
0.00
614.80
0.00
614.85
0.00
614.90
0.00
614.95
0.00
615.00
0.00
615.05
0.00
Stage -Discharge for Pond 6P: PP Vol
Elevation Discharge
(feet)
(cfs)
615.10
0.00
615.15
0.00
615.20
0.00
615.25
0.00
615.30
0.00
615.35
0.00
615.40
0.00
615.45
0.00
615.50
0.00
615.55
0.00
615.60
0.00
615.65
0.00
615.70
0.00
615.75
0.00
615.80
0.00
615.85
0.00
615.90
0.00
615.95
0.00
616.00
0.00
616.05
0.00
616.10
0.00
616.15
0.00
616.20
0.00
616.25
0.00
616.30
0.00
616.35
0.00
616.40
0.00
616.45
0.00
616.50
0.00
616.55
0.00
616.60
0.00
616.65
0.00
616.70
0.00
616.75
0.00
616.80
0.00
616.85
0.00
616.90
0.00
616.95
0.00
617.00
0.00
617.05
0.00
617.10
0.00
617.15
0.00
617.20
0.00
617.25
0.00
617.30
0.00
617.35
0.00
617.40
0.00
617.45
0.00
617.50
0.00

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 24
Elevation
Storage
(feet)
(cubic -feet)
612.50
0
612.55
436
612.60
874
612.65
1,314
612.70
1,756
612.75
2,200
612.80
2,646
612.85
3,094
612.90
3,544
612.95
3,995
613.00
4,449
613.05
4,905
613.10
5,362
613.15
5,822
613.20
6,283
613.25
6,747
613.30
7,212
613.35
7,680
613.40
8,150
613.45
8,621
613.50
9,095
613.55
9,656
613.60
10,220
613.65
10,786
613.70
11,356
613.75
11,929
613.80
12,504
613.85
13,083
613.90
13,664
613.95
14,248
614.00
14,836
614.05
15,426
614.10
16,019
614.15
16,616
614.20
17,215
614.25
17,817
614.30
18,423
614.35
19,031
614.40
19,642
614.45
20,257
614.50
20,874
614.55
21,495
614.60
22,118
614.65
22,745
614.70
23,375
614.75
24,007
614.80
24,643
614.85
25,282
614.90
25,924
614.95
26,570
615.00
27,218
615.05
27,869
Stage -Area -Storage for Pond 6P: PP Vol
Elevation
Storage
(feet)
(cubic -feet)
615.10
28,524
615.15
29,182
615.20
29,842
615.25
30,506
615.30
31,174
615.35
31,844
615.40
32,518
615.45
33,194
615.50
33,874
615.55
34,558
615.60
35,244
615.65
35,934
615.70
36,627
615.75
37,323
615.80
38,022
615.85
38,724
615.90
39,430
615.95
40,139
616.00
40,852
616.05
41,567
616.10
42,286
616.15
43,009
616.20
43,734
616.25
44,463
616.30
45,195
616.35
45,931
616.40
46,669
616.45
47,412
616.50
48,157
616.55
48,909
616.60
49,669
616.65
50,439
616.70
51,217
616.75
52,004
616.80
52,801
616.85
53,606
616.90
54,421
616.95
55,245
617.00
56,078
617.05
56,921
617.10
57,772
617.15
58,634
617.20
59,505
617.25
60,385
617.30
61,275
617.35
62,175
617.40
63,085
617.45
64,004
617.50
64,933

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 25
Summary for Link 5L: Post POI 1
Inflow Area = 20.980 ac, 41.13% Impervious, Inflow Depth > 2.28" for 2yr event
Inflow = 29.00 cfs @ 12.19 hrs, Volume= 3.993 of
Primary = 29.00 cfs @ 12.19 hrs, Volume= 3.993 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: Post POI 1
Hyd rog raph
C Inflow
32
zs.00 ofs
T
T
T
1 T
❑ Primary
30
29.00 cfs —r
—r--r--i--r--r--r--i--r--r—
r —r--r r--i— r r--i--
�oW Area=,40=9(50 ac
28
-- - --
-------
--
-------
--
-� -
24
-- �--r--li---li--�--r--r--li--�--r--r--li--r--r--r--Ir--li--r--r--r--li--
22
20
U18-
3 16
O
--
1— -1
L--1---1--J--1--L--1--J--1--L-------1--L--L--'--
FL 14
rr
10
----r-------
--r-------
——r--r
— --
—
— -----r--r--------- — —
g
1 --
L-----'--
1 --
L--'
— — —'-- L -- L--L
--'-- L-- 1 -- L--' — — —'-- 1 -- L--L --'--
61
4
I
I I I
60 65 70 75 :0 85 90 95 100

Poplin Phase 3 - 191023 Type // 24-hr 2yrRainfall=3.55"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 26
Hydrograph for Link 5L: Post POI 1
Time
Inflow
Elevation
Primary
(hours)
(Cfs)
(feet)
(Cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.00
0.00
0.00
7.50
0.02
0.00
0.02
10.00
0.12
0.00
0.12
12.50
18.20
0.00
18.20
15.00
2.40
0.00
2.40
17.50
1.42
0.00
1.42
20.00
1.01
0.00
1.01
22.50
0.82
0.00
0.82
25.00
0.29
0.00
0.29
27.50
0.20
0.00
0.20
30.00
0.19
0.00
0.19
32.50
0.19
0.00
0.19
35.00
0.18
0.00
0.18
37.50
0.17
0.00
0.17
40.00
0.17
0.00
0.17
42.50
0.16
0.00
0.16
45.00
0.16
0.00
0.16
47.50
0.15
0.00
0.15
50.00
0.14
0.00
0.14
52.50
0.14
0.00
0.14
55.00
0.13
0.00
0.13
57.50
0.13
0.00
0.13
60.00
0.12
0.00
0.12
62.50
0.11
0.00
0.11
65.00
0.11
0.00
0.11
67.50
0.10
0.00
0.10
70.00
0.10
0.00
0.10
72.50
0.09
0.00
0.09
75.00
0.08
0.00
0.08
77.50
0.08
0.00
0.08
80.00
0.07
0.00
0.07
82.50
0.06
0.00
0.06
85.00
0.06
0.00
0.06
87.50
0.05
0.00
0.05
90.00
0.04
0.00
0.04
92.50
0.04
0.00
0.04
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.02
0.00
0.02
102.50
0.02
0.00
0.02
105.00
0.02
0.00
0.02
107.50
0.02
0.00
0.02
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 27
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre POI 1 Runoff Area=20.980 ac 2.03% Impervious Runoff Depth=3.84"
Flow Length=937' Tc=18.8 min UI Adjusted CN=79 Runoff=92.09 cfs 6.715 of
Subcatchment2S: Post POND 1 Runoff Area=13.500 ac 63.93% Imperious Runoff Depth=5.25"
Flow Length=572' Tc=9.5 min CN=92 Runoff=100.25 cfs 5.902 of
Subcatchment3S: POI 1 Bypass Runoff Area=7.480 ac 0.00% Imperious Runoff Depth=3.84"
Flow Length=2,279' Tc=25.7 min CN=79 Runoff=27.42 cfs 2.394 of
Pond 4P: Pond 1 Peak Elev=622.32' Storage=110,634 cf Inflow=100.25 cfs 5.902 of
Primary=32.80 cfs 5.875 of Secondary=0.00 cfs 0.000 of Outflow=32.80 cfs 5.875 of
Pond 6P: PP Vol
Riilnmm:me eis
Peak Elev=0.00' Storage=0 cf
Inflow=60.16 cfs 8.269 of
Primary=60.16 cfs 8.269 of
Total Runoff Area = 41.960 ac Runoff Volume = 15.011 of Average Runoff Depth = 4.29"
78.42% Pervious = 32.904 ac 21.58% Impervious = 9.056 ac

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 1S: Pre POI 1
Runoff = 92.09 cfs @ 12.11 hrs, Volume= 6.715 af, Depth= 3.84"
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 25yr Rainfall=6.18"
Area (ac) CN Adi Description
20.300
79
Woods/grass comb., Good, HSG D
0.156
98
Roofs, HSG D
0.094
98
Water Surface, 0% imp, HSG D
0.270
98
Unconnected pavement, HSG D
0.160
96
Gravel surface, HSG D
20.980
80
79 Weighted Average, UI Adjusted
20.554
97.97% Pervious Area
0.426
2.03% Impervious Area
0.270
63.38% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.5
100
0.0300
0.48
Sheet Flow,
Fallow n= 0.050 P2= 3.12"
3.0
315
0.0315
1.77
Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
12.3
522
0.0200
0.71
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.8 937 Total

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 29
Subcatchment 1S: Pre POI 1
Hydrograph
-----I-- r -- Y -- r -- r--r --I-- r-- r -- Y -- r--------I-- r -- r -- r————— — — — I -- r -- Y --
100 I I I I ■Runoff
r--Y--r--r--r--i--r--r--Y--r--r--r--i--r--r--r--r--r--i--r--r
--
95 92.09 cfs--L--T--r---------- -- ------------ -- ------------ -- --
r — —
90 --'-- -',-------------'---'-- -------------'--------�Y�e
85 --'-------'--'------------'--'-----'--J
80 - - I- - - 25 r Ra-i-r� fail h.'f 8' r -
75 ---- L--1--1--L------L--L--L--L---jRm1toff Arda,20.-980-at-
70 ---- -- -- -- -- ---- -- -- ----1---I---I--�--�---�-----I-�--I--4--�--
/ I-
" 60 --1--__,__Y__r__I___I__�u,p�►ff rDeptl��3.84�' -
-� 55 r--Y--r--r--r----r--r——Y--r--I-----
0 50 -
a 45 --,-- ---L-- i --i --i-------L--L--i --i-------rlciW _ n g#?57/ r-
40
-- -- ------------
-- --------- ------
i -
t AAjusf@d-O-N=7$-
25 --------------------+--------------------------+--
20--r- r--Y--r--r--r----r--r--Y--r--r------r--r--r--r-------r--Y--
15 --r- 1 0
--�i - -�----L--�r --�r-----------L--�i---------L--�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)

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 1S: Pre POI 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.17
0.00
0.00
5.00
0.39
0.00
0.00
7.50
0.68
0.01
0.20
10.00
1.12
0.11
1.40
12.50
4.54
2.41
22.24
15.00
5.27
3.04
3.64
17.50
5.63
3.35
2.30
20.00
5.88
3.58
1.60
22.50
6.07
3.75
1.39
25.00
6.18
3.84
0.00
27.50
6.18
3.84
0.00
30.00
6.18
3.84
0.00
32.50
6.18
3.84
0.00
35.00
6.18
3.84
0.00
37.50
6.18
3.84
0.00
40.00
6.18
3.84
0.00
42.50
6.18
3.84
0.00
45.00
6.18
3.84
0.00
47.50
6.18
3.84
0.00
50.00
6.18
3.84
0.00
52.50
6.18
3.84
0.00
55.00
6.18
3.84
0.00
57.50
6.18
3.84
0.00
60.00
6.18
3.84
0.00
62.50
6.18
3.84
0.00
65.00
6.18
3.84
0.00
67.50
6.18
3.84
0.00
70.00
6.18
3.84
0.00
72.50
6.18
3.84
0.00
75.00
6.18
3.84
0.00
77.50
6.18
3.84
0.00
80.00
6.18
3.84
0.00
82.50
6.18
3.84
0.00
85.00
6.18
3.84
0.00
87.50
6.18
3.84
0.00
90.00
6.18
3.84
0.00
92.50
6.18
3.84
0.00
95.00
6.18
3.84
0.00
97.50
6.18
3.84
0.00
100.00
6.18
3.84
0.00
102.50
6.18
3.84
0.00
105.00
6.18
3.84
0.00
107.50
6.18
3.84
0.00
110.00
6.18
3.84
0.00
112.50
6.18
3.84
0.00
115.00
6.18
3.84
0.00
117.50
6.18
3.84
0.00
120.00
6.18
3.84
0.00

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 2S: Post POND 1
Runoff = 100.25 cfs @ 12.00 hrs, Volume= 5.902 af, Depth= 5.25"
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 25yr Rainfall=6.18"
Area (ac) CN Description
4.400
98
Roofs, HSG D
3.730
98
Paved parking, HSG D
0.500
98
Water Surface, HSG D
4.870
80
>75% Grass cover, Good, HSG D
13.500
92
Weighted Average
4.870
36.07% Pervious Area
8.630
63.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
1.6
300
0.0100
3.12
9.36
Channel Flow,
Area= 3.0 sf Perim= 6.0' r= 0.50'
n= 0.030 Short grass
0.6
247
0.0140
7.03
12.43
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
9.5 572 Total

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 32
Subcatchment 2S: Post POND 1
Hydrograph
110--1---1--J--1--i-- ------J--1--1--L---------- --i------------1--1-- ■Runoff
105 — 100.25 cfs +__+__+__+--+----+--+--+--t----------+--+--+--,___,___,--+--+--
100 - ------ +------ - -,- -- +-- -- -- --,,gyp
95
90
-- J--1--1--L----1--J--1--1--L--1------25yr Rain fal[=*.-I81' -
�i t i
85 --r- r--r--r--r--r--i--r--r--r--r--r--i---i--r--r--r--r--i---i--r--+--
80 --, - -,-- --, --, --,-----,-- -- --, --,-R-u"ff A rd&13.500-ac
75 �' --------L------------i--L-----------L--------------+--
70--------------------+----a#ire-��f -
w 65 --r- r--r--r--r--r----r--r--Y-- r-----i---- r--r--r--r--r--1--r-- --
60----------------------------pc�ff�epl�=5.-25'-
3 55 --�i - J--1--1--L--+--------+--L------------L--------------+--
F]aw Ld-nEoth —57-2 -
0
45 --r---7--r--r--Ir--li--7----7--r--Ir--Ir--li-- --r--r -r C--r--r--
40 --,-----+--------------,----+-----------,---------�'I�i=�tV-IR-
35 --'-- J--1--1--L----1--J--1--1--L--1------'-- ---L L --- - -
i-- 1-
30 --r- r--+--+--r--r----r--r--+--r--r-------r--+--r--r----_�/ -
25 --,-----,--, --,-----------,--,---------,--, --,---------,--
20 --- --- -- ------------ -- ------------ -- ------------ -- --
15 --- -- -- -- -- ---- -- --+------------ -- ------------ --+--
10 --r- r--r--r--r--r----r--r--r--r--r-------r--r--r--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)

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 33
Hydrograph for Subcatchment 2S: Post POND 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.17
0.00
0.00
5.00
0.39
0.04
0.45
7.50
0.68
0.18
1.02
10.00
1.12
0.49
2.41
12.50
4.54
3.64
9.85
15.00
5.27
4.36
2.55
17.50
5.63
4.71
1.62
20.00
5.88
4.95
1.10
22.50
6.07
5.14
0.98
25.00
6.18
5.25
0.00
27.50
6.18
5.25
0.00
30.00
6.18
5.25
0.00
32.50
6.18
5.25
0.00
35.00
6.18
5.25
0.00
37.50
6.18
5.25
0.00
40.00
6.18
5.25
0.00
42.50
6.18
5.25
0.00
45.00
6.18
5.25
0.00
47.50
6.18
5.25
0.00
50.00
6.18
5.25
0.00
52.50
6.18
5.25
0.00
55.00
6.18
5.25
0.00
57.50
6.18
5.25
0.00
60.00
6.18
5.25
0.00
62.50
6.18
5.25
0.00
65.00
6.18
5.25
0.00
67.50
6.18
5.25
0.00
70.00
6.18
5.25
0.00
72.50
6.18
5.25
0.00
75.00
6.18
5.25
0.00
77.50
6.18
5.25
0.00
80.00
6.18
5.25
0.00
82.50
6.18
5.25
0.00
85.00
6.18
5.25
0.00
87.50
6.18
5.25
0.00
90.00
6.18
5.25
0.00
92.50
6.18
5.25
0.00
95.00
6.18
5.25
0.00
97.50
6.18
5.25
0.00
100.00
6.18
5.25
0.00
102.50
6.18
5.25
0.00
105.00
6.18
5.25
0.00
107.50
6.18
5.25
0.00
110.00
6.18
5.25
0.00
112.50
6.18
5.25
0.00
115.00
6.18
5.25
0.00
117.50
6.18
5.25
0.00
120.00
6.18
5.25
0.00

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 3S: POI 1 Bypass
Runoff = 27.42 cfs @ 12.19 hrs, Volume= 2.394 af, Depth= 3.84"
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 25yr Rainfall=6.18"
Area (ac) CN Description
7.480 79 Woods/grass comb., Good, HSG D
7.480 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
18.4
2,254
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
25.7 2,279 Total
Subcatchment 3S: POI 1 Bypass
Hydrograph
-----------,-- -- + --,------------- -- -- + --+------------- -- + -- + --, --
' 27.42 cfs
28 I I I I I I I I I I I I I I I I ITy
----
26
24- 126 r RainfaIIT6.I118"
—
—I— —
22---------------- b#4KeA= 8II�� -
i1LJ--1--1-- L #-
I I I I I I I I
zo-
--;-----t--r-------------- -- R1 nOffll-VQI Me=;2.$-94- -
-I--
18 'I
w--II------II-------------------II-- -- -- -- ---- -- I-
16 Run off DepthT3.841I
LL 14----I-- - - ---------I-- -- -- --I-[bW_Lbnoth=2,279'--
12 --+- +-- -- --+-- --------II-- -- ----+--}--+----- TC,-=�3:7-iI�t r-
10
--+- +--+--+--+--+----------+--+--+--+--+--+--+-+--+--+--+-"-1+--+--
6
--- ---J-- -- - _-------- - - _I --
-
----- -- - --
4
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)
■ Runoff

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 3S: POI 1 Bypass
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.17
0.00
0.00
5.00
0.39
0.00
0.00
7.50
0.68
0.01
0.06
10.00
1.12
0.11
0.46
12.50
4.54
2.41
11.90
15.00
5.27
3.04
1.33
17.50
5.63
3.35
0.83
20.00
5.88
3.58
0.58
22.50
6.07
3.75
0.50
25.00
6.18
3.84
0.01
27.50
6.18
3.84
0.00
30.00
6.18
3.84
0.00
32.50
6.18
3.84
0.00
35.00
6.18
3.84
0.00
37.50
6.18
3.84
0.00
40.00
6.18
3.84
0.00
42.50
6.18
3.84
0.00
45.00
6.18
3.84
0.00
47.50
6.18
3.84
0.00
50.00
6.18
3.84
0.00
52.50
6.18
3.84
0.00
55.00
6.18
3.84
0.00
57.50
6.18
3.84
0.00
60.00
6.18
3.84
0.00
62.50
6.18
3.84
0.00
65.00
6.18
3.84
0.00
67.50
6.18
3.84
0.00
70.00
6.18
3.84
0.00
72.50
6.18
3.84
0.00
75.00
6.18
3.84
0.00
77.50
6.18
3.84
0.00
80.00
6.18
3.84
0.00
82.50
6.18
3.84
0.00
85.00
6.18
3.84
0.00
87.50
6.18
3.84
0.00
90.00
6.18
3.84
0.00
92.50
6.18
3.84
0.00
95.00
6.18
3.84
0.00
97.50
6.18
3.84
0.00
100.00
6.18
3.84
0.00
102.50
6.18
3.84
0.00
105.00
6.18
3.84
0.00
107.50
6.18
3.84
0.00
110.00
6.18
3.84
0.00
112.50
6.18
3.84
0.00
115.00
6.18
3.84
0.00
117.50
6.18
3.84
0.00
120.00
6.18
3.84
0.00

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 36
Summary for Pond 4P: Pond 1
Inflow Area = 13.500 ac, 63.93% Impervious, Inflow Depth = 5.25" for 25yr event
Inflow = 100.25 cfs @ 12.00 hrs, Volume= 5.902 of
Outflow = 32.80 cfs @ 12.17 hrs, Volume= 5.875 af, Atten= 67%, Lag= 10.2 min
Primary = 32.80 cfs @ 12.17 hrs, Volume= 5.875 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 622.32' @ 12.17 hrs Surf.Area= 27,452 sf Storage= 110,634 cf
Plug -Flow detention time= 373.3 min calculated for 5.875 of (100% of inflow)
Center -of -Mass det. time= 370.2 min ( 1,146.3 - 776.1 )
Volume Invert Avail.Storage Storage Description
#1 617.50' 175,246 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)
617.50 18,682 561.0 0 0 18,682
618.50 20,394 580.0 19,532 19,532 20,499
619.50 22,162 598.0 21,272 40,804 22,286
620.50 23,987 618.0 23,068 63,872 24,315
621.50 25,869 636.0 24,922 88,794 26,217
622.50 27,807 655.0 26,832 115,626 28,273
623.50 29,801 674.0 28,798 144,425 30,390
624.50 31,853 693.0 30,821 175,246 32,567
Device Routing Invert Outlet Devices
#1 Primary 617.50' 24.0" Round Culvert
L= 60.5' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 617.50' / 617.20' S= 0.0050'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 617.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 619.10' 48.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 621.00' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 622.75' 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=32.73 cfs @ 12.17 hrs HW=622.30' (Free Discharge)
L1=Culvert (Barrel Controls 32.73 cfs @ 10.42 fps)
2=Orifice/Grate (Passes < 0.36 cfs potential flow)
3=Orifice/Grate (Passes < 31.63 cfs potential flow)
4=Sharp-Crested Rectangular Weir(Passes < 77.95 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=617.50' (Free Discharge)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 37
'1 11L• EMA'10 1 qff
Hyd rog raph
—y--Ir—y--Ir—y--r—y--r—y--Ir--li--r—y--r--li--r--li--r--li--r--li--r--li--
■Inflow
100.25 cfs
—--—
----—
----—
-------—
-------------------------------
iiiio Outflow
—1—
�--r—�--r—�--r—�--r--I--r
-
rpp r�qr +
1� V��
❑Primary
110
--'-
---I
IIII-_-__I-----III-_-__�----
- - - /�i_ 1 J+. �_�v _
--I 1
^ Secondary
105
-+-
+--+-+--+-+--+-+--+-+--+-+--+
+ Peek-aP_V�2,Z.32F-
100
- -
---i
---_-__--i
------------
--r- -
--
95
-+-
+--+-+--+-+--+-+--+----+-+--+
+ - +
Qrae1�
90
-,-
---
-----------J--
----r_---r
r
85
-+-
+--+-+--+-+--+-+--+----+-+--+----+----+----+----+----
80
- -
-,--,---,--,---,--,---,--,---,--,----------------------------,--
75
- -
--
- --
- --
- -- ----
- -- ---- ------------- ----
70
---
-----------------------------------------------------
N 65
- -
--
- --
- --
- -- ----
- -- ---- ------------- -t -
V 6055
- -
--
- --L-
--
- ----'--L-
--i----L--'------L----i--'--
LL
45
+�i 32.80 cfs--—--—--—------—----�--—_�--—_�--—_�--—_�--
32.80 cfs
— —
— — —
— — —
— — — — —I —
—
— — — — —I — — — —I — — — —I — — — —I — — — —I — —
40
35
1 r
J--L-J--L-J--
1 r
1 r
1 r
-J--L----L-J--L----L--I--
r
1 1 r r r 1
----L----L--I--
30
--
- ----
----
-- ------
---------------------------
25
-I--
---L-J--L-
-- -J--L-J--L----L-J--L----L-J--L--I--
20
15
10
624
623
622
w
w
0 621
w
w
620
619
618
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)
Pond 4P: Pond 1
Stage -Discharge
0 50 100 150 200 250
Discharge (cfs)
— Total
❑ Primary
Secondary

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 38
w
Pond 4P: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,00016,000 18,00020,000 22,000 24,00026,000 28,000 30,000
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage (cubic -feet)
Surface
■ Storage

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 39
Hydrograph for Pond 4P: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
617.50
0.00
0.00
0.00
2.50
0.00
0
617.50
0.00
0.00
0.00
5.00
0.45
1,814
617.60
0.02
0.02
0.00
7.50
1.02
7,896
617.91
0.09
0.09
0.00
10.00
2.41
21,131
618.58
0.16
0.16
0.00
12.50
9.85
92,536
621.64
29.04
29.04
0.00
15.00
2.55
40,035
619.47
3.06
3.06
0.00
17.50
1.62
37,360
619.34
1.77
1.77
0.00
20.00
1.10
36,091
619.29
1.25
1.25
0.00
22.50
0.98
35,466
619.26
1.01
1.01
0.00
25.00
0.00
33,374
619.16
0.42
0.42
0.00
27.50
0.00
31,200
619.06
0.20
0.20
0.00
30.00
0.00
29,444
618.98
0.19
0.19
0.00
32.50
0.00
27,740
618.90
0.19
0.19
0.00
35.00
0.00
26,087
618.82
0.18
0.18
0.00
37.50
0.00
24,486
618.74
0.17
0.17
0.00
40.00
0.00
22,938
618.67
0.17
0.17
0.00
42.50
0.00
21,442
618.59
0.16
0.16
0.00
45.00
0.00
20,000
618.52
0.16
0.16
0.00
47.50
0.00
18,611
618.45
0.15
0.15
0.00
50.00
0.00
17,276
618.39
0.15
0.15
0.00
52.50
0.00
15,994
618.33
0.14
0.14
0.00
55.00
0.00
14,768
618.26
0.13
0.13
0.00
57.50
0.00
13,595
618.21
0.13
0.13
0.00
60.00
0.00
12,478
618.15
0.12
0.12
0.00
62.50
0.00
11,416
618.09
0.11
0.11
0.00
65.00
0.00
10,409
618.04
0.11
0.11
0.00
67.50
0.00
9,458
618.00
0.10
0.10
0.00
70.00
0.00
8,563
617.95
0.10
0.10
0.00
72.50
0.00
7,724
617.91
0.09
0.09
0.00
75.00
0.00
6,942
617.87
0.08
0.08
0.00
77.50
0.00
6,216
617.83
0.08
0.08
0.00
80.00
0.00
5,548
617.79
0.07
0.07
0.00
82.50
0.00
4,936
617.76
0.06
0.06
0.00
85.00
0.00
4,383
617.73
0.06
0.06
0.00
87.50
0.00
3,885
617.71
0.05
0.05
0.00
90.00
0.00
3,450
617.68
0.04
0.04
0.00
92.50
0.00
3,075
617.66
0.04
0.04
0.00
95.00
0.00
2,754
617.65
0.03
0.03
0.00
97.50
0.00
2,478
617.63
0.03
0.03
0.00
100.00
0.00
2,240
617.62
0.02
0.02
0.00
102.50
0.00
2,035
617.61
0.02
0.02
0.00
105.00
0.00
1,859
617.60
0.02
0.02
0.00
107.50
0.00
1,707
617.59
0.02
0.02
0.00
110.00
0.00
1,576
617.58
0.01
0.01
0.00
112.50
0.00
1,464
617.58
0.01
0.01
0.00
115.00
0.00
1,367
617.57
0.01
0.01
0.00
117.50
0.00
1,283
617.57
0.01
0.01
0.00
120.00
0.00
1,206
617.56
0.01
0.01
0.00

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 40
Stage -Discharge for Pond 4P: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
617.50
0.00
0.00
0.00
617.60
0.02
0.02
0.00
617.70
0.05
0.05
0.00
617.80
0.07
0.07
0.00
617.90
0.09
0.09
0.00
618.00
0.10
0.10
0.00
618.10
0.12
0.12
0.00
618.20
0.13
0.13
0.00
618.30
0.14
0.14
0.00
618.40
0.15
0.15
0.00
618.50
0.16
0.16
0.00
618.60
0.16
0.16
0.00
618.70
0.17
0.17
0.00
618.80
0.18
0.18
0.00
618.90
0.19
0.19
0.00
619.00
0.19
0.19
0.00
619.10
0.20
0.20
0.00
619.20
0.61
0.61
0.00
619.30
1.36
1.36
0.00
619.40
2.33
2.33
0.00
619.50
3.47
3.47
0.00
619.60
4.77
4.77
0.00
619.70
6.21
6.21
0.00
619.80
7.76
7.76
0.00
619.90
9.44
9.44
0.00
620.00
11.22
11.22
0.00
620.10
13.10
13.10
0.00
620.20
14.67
14.67
0.00
620.30
16.00
16.00
0.00
620.40
17.20
17.20
0.00
620.50
18.30
18.30
0.00
620.60
19.33
19.33
0.00
620.70
20.31
20.31
0.00
620.80
21.23
21.23
0.00
620.90
22.12
22.12
0.00
621.00
22.97
22.97
0.00
621.10
25.44
25.44
0.00
621.20
26.27
26.27
0.00
621.30
26.92
26.92
0.00
621.40
27.55
27.55
0.00
621.50
28.17
28.17
0.00
621.60
28.77
28.77
0.00
621.70
29.37
29.37
0.00
621.80
29.95
29.95
0.00
621.90
30.52
30.52
0.00
622.00
31.08
31.08
0.00
622.10
31.63
31.63
0.00
622.20
32.17
32.17
0.00
622.30
32.70
32.70
0.00
622.40
33.23
33.23
0.00
622.50
33.74
33.74
0.00
622.60
34.25
34.25
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
622.70
34.75
34.75
0.00
622.80
36.35
35.24
1.11
622.90
41.51
35.73
5.79
623.00
48.74
36.21
12.54
623.10
57.74
36.68
21.06
623.20
68.48
37.15
31.33
623.30
81.09
37.61
43.48
623.40
94.61
38.06
56.54
623.50
108.47
38.51
69.95
623.60
123.20
38.96
84.24
623.70
138.75
39.40
99.35
623.80
155.28
39.84
115.45
623.90
172.84
40.27
132.57
624.00
190.79
40.69
150.10
624.10
208.95
41.11
167.84
624.20
227.48
41.53
185.95
624.30
246.30
41.94
204.36
624.40
266.17
42.35
223.82
624.50
287.23
42.76
244.47

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 41
Stage -Area -Storage for Pond 4P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
617.50
18,682
0
617.60
18,850
1,877
617.70
19,018
3,770
617.80
19,188
5,680
617.90
19,358
7,608
618.00
19,529
9,552
618.10
19,700
11,513
618.20
19,873
13,492
618.30
20,046
15,488
618.40
20,219
17,501
618.50
20,394
19,532
618.60
20,567
21,580
618.70
20,742
23,645
618.80
20,917
25,728
618.90
21,092
27,829
619.00
21,269
29,947
619.10
21,446
32,082
619.20
21,624
34,236
619.30
21,803
36,407
619.40
21,982
38,596
619.50
22,162
40,804
619.60
22,341
43,029
619.70
22,521
45,272
619.80
22,702
47,533
619.90
22,883
49,812
620.00
23,065
52,110
620.10
23,248
54,425
620.20
23,432
56,759
620.30
23,616
59,112
620.40
23,801
61,483
620.50
23,987
63,872
620.60
24,172
66,280
620.70
24,358
68,707
620.80
24,544
71,152
620.90
24,731
73,615
621.00
24,919
76,098
621.10
25,108
78,599
621.20
25,297
81,119
621.30
25,487
83,659
621.40
25,678
86,217
621.50
25,869
88,794
621.60
26,060
91,391
621.70
26,251
94,006
621.80
26,443
96,641
621.90
26,636
99,295
622.00
26,829
101,968
622.10
27,023
104,661
622.20
27,218
107,373
622.30
27,414
110,104
622.40
27,610
112,856
622.50
27,807
115,626
622.60
28,003
118,417
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
622.70
28,200
121,227
622.80
28,398
124,057
622.90
28,596
126,907
623.00
28,795
129,776
623.10
28,995
132,666
623.20
29,196
135,575
623.30
29,397
138,505
623.40
29,598
141,455
623.50
29,801
144,425
623.60
30,003
147,415
623.70
30,206
150,425
623.80
30,409
153,456
623.90
30,614
156,507
624.00
30,818
159,579
624.10
31,024
162,671
624.20
31,230
165,784
624.30
31,437
168,917
624.40
31,645
172,071
624.50
31,853
175,246

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 42
Summary for Pond 6P: PP Vol
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
613.50'
10,371 cf
Forebay (Irregular)Listed below (Recalc)
#2
612.50'
54,563 cf
Main Pool (Irregular)Listed
below (Recalc)
64,933 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
613.50
1,700
177.0
0
0
1,700
614.50
2,073
195.0
1,883
1,883
2,264
615.50
2,480
212.0
2,273
4,157
2,851
616.50
2,921
228.0
2,697
6,854
3,453
617.50
4,147
266.0
3,516
10,371
4,967
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
612.50
8,704
386.0
0
0
8,704
613.50
9,491
400.0
9,095
9,095
9,664
614.50
10,307
415.0
9,896
18,991
10,719
615.50
11,152
429.0
10,727
29,718
11,749
616.50
12,024
443.0
11,585
41,303
12,814
617.50
14,535
480.0
13,260
54,563
15,571
Pond 6P: PP Vol
Stage -Discharge
-------- ---------------- -- -
617
616
w
w
0 615
w
w
614
613
0
Discharge (cfs)
Total

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 43
61
61
w
w
0 61
w
w
61
61
Pond 6P: PP Vol
Stage -Area -Storage
0 10,000 20,000 30,000 40,000 50,000 60,000
Storage (cubic -feet)
❑ Storage

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 44
Elevation Discharge
(feet)
(cfs)
612.50
0.00
612.55
0.00
612.60
0.00
612.65
0.00
612.70
0.00
612.75
0.00
612.80
0.00
612.85
0.00
612.90
0.00
612.95
0.00
613.00
0.00
613.05
0.00
613.10
0.00
613.15
0.00
613.20
0.00
613.25
0.00
613.30
0.00
613.35
0.00
613.40
0.00
613.45
0.00
613.50
0.00
613.55
0.00
613.60
0.00
613.65
0.00
613.70
0.00
613.75
0.00
613.80
0.00
613.85
0.00
613.90
0.00
613.95
0.00
614.00
0.00
614.05
0.00
614.10
0.00
614.15
0.00
614.20
0.00
614.25
0.00
614.30
0.00
614.35
0.00
614.40
0.00
614.45
0.00
614.50
0.00
614.55
0.00
614.60
0.00
614.65
0.00
614.70
0.00
614.75
0.00
614.80
0.00
614.85
0.00
614.90
0.00
614.95
0.00
615.00
0.00
615.05
0.00
Stage -Discharge for Pond 6P: PP Vol
Elevation Discharge
(feet)
(cfs)
615.10
0.00
615.15
0.00
615.20
0.00
615.25
0.00
615.30
0.00
615.35
0.00
615.40
0.00
615.45
0.00
615.50
0.00
615.55
0.00
615.60
0.00
615.65
0.00
615.70
0.00
615.75
0.00
615.80
0.00
615.85
0.00
615.90
0.00
615.95
0.00
616.00
0.00
616.05
0.00
616.10
0.00
616.15
0.00
616.20
0.00
616.25
0.00
616.30
0.00
616.35
0.00
616.40
0.00
616.45
0.00
616.50
0.00
616.55
0.00
616.60
0.00
616.65
0.00
616.70
0.00
616.75
0.00
616.80
0.00
616.85
0.00
616.90
0.00
616.95
0.00
617.00
0.00
617.05
0.00
617.10
0.00
617.15
0.00
617.20
0.00
617.25
0.00
617.30
0.00
617.35
0.00
617.40
0.00
617.45
0.00
617.50
0.00

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 45
Elevation
Storage
(feet)
(cubic -feet)
612.50
0
612.55
436
612.60
874
612.65
1,314
612.70
1,756
612.75
2,200
612.80
2,646
612.85
3,094
612.90
3,544
612.95
3,995
613.00
4,449
613.05
4,905
613.10
5,362
613.15
5,822
613.20
6,283
613.25
6,747
613.30
7,212
613.35
7,680
613.40
8,150
613.45
8,621
613.50
9,095
613.55
9,656
613.60
10,220
613.65
10,786
613.70
11,356
613.75
11,929
613.80
12,504
613.85
13,083
613.90
13,664
613.95
14,248
614.00
14,836
614.05
15,426
614.10
16,019
614.15
16,616
614.20
17,215
614.25
17,817
614.30
18,423
614.35
19,031
614.40
19,642
614.45
20,257
614.50
20,874
614.55
21,495
614.60
22,118
614.65
22,745
614.70
23,375
614.75
24,007
614.80
24,643
614.85
25,282
614.90
25,924
614.95
26,570
615.00
27,218
615.05
27,869
Stage -Area -Storage for Pond 6P: PP Vol
Elevation
Storage
(feet)
(cubic -feet)
615.10
28,524
615.15
29,182
615.20
29,842
615.25
30,506
615.30
31,174
615.35
31,844
615.40
32,518
615.45
33,194
615.50
33,874
615.55
34,558
615.60
35,244
615.65
35,934
615.70
36,627
615.75
37,323
615.80
38,022
615.85
38,724
615.90
39,430
615.95
40,139
616.00
40,852
616.05
41,567
616.10
42,286
616.15
43,009
616.20
43,734
616.25
44,463
616.30
45,195
616.35
45,931
616.40
46,669
616.45
47,412
616.50
48,157
616.55
48,909
616.60
49,669
616.65
50,439
616.70
51,217
616.75
52,004
616.80
52,801
616.85
53,606
616.90
54,421
616.95
55,245
617.00
56,078
617.05
56,921
617.10
57,772
617.15
58,634
617.20
59,505
617.25
60,385
617.30
61,275
617.35
62,175
617.40
63,085
617.45
64,004
617.50
64,933

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 46
Summary for Link 5L: Post POI 1
Inflow Area = 20.980 ac, 41.13% Impervious, Inflow Depth > 4.73" for 25yr event
Inflow = 60.16 cfs @ 12.19 hrs, Volume= 8.269 of
Primary = 60.16 cfs @ 12.19 hrs, Volume= 8.269 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: Post POI 1
Hyd rog raph
E Inflow
65
-
so.fscfs --r--Ir--li--,--r--li---li----r--Ir--Ir-7--7--r--Ir--li--7--r--Ir--li--
❑ Primary
60.16
w
f�h(u
_ 0��9
cfs !_rJ�
jRf t�/
60
------I-------I--; _ �p
rea—
I I I I I I I I I I I I I I I I I I I I
55
'
--I
-L--L-----I----L-----I-- --L------J------------------- --I--
50
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
45
--
rt--r--+--li-- --r--Ir--li--y--+--Ir--Ir-y--+--r--li---li--rt--r--Ir-T-
40
y
� I
-----------------------1-------------------------------I--
I I I I I I I I I I I I I I I I I I I I I
-- 35
�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
0a 30
'
I
I I I I I I I I I I I I I I I I I I I I I
LLLLL-LJL-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 I I I I I I I I
25
--I
+--r-------+--+-------+--+--+----+--+--+-------+--r--+--I--
20
, I
--
7--7-------7--r--I --I----+--IF-----1--+--r-------7--r--Ir--I--
I I I I I I I I I I I I I I I I I I I I I
15
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 I I I I
10
'
--
-L--I-----L--L--1---1--J--1--L----J--L--L-------L--L--L--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)

Poplin Phase 3 - 191023 Type/1 24-hr 25yr Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 47
Hydrograph for Link 5L: Post POI 1
Time
Inflow
Elevation
Primary
(hours)
(Cfs)
(feet)
(Cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.02
0.00
0.02
7.50
0.15
0.00
0.15
10.00
0.63
0.00
0.63
12.50
40.94
0.00
40.94
15.00
4.39
0.00
4.39
17.50
2.60
0.00
2.60
20.00
1.83
0.00
1.83
22.50
1.51
0.00
1.51
25.00
0.42
0.00
0.42
27.50
0.20
0.00
0.20
30.00
0.19
0.00
0.19
32.50
0.19
0.00
0.19
35.00
0.18
0.00
0.18
37.50
0.17
0.00
0.17
40.00
0.17
0.00
0.17
42.50
0.16
0.00
0.16
45.00
0.16
0.00
0.16
47.50
0.15
0.00
0.15
50.00
0.15
0.00
0.15
52.50
0.14
0.00
0.14
55.00
0.13
0.00
0.13
57.50
0.13
0.00
0.13
60.00
0.12
0.00
0.12
62.50
0.11
0.00
0.11
65.00
0.11
0.00
0.11
67.50
0.10
0.00
0.10
70.00
0.10
0.00
0.10
72.50
0.09
0.00
0.09
75.00
0.08
0.00
0.08
77.50
0.08
0.00
0.08
80.00
0.07
0.00
0.07
82.50
0.06
0.00
0.06
85.00
0.06
0.00
0.06
87.50
0.05
0.00
0.05
90.00
0.04
0.00
0.04
92.50
0.04
0.00
0.04
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.02
0.00
0.02
102.50
0.02
0.00
0.02
105.00
0.02
0.00
0.02
107.50
0.02
0.00
0.02
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 48
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1S: Pre POI 1 Runoff Area=20.980 ac 2.03% Impervious Runoff Depth=5.32"
Flow Length=937' Tc=18.8 min UI Adjusted CN=79 Runoff=126.57 cfs 9.305 of
Subcatchment2S: Post POND 1 Runoff Area=13.500 ac 63.93% Imperious Runoff Depth=6.85"
Flow Length=572' Tc=9.5 min CN=92 Runoff=128.71 cfs 7.701 of
Subcatchment3S: POI 1 Bypass Runoff Area=7.480 ac 0.00% Imperious Runoff Depth=5.32"
Flow Length=2,279' Tc=25.7 min CN=79 Runoff=37.77 cfs 3.317 of
Pond 4P: Pond 1 Peak EIev=623.10' Storage=132,576 cf Inflow=128.71 cfs 7.701 of
Primary=36.67 cfs 7.435 of Secondary=20.78 cfs 0.239 of Outflow=57.44 cfs 7.673 of
Pond 6P: PP Vol
Riilnmm:me eis
Peak EIev=0.00' Storage=0 cf
Inflow=94.42 cfs 10.991 of
Primary=94.42 cfs 10.991 of
Total Runoff Area = 41.960 ac Runoff Volume = 20.323 of Average Runoff Depth = 5.81"
78.42% Pervious = 32.904 ac 21.58% Impervious = 9.056 ac

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 1S: Pre POI 1
Runoff = 126.57 cfs @ 12.11 hrs, Volume= 9.305 af, Depth= 5.32"
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 100yr Rainfall=7.80"
Area (ac) CN Adi Description
20.300
79
Woods/grass comb., Good, HSG D
0.156
98
Roofs, HSG D
0.094
98
Water Surface, 0% imp, HSG D
0.270
98
Unconnected pavement, HSG D
0.160
96
Gravel surface, HSG D
20.980
80
79 Weighted Average, UI Adjusted
20.554
97.97% Pervious Area
0.426
2.03% Impervious Area
0.270
63.38% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.5
100
0.0300
0.48
Sheet Flow,
Fallow n= 0.050 P2= 3.12"
3.0
315
0.0315
1.77
Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
12.3
522
0.0200
0.71
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.8 937 Total

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 50
Subcatchment 1S: Pre POI 1
Hydrograph
------- -- -- -- -- ---- -- --------------- -------- --------------
140 I I I I I I I I I I ■Runoff
-
-r--I--t--t--t--r--r----t--t--t--r--r-------t--t--r----------t
--t--
130 126.57 CIS i
120 -�, -- -- �,I --�,I --,I -----,-- -- --,I --,I -----,-- --,I--�YPe I(24-Ijr
- -'- - -
110 100yr Rain a11=�7.-801v -
- - - - - - - - - - - - - - - - - - - - + - - L - - I- - - I - - -I - - � - - - � - - I- - - I - - -I - - � - - + - -
100 Ruhoff AraaT20.980 ac
--T----T--r--P�-npf#;V414me=9 �O�Af -
u 80 '
------------------------------------Ownoff bepth=5.-332," -
3 70 * �iy�� iy
o --'-- J--1--1--L--'--1--J--1--1--L--1--------r�VVV Ldinh--9&7�-
60
50 Y� 8•, 'm111
40 - -- - - - -- - - -- UI', A'djuS e- -- -
30
20f�
-r- t--t--r--r--r--i--t--t--t--r--r--i---i--t--r--r--r--i---i--t--t--
10
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)

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 51
Hydrograph for Subcatchment 1S: Pre POI 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.22
0.00
0.00
5.00
0.49
0.00
0.00
7.50
0.85
0.03
0.60
10.00
1.41
0.22
2.39
12.50
5.73
3.44
29.89
15.00
6.66
4.27
4.79
17.50
7.11
4.69
3.02
20.00
7.43
4.98
2.09
22.50
7.67
5.20
1.82
25.00
7.80
5.32
0.00
27.50
7.80
5.32
0.00
30.00
7.80
5.32
0.00
32.50
7.80
5.32
0.00
35.00
7.80
5.32
0.00
37.50
7.80
5.32
0.00
40.00
7.80
5.32
0.00
42.50
7.80
5.32
0.00
45.00
7.80
5.32
0.00
47.50
7.80
5.32
0.00
50.00
7.80
5.32
0.00
52.50
7.80
5.32
0.00
55.00
7.80
5.32
0.00
57.50
7.80
5.32
0.00
60.00
7.80
5.32
0.00
62.50
7.80
5.32
0.00
65.00
7.80
5.32
0.00
67.50
7.80
5.32
0.00
70.00
7.80
5.32
0.00
72.50
7.80
5.32
0.00
75.00
7.80
5.32
0.00
77.50
7.80
5.32
0.00
80.00
7.80
5.32
0.00
82.50
7.80
5.32
0.00
85.00
7.80
5.32
0.00
87.50
7.80
5.32
0.00
90.00
7.80
5.32
0.00
92.50
7.80
5.32
0.00
95.00
7.80
5.32
0.00
97.50
7.80
5.32
0.00
100.00
7.80
5.32
0.00
102.50
7.80
5.32
0.00
105.00
7.80
5.32
0.00
107.50
7.80
5.32
0.00
110.00
7.80
5.32
0.00
112.50
7.80
5.32
0.00
115.00
7.80
5.32
0.00
117.50
7.80
5.32
0.00
120.00
7.80
5.32
0.00

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 2S: Post POND 1
Runoff = 128.71 cfs @ 12.00 hrs, Volume= 7.701 af, Depth= 6.85"
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 100yr Rainfall=7.80"
Area (ac) CN Description
4.400
98
Roofs, HSG D
3.730
98
Paved parking, HSG D
0.500
98
Water Surface, HSG D
4.870
80
>75% Grass cover, Good, HSG D
13.500
92
Weighted Average
4.870
36.07% Pervious Area
8.630
63.93% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
1.6
300
0.0100
3.12
9.36
Channel Flow,
Area= 3.0 sf Perim= 6.0' r= 0.50'
n= 0.030 Short grass
0.6
247
0.0140
7.03
12.43
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
9.5 572 Total

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 53
Subcatchment 2S: Post POND 1
Hydrograph
--r--i--r--r--r--r--r--i--r--r--r--r--r--i--r--r--r--r--r--r--i--r--r--
140130- ■Runoff
128.71 cfs
-------------------
120
-- -- -- -- -- ---- -- ----r-------100yrRainfalW7.-W`-
110
-- — ------ -- -- ----Runoff ArdaT13.500 ac
90 ' gnWVOlt'mo= %701- of -
u 80
- - - - - - - - - - - - - - - - Ownoff Depth-6-SE -
70
0
-------------------------------------- flow Ldnoth=572' -
a 60
--'-- -- -- -- -- --'-- -- --+------- - - -'--
-- -- -
50 c=-M 111
--i—
-- -- -- -- ---- -- -- ------------ -- --—------—— -- --
40 1 N=92
-
30
20
--r- r--r--r--r--r--i--r--r--r--r--r--i--r--r--r--r--r--r--i--r--r--
10
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)

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 54
Hydrograph for Subcatchment 2S: Post POND 1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.22
0.00
0.09
5.00
0.49
0.08
0.74
7.50
0.85
0.30
1.48
10.00
1.41
0.73
3.29
12.50
5.73
4.81
12.56
15.00
6.66
5.72
3.25
17.50
7.11
6.16
2.06
20.00
7.43
6.48
1.40
22.50
7.67
6.71
1.24
25.00
7.80
6.85
0.00
27.50
7.80
6.85
0.00
30.00
7.80
6.85
0.00
32.50
7.80
6.85
0.00
35.00
7.80
6.85
0.00
37.50
7.80
6.85
0.00
40.00
7.80
6.85
0.00
42.50
7.80
6.85
0.00
45.00
7.80
6.85
0.00
47.50
7.80
6.85
0.00
50.00
7.80
6.85
0.00
52.50
7.80
6.85
0.00
55.00
7.80
6.85
0.00
57.50
7.80
6.85
0.00
60.00
7.80
6.85
0.00
62.50
7.80
6.85
0.00
65.00
7.80
6.85
0.00
67.50
7.80
6.85
0.00
70.00
7.80
6.85
0.00
72.50
7.80
6.85
0.00
75.00
7.80
6.85
0.00
77.50
7.80
6.85
0.00
80.00
7.80
6.85
0.00
82.50
7.80
6.85
0.00
85.00
7.80
6.85
0.00
87.50
7.80
6.85
0.00
90.00
7.80
6.85
0.00
92.50
7.80
6.85
0.00
95.00
7.80
6.85
0.00
97.50
7.80
6.85
0.00
100.00
7.80
6.85
0.00
102.50
7.80
6.85
0.00
105.00
7.80
6.85
0.00
107.50
7.80
6.85
0.00
110.00
7.80
6.85
0.00
112.50
7.80
6.85
0.00
115.00
7.80
6.85
0.00
117.50
7.80
6.85
0.00
120.00
7.80
6.85
0.00

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 3S: POI 1 Bypass
Runoff = 37.77 cfs @ 12.19 hrs, Volume= 3.317 af, Depth= 5.32"
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 100yr Rainfall=7.80"
Area (ac) CN Description
7.480 79 Woods/grass comb., Good, HSG D
7.480 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
25
0.0200
0.06
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.12"
18.4
2,254
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
25.7 2,279 Total
Subcatchment 3S: POI 1 Bypass
Hydrograph
42 --r-------+--+--+--r--r--r----+--+--+--+--r--r--r-------+--+--+--r--
40
+ 37.77 cfs—i--�--7--+--7--i--i---i--7--�--�--+--+--F--i—— i———i-- --+__+__�__
38 ---- -----------------------ITY ------------------- �7y�p F
36 --'------'--------------------- ----------------`'r-------hT-
+ p/i i Doi i i �,.i� i i
34
( --'---1--J--1--+--L----------J--1--1--1- 1 VW f��f��IT7.e7� _
�i
32 T --+-+--+--+--+--+--+--+-+--+--+--+--+--+--y+-- +---
j --+--+--+--+--y+,--
30 - Idfl�?-Ir- -li-- ----r--r--Ir--li---li--7-- -- �fp
-/-IFe},-7.�'Fw �4��-
�i
26 ' � - --- - - -- ----'+---------------- -- ��iPvpnOff-V-PI0Me=3.:w-CI# -
22 ---1--�--' �----1_-R�noff�iDOt�w32Lv=
18 --r- ---+--+--+--r--r--r----+--+--+--+--r--r--r--i-
16 -- - --- ----r--r--------- -- ----T--r-- -- -- Tq—&T1 OI--
i
14 --i ---------+--i --i--------------+--i --i --i-----i-- i--- - - - - --
12 -- - ------ -- -- ------------ -- -- -- -- ----------tN=79--
10 ---- ------ --+--------------- ----+--+---------------+--+-- --
�i
6 --+- ---+--+--+--r--+--+----+--+--+--+--+--+-------+--+--+--+--+--
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 56
Hydrograph for Subcatchment 3S: POI 1 Bypass
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
2.50
0.22
0.00
0.00
5.00
0.49
0.00
0.00
7.50
0.85
0.03
0.20
10.00
1.41
0.22
0.80
12.50
5.73
3.44
16.13
15.00
6.66
4.27
1.75
17.50
7.11
4.69
1.09
20.00
7.43
4.98
0.76
22.50
7.67
5.20
0.65
25.00
7.80
5.32
0.01
27.50
7.80
5.32
0.00
30.00
7.80
5.32
0.00
32.50
7.80
5.32
0.00
35.00
7.80
5.32
0.00
37.50
7.80
5.32
0.00
40.00
7.80
5.32
0.00
42.50
7.80
5.32
0.00
45.00
7.80
5.32
0.00
47.50
7.80
5.32
0.00
50.00
7.80
5.32
0.00
52.50
7.80
5.32
0.00
55.00
7.80
5.32
0.00
57.50
7.80
5.32
0.00
60.00
7.80
5.32
0.00
62.50
7.80
5.32
0.00
65.00
7.80
5.32
0.00
67.50
7.80
5.32
0.00
70.00
7.80
5.32
0.00
72.50
7.80
5.32
0.00
75.00
7.80
5.32
0.00
77.50
7.80
5.32
0.00
80.00
7.80
5.32
0.00
82.50
7.80
5.32
0.00
85.00
7.80
5.32
0.00
87.50
7.80
5.32
0.00
90.00
7.80
5.32
0.00
92.50
7.80
5.32
0.00
95.00
7.80
5.32
0.00
97.50
7.80
5.32
0.00
100.00
7.80
5.32
0.00
102.50
7.80
5.32
0.00
105.00
7.80
5.32
0.00
107.50
7.80
5.32
0.00
110.00
7.80
5.32
0.00
112.50
7.80
5.32
0.00
115.00
7.80
5.32
0.00
117.50
7.80
5.32
0.00
120.00
7.80
5.32
0.00

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 57
Summary for Pond 4P: Pond 1
Inflow Area = 13.500 ac, 63.93% Impervious, Inflow Depth = 6.85" for 100yr event
Inflow = 128.71 cfs @ 12.00 hrs, Volume= 7.701 of
Outflow = 57.44 cfs @ 12.15 hrs, Volume= 7.673 af, Atten= 55%, Lag= 8.6 min
Primary = 36.67 cfs @ 12.15 hrs, Volume= 7.435 of
Secondary = 20.78 cfs @ 12.15 hrs, Volume= 0.239 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 623.10' @ 12.15 hrs Surf.Area= 28,989 sf Storage= 132,576 cf
Plug -Flow detention time= 301.4 min calculated for 7.673 of (100% of inflow)
Center -of -Mass det. time= 298.9 min ( 1,068.3 - 769.4 )
Volume Invert Avail.Storage Storage Description
#1 617.50' 175,246 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)
617.50 18,682 561.0 0 0 18,682
618.50 20,394 580.0 19,532 19,532 20,499
619.50 22,162 598.0 21,272 40,804 22,286
620.50 23,987 618.0 23,068 63,872 24,315
621.50 25,869 636.0 24,922 88,794 26,217
622.50 27,807 655.0 26,832 115,626 28,273
623.50 29,801 674.0 28,798 144,425 30,390
624.50 31,853 693.0 30,821 175,246 32,567
Device Routing Invert Outlet Devices
#1 Primary 617.50' 24.0" Round Culvert
L= 60.5' RCP, groove end projecting, Ke= 0.200
Inlet / Outlet Invert= 617.50' / 617.20' S= 0.0050'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1 617.50' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 619.10' 48.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 621.00' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 622.75' 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=36.64 cfs @ 12.15 hrs HW=623.09' (Free Discharge)
L1=Culvert (Barrel Controls 36.64 cfs @ 11.66 fps)
2=Orifice/Grate (Passes < 0.38 cfs potential flow)
3=Orifice/Grate (Passes < 35.95 cfs potential flow)
4=Sharp-Crested Rectangular Weir(Passes < 158.18 cfs potential flow)
Secondary OutFlow Max=20.24 cfs @ 12.15 hrs HW=623.09' (Free Discharge)
L5= Broad -crested Rectangular Weir(Weir Controls 20.24 cfs @ 1.48 fps)

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 58
N
3
0
LL
14
13
12
11
10
III
624
623
622
w
w
0 621
w
w
620
619
618
Pond 4P: Pond 1
Hyd rog raph
-,--r-�--r-�--r-�--r-�--r--I--r-�--r--I--r--I--r--I--r--I--r--I--
1I I I I I I I I I I I I I I I I I I I I
128.71
+--r—--r—+--r—--r----r—+--+----r----r----+----+--I--
cfs I I I I I I I I I I , I I I
' - --I-- ---- ---- -- - -Inflolwl�Ateaa l31�.5Oel� ai�-
I
—r— r--r—r--r—r--r—r--r--I--r—r--r r r
' -Peak-EleV�23.fiaf-
-�- J--r-J--r-J--�-J--L--I--r-J--�--I--L--I--�--I--L--I--�--I--
, I I I I I I I I I I I I IS
I I I I I
Sao rake-137 -
—y— y--Ir—y--r—y--r—y--Ir--li--r—y--r--li--r--li--r--li--r-7—r—
' I I I I I I I I I I I I I I I I I I I I I I
-�- �--r-�--r-�--r-�--r--I--r-�--T--I--r--I--r--I--r--I--T--I--
'
, 57.44cfs
,
� , 1--r—�--r-1--r—�--r-1--r-1--T-1--r-1--r-1--T-1--T--I--
, 36.67 cfs
20.78 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Pond 4P: Pond 1
Stage -Discharge
0 50 100 150 200 250
Discharge (cfs)
■ Inflow
E Outflow
❑ Primary
Secondary
— Total
❑ Primary
Secondary

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 59
w
Pond 4P: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,00016,000 18,00020,000 22,000 24,00026,000 28,000 30,000
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage (cubic -feet)
Surface
■ Storage

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 60
Hydrograph for Pond 4P: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
617.50
0.00
0.00
0.00
2.50
0.09
56
617.50
0.00
0.00
0.00
5.00
0.74
3,629
617.69
0.05
0.05
0.00
7.50
1.48
12,855
618.17
0.12
0.12
0.00
10.00
3.29
31,498
619.07
0.20
0.20
0.00
12.50
12.56
110,635
622.32
32.80
32.80
0.00
15.00
3.25
41,480
619.53
3.85
3.85
0.00
17.50
2.06
38,377
619.39
2.22
2.22
0.00
20.00
1.40
36,902
619.32
1.57
1.57
0.00
22.50
1.24
36,177
619.29
1.28
1.28
0.00
25.00
0.00
33,651
619.17
0.47
0.47
0.00
27.50
0.00
31,325
619.06
0.20
0.20
0.00
30.00
0.00
29,565
618.98
0.19
0.19
0.00
32.50
0.00
27,857
618.90
0.19
0.19
0.00
35.00
0.00
26,201
618.82
0.18
0.18
0.00
37.50
0.00
24,596
618.75
0.18
0.18
0.00
40.00
0.00
23,044
618.67
0.17
0.17
0.00
42.50
0.00
21,545
618.60
0.16
0.16
0.00
45.00
0.00
20,099
618.53
0.16
0.16
0.00
47.50
0.00
18,706
618.46
0.15
0.15
0.00
50.00
0.00
17,367
618.39
0.15
0.15
0.00
52.50
0.00
16,082
618.33
0.14
0.14
0.00
55.00
0.00
14,851
618.27
0.13
0.13
0.00
57.50
0.00
13,675
618.21
0.13
0.13
0.00
60.00
0.00
12,554
618.15
0.12
0.12
0.00
62.50
0.00
11,488
618.10
0.12
0.12
0.00
65.00
0.00
10,477
618.05
0.11
0.11
0.00
67.50
0.00
9,523
618.00
0.10
0.10
0.00
70.00
0.00
8,624
617.95
0.10
0.10
0.00
72.50
0.00
7,781
617.91
0.09
0.09
0.00
75.00
0.00
6,995
617.87
0.08
0.08
0.00
77.50
0.00
6,265
617.83
0.08
0.08
0.00
80.00
0.00
5,593
617.80
0.07
0.07
0.00
82.50
0.00
4,976
617.76
0.07
0.07
0.00
85.00
0.00
4,420
617.73
0.06
0.06
0.00
87.50
0.00
3,918
617.71
0.05
0.05
0.00
90.00
0.00
3,478
617.68
0.05
0.05
0.00
92.50
0.00
3,100
617.66
0.04
0.04
0.00
95.00
0.00
2,775
617.65
0.03
0.03
0.00
97.50
0.00
2,496
617.63
0.03
0.03
0.00
100.00
0.00
2,255
617.62
0.02
0.02
0.00
102.50
0.00
2,048
617.61
0.02
0.02
0.00
105.00
0.00
1,870
617.60
0.02
0.02
0.00
107.50
0.00
1,717
617.59
0.02
0.02
0.00
110.00
0.00
1,585
617.58
0.01
0.01
0.00
112.50
0.00
1,471
617.58
0.01
0.01
0.00
115.00
0.00
1,373
617.57
0.01
0.01
0.00
117.50
0.00
1,289
617.57
0.01
0.01
0.00
120.00
0.00
1,211
617.56
0.01
0.01
0.00

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 61
Stage -Discharge for Pond 4P: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
617.50
0.00
0.00
0.00
617.60
0.02
0.02
0.00
617.70
0.05
0.05
0.00
617.80
0.07
0.07
0.00
617.90
0.09
0.09
0.00
618.00
0.10
0.10
0.00
618.10
0.12
0.12
0.00
618.20
0.13
0.13
0.00
618.30
0.14
0.14
0.00
618.40
0.15
0.15
0.00
618.50
0.16
0.16
0.00
618.60
0.16
0.16
0.00
618.70
0.17
0.17
0.00
618.80
0.18
0.18
0.00
618.90
0.19
0.19
0.00
619.00
0.19
0.19
0.00
619.10
0.20
0.20
0.00
619.20
0.61
0.61
0.00
619.30
1.36
1.36
0.00
619.40
2.33
2.33
0.00
619.50
3.47
3.47
0.00
619.60
4.77
4.77
0.00
619.70
6.21
6.21
0.00
619.80
7.76
7.76
0.00
619.90
9.44
9.44
0.00
620.00
11.22
11.22
0.00
620.10
13.10
13.10
0.00
620.20
14.67
14.67
0.00
620.30
16.00
16.00
0.00
620.40
17.20
17.20
0.00
620.50
18.30
18.30
0.00
620.60
19.33
19.33
0.00
620.70
20.31
20.31
0.00
620.80
21.23
21.23
0.00
620.90
22.12
22.12
0.00
621.00
22.97
22.97
0.00
621.10
25.44
25.44
0.00
621.20
26.27
26.27
0.00
621.30
26.92
26.92
0.00
621.40
27.55
27.55
0.00
621.50
28.17
28.17
0.00
621.60
28.77
28.77
0.00
621.70
29.37
29.37
0.00
621.80
29.95
29.95
0.00
621.90
30.52
30.52
0.00
622.00
31.08
31.08
0.00
622.10
31.63
31.63
0.00
622.20
32.17
32.17
0.00
622.30
32.70
32.70
0.00
622.40
33.23
33.23
0.00
622.50
33.74
33.74
0.00
622.60
34.25
34.25
0.00
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
622.70
34.75
34.75
0.00
622.80
36.35
35.24
1.11
622.90
41.51
35.73
5.79
623.00
48.74
36.21
12.54
623.10
57.74
36.68
21.06
623.20
68.48
37.15
31.33
623.30
81.09
37.61
43.48
623.40
94.61
38.06
56.54
623.50
108.47
38.51
69.95
623.60
123.20
38.96
84.24
623.70
138.75
39.40
99.35
623.80
155.28
39.84
115.45
623.90
172.84
40.27
132.57
624.00
190.79
40.69
150.10
624.10
208.95
41.11
167.84
624.20
227.48
41.53
185.95
624.30
246.30
41.94
204.36
624.40
266.17
42.35
223.82
624.50
287.23
42.76
244.47

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 62
Stage -Area -Storage for Pond 4P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
617.50
18,682
0
617.60
18,850
1,877
617.70
19,018
3,770
617.80
19,188
5,680
617.90
19,358
7,608
618.00
19,529
9,552
618.10
19,700
11,513
618.20
19,873
13,492
618.30
20,046
15,488
618.40
20,219
17,501
618.50
20,394
19,532
618.60
20,567
21,580
618.70
20,742
23,645
618.80
20,917
25,728
618.90
21,092
27,829
619.00
21,269
29,947
619.10
21,446
32,082
619.20
21,624
34,236
619.30
21,803
36,407
619.40
21,982
38,596
619.50
22,162
40,804
619.60
22,341
43,029
619.70
22,521
45,272
619.80
22,702
47,533
619.90
22,883
49,812
620.00
23,065
52,110
620.10
23,248
54,425
620.20
23,432
56,759
620.30
23,616
59,112
620.40
23,801
61,483
620.50
23,987
63,872
620.60
24,172
66,280
620.70
24,358
68,707
620.80
24,544
71,152
620.90
24,731
73,615
621.00
24,919
76,098
621.10
25,108
78,599
621.20
25,297
81,119
621.30
25,487
83,659
621.40
25,678
86,217
621.50
25,869
88,794
621.60
26,060
91,391
621.70
26,251
94,006
621.80
26,443
96,641
621.90
26,636
99,295
622.00
26,829
101,968
622.10
27,023
104,661
622.20
27,218
107,373
622.30
27,414
110,104
622.40
27,610
112,856
622.50
27,807
115,626
622.60
28,003
118,417
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
622.70
28,200
121,227
622.80
28,398
124,057
622.90
28,596
126,907
623.00
28,795
129,776
623.10
28,995
132,666
623.20
29,196
135,575
623.30
29,397
138,505
623.40
29,598
141,455
623.50
29,801
144,425
623.60
30,003
147,415
623.70
30,206
150,425
623.80
30,409
153,456
623.90
30,614
156,507
624.00
30,818
159,579
624.10
31,024
162,671
624.20
31,230
165,784
624.30
31,437
168,917
624.40
31,645
172,071
624.50
31,853
175,246

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 63
Summary for Pond 6P: PP Vol
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
613.50'
10,371 cf
Forebay (Irregular)Listed below (Recalc)
#2
612.50'
54,563 cf
Main Pool (Irregular)Listed
below (Recalc)
64,933 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
613.50
1,700
177.0
0
0
1,700
614.50
2,073
195.0
1,883
1,883
2,264
615.50
2,480
212.0
2,273
4,157
2,851
616.50
2,921
228.0
2,697
6,854
3,453
617.50
4,147
266.0
3,516
10,371
4,967
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
612.50
8,704
386.0
0
0
8,704
613.50
9,491
400.0
9,095
9,095
9,664
614.50
10,307
415.0
9,896
18,991
10,719
615.50
11,152
429.0
10,727
29,718
11,749
616.50
12,024
443.0
11,585
41,303
12,814
617.50
14,535
480.0
13,260
54,563
15,571
Pond 6P: PP Vol
Stage -Discharge
-------- ---------------- -- -
617
616
w
w
0 615
w
w
614
613
0
Discharge (cfs)
Total

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 64
61
61
w
w
0 61
w
w
61
61
Pond 6P: PP Vol
Stage -Area -Storage
0 10,000 20,000 30,000 40,000 50,000 60,000
Storage (cubic -feet)
❑ Storage

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 65
Elevation Discharge
(feet)
(cfs)
612.50
0.00
612.55
0.00
612.60
0.00
612.65
0.00
612.70
0.00
612.75
0.00
612.80
0.00
612.85
0.00
612.90
0.00
612.95
0.00
613.00
0.00
613.05
0.00
613.10
0.00
613.15
0.00
613.20
0.00
613.25
0.00
613.30
0.00
613.35
0.00
613.40
0.00
613.45
0.00
613.50
0.00
613.55
0.00
613.60
0.00
613.65
0.00
613.70
0.00
613.75
0.00
613.80
0.00
613.85
0.00
613.90
0.00
613.95
0.00
614.00
0.00
614.05
0.00
614.10
0.00
614.15
0.00
614.20
0.00
614.25
0.00
614.30
0.00
614.35
0.00
614.40
0.00
614.45
0.00
614.50
0.00
614.55
0.00
614.60
0.00
614.65
0.00
614.70
0.00
614.75
0.00
614.80
0.00
614.85
0.00
614.90
0.00
614.95
0.00
615.00
0.00
615.05
0.00
Stage -Discharge for Pond 6P: PP Vol
Elevation Discharge
(feet)
(cfs)
615.10
0.00
615.15
0.00
615.20
0.00
615.25
0.00
615.30
0.00
615.35
0.00
615.40
0.00
615.45
0.00
615.50
0.00
615.55
0.00
615.60
0.00
615.65
0.00
615.70
0.00
615.75
0.00
615.80
0.00
615.85
0.00
615.90
0.00
615.95
0.00
616.00
0.00
616.05
0.00
616.10
0.00
616.15
0.00
616.20
0.00
616.25
0.00
616.30
0.00
616.35
0.00
616.40
0.00
616.45
0.00
616.50
0.00
616.55
0.00
616.60
0.00
616.65
0.00
616.70
0.00
616.75
0.00
616.80
0.00
616.85
0.00
616.90
0.00
616.95
0.00
617.00
0.00
617.05
0.00
617.10
0.00
617.15
0.00
617.20
0.00
617.25
0.00
617.30
0.00
617.35
0.00
617.40
0.00
617.45
0.00
617.50
0.00

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 66
Elevation
Storage
(feet)
(cubic -feet)
612.50
0
612.55
436
612.60
874
612.65
1,314
612.70
1,756
612.75
2,200
612.80
2,646
612.85
3,094
612.90
3,544
612.95
3,995
613.00
4,449
613.05
4,905
613.10
5,362
613.15
5,822
613.20
6,283
613.25
6,747
613.30
7,212
613.35
7,680
613.40
8,150
613.45
8,621
613.50
9,095
613.55
9,656
613.60
10,220
613.65
10,786
613.70
11,356
613.75
11,929
613.80
12,504
613.85
13,083
613.90
13,664
613.95
14,248
614.00
14,836
614.05
15,426
614.10
16,019
614.15
16,616
614.20
17,215
614.25
17,817
614.30
18,423
614.35
19,031
614.40
19,642
614.45
20,257
614.50
20,874
614.55
21,495
614.60
22,118
614.65
22,745
614.70
23,375
614.75
24,007
614.80
24,643
614.85
25,282
614.90
25,924
614.95
26,570
615.00
27,218
615.05
27,869
Stage -Area -Storage for Pond 6P: PP Vol
Elevation
Storage
(feet)
(cubic -feet)
615.10
28,524
615.15
29,182
615.20
29,842
615.25
30,506
615.30
31,174
615.35
31,844
615.40
32,518
615.45
33,194
615.50
33,874
615.55
34,558
615.60
35,244
615.65
35,934
615.70
36,627
615.75
37,323
615.80
38,022
615.85
38,724
615.90
39,430
615.95
40,139
616.00
40,852
616.05
41,567
616.10
42,286
616.15
43,009
616.20
43,734
616.25
44,463
616.30
45,195
616.35
45,931
616.40
46,669
616.45
47,412
616.50
48,157
616.55
48,909
616.60
49,669
616.65
50,439
616.70
51,217
616.75
52,004
616.80
52,801
616.85
53,606
616.90
54,421
616.95
55,245
617.00
56,078
617.05
56,921
617.10
57,772
617.15
58,634
617.20
59,505
617.25
60,385
617.30
61,275
617.35
62,175
617.40
63,085
617.45
64,004
617.50
64,933

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 67
Summary for Link 5L: Post POI 1
Inflow Area = 20.980 ac, 41.13% Impervious, Inflow Depth = 6.29" for 100yr event
Inflow = 94.42 cfs @ 12.15 hrs, Volume= 10.991 of
Primary = 94.42 cfs @ 12.15 hrs, Volume= 10.991 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 5L: Post POI 1
Hyd rog raph
--1--+--+--+--1--+--+--1---1--+--r--1--+-
r--+--1--+--+--+--1--------
-T—
--1--
r --
r--I---1--
7 -- r --1--
r-- T -- r --I-- r -- r --r — —I—
— r -- r — —I--
105
—---------I
94.42 cfs T
1
i
——I—
--I——I——I——I—
1
--I——I——I—I --I--I --1---I--1--I--I--
1 T —pA T 1 1
1
100
94.42 cfs�-
pM
95
---+--+----+--+-------+--+----+-
-+ --
+-
90Y--Y--Y----Y--t--Y----Y--Y--I--
85
-
-
- -
- - - -
- -
80
75
r--I
r--I
-+--r----r--r------r--r--I
70--I--
65
-----r--r
-
w 60
-
-
- -
- - - -
- -
V 55
- - --
----
--r-------
--r----
----r---- -- -- ----
--r----
0 50----Y--Y--I--
a 45
-- r--r--1--T--r--i
--1--T--r--r-T--T--r--1--T--r--r--1--T--r--i
-
40
Z-
-
-
- -
- - - -
- -
35
r--L--'--r--L--1---1--1--L--1--J--1--L--1--J--1--L--1--r--L--'--
30
-- +--+--1--
--r--1---1-----r--1-----+--r--1--
--+--+--1-----+--1--
25
-- r--r--1--r--r--1---1--
--r--r-r--T--r--1--
--r--r--1--r--r--1--
20
-- ---�
- -I-
- �--II
--
- -
II -I--
- - - -
- -
15
- ---
--
-------
------- --
------- -----=--- --
-------
10
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)
C Inflow
❑ Primary

Poplin Phase 3 - 191023 Type 1124-hr 100yr Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/28/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 68
Hydrograph for Link 5L: Post POI 1
Time
Inflow
Elevation
Primary
(hours)
(Cfs)
(feet)
(Cfs)
0.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
5.00
0.05
0.00
0.05
7.50
0.32
0.00
0.32
10.00
1.00
0.00
1.00
12.50
48.93
0.00
48.93
15.00
5.60
0.00
5.60
17.50
3.32
0.00
3.32
20.00
2.32
0.00
2.32
22.50
1.94
0.00
1.94
25.00
0.48
0.00
0.48
27.50
0.20
0.00
0.20
30.00
0.19
0.00
0.19
32.50
0.19
0.00
0.19
35.00
0.18
0.00
0.18
37.50
0.18
0.00
0.18
40.00
0.17
0.00
0.17
42.50
0.16
0.00
0.16
45.00
0.16
0.00
0.16
47.50
0.15
0.00
0.15
50.00
0.15
0.00
0.15
52.50
0.14
0.00
0.14
55.00
0.13
0.00
0.13
57.50
0.13
0.00
0.13
60.00
0.12
0.00
0.12
62.50
0.12
0.00
0.12
65.00
0.11
0.00
0.11
67.50
0.10
0.00
0.10
70.00
0.10
0.00
0.10
72.50
0.09
0.00
0.09
75.00
0.08
0.00
0.08
77.50
0.08
0.00
0.08
80.00
0.07
0.00
0.07
82.50
0.07
0.00
0.07
85.00
0.06
0.00
0.06
87.50
0.05
0.00
0.05
90.00
0.05
0.00
0.05
92.50
0.04
0.00
0.04
95.00
0.03
0.00
0.03
97.50
0.03
0.00
0.03
100.00
0.02
0.00
0.02
102.50
0.02
0.00
0.02
105.00
0.02
0.00
0.02
107.50
0.02
0.00
0.02
110.00
0.01
0.00
0.01
112.50
0.01
0.00
0.01
115.00
0.01
0.00
0.01
117.50
0.01
0.00
0.01
120.00
0.01
0.00
0.01

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
►W
A23
Project File: NGG191800_POPLIN PH III_191024.stm
Dutfall
28 Ory
Q'
Number of lines: 28 1 Date: 10/28/2019
Storm Sewers v2018.30

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ftift)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
A2
2.05
1.44
3,49
0,00
Comb
6.0
8,00
7,33
6.00
2.00
Sag
1,00
0,060
0,020
0,000
0,17
6.67
0,34
6.67
2.0
Off
2
A3
1,66
0,23
1,09
0,80
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,20
7,97
0,32
5,64
2.0
1
3
A4
0,86
0,00
0,63
0,23
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,16
5,82
0,27
3,25
2.0
2
4
AS
2.24
0,48
2.72
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,000
0,18
7,05
0,35
7,05
2.0
M
5
A6
1,30
0,04
0,86
0,48
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,18
6.95
0,30
4,53
2.0
6
A7
0,00
0,00
0,00
0,00
MH
0,0
0,00
0,00
0,00
0,00
Sag
0,00
0,000
0,000
0,000
0,00
0,00
0,00
0,00
0,0
Off
7
A8
0,38
0,00
0,34
0,04
Comb
6.0
4,00
0,00
3,00
2.00
0,013
1,00
0,060
0,020
0,013
0,12
4,02
0,22
0,97
2.0
5
8
A9
0,79
0,94
1,73
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,000
0,16
6.05
0,33
6.05
2.0
ff
9
A10
1,66
0,44
1,16
0,94
Comb
6.0
4,00
0,00
3,00
2.00
0,013
1,00
0,060
0,020
0,013
0,20
8,18
0,32
5,92
2.0
B
10
All
1,26
0,00
0,82
0,44
Comb
6.0
4,00
0,00
3,00
2.00
0,013
1,00
0,060
0,020
0,013
0,17
6.68
0,29
4,28
2.0
9
11
Al2
1,26
0,00
0,82
0,44
Comb
6.0
4,00
0,00
3,00
2.00
1013
1,00
0,060
0,020
0,013
0,17
6.68
0,29
4,28
2.0
18
12
A20
0,40
1,20
0,95
0,64
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,18
6.87
0,30
4,70
2.0
1
13
A21
1,66
0,81
1.27
1,20
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,20
8,18
0,33
6.12
2.0
12
14
A22
1,08
0,80
1,06
0,81
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,19
7,34
0,31
5,22
2.0
13
15
A23
0,65
1.21
1,06
0,80
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,19
7,30
0,31
5,17
2.0
14
16
A24
2.48
0,00
1,28
1.21
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,20
8,20
0,33
6.14
2.0
15
17
A25
2.09
0,00
1.14
0,95
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,19
7,66
0,32
5,56
2.0
19
18
A10,1
1,66
0,44
1,16
0,94
Comb
6.0
4,00
0,00
3,00
2.00
1013
1,00
0,060
0,020
0,013
0,20
8,18
0,32
5,92
2.0
20
19
A22.1
1,01
0,95
1,09
0,86
Comb
6.0
4,00
0,00
3,00
2.00
1018
1,00
0,060
0,020
0,013
0,19
7,46
0,31
5,34
2.0
24
20
A6.1
0,61
0,94
0,95
0,60
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,19
7,37
0,31
4,99
2.0
22
21
A4.1
0,90
0,00
0,65
0,25
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,16
5,92
0,27
3,37
2.0
25
22
A5.1
1,15
0,60
1,75
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,16
6.12
0,33
6.12
2.0
Off
23
A5.2
0,82
0,00
0,82
0,00
DrCrb
6.0
12.00
0,00
0,00
0,00
rag
0,00
0,020
0,020
0,013
0,08
4,00
0,08
4,00
0,0
Off
Project File: NCC191800-POPLIN PH III-191024.stm TNumber
of lines: 28
Run Date: 10/28/2019
NOTES: Inlet N-Values = 0.016; Intensity = 4.04 / (Inlet time + 5.50) 10.00; Return period = 1 Yrs. Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2018.30

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
Sw
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sqft)
(ft)
(ft)
(ftift)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
A21.1
1,26
0,86
1,15
0,97
Comb
6.0
4,00
0,00
3,00
2.00
3,018
1,00
0,060
0,020
0,013
0,19
7.71
0,32
5,61
2.0
26
25
A3.1
1,55
0,25
1,05
0,75
Comb
6.0
4,00
0,00
3,00
2.00
0,012
1,00
0,060
0,020
0,013
0,20
7,82
0,32
5,48
2.0
26
26
A2.1
1,04
1.71
2.76
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,18
7.14
0,35
7.14
2.0
Off
27
A2.2
2.11
0,00
2.11
0,00
DrCrb
6.0
12.00
0,00
0,00
0,00
Sag
0,00
0,020
0,020
0,013
0,15
7,54
0,15
7,54
0,0
Off
28
B2
4,68
0,00
4,68
0,00
Hdwl
0,0
0,00
0,00
0,00
0,00
Sag
0,00
0,000
0,000
0,013
0,00
0,00
0,00
0,00
0,0
Off
Project File: NCC191800-POPLIN PH III-191024.stm TNumber
of lines: 28
Run Date: 10/28/2019
NOTES: Inlet N-Values = 0.016; Intensity= 4.04 /(inlet time+ 5.50) 10.00; Return period= 1 Yrs. ; *Indicates Known Q added. All curb inlets are throat.
Storm Sewers v2018.30

Storm Sewer Tabulation
Page I
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
F(ac
(ft)
ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
I
End
177.4
0,57
11.08
0,90
0,51
8,48
5,0
9,9
6.2
52.54
46.98
8,18
36
0,50
617.73
618.61
620.08
621.49
621.07
627.52
P-A2
2
1
181,7
0,46
5,51
0,90
0,41
4,52
5,0
9A
6.3
28,55
29,02
5,82
30
0,50
618.61
619.52
622.82
623.70
627.52
629.42
P-A3
3
2
187,8
0,24
4,62
0,90
0,22
3,72
5,0
8,8
6.5
24,05
28,86
4,90
30
0,50
620.13
621.06
624.49
625.13
629.42
631.61
P-A4
4
3
283.5
0,66
4,13
0,85
0,56
3,28
5,0
7.7
6.7
22,07
29,03
4,50
30
0,50
621.25
622.67
625.69
626.51
631.61
631.17
P-A5
5
4
95.5
0,36
2.47
0,90
0,32
2.23
5,0
7.4
6.8
15.18
15.87
4,83
24
0,49
622.78
623.25
626.98
627.41
631.17
632.03
P-A6
6
5
116,0
0,00
1,94
0,00
0,00
1,75
0,0
6.9
7,0
12.17
22,62
3,88
24
1,00
623.80
624.96
627.96
628.29
632.03
633.41
P-A7
7
6
40.5
0,10
1,94
0,95
0,10
1,75
5,0
6.8
7,0
12.22
7,56
6.92
18
0,52
625.60
625.81
628.43
628.97
633.41
633.72
P-A8
8
7
32.5
0,22
1,84
0,90
0,20
1,66
5,0
6.7
7,0
11.60
7,37
6.56
18
0,49
625.91
626.07
629.99
630.38
633.72
633.71
P-A9
9
8
67,7
0,46
1,62
0,90
0,41
1,46
5,0
6.5
7.1
10.29
9,55
5,83
18
0,83
626.10
626.66
631.36
632.01
633.71
634.50
P-A10
10
9
201.6
0,35
0,70
0,90
0,32
0,63
5,0
5,3
7,5
4,70
9,76
2.66
18
0,86
626.76
628.50
632.78
633.18
634.50
637.21
P-A11
11
10
32.5
0,35
0,35
0,90
0,32
0,32
5,0
5,0
7,5
2.38
7,37
2.34
18
0,49
632.42
632.58
633.34
633.35
637.21
637.20
P-A12
12
1
99.0
0,11
2.95
0,90
0,10
2.66
5,0
6.4
7.1
18.84
22,62
6.00
24
1,00
618.99
619.98
622.82
623.50
627.52
628.71
P-A20
13
12
69,0
0,46
2.84
0,90
0,41
2.56
5,0
6.2
7.2
18.29
30.56
5,82
24
1,83
620.27
621.53
623.96
624.41
628.71
629.83
P-A21
14
13
190,3
0,30
2.03
0,90
0,27
1,83
5,0
5,6
7,3
13.43
29,05
5,19
24
1,65
621.96
625.10
625.20
626.42
629.83
633.08
P-A22
15
14
114.1
0,18
1,45
0,90
0,16
1,31
5,0
5,3
7.4
9,70
13.11
7,26
18
1,56
625.66
627.44
626.62
628.64
633.08
634.98
P-A23
16
15
64,8
0,69
1.27
0,90
0,62
1.14
5,0
5,2
7,5
8,56
11.67
6.45
18
1.24
627.65
628.45
628.64
629.58
634.98
636.02
P-A24
17
16
39.5
0,58
0,58
0,90
0,52
0,52
5,0
5,0
7,5
3,94
7.47
4,28
18
0,51
631.59
631.79
632.36
632.56
636.02
635.85
P-A25
18
9
32.5
0,46
0,46
0,90
0,41
0,41
5,0
5,0
7,5
3,12
7,37
1.77
18
0,49
629.99
630.15
632.78
632.80
634.50
634.61
P-A10.1
19
14
32.9
0,28
0,28
0,90
0,25
0,25
5,0
5,0
7,5
1,90
7,32
3,47
18
0,49
628.78
628.94
629.30
629.46
633.08
633.15
P-A22.1
20
5
32.5
0,17
0,17
0,90
0,15
0,15
5,0
5,0
7,5
1,15
7,37
3,02
18
0,49
627.63
627.79
628.03
628.19
632.03
632.00
P-A6,1
21
3
32.5
0,25
0,25
0,90
0,23
0,23
5,0
5,0
7,5
1,70
7,37
3,37
18
0,49
627.24
627.40
627.73
627.89
631.61
631.61
P-A4.1
22
4
32.5
0,32
1,00
0,90
0,29
0,49
5,0
5,2
7,5
3,67
7,37
2.18
18
0,49
625.55
625.71
626.98
627.01
631.17
631.17
P-A5,1
I
Project File: NGG191800—POPLIN PH III-191024.stm
Number of lines: 28
Run Date: 10/28/2019
NOTES:Intensity = 68.81 / (Inlet time + 12.10) A 0.78; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2018.30

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
F(ac
(ft)
ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
15.0
0,68
0,68
0,30
0,20
0,20
5,0
5,0
7,5
1,54
7.17
1,04
18
0,47
625.84
625.91
627.05
627.05
631.17
630.30
P-A5,2
24
13
32.5
0,35
0,35
0,90
0,32
0,32
5,0
5,0
7,5
2.38
7,37
3,71
18
0,49
625.44
625.60
626.03
626.19
629.83
629.81
P-A21.1
25
2
32.6
0,43
0,43
0,90
0,39
0,39
5,0
5,0
7,5
2.92
7,36
3,92
18
0,49
625.02
625.18
625.68
625.84
629.42
629.39
P-A3,1
26
1
32.5
0,29
2.05
0,90
0,26
0,79
5,0
5,2
7,5
5,89
7,37
4,34
18
0,49
621.71
621.87
622.82
622.92
627.52
627.50
P-A2.1
27
26
36.8
1,76
1,76
0,30
0,53
0,53
5,0
5,0
7,5
3,98
7,34
2.51
18
0,49
621.96
622.14
623.30
623.33
627.50
626.75
P-A2.2
28
End
76.0
2.34
2.34
0,50
1.17
1.17
5,0
5,0
7,5
8,83
9,49
6.07
18
0,82
631.63
632.25
632.78
633.40
635.34
635.34
P-132
Project File: NGG191800—POPLIN PH III-191024.stm
Number of lines: 28
Run Date: 10/28/2019
NOTES:Intensity = 68.81 / (Inlet time + 12.10) A 0.78; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v2018.30

10/22/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Indian Trail, North Carolina, USA*
�'It
Latitude: 35.0846*, Longitude:-80.6076*
Elevation: 639.38 ft**
*source: ESRI Maps 'w,�w,
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
4.99
(4.61-5.42)
5.90
(5.42-6.42) 11
6.85
(6.29-7.45) 1
7.55
8.33
1 (7.61-9.02)
8.87
1 (8.06-9.60)
9.36
1 (8.46-10.1)
9.79
1 (8.81-10.6)
10.3
1 (9.18-11.2)
10.6
1 (9.41-11.6)
3.99
4.72
5.48
6.03
6.64
7.06
7.43
7.76
8.14
8.38
10-min
(3.68-4.33)
1 (5.04-5.97) 11
(5.53-6.55) 11
(6.06-7.19)
1 (6.42-7.65)
1 (6.73-8.05)
1 (6.98-8.42)
1 (7.25-8.84)
1 (7.41-9.11)
3.32
3.95
4.63
5.08
5.61
5.96
6.27
6.53
6.83
7.01
15-min
(3.06-3.61) 11
(3.64-4.30) 11
(4.25-5.04) 11
(4.66-5.52) 11
(5.12-6.07)
1 (5.42-6.46)
1 (5.67-6.78)
1 (5.88-7.08)
1 (6.09-7.42)
1 (6.20-7.62)
2.28
2.73
3.29
3.68
4.15
4.49
4.80
5.08
5.43
5.67
30-min
(2.10-2.47)
(2.51-2.97)
(3.02-3.58) 11
(3.38-4.00) 11
(3.79-4.50)
1 (4.08-4.86)
1 (4.34-5.20)
1 (4.57-5.51)
1 (4.84-5.90)
1 (5.02-6.1 7)
1.42
1.71
2.11
2.40
2.77
3.04
3.31
3.57
3.90
4.14
60-min
(1.31-1.54)
(1.58-1.87)
(1.94-2.29)
(2.20-2.60) 11
(2.52-3.00)
1 (2.76-3.29)
1 (2.99-3.58)
1 (3.21-3.87)
1 (3.48-4.23)
1 (3.67-4.51)
0.822
0.994
1.23
1.41
1.65
1.83
2.00
2.18
2.41
2.58
2-hr
(0.754-0.898)
(0.912-1.09) 1
1 (1.50-1.80)
(1.65-1.99)
1 (1.80-2.18)
1 (1.94-2.37)
1 (2.13-2.62)
1 (2.26-2.82)
0.582
0.703
0.877
1.01
1.19
1.34
1.48
1.63
1.83
1.99
3-hr
(0.532-0.639)
(0.643-0.772)
(0.801-0.962)
(0.921-1.11) 11
(1.08-1.30)
1 (1.20-1.46)
1 (1.32-1.61)
1 (1.44-1.77)
1 (1.60-1.99)
1 (1.72-2.17)
0.351
0.423
0.529
0.611
0.723
0.812
F 0.903
F 0.997
1.13
1.23
6-hr
(0.322-0.385)
(0.388-0.464)
(0.484-0.579)
(0.558-0.668)
(0.656-0.788)
(0.732-0.884)
(0.808-0.983)
(0.884-1.08)
(0.985-1.22)
1 (1.06-1.34)
0.207
0.250
0.313
0.364
0.434
0.490
0.549
0.610
0.696
0.766
12-hr
(0.190-0.226)
(0.229-0.274)
(0.287-0.343)
(0.332-0.398)
(0.393-0.473)
(0.441-0.534)
(0.489-0.597)
(0.537-0.663)
(0.603-0.756)
(0.655-0.832)
0.123
0.148
0.186
0.216
0.257
0.291
0.325
0.361
0.411
0.451
24-hr
(0.113-0.133)
(0.137-0.160)
(0.172-0.202)
(0.199-0.234)
(0.236-0.279)
(0.266-0.315)
(0.297-0.352)
(0.328-0.392)
(0.371-0.446)
(0.405-0.491)
0.072
0.087
0.108
0.125
0.149
0.168
0.187
0.207
0.235
0.258
2-day
(0.067-0.078)
(0.080-0.094)
(0.100-0.117)
(0.116-0.136)
(0.137-0.161)
(0.154-0.182)
(0.171-0.203)
(0.189-0.225)
(0.213-0.256)
(0.232-0.281)
0.051
0.061
0.076
0.088
0.104
0.117
0.130
0.144
0.163
0.179
3-day
(0.047-0.055)
(0.057-0.066)
(0.070-0.082)
(0.081-0.095)
(0.096-0.112)
(0.107-0.126)
(0.119-0.141)
(0.131-0.156)
(0.148-0.177)
(0.162-0.195)
0.040
0.048
0.060
0.069
0.081
0.091
0.102
0.112
0.128
0.140
4-day
(0.038-0.044)
(0.045-0.052)
(0.055-0.065)
(0.064-0.074)
(0.075-0.088)
(0.084-0.099)
(0.093-0.110)
(0.103-0.122)
(0.116-0.138)
(0.126-0.151)
0.027
0.032
0.039
0.044
0.052
0.058
0.064
0.071
0.080
0.088
7-day
(0.025-0.029)
(0.030-0.034)
(0.036-0.042)
(0.041-0.047)
(0.048-0.056)
(0.054-0.062)
(0.060-0.069)
(0.065-0.076)
(0.074-0.086)
(0.080-0.095)
0.021
0.026
0.031
0.035
0.040
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)
(0.046-0.052)
(0.050-0.057)
(0.055-0.064)
(0.059-0.070)
0.014
0.017
0.020
0.022
0.026
0.028
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)
(0.024-0.027)
(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
0.025
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)
(0.027-0.032)
0.010
0.012
0.013
0.015
0.016
0.017
0.019
0.020
0.021
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(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=35.0846&Ion=-80.6076&data=intensity&units=english&series=pds 1 /4

10/22/2019
Precipitation Frequency Data Server
I161616I6161
10.000
C
41
1.000
C
GJ
a-�
C
� 0.100
L
Ld
a 0.010
PD5-based intensity -duration -frequency (IDF) curves
Latitude: 35.0846', Longitude:-80.6076'
0.0011
_
t t
Jr t
L
N
N r{4
N rq
rq
rq
N rq
O
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A q
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Duration
100.000
10.000
L
k
1.000
w
c
e
0100
4.1
49
0.010
0.001 1 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): Tue Oct 22 12:33:54 2D19
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 —
d-dmy
— 30-rnw —
7-day
— 6 Wain —
10-day
— 2fir —
20-day
— "r —
30-day
— 8fir —
45-day
— 12fir —
60-day
- 24--hr
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.0846&Ion=-80.6076&data=intensity&units=english&series=pds 2/4

lillYMaf IM,
Precipitation Frequency Data Server
Large scale terrain
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.0846&Ion=-80.6076&data=intensity&units=english&series=pds 3/4

fllYPOWNIM,
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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Hydrologic Soil Group —Union County, North Carolina 3:
(NCC191800_Poplin Meadows Ph III)
kD
535540 535610 535680 535750 535820 535890 535960
35o 5' 15" N I I 1 . - I I 1 1 35o 515" N
4. Aft
w
JO
�M
i
�r
h r
w
� Soil MaN may not he valiel at this scale.
35o 4' 56" N
535540 535610 535680 535750 535820
Map Scale: 1:2,930 if printed on A portrait (8.5" x 11") sheet.
Meters
$ N 0 40 80 1E0 240
Feet
0 100 200 400 E00
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
\X
535960
m
10/22/2019
Pagel of 4
35o 4'56" N

Hydrologic Soil Group —Union County, North Carolina
(NCC191800_Poplin Meadows Ph III)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
r
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 19, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 18, 2011—Nov
25, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 10/22/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
NCC191800_Poplin Meadows Ph III
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
12.9
60.2%
GsB
Goldston-Badin
complex, 2 to 8
percent slopes
D
3.3
15.5%
ScA
Secrest-Cid complex, 0
to 3 percent slopes
C
5.2
24.3%
Totals for Area of Interest
21.6
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 10/22/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
NCC191800_Poplin Meadows Ph III
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 10/22/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

Non -rectangle Skimmer Basin 1
10.00 Disturbed Area (Acres)
42.18 Peak Flow from 10-year Storm (cfs) i =
C=
18000.00 Required Volume ft3
13708.50 Required Surface Area ft2
82.79 Suggested Width ft
165.58 Suggested Length ft
Elevation
Area (so
Inc
Storage (co
Total Storage
617.50
18682
0
0
618.50
20394
19538
19538
619.50
22162
21278
40816
620.50
23987
23074.5
63890.5
621.50
25869
48031
88847
622.50
27807
74953.5
115769.5
623.50
29801
125487.5
145025.5
624.50
31853
135037.5
175853.5
115769.50 Actual Volume ft3
27807.00 Actual Surface Area ft2
40.00 Trial Weir Length ft
1.00 Trial Depth of Flow ft
120.00 Spillway Capacity cfs
2.50 Skimmer Size (inches)
0.21 Head on Skimmer (feet)
2.25 Orifice Size (1/4 inch increments)
3.37 Dewatering Time (days)
Suggest about 3 days
Okay
7.03 in/hr
0.6

Temporary Sediment Trap 2
Okay
4.9 Disturbed Area (Acres)
20.67 Peak Flow from 10-year Storm (cfs)
17640 Required Volume ft3
9003 Required Surface Area ftZ
67.1 Suggested Width ft
134.2 Suggested Length ft
i = 7.03 in/hr
C = 0.6
75 Trial Top Width at Spillway Invert ft
150 Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
2 Trial Depth ft (1.5 feet below grade + 2 to 3.5 feet above grade)
63 Bottom Width ft
138 Bottom Length ft
8694 Bottom Area ftZ
19896 Actual Volume ft3 Okay
11250 Actual Surface Area ftZ Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
B1 Outfall
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 631.63
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 8.83
Elev (ft) Section
634.00
633.50
633.00
632.50
632.00
631.50
631.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 28 2019
= 1.00
= 8.830
= 3.00
= 2.94
= 6.32
= 0.89
= 6.00
= 1.13
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.37
1.87
1.37
0.87
0.37
-0.13
_n r1l

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
C1 Outfall
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 617.20
Slope (%)
= 0.20
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 32.80
Elev (ft) Section
619.00
618.50
618.00
617.50
617.00
616.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 28 2019
= 1.45
= 32.80
= 15.01
= 2.19
= 15.17
= 0.85
= 14.70
= 1.52
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
1.80
1.30
1:R,
0.30
-0.20
_n 7n

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Ditch A2.2
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 626.75
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.98
Elev (ft)
628.00
627.50
627.00
626.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6 7
Reach (ft)
Monday, Oct 28 2019
= 0.74
= 3.980
= 1.64
= 2.42
= 4.68
= 0.65
= 4.44
= 0.83
Depth (ft)
1.25
0.75
0.25
-0.25
-0.75
8

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Monday, Oct 28 2019
Ditch A NCDOT OFFSITE IMPROVEMENTS
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.45
Total Depth (ft)
= 1.00
Q (cfs)
= 0.820
Area (sqft)
= 0.40
Invert Elev (ft)
= 631.69
Velocity (ft/s)
= 2.02
Slope (%)
= 1.00
Wetted Perim (ft)
= 2.01
N-Value
= 0.025
Crit Depth, Yc (ft)
= 0.41
Top Width (ft)
= 1.80
Calculations
EGL (ft)
= 0.51
Compute by:
Known Q
Known Q (cfs)
= 0.82
Elev (ft)
633.00
632.50
632.00
631.50
631.00
Section
.5 1 1.5 2 2.5 3 3.5 4 4.5
Reach (ft)
Depth (ft)
1.31
0.81
0.31
-0.19

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Monday, Oct 28 2019
Ditch B NCDOT OFFSITE IMPROVEMENTS
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.50
Total Depth (ft)
= 1.00
Q (cfs)
= 1.050
Area (sqft)
= 0.50
Invert Elev (ft)
= 638.98
Velocity (ft/s)
= 2.10
Slope (%)
= 1.00
Wetted Perim (ft)
= 2.24
N-Value
= 0.025
Crit Depth, Yc (ft)
= 0.45
Top Width (ft)
= 2.00
Calculations
EGL (ft)
= 0.57
Compute by:
Known Q
Known Q (cfs)
= 1.05
Elev (ft)
640.00
639.50
639.00
638.50
5 1 1.5 2
Section
2.5
Reach (ft)
3 3.5 4 4.5
Depth (ft)
1.02
0.52
w o:
-0.48
-0.98
5

m BOHLER
E N G I N E E R I N G
Riprap Outlet Protection Design
Project:
Poplin Subdivision Ph II
Location:
Indian Trail, NC
Project Number:
NCC191801
Date:
Oct-28-2019
Designed:
AM
Checked:
MT
Outlet ID:
Al
Pipe diameter=
36 inches
Pipe slope=
0.5 %
Roughness Coef.=
0.013
Full Flow Capacity=
52.03 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity=
7.36 ft/sec
2
Figure 8.06.b.1
5
4
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
2
Is grade of apron 10% or more:
Y
Zone used =
3
Outlet pipe diameter=
36 in.
Outlet flowrate=
52.0 cfs
Outlet velocity=
7.36 ft/sec
Material =
Class I
Y/N
Length =
24.0 ft.
Width at Outlet =
9.0 ft.
Width at end of Pad=
36.7 ft.
Stone diameter =
10 in.
Thickness =
15 in.
Zone
Material
Diameter
Thickness
Length
1
Class A
4
6
4 x D(o)
2
Class B
8
12
6 x D(o)
3
Class 1
10
15
8 x D(o)
4
Class 1
10
15
8 x D(o)
5
Class 11
14
21
10 x D(o)
6
Class 11
14
21
10 x D(o)
7
1 Special study
required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

m BOHLER
E N G I N E E R I N G
Riprap Outlet Protection Design
Project:
Poplin Subdivision Ph II
Location:
Indian Trail, NC
Project Number:
NCC191801
Date:
Oct-28-2019
Designed:
AM
Checked:
MT
Outlet ID:
131
Pipe diameter=
18 inches
Pipe slope=
0.57 %
Roughness Coef.=
0.013
Full Flow Capacity=
8.75 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity=
4.95 ft/sec
2
Figure 8.06.b.1
5
4
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
1
Is grade of apron 10% or more:
N
Zone used =
1
Outlet pipe diameter=
18 in.
Outlet flowrate=
8.7 cfs
Outlet velocity=
4.95 ft/sec
Material =—
Class A
Y/N
Length =
6.0 ft.
Width at Outlet =
4.5 ft.
Width at end of Pad=
11.4 ft.
Stone diameter =
4 in.
Thickness =
6 in.
Zone
Material
Diameter
Thickness
Length
1
Class A
4
6
4 x D(o)
2
Class B
8
12
6 x D(o)
3
Class 1
10
15
8 x D(o)
4
Class 1
10
15
8 x D(o)
5
Class 11
14
21
10 x D(o)
6
Class 11
14
21
10 x D(o)
7
1 Special study
required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual

m BOHLER
E N G I N E E R I N G
Riprap Outlet Protection Design
Project:
Poplin Subdivision Ph II
Location:
Indian Trail, NC
Project Number:
NCC191801
Date:
Oct-28-2019
Designed:
AM
Checked:
MT
Outlet ID:
C1
Pipe diameter=
24 inches
Pipe slope=
0.76 %
Roughness Coef.=
0.013
Full Flow Capacity=
21.75 cfs Inlcudes 1.1 Factor of Safety
Full flow velocity=
6.92 ft/sec
2
Figure 8.06.b.1
5
4
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (ft)
Zone from graph above =
2
Is grade of apron 10% or more:
N
Zone used =
2
Outlet pipe diameter=
24 in.
Outlet flowrate=
21.8 cfs
Outlet velocity=
6.92 ft/sec
Material =
Class B
Y/N
Length =
12.0 ft.
Width at Outlet =
6.0 ft.
Width at end of Pad=
19.9 ft.
Stone diameter =
8 in.
Thickness =
12 in.
Zone
Material
Diameter
Thickness
Length
1
Class A
4
6
4 x D(o)
2
Class B
8
12
6 x D(o)
3
Class 1
10
15
8 x D(o)
4
Class 1
10
15
8 x D(o)
5
Class 11
14
21
10 x D(o)
6
Class 11
14
21
10 x D(o)
7
1 Special study
required
Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual