SW3191001_Poplin Meadows Ph II -Stormwater Report - 191015_11/5/2019

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 #NCC191801
October 15, 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 consists of approximately 11.71 acres and will include
approximately 70 single family lots. There is existing wetlands on the western side of the parcel.
The site is roughly half pasture and half wooded areas (type D soils), with average existing
slopes of 3% to 5%. 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.
DRAINAGE AREA
2-YR 24
HR(cfs)
25-YR 24
HR(cfs)
POI 1 COMBINED:
Pre DA 1
Post Pond 1, Post DA1 Bypass
13.30
12.94
32.17
32.08
POI 2:
Pre DA 2
Post DA 2
2.57
1.39
6.03
3.18
POI 3:
Pre DA 3
4.40
10.26
Post DA 3
3.12
7.18
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 II (Union county)
DESIGN: WATER QUALITY TO MEET 85% TSS REMOVAL
GIVEN:
DRAINAGE AREA TO FACILITY = 6.75 Ac.
LAND USE = Single Family Residential
ESTIMATED PERCENT IMPERVIOUS = 70%
1) SA/DA RATIO:
AVERAGE POOL DEPTH = 5 FEET
PERCENT IMPERVIOUS = 70%
SA/DA= -%= 0.0180 Updated MDC
SA REQUIRED = 6.75 Ac. X 0.0180
= 0.12 Ac.
= 5,293 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
PROVIDE VOLUME TO DETAIN THE 1" STORM EVENT ABOVE THE ELEVATION
ALLOCATED AS A PERMANENT POOL
THE X1Q1 I IPAF FQP THE 1" STnlznn FVFNT CAN BE CALCULATED AS:
V, _ (Design Rainfall)(Rv)(Drainage Area)
Design Rainfall = -Inch
Drainage Area = 6.75 Acres
Rv=0.05+0.9(I)
1 = Percent Impervious = 70%
Rv = 0.68 in./in.
V, = 0.383 acre-feet = 16,662 W
3) Pond Drawdown Time
Pond Height above Orifice =_feet
Orifice Invert Elevation = feet
Orifice Diameter (D) _IPPOPIRM inches = 0.17 feet
Orifice Area (a) = 0.0218 square feet
Gravitational Constant (g) = 32.2 ft/sec2
Head (H) = 1.35 feet
Driving Head (Ho) = 0.449 feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.070 cfs
Time (t) = 236,738 seconds = 2.74 days
Note:
The above calculation is based on the orifice equation where:
Q _ Cn Z$H..
10/15/2019 8:24 AM Page 1 of 1

Wet Pond 1 Design
Wet Pond 1 Treatment Volume
Elev
Area (so
Inc Storage (cf)
Total Storage (cf)
626.50
10,433
0
0
627.50
12,205
11,319
11,319
628.50
13,567
12,886
24,205
629.50
15,024
27,229
38,548
630.50
16,519
15,772
54,320
631.67
17,691
20,013
74,332
Wet Pond 1 Permanent Pool Volume - Main Pool
Elev
Area (so
Inc Storage (cf)
Total Storage (cf)
620.50
2331
0
0
621.50
2959
2,645
2,645
622.50
3,661
3,310
5,955
623.50
4,437
4,049
10,004
624.50
5,287
4,862
14,866
625.50
6,212
5,750
20,616
626.50
8,064
7,138
27,754
Wet Pond 1 Permanent Pool - Forebay
Elev
Area (so
Inc Storage (cf)
Total Storage (cf)
622.00
253
0
0
623.50
654
680
680
624.50
1,019
837
1,517
625.50
1,463
1,241
2,758
626.50
2,369
1,916
4,674
Temporary WQV @
-elev. 627.93'
<Bottom of veg. shelf
Top of veg. shelf
10/15/2019 8:32 AM Page 1 of 1

CPRE1 PRE2 CPRE3
Pre POI 1 Pre POI 2 Pre POI 3
8 OPOST1BP POST2 CPOT3
Post t
ND 1 Post POI 1 Bypass Post POI 2 Post POI 3
PERM POOL P O N D
PP Storage Pond 1
TOTAL POST
POI 1 Combined
Subcat Reach on Link Routing Diagram for NCC191801 - Poplin Road Ph II-190925
Prepared by Bohler Engineering, Printed 10/15/2019
HydroCAD® 10.00-20 s/n 09920 © 2017 HydroCAD Software Solutions LLC

NCC191801 - Poplin Road Ph II - 190925
Prepared by Bohler Engineering Printed 10/15/2019
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)
6.751 92 1/8 acre lots, 65% imp, HSG D (POST1POND)
3.384 84 50-75% Grass cover, Fair, HSG D (POST1 BP)
7.055 80 >75% Grass cover, Good, HSG D (POST2, POST3, PRE1, PRE2, PRE3)
6.230 79 Woods, Fair, HSG D (PRE1)
23.420 84 TOTAL AREA

NCC191801 - Poplin Road Ph II - 190925
Prepared by Bohler Engineering Printed 10/15/2019
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
23.420 HSG D POST1 BP, POST1 POND, POST2, POST3, PRE1, PRE2, PRE3
0.000 Other
23.420 TOTAL AREA

NCC191801 - Poplin Road Ph II - 190925
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
0.000
0.000
6.751
0.000
0.000
0.000
0.000
3.384
0.000
0.000
0.000
0.000
7.055
0.000
0.000 0.000 0.000 6.230 0.000
0.000 0.000 0.000 23.420 0.000
6.751
1/8 acre lots, 65% imp
POST1
POND
3.384
50-75% Grass cover, Fair
POST1
BP
7.055
>75% Grass cover, Good
POST2,
POST3,
PRE1,
PRE2,
PRE3
6.230
Woods, Fair
PRE1
23.420
TOTAL AREA

NCC191801 - Poplin Road Ph II - 190925
Prepared by Bohler Engineering Printed 10/15/2019
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 POST1 BP
0.00
0.00
180.0
0.0100
0.013
18.0
0.0
0.0
2 POST1 POND
0.00
0.00
397.0
0.0109
0.013
30.0
0.0
0.0
3 POND
626.50
625.50
131.2
0.0076
0.013
24.0
0.0
0.0

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
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 Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentPOST1BP: Post POI 1 BypassRunoffArea=3.384 ac 0.00% Impervious Runoff Depth=1.98"
Flow Length=1,160' Slope=0.0100'/' Tc=14.2 min CN=84 Runoff=8.83 cfs 0.558 of
SubcatchmentPOST1POND: Post POND 1 Runoff Area=6.751 ac 65.00% Impervious Runoff Depth=2.68"
Flow Length=1,090' Tc=15.3 min CN=92 Runoff=22.28 cfs 1.510 of
SubcatchmentPOST2: Post POI 2 Runoff Area=0.461 ac 0.00% Impervious Runoff Depth=1.68"
Flow Length=164' Slope=0.0100 '/' Tc=5.1 min CN=80 Runoff=1.39 cfs 0.064 of
SubcatchmentPOST3: Post POI 3 Runoff Area=1.114 ac 0.00% Impervious Runoff Depth=1.68"
Flow Length=515' Tc=7.4 min CN=80 Runoff=3.12 cfs 0.156 of
SubcatchmentPRE1: Pre POI 1 Runoff Area=8.556 ac 0.00% Impervious Runoff Depth=1.60"
Flow Length=927' Tc=24.6 min CN=79 Runoff=13.30 cfs 1.144 of
SubcatchmentPRE2: Pre POI 2 Runoff Area=1.203 ac 0.00% Impervious Runoff Depth=1.68"
Flow Length=425' Tc=15.1 min CN=80 Runoff=2.57 cfs 0.168 of
SubcatchmentPRE3: Pre POI 3 Runoff Area=1.951 ac 0.00% Impervious Runoff Depth=1.68"
Flow Length=287' Tc=13.6 min CN=80 Runoff=4.40 cfs 0.273 of
Pond PERM POOL: PP Storage Peak EIev=0.00' Storage=0 cf
Pond POND: Pond 1 Peak EIev=629.04' Storage=31,749 cf Inflow=22.28 cfs 1.510 of
Primary=6.48 cfs 1.502 of Secondary=0.00 cfs 0.000 of Outflow=6.48 cfs 1.502 of
R1i1:iCeiir_1m iei--i iciiwoune'7Pi - *
Inflow=12.94 cfs 2.060 of
Primary=12.94 cfs 2.060 of
Total Runoff Area = 23.420 ac Runoff Volume = 3.873 of Average Runoff Depth = 1.98"
81.26% Pervious = 19.032 ac 18.74% Impervious = 4.388 ac

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment POST1 BP: Post POI 1 Bypass
Runoff = 8.83 cfs @ 12.06 hrs, Volume= 0.558 af, Depth= 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.55"
Area (ac) CN Description
3.384 84 50-75% Grass cover, Fair, HSG D
3.384 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
50
0.0100
0.12
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
480
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
180
0.0100
5.94
10.50
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
2.3
280
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
170
5.67
Lake or Reservoir, wet land
Mean Depth= 1.00'
14.2 1,160 Total
Subcatchment POST1 BP: Post POI 1 Bypass
Hydrograph
I I ■Runoff
9
8.83 cfs
I I I I I I I I I I I I I I I I I I I I I
-- -- --' -- -- -- --' -- -,Type, II,_24-hr_
2-Year R'ainfa ll:;3.55''
7 Runbff AIIre&3.384 ad
6- 0 C1
w - -- ------+--+-----I---I--I--4--+--+---i�Ilrroff DepthT1-98"
3 s
LL
--r--I--r--r--r--r--I---I--r--r--t--r--r--r--I- r r I -
3 Tc=14.II12 min
--- -- ------------ -- -- -- ------ - - - - -- -- ------ -
-----
2 DN-84
T - - T - - - - - - -I - - T - - T - - T - - T - - T - - I - - - I - - -I - - T - - T - -
1 I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment POST1 BP: Post 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
0.03
0.09
12.50
2.61
1.20
1.43
15.00
3.03
1.54
0.31
17.50
3.24
1.71
0.20
20.00
3.38
1.83
0.14
22.50
3.49
1.93
0.12
25.00
3.55
1.98
0.00
27.50
3.55
1.98
0.00
30.00
3.55
1.98
0.00
32.50
3.55
1.98
0.00
35.00
3.55
1.98
0.00
37.50
3.55
1.98
0.00
40.00
3.55
1.98
0.00
42.50
3.55
1.98
0.00
45.00
3.55
1.98
0.00
47.50
3.55
1.98
0.00
50.00
3.55
1.98
0.00
52.50
3.55
1.98
0.00
55.00
3.55
1.98
0.00
57.50
3.55
1.98
0.00
60.00
3.55
1.98
0.00
62.50
3.55
1.98
0.00
65.00
3.55
1.98
0.00
67.50
3.55
1.98
0.00
70.00
3.55
1.98
0.00
72.50
3.55
1.98
0.00
75.00
3.55
1.98
0.00
77.50
3.55
1.98
0.00
80.00
3.55
1.98
0.00
82.50
3.55
1.98
0.00
85.00
3.55
1.98
0.00
87.50
3.55
1.98
0.00
90.00
3.55
1.98
0.00
92.50
3.55
1.98
0.00
95.00
3.55
1.98
0.00
97.50
3.55
1.98
0.00
100.00
3.55
1.98
0.00
102.50
3.55
1.98
0.00
105.00
3.55
1.98
0.00
107.50
3.55
1.98
0.00
110.00
3.55
1.98
0.00
112.50
3.55
1.98
0.00
115.00
3.55
1.98
0.00
117.50
3.55
1.98
0.00
120.00
3.55
1.98
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment POST1 POND: Post POND 1
Runoff = 22.28 cfs @ 12.07 hrs, Volume= 1.510 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 2-Year Rainfall=3.55"
Area (ac) CN Description
6.751 92 1/8 acre lots, 65% imp, HSG D
2.363 35.00% Pervious Area
4.388 65.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
25
0.0100
0.05
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.55"
5.4
668
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.8
397
0.0109
8.72
42.82
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
15.3 1,090 Total
Subcatchment POST1 POND: Post POND 1
Hydrograph
23
22
-1---1---1--J--1--
-- 22.2a cfs--- J--J—
--r- -li----rt--r--r--Ir--Ir--li--
--L----------J--1--1--1--I-
—J—— L----------J--J—
--
--
L------------1--L--L--
--i L — —L ——-----------J -L L--J--
--t--r--Ir--Ir--IType-
21
20
---- --- --
--+--r--------'--
--
--
-Fli-
--+Z�Ya>t~Rai IIIIIaf��7 J.JIF'--
19
18
17
,I
--,------,--
---- --- --
--I — —I----
-----------------,--
-- ------------
-- -- --I
--
--I-----I--
--
--
--
----------------,-- -- ----,---
--RUnSJ11� Are fi.75 ad _
-- I -- I —I —I —I— I I — I I -- I
16
15
--I-----J--J--
--r- -I--r--r--r--r--r--r--I--r--r--r
--L----------J--
--JR0n0ff
Vp14me=r1.
u 13
--Ir--li--y--rt--+--r--Ir--Ir--li--y--
--
--+--RLMOff DPpttv;2.68•r-
3 12
- -'- -
10
9
,I
--I-----J--1--1--L--1------I--
--I-- -I-
--1--1--1--L--
-----IT---- C-------
-I F����i.l�- Iriii�-
8
7
--II-----------
--I---1--J--J--J--L--I---I---I--J--�--�--J--L--J--I---I---I--J-\.►I����
--I, ----------
---
--
-- --Ir --I,-----------I-�',� -w-'r --, --
-
6
5
'I
,I
--r- -I--r--r--r--r--r--r--I--r--r--r--r--r--r--r--I---I--r--r--r--r--
--I-- ---J--
----L-----------I--
--
----L--J----------J-- --L-- --
4
3
'
,I
--I-- -I--------+--r--------I--
__I-- --- -I__ --
I
I I
I-- I __I __I___I___I__
I I I
--
I I I --
--
I I--
--+--=--r----------1--+--+-- r--
I-- I __I __I___I___I___I-- I-- I __ I __I --
I I I I I I I I I I
2
— —I— — —
- I — — —
— — — — —I— — � —
— I —
— I — — + — — r — — � — — 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)
■ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment POST1POND: 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
0.03
7.50
0.39
0.04
0.17
10.00
0.64
0.16
0.49
12.50
2.61
1.79
3.67
15.00
3.03
2.19
0.72
17.50
3.24
2.39
0.46
20.00
3.38
2.52
0.31
22.50
3.49
2.63
0.27
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment POST2: Post POI 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.39 cfs @ 11.96 hrs, Volume= 0.064 af, Depth= 1.68"
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 2-Year Rainfall=3.55"
Area (ac) CN Description
0.461 80 >75% Grass cover, Good, HSG D
0.461 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
1.1
139
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
5.1 164 Total
Subcatchment POST2: Post POI 2
Hydrograph
1.39 cfs I I I I I I I I I I I I I I I I I I
Type 111112-hr
2-Year Rainfall--;3.55"
—II-- -- ---------II— -- -- Rwn_bff —'I eA-0,461_at_
1 PL;noffIllVQlumlle=1110.064 Of
w Runoff (Depth-1.681'
V I I I I I I I I I I I I I
LL I I I I I I I I I I I I I
Flo,w'IlLenOth=1164'
$lope=Q.011100 ,I,
Tc=5.1111 min
I DN-80
(LI I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment POST2: Post POI 2
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
0.01
0.01
12.50
2.61
0.97
0.12
15.00
3.03
1.27
0.04
17.50
3.24
1.43
0.02
20.00
3.38
1.54
0.02
22.50
3.49
1.63
0.02
25.00
3.55
1.68
0.00
27.50
3.55
1.68
0.00
30.00
3.55
1.68
0.00
32.50
3.55
1.68
0.00
35.00
3.55
1.68
0.00
37.50
3.55
1.68
0.00
40.00
3.55
1.68
0.00
42.50
3.55
1.68
0.00
45.00
3.55
1.68
0.00
47.50
3.55
1.68
0.00
50.00
3.55
1.68
0.00
52.50
3.55
1.68
0.00
55.00
3.55
1.68
0.00
57.50
3.55
1.68
0.00
60.00
3.55
1.68
0.00
62.50
3.55
1.68
0.00
65.00
3.55
1.68
0.00
67.50
3.55
1.68
0.00
70.00
3.55
1.68
0.00
72.50
3.55
1.68
0.00
75.00
3.55
1.68
0.00
77.50
3.55
1.68
0.00
80.00
3.55
1.68
0.00
82.50
3.55
1.68
0.00
85.00
3.55
1.68
0.00
87.50
3.55
1.68
0.00
90.00
3.55
1.68
0.00
92.50
3.55
1.68
0.00
95.00
3.55
1.68
0.00
97.50
3.55
1.68
0.00
100.00
3.55
1.68
0.00
102.50
3.55
1.68
0.00
105.00
3.55
1.68
0.00
107.50
3.55
1.68
0.00
110.00
3.55
1.68
0.00
112.50
3.55
1.68
0.00
115.00
3.55
1.68
0.00
117.50
3.55
1.68
0.00
120.00
3.55
1.68
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment POST3: Post POI 3
Runoff = 3.12 cfs @ 11.99 hrs, Volume= 0.156 af, Depth= 1.68"
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 2-Year Rainfall=3.55"
Area (ac) CN Description
1.114 80 >75% Grass cover, Good, HSG D
1.114 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.4
490
0.0140
2.42
7.26 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
7.4 515 Total
Subcatchment POST3: Post POI 3
Hydrograph
3.12 cfs
3 yp - _ r
2-Year R'ainfai11--;3.551'
Runbff Area=1.1' 14 ad
- - - - Pt fn-pffQ q me=-0.-15$ -4f -
N 2 I I I I I 1
Runoff DepthT1.681'
Flow Len g th=515'
--
Tc=7.4p7in
1 4N=8b
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment POST3: Post POI 3
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
0.01
0.01
12.50
2.61
0.97
0.32
15.00
3.03
1.27
0.09
17.50
3.24
1.43
0.06
20.00
3.38
1.54
0.04
22.50
3.49
1.63
0.04
25.00
3.55
1.68
0.00
27.50
3.55
1.68
0.00
30.00
3.55
1.68
0.00
32.50
3.55
1.68
0.00
35.00
3.55
1.68
0.00
37.50
3.55
1.68
0.00
40.00
3.55
1.68
0.00
42.50
3.55
1.68
0.00
45.00
3.55
1.68
0.00
47.50
3.55
1.68
0.00
50.00
3.55
1.68
0.00
52.50
3.55
1.68
0.00
55.00
3.55
1.68
0.00
57.50
3.55
1.68
0.00
60.00
3.55
1.68
0.00
62.50
3.55
1.68
0.00
65.00
3.55
1.68
0.00
67.50
3.55
1.68
0.00
70.00
3.55
1.68
0.00
72.50
3.55
1.68
0.00
75.00
3.55
1.68
0.00
77.50
3.55
1.68
0.00
80.00
3.55
1.68
0.00
82.50
3.55
1.68
0.00
85.00
3.55
1.68
0.00
87.50
3.55
1.68
0.00
90.00
3.55
1.68
0.00
92.50
3.55
1.68
0.00
95.00
3.55
1.68
0.00
97.50
3.55
1.68
0.00
100.00
3.55
1.68
0.00
102.50
3.55
1.68
0.00
105.00
3.55
1.68
0.00
107.50
3.55
1.68
0.00
110.00
3.55
1.68
0.00
112.50
3.55
1.68
0.00
115.00
3.55
1.68
0.00
117.50
3.55
1.68
0.00
120.00
3.55
1.68
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment PRE1: Pre POI 1
Runoff = 13.30 cfs @ 12.19 hrs, Volume= 1.144 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 2-Year Rainfall=3.55"
Area (ac) CN Description
6.230 79 Woods, Fair, HSG D
2.326 80 >75% Grass cover, Good, HSG D
8.556 79 Weighted Average
8.556 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.6
100
0.0145
0.16
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
14.0
827
0.0199
0.99
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
Subcatchment PRE1: Pre POI 1
Hydrograph
--+--�--+--+--+--+--+--+--+-+--+--+--+--+--+--+--+-+--+--+--+--+--+-- ■Runoff
14 13.30 cfs
I I I I 1
----------------------------------T-�-/----------h---
13-1--J--1--L--L--'--------J--L--L--+--L--L--' --- ' -Y -11, hr -
----
i l 1 1 1 1 1 1 1 1 1 1
12 Z-Yaat Rai n{a ll-7; 57
-------y--rt--+--r--r--r--1--y------- + ■fir F�EI Kl t+-.iJ-
11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
RunOff
10 1
-- --+----'------'­- F�- ROJ npffl�Vpl�m'1e .144 0-
-1'— I I I I I I I I I I I
8-Runoff-�lDepthT1.�60"--
,1 1 1 1 1 1 1 1 1 1 1 1- 1- 1 1 1 1 1 1 1 1 1
7
LL
-----+----+--------+---�ow'�Len#�1�7'--
5 --1I - ---1-- --1I --1I --1I -- -- I1 T --1I--1Tq-- &6-mip -
— —I -----J--1--1--L----------J--1--1--+__L--L----------�-- l--L--
4 (� N=79
3
21
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 16
Hydrograph for Subcatchment PRE1: 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
0.05
12.50
2.61
0.91
5.65
15.00
3.03
1.21
0.73
17.50
3.24
1.36
0.47
20.00
3.38
1.47
0.33
22.50
3.49
1.56
0.28
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment PRE2: Pre POI 2
Runoff = 2.57 cfs @ 12.08 hrs, Volume= 0.168 af, Depth= 1.68"
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 2-Year Rainfall=3.55"
Area (ac) CN Description
1.203 80 >75% Grass cover, Good, HSG D
1.203 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
100
0.0235
0.19
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
6.4
325
0.0146
0.85
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
15.1 425 Total
Subcatchment PRE2: Pre POI 2
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
2.57 cfs
lTYpe If 24-h'r
2-Year Rainfai11--;3.551'
2 Runbff A'recl=1.203 ac
PL;npff',VQIum'e=',0.16$ elf
Runoff Depth-1.681'
Flow Len g th=425'
1 Tc=15:1- -fin i In
4N=80
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)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 18
Hydrograph for Subcatchment PRE2: Pre POI 2
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
0.01
0.01
12.50
2.61
0.97
0.47
15.00
3.03
1.27
0.10
17.50
3.24
1.43
0.07
20.00
3.38
1.54
0.05
22.50
3.49
1.63
0.04
25.00
3.55
1.68
0.00
27.50
3.55
1.68
0.00
30.00
3.55
1.68
0.00
32.50
3.55
1.68
0.00
35.00
3.55
1.68
0.00
37.50
3.55
1.68
0.00
40.00
3.55
1.68
0.00
42.50
3.55
1.68
0.00
45.00
3.55
1.68
0.00
47.50
3.55
1.68
0.00
50.00
3.55
1.68
0.00
52.50
3.55
1.68
0.00
55.00
3.55
1.68
0.00
57.50
3.55
1.68
0.00
60.00
3.55
1.68
0.00
62.50
3.55
1.68
0.00
65.00
3.55
1.68
0.00
67.50
3.55
1.68
0.00
70.00
3.55
1.68
0.00
72.50
3.55
1.68
0.00
75.00
3.55
1.68
0.00
77.50
3.55
1.68
0.00
80.00
3.55
1.68
0.00
82.50
3.55
1.68
0.00
85.00
3.55
1.68
0.00
87.50
3.55
1.68
0.00
90.00
3.55
1.68
0.00
92.50
3.55
1.68
0.00
95.00
3.55
1.68
0.00
97.50
3.55
1.68
0.00
100.00
3.55
1.68
0.00
102.50
3.55
1.68
0.00
105.00
3.55
1.68
0.00
107.50
3.55
1.68
0.00
110.00
3.55
1.68
0.00
112.50
3.55
1.68
0.00
115.00
3.55
1.68
0.00
117.50
3.55
1.68
0.00
120.00
3.55
1.68
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment PRE3: Pre POI 3
Runoff = 4.40 cfs @ 12.06 hrs, Volume= 0.273 af, Depth= 1.68"
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 2-Year Rainfall=3.55"
Area (ac) CN Description
1.951 80 >75% Grass cover, Good, HSG D
1.951 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
100
0.0182
0.17
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
187
0.0132
0.80
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
13.6 287 Total
Subcatchment PRE3: Pre POI 3
Hydrograph
� � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ❑Runoff
4.40 cfs
- -- ----+--+-- ----+--+--' -- +Type, II'L24-1j'r_
4 2-Year R'ainfai11�3.55''
Rwnbff Area=1.951 ac
--t-- ----rt--t-- - r- -- - t--t--r---
3'Ling ffIIVQme=10.-7 f
k6noff DelpthT1.61 811'
- Y--fi-- rt--t--r--r----FIbwYLenoth-2$7"
LL
2-
Tp=13.'16 min
--
4N=80
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 20
Hydrograph for Subcatchment PRE3: Pre POI 3
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
0.01
0.02
12.50
2.61
0.97
0.71
15.00
3.03
1.27
0.16
17.50
3.24
1.43
0.11
20.00
3.38
1.54
0.07
22.50
3.49
1.63
0.07
25.00
3.55
1.68
0.00
27.50
3.55
1.68
0.00
30.00
3.55
1.68
0.00
32.50
3.55
1.68
0.00
35.00
3.55
1.68
0.00
37.50
3.55
1.68
0.00
40.00
3.55
1.68
0.00
42.50
3.55
1.68
0.00
45.00
3.55
1.68
0.00
47.50
3.55
1.68
0.00
50.00
3.55
1.68
0.00
52.50
3.55
1.68
0.00
55.00
3.55
1.68
0.00
57.50
3.55
1.68
0.00
60.00
3.55
1.68
0.00
62.50
3.55
1.68
0.00
65.00
3.55
1.68
0.00
67.50
3.55
1.68
0.00
70.00
3.55
1.68
0.00
72.50
3.55
1.68
0.00
75.00
3.55
1.68
0.00
77.50
3.55
1.68
0.00
80.00
3.55
1.68
0.00
82.50
3.55
1.68
0.00
85.00
3.55
1.68
0.00
87.50
3.55
1.68
0.00
90.00
3.55
1.68
0.00
92.50
3.55
1.68
0.00
95.00
3.55
1.68
0.00
97.50
3.55
1.68
0.00
100.00
3.55
1.68
0.00
102.50
3.55
1.68
0.00
105.00
3.55
1.68
0.00
107.50
3.55
1.68
0.00
110.00
3.55
1.68
0.00
112.50
3.55
1.68
0.00
115.00
3.55
1.68
0.00
117.50
3.55
1.68
0.00
120.00
3.55
1.68
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 21
Summary for Pond PERM POOL: PP Storage
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
620.50'
27,702 cf
Permanent Pool (Irregular)Listed below
(Recalc)
#2
622.00'
4,619 cf
Forebay (Irregular)Listed below (Recalc)
32,321 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
620.50
2,331
194.0
0
0
2,331
621.50
2,959
219.0
2,639
2,639
3,178
622.50
3,661
243.0
3,304
5,943
4,090
623.50
4,437
268.0
4,043
9,985
5,138
624.50
5,287
292.0
4,856
14,841
6,244
625.50
6,212
318.0
5,743
20,584
7,542
626.50
8,064
360.0
7,118
27,702
9,834
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
622.00
253
69.0
0
0
253
623.50
654
108.0
657
657
818
624.50
1,019
134.0
830
1,487
1,333
625.50
1,463
160.0
1,234
2,721
1,959
626.50
2,369
204.0
1,898
4,619
3,246

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 22
626
625
w 624
c
0
.�
w 623
w
622
621
626
625
w 624
c
0
w 623
w
622
621
Pond PERM POOL: PP Storage
Stage -Discharge
0
Discharge (cfs)
Pond PERM POOL: PP Storage
Stage -Area -Storage
Forebay
Permanent Pool
0 5,000 10,000 15,000 20,000 25,000 30,000
Storage (cubic -feet)
Total
❑ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 23
Elevation Discharge
(feet)
(cfs)
620.50
0.00
620.54
0.00
620.58
0.00
620.62
0.00
620.66
0.00
620.70
0.00
620.74
0.00
620.78
0.00
620.82
0.00
620.86
0.00
620.90
0.00
620.94
0.00
620.98
0.00
621.02
0.00
621.06
0.00
621.10
0.00
621.14
0.00
621.18
0.00
621.22
0.00
621.26
0.00
621.30
0.00
621.34
0.00
621.38
0.00
621.42
0.00
621.46
0.00
621.50
0.00
621.54
0.00
621.58
0.00
621.62
0.00
621.66
0.00
621.70
0.00
621.74
0.00
621.78
0.00
621.82
0.00
621.86
0.00
621.90
0.00
621.94
0.00
621.98
0.00
622.02
0.00
622.06
0.00
622.10
0.00
622.14
0.00
622.18
0.00
622.22
0.00
622.26
0.00
622.30
0.00
622.34
0.00
622.38
0.00
622.42
0.00
622.46
0.00
622.50
0.00
622.54
0.00
Stage -Discharge for Pond PERM POOL: PP Storage
Elevation Discharge
(feet)
(cfs)
622.58
0.00
622.62
0.00
622.66
0.00
622.70
0.00
622.74
0.00
622.78
0.00
622.82
0.00
622.86
0.00
622.90
0.00
622.94
0.00
622.98
0.00
623.02
0.00
623.06
0.00
623.10
0.00
623.14
0.00
623.18
0.00
623.22
0.00
623.26
0.00
623.30
0.00
623.34
0.00
623.38
0.00
623.42
0.00
623.46
0.00
623.50
0.00
623.54
0.00
623.58
0.00
623.62
0.00
623.66
0.00
623.70
0.00
623.74
0.00
623.78
0.00
623.82
0.00
623.86
0.00
623.90
0.00
623.94
0.00
623.98
0.00
624.02
0.00
624.06
0.00
624.10
0.00
624.14
0.00
624.18
0.00
624.22
0.00
624.26
0.00
624.30
0.00
624.34
0.00
624.38
0.00
624.42
0.00
624.46
0.00
624.50
0.00
624.54
0.00
624.58
0.00
624.62
0.00
Elevation Discharge
(feet)
(cfs)
624.66
0.00
624.70
0.00
624.74
0.00
624.78
0.00
624.82
0.00
624.86
0.00
624.90
0.00
624.94
0.00
624.98
0.00
625.02
0.00
625.06
0.00
625.10
0.00
625.14
0.00
625.18
0.00
625.22
0.00
625.26
0.00
625.30
0.00
625.34
0.00
625.38
0.00
625.42
0.00
625.46
0.00
625.50
0.00
625.54
0.00
625.58
0.00
625.62
0.00
625.66
0.00
625.70
0.00
625.74
0.00
625.78
0.00
625.82
0.00
625.86
0.00
625.90
0.00
625.94
0.00
625.98
0.00
626.02
0.00
626.06
0.00
626.10
0.00
626.14
0.00
626.18
0.00
626.22
0.00
626.26
0.00
626.30
0.00
626.34
0.00
626.38
0.00
626.42
0.00
626.46
0.00
626.50
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 24
Stage -Area -Storage for Pond PERM POOL: PP Storage
Elevation
Storage
(feet)
(cubic -feet)
620.50
0
620.54
94
620.58
188
620.62
284
620.66
381
620.70
478
620.74
577
620.78
676
620.82
777
620.86
878
620.90
980
620.94
1,084
620.98
1,188
621.02
1,294
621.06
1,400
621.10
1,508
621.14
1,616
621.18
1,726
621.22
1,836
621.26
1,948
621.30
2,060
621.34
2,174
621.38
2,288
621.42
2,404
621.46
2,521
621.50
2,639
621.54
2,758
621.58
2,878
621.62
2,999
621.66
3,121
621.70
3,244
621.74
3,368
621.78
3,494
621.82
3,620
621.86
3,748
621.90
3,876
621.94
4,006
621.98
4,137
622.02
4,274
622.06
4,418
622.10
4,563
622.14
4,709
622.18
4,857
622.22
5,007
622.26
5,158
622.30
5,311
622.34
5,465
622.38
5,620
622.42
5,777
622.46
5,936
622.50
6,096
622.54
6,258
Elevation
Storage
(feet)
(cubic -feet)
622.58
6,422
622.62
6,587
622.66
6,753
622.70
6,922
622.74
7,092
622.78
7,263
622.82
7,436
622.86
7,611
622.90
7,788
622.94
7,966
622.98
8,146
623.02
8,327
623.06
8,511
623.10
8,696
623.14
8,882
623.18
9,071
623.22
9,261
623.26
9,453
623.30
9,647
623.34
9,842
623.38
10,039
623.42
10,239
623.46
10,439
623.50
10,642
623.54
10,847
623.58
11,053
623.62
11,261
623.66
11,471
623.70
11,683
623.74
11,897
623.78
12,113
623.82
12,330
623.86
12,550
623.90
12,771
623.94
12,995
623.98
13,220
624.02
13,447
624.06
13,676
624.10
13,907
624.14
14,140
624.18
14,375
624.22
14,612
624.26
14,851
624.30
15,092
624.34
15,335
624.38
15,580
624.42
15,827
624.46
16,077
624.50
16,328
624.54
16,581
624.58
16,836
624.62
17,094
Elevation
Storage
(feet)
(cubic -feet)
624.66
17,353
624.70
17,615
624.74
17,879
624.78
18,145
624.82
18,413
624.86
18,683
624.90
18,955
624.94
19,230
624.98
19,506
625.02
19,785
625.06
20,066
625.10
20,349
625.14
20,635
625.18
20,923
625.22
21,213
625.26
21,505
625.30
21,799
625.34
22,096
625.38
22,395
625.42
22,696
625.46
23,000
625.50
23,305
625.54
23,614
625.58
23,928
625.62
24,245
625.66
24,566
625.70
24,892
625.74
25,221
625.78
25,555
625.82
25,893
625.86
26,236
625.90
26,583
625.94
26,934
625.98
27,289
626.02
27,649
626.06
28,013
626.10
28,382
626.14
28,755
626.18
29,133
626.22
29,515
626.26
29,902
626.30
30,294
626.34
30,690
626.38
31,091
626.42
31,496
626.46
31,906
626.50
32,321

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 25
Summary for Pond POND: Pond 1
[95] Warning: Outlet Device #3 rise exceeded
Inflow Area = 6.751 ac, 65.00% Impervious, Inflow Depth = 2.68" for 2-Year event
Inflow = 22.28 cfs @ 12.07 hrs, Volume= 1.510 of
Outflow = 6.48 cfs @ 12.34 hrs, Volume= 1.502 af, Atten= 71 %, Lag= 16.3 min
Primary = 6.48 cfs @ 12.34 hrs, Volume= 1.502 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 629.04' @ 12.34 hrs Surf.Area= 14,347 sf Storage= 31,749 cf
Plug -Flow detention time= 636.0 min calculated for 1.502 of (99% of inflow)
Center -of -Mass det. time= 632.3 min ( 1,431.8 - 799.5 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 74,251 cf Above Perm Pool (Irregular)-isted below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
626.50 10,433 425.0 0 0 10,433
627.50 12,205 451.0 11,307 11,307 12,298
628.50 13,567 470.0 12,880 24,187 13,764
629.50 15,024 490.0 14,289 38,477 15,366
630.50 16,519 507.0 15,766 54,242 16,804
631.67 17,691 462.0 20,009 74,251 20,320
Device Routing Invert Outlet Devices
#1 Primary 626.50' 24.0" Round Culvert Out
L= 131.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 626.50' / 625.50' S= 0.0076'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 626.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 627.94' 0.7' long x 0.50' rise Sharp -Crested Rectangular Weir X 4.00
0 End Contraction(s)
#4 Device 1 630.15' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 630.46' 80.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.47 cfs @ 12.34 hrs HW=629.04' TW=0.00' (Dynamic Tailwater)
L1=Culvert Out (Passes 6.47 cfs of 18.70 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.55 fps)
3=Sharp-Crested Rectangular Weir(Orifice Controls 6.31 cfs @ 4.51 fps)
4=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=626.50' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir( Controls 0.00 cfs)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 26
Pond POND: Pond 1
Hyd rog raph
W Inflow
- zz.zacfs--+----+----7--�-_T F--1
--- ---I - ---- F---r--_--+-II- -T- -- -_T F -_FW Outflow
OFVJ5taWSecondary ary-1nf[0WLeea
- -
24--L--1--1----1----1--------- 1 ' 1 '
22
20T T Stoi=ap=34J49,-cf -
18 --,- -,--,---,--+--,--,--,--,--,--,--,---,--,---,--+--I--,---1--,--,--,--
16
w 14
--- 7--+--I--+--I--rt--I_-rt--I_-7--Y-7--r--I--+--I--+--I--rt--I_-rt--
12-
0
LL
10 jr6.48_ _ _ _ _ _ + _ _ _ _ _ _ _ _ _
8
6
4
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)
631
630
628
627
Pond POND: Pond 1
Stage -Discharge
0 50 100 150 200 250 300
Discharge (cfs)
r' Total
❑ Primary
Secondary

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 27
w
Pond POND: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 28
Hydrograph for Pond POND: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
626.50
0.00
0.00
0.00
2.50
0.00
0
626.50
0.00
0.00
0.00
5.00
0.03
37
626.50
0.00
0.00
0.00
7.50
0.17
864
626.58
0.01
0.01
0.00
10.00
0.49
3,290
626.81
0.05
0.05
0.00
12.50
3.67
30,841
628.98
6.23
6.23
0.00
15.00
0.72
19,293
628.13
0.90
0.90
0.00
17.50
0.46
18,356
628.06
0.51
0.51
0.00
20.00
0.31
17,926
628.03
0.36
0.36
0.00
22.50
0.27
17,684
628.01
0.29
0.29
0.00
25.00
0.00
17,066
627.96
0.15
0.15
0.00
27.50
0.00
15,955
627.87
0.12
0.12
0.00
30.00
0.00
14,899
627.79
0.12
0.12
0.00
32.50
0.00
13,878
627.71
0.11
0.11
0.00
35.00
0.00
12,893
627.63
0.11
0.11
0.00
37.50
0.00
11,945
627.55
0.10
0.10
0.00
40.00
0.00
11,032
627.48
0.10
0.10
0.00
42.50
0.00
10,157
627.41
0.10
0.10
0.00
45.00
0.00
9,318
627.33
0.09
0.09
0.00
47.50
0.00
8,518
627.27
0.09
0.09
0.00
50.00
0.00
7,755
627.20
0.08
0.08
0.00
52.50
0.00
7,030
627.14
0.08
0.08
0.00
55.00
0.00
6,344
627.08
0.07
0.07
0.00
57.50
0.00
5,697
627.02
0.07
0.07
0.00
60.00
0.00
5,090
626.97
0.07
0.07
0.00
62.50
0.00
4,522
626.92
0.06
0.06
0.00
65.00
0.00
3,995
626.87
0.06
0.06
0.00
67.50
0.00
3,507
626.83
0.05
0.05
0.00
70.00
0.00
3,061
626.79
0.05
0.05
0.00
72.50
0.00
2,655
626.75
0.04
0.04
0.00
75.00
0.00
2,290
626.72
0.04
0.04
0.00
77.50
0.00
1,967
626.69
0.03
0.03
0.00
80.00
0.00
1,685
626.66
0.03
0.03
0.00
82.50
0.00
1,444
626.64
0.02
0.02
0.00
85.00
0.00
1,249
626.62
0.02
0.02
0.00
87.50
0.00
1,092
626.60
0.02
0.02
0.00
90.00
0.00
965
626.59
0.01
0.01
0.00
92.50
0.00
861
626.58
0.01
0.01
0.00
95.00
0.00
776
626.57
0.01
0.01
0.00
97.50
0.00
704
626.57
0.01
0.01
0.00
100.00
0.00
644
626.56
0.01
0.01
0.00
102.50
0.00
593
626.56
0.01
0.01
0.00
105.00
0.00
549
626.55
0.00
0.00
0.00
107.50
0.00
510
626.55
0.00
0.00
0.00
110.00
0.00
476
626.55
0.00
0.00
0.00
112.50
0.00
447
626.54
0.00
0.00
0.00
115.00
0.00
420
626.54
0.00
0.00
0.00
117.50
0.00
397
626.54
0.00
0.00
0.00
120.00
0.00
376
626.54
0.00
0.00
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 29
Stage -Discharge for Pond POND: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
626.50
0.00
0.00
0.00
626.60
0.01
0.01
0.00
626.70
0.04
0.04
0.00
626.80
0.05
0.05
0.00
626.90
0.06
0.06
0.00
627.00
0.07
0.07
0.00
627.10
0.08
0.08
0.00
627.20
0.08
0.08
0.00
627.30
0.09
0.09
0.00
627.40
0.09
0.09
0.00
627.50
0.10
0.10
0.00
627.60
0.11
0.11
0.00
627.70
0.11
0.11
0.00
627.80
0.12
0.12
0.00
627.90
0.12
0.12
0.00
628.00
0.26
0.26
0.00
628.10
0.72
0.72
0.00
628.20
1.35
1.35
0.00
628.30
2.12
2.12
0.00
628.40
3.00
3.00
0.00
628.50
3.85
3.85
0.00
628.60
4.47
4.47
0.00
628.70
5.01
5.01
0.00
628.80
5.48
5.48
0.00
628.90
5.92
5.92
0.00
629.00
6.32
6.32
0.00
629.10
6.70
6.70
0.00
629.20
7.05
7.05
0.00
629.30
7.39
7.39
0.00
629.40
7.72
7.72
0.00
629.50
8.03
8.03
0.00
629.60
8.33
8.33
0.00
629.70
8.61
8.61
0.00
629.80
8.89
8.89
0.00
629.90
9.16
9.16
0.00
630.00
9.43
9.43
0.00
630.10
9.68
9.68
0.00
630.20
10.51
10.51
0.00
630.30
13.21
13.21
0.00
630.40
16.95
16.95
0.00
630.50
23.07
21.47
1.59
630.60
35.50
25.07
10.43
630.70
49.02
25.47
23.55
630.80
66.13
25.87
40.27
630.90
86.68
26.25
60.43
631.00
111.02
26.64
84.38
631.10
137.53
27.02
110.51
631.20
164.53
27.39
137.14
631.30
193.31
27.76
165.55
631.40
223.73
28.12
195.62
631.50
256.04
28.48
227.56
631.60
290.48
28.83
261.65

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 30
Stage -Area -Storage for Pond POND: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
626.50
10,433
0
626.60
10,604
1,052
626.70
10,776
2,121
626.80
10,950
3,207
626.90
11,125
4,311
627.00
11,302
5,432
627.10
11,480
6,571
627.20
11,659
7,728
627.30
11,839
8,903
627.40
12,022
10,096
627.50
12,205
11,307
627.60
12,338
12,535
627.70
12,472
13,775
627.80
12,606
15,029
627.90
12,741
16,296
628.00
12,877
17,577
628.10
13,014
18,872
628.20
13,151
20,180
628.30
13,289
21,502
628.40
13,428
22,838
628.50
13,567
24,187
628.60
13,709
25,551
628.70
13,852
26,929
628.80
13,996
28,322
628.90
14,141
29,729
629.00
14,286
31,150
629.10
14,432
32,586
629.20
14,579
34,036
629.30
14,727
35,502
629.40
14,875
36,982
629.50
15,024
38,477
629.60
15,170
39,986
629.70
15,317
41,511
629.80
15,465
43,050
629.90
15,613
44,604
630.00
15,763
46,173
630.10
15,912
47,756
630.20
16,063
49,355
630.30
16,214
50,969
630.40
16,366
52,598
630.50
16,519
54,242
630.60
16,618
55,899
630.70
16,716
57,566
630.80
16,816
59,242
630.90
16,915
60,929
631.00
17,015
62,626
631.10
17,115
64,332
631.20
17,215
66,049
631.30
17,316
67,775
631.40
17,417
69,512
631.50
17,518
71,258
631.60
17,620
73,015

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 31
Summary for Link TOTAL POST: POI 1 Combined
Inflow Area = 10.135 ac, 43.30% Impervious, Inflow Depth > 2.44" for 2-Year event
Inflow = 12.94 cfs @ 12.11 hrs, Volume= 2.060 of
Primary = 12.94 cfs @ 12.11 hrs, Volume= 2.060 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link TOTAL POST: POI 1 Combined
Hyd rog raph
�'I
--1--+--+--+--1---1--+--+--1---1--+--+--+--1--+--T--+--1---1--+--+--+--1--
E Inflow
14
�1�
- fzsaofs
--------11--
--------11-------------11--
--------11----------11--
❑ Primary
-I
- Errflow
Ar',ea= 135�11 ac -
13
12
-I
--
- T--I---I--�--T--�
--I--�--T--F--I--�--T--T--I---I--�--T--�--I--
'
--1
-1--L--1---1--�--L--1---1--J--1--L--1--J--1--L--1---1--1--L--L--1--
I
I I I
I I I I I I I I
10
--
-r--r--r--I--r--r--r--I--r--r--r--r-r--r--r--I---I--r--r--r--I--
g
'
I
I I
I
I
I I I
_II J
II I I II -I--I--
I
N U p
V
i I
I
I
I I
-----+-________+____I__+__+__�__I___I__�__�__�__I__
I I
I
I I I I
I I I
I I I I I I I I
3 7-
0
6
5
' I
--
I
--T-----I--
I
I I
--T--
I I
I
--I----T--T----T--T--T-----I--
I I I I
I I I
--T-- --I--
I I I I I I I I
4
1--L--1---1--1--L--1---1--J--L--L--1--J--1--L--1---1--1--L--L--1--
3
--
r--r--r----r--r--r----r--+--r--r-r--T--r-------r--r--r--I--
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)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 2-Year Rainfall=3.55"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 32
Hydrograph for Link TOTAL POST: POI 1 Combined
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
0.01
0.00
0.01
10.00
0.14
0.00
0.14
12.50
7.66
0.00
7.66
15.00
1.22
0.00
1.22
17.50
0.71
0.00
0.71
20.00
0.50
0.00
0.50
22.50
0.41
0.00
0.41
25.00
0.15
0.00
0.15
27.50
0.12
0.00
0.12
30.00
0.12
0.00
0.12
32.50
0.11
0.00
0.11
35.00
0.11
0.00
0.11
37.50
0.10
0.00
0.10
40.00
0.10
0.00
0.10
42.50
0.10
0.00
0.10
45.00
0.09
0.00
0.09
47.50
0.09
0.00
0.09
50.00
0.08
0.00
0.08
52.50
0.08
0.00
0.08
55.00
0.07
0.00
0.07
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.06
0.00
0.06
65.00
0.06
0.00
0.06
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.03
0.00
0.03
80.00
0.03
0.00
0.03
82.50
0.02
0.00
0.02
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 33
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentPOST1BP: Post POI 1 BypassRunoffArea=3.384 ac 0.00% Impervious Runoff Depth=4.37"
Flow Length=1,160' Slope=0.0100'/' Tc=14.2 min CN=84 Runoff=19.07 cfs 1.231 of
SubcatchmentPOST1POND: Post POND 1 Runoff Area=6.751 ac 65.00% Impervious Runoff Depth=5.25"
Flow Length=1,090' Tc=15.3 min CN=92 Runoff=41.99 cfs 2.952 of
SubcatchmentPOST2: Post POI 2 Runoff Area=0.461 ac 0.00% Impervious Runoff Depth=3.94"
Flow Length=164' Slope=0.0100 '/' Tc=5.1 min CN=80 Runoff=3.18 cfs 0.152 of
SubcatchmentPOST3: Post POI 3 Runoff Area=1.114 ac 0.00% Impervious Runoff Depth=3.94"
Flow Length=515' Tc=7.4 min CN=80 Runoff=7.18 cfs 0.366 of
SubcatchmentPRE1: Pre POI 1 Runoff Area=8.556 ac 0.00% Impervious Runoff Depth=3.84"
Flow Length=927' Tc=24.6 min CN=79 Runoff=32.17 cfs 2.738 of
SubcatchmentPRE2: Pre POI 2 Runoff Area=1.203 ac 0.00% Impervious Runoff Depth=3.94"
Flow Length=425' Tc=15.1 min CN=80 Runoff=6.03 cfs 0.395 of
SubcatchmentPRE3: Pre POI 3 Runoff Area=1.951 ac 0.00% Impervious Runoff Depth=3.94"
Flow Length=287' Tc=13.6 min CN=80 Runoff=10.26 cfs 0.641 of
Pond PERM POOL: PP Storage Peak EIev=0.00' Storage=0 cf
Pond POND: Pond 1 Peak EIev=630.49' Storage=54,146 cf Inflow=41.99 cfs 2.952 of
Primary=21.18 cfs 2.935 of Secondary=1.10 cfs 0.008 of Outflow=22.28 cfs 2.943 of
R1i1:iCeiir_1m iei--i iciiwoune'7Pi - *
Inflow=32.08 cfs 4.174 of
Primary=32.08 cfs 4.174 of
Total Runoff Area = 23.420 ac Runoff Volume = 8.475 of Average Runoff Depth = 4.34"
81.26% Pervious = 19.032 ac 18.74% Impervious = 4.388 ac

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment POST1 BP: Post POI 1 Bypass
Runoff = 19.07 cfs @ 12.06 hrs, Volume= 1.231 af, Depth= 4.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.18"
Area (ac) CN Description
3.384 84 50-75% Grass cover, Fair, HSG D
3.384 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
50
0.0100
0.12
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
480
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
180
0.0100
5.94
10.50
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
2.3
280
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
170
5.67
Lake or Reservoir, wet land
Mean Depth= 1.00'
14.2 1,160 Total
Subcatchment POST1 BP: Post POI 1 Bypass
Hydrograph
21----------J--L--L--L----------L-- ----+--L--L------------+--L--L-- ■Runoff
20 -- 19.07 cfs -- ------ -_
197 r-- I -- - I -- - - -y-- ----+--T--Ir--Ir I�11'e-[itI 2 -I r' -
18 I
7--7--r--r--7--I---I--7--7--7--+--r--7--i --I---I--7--+--r--r--
17 --'------',--------------------- ----25-Year-Ra�r�f��I��
16' I I I I I I II I I I I - ------------ --- - -- --�� - a --Tr -
-
15 +---,IROn}f#-AIreA= .384-aE-
7r713�-I-
-----------------------------------I--„ ` - - =1
w12 I-n
-RuffDei3ti37f��F-
--
LL 10
TTI -L--CII-f-T-
�t=,'6-,07'
9 --+--+--+--+--+--+
8 - --------T-$bPO=-0:010a'I
7 T--T--T-- ----T-T-TT 7 Ir
6 - Tc=14min--
5- --I--I --- I-- ----L-----------I-- -- -- +--L--------I---I-- -I- I- w -
4 --I- -I-- -- -- -- --------I-- -- -- --+-- -- --------I-- -Nr��F -
3 --I- ---+--+--+--+----------+--+--+--+--+--+----------+--+--+--+--
�I
�--�--T--r--Ir--Ii---Ii--7--�--�--rt--T--Ir--Ir--Ii---Ii--�--7--T--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)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment POST1 BP: Post 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
0.04
0.10
10.00
1.12
0.21
0.35
12.50
4.54
2.85
2.88
15.00
5.27
3.52
0.61
17.50
5.63
3.86
0.39
20.00
5.88
4.09
0.27
22.50
6.07
4.27
0.23
25.00
6.18
4.37
0.00
27.50
6.18
4.37
0.00
30.00
6.18
4.37
0.00
32.50
6.18
4.37
0.00
35.00
6.18
4.37
0.00
37.50
6.18
4.37
0.00
40.00
6.18
4.37
0.00
42.50
6.18
4.37
0.00
45.00
6.18
4.37
0.00
47.50
6.18
4.37
0.00
50.00
6.18
4.37
0.00
52.50
6.18
4.37
0.00
55.00
6.18
4.37
0.00
57.50
6.18
4.37
0.00
60.00
6.18
4.37
0.00
62.50
6.18
4.37
0.00
65.00
6.18
4.37
0.00
67.50
6.18
4.37
0.00
70.00
6.18
4.37
0.00
72.50
6.18
4.37
0.00
75.00
6.18
4.37
0.00
77.50
6.18
4.37
0.00
80.00
6.18
4.37
0.00
82.50
6.18
4.37
0.00
85.00
6.18
4.37
0.00
87.50
6.18
4.37
0.00
90.00
6.18
4.37
0.00
92.50
6.18
4.37
0.00
95.00
6.18
4.37
0.00
97.50
6.18
4.37
0.00
100.00
6.18
4.37
0.00
102.50
6.18
4.37
0.00
105.00
6.18
4.37
0.00
107.50
6.18
4.37
0.00
110.00
6.18
4.37
0.00
112.50
6.18
4.37
0.00
115.00
6.18
4.37
0.00
117.50
6.18
4.37
0.00
120.00
6.18
4.37
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment POST1 POND: Post POND 1
Runoff = 41.99 cfs @ 12.07 hrs, Volume= 2.952 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 25-Year Rainfall=6.18"
Area (ac) CN Description
6.751 92 1/8 acre lots, 65% imp, HSG D
2.363 35.00% Pervious Area
4.388 65.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
25
0.0100
0.05
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.55"
5.4
668
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.8
397
0.0109
8.72
42.82
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
15.3 1,090 Total
Subcatchment POST1 POND: Post POND 1
Hydrograph
46
-------------;-----
--1---1---1--J--1--
--L----------J--
-----------
I
---
I I I
--
--
-
---------------- ------ - -- --
I I I
--L--L--L--------I----1--L-- --
44
42
,
-- atsscfs -1--r--r--r--r--r--1---1--r--r--r--r--r--r--r--1---1I--r--7-e}-r--r--
---- ---
p 1FF�+24
38
36
1
--
--1---1--r--r--r--r--1---1---1--r--r--r--25T
--1 --11---1---1--1---1----1
-- --
--------I--
--
--11---11---11---1--
--
--+-- -------IT
-i'■-f
I Ball RIIaift G111T� 110�,--
11----}----}----------1------E-------
34
32
--I-- -I-- --
-- - -1-- --
-- --
--T--r--
--------I--
--
--1---1-- --
--
--
-- RUnb Are 6.7J4 at
1
--T--r -r - -1- -- --T r--r -
30
'1
--------11--1--------11---11---11---11--1--
1R ngffl'Iyolq Ie=I : - -
28
w 26
V
--11-- -'I-- --
--1-- -1-- --
-- --
--r--r--1r--1---1--
--------I--
--
--
--
--
-
- -T- .. �}E
Run t�T--�.}L---
24
`p 22
i
--1---1---1---1--1---1---1---1---1---1---1---1--1---------�----y1�LJ�v
--I---I--____I--------I______________Ir_1_WVV_I_L_G_rit1111�V.7V-_
-
20
18:
11
r
1 1
--11---11---11---11---11--1-1--1--1
r r
_
--1 --11T 1-5.3 rnjp--
16
14
--I------11---11--1--1--1
-+--+--+--+----------+--+--+--+--+--+-----I-
-- --1--T--
--T--r--r--1---1--
--T--T--T--r--1r--r--1---1--
-+--+-
- #A�i-�9
12
10
,1
--1---1--J--1--i--L--1---1---1--J--1--1--1--L--r--1---1---1--
--I-- -I--+--+--+--r--I---I---I--+--+--+--+--+--+--I---I---I--+--+--+--+--
-!,iv-
8
6
,1
--r---11---11--
--1---1--J--1--i--L--1---1---1--J--1--1--1--L--r--1---1---1--�--1--L--r--
1-- 1--1,
--1,---11---11---11--
1--
1-- 1--r--1,--1,---11---11-- 1-- 1--r--r--
4
--r--1--y--rt
r--r--r--1--y--
--
--+--r--r--r--1- y--+--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)
■ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment POST1POND: 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
0.22
7.50
0.68
0.18
0.50
10.00
1.12
0.49
1.15
12.50
4.54
3.64
6.72
15.00
5.27
4.36
1.30
17.50
5.63
4.71
0.82
20.00
5.88
4.95
0.56
22.50
6.07
5.14
0.49
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

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment POST2: Post POI 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.18 cfs @ 11.96 hrs, Volume= 0.152 af, Depth= 3.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.18"
Area (ac) CN Description
0.461 80 >75% Grass cover, Good, HSG D
0.461 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
1.1
139
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
5.1 164 Total
Subcatchment POST2: Post POI 2
Hydrograph
3.18 cfs
--I- --II-- --t----------II----rt--t--r--r----------1 pe11lll-24--hr-
3
257Yoar Rlainfai1 ll�6.1118"
Runbff Alre�i=0.461 ad
-III- --III-- --Y--! --III---III---III-- --rt--!--Rqn-pfflllVQlMmlp=9-15� clf-
2 Runoff IIIDepthT3.94111'
° Flo,w'llLenoth=1164'
LL I I I I I I I I I I I I I I
$100=0-011100 7
-I- - - - - - 7 - - T - - T -1 7 - - T - - T - - F T - r
1 c=5.111 min
DN-80
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

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 39
Hydrograph for Subcatchment POST2: Post POI 2
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
0.01
10.00
1.12
0.12
0.04
12.50
4.54
2.50
0.26
15.00
5.27
3.13
0.08
17.50
5.63
3.45
0.05
20.00
5.88
3.68
0.03
22.50
6.07
3.85
0.03
25.00
6.18
3.94
0.00
27.50
6.18
3.94
0.00
30.00
6.18
3.94
0.00
32.50
6.18
3.94
0.00
35.00
6.18
3.94
0.00
37.50
6.18
3.94
0.00
40.00
6.18
3.94
0.00
42.50
6.18
3.94
0.00
45.00
6.18
3.94
0.00
47.50
6.18
3.94
0.00
50.00
6.18
3.94
0.00
52.50
6.18
3.94
0.00
55.00
6.18
3.94
0.00
57.50
6.18
3.94
0.00
60.00
6.18
3.94
0.00
62.50
6.18
3.94
0.00
65.00
6.18
3.94
0.00
67.50
6.18
3.94
0.00
70.00
6.18
3.94
0.00
72.50
6.18
3.94
0.00
75.00
6.18
3.94
0.00
77.50
6.18
3.94
0.00
80.00
6.18
3.94
0.00
82.50
6.18
3.94
0.00
85.00
6.18
3.94
0.00
87.50
6.18
3.94
0.00
90.00
6.18
3.94
0.00
92.50
6.18
3.94
0.00
95.00
6.18
3.94
0.00
97.50
6.18
3.94
0.00
100.00
6.18
3.94
0.00
102.50
6.18
3.94
0.00
105.00
6.18
3.94
0.00
107.50
6.18
3.94
0.00
110.00
6.18
3.94
0.00
112.50
6.18
3.94
0.00
115.00
6.18
3.94
0.00
117.50
6.18
3.94
0.00
120.00
6.18
3.94
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment POST3: Post POI 3
Runoff = 7.18 cfs @ 11.99 hrs, Volume= 0.366 af, Depth= 3.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.18"
Area (ac) CN Description
1.114 80 >75% Grass cover, Good, HSG D
1.114 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.4
490
0.0140
2.42
7.26 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
7.4 515 Total
Subcatchment POST3: Post POI 3
Hydrograph
8
----------+--+--+---+--+--+- --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
7.18 cfs
--I
7 TYPE III12 -hr
-III- --III-- -- -- - -- III - --III---III-- -- ---2&Year-Rainfala=6:111181'-
6
IRwnbff Alrea=1.1'114 ad
5 ROOffIIIVQILjmIIe=II10.$6$ elf
- --II-- i----------II-- 1--i--L-
3 4
Flow 'ILdn th=515'
3 tc=7.114�riin
--Ir---li--y--+--+--Ir--li---li--y--rt--+--r--Ir--Ir--li---li--+--r--r-({NCrmI 80
2
-I-- r--r--r--r--r----r--r--r--r--r----------r--r--r--r-----I--
1 II I II II II II II II II II II II II II II II I II II II II
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 41
Hydrograph for Subcatchment POST3: Post POI 3
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
0.02
10.00
1.12
0.12
0.09
12.50
4.54
2.50
0.67
15.00
5.27
3.13
0.19
17.50
5.63
3.45
0.12
20.00
5.88
3.68
0.08
22.50
6.07
3.85
0.07
25.00
6.18
3.94
0.00
27.50
6.18
3.94
0.00
30.00
6.18
3.94
0.00
32.50
6.18
3.94
0.00
35.00
6.18
3.94
0.00
37.50
6.18
3.94
0.00
40.00
6.18
3.94
0.00
42.50
6.18
3.94
0.00
45.00
6.18
3.94
0.00
47.50
6.18
3.94
0.00
50.00
6.18
3.94
0.00
52.50
6.18
3.94
0.00
55.00
6.18
3.94
0.00
57.50
6.18
3.94
0.00
60.00
6.18
3.94
0.00
62.50
6.18
3.94
0.00
65.00
6.18
3.94
0.00
67.50
6.18
3.94
0.00
70.00
6.18
3.94
0.00
72.50
6.18
3.94
0.00
75.00
6.18
3.94
0.00
77.50
6.18
3.94
0.00
80.00
6.18
3.94
0.00
82.50
6.18
3.94
0.00
85.00
6.18
3.94
0.00
87.50
6.18
3.94
0.00
90.00
6.18
3.94
0.00
92.50
6.18
3.94
0.00
95.00
6.18
3.94
0.00
97.50
6.18
3.94
0.00
100.00
6.18
3.94
0.00
102.50
6.18
3.94
0.00
105.00
6.18
3.94
0.00
107.50
6.18
3.94
0.00
110.00
6.18
3.94
0.00
112.50
6.18
3.94
0.00
115.00
6.18
3.94
0.00
117.50
6.18
3.94
0.00
120.00
6.18
3.94
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment PRE1: Pre POI 1
Runoff = 32.17 cfs @ 12.18 hrs, Volume= 2.738 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 25-Year Rainfall=6.18"
Area (ac) CN Description
6.230 79 Woods, Fair, HSG D
2.326 80 >75% Grass cover, Good, HSG D
8.556 79 Weighted Average
8.556 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.6
100
0.0145
0.16
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
14.0
827
0.0199
0.99
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
Subcatchment PRE1: Pre POI 1
Hydrograph
36 ■Runoff
34 32.17cfs___________________
i_ i- s_
32 ��_
-- -- - - - ------ - - - - ----'TYp�-N�� -1r-
30 1 1
-- i_ L
-- -- --
28 25-Year Rai-nalf#6.I_8f�
26 '
- Runoff AreA=8.5% at -
24 t
---------rt--- ------r-- - - - - -- t Off Vpl me 2. 3 _a�f 22 -- -- -- -
---- --------- -- -- -- -
u 20 --'-- -'- J--1--1--L--1--------J--1--1---L
w - Runoff ,DepthTa84'--
3 18 --'---'---'---'--'---'---'---'---'-----------------------------'- -'--'- ---
16- f lour-' Ldno# i=_927'
12 --,------------------------------------------�����--
--i-- -i-- ----r--r-----r--i-- -- ----T--r--r--------i-- -- r--r--
'i r
10 --'-- -'-- ----+--r--------'-- -- ----+--*--Ir--------'-- - N� 70 -
$ - -- --- -- -- ------------ -- -- --+-- ------------ --+-- -- --
6 - ---1--J--1----L----------J--1--1--1--L--------------1--L-- --
4
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 43
Hydrograph for Subcatchment PRE1: 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
0.07
10.00
1.12
0.11
0.54
12.50
4.54
2.41
12.87
15.00
5.27
3.04
1.51
17.50
5.63
3.35
0.95
20.00
5.88
3.58
0.66
22.50
6.07
3.75
0.57
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

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment PRE2: Pre POI 2
Runoff = 6.03 cfs @ 12.07 hrs, Volume= 0.395 af, Depth= 3.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.18"
Area (ac) CN Description
1.203 80 >75% Grass cover, Good, HSG D
1.203 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
100
0.0235
0.19
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
6.4
325
0.0146
0.85
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
15.1 425 Total
Subcatchment PRE2: Pre POI 2
Hydrograph
� � � � � � � � � � � � � � � � � � � � � � � ■Runoff
6.03 cfs
6 'TYpQ if 24-h'r
- -- -- 7--! -- ;--1--! --!-2&Year-R'ainfar�l]= 6:181'-
5 RwnOff Area='1.203 ac
-- - -- -- -- -- -- -- -- gnpff'Vglqme—O.�9$ elf
-
q
Ru��noff DepthT3.94;1'
3 �Ia'w Len jti1=425'
2 4N=80
---I -- I --T ---------- -- -- -- ------------ -- ------------
1 I I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 45
Hydrograph for Subcatchment PRE2: Pre POI 2
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
0.02
10.00
1.12
0.12
0.09
12.50
4.54
2.50
1.02
15.00
5.27
3.13
0.21
17.50
5.63
3.45
0.13
20.00
5.88
3.68
0.09
22.50
6.07
3.85
0.08
25.00
6.18
3.94
0.00
27.50
6.18
3.94
0.00
30.00
6.18
3.94
0.00
32.50
6.18
3.94
0.00
35.00
6.18
3.94
0.00
37.50
6.18
3.94
0.00
40.00
6.18
3.94
0.00
42.50
6.18
3.94
0.00
45.00
6.18
3.94
0.00
47.50
6.18
3.94
0.00
50.00
6.18
3.94
0.00
52.50
6.18
3.94
0.00
55.00
6.18
3.94
0.00
57.50
6.18
3.94
0.00
60.00
6.18
3.94
0.00
62.50
6.18
3.94
0.00
65.00
6.18
3.94
0.00
67.50
6.18
3.94
0.00
70.00
6.18
3.94
0.00
72.50
6.18
3.94
0.00
75.00
6.18
3.94
0.00
77.50
6.18
3.94
0.00
80.00
6.18
3.94
0.00
82.50
6.18
3.94
0.00
85.00
6.18
3.94
0.00
87.50
6.18
3.94
0.00
90.00
6.18
3.94
0.00
92.50
6.18
3.94
0.00
95.00
6.18
3.94
0.00
97.50
6.18
3.94
0.00
100.00
6.18
3.94
0.00
102.50
6.18
3.94
0.00
105.00
6.18
3.94
0.00
107.50
6.18
3.94
0.00
110.00
6.18
3.94
0.00
112.50
6.18
3.94
0.00
115.00
6.18
3.94
0.00
117.50
6.18
3.94
0.00
120.00
6.18
3.94
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment PRE3: Pre POI 3
Runoff = 10.26 cfs @ 12.05 hrs, Volume= 0.641 af, Depth= 3.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.18"
Area (ac) CN Description
1.951 80 >75% Grass cover, Good, HSG D
1.951 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
100
0.0182
0.17
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
187
0.0132
0.80
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
13.6 287 Total
Subcatchment PRE3: Pre POI 3
Hydrograph
11 I I I I I T I I I I I I I I I I I I I I I I 1-- � Runoff
10.26 cfs
10 I I I I 1 1 1 1 1 1 1 1 1 1 I ITy,p`Q, II'1 -hr
9 25-Year Rainfail1:;6.118"
8 Rwnbff A'recI=1.951 aq
--r--1--y--rt--+--r--r--r--1--y-- ---
-+--r --r--I 1---1--y-- r--
7 1Runoff'1 VpIL-Im1e='10. 411 of
—� 6 RunoffDepthT3.941
3 -1 1 1
oS -1--�--�--T--r--�--1---1--�--�--�--+--r-1=i
LL dwLen tfi=287r-
4 Tc=13.'16-snip
-- -- - -- -- -- -- �'N S
3-
�I'Y��
2
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment PRE3: Pre POI 3
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
0.03
10.00
1.12
0.12
0.15
12.50
4.54
2.50
1.51
15.00
5.27
3.13
0.34
17.50
5.63
3.45
0.21
20.00
5.88
3.68
0.15
22.50
6.07
3.85
0.13
25.00
6.18
3.94
0.00
27.50
6.18
3.94
0.00
30.00
6.18
3.94
0.00
32.50
6.18
3.94
0.00
35.00
6.18
3.94
0.00
37.50
6.18
3.94
0.00
40.00
6.18
3.94
0.00
42.50
6.18
3.94
0.00
45.00
6.18
3.94
0.00
47.50
6.18
3.94
0.00
50.00
6.18
3.94
0.00
52.50
6.18
3.94
0.00
55.00
6.18
3.94
0.00
57.50
6.18
3.94
0.00
60.00
6.18
3.94
0.00
62.50
6.18
3.94
0.00
65.00
6.18
3.94
0.00
67.50
6.18
3.94
0.00
70.00
6.18
3.94
0.00
72.50
6.18
3.94
0.00
75.00
6.18
3.94
0.00
77.50
6.18
3.94
0.00
80.00
6.18
3.94
0.00
82.50
6.18
3.94
0.00
85.00
6.18
3.94
0.00
87.50
6.18
3.94
0.00
90.00
6.18
3.94
0.00
92.50
6.18
3.94
0.00
95.00
6.18
3.94
0.00
97.50
6.18
3.94
0.00
100.00
6.18
3.94
0.00
102.50
6.18
3.94
0.00
105.00
6.18
3.94
0.00
107.50
6.18
3.94
0.00
110.00
6.18
3.94
0.00
112.50
6.18
3.94
0.00
115.00
6.18
3.94
0.00
117.50
6.18
3.94
0.00
120.00
6.18
3.94
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 48
Summary for Pond PERM POOL: PP Storage
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
620.50'
27,702 cf
Permanent Pool (Irregular)Listed below
(Recalc)
#2
622.00'
4,619 cf
Forebay (Irregular)Listed below (Recalc)
32,321 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
620.50
2,331
194.0
0
0
2,331
621.50
2,959
219.0
2,639
2,639
3,178
622.50
3,661
243.0
3,304
5,943
4,090
623.50
4,437
268.0
4,043
9,985
5,138
624.50
5,287
292.0
4,856
14,841
6,244
625.50
6,212
318.0
5,743
20,584
7,542
626.50
8,064
360.0
7,118
27,702
9,834
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
622.00
253
69.0
0
0
253
623.50
654
108.0
657
657
818
624.50
1,019
134.0
830
1,487
1,333
625.50
1,463
160.0
1,234
2,721
1,959
626.50
2,369
204.0
1,898
4,619
3,246

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 49
626
625
w 624
c
0
.�
w 623
w
622
621
626
625
w 624
c
0
w 623
w
622
621
Pond PERM POOL: PP Storage
Stage -Discharge
0
Discharge (cfs)
Pond PERM POOL: PP Storage
Stage -Area -Storage
Forebay
Permanent Pool
0 5,000 10,000 15,000 20,000 25,000 30,000
Storage (cubic -feet)
Total
❑ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 50
Elevation Discharge
(feet)
(cfs)
620.50
0.00
620.54
0.00
620.58
0.00
620.62
0.00
620.66
0.00
620.70
0.00
620.74
0.00
620.78
0.00
620.82
0.00
620.86
0.00
620.90
0.00
620.94
0.00
620.98
0.00
621.02
0.00
621.06
0.00
621.10
0.00
621.14
0.00
621.18
0.00
621.22
0.00
621.26
0.00
621.30
0.00
621.34
0.00
621.38
0.00
621.42
0.00
621.46
0.00
621.50
0.00
621.54
0.00
621.58
0.00
621.62
0.00
621.66
0.00
621.70
0.00
621.74
0.00
621.78
0.00
621.82
0.00
621.86
0.00
621.90
0.00
621.94
0.00
621.98
0.00
622.02
0.00
622.06
0.00
622.10
0.00
622.14
0.00
622.18
0.00
622.22
0.00
622.26
0.00
622.30
0.00
622.34
0.00
622.38
0.00
622.42
0.00
622.46
0.00
622.50
0.00
622.54
0.00
Stage -Discharge for Pond PERM POOL: PP Storage
Elevation Discharge
(feet)
(cfs)
622.58
0.00
622.62
0.00
622.66
0.00
622.70
0.00
622.74
0.00
622.78
0.00
622.82
0.00
622.86
0.00
622.90
0.00
622.94
0.00
622.98
0.00
623.02
0.00
623.06
0.00
623.10
0.00
623.14
0.00
623.18
0.00
623.22
0.00
623.26
0.00
623.30
0.00
623.34
0.00
623.38
0.00
623.42
0.00
623.46
0.00
623.50
0.00
623.54
0.00
623.58
0.00
623.62
0.00
623.66
0.00
623.70
0.00
623.74
0.00
623.78
0.00
623.82
0.00
623.86
0.00
623.90
0.00
623.94
0.00
623.98
0.00
624.02
0.00
624.06
0.00
624.10
0.00
624.14
0.00
624.18
0.00
624.22
0.00
624.26
0.00
624.30
0.00
624.34
0.00
624.38
0.00
624.42
0.00
624.46
0.00
624.50
0.00
624.54
0.00
624.58
0.00
624.62
0.00
Elevation Discharge
(feet)
(cfs)
624.66
0.00
624.70
0.00
624.74
0.00
624.78
0.00
624.82
0.00
624.86
0.00
624.90
0.00
624.94
0.00
624.98
0.00
625.02
0.00
625.06
0.00
625.10
0.00
625.14
0.00
625.18
0.00
625.22
0.00
625.26
0.00
625.30
0.00
625.34
0.00
625.38
0.00
625.42
0.00
625.46
0.00
625.50
0.00
625.54
0.00
625.58
0.00
625.62
0.00
625.66
0.00
625.70
0.00
625.74
0.00
625.78
0.00
625.82
0.00
625.86
0.00
625.90
0.00
625.94
0.00
625.98
0.00
626.02
0.00
626.06
0.00
626.10
0.00
626.14
0.00
626.18
0.00
626.22
0.00
626.26
0.00
626.30
0.00
626.34
0.00
626.38
0.00
626.42
0.00
626.46
0.00
626.50
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 51
Stage -Area -Storage for Pond PERM POOL: PP Storage
Elevation
Storage
(feet)
(cubic -feet)
620.50
0
620.54
94
620.58
188
620.62
284
620.66
381
620.70
478
620.74
577
620.78
676
620.82
777
620.86
878
620.90
980
620.94
1,084
620.98
1,188
621.02
1,294
621.06
1,400
621.10
1,508
621.14
1,616
621.18
1,726
621.22
1,836
621.26
1,948
621.30
2,060
621.34
2,174
621.38
2,288
621.42
2,404
621.46
2,521
621.50
2,639
621.54
2,758
621.58
2,878
621.62
2,999
621.66
3,121
621.70
3,244
621.74
3,368
621.78
3,494
621.82
3,620
621.86
3,748
621.90
3,876
621.94
4,006
621.98
4,137
622.02
4,274
622.06
4,418
622.10
4,563
622.14
4,709
622.18
4,857
622.22
5,007
622.26
5,158
622.30
5,311
622.34
5,465
622.38
5,620
622.42
5,777
622.46
5,936
622.50
6,096
622.54
6,258
Elevation
Storage
(feet)
(cubic -feet)
622.58
6,422
622.62
6,587
622.66
6,753
622.70
6,922
622.74
7,092
622.78
7,263
622.82
7,436
622.86
7,611
622.90
7,788
622.94
7,966
622.98
8,146
623.02
8,327
623.06
8,511
623.10
8,696
623.14
8,882
623.18
9,071
623.22
9,261
623.26
9,453
623.30
9,647
623.34
9,842
623.38
10,039
623.42
10,239
623.46
10,439
623.50
10,642
623.54
10,847
623.58
11,053
623.62
11,261
623.66
11,471
623.70
11,683
623.74
11,897
623.78
12,113
623.82
12,330
623.86
12,550
623.90
12,771
623.94
12,995
623.98
13,220
624.02
13,447
624.06
13,676
624.10
13,907
624.14
14,140
624.18
14,375
624.22
14,612
624.26
14,851
624.30
15,092
624.34
15,335
624.38
15,580
624.42
15,827
624.46
16,077
624.50
16,328
624.54
16,581
624.58
16,836
624.62
17,094
Elevation
Storage
(feet)
(cubic -feet)
624.66
17,353
624.70
17,615
624.74
17,879
624.78
18,145
624.82
18,413
624.86
18,683
624.90
18,955
624.94
19,230
624.98
19,506
625.02
19,785
625.06
20,066
625.10
20,349
625.14
20,635
625.18
20,923
625.22
21,213
625.26
21,505
625.30
21,799
625.34
22,096
625.38
22,395
625.42
22,696
625.46
23,000
625.50
23,305
625.54
23,614
625.58
23,928
625.62
24,245
625.66
24,566
625.70
24,892
625.74
25,221
625.78
25,555
625.82
25,893
625.86
26,236
625.90
26,583
625.94
26,934
625.98
27,289
626.02
27,649
626.06
28,013
626.10
28,382
626.14
28,755
626.18
29,133
626.22
29,515
626.26
29,902
626.30
30,294
626.34
30,690
626.38
31,091
626.42
31,496
626.46
31,906
626.50
32,321

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 52
Summary for Pond POND: Pond 1
[95] Warning: Outlet Device #3 rise exceeded
Inflow Area = 6.751 ac, 65.00% Impervious, Inflow Depth = 5.25" for 25-Year event
Inflow = 41.99 cfs @ 12.07 hrs, Volume= 2.952 of
Outflow = 22.28 cfs @ 12.23 hrs, Volume= 2.943 af, Atten= 47%, Lag= 9.9 min
Primary = 21.18 cfs @ 12.23 hrs, Volume= 2.935 of
Secondary = 1.10 cfs @ 12.23 hrs, Volume= 0.008 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 630.49' @ 12.23 hrs Surf.Area= 16,510 sf Storage= 54,146 cf
Plug -Flow detention time= 362.0 min calculated for 2.942 of (100% of inflow)
Center -of -Mass det. time= 362.2 min ( 1,143.6 - 781.4 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 74,251 cf Above Perm Pool (Irregular)-isted below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
626.50 10,433 425.0 0 0 10,433
627.50 12,205 451.0 11,307 11,307 12,298
628.50 13,567 470.0 12,880 24,187 13,764
629.50 15,024 490.0 14,289 38,477 15,366
630.50 16,519 507.0 15,766 54,242 16,804
631.67 17,691 462.0 20,009 74,251 20,320
Device Routing Invert Outlet Devices
#1 Primary 626.50' 24.0" Round Culvert Out
L= 131.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 626.50' / 625.50' S= 0.0076'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 626.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 627.94' 0.7' long x 0.50' rise Sharp -Crested Rectangular Weir X 4.00
0 End Contraction(s)
#4 Device 1 630.15' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 630.46' 80.0' 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=20.91 cfs @ 12.23 hrs HW=630.49' TW=0.00' (Dynamic Tailwater)
L1=Culvert Out (Passes 20.91 cfs of 24.61 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.51 fps)
3=Sharp-Crested Rectangular Weir(Orifice Controls 10.41 cfs @ 7.43 fps)
4=Sharp-Crested Rectangular Weir(Weir Controls 10.30 cfs @ 1.90 fps)
Secondary OutFlow Max=0.96 cfs @ 12.23 hrs HW=630.49' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir(Weir Controls 0.96 cfs @ 0.42 fps)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 53
Pond POND: Pond 1
Hyd rog raph
cfs
-- hffo�VVAirea-6-75 gat
Ej41.99
45
-----------
---- --I - --I - --1 --''P1 k l I[' =�.M.,�F.9v-
ecl40
-+- +--+----+-+--+---+--+
+ ---+-+ I+
+f-
StOirNaV= 4I- TfV'` , cI
���
35
--i- -1--+----+----7--i
- --i - --r- --r----T----+--_T--r-7--
30
22.28 cfs -----------�--II
+L L_ _ _ + --I_—�—
—----II —I--II—----------
N
f) 25
21.18 cfs
U- 20
15
--+----+----
---- ---- -- - ------+----+---- ---- -
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)
631
630
628
627
Pond POND: Pond 1
Stage -Discharge
0 50 100 150 200 250 300
Discharge (cfs)
r' Total
❑ Primary
Secondary

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 54
w
Pond POND: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 55
Hydrograph for Pond POND: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
626.50
0.00
0.00
0.00
2.50
0.00
0
626.50
0.00
0.00
0.00
5.00
0.22
839
626.58
0.01
0.01
0.00
7.50
0.50
3,739
626.85
0.05
0.05
0.00
10.00
1.15
10,048
627.40
0.09
0.09
0.00
12.50
6.72
49,792
630.23
11.12
11.12
0.00
15.00
1.30
20,875
628.25
1.74
1.74
0.00
17.50
0.82
19,270
628.13
0.89
0.89
0.00
20.00
0.56
18,666
628.08
0.63
0.63
0.00
22.50
0.49
18,353
628.06
0.51
0.51
0.00
25.00
0.00
17,391
627.99
0.21
0.21
0.00
27.50
0.00
16,174
627.89
0.12
0.12
0.00
30.00
0.00
15,111
627.81
0.12
0.12
0.00
32.50
0.00
14,083
627.72
0.11
0.11
0.00
35.00
0.00
13,091
627.64
0.11
0.11
0.00
37.50
0.00
12,135
627.57
0.10
0.10
0.00
40.00
0.00
11,215
627.49
0.10
0.10
0.00
42.50
0.00
10,332
627.42
0.10
0.10
0.00
45.00
0.00
9,486
627.35
0.09
0.09
0.00
47.50
0.00
8,678
627.28
0.09
0.09
0.00
50.00
0.00
7,907
627.22
0.08
0.08
0.00
52.50
0.00
7,175
627.15
0.08
0.08
0.00
55.00
0.00
6,481
627.09
0.07
0.07
0.00
57.50
0.00
5,826
627.03
0.07
0.07
0.00
60.00
0.00
5,211
626.98
0.07
0.07
0.00
62.50
0.00
4,635
626.93
0.06
0.06
0.00
65.00
0.00
4,099
626.88
0.06
0.06
0.00
67.50
0.00
3,603
626.84
0.05
0.05
0.00
70.00
0.00
3,148
626.79
0.05
0.05
0.00
72.50
0.00
2,734
626.76
0.04
0.04
0.00
75.00
0.00
2,361
626.72
0.04
0.04
0.00
77.50
0.00
2,030
626.69
0.03
0.03
0.00
80.00
0.00
1,739
626.66
0.03
0.03
0.00
82.50
0.00
1,490
626.64
0.03
0.03
0.00
85.00
0.00
1,285
626.62
0.02
0.02
0.00
87.50
0.00
1,121
626.61
0.02
0.02
0.00
90.00
0.00
988
626.59
0.01
0.01
0.00
92.50
0.00
880
626.58
0.01
0.01
0.00
95.00
0.00
792
626.58
0.01
0.01
0.00
97.50
0.00
718
626.57
0.01
0.01
0.00
100.00
0.00
656
626.56
0.01
0.01
0.00
102.50
0.00
603
626.56
0.01
0.01
0.00
105.00
0.00
557
626.55
0.00
0.00
0.00
107.50
0.00
517
626.55
0.00
0.00
0.00
110.00
0.00
483
626.55
0.00
0.00
0.00
112.50
0.00
453
626.54
0.00
0.00
0.00
115.00
0.00
426
626.54
0.00
0.00
0.00
117.50
0.00
401
626.54
0.00
0.00
0.00
120.00
0.00
380
626.54
0.00
0.00
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 56
Stage -Discharge for Pond POND: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
626.50
0.00
0.00
0.00
626.60
0.01
0.01
0.00
626.70
0.04
0.04
0.00
626.80
0.05
0.05
0.00
626.90
0.06
0.06
0.00
627.00
0.07
0.07
0.00
627.10
0.08
0.08
0.00
627.20
0.08
0.08
0.00
627.30
0.09
0.09
0.00
627.40
0.09
0.09
0.00
627.50
0.10
0.10
0.00
627.60
0.11
0.11
0.00
627.70
0.11
0.11
0.00
627.80
0.12
0.12
0.00
627.90
0.12
0.12
0.00
628.00
0.26
0.26
0.00
628.10
0.72
0.72
0.00
628.20
1.35
1.35
0.00
628.30
2.12
2.12
0.00
628.40
3.00
3.00
0.00
628.50
3.85
3.85
0.00
628.60
4.47
4.47
0.00
628.70
5.01
5.01
0.00
628.80
5.48
5.48
0.00
628.90
5.92
5.92
0.00
629.00
6.32
6.32
0.00
629.10
6.70
6.70
0.00
629.20
7.05
7.05
0.00
629.30
7.39
7.39
0.00
629.40
7.72
7.72
0.00
629.50
8.03
8.03
0.00
629.60
8.33
8.33
0.00
629.70
8.61
8.61
0.00
629.80
8.89
8.89
0.00
629.90
9.16
9.16
0.00
630.00
9.43
9.43
0.00
630.10
9.68
9.68
0.00
630.20
10.51
10.51
0.00
630.30
13.21
13.21
0.00
630.40
16.95
16.95
0.00
630.50
23.07
21.47
1.59
630.60
35.50
25.07
10.43
630.70
49.02
25.47
23.55
630.80
66.13
25.87
40.27
630.90
86.68
26.25
60.43
631.00
111.02
26.64
84.38
631.10
137.53
27.02
110.51
631.20
164.53
27.39
137.14
631.30
193.31
27.76
165.55
631.40
223.73
28.12
195.62
631.50
256.04
28.48
227.56
631.60
290.48
28.83
261.65

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 57
Stage -Area -Storage for Pond POND: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
626.50
10,433
0
626.60
10,604
1,052
626.70
10,776
2,121
626.80
10,950
3,207
626.90
11,125
4,311
627.00
11,302
5,432
627.10
11,480
6,571
627.20
11,659
7,728
627.30
11,839
8,903
627.40
12,022
10,096
627.50
12,205
11,307
627.60
12,338
12,535
627.70
12,472
13,775
627.80
12,606
15,029
627.90
12,741
16,296
628.00
12,877
17,577
628.10
13,014
18,872
628.20
13,151
20,180
628.30
13,289
21,502
628.40
13,428
22,838
628.50
13,567
24,187
628.60
13,709
25,551
628.70
13,852
26,929
628.80
13,996
28,322
628.90
14,141
29,729
629.00
14,286
31,150
629.10
14,432
32,586
629.20
14,579
34,036
629.30
14,727
35,502
629.40
14,875
36,982
629.50
15,024
38,477
629.60
15,170
39,986
629.70
15,317
41,511
629.80
15,465
43,050
629.90
15,613
44,604
630.00
15,763
46,173
630.10
15,912
47,756
630.20
16,063
49,355
630.30
16,214
50,969
630.40
16,366
52,598
630.50
16,519
54,242
630.60
16,618
55,899
630.70
16,716
57,566
630.80
16,816
59,242
630.90
16,915
60,929
631.00
17,015
62,626
631.10
17,115
64,332
631.20
17,215
66,049
631.30
17,316
67,775
631.40
17,417
69,512
631.50
17,518
71,258
631.60
17,620
73,015

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 58
Summary for Link TOTAL POST: POI 1 Combined
Inflow Area = 10.135 ac, 43.30% Impervious, Inflow Depth = 4.94" for 25-Year event
Inflow = 32.08 cfs @ 12.20 hrs, Volume= 4.174 of
Primary = 32.08 cfs @ 12.20 hrs, Volume= 4.174 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link TOTAL POST: POI 1 Combined
Hyd rog raph
--I--7--7--r-------7--7-------7--T--r----7--7--r-------T--r--Ir--II--
E Inflow
32.08 cfs r--
r__ I---I--r--r__r--I--r--t__r__I--r--r--r--r--I--r--r--r--I--
❑ Primary
34
32.08 cfs —7--r--Ir--li-----r--r
rrfOw-^
-
1-35ac-
32
reQ
30
28
26
-1--L--1---'--1--L--1---1--J--1--L--1--J--1--L--1---'--1--L--�--'--
24
-1--L--1---'--1--L--1---1--J--1--L--1--J--1--L--1-----1--L--+--'--
22
H 20
-
a 16
I
I I
I I
I I
I
I I I
I
I I I
I I I I I I I I
14
12
-
-
-
-
- - - -I- - - -
- - - - - - - -I- -
10
�I
--
T
T
T
--I--�--r--r--I--T--T--r--I---I--T--r--r--I--
T
r T
T r T r r
8
�I
�--r--I---I--�--r--i
6
d
I
I I
I
I I I
I
I I I
I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 11 24-hr 25-Year Rainfall=6.18"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 59
Hydrograph for Link TOTAL POST: POI 1 Combined
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
0.01
0.00
0.01
7.50
0.15
0.00
0.15
10.00
0.45
0.00
0.45
12.50
14.00
0.00
14.00
15.00
2.35
0.00
2.35
17.50
1.28
0.00
1.28
20.00
0.90
0.00
0.90
22.50
0.74
0.00
0.74
25.00
0.21
0.00
0.21
27.50
0.12
0.00
0.12
30.00
0.12
0.00
0.12
32.50
0.11
0.00
0.11
35.00
0.11
0.00
0.11
37.50
0.10
0.00
0.10
40.00
0.10
0.00
0.10
42.50
0.10
0.00
0.10
45.00
0.09
0.00
0.09
47.50
0.09
0.00
0.09
50.00
0.08
0.00
0.08
52.50
0.08
0.00
0.08
55.00
0.07
0.00
0.07
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.06
0.00
0.06
65.00
0.06
0.00
0.06
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.03
0.00
0.03
80.00
0.03
0.00
0.03
82.50
0.03
0.00
0.03
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 60
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentPOST1BP: Post POI 1 BypassRunoffArea=3.384 ac 0.00% Impervious Runoff Depth=5.90"
Flow Length=1,160' Slope=0.0100'/' Tc=14.2 min CN=84 Runoff=25.43 cfs 1.665 of
SubcatchmentPOST1POND: Post POND 1 Runoff Area=6.751 ac 65.00% Impervious Runoff Depth=6.85"
Flow Length=1,090' Tc=15.3 min CN=92 Runoff=53.98 cfs 3.851 of
SubcatchmentPOST2: Post POI 2 Runoff Area=0.461 ac 0.00% Impervious Runoff Depth=5.44"
Flow Length=164' Slope=0.0100 '/' Tc=5.1 min CN=80 Runoff=4.32 cfs 0.209 of
SubcatchmentPOST3: Post POI 3 Runoff Area=1.114 ac 0.00% Impervious Runoff Depth=5.44"
Flow Length=515' Tc=7.4 min CN=80 Runoff=9.75 cfs 0.505 of
SubcatchmentPRE1: Pre POI 1 Runoff Area=8.556 ac 0.00% Impervious Runoff Depth=5.32"
Flow Length=927' Tc=24.6 min CN=79 Runoff=44.39 cfs 3.795 of
SubcatchmentPRE2: Pre POI 2 Runoff Area=1.203 ac 0.00% Impervious Runoff Depth=5.44"
Flow Length=425' Tc=15.1 min CN=80 Runoff=8.22 cfs 0.545 of
SubcatchmentPRE3: Pre POI 3 Runoff Area=1.951 ac 0.00% Impervious Runoff Depth=5.44"
Flow Length=287' Tc=13.6 min CN=80 Runoff=13.99 cfs 0.884 of
Pond PERM POOL: PP Storage Peak EIev=0.00' Storage=0 cf
Pond POND: Pond 1 Peak EIev=630.68' Storage=57,195 cf Inflow=53.98 cfs 3.851 of
Primary=25.38 cfs 3.628 of Secondary=20.26 cfs 0.215 of Outflow=45.64 cfs 3.842 of
R1i1:iCeiir_1m iei--i iciiwoune'7Pi - *
Inflow=64.71 cfs 5.507 of
Primary=64.71 cfs 5.507 of
Total Runoff Area = 23.420 ac Runoff Volume = 11.453 of Average Runoff Depth = 5.87"
81.26% Pervious = 19.032 ac 18.74% Impervious = 4.388 ac

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment POST1 BP: Post POI 1 Bypass
Runoff = 25.43 cfs @ 12.06 hrs, Volume= 1.665 af, Depth= 5.90"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.80"
Area (ac) CN Description
3.384 84 50-75% Grass cover, Fair, HSG D
3.384 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.0
50
0.0100
0.12
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
480
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
180
0.0100
5.94
10.50
Pipe Channel,
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013
2.3
280
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.5
170
5.67
Lake or Reservoir, wet land
Mean Depth= 1.00'
14.2 1,160 Total
Subcatchment POST1 BP: Post POI 1 Bypass
Hydrograph
28 ■Runoff
26 25.43 cfs Qyi
--t--
--t--t--+--r----------t--t--t-- t--t--t--t iT �-�li�*_ -
24
22----,-- --,, --,, --,,--------,-- -- 'C00-Year Rai-nfa1CTT80"l-
- -- --- -- -- ---------------------------------------------------
20 Runoff Are&3.384 ac
18 7 - - p rt#f V I u m'e=1. S
u 16 - 1"- -
-------------------------------------Runo#�De thT59O
3 14
-1--J--1----L----------J--1--1--1--1F16W-tongth= 460
12
10
--i---T--T--T--T--T--r-----1 -1 -1 T --T--F-t- -r - -'_
Tc=14.�,2 rein
DN#S4
4
--t -i--t--t--+--r--t--t--i--t--t--t--t--r--t--t--i---i--t--t--t--r--
2
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 62
Hydrograph for Subcatchment POST1 BP: Post 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
0.01
0.03
7.50
0.85
0.09
0.18
10.00
1.41
0.36
0.54
12.50
5.73
3.95
3.77
15.00
6.66
4.82
0.79
17.50
7.11
5.25
0.50
20.00
7.43
5.55
0.34
22.50
7.67
5.78
0.30
25.00
7.80
5.90
0.00
27.50
7.80
5.90
0.00
30.00
7.80
5.90
0.00
32.50
7.80
5.90
0.00
35.00
7.80
5.90
0.00
37.50
7.80
5.90
0.00
40.00
7.80
5.90
0.00
42.50
7.80
5.90
0.00
45.00
7.80
5.90
0.00
47.50
7.80
5.90
0.00
50.00
7.80
5.90
0.00
52.50
7.80
5.90
0.00
55.00
7.80
5.90
0.00
57.50
7.80
5.90
0.00
60.00
7.80
5.90
0.00
62.50
7.80
5.90
0.00
65.00
7.80
5.90
0.00
67.50
7.80
5.90
0.00
70.00
7.80
5.90
0.00
72.50
7.80
5.90
0.00
75.00
7.80
5.90
0.00
77.50
7.80
5.90
0.00
80.00
7.80
5.90
0.00
82.50
7.80
5.90
0.00
85.00
7.80
5.90
0.00
87.50
7.80
5.90
0.00
90.00
7.80
5.90
0.00
92.50
7.80
5.90
0.00
95.00
7.80
5.90
0.00
97.50
7.80
5.90
0.00
100.00
7.80
5.90
0.00
102.50
7.80
5.90
0.00
105.00
7.80
5.90
0.00
107.50
7.80
5.90
0.00
110.00
7.80
5.90
0.00
112.50
7.80
5.90
0.00
115.00
7.80
5.90
0.00
117.50
7.80
5.90
0.00
120.00
7.80
5.90
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment POST1 POND: Post POND 1
Runoff = 53.98 cfs @ 12.06 hrs, Volume= 3.851 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 100-Year Rainfall=7.80"
Area (ac) CN Description
6.751 92 1/8 acre lots, 65% imp, HSG D
2.363 35.00% Pervious Area
4.388 65.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.1
25
0.0100
0.05
Sheet Flow,
Grass: Bermuda n= 0.410 P2= 3.55"
5.4
668
0.0100
2.05
6.14
Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
0.8
397
0.0109
8.72
42.82
Pipe Channel,
30.0" Round Area= 4.9 sf Perim= 7.9' r= 0.63'
n= 0.013
15.3 1,090 Total
Subcatchment POST1 POND: Post POND 1
Hydrograph
60
53.98 cfs
55 -��i - - i - - i - - i - - i- - - i- - - ��i- --'Tyae- u'�T 2-4- -
50 � �
-- - - -- -T- -- -- -- 00-Year Rainfa11�7.80�" -
45
-----,--T--T--T-- T--T--T---Run f#-AreA=6.M -at -
40
-- - -- -- -- -- -- --�F� r��ff�V�l me=3: 5 -If
c -
35 I I I I I I I I 1
-- -�-- -- -- - -- -- -- ----RLmoffDcVtK=4 85" -
3 30
-- -�-- -- -- - -- -- -- -- F16W-L-dngtt=1-,-090'--
a 25
- - T- -T- -I---T--T --T-- - Tq=1-5:3-mip--
20
+-+--+--+--+--r--+--+----+--+--+--+--r--+--+-+--+--+- IYi J2-
15
10
5 �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)
■ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 64
Hydrograph for Subcatchment POST1POND: 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
0.03
5.00
0.49
0.08
0.36
7.50
0.85
0.30
0.73
10.00
1.41
0.73
1.58
12.50
5.73
4.81
8.58
15.00
6.66
5.72
1.66
17.50
7.11
6.16
1.04
20.00
7.43
6.48
0.71
22.50
7.67
6.71
0.62
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment POST2: Post POI 2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.32 cfs @ 11.95 hrs, Volume= 0.209 af, Depth= 5.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.80"
Area (ac) CN Description
0.461 80 >75% Grass cover, Good, HSG D
0.461 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
1.1
139
0.0100
2.05
6.14 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
5.1 164 Total
Subcatchment POST2: Post POI 2
Hydrograph
4.32 cfs
- - - ',Type a1 2 r-
4
1007Yoar RainfaillT7.80"
�Runbff Areia=0.461 ad
3 RL;npff'VQlum;e='0.�O$ elf
Runoff (Depth-5.44"
LL 2
$1OPO=0.0;100 T
--
fc=5.1min
1 DN#80
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 66
Hydrograph for Subcatchment POST2: Post POI 2
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
0.04
0.02
10.00
1.41
0.24
0.06
12.50
5.73
3.54
0.34
15.00
6.66
4.38
0.10
17.50
7.11
4.80
0.07
20.00
7.43
5.09
0.04
22.50
7.67
5.31
0.04
25.00
7.80
5.44
0.00
27.50
7.80
5.44
0.00
30.00
7.80
5.44
0.00
32.50
7.80
5.44
0.00
35.00
7.80
5.44
0.00
37.50
7.80
5.44
0.00
40.00
7.80
5.44
0.00
42.50
7.80
5.44
0.00
45.00
7.80
5.44
0.00
47.50
7.80
5.44
0.00
50.00
7.80
5.44
0.00
52.50
7.80
5.44
0.00
55.00
7.80
5.44
0.00
57.50
7.80
5.44
0.00
60.00
7.80
5.44
0.00
62.50
7.80
5.44
0.00
65.00
7.80
5.44
0.00
67.50
7.80
5.44
0.00
70.00
7.80
5.44
0.00
72.50
7.80
5.44
0.00
75.00
7.80
5.44
0.00
77.50
7.80
5.44
0.00
80.00
7.80
5.44
0.00
82.50
7.80
5.44
0.00
85.00
7.80
5.44
0.00
87.50
7.80
5.44
0.00
90.00
7.80
5.44
0.00
92.50
7.80
5.44
0.00
95.00
7.80
5.44
0.00
97.50
7.80
5.44
0.00
100.00
7.80
5.44
0.00
102.50
7.80
5.44
0.00
105.00
7.80
5.44
0.00
107.50
7.80
5.44
0.00
110.00
7.80
5.44
0.00
112.50
7.80
5.44
0.00
115.00
7.80
5.44
0.00
117.50
7.80
5.44
0.00
120.00
7.80
5.44
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment POST3: Post POI 3
Runoff = 9.75 cfs @ 11.98 hrs, Volume= 0.505 af, Depth= 5.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.80"
Area (ac) CN Description
1.114 80 >75% Grass cover, Good, HSG D
1.114 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.0
25
0.0100
0.10
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.4
490
0.0140
2.42
7.26 Channel Flow,
Area= 3.0 sf Perim= 18.0' r= 0.17' n= 0.022
7.4 515 Total
Subcatchment POST3: Post POI 3
Hydrograph
10 ' 975 cfs
g
--I------II-----------------I-- -- -------------Ill�y;pe-ff 24-[ r--
----------------- ---------------- 400-�Year-Rainfaill;;7 R01P'--
Rwnbff Alreia='11.1114 ad
7
---L--L--L--L--------II--j L--1RgnpffII�VQI�m11le-�0�
Runoff lllDepthT5.;44;P'
3 --II--I--r--r--r--r--r--r--I--r--r--r--+--r- r--r--I---I--r--r--r--r--
0 5-Flow 'ILdnOth=515'
LL
4 -lirrirritIc=r7.4 mill
--y--rt--r804N=
--
2
I --I---II--�--�--�--�--II---II---II--�--�--�--�--�--L--II---II---II--�--�--�--�--
1'I I I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment POST3: Post POI 3
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
0.04
0.04
10.00
1.41
0.24
0.15
12.50
5.73
3.54
0.88
15.00
6.66
4.38
0.25
17.50
7.11
4.80
0.16
20.00
7.43
5.09
0.11
22.50
7.67
5.31
0.10
25.00
7.80
5.44
0.00
27.50
7.80
5.44
0.00
30.00
7.80
5.44
0.00
32.50
7.80
5.44
0.00
35.00
7.80
5.44
0.00
37.50
7.80
5.44
0.00
40.00
7.80
5.44
0.00
42.50
7.80
5.44
0.00
45.00
7.80
5.44
0.00
47.50
7.80
5.44
0.00
50.00
7.80
5.44
0.00
52.50
7.80
5.44
0.00
55.00
7.80
5.44
0.00
57.50
7.80
5.44
0.00
60.00
7.80
5.44
0.00
62.50
7.80
5.44
0.00
65.00
7.80
5.44
0.00
67.50
7.80
5.44
0.00
70.00
7.80
5.44
0.00
72.50
7.80
5.44
0.00
75.00
7.80
5.44
0.00
77.50
7.80
5.44
0.00
80.00
7.80
5.44
0.00
82.50
7.80
5.44
0.00
85.00
7.80
5.44
0.00
87.50
7.80
5.44
0.00
90.00
7.80
5.44
0.00
92.50
7.80
5.44
0.00
95.00
7.80
5.44
0.00
97.50
7.80
5.44
0.00
100.00
7.80
5.44
0.00
102.50
7.80
5.44
0.00
105.00
7.80
5.44
0.00
107.50
7.80
5.44
0.00
110.00
7.80
5.44
0.00
112.50
7.80
5.44
0.00
115.00
7.80
5.44
0.00
117.50
7.80
5.44
0.00
120.00
7.80
5.44
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment PRE1: Pre POI 1
Runoff = 44.39 cfs @ 12.17 hrs, Volume= 3.795 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 100-Year Rainfall=7.80"
Area (ac) CN Description
6.230 79 Woods, Fair, HSG D
2.326 80 >75% Grass cover, Good, HSG D
8.556 79 Weighted Average
8.556 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
10.6
100
0.0145
0.16
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
14.0
827
0.0199
0.99
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
Subcatchment PRE1: Pre POI 1
Hydrograph
48
------------
-----------------�I-- -- ----------------�I-- ----------
■Runoff
cfs
46
44
-- 44.39
--1--
---J--L--L--L----------J--L--L--L--L--L--I--------L�--L--L--L--
---T--T--T--r--------1----T--T--T--r--r-----(Type-FIL24 �-
42
40
,1
�i
--r-
1
-li----rt--r--r--r--Ir--li-- -- --®VT I all Ra11111G1iIT�o�'-
38
36
34
--'--
--I--
-
-'--L---'--'---'---'---'---'---'---'---'-------------------------------
-I-- -- -- ------- ---1--�-- ----+RUnbff_AreA $556-at -
32
30
--I--
--' -
-I--�--�--�--L--I---I---I--L--�--�� /L� ��/��-1�I�-mI--� L -
---T-- T-- T - -r - -'=;��--
H 28
26
--1
--r-
L L L L L _fin _ [,
-li-- ---- r-- r--r--li---li--T-- ----T--FItAi�Qli�e�FF��r-
3 24
LL 22
,1
--'--
__�__
----------------------
_____-------- �___�___�__�__-__-__+__�_ 7__
s--I--
,
-I-- -- --------------I-- -- -- -- -- -------'T =�4.�;C-11�f -
,
-J--L--L--L--'--- '-----J--L--L--L--L--L--------'-- - L
1 1
12
10
,1
--'--
-1--r--r--r--r---1--r--r--r--r--
-'---'---'--'---'---'---'---'---'---'---'--'---'---'---'---'---'---'---'--'---'---
8
6
--'--
--+--r--1---1---1--L--�--�--+--r--r--1---1---1--1--+--+--L--
------?-------------------------------------'---------'1---
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 70
Hydrograph for Subcatchment PRE1: 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
0.23
10.00
1.41
0.22
0.93
12.50
5.73
3.44
17.42
15.00
6.66
4.27
1.99
17.50
7.11
4.69
1.25
20.00
7.43
4.98
0.87
22.50
7.67
5.20
0.74
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

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment PRE2: Pre POI 2
Runoff = 8.22 cfs @ 12.07 hrs, Volume= 0.545 af, Depth= 5.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.80"
Area (ac) CN Description
1.203 80 >75% Grass cover, Good, HSG D
1.203 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.7
100
0.0235
0.19
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
6.4
325
0.0146
0.85
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
15.1 425 Total
Subcatchment PRE2: Pre POI 2
Hydrograph
9
III
IIII
--r--8---.22
--- --i'------ r------rJ----r-- -r--i---i--- ---- r---- +---- r--r--r--i---i--r�T--Yrp--er -I-I r2- ---h-i-r
1DO-, ear-RainfaH=T7'8O"
7 ----------J--1--J--J--RunbfAreA-1.203 ac
-
-
■Runoff
6 -- -- -- -- -- -- -- ---R--O---O---�VQlLjme-;0.$4$ elf
--------------------
-
35
---I-- -T-- I I -
;,Ruoff �DepthT5.441
----a--Tten�fF=5 T - -T- T-- T -
a 4 w
;--+-+--+--+--+--+--+-+--+--+--+--+--+--+-----i--+Tc=15- + ;1-m'1"-
3 -'�--'�--J--J--J--'�---'�---'1--J--1--1--L--'L--'�---'�---'�--1--J--J-4_N=8�-
z
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)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 72
Hydrograph for Subcatchment PRE2: Pre POI 2
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
0.04
0.04
10.00
1.41
0.24
0.15
12.50
5.73
3.54
1.36
15.00
6.66
4.38
0.27
17.50
7.11
4.80
0.17
20.00
7.43
5.09
0.12
22.50
7.67
5.31
0.10
25.00
7.80
5.44
0.00
27.50
7.80
5.44
0.00
30.00
7.80
5.44
0.00
32.50
7.80
5.44
0.00
35.00
7.80
5.44
0.00
37.50
7.80
5.44
0.00
40.00
7.80
5.44
0.00
42.50
7.80
5.44
0.00
45.00
7.80
5.44
0.00
47.50
7.80
5.44
0.00
50.00
7.80
5.44
0.00
52.50
7.80
5.44
0.00
55.00
7.80
5.44
0.00
57.50
7.80
5.44
0.00
60.00
7.80
5.44
0.00
62.50
7.80
5.44
0.00
65.00
7.80
5.44
0.00
67.50
7.80
5.44
0.00
70.00
7.80
5.44
0.00
72.50
7.80
5.44
0.00
75.00
7.80
5.44
0.00
77.50
7.80
5.44
0.00
80.00
7.80
5.44
0.00
82.50
7.80
5.44
0.00
85.00
7.80
5.44
0.00
87.50
7.80
5.44
0.00
90.00
7.80
5.44
0.00
92.50
7.80
5.44
0.00
95.00
7.80
5.44
0.00
97.50
7.80
5.44
0.00
100.00
7.80
5.44
0.00
102.50
7.80
5.44
0.00
105.00
7.80
5.44
0.00
107.50
7.80
5.44
0.00
110.00
7.80
5.44
0.00
112.50
7.80
5.44
0.00
115.00
7.80
5.44
0.00
117.50
7.80
5.44
0.00
120.00
7.80
5.44
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment PRE3: Pre POI 3
Runoff = 13.99 cfs @ 12.05 hrs, Volume= 0.884 af, Depth= 5.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.80"
Area (ac) CN Description
1.951 80 >75% Grass cover, Good, HSG D
1.951 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.7
100
0.0182
0.17
Sheet Flow,
Grass: Short n= 0.150 P2= 3.55"
3.9
187
0.0132
0.80
Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
13.6 287 Total
Subcatchment PRE3: Pre POI 3
Hydrograph
15 - - Runoff
13.99 cfs tr--r-------7--------t--r--r--r-------7--7--r--r--
14 --' - ------ --' --' --'---------- ----'---' --' --' --Ili ype_llI 2-4--T- -
1 3 I I I I I I I I I I I I I I I
12
-I-- ------ - - ----- -- -'BOO-Year-RainfatlTr80" -
I I
11----I-- -- --II --II--------I-- ----,Rwnbff A'recl=1.951 ad
--i - -I--
10 �t-L-L-I--L--'--------J--1--1R-gnpff-V-plpme=1O -c -
w --I-- -I-- ----r--r--r--r--I-- -- ----T__Rane#f��epthT5.,44'4-
$�I I I I I I I I I I I I I I
-'- - I I I I I I I I I I I I I I
LL 7 --I'------I-- -- -- --II--------I-- -- -------I�w'Le�nctl1=a87'-- -- - -- -
6 - - -1--J--1--1--L--1---'---'--J--1--1--1--L--L-----'Tq-j$.;6-wafP-
5 I
-- --- -- - ON-80--
7 — — 7 — — T — — T — — — — — — 7 — — 7 — — 7 — — T — — T — — — — — — — — —I— — , —
3
— — — — — — — — — — — — I— — — I— — — — — — — — — — — — — — j — — j — — j — — II — — II — — — — — — — — — — j — — j — — I— — — I— — —
2
1 I I I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 74
Hydrograph for Subcatchment PRE3: Pre POI 3
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
0.04
0.07
10.00
1.41
0.24
0.25
12.50
5.73
3.54
2.01
15.00
6.66
4.38
0.44
17.50
7.11
4.80
0.28
20.00
7.43
5.09
0.19
22.50
7.67
5.31
0.17
25.00
7.80
5.44
0.00
27.50
7.80
5.44
0.00
30.00
7.80
5.44
0.00
32.50
7.80
5.44
0.00
35.00
7.80
5.44
0.00
37.50
7.80
5.44
0.00
40.00
7.80
5.44
0.00
42.50
7.80
5.44
0.00
45.00
7.80
5.44
0.00
47.50
7.80
5.44
0.00
50.00
7.80
5.44
0.00
52.50
7.80
5.44
0.00
55.00
7.80
5.44
0.00
57.50
7.80
5.44
0.00
60.00
7.80
5.44
0.00
62.50
7.80
5.44
0.00
65.00
7.80
5.44
0.00
67.50
7.80
5.44
0.00
70.00
7.80
5.44
0.00
72.50
7.80
5.44
0.00
75.00
7.80
5.44
0.00
77.50
7.80
5.44
0.00
80.00
7.80
5.44
0.00
82.50
7.80
5.44
0.00
85.00
7.80
5.44
0.00
87.50
7.80
5.44
0.00
90.00
7.80
5.44
0.00
92.50
7.80
5.44
0.00
95.00
7.80
5.44
0.00
97.50
7.80
5.44
0.00
100.00
7.80
5.44
0.00
102.50
7.80
5.44
0.00
105.00
7.80
5.44
0.00
107.50
7.80
5.44
0.00
110.00
7.80
5.44
0.00
112.50
7.80
5.44
0.00
115.00
7.80
5.44
0.00
117.50
7.80
5.44
0.00
120.00
7.80
5.44
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 75
Summary for Pond PERM POOL: PP Storage
[43] Hint: Has no inflow (Outflow=Zero)
Volume
Invert Avail.Storage
Storage Description
#1
620.50'
27,702 cf
Permanent Pool (Irregular)Listed below
(Recalc)
#2
622.00'
4,619 cf
Forebay (Irregular)Listed below (Recalc)
32,321 cf
Total Available Storage
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
620.50
2,331
194.0
0
0
2,331
621.50
2,959
219.0
2,639
2,639
3,178
622.50
3,661
243.0
3,304
5,943
4,090
623.50
4,437
268.0
4,043
9,985
5,138
624.50
5,287
292.0
4,856
14,841
6,244
625.50
6,212
318.0
5,743
20,584
7,542
626.50
8,064
360.0
7,118
27,702
9,834
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
622.00
253
69.0
0
0
253
623.50
654
108.0
657
657
818
624.50
1,019
134.0
830
1,487
1,333
625.50
1,463
160.0
1,234
2,721
1,959
626.50
2,369
204.0
1,898
4,619
3,246

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 76
626
625
w 624
c
0
.�
w 623
w
622
621
626
625
w 624
c
0
w 623
w
622
621
Pond PERM POOL: PP Storage
Stage -Discharge
0
Discharge (cfs)
Pond PERM POOL: PP Storage
Stage -Area -Storage
Forebay
Permanent Pool
0 5,000 10,000 15,000 20,000 25,000 30,000
Storage (cubic -feet)
Total
❑ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 77
Elevation Discharge
(feet)
(cfs)
620.50
0.00
620.54
0.00
620.58
0.00
620.62
0.00
620.66
0.00
620.70
0.00
620.74
0.00
620.78
0.00
620.82
0.00
620.86
0.00
620.90
0.00
620.94
0.00
620.98
0.00
621.02
0.00
621.06
0.00
621.10
0.00
621.14
0.00
621.18
0.00
621.22
0.00
621.26
0.00
621.30
0.00
621.34
0.00
621.38
0.00
621.42
0.00
621.46
0.00
621.50
0.00
621.54
0.00
621.58
0.00
621.62
0.00
621.66
0.00
621.70
0.00
621.74
0.00
621.78
0.00
621.82
0.00
621.86
0.00
621.90
0.00
621.94
0.00
621.98
0.00
622.02
0.00
622.06
0.00
622.10
0.00
622.14
0.00
622.18
0.00
622.22
0.00
622.26
0.00
622.30
0.00
622.34
0.00
622.38
0.00
622.42
0.00
622.46
0.00
622.50
0.00
622.54
0.00
Stage -Discharge for Pond PERM POOL: PP Storage
Elevation Discharge
(feet)
(cfs)
622.58
0.00
622.62
0.00
622.66
0.00
622.70
0.00
622.74
0.00
622.78
0.00
622.82
0.00
622.86
0.00
622.90
0.00
622.94
0.00
622.98
0.00
623.02
0.00
623.06
0.00
623.10
0.00
623.14
0.00
623.18
0.00
623.22
0.00
623.26
0.00
623.30
0.00
623.34
0.00
623.38
0.00
623.42
0.00
623.46
0.00
623.50
0.00
623.54
0.00
623.58
0.00
623.62
0.00
623.66
0.00
623.70
0.00
623.74
0.00
623.78
0.00
623.82
0.00
623.86
0.00
623.90
0.00
623.94
0.00
623.98
0.00
624.02
0.00
624.06
0.00
624.10
0.00
624.14
0.00
624.18
0.00
624.22
0.00
624.26
0.00
624.30
0.00
624.34
0.00
624.38
0.00
624.42
0.00
624.46
0.00
624.50
0.00
624.54
0.00
624.58
0.00
624.62
0.00
Elevation Discharge
(feet)
(cfs)
624.66
0.00
624.70
0.00
624.74
0.00
624.78
0.00
624.82
0.00
624.86
0.00
624.90
0.00
624.94
0.00
624.98
0.00
625.02
0.00
625.06
0.00
625.10
0.00
625.14
0.00
625.18
0.00
625.22
0.00
625.26
0.00
625.30
0.00
625.34
0.00
625.38
0.00
625.42
0.00
625.46
0.00
625.50
0.00
625.54
0.00
625.58
0.00
625.62
0.00
625.66
0.00
625.70
0.00
625.74
0.00
625.78
0.00
625.82
0.00
625.86
0.00
625.90
0.00
625.94
0.00
625.98
0.00
626.02
0.00
626.06
0.00
626.10
0.00
626.14
0.00
626.18
0.00
626.22
0.00
626.26
0.00
626.30
0.00
626.34
0.00
626.38
0.00
626.42
0.00
626.46
0.00
626.50
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 78
Stage -Area -Storage for Pond PERM POOL: PP Storage
Elevation
Storage
(feet)
(cubic -feet)
620.50
0
620.54
94
620.58
188
620.62
284
620.66
381
620.70
478
620.74
577
620.78
676
620.82
777
620.86
878
620.90
980
620.94
1,084
620.98
1,188
621.02
1,294
621.06
1,400
621.10
1,508
621.14
1,616
621.18
1,726
621.22
1,836
621.26
1,948
621.30
2,060
621.34
2,174
621.38
2,288
621.42
2,404
621.46
2,521
621.50
2,639
621.54
2,758
621.58
2,878
621.62
2,999
621.66
3,121
621.70
3,244
621.74
3,368
621.78
3,494
621.82
3,620
621.86
3,748
621.90
3,876
621.94
4,006
621.98
4,137
622.02
4,274
622.06
4,418
622.10
4,563
622.14
4,709
622.18
4,857
622.22
5,007
622.26
5,158
622.30
5,311
622.34
5,465
622.38
5,620
622.42
5,777
622.46
5,936
622.50
6,096
622.54
6,258
Elevation
Storage
(feet)
(cubic -feet)
622.58
6,422
622.62
6,587
622.66
6,753
622.70
6,922
622.74
7,092
622.78
7,263
622.82
7,436
622.86
7,611
622.90
7,788
622.94
7,966
622.98
8,146
623.02
8,327
623.06
8,511
623.10
8,696
623.14
8,882
623.18
9,071
623.22
9,261
623.26
9,453
623.30
9,647
623.34
9,842
623.38
10,039
623.42
10,239
623.46
10,439
623.50
10,642
623.54
10,847
623.58
11,053
623.62
11,261
623.66
11,471
623.70
11,683
623.74
11,897
623.78
12,113
623.82
12,330
623.86
12,550
623.90
12,771
623.94
12,995
623.98
13,220
624.02
13,447
624.06
13,676
624.10
13,907
624.14
14,140
624.18
14,375
624.22
14,612
624.26
14,851
624.30
15,092
624.34
15,335
624.38
15,580
624.42
15,827
624.46
16,077
624.50
16,328
624.54
16,581
624.58
16,836
624.62
17,094
Elevation
Storage
(feet)
(cubic -feet)
624.66
17,353
624.70
17,615
624.74
17,879
624.78
18,145
624.82
18,413
624.86
18,683
624.90
18,955
624.94
19,230
624.98
19,506
625.02
19,785
625.06
20,066
625.10
20,349
625.14
20,635
625.18
20,923
625.22
21,213
625.26
21,505
625.30
21,799
625.34
22,096
625.38
22,395
625.42
22,696
625.46
23,000
625.50
23,305
625.54
23,614
625.58
23,928
625.62
24,245
625.66
24,566
625.70
24,892
625.74
25,221
625.78
25,555
625.82
25,893
625.86
26,236
625.90
26,583
625.94
26,934
625.98
27,289
626.02
27,649
626.06
28,013
626.10
28,382
626.14
28,755
626.18
29,133
626.22
29,515
626.26
29,902
626.30
30,294
626.34
30,690
626.38
31,091
626.42
31,496
626.46
31,906
626.50
32,321

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 79
Summary for Pond POND: Pond 1
[95] Warning: Outlet Device #3 rise exceeded
Inflow Area = 6.751 ac, 65.00% Impervious, Inflow Depth = 6.85" for 100-Year event
Inflow = 53.98 cfs @ 12.06 hrs, Volume= 3.851 of
Outflow = 45.64 cfs @ 12.16 hrs, Volume= 3.842 af, Atten= 15%, Lag= 5.5 min
Primary = 25.38 cfs @ 12.16 hrs, Volume= 3.628 of
Secondary = 20.26 cfs @ 12.16 hrs, Volume= 0.215 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 630.68' @ 12.16 hrs Surf.Area= 16,694 sf Storage= 57,195 cf
Plug -Flow detention time= 289.8 min calculated for 3.841 of (100% of inflow)
Center -of -Mass det. time= 290.5 min ( 1,065.3 - 774.8 )
Volume Invert Avail.Storage Storage Description
#1 626.50' 74,251 cf Above Perm Pool (Irregular)-isted below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
626.50 10,433 425.0 0 0 10,433
627.50 12,205 451.0 11,307 11,307 12,298
628.50 13,567 470.0 12,880 24,187 13,764
629.50 15,024 490.0 14,289 38,477 15,366
630.50 16,519 507.0 15,766 54,242 16,804
631.67 17,691 462.0 20,009 74,251 20,320
Device Routing Invert Outlet Devices
#1 Primary 626.50' 24.0" Round Culvert Out
L= 131.2' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 626.50' / 625.50' S= 0.0076'/' Cc= 0.900
n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 626.50' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 627.94' 0.7' long x 0.50' rise Sharp -Crested Rectangular Weir X 4.00
0 End Contraction(s)
#4 Device 1 630.15' 16.0' long Sharp -Crested Rectangular Weir 0 End Contraction(s)
#5 Secondary 630.46' 80.0' 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=25.35 cfs @ 12.16 hrs HW=630.67' TW=0.00' (Dynamic Tailwater)
L1=Culvert Out (Barrel Controls 25.35 cfs @ 8.07 fps)
2=Orifice/Grate (Passes < 0.21 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 10.81 cfs potential flow)
4=Sharp-Crested Rectangular Weir(Passes < 19.66 cfs potential flow)
Secondary OutFlow Max=19.37 cfs @ 12.16 hrs HW=630.67' TW=0.00' (Dynamic Tailwater)
L5= Broad -crested Rectangular Weir(Weir Controls 19.37 cfs @ 1.15 fps)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 80
Pond POND:
Pond 1
Hyd rog raph
I
W Inflow
r---—T—
53.9
-
i� -----
r1r_T_r
^ _-
-51-�ato
o Outflow w
-
ma
dry
I,
I IrU�OW�Atea-16
SPr'
econdary a60
55
i— -
45fS
p
PI k�[I 1=0-
F_--
50
.64 c
L---1
L--1—L I_ I-—
StotadO=57195 cf
45
40
--
35
wU3
i
25.38 cfs30
I I I I I
I I I I
I I I I I I I I I I I I
LL 25
I I I I
i 20.26 cfs
J--L--I-- L--1--L--L—L--1--L--
I
L L--1--L--1--L--1--1—_ L-1--
20
—J--
15
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)
631
630
628
627
Pond POND: Pond 1
Stage -Discharge
0 50 100 150 200 250 300
Discharge (cfs)
r' Total
❑ Primary
Secondary

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 81
w
Pond POND: Pond 1
Stage -Area -Storage
Surface/Horizontal/wetted Area (sq-ft)
2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000
Storage (cubic -feet)
■ Surface
■ Storage

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 82
Hydrograph for Pond POND: Pond 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
0.00
0.00
0
626.50
0.00
0.00
0.00
2.50
0.03
17
626.50
0.00
0.00
0.00
5.00
0.36
1,691
626.66
0.03
0.03
0.00
7.50
0.73
6,113
627.06
0.07
0.07
0.00
10.00
1.58
15,041
627.80
0.12
0.12
0.00
12.50
8.58
50,822
630.29
12.92
12.92
0.00
15.00
1.66
21,673
628.31
2.22
2.22
0.00
17.50
1.04
19,750
628.17
1.12
1.12
0.00
20.00
0.71
19,051
628.11
0.79
0.79
0.00
22.50
0.62
18,698
628.09
0.64
0.64
0.00
25.00
0.00
17,536
628.00
0.25
0.25
0.00
27.50
0.00
16,250
627.90
0.12
0.12
0.00
30.00
0.00
15,184
627.81
0.12
0.12
0.00
32.50
0.00
14,154
627.73
0.11
0.11
0.00
35.00
0.00
13,159
627.65
0.11
0.11
0.00
37.50
0.00
12,200
627.57
0.10
0.10
0.00
40.00
0.00
11,278
627.50
0.10
0.10
0.00
42.50
0.00
10,393
627.42
0.10
0.10
0.00
45.00
0.00
9,544
627.35
0.09
0.09
0.00
47.50
0.00
8,733
627.29
0.09
0.09
0.00
50.00
0.00
7,960
627.22
0.08
0.08
0.00
52.50
0.00
7,224
627.16
0.08
0.08
0.00
55.00
0.00
6,528
627.10
0.08
0.08
0.00
57.50
0.00
5,870
627.04
0.07
0.07
0.00
60.00
0.00
5,252
626.98
0.07
0.07
0.00
62.50
0.00
4,674
626.93
0.06
0.06
0.00
65.00
0.00
4,135
626.88
0.06
0.06
0.00
67.50
0.00
3,637
626.84
0.05
0.05
0.00
70.00
0.00
3,179
626.80
0.05
0.05
0.00
72.50
0.00
2,762
626.76
0.04
0.04
0.00
75.00
0.00
2,386
626.72
0.04
0.04
0.00
77.50
0.00
2,051
626.69
0.03
0.03
0.00
80.00
0.00
1,758
626.67
0.03
0.03
0.00
82.50
0.00
1,506
626.64
0.03
0.03
0.00
85.00
0.00
1,298
626.62
0.02
0.02
0.00
87.50
0.00
1,131
626.61
0.02
0.02
0.00
90.00
0.00
997
626.59
0.01
0.01
0.00
92.50
0.00
887
626.58
0.01
0.01
0.00
95.00
0.00
797
626.58
0.01
0.01
0.00
97.50
0.00
723
626.57
0.01
0.01
0.00
100.00
0.00
660
626.56
0.01
0.01
0.00
102.50
0.00
606
626.56
0.01
0.01
0.00
105.00
0.00
560
626.55
0.00
0.00
0.00
107.50
0.00
520
626.55
0.00
0.00
0.00
110.00
0.00
485
626.55
0.00
0.00
0.00
112.50
0.00
455
626.54
0.00
0.00
0.00
115.00
0.00
427
626.54
0.00
0.00
0.00
117.50
0.00
403
626.54
0.00
0.00
0.00
120.00
0.00
381
626.54
0.00
0.00
0.00

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 83
Stage -Discharge for Pond POND: Pond 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
626.50
0.00
0.00
0.00
626.60
0.01
0.01
0.00
626.70
0.04
0.04
0.00
626.80
0.05
0.05
0.00
626.90
0.06
0.06
0.00
627.00
0.07
0.07
0.00
627.10
0.08
0.08
0.00
627.20
0.08
0.08
0.00
627.30
0.09
0.09
0.00
627.40
0.09
0.09
0.00
627.50
0.10
0.10
0.00
627.60
0.11
0.11
0.00
627.70
0.11
0.11
0.00
627.80
0.12
0.12
0.00
627.90
0.12
0.12
0.00
628.00
0.26
0.26
0.00
628.10
0.72
0.72
0.00
628.20
1.35
1.35
0.00
628.30
2.12
2.12
0.00
628.40
3.00
3.00
0.00
628.50
3.85
3.85
0.00
628.60
4.47
4.47
0.00
628.70
5.01
5.01
0.00
628.80
5.48
5.48
0.00
628.90
5.92
5.92
0.00
629.00
6.32
6.32
0.00
629.10
6.70
6.70
0.00
629.20
7.05
7.05
0.00
629.30
7.39
7.39
0.00
629.40
7.72
7.72
0.00
629.50
8.03
8.03
0.00
629.60
8.33
8.33
0.00
629.70
8.61
8.61
0.00
629.80
8.89
8.89
0.00
629.90
9.16
9.16
0.00
630.00
9.43
9.43
0.00
630.10
9.68
9.68
0.00
630.20
10.51
10.51
0.00
630.30
13.21
13.21
0.00
630.40
16.95
16.95
0.00
630.50
23.07
21.47
1.59
630.60
35.50
25.07
10.43
630.70
49.02
25.47
23.55
630.80
66.13
25.87
40.27
630.90
86.68
26.25
60.43
631.00
111.02
26.64
84.38
631.10
137.53
27.02
110.51
631.20
164.53
27.39
137.14
631.30
193.31
27.76
165.55
631.40
223.73
28.12
195.62
631.50
256.04
28.48
227.56
631.60
290.48
28.83
261.65

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 84
Stage -Area -Storage for Pond POND: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
626.50
10,433
0
626.60
10,604
1,052
626.70
10,776
2,121
626.80
10,950
3,207
626.90
11,125
4,311
627.00
11,302
5,432
627.10
11,480
6,571
627.20
11,659
7,728
627.30
11,839
8,903
627.40
12,022
10,096
627.50
12,205
11,307
627.60
12,338
12,535
627.70
12,472
13,775
627.80
12,606
15,029
627.90
12,741
16,296
628.00
12,877
17,577
628.10
13,014
18,872
628.20
13,151
20,180
628.30
13,289
21,502
628.40
13,428
22,838
628.50
13,567
24,187
628.60
13,709
25,551
628.70
13,852
26,929
628.80
13,996
28,322
628.90
14,141
29,729
629.00
14,286
31,150
629.10
14,432
32,586
629.20
14,579
34,036
629.30
14,727
35,502
629.40
14,875
36,982
629.50
15,024
38,477
629.60
15,170
39,986
629.70
15,317
41,511
629.80
15,465
43,050
629.90
15,613
44,604
630.00
15,763
46,173
630.10
15,912
47,756
630.20
16,063
49,355
630.30
16,214
50,969
630.40
16,366
52,598
630.50
16,519
54,242
630.60
16,618
55,899
630.70
16,716
57,566
630.80
16,816
59,242
630.90
16,915
60,929
631.00
17,015
62,626
631.10
17,115
64,332
631.20
17,215
66,049
631.30
17,316
67,775
631.40
17,417
69,512
631.50
17,518
71,258
631.60
17,620
73,015

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 85
Summary for Link TOTAL POST: POI 1 Combined
Inflow Area = 10.135 ac, 43.30% Impervious, Inflow Depth = 6.52" for 100-Year event
Inflow = 64.71 cfs @ 12.14 hrs, Volume= 5.507 of
Primary = 64.71 cfs @ 12.14 hrs, Volume= 5.507 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link TOTAL POST: POI 1 Combined
Hyd rog raph
�'I
----+--+--+-------+--+-------+--+--+----+--+--+-------+--+--+--I--
E Inflow
70
�I�
- sa.7f cfs--------II--
---------------------II--
--------II----------II--
❑ Primary
-I
-Errflo�n
�
Ar',ea=",135-11ac-
65
60
I �--r--I---I--�--r--�
--I--�--r--F--I--�--T--r--I---I--�--r--�--I--
55
- L--L--I---I--�--L--I---I--L--L--L--I--J--L--L--I
---I--L-- L--L --I--
50
-- -r--r--r--I--r--r--r--I--r--r--r--r-r--r--r--I---I--r--r--r--I--
45
w 40
�
-- -+--+--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
_30 35
'
--I --I---I
I --I
---I---
I I
-----
I I
I
--------T
I I I I
--F --------
I I I
-----------T --I------II --
I I I I I I I I
LL
30
,'I
--I—�__�__I---I--�__�__I---I--�__L--�__I--�--+--L--I---I--L--L--L--I--
25
' I
----r-----I--
I I
I I
--r--
I I
I
--I----r--T----T--T--r-----I--
I I I I
I I I
--r-- --I--
I I I I I I I I
20
'/
--I L--L-----I--
L—
—L--I---I--J—
— L--
L----J——
L-- L-----I-- L-- L-- L--I--
15
--
-r--r----r--r--r----r--+--r--r-r--+--r-------r--r--r--I--
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)

NCC191801 - Poplin Road Ph II - 190925 Type 1124-hr 100-Year Rainfall=7.80"
Prepared by Bohler Engineering Printed 10/15/2019
HydroCAD®10.00-20 s/n 09920 ©2017 HydroCAD Software Solutions LLC Page 86
Hydrograph for Link TOTAL POST: POI 1 Combined
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
0.06
0.00
0.06
7.50
0.26
0.00
0.26
10.00
0.66
0.00
0.66
12.50
16.69
0.00
16.69
15.00
3.02
0.00
3.02
17.50
1.63
0.00
1.63
20.00
1.14
0.00
1.14
22.50
0.95
0.00
0.95
25.00
0.25
0.00
0.25
27.50
0.12
0.00
0.12
30.00
0.12
0.00
0.12
32.50
0.11
0.00
0.11
35.00
0.11
0.00
0.11
37.50
0.10
0.00
0.10
40.00
0.10
0.00
0.10
42.50
0.10
0.00
0.10
45.00
0.09
0.00
0.09
47.50
0.09
0.00
0.09
50.00
0.08
0.00
0.08
52.50
0.08
0.00
0.08
55.00
0.08
0.00
0.08
57.50
0.07
0.00
0.07
60.00
0.07
0.00
0.07
62.50
0.06
0.00
0.06
65.00
0.06
0.00
0.06
67.50
0.05
0.00
0.05
70.00
0.05
0.00
0.05
72.50
0.04
0.00
0.04
75.00
0.04
0.00
0.04
77.50
0.03
0.00
0.03
80.00
0.03
0.00
0.03
82.50
0.03
0.00
0.03
85.00
0.02
0.00
0.02
87.50
0.02
0.00
0.02
90.00
0.01
0.00
0.01
92.50
0.01
0.00
0.01
95.00
0.01
0.00
0.01
97.50
0.01
0.00
0.01
100.00
0.01
0.00
0.01
102.50
0.01
0.00
0.01
105.00
0.00
0.00
0.00
107.50
0.00
0.00
0.00
110.00
0.00
0.00
0.00
112.50
0.00
0.00
0.00
115.00
0.00
0.00
0.00
117.50
0.00
0.00
0.00
120.00
0.00
0.00
0.00

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
DCB-A2.1
CB-A3.1
2 16
4 P`L ' 3 �•
q4 MH-A4
4utfall DCB-A5.1
4 �.
n pqS 12
14
Q A
ys MH-A6
1s 13
CB-A4.1
A�42 CB-A4.2 YI-A6.1
A 6
Outfall
DCB-A7.1
18 11'
Q2 MH-B2 - 7
19
7
FES-B3 q$ DCB-A8.1
A
10 C
-8
A 8
'49 DCB-A10
,moo
9
CB-A9
Project File: NCC191801—PROP SW NETWORK_100819.stm Number of lines: 19 Date: 10/15/2019
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
MH-A2
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
0,013
0,00
0,00
0,00
0,00
0,0
Off
2
CB-A3
0,15
0,00
0,15
0,00
Comb
6.0
4,00
0,00
3,00
2.00
0,020
1,00
0,060
0,020
0,013
0,08
2.25
0,17
0,12
2.0
17
3
MH-A4
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
4
CB-A5
0,64
0,00
0,64
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,08
1,91
0,24
1,91
2.0
Off
5
MH-A6
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
0,013
0,00
0,00
0,00
0,00
0,0
Off
6
CB-A7
0,68
0,11
0,79
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,09
2.62
0,26
2.62
2.0
Off
7
CB-A8
0,49
0,10
0,48
0,11
Comb
6.0
4,00
0,00
3,00
2.00
0,010
1,00
0,060
0,020
0,013
0,14
5,16
0,25
2.30
2.0
3
8
CB-A9
1,09
0,00
0,99
0,10
Comb
6.0
4,00
0,00
3,00
2.00
0,010
2.00
0,060
0,020
0,013
0,20
5,84
0,25
1,40
2.0
7
9
DCB-A1 0
1,46
0,00
1,40
0,06
Comb
6.0
8,00
0,00
6.00
2.00
0,010
2.00
0,060
0,020
0,013
0,21
6.75
0,24
1,19
2.0
10
10
DCB-A8.1
1.21
0,06
1,23
0,04
Comb
6.0
8,00
0,00
6.00
2.00
0,010
2.00
0,060
0,020
0,013
0,21
6.31
0,23
1,00
2.0
11
11
DCB-A7.1
1,89
0,04
1,93
0,00
Comb
6.0
8,00
7,33
6.00
2.00
Sag
1,00
0,060
0,020
0,013
0,13
4,26
0,29
4,26
2.0
ff
12
DCB-A5.1
2.30
0,00
2.30
0,00
Comb
6.0
8,00
7,33
6.00
2.00
Sag
1,00
0,060
0,020
0,013
0,14
5,13
0,31
5,13
2.0
Off
13
YI-A6.1
3,52
0,00
3,52
0,00
DrCrb
6.0
12.00
0,00
0,00
0,00
Sag
0,00
0,020
0,020
0,013
0,21
10.60
0,21
10.60
0,0
Off
14
CB-A4.1
1,26
0,00
1,26
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,13
4,50
0,30
4,50
2.0
ff
15
CB-A4.2
1,64
0,00
1,64
0,00
Comb
6.0
4,00
3,66
3,00
2.00
Sag
1,00
0,060
0,020
0,013
0,16
5,77
0,32
5,77
2.0
Off
16
CB-A3.1
0,66
0,00
0,51
0,14
Comb
6.0
4,00
0,00
3,00
2.00
0,020
1,00
0,060
0,020
0,013
0,13
4,65
0,25
2.16
2.0
17
17
DCB-A2.1
1.41
0,14
1,55
0,00
Comb
6.0
8,00
7,33
6.00
2.00
Sag
1,00
0,060
0,020
0,013
0,11
3,27
0,27
3,27
2.0
ff
18
MH-132
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
0,013
0,00
0,00
0,00
0,00
0,0
Off
19
FES-133
1
1,81
1
0,00
1
1,81
1
0,00
1
Hdwl
1
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
I
18
Project File: NCC1 91801 -PROP SW NETWORK-1 00819.stm
Number of lines: 19
rRu n Date: 10/15/2019
NOTES: Inlet N-Values = 0.016; Intensity = 4.04/ (Inlet time + 5.50) 10.00; Return period = 3 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
75.0
0,00
6.06
0,00
0,00
4,60
5,0
8,5
6.4
29,26
47.47
6.66
36
0,51
626.94
627.32
628.77
629.07
627.79
632.97
P-A2
2
1
64,7
0,04
5,62
0,95
0,04
4,25
5,0
8,3
6.4
27,18
28,84
6.68
30
0,49
627.32
627.64
629.25
629.57
632.97
633.79
P-A3
3
2
60,9
0,00
5,38
0,00
0,00
4,05
5,0
8,1
6.4
26,06
28,78
5,31
30
0,49
627.64
627.94
630.61
630.86
633.79
634.21
P-A4
4
3
84.9
0,22
4,58
0,73
0,16
3,32
5,0
7,8
6.5
21,64
28,85
4.41
30
0,49
627.94
628.36
631.30
631.53
634.21
634.71
P-A5
5
4
62,9
0,00
3,70
0,00
0,00
2.59
5,0
7,5
6.6
17.03
29,25
3,47
30
0,51
628.36
628.68
631.99
632.09
634.71
635.31
P-A6
6
5
221.1
0,23
2.10
0,74
0,17
1.71
5,0
6.5
6.8
11.65
15.53
3,75
19
0,50
628.68
629.79
632.47
633.09
635.31
635.98
P-A7
x30e
7
6
160,7
0,16
1,30
0,77
0,12
1,06
5,0
5,9
7,0
7.44
7.41
4.21
18
0,50
629.79
630.59
633.42
634.23
635.98
637.49
P-A8
8
7
174.1
0,35
0,80
0,78
0,27
0,64
5,0
5,1
7.2
4,60
7,58
3,75
15
1,38
630.66
633.06
634.64
635.53
637.49
639.16
P-A9
9
8
26,0
0,45
0,45
0,81
0,36
0,36
5,0
5,0
7.2
2.64
4,57
3,86
15
0,50
635.36
635.49
636.04
636.17
639.16
639.11
P-A10
10
7
25,5
0,34
0,34
0,89
0,30
0,30
5,0
5,0
7.2
2.19
4,61
2.37
15
0,51
633.70
633.83
634.64
634.66
637.49
637.49
P-A8,1
11
6
25,5
0,57
0,57
0,83
0,47
0,47
5,0
5,0
7.2
3,43
7,20
1,97
18
0,47
631.92
632.04
633.42
633.44
635.98
635.98
P-A7.1
12
4
25,5
0,66
0,66
0,87
0,57
0,57
5,0
5,0
7.2
4,16
6.39
3,39
15
0,98
630.51
630.76
631.99
632.09
634.71
634.71
P-A5,1
13
5
18.7
1,60
1,60
0,55
0,88
0,88
5,0
5,0
7.2
6.38
30.54
2.03
24
1,82
629.00
629.34
632.28
632.30
635.31
633.10
P-A6,1
14
3
81.7
0,35
0,80
0,90
0,32
0,72
5,0
5,2
7.2
5,21
4,57
4,25
15
0,50
627.94
628.35
631.30
631.83
634.21
633.05
P-A4.1
15
14
26,0
0,45
0,45
0,91
0,41
0,41
5,0
5,0
7.2
2.97
4,57
2.42
15
0,50
628.98
629.11
632.25
632.30
633.05
633.05
P-A4.2
16
2
32.5
0,20
0,20
0,82
0,16
0,16
5,0
5,0
7.2
1,19
6.51
0,97
15
1,02
628.69
629.02
630.61
630.62
633.79
633.93
P-A3,1
17
1
69,6
0,44
0,44
0,80
0,35
0,35
5,0
5,0
7.2
2.55
4,58
2.08
15
0,50
627.42
627.77
629.07
629.18
632.97
631.77
P-A2.1
18
End
108,0
0,00
1,56
0,00
0,00
0,45
0,0
5,2
7.2
3,25
8,62
4,32
18
0,57
630.31
630.93
630.95
631.62
631.62
633.96
P-132
19
18
60,0
1,56
1,56
0,29
0,45
0,45
5,0
5,0
7.2
3,28
7,67
4,15
18
0,53
630.93
631.25
631.62
631.94
633.96
635.07
P-133
Project File: NCC1 91801 —PROP SW NETWORK-1 00819.stm
Number of lines: 19
Run Date: 10/15/2019
NOTES:Intensity = 86.72 / (Inlet time + 15.30) A 0.82; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v2018.30

10/15/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Indian Trail, North Carolina, USA*
�'It
Latitude: 35.0829*, Longitude:-80.6087*
Elevation: 644.46 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=35.0829&Ion=-80.6087&data=intensity&units=english&series=pds 1 /4

10/15/2019
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: 35.0829', Longitude:-80.6087'
0.0011
_
t t
Jr t
L
N
N r{4
N rq
rq
rq
N rq
O
N Alb
A q
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Duration
100.000
10.000
L
k
1.000
w
c
e
0.100
4.1
49
0.010
0.001 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 15 13:11:26 2019
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=35.0829&Ion=-80.6087&data=intensity&units=english&series=pds 2/4

IiII71161WIM,
Precipitation Frequency Data Server
rail 74
3km
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds—printpage.htmI?Iat=35.0829&Ion=-80.6087&data=intensity&units=english&series=pds 3/4

li[+71161 IM,
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmI?Iat=35.0829&Ion=-80.6087&data=intensity&units=english&series=pds 4/4

Hydrologic Soil Group —Union County, North Carolina
(Site Boundary)
535360 535410 535460 535510 535560 535610 535660
35o 55" N
o_
i�
0
v
N
N
O_
N
O_
N
35o 4' 54" N
535360 535410 535460 535510 535560 535610
Map Scale: 1:2,330 if printed on A landscape (11" x 8.5") sheet.
Meters
$ N 0 30 EO 120 180
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
535710 535760 535810
535660 535710 535760 535810
535860
35o 55" N
o_
i�
0
v
N
N
O_
N
O_
N
35o 4'54" N
535860
9/25/2019
Pagel of 4

Hydrologic Soil Group —Union County, North Carolina
(Site Boundary)
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 18, Sep 10, 2018
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 9/25/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Union County, North Carolina
Site Boundary
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
7.8
66.6%
GsB
Goldston-Badin
complex, 2 to 8
percent slopes
D
3.9
33.4%
Totals for Area of Interest
11.7
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 9/25/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Union County, North Carolina
Site Boundary
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 9/25/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

Non -rectangle Skimmer Basin 1
6.75 Disturbed Area (Acres)
33.22 Peak Flow from 10-year Storm (cfs) i =
C=
12150.00 Required Volume ft3
10795.44 Required Surface Area ft2
73.47 Suggested Width ft
146.94 Suggested Length ft
Elevation Area (so Inc Storage (co Total Storage
626.50 6888 0 0
627.00 7425 3578.25 3578.25
628.00 8541 7983 11561.25
629.00 9715 9128 20689.25
630.00 10944 10329.5 31018.75
27063.00 Actual Volume ft3
10944.00 Actual Surface Area ft2
15.00 Trial Weir Length ft
1.00 Trial Depth of Flow ft
45.00 Spillway Capacity cfs
2.50 Skimmer Size (inches)
0.21 Head on Skimmer (feet)
1.75 Orifice Size (1/4 inch increments)
3.77 Dewatering Time (days)
Suggest about 3 days
Okay
Okay
Okay
7.03 in/hr
0.7

Temporary Sediment Trap 2
Okay
0.75 Disturbed Area (Acres) i = 7.03 in/hr
3.16 Peak Flow from 10-year Storm (cfs) C = 0.6
2700 Required Volume ft3
1378 Required Surface Area ftZ
26.2 Suggested Width ft
52.5 Suggested Length ft
35 Trial Top Width at Spillway Invert ft
70 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)
23 Bottom Width ft
58 Bottom Length ft
1334 Bottom Area ftZ
3736 Actual Volume ft3 Okay
2450 Actual Surface Area ftZ Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay

Temporary Sediment Trap 3
Okay
1.42 Disturbed Area (Acres)
5.99 Peak Flow from 10-year Storm (cfs)
5112 Required Volume ft3
2609 Required Surface Area ftZ
36.1 Suggested Width ft
72.2 Suggested Length ft
i = 7.03 in/hr
C = 0.6
40 Trial Top Width at Spillway Invert ft
81 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)
28 Bottom Width ft
69 Bottom Length ft
1932 Bottom Area ftZ
5124 Actual Volume ft3 Okay
3240 Actual Surface Area ftZ Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay

Temporary Sediment Trap 4
Okay
1.06 Disturbed Area (Acres)
4.47 Peak Flow from 10-year Storm (cfs)
3816 Required Volume ft3
1948 Required Surface Area ftZ
31.2 Suggested Width ft
62.4 Suggested Length ft
i = 7.03 in/hr
C = 0.6
35 Trial Top Width at Spillway Invert ft
75 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)
23 Bottom Width ft
63 Bottom Length ft
1449 Bottom Area ftZ
4026 Actual Volume ft3 Okay
2625 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 Autodesk® Auto CAD® Civil 3D® by Autodesk, Inc. Tuesday, Oct 15 2019
Ditch Type 1
Triangular Highlighted
Side Slopes (z:1) = 2.00, 2.00 Depth (ft) = 0.72
Total Depth (ft) = 1.00 Q (cfs) = 3.280
Area (sqft) = 1.04
Invert Elev (ft) = 630.32 Velocity (ft/s) = 3.16
Slope (%) = 1.00 Wetted Perim (ft) = 3.22
N-Value = 0.022 Crit Depth, Yc (ft) = 0.70
Top Width (ft) = 2.88
Calculations EGL (ft) = 0.88
Compute by: Known Q
Known Q (cfs) = 3.28
FLOW FROM
STORM SEWERS
B-2 PIPE 10-YR
Elev (ft)
632.00
631.50
631.00
630.50
630.00
629.50
Section
.5 1 1.5 2 2.5 3 3.5 4 4.5
Reach (ft)
Depth (ft)
1.68
1.18
.:,
0.18
-0.32
-0.82

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-15-2019
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-15-2019
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-15-2019
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