SW3170604 - Deal Road Subdivision (4)

Drainage Report for
Deal Road
Town of Weddington, Sandy Ridge Township
Union County, NC
CORPORATE
SEAL
C-2165 �4
NCBELS
1o0 i
Prepared for:
Deal Road Ventures, LLC
113 Indian Trail Road # 274
Indian Trail, NC 28079
Prepared by:
DESIGN
RESOURCE
GROUP
design resource group, pa
2459 Wilkinson Boulevard, Suite 200
Charlotte, NC 28208
Phone: [phone]
Fax: [phone]
C-2165
June 23, 2017
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° SEAL
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6/23/17

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Drainage Report for
Deal Road
TABLE OF CONTENTS
Chapter 1 — Executive Summary
1.1 Introduction
1.2 Vicinity Map
1 3 Existing Conditions
1.4 Proposed Project
1.5 Summary of Results
16 Conclusion
1.7 References
Chapter 2 — Hydrologic Analysis — Detention Analysis
2.1 Detention Summary
2.2 Proposed Detention Pond Analysis
Chapter 3 — Storm Drain Hydraulic Analysis
31 Ditch Design
32 NCDOT Pipe Data Sheet - Hw/D Calculations
3.3 Drop Inlet Calculations
Chapter 4 - Erosion Control Calculations
Sediment Basin Calculations
Chapter 5 - Appendix
Appendix A: Pre Development Drainage Exhibit
Appendix B• Post Development Drainage Exhibit
Appendix C: NOAA Rainfall Data
Prepared By:
Design Resource Group, P.A.
635-002
6/21/2017
SECTION
1
2
3
4

Drainage Report for 635-002
Deal Road 6/21/2017
1.1 - Introduction
The proposed Deal Road Subdivision is a single-family development in Town of Weddington
within Union County, North Carolina. The property fronts along Deal Road. A Vicinity Map has
been included to better detail this area (see below)
This drainage report has been designed to specifically address the requirements set forth in by
the Town of Weddington. In the subsequent sections of this report, a hydraulic analysis of the
proposed storm drainage system has been provided, along with storm water detention
calculations and the design of all appurtenances that go along with these specific topics.
1.2 — Vicinity Map
1.3 - Existing Conditions
This site is +/- 19.96 acres total area consisting of parcels 06099011A, 06072003A and
06072003E. The 100 year storm event has been analyzed to demonstrate that there is more than
6 -inch freeboard provided in the post developed condition.
I A summary of the significant storm events analyzed in this report and the subsequent runoff
assumed to be leaving this property are referenced in the table below:
�- Prepared By:
} Design Resource Group, P.A.

i
Drainage Report for 635-002
Deal Road 6/21/2017
TABLE 1
Summary of Existina Conditions
Storm Event
Existing Peak Flow cfs
1 -Year, 24 Hour Storm
1.51
2 -Year, 24 Hour Storm
3.81
10 -Year, 24 Hour Storm
13.3
25 -Year, 24 Hour Storm
20.63
50 -Year, 24 Hour Storm
27.04
100 -Year, 24 Hour Storm
34.08
1.4 - Proposed Proiect
The proposed Deal Road subdivision project is a low density development which includes 15
single family lots (0.84 D U A) along with all necessary infrastructure to serve the proposed
development. The proposed infrastructure is to include. storm drainage, water and sewer
services, ditch type streets and the construction of one dry detention pond to meet the state and
Town of Weddington's storm water detention requirements All lots will only be cleared and
graded to the front setback as necessary To achieve the necessary water quality, surface ditches
of 100+ feet in length will convey the majority of the stormwater runoff to the proposed detention
pond
The proposed routed peak flows generated by the runoff in the developed condition are
summarized in the table below.
TABLE 2
Summary of Proposed Conditions
1.5 - Summary of Results
In accordance with the standards set forth in the NCDEQ Division of Water Quality Stormwater
Manual and the Town of Weddington Stormwater Manual, the existing and developed conditions
Prepared By:
Design Resource Group, P.A.
Proposed Peak
Proposed Routed
Storm Event
Flow
Peak Flow
cfs
cfs
1 -Year, 24 Hour Storm
3.75
1.13
2 -Year, 24 Hour Storm
6.89
2.61
10 -Year, 24 Hour
18.19
8.61
Storm
25 -Year, 24 Hour
26.39
14.13
Storm
50 -Year, 24 Hour
33.47
19.74
Storm
100 -Year, 24 Hour
41.15
25.22
Storm
1.5 - Summary of Results
In accordance with the standards set forth in the NCDEQ Division of Water Quality Stormwater
Manual and the Town of Weddington Stormwater Manual, the existing and developed conditions
Prepared By:
Design Resource Group, P.A.

Drainage Report for
Deal Road
635-002
6/21/2017
were modeled for analysis and verification of the proposed design Using the methodology set
forth in the design manual, the results were routed using HydroCAD (Ver 10) Storm Water
Modeling System. The calculations leading to the following results are available for review in
Chapter 2 of this report
For a quick reference, we have provided the following table comparing these scenarios
TABLE 3.1 Detention Pond Summary
Existing vs. Developed Conditions
Overall
Existing Peak
Flow cfs
Developed
Peak Flow cfs
Developed Routed
Peak Flow cfs
Difference
1 -yr Peak Flow (cfs)
1.51
3.75
1.13
-0.38
2 -yr Peak Flow (cfs)
3.81
6.89
2.61
-1.20
10 -yr Peak Flow (cfs)
13.3
18.19
8.61
-4.69
25 -yr Peak Flow (cfs)
20.63
26.39
14.13
-6.50
50 -yr Peak Flow (cfs)
27.04
33.47
19.74
-7.30
100 -yr Peak Flow (cfs)
34.08
41.15
25.22
-8.86
Per Table 3 above, the developed peak flows are designed to exit the site at similar locations as
the existing conditions
1.6 — Conclusion
Per the results of our analysis, it is our opinion that the construction of the onsite development
and related appurtenances will result in no negative downstream impacts
With the proper construction of the onsite storm drain system and associated facilities, our
analysis shows that all onsite runoff will be safely collected and conveyed through the
development and, ultimately, discharged in compliance with the specifications set forth in the
NCDEQ Division of Water Quality Stormwater BMP Manual.
Prepared By:
Design Resource Group, P.A.

Drainage Report for 635-002
Deal Road 6/21/2017
1.7 - References
°NCDEQ Division of Water Quality Stormwater BMP Manual" NCDENR, Division of Water Quality.
January, 2017
"Town of Weddington Zoning Ordiance, Article XIII Division 6/ Drainage, Storm Water
Management & Wetland Protection.
Prepared By:
Design Resource Group, P.A.
rf
i

Chapter 2 — Hydrological Analysis — Detention Analysis
2.1— Detention Summary

Chapter 2 — Hydrological Analysis
2.2 — Proposed Detention Pond Analysis

2.2.1— 1 Year, 24 Dour Storm.

2.:0:0
POST -PA TO
DETENTION POND
k
DETENTION
2:01
POST -DEVELOPED
UNDETA, INED AREA
'Subcat Reach on Link
r -I
Post Confluence

635-002 Deal Road Pond Type 11 24 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60.00 hrs, dt=0.05 hrs, 1201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22 48% Impervious Runoff Depth=0 63"
Tc=30 5 min CN=69 Runoff=3 17 cfs 0 380 of
Subcatchment2.01: POST -DEVELOPED Runoff Area=251,603 sf 1 78% Impervious Runoff Depth=0 25"
Flow Length=736' Tc=16 2 min UI Adjusted CN=58 Runoff=0.78 cfs 0 121 of
Reach 1 R: Post Confluence Inflow=1 13 cfs 0 501 of
Outflow= 1.13 cfs 0 501 of
Pond P01: DETENTION POND Peak Elev=559 86' Storage=0.127 of Inflow=3 17 cfs 0 380 of
Outflow=0 58 cfs 0.380 of
Total Runoff Area = 12.984 ac Runoff Volume = 0.501 of Average Runoff Depth = 0.46"
86.73% Pervious = 11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type 1124 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff = 3.17 cfs @ 12.30 hrs, Volume= 0.380 af, Depth= 0.63"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.93"
Area (sf) CN Descriotion
41,470
98
Roofs, HSG B
29,100
98
Paved roads w/curbs & sewers, HSG B
243,423
61
>75% Grass cover, Good, HSG B
313,993
69
Weighted Average
243,423
61
77.52% Pervious Area
70,570
98
22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
305 Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
Hydrograph
' I ' ' ' ' ' ❑Runoff
09,1 I I I I I I
3 ______-_I_,____r_�__I___T Type II 24 -;hr__
11
1 syr Rainfall=2.93"
I I I I I I I
- Runoff Area=313'993, sf
I I I I I I I I I I I
' Runoff! Vol;urne=0.;360; of
W 21 1 1
Runoff Depth®0.63"
3 I I I I I I I I I I I I I
. T&30', niin
CN 11, 1
-- I =69
I I I I I I I I I I I
---------- -
- - - - ---- - - -- -- - --
-- 1 I
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ze
.. ....I. .., ..I .. , .. .I ... I / ./ , I .. .I I .. ..
0 2 4 6 8 10 12 14 16 18 20I 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52-94 56 58 60
Time (hours)

635-002 Deal Road Pond Type 1l 24 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCAD010 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 0.78 cfs @ 12.16 hrs, Volume= 0.121 af, Depth= 0.25"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.93"
Area (so
CN
Adi
Description
247,116
58
0 7
Woods/grass comb., Good, HSG B
4,487
98
065
Unconnected roofs, HSG B
251,603
59
58
Weighted Average, UI Adjusted
247,116
58
58
98.22% Pervious Area
4,487
98
98
1.78% Impervious Area
4,487
100 00% Unconnected
Tc Length
Slope
Velocity Capacity Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
10.7 100
0.1000
I
------I--,---
0.16 Sheet Flow, Sheet Flow - 606-596
Woods. Light underbrush n= 0.400 P2= 3.54"
1.4 139
0.1100
1.66 Shallow Concentrated Flow, Shallow Concentrated - 596-580
_
/
01
I I
Woodland Kv= 5.0 fps
1.6 367
0.5900
3.84 Shallow Concentrated Flow, Shallow Concentrated - 580-558
Woodland Kv= 5.0 fps
2.5 130
00310
0.88 Shallow Concentrated Flow, Shallow Concentrated
Woodland Kv= 5.0 fps
16.2 736
Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
0 85
------'
0 8-:
075-
7507
0 7
065
- -r - - - - I �--
06
55
055-
0 5
0
v
0 45
-- 2 0 4
6=
------'-- --
035
- -------L--
03
I
------I--,---
0 25
02
0 15
_
/
01
I I
n n5
II I
Hydrograph
I I I I I I I I I I
����7+.��+���I1(r �------'---------'--�----'--'--+------�--------�-�---- Runoff
_L_______________IL_-__I__I__L_____
- � -
I
-- - -- --- ------ ----_-1-' yr-Rainfall=2:93"--
I I I
- - - - - - -II- - Runoff i4rea'=251- 603 sf -
--------I-- IRunoffVolume= -
I I 1
-�- � I-------� -� I � � 10.'121af -
I I I I I I I I
-II - Runoff Depth=0.25"
-'------------------- -------Flow-Length 736---
I I
--;-------------------;--;
----- Tc=1G2rr>iin- -
- --' - - ---
U 1!Adj uSt6d_ 6, N=58--
I
- - - - - - - -'- - - - - - - - -'- - - - - -I- -I- - +
---------------
I -----F--------I
I I I I I I I I I
I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type 1124 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 12 984 ac, 13 27% Impervious, Inflow Depth = 0.46" for 1 -yr event
Inflow = 1.13 cfs @ 12 18 hrs, Volume= 0.501 of
Outflow = 1.13 cfs @ 12 18 hrs, Volume= 0.501 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Reach 1 R: Post Confluence
Hydrograph
Time (hours)
■ Inflow
❑ Outflow

635-002 Deal Road Pond Type 1124 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P01: DETENTION POND
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 0.63" for 1 -yr event
Inflow = 3.17 cfs @ 12.30 hrs, Volume= 0.380 of
Outflow = 0.58 cfs @ 13.45 hrs, Volume= 0.380 af, Atten= 82%, Lag= 69.1 min
Primary = 0.58 cfs @ 13.45 hrs, Volume= 0.380 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 559.86' @ 13.45 hrs Surf.Area= 0.129 ac Storage= 0.127 of
Plug -Flow detention time= 94.4 min calculated for 0.380 of (100% of inflow)
Center -of -Mass det. time= 94.4 min ( 1,001.0 - 906.7 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
- 558.00 0.007 0.000 0.000
560.00 0.139 0.146 0.146
562.00 0.200 0.339 0.485
564.00 0.270 0.470 0.955
566.00 0.350 0.620 1.575
i Device Routing Invert Outlet Devices
#1 Primary 557.40' 36.0" Round Culvert
_ L= 83.3' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/ 556.57' S=0.0100'/' Cc= 0.900
n=0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
#2 Device 1 557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 560.10' 36.0" W x 4.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
- #5 Device 1 562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.58 cfs @ 13.45 hrs HW=559.86' (Free Discharge)
't --=Culvert (Passes 0.58 cfs of 35.01 cfs potential flow)
- 2=1 YR Orifice/Grate (Orifice Controls 0.58 cfs @ 6.62 fps)
3=2 YR & 10 YR Orifice/Grate ( Controls 0.00 cfs)
=25 YR Orifice/Grate ( Controls 0.00 cfs)
=Overflow ( Controls 0.00 cfs)

635-002 Deal Road Pond Type 1124 -hr 1 -yr Rainfall=2.93"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
I I
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3-
2 -
LL 2
(1 I I
3 I I
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I I
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1 I 1
I
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Pond P01: DETENTION POND
Hydrograph
I I I I i I I I I I
] El Primary
Inflow Areal=7.20$ ac -
I I I I I I I I I I I
Peak Ejov=559x8,6°
I I I I I I I I I I I
Storage=0.127 of
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I 1 I I
I I I I I I 1 I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I
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1 I I I I I I I I I
i I I i I I I I
"':�'� ',`e.lGf r.'i!s?iri ////�. G'. s� 1,u5.:,..: _ • rh/cQ_`.":."Y�`3
Time (hours)

2.2.2 — 2 Year, 24 Hour Storm

POST -ATO
DETENTI N POND
k
DETENTION
Subcat Each on Link
POST -D VELOPED
UNDET INED AREA
R'l
Post Confluence

- 635-002 Deal Road Pond Type 11 24 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
-- HydroCAD® 10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60.00 hrs, dt=0.05 hrs, 1201 points
-- Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22.48% Impervious Runoff Depth=0.98"
Tc=30.5 min CN=69 Runoff=5.38 cfs 0.587 of
j Subcatchment2.01: POST -DEVELOPED RunoffArea=251,603 sf 1.78% Impervious Runoff Depth=0.47"
Flow Length=736' Tc=16.2 min UI Adjusted CN=58 Runoff=2.19 cfs 0.226 of
Reach 1 R: Post Confluence Inflow=2.61 cfs 0 813 of
Outflow=2 61 cfs 0.813 of
r-, Pond P01: DETENTION POND Peak Elev=560.34' Storage=0.195 of Inflow=5.38 cfs 0.587 of
Outflow=1.77 cfs 0 587 of
1 i
Total Runoff Area = 12.984 ac Runoff Volume = 0.813 of Average Runoff Depth = 0.75"
86.73% Pervious =11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type 11 24 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff = 5.38 cis @ 12.28 hrs, Volume= 0.587 af, Depth= 0.98"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0 05 hrs
Type II 24 -hr 2 -yr Rainfall=3 54"
Area (sf) CN Description
41,470
98
Roofs, HSG B
29,100
98
Paved roads w/curbs & sewers, HSG B
243,423
61
>75% Grass cover, Good, HSG B
313,993
69
Weighted Average
243,423
61
77.52% Pervious Area
70,570
98
22 48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.5 Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
Hydrograph
-------------------------------------------------------- --I -------
6
I I I I I I I I I I
I I I I I I I I I I I I
i I I I I I I I
----------- ----------------- -- -�- -1---- Typ
Ie !-24=hr-
5 1 1 1 1
21 yr Rainfall=3.54"
I I I I I I I I I I I I I I
--- -- - - --- --r- - --Runoff Area=313;993 sf-
4 1 1 1 1 1 1 1
I I I I I I I I I I I
Runoff; V®I'�1ume=0.;58711 of
- Runoff Dellpth=0.98"
3 3
Tc=30:511 min
LL 1 1 I
I CN=169
I
2
I I I I I I 1 I I I I I I I I I
I I I I I 1 I I I I I I I I I
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑Runoff

635-002 Deal Road Pond Type 1124 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 2.19 cfs @ 12.13 hrs, Volume= 0.226 af, Depth= 0.47"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0 05 hrs
Type II 24 -hr 2 -yr Rainfall=3.54"
Area (so CN Ad*I Description
247,116 58 Woods/grass comb., Good, HSG B
_ - 4,487 98 Unconnected roofs, HSG B
251,603 59 58 Weighted Average, UI Adjusted
247,116 58 58 98.22% Pervious Area
4,487 98 98 1.78% Impervious Area
4,487 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1000 016 Sheet Flow, Sheet Flow - 606-596
Woods- Light underbrush n= 0.400 P2= 3.54"
14 139 01100 1.66 Shallow Concentrated Flow, Shallow Concentrated - 596-580
Woodland Kv= 5.0 fps
1.6 367 05900 3.84 Shallow Concentrated Flow, Shallow Concentrated - 580-558
Woodland Kv= 5.0 fps
2.5 130 0.0310 0.88 Shallow Concentrated Flow, Shallow Concentrated
Woodland Kv= 5.0 fps
16.2 736 Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Hydrograph
I I I I I 1 i I I
I I I I I I I I I I I I I I
' ' �`;2'�19:cfs� I I � � � � � 1 � 1 1�� ❑Runoff
-- T
2 1 1 1 1 1 1
!2-'Y r Rainfall=3.54"
I I I I 1 I I
Runoff Area=251 11603! sf
I I I I I I
ROW
I I I I I
RU1,7W Volume 0.I;226; of
I I I I I I I I
Runoff Depth=0.47"
1 1 1 1 1 ROW -Leh th�736!-
LL I I I
Tc=16 2 r>r� i r�
1
U� Adjusted =;58
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
HydroCAD®10 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 12.984 ac, 13.27% Impervious, Inflow Depth = 0.75" for 2 -yr event
Inflow = 2.61 cfs @ 12.14 hrs, Volume= 0.813 of
Outflow = 2.61 cfs @ 12.14 hrs, Volume= 0.813 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Reach 1 R: Post Confluence
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
FInflow
[I Outflow

635-002 Deal Road Pond Type// 24 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P01: DETENTION POND ,
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 0.98" for 2 -yr event
Inflow = 5.38 cfs @ 12.28 hrs, Volume= 0.587 of
Outflow = 1.77 cfs @ 12.83 hrs, Volume= 0.587 af, Atten= 67%, Lag= 33.1 min
Primary = 1.77 cfs @ 12.83 hrs, Volume= 0.587 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 560.34' @ 12.83 hrs Surf.Area= 0.149 ac Storage= 0.195 of
Plug -Flow detention time= 114.0 min calculated for 0.587 of (100% of inflow)
Center -of -Mass det. time= 113.9 min ( 1,005.2 - 891.3 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
558.00 0.007 0.000 0.000
560.00 0.139 0.146 0.146
562.00 0.200 0.339 0.485
56400 0.270 0.470 0.955
566.00 0.350 0.620 1.575
Device Routing Invert Outlet Devices
' #1 Primary 557.40' 36.0" Round Culvert
_ L= 83.3' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/556.57' S=0.0100'/' Cc= 0.900
Uj n=0.011 Concrete pipe, straight & clean, Flow Area= 7 07 sf
#2 Device 1 557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 560.10' 36.0" W x 4.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
- #5 Device 1 562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=1.75 cfs @ 12.83 hrs HW=560.34' (Free Discharge)
't --=Culvert (Passes 1.75 cfs of 44.99 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.65 cfs @7.41 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 1.11 cfs @ 1.56 fps)
=25 YR Orifice/Grate ( Controls 0.00 cfs)
=Overflow ( Controls 0.00 cfs)
i

635-002 Deal Road Pond Type 1124 -hr 2 -yr Rainfall=3.54"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
Pond P01: DETENTION POND
Hydrograph
® Inflow
6 'J.3H''C�S ❑ Primary
Inflow Arda=T.206-ac--
I I I I I I I I I I I I I
5 ! Peak E1dv=560;.314"
I I
St®rage=0.195af
4
I I I I I I I I I I I I I
y I I I I I I I I I I I I
V I I I I I I I I I I I I I
3
3 I I I I I I I I I I I I I
O
LL
2-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

2.2.3 — 10 Year, 24 Hour Storm

2:,00
POST- ATO
DETENTI N POND
F of
DETENTION
Subcat Reach on Link
2:01
POST -D VELOPED
UNDET INED AREA
1R
Post Confluence

635-002 Deal Road Pond Type 11 24 -hr 10 -yr Rainfall=5.16"
Prepared by Microsoft Printed 6/21/2017
HydroCAD®10 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60.00 hrs, dt=0.05 hrs, 1201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22.48% Impervious Runoff Depth=2.07"
Tc=30.5 min CN=69 Runoff=12.43 cfs 1 246 of
Subcatchment2.01: POST -DEVELOPED RunoffArea=251,603 sf 1.78% Impervious Runoff Depth=1.26"
Flow Length=736' Tc=16.2 min UI Adjusted CN=58 Runoff=8.06 cfs 0.605 of
Reach 1 R: Post Confluence Inflow=8.61 cfs 1.852 of
Outflow=8 61 cfs 1.852 of
Pond P01: DETENTION POND Peak Elev=561.32' Storage=0.357 of Inflow=12 43 cfs 1.246 of
Outflow=5.71 cfs 1 246 of
Total Runoff Area = 12.984 ac Runoff Volume = 1.852 of Average Runoff Depth = 1.71"
86.73% Pervious =11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type 1124 -hr 10 -yr Rainfall=5.16"
Prepared by Microsoft Printed 6/21/2017
HydroCAD010 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff = 12.43 cfs @ 12.26 hrs, Volume= 1.246 af, Depth= 2.07"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -yr Rainfall=5.16"
Area lsfl CN Description
41,470
98
Roofs, HSG B
29,100
98
Paved roads w/curbs & sewers, HSG B
243,423
61
>75% Grass cover, Good, HSG B
313,993
69
Weighted Average
243,423
61
77.52% Pervious Area
70,570
98
22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.5 Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
13
I
12
„
I I
I I
10
I I
g
I I
-
m 8
I I
I 1
-,- -1-
-'- --
G
u 6-
4-
432
3-
2
1
I I i
Hydrograph
FF'��✓✓yy++-------'--'----' - '- -------I---'---- ❑Runoff
__TY
pe II -247
- - - - - - - - --I- - - - - - -I--------- I ---------
10 -Yr Rainfal1=5.16"
r------i-T------T-r--1--' -1--'- r - l - --
_-__ -- _-'- __R-LinoffAr-ea=3'13'993,'sf_
7 - - -
-; --'-- -
--------- -Ruhoff-Vo1uine'=1-.246,af -
1 'Runoff De the
I I I i I I I
I 1
- d= - - min
I� � I I I I I I I I I I I
-r- -- -T- T - I --I-- I-------- --I- ■C I --T----
I I
I I i I I I I I 7 I - I I
I I I I I I I I I I I
-� ------ -- T --'----' - J ----'-- 1--I--- --- -- -'- - ` ----'- -� -I --- -
I
1
I I I I I I I I I I I I I
-_I_ _ _ __ _-__I_- ___ _
I I I I I I I I I I I
I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)

-� 635-002 Deal Road Pond Type 11 24 -hr 10 -yr Rainfall=5.16"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 8.06 cfs @ 12.11 hrs, Volume= 0.605 af, Depth= 1.26"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -yr Rainfall=5.16"
Area (sf)
CN
Adi
Description
247,116
58
(feet)
Woods/grass comb., Good, HSG B
4,487
98
10.7
Unconnected roofs, HSG B
251,603
59
58
Weighted Average, UI Adjusted
247,116
58
58
98.22% Pervious Area
4,487
98
98
1.78% Impervious Area
-j 4,487
100.00% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
10.7
100
0.1000
0.16
Sheet Flow, Sheet Flow - 606-596
Woods: Light underbrush n= 0.400 P2= 3.54"
1.4
139
0.1100
1.66
Shallow Concentrated Flow, Shallow Concentrated - 596-580
Woodland Kv= 5.0 fps
16
367
0.5900
3.84
Shallow Concentrated Flow, Shallow Concentrated - 580-558
Woodland Kv= 5.0 fps
2.5
130
0.0310
0.88
Shallow Concentrated Flow, Shallow Concentrated
Woodland Kv= 5.0 fps
16.2 736 Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Hydrograph
�
--------T------I-- - -----7-
-- ----I---- ---------1- -------
I �
9- ------ -
I I I I I I I I I I I I � I I I f7 Runoff
1
IL
' t
I I I
8 I Type 0 24 Thr
I
I I
r R- a i nfa 11 #5
l I
- ,------- -- -,-- r - - - - ----T- RLtnof# Area=251--A0-3-sf
-
r 6 - - I I 1 1
1 1 51I 1 1
_1 OV --kW
=05af
-------Ruoum
---------------------'-- I^5
Runoff Depth=11.26"
-1------1--I --�-------I-------------
4-
--I--- I- 1-
C I I I -� I 1 1 1' I-= I M I --,-,Ir-
,� 4 IoW L�ehgth=736
-- 1- I 1 1 I 1 I 1 1 I 'I
I 1 1 = I
_r_ � _ __ _1__r_ ____ ___T__1__1_ _ r_, _ _1_ __ _l _T^_16, �iI n�In__
3 I 1
2 --------= -;------------------1----�_-Adjusfed_G_h1-=15-8_
I I I i I I I I I I 1 I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 90 -yr Rainfall=5.96"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12 984 ac, 13 27% Impervious, Inflow Depth = 1.71" for 10 -yr event
Inflow = 8.61 cfs @ 12.11 hrs, Volume= 1.852 of
Outflow = 8.61 cfs @ 12.11 hrs, Volume= 1.852 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60 00 hrs, dt= 0 05 hrs
Reach 1 R: Post Confluence
Hydrograph
I I I I I I I I I I I
■Inflow
❑ Outflow
Fnflov r Area 119 4 ac
I I I I I I I I I I I
I I I I I I I I
I I � I I I
- ------r- ------ -------- -- ------------ -7------
I I I I I I I I
I I I I I I I I I i I
I I I I I I I I I I I
I I I I I I I I I I
I I I I i I I
I I I
I I
I I I I I � I I
1 - J - _ - _ _ _ L _ _ - _ _ _ _ _ I_ _------ I---------
I I I I
I I I I I I I
I
I I I I I I I I
I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type 1124 -hr 10 -yr Rainfal1=5.16"
Prepared by Microsoft Printed 6/21/2017
HydroCAD®10 00-19 s/n 03942 02016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P01: DETENTION POND
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 2.07" for 10 -yr event
Inflow = 12.43 cfs @ 12.26 hrs, Volume= 1.246 of
Outflow = 5.71 cfs @ 12.63 hrs, Volume= 1.246 af, Atten= 54%, Lag= 21.8 min
Primary = 5.71 cfs @ 12.63 hrs, Volume= 1.246 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 561.32' @ 12.63 hrs Surf.Area= 0.179 ac Storage= 0.357 of
Plug -Flow detention time= 93.5 min calculated for 1.246 of (100% of inflow)
Center -of -Mass det. time= 93.4 min ( 961 3 - 867.9 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
558.00 0.007 0.000 0.000
560.00 0.139 0.146 0.146
562.00 0.200 0.339 0.485
564.00 0.270 0.470 0.955
566.00 0.350 0.620 1.575
A Device Routing Invert Outlet Devices
#1 Primary 557.40' 36.0" Round Culvert
L= 83.3' RCP, groove,end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/556.57' S= 0.0100 T Cc= 0.900
n=0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
#2 Device 1 557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 560.10' 36.0" W x 4.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=5.71 cfs @ 12.63 hrs HW=561.32' (Free Discharge)
t- =Culvert (Passes 5.71 cfs of 60.35 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.77 cfs @ 8.82 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 4.94 cfs @ 4.94 fps)
=25 YR Orifice/Grate ( Controls 0.00 cfs)
=Overflow ( Controls 0.00 cfs)

635-002 Deal Road Pond Type 1124 -hr 10 -yr Rainfall=5.16"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
Pond P01: DETENTION POND
Hydrograph
1 _ J _ 1 _ 1
I I I
I I I I I I I I I I I
I I ❑ Primary
InfloWAre6=7.208 ac
I I I I I I I I I I I I
I I I I I I
Peak- Elev 561 ,2' -
I I I I I I I I I I I I
Storage 0_ ._357_ of
I I I I I I I I I I I I
I
I I 1 I I I I I I I
J _ J _ _ _ _ _ _ - _ J _ _ _ _ - _ 1 _ J ------ L _ 1 ------ I_ _ L ------ _____
I I I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I I
I I I I I I I I I I I I
JI I I I I I I I I I I
I I I I I I I I I I I I
-I - i ---- -- -- -
I I
I I I I I I I I I I I
I I I I I I I
Time (hours)

2.2.4 — 25 Year, 24 Hour Storm

2.00
POST-
DETENTI
)A TO
)N POND
k
DETENTION
POST -D VELOPED
UNDET INED AREA
Su4
Reach on L
ink
Post Confluence

iJ
635-002 Deal Road Pond Type// 24 -hr 25 -yr Rainfall=6.15"
Prepared by Microsoft Printed 6/21/2017
- HydroCADO 10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60.00 hrs, dt=0.05 hrs, 1201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22.48% Impervious Runoff Depth=2 83"
Tc=30.5 min CN=69 Runoff=17 25 cfs 1.700 of
Subcatchment2.01: POST -DEVELOPED RunoffArea=251,603 sf 1.78% Impervious Runoff Depth=1 85"
Flow Length=736' Tc=16.2 min UI Adjusted CN=58 Runoff=12.51 cfs 0.891 of
Reach 1 R: Post Confluence Inflow=14.13 cfs 2.591 of
Outflow=14.13 cfs 2.591 of
Pond P01: DETENTION POND Peak Elev=562 00' Storage=0.485 of Inflow=17.25 cfs 1.700 of
,— Outflow=8.64 cfs 1.700 of
Total Runoff Area = 12.984 ac Runoff Volume = 2.591 of Average Runoff Depth = 2.39"
86.73% Pervious =11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type// 24 -hr 25 -yr Rainfall=6.15"
Prepared by Microsoft Printed 6/21/2017
-- HydroCAD®10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff =
17.25 cfs @ 12.26 hrs, Volume= 1.700 af, Depth= 2.83"
Runoff by SCS TR
-20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.15"
Area (sf)
CN Description
41,470
98 Roofs, HSG B
_ 29,100
98 Paved roads w/curbs & sewers, HSG B
243,423
61 >75% Grass cover, Good, HSG B
' 313,993
69 Weighted Average
243,423
61 77.52% Pervious Area
70,570
98 22.48% Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
30.5
Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
Hydrograph
_ ,e_
_ --,--I
I I I I I I I I
-------l--i----I -----------------------'----
f��1�7�25rcfs•� -- ,- - 1 ----
❑Runoff
,7---,
Type II 24hr
16
15
I
-
-
�.
------- - - --
--' - �- 25 -yr Rainfall=6.'f5'�-
I- I I
I 14
----
1Are
----
I
- ----; -; ---'-- - --; ff a=3-1'3-;993 sf -
Rd '
_' 13
12
----'--
—
-1----- -----------=--- - - -- --=----'-- ---
- - - Runoff Volume=1:700 of
y 11
-
II
T -I- T 7 -------- R-
- -RUn- o- -ff-DII1epi*I,1 -.
I109
--I ----
''
6
-I
--I --1I
---- -iI
�
--'I
--�---
----
--------------- --
---- -- - -- --
I-----------1--';---
N16
b,
I I
5
_
/
1 - --'-- _ 1 _
_ q
_
' 2
I -
- --- ----------1--------- - -I--
1-
_
- -
- - - - - - - - - - - - -
24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 25 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Pape 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 12.51 cfs @ 12.10 hrs, Volume= 0.891 af, Depth= 1.85"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0 00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.15"
Area (sfl
CN
Adi
Description
247,116
58
(feet)
Woods/grass comb., Good, HSG B
4,487
98
10.7
Unconnected roofs, HSG B
251,603
59
58
Weighted Average, UI Adjusted
247,116
58
58
98.22% Pervious Area
4,487
98
98
1.78% Impervious Area
4,487
3 7
1 - I I I I
100 00% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
10.7
100
01000
0.16
Sheet Flow, Sheet Flow - 606-596
------r----
10Runoff
--r- ------r------r--i--I----r--I---`-----I---------r-r----
- �4rea=2511 603 sf
Woods- Light underbrush n= 0.400 P2= 3.54"
1.4
139
0.1100
1.66
Shallow Concentrated Flow, Shallow Concentrated - 596-580
3 7
1 - I I I I
o
Woodland Kv= 5.0 fps
1.6
367
0.5900
3.84
Shallow Concentrated Flow, Shallow Concentrated - 580-558
-, -, --I - - -,--'-- - -, - ---1-----------T16.2�--,
-- i-
c=�
'
4
I I I I I _ I _ _ _ _ _ _
__N=158
Adj
Woodland Kv= 5.0 fps
2.5
130
0.0310
0.88
Shallow Concentrated Flow, Shallow Concentrated
2
Woodland Kv= 5.0 fps
16.2 736 Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Hydrograph
14
I I I I
1 I
I_ T-
unoff
13
12.5ccfs',
- -_ -
-ype_n-24 hr -
12
I
25 -yr Rainfall=6.15"
------r----
10Runoff
--r- ------r------r--i--I----r--I---`-----I---------r-r----
- �4rea=2511 603 sf
9 �'
I I � I
-;- --;-- - - - - ----;---- -;--;-Runoff-Voluilxtle=0:891;af -
^
t -Runoff- Depth=1-.85"-
3 7
1 - I I I I
o
--------- --
- - --,-- - - ------ ------;--,-Flow Length=73-6'--
6
I I I
I I �
5
-, -, --I - - -,--'-- - -, - ---1-----------T16.2�--,
-- i-
c=�
'
4
I I I I I _ I _ _ _ _ _ _
__N=158
Adj
_-lJl ---- _
3
I I
2
1
I I I I I I I I I I I I I
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type 1124 -hr 25 -yr Rainfall=6.15"
Prepared by Microsoft Printed 6/21/2017
HydroCAD010 00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint- Not Described (Outflow= Inflow)
Inflow Area = 12 984 ac, 13.27% Impervious, Inflow Depth = 2.39" for 25 -yr event
Inflow = 14.13 cfs @ 12.15 hrs, Volume= 2.591 of
Outflow = 14 13 cfs @ 12.15 hrs, Volume= 2.591 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Reach 1 R: Post Confluence
Hydrograph
I ----7-� ----I-- - - - - - T� rI -T� - - - - - --I I
- - - - - - -I
- - - - - --
Inflow
❑ Outflow
--------- -------- -Inflow-Areal-1-2:984 -ac -
� I I I I I I I I I I
I I I I I I I I � I I
=--I- -- - - - --I- - ---- _ --------- ------ I- - ------ - - - - -
I I I I I I I I I I I
I I I i i I I I I I I
I I
I I I I I I I I I I I
I I I I I I I I I
I I I I I I I I I
I I I I I I I I
I I I i I I I I
_ _ _ _ -- - _ _ _ _ _ I_ _ I_ _ _ _ _ _ _I I- - - - _
I I I I I - � I I I __
I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 25 -yr Rainfall=6.15"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P01: DETENTION POND
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 2.83" for 25 -yr event
Inflow = 17.25 cfs @ 12.26 hrs, Volume= 1.700 of
Outflow = 8.64 cfs @ 12.58 hrs, Volume= 1.700 af, Atten= 50%, Lag= 19.5 min
Primary = 8.64 cfs @ 12.58 hrs, Volume= 1.700 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
- Peak Elev= 562.00' @ 12.58 hrs Surf.Area= 0.200 ac Storage= 0.485 of
Plug -Flow detention time= 85.3 min calculated for 1.700 of (100% of inflow)
Center -of -Mass det. time= 85.3 min ( 944.1 - 858.8 )
r� Volume Invert Avail.Storage Storage Description
J #1 558.00' 1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_ (feet) (acres) (acre-feet) (acre-feet)
558.00 0.007 0.000 0.000
560.00 0.139 0.146 0.146
562.00 0.200 0.339 0.485
564.00 0.270 0.470 0.955
566.00 0.350 0.620 1.575
Device Routing Invert Outlet Devices
#1 Primary 557.40' 36.0" Round Culvert
L= 83.3' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/ 556.57' S=0.0100'/' Cc= 0.900
n=0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
#2 Device 1 557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 560.10' 36.0" W x 4.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
I'
LJ Primary OutFlow Max=8.63 cfs @ 12.58 hrs HW=562.00' (Free Discharge)
t -=Culvert (Passes 8.63 cfs of 69.15 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.84 cfs @ 9.67 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 6.33 cfs @ 6.33 fps)
=25 YR Orifice/Grate (Orifice Controls 1.45 cfs @ 2.49 fps)
=Overflow ( Controls 0.00 cfs)

635-002 Deal Road Pond Type 11 24 -hr 25 -yr Rainfall=6.15"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
Pond P01: DETENTION POND
Hydrograph
1 _ 1 —----— L _ L —-—--— L — L -----— I— _ L —--
17.2-5
_17.25 cfs
I I
' I I
I
' I I
I I
I I
• I
• 118:64
0
• I I
' I I
-----------------;--InfloW Area=7.-208- ac -
!
------------------+-,---
I I I I
I I Peak -Eley; 562;.010' -
I I 1 I
I I I I
I I I I I I I I
Stora a=0.485 of
I I I I I I I I
I
I
I I I
I I I I I I I
I I I I
11 I I I I
I
r - r I— -r I r - - -
I I I I I I I I
I I I I I I I I
— — — — — — —
I I I
---'-- ----'- -'- - --
I I I I
— — — — — — — — — — — —
I I I I I I I I
I I I I I
J _ _ — _ _ — _ — 1 _ _I_ _ _ _
I I I I
I I I
_ _ L _ J _ _ — _ _ _ L _ 1 _ _ _ _ — — I_ _ L _ _ _ _ _ —I_ _ L
I I I I I
I I I
IL
I
1 _ J _ _ _ _ _ _ L _ 1 _ _ _ _ _ _ L _ IL — _ _ _ _I_
I I I I I I I I
I I I I I I I I
%''.�'�I,.!� !!// 2�'�%✓�LL�lI�4Lt/J1fe.'rfir`���1*L'j+i�. .. �G �,6�,+—.'fi,�'y%�i„�y
may/////!/!//!/O!///!///!///!/!!/!//////lfTime (hours)
F Inflow
❑ Primary

2.2.5 — 50 Year, 24 Hour Storm

C.
POST-EATO
DETENTIN POND
I�
DETENTION
POST-D�VELOPED
UNDET INED AREA
'S.ubcat Each on L
ink
Post Confluence

635-002 Deal Road Pond Type 1124 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 02016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60.00 hrs, dt=0 05 hrs, 1201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22 48% Impervious Runoff Depth=3 47"
Tc=30.5 min CN=69 Runoff=21.32 cfs 2.086 of
Subcatchment2.01: POST -DEVELOPED RunoffArea=251,603 sf 1 78% Impervious Runoff Depth=2 38"
Flow Length=736' Tc=16.2 min UI Adjusted CN=58 Runoff=16 42 cfs 1 143 of
Reach 1 R: Post Confluence Inflow=19.74 cfs 3 230 of
Outflow=19 74 cfs 3 230 of
Pond P01: DETENTION POND Peak Elev=562 52' Storage=0 593 of Inflow=21.32 cfs 2.086 of
Outflow=10 61 cfs 2.086 of
Total Runoff Area = 12.984 ac Runoff Volume = 3.230 of Average Runoff Depth = 2.98"
86.73% Pervious = 11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD@ 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff = 21.32 cfs @ 12.26 hrs, Volume= 2.086 af, Depth= 3.47"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0 00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 50 -yr Rainfall=6.95"
Area (sf) CN Description
41,470
98
Roofs, HSG B
29,100
98
Paved roads w/curbs & sewers, HSG B
243,423
61
>75% Grass cover, Good, HSG B
313,993
69
Weighted Average
243,423
61
77.52% Pervious Area
70,570
98
22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.5 Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
Hydrograph
23-_1
�
--II -------- i' ----------- ❑Runoff
21.3_ 2�;C,fs-------II
22:
I I I I
21'
- - -----------------}--------
I I I
--'---- - ------Type-H-24hr -
20=
,
19=
50 -yr Rainfall=6.95 "
S _
_ Y _ _ _ _I_ _ _ _ — — r. _ _ _ _ _ _ _ _
t _ _— _ _ _ - _ Y _ _ t _ _ _ — _ _I_ — _ _ _ _ _ _ _I_ _ _ _ — _ -7 _ r _ t _
,7
_ _ _ — _ _ _ _ _ _ _ -;-- - - - - --
------ -----Rdn®ff Are&3 1- 993 sf -
16
_1___ I_____ c _L——___—__1I1_�I1
I________— I__..___'__ L_ 1____
15
I I I
I I I I I I I I � I
Volume=2.086; of
14
,3_
---'_------ -----1---_--I----i-
- - - - ----------- - - - - - - - - - --
--1-Runoff
-- --
s
� Runoff Depth 3.47"-
3 12
---------- *,-r------r----I--
-r---r--- T - -I- - - - - - - - -----r-7----
o 11
I _ I I
Tc=30.5' i
10
M n
y-
9
— A W: 9_ _
7
-4---------r--------r---—--r---i----
I
-----------I---------r- ----
6
I
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I
— -— — — —— —I-- -- --
i l
5
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+ --I --' -- -a- '--------- - - - - - I -a- -
I I I I I I I I I I
—— —I—
3
- - - -- —------ —-
�� '
-'--' ---'-- --- --'--'——------- - - - - -- '- - --
2
_i_—__I_____ _ _____}______y_.y_____}—_I_________I--__—____F_}____
1
I I
I I I I I I I I
0
0
2 4 6 8 10 12 14 16 18 20 22
24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

- 635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Paoe 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 16.42 cfs @ 12.10 hrs, Volume= 1.143 af, Depth= 2.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 50 -yr Rainfall=6.95"
Area (sf) CN Adi Description
- 247,116 58 Woods/grass comb., Good, HSG B
- 4,487 98 Unconnected roofs, HSG B
251,603 59 58 Weighted Average, UI Adjusted
247,116 58 58 98.22% Pervious Area
4,487 98 98 1.78% Impervious Area
4,487 100.00% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
10.7
100
0.1000
0.16
Sheet Flow, Sheet Flow - 606-596
Woods: Light underbrush n= 0.400 P2= 3.54"
1.4
139
0.1100
1.66
Shallow Concentrated Flow, Shallow Concentrated - 596-580
Woodland Kv= 5.0 fps
1.6
367
0.5900
3.84
Shallow Concentrated Flow, Shallow Concentrated - 580-558
Woodland Kv= 5.0 fps
2.5
130
0.0310
0.88
Shallow Concentrated Flow, Shallow Concentrated
Woodland Kv= 5.0 fos
16.2 736 Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Hydrograph
16:42' 1 1 _
16 T _ - 1 _ r - T _ _1 _ _ _ _ r _ - ®Runoff
11:
I I I -I
.-;cfs I
T I----- i----1--r-T--I--I--r- ----r-T-----------'----1----r-T-'i--
16 - - TY ple-ll_�4=Lll__
+---'--*--1--I----+--1-------- 1- +
1 5
V30 9
-'iiI ------I _----Ir --------- ----i- -- ---'�� --
I n5o1II --0 ff�-yr - r-Re� aa1II -=in2ILi f-5all-�=60'III
.391II
5s"
14-
13
4
12 lm1:143; ofRunofVoue
10 --, -- Runoff D-,.38"fI�
-
-
-
-
-
-
--TT+'-----I11--r----
r+r---+II
--_-1
--_-'-_-II"---I1I
T
F_IW _- _LI_ eM 8 -"th-'-_-_-
�1i_- 311
fi-_1
t
0 AT
r-I-rT-1
7 - I -611 1
J
5 ;UIAdjA e0_58
_I LI -
I
3 - - -,- -I- - --_- -I- - - - -- _'- - J -
--
_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 12.984 ac, 13.27% Impervious, Inflow Depth = 2.98" for 50 -yr event
Inflow = 19.74 cfs @ 12.12 hrs, Volume= 3.230 of
Outflow = 19.74 cfs @ 12.12 hrs, Volume= 3.230 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
I I
221(,"1------- Q_ d r
21---- 1,9.74cfs
Reach 1 R: Post Confluence
Hydrograph
-' I -----'----------- � -I ------I -------� -� _ -II --� -------I
--------
I*- --- --.------
■Inflow
- ' - - - - - I - ------ - - - -- ❑Outflow
Inf_ ea�,-; l -®w+ �r1-27.9-84
- -.9-84aC
- ------------------------------
I
I
I I I I I I
I I I I I I
I I I I I I I
I I I I I I I I I I
f I I t I I
I I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I I I I I I I I
I
I I I I I I I I I I
I I I I I I I I I
1______I__ L___ -__I__I_-____
i I
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

- 635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Pa-ge 6
Summary for Pond P01: DETENTION POND
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 3.47" for 50 -yr event
Inflow = 21.32 cfs @ 12.26 hrs, Volume= 2.086 of
Outflow = 10.61 cfs @ 12.58 hrs, Volume= 2.086 af, Atten= 50%, Lag= 19.4 min
Primary = 10.61 cfs @ 12.58 hrs, Volume= 2.086 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 562.52' @ 12.58 hrs Surf.Area= 0.218 ac Storage= 0.593 of
Plug -Flow detention time= 79.2 min calculated for 2.084 of (100% of inflow)
Center -of -Mass det. time= 79.3 min ( 932.3 - 852.9 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_(feet) (acres) (acre-feet) (acre-feet)
558.00 0.007 0.000 0.000
560.00 0.139 0.146 0.146
562.00 0.200 0.339 0.485
564.00 0.270 0.470 0.955
566.00 0.350 0.620 1.575
Device Routing Invert Outlet Devices
#1 Primary 557.40' 36.0" Round Culvert
L= 83.3' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/556.57' S=0.0100'/' Cc= 0.900
n=0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
#2 Device 1 557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 560.10' 36.0" W x 4.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.61 cfs @ 12.58 hrs HW=562.51' (Free Discharge)
L=Culvert (Passes 10.61 cfs of 76.17 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.90 cfs @ 10.27 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 7.22 cfs @ 7.22 fps)
-- =25 YR Orifice/Grate (Orifice Controls 2.49 cfs @ 4.27 fps)
=Overflow ( Controls 0.00 cfs)

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
Pond P01: DETENTION POND
Hydrograph
I I I I
I
® Inflow
21,.,32 efs
;
[IPrimary22:
23
InfIOw;Area=7.200 ac
21-
20-
_-_--_,__I___
_ ______i_�______}_
___
lea+k-Flew=562'5;2" -
19_
__,'.
I I I
I
18
17-
�,
- - -
------I--,
- - - --I-- ---------
---,--,---------,------,
- - - - - - - -- - - - - - - -L- - - - -- --- - - - - -- ---
-
- ;-----St®rage ;0.593-af -
16-
15.
'',
___---I--r-
-r-- i -- -
- - -r I - r - I F I r I r----
-
-------'- -- --------'--------- -----
N
w 13.
I I I
I I + I I I I + I I
3 12
'''
----
1'0..6'1'cfs�;-----
-------------- J - - - - - - ------------------ ---
LL 10-
i
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1
I I I I I I I I I
]
_
_
7
_ - - -
_ - _I_ J _ _I_ - -
- _ - 1 _ J _ _ - - - _ L _ J _ _ _ - _ _ L _ 1 _ _ _ _ _ _I_ _ L - _ - _ - _I_
5
- - -
- -- --'-►f ---'----
- --'---
--'---=--------'--'------- - - - - ---- -;----
3-
2
1
0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 4O'42 44 46 48 50 52 54 56 58 60
Time (hours)

2.2.6 — 50 Year, 24 Hour Storm

2.00
POST -DA TO
DETENTION POND
DETENTION
2.01
POST -D VELOPED
UNDET INED AREA
Subcat Reach on Link
Post Confluence

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-60 00 hrs, dt=0.05 hrs, 1201 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2.00: POST -DA TO Runoff Area=313,993 sf 22.48% Impervious Runoff Depth=3 47"
Tc=30 5 min CN=69 Runoff=21 32 cfs 2 086 of
Subcatchment2.01: POST -DEVELOPED RunoffArea=251,603 sf 1 78% Impervious Runoff Depth=2 38"
Flow Length=736' Tc=16 2 min UI Adjusted CN=58 Runoff=16 42 cfs 1.143 of
Reach 1 R: Post Confluence Inflow=19.74 cfs 3 230 of
Outflow=19.74 cfs 3 230 of
Pond P01: DETENTION POND Peak Elev=562 52' Storage=0 593 of Inflow=21 32 cfs 2.086 of
Outflow=10 61 cfs 2.086 of
Total Runoff Area = 12.984 ac Runoff Volume = 3.230 of Average Runoff Depth = 2.98"
86.73% Pervious = 11.261 ac 13.27% Impervious = 1.723 ac

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD@ 10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2.00: POST -DA TO DETENTION POND
Runoff = 21.32 cfs @ 12.26 hrs, Volume= 2.086 af, Depth= 3 47"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 50 -yr Rainfall=6.95"
Area (sfl CN Descriotion
41,470
98
Roofs, HSG B
29,100
98
Paved roads w/curbs & sewers, HSG B
243,423
61
>75% Grass cover, Good, HSG B
313,993
69
Weighted Average
243,423
61
77.52% Pervious Area
70,570
98
22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.5 Direct Entry, See caclulations in project folder
Subcatchment 2.00: POST -DA TO DETENTION POND
Hydrograph
I
'
I I I I
' I ' ' ' I ' I
❑Runoff
23
---,--I '21`32,�cfs
T _ _I _ _ _ _ T _ ,
- --I----T--I---------I---------r-r-----
22
�,
- --
- _ _
21 .
I I
---- - - - - --
-------------,----,-------+----------�/pe-H-24I;hr-
20
,9
50 -yr Rainfall=6.95"
18_
- -r - - - - I ----- �
-r--------*--I----r-�--I----*--I---------I---------r--�----
17
-L ----;---- -;--- -Runoff -rea- - --
,6 .
-- , ,
---- ----- ',r
_ _ - ----I----- --993 --
-�------1--I----�-�--I-Runoff
15
I I
I I
I � I I I I I RunoffVolume -2.--L-1----
086 of
14
----------- E
I I
---- -----------------=--'-------------------------
I
I _I �
----.--� -_1I -1I -RunoffDe th=3 47" -
....
12
I
r --I-
11
Tc=30.min
10
-
9
I I
CN -69
9-
a-
- - - - - - - -
- L - - - - - - - - L _
7
_T____I____,_r________T__I____r_-__I____7__I_________I_________r_T____
6_
- _ _I_ _ - _ _ _ _
_ _ _ _ _ _ _ _ _ _ _ _ _I_ _ - _ T _ _ _ _I_ _ _ _ - _ _I_ _ _ _ - _ _ _ _ _ _ _ _ _ _ _I_ _ _ _ - - _ _ _
I I
5
_
I- - - - - -I
I
2
�
----- - - - --
-I---------+---I---- ---------------------+----
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Runoff = 16.42 cfs @ 12.10 hrs, Volume= 1.143 af, Depth= 2.38"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Type II 24 -hr 50 -yr Rainfall=6 95"
Area (sf)
CN
Adl
Description
247,116
58
(feet)
Woods/grass comb., Good, HSG B
4,487
98
10.7
Unconnected roofs, HSG B
251,603
59
58
Weighted Average, UI Adjusted
247,116
58
58
98.22% Pervious Area
4,487
98
98
1.78% Impervious Area
4,487
100 00% Unconnected
Tc
Length
Slope
Velocity
Capacity Description
_ (min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
10.7
100
0.1000
0.16
Sheet Flow, Sheet Flow - 606-596
14
-yr
, I -
13
Woods: Light underbrush n= 0.400 P2= 3.54"
1.4
139
0.1100
1.66
Shallow Concentrated Flow, Shallow Concentrated - 596-580
10-:
V -
_".
I I �
---------; k-- -------I-------------I---- T -R - Depth=2.36-'--
Woodland Kv= 5.0 fps
1.6
367
0.5900
3.84
Shallow Concentrated Flow, Shallow Concentrated - 580-558
7- -
I I
-i----I---------------+--I---------I----+-----------
x .A
Woodland Kv= 5.0 fps
2.5
130
0.0310
0.88
Shallow Concentrated Flow, Shallow Concentrated
4
-' ----- -` k --- 1----'-- - J
3
Woodland Kv= 5.0 fps
16.2 736 Total
Subcatchment 2.01: POST -DEVELOPED UNDETAINED AREA
Hydrograph
18
-j - -- - -- - -F - -- - - - - -- T - -I - - -- - -
❑ Runoff
-----,- T-- - - - - r -I ------T ----------- - - - - - - - - F 7----
- ----' 16.42
17-:-
cfs, i I I I I
-,-,- �-----i--I-----,-,--I----
- I------l---�'---y--- e�A,----
- -I -
15
50 Rainfall=6.95"
14
-yr
, I -
13
- - - ----- -----' --'-J--'- I
' Rlun®ff Area=251 603' of
;Run®ff Vol une=1:13; of
11 -
10-:
V -
_".
I I �
---------; k-- -------I-------------I---- T -R - Depth=2.36-'--
3 9
O
M8
E , ___I__ ___ _____ _
FIo Length;■ 3Vi.=-
'
_/Mt_ _
T---------r-----i--� YY
- - - T - - - - r - T - - - - - - - T - - - - - - T - - -I- - r - - - - - r - T
7- -
I I
-i----I---------------+--I---------I----+-----------
x .A
b,
5
I Adjusted CN =;S9
__bI
4
-' ----- -` k --- 1----'-- - J
3
I I I I I I I I I I I I I
-' - - -- ---- -' - -- -'-------- - - - - -- '--'
'Z
)
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCADO 10 00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 5
Summary for Reach 1 R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.984 ac, 13 27% Impervious, Inflow Depth = 2.98" for 50 -yr event
Inflow = 19.74 cfs @ 12 12 hrs, Volume= 3 230 of
Outflow = 19.74 cfs @ 12.12 hrs, Volume= 3.230 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-60.00 hrs, dt= 0 05 hrs
Reach 1 R: Post Confluence
Hydrograph
22
---------------
-----19+; --
Q 7@'._�
------------------------r- I------I--I------�--------
- - I I - 1
______1_______1______L_1--____I__L_----_I__I___--__
■Inflow
❑ Outflow
21
cfs';---------r-7------
-1-2-
20
9-84
--===-74
-Ifffl6W-//�P��=x -ac
s
'
- -' - -
--------- - - - - - - - - - - - '- - - -
--- ----------------------
18'
I I I I I I I I
w
_ _ _ _ _ - I _ _ _ _ _ _
15
I
14
13 _
-;
- - -
N
(� 12-
`- -'
I I I
; '•
I I I I I I I I I
11
I I I
I I I I i I I I �
C 10 -
LL
-
7
I I
I I I I I I I I I I
'
,
- -I
4-
1
0
0
2
4 6 8 10 12 14 16
18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD®10.00-19 s/n 03942 @2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P01: DETENTION POND
Inflow Area = 7.208 ac, 22.48% Impervious, Inflow Depth = 3.47" for 50 -yr event
Inflow = 21.32 cfs @ 12.26 hrs, Volume= 2.086 of
Outflow = 10.61 cfs @ 12.58 hrs, Volume= 2.086 af, Atten= 50%, Lag= 19.4 min
Primary = 10.61 cfs @ 12.58 hrs, Volume= 2.086 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 562.52' @ 12.58 hrs Surf.Area= 0.218 ac Storage= 0.593 of
Plug -Flow detention time= 79.2 min calculated for 2.084 of (100% of inflow)
Center -of -Mass det. time= 79.3 min ( 932.3 - 852.9 )
Volume Invert Avail.Storage Storage Description
#1 558.00'
1.575 of Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (acres)
(acre-feet) (acre-feet)
558.00 0.007
0.000 0.000
560.00 0.139
0.146 0.146
562.00 0.200
0.339 0.485
564.00 0.270
0.470 0.955
566.00 0.350
0.620 1.575
Device Routing
Invert Outlet Devices
#1 Primary
557.40' 36.0" Round Culvert
L= 83.3' RCP, groove end projecting, Ke= 0.200
Inlet/ Outlet Invert= 557.40'/ 556.57' S=0.0100'/' Cc= 0.900
n=0.011 Concrete pipe, straight & clean, Flow Area= 7.07 sf
J #2 Device 1
557.80' 4.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1
560.10' 36.0" W x 4.0" H Vert. 2 YR 810 YR Orifice/Grate C= 0.600
#4 Device 1
561.60' 28.0" W x 3.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1
562.75' 48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.61 cfs @ 12.58 hrs HW=562.51' (Free Discharge)
'L =Culvert (Passes 10.61 cfs of 76.17 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.90 cfs @ 10.27 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 7.22 cfs @ 7.22 fps)
=25 YR Orifice/Grate (Orifice Controls 2.49 cfs @ 4.27 fps)
=Overflow ( Controls 0.00 cfs)
1
I
L`

635-002 Deal Road Pond Type// 24 -hr 50 -yr Rainfall=6.95"
Prepared by Microsoft Printed 6/21/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC Page 7
21
41
I I
I I
I I
I I
I I
� I I
I I
I I
' I I
Pond P01: DETENTION POND
I
Hydrograph
I I I
I
S:fs ❑ Inflow Prima ry
Inflow Area=7®206
ac
-,--------j-
I I
I I
I I I I
I I
------ ----- Pealk-EI6v"562:251
I I i
-
I
Storage=0.59-3-af
I I I I I I
-
I I I
I I
I I I I I I I
I I I
) I I
I I
i I
I I I I I I I
I I I I I I I
i
-_----_I_-'-----
I I I
I I I
I
-I--Ir---r--r--I------r-i------r-1------r-r
I I I I I I I
I I I I I I I
I I I
I I I
I r ---
J
� I
II
1 _ J _ _ _ _ _ _ 1 _ 1 _ - - _ _ - L _ 1 - _ _ _ - _ L _
1-7 r -r
I I I I I
L _ - _ _ _ _I_
-r -r----
I
I I
Time (hours)
58 60

Chapter 3 — Storm Drain Hydraulic Analysis
3.1— Ditch Design

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
- Ditch 1 to DI -1
- 2 Year Event
_ Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
I!
= 1.50
Invert Elev (ft)
= 602.00
Slope (%)
= 1.00
N -Value
= 0.060
(—; Calculations
! Compute by:
Known Q
Known Q (cfs)
= 1.28
Elev
604.00
I,
603.50
603.00
i
602.50
602.00
601.50
(ft) Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.63
= 1.280
= 1.19
= 1.07
= 3.98
= 0.41
= 3.78
= 0.65
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
050
M9
n rn

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc
i
Ditch 1 to DI -1
- 5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 602.00
Slope (%)
= 1.00
N -Value
= 0.060
- Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.49
Elev
604.00
603.50
603.00
I -J
602.50
.I
60200
601.50
i
A
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.66
= 1.490
= 1.31
= 1.14
= 4.17
= 0.44
= 3.96
= 0.68
0 1 2 3 4
5 6
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
M
n r1n
7 8 9 10 11 v vv

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D@ by Autodesk, Inc
Ditch I to DI -1
- 10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 602.00
Slope (%)
= 1.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.64
Elev (ft) Section
60400
60350
60300
60250
602.00
601.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.69
= 1.640
= 1.43
= 1.15
= 4.36
= 0.46
= 4.14
= 0.71
- T -
1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1 50
1.00
050
FIXOT41
-r) r1r)
8 9 10 11 v vv

� L ,
sion Control Materials Design Software
Version 5.0
Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 1
Discharge
1.64
Peak Flow Period
24
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Good 75-95%
Soil Type
Sandy Loam
Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Good 75-95%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Nlannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
1.64 cfs
0.75
0.85 ft
0.108
3.33 lbs/ft2
0.53 lbs/ft2
6.27
STABLE
Vegetation
ft/s
Underlying
Straigh
1.64 cfs
0.75
0.85 ft
--
0.04 lbs/ft2
0.003 lbs/ft2
12.57
STABLE
--
Substrate
I ft/s

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D0 by Autodesk, Inc
Ditch 2 to DI -1
- 2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 602.00
Slope (%)
= 4.00
N -Value
= 0.060
- Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.56
Elev (ft)
- - 7 604.00
60350
60300
60250
60200
601 50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.52
= 1.560
= 0.81
= 1.92
= 3.29
= 0.45
= 3.12
= 0.58
Depth (ft)
2.00
1.50
1 00
0.50
1 2 3 4 5 6
Reach (ft)
7 8 9 10 11

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
Ditch 2 to DI -1
- 5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 602.00
Slope
= 4.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.82
Elev (ft) Section
60400
603.50
603.00
602.50
60200
601 50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.55
= 1.820
= 0.91
= 2.01
= 3.48
= 0.47
= 3.30
= 0.61
Depth (ft)
2.00
2 3 4 5 6 7
Reach (ft)
8 9 10 11
1 50
1.00
050
IIMO
_n r1n

Channel Report
Hydraflow Express Extension for Autodesk@) AutoCADO Civil 3DO by Autodesk, Inc
Ditch 2 to DI -1
- 10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 602.00
Slope (%)
= 4.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft) Section
604.00
60350
60300
60250
602.00
601 50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.57
= 2.000
= 0.97
= 2.05
= 3.60
= 0.49
= 3.42
= 0.64
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1 00
0.50
9 1O,
_n Gn
9 10 11 - vv

North American Green
Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 2
Discharge
2
Peak Flow Period
24
Channel Slope
0.04
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Sandy Loam
Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
2 cfs
1.6
0.65 ft
0.084
3.33 lbs/ft2
1.61 lbs/ft2
2.07
STABLE
Vegetation
ft/s
Underlying
Straigh
2 cfs
1.6
0.65 ft
--
0.04 lbs/ft2
0.022 lbs/ft2
1.59
STABLE
--
Substrate
I
ft/s

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D0 by Autodesk, Inc
Ditch 3 to DI -2 - 2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 578.00
Slope (%)
= 8.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.86
Elev (ft) Section
580.00
57950
57900
57850
578.00
577.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.64
= 3.860
= 1.23
= 3.14
= 4.05
= 0.64
= 3.84
= 0.79
1 2 3 4 5 6
Reach (ft)
Depth (ft)
200
1.50
1.00
0.50
_n rn
7 8 9 10 11 v

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
Ditch 3 to DI -2 - 5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 578.00
Slope (%)
= 8.00
N -Value
= 0.060
-, Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.49
Elev (ft) Section
58000
579.50
579.00
578.50
57800
577.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.68
= 4.490
= 1.39
= 3.24
= 4.30
= 0.68
= 4.08
= 0.84
1 2 3 4 5 6 7
Reach (ft)
8 9 10 11
Depth (ft)
200
1 50
1.00
050
_n Gn

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3DO by Autodesk, Inc
Ditch 3 to DI -2 - 10
Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 578.00
Slope (%)
= 8.00
N -Value
= 0.060
- -I Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.94
Elev (ft) Section
580.00
579.50
579.00
578.50
578.00
577.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.71
= 4.940
= 1.51
= 3.27
= 4.49
= 0.71
= 4.26
= 0.88
1 2 3 4
Depth (ft)
200
1.50
1.00
050
MIX
n Gn
5 6 7 8 9 10 11 vvV
Reach (ft)

North American Green
®� 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
AMERICAN Tel. [phone]
Fax [phone]
GREEN www.nagreen.com
sion Control Materials Design Software
Version 5.0
Project Name: Deal )toad
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 3
Discharge
4.94
Peak Flow Period
24
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Sandy Loam
SC250 - Class D - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Patter
SC250 Unvegetated
Straight
4.94 cfs
4.71
0.59 ft
0.038
2.5 lbs/ft2
2.95 lbs/ft2
0.85
UNSTABLE
E
ft/s
SC250 Reinforced
Straight
4.94 cfs
3.41
0.69 ft
0.059
8 lbs/ft2
3.47 lbs/ft2
2.31
STABLE
E
Vegetation
ft/s
Underlying Substrate
Straight
4.94 cfs
3.41
0.69 ft
--
0.8 lbs/ft2
0.527 lbs/ft2
1.52
STABLE
--
ft/s

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCAD@ Civil 3D@ by Autodesk, Inc
Ditch 4 to LVWA
- 2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 8.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.27
Elev (ft) Section
582.00
581.50
581 00
58050
58000
57950
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.53
= 2.270
= 0.84
= 2.69
= 3.35
= 0.52
= 3.18
= 0.64
Depth (ft)
2.00
1 50
1 00
0.50
9"1
1 2 3 4
5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D@ by Autodesk, Inc
Ditch 4 to LWA
- 5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 8.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.11
Elev (ft) Section
58200
581 50
581.00
580.50
580.00
57950
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.51
= 2.110
= 0.78
= 2.70
= 3.23
= 0.50
= 3.06
= 0.62
Depth (ft)
200
1 50
1.00
0.50
1 2 3 4 5 6 7
Reach (ft)
8 9 10 11

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD@ Civil 3D@ by Autodesk, Inc
Ditch 4 to LW -1
- 10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 8.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.90
Elev (ft)
UO/- UU
581 50
581 00
580.50
58000
579.50
Section
Highlighted
Depth (ft)
Q (Cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.58
= 2.900
= 1.01
= 2.87
= 3.67
= 0.57
= 3.48
= 0.71
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
050
ME
n r1n
9 10 11 v vv

sion Control Materials Design Software
Version 5.0
Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 4
Discharge
2.904
Peak Flow Period
24
Channel Slope
0.08
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Sandy Loam
C 125
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
C 125
Straight
2.9 cfs
6.24
0.39 ft
0.022
2.25 lbs/ft2
1.97 lbs/ft2
1.14
STABLE
D
Unve etated
ft/s
Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
2.9 cfs
2.65
0.6 ft
0.069
3.33 lbs/ft2
3.021bs/ft2
1.1
STABLE
Vegetation
ft/s
Underlying
Straigh
2.9 cfs
2.65
0.6 ft
--
0.04 lbs/ft2
0.062 lbs/ft2
0.57
UNSTABLE
--
Substrate
ft/s

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc
Ditch 5 to LUV -1
- 2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 1.33
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.27
Elev (ft) Section
58200
581 50
581 00
580.50
58000
57950
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.74
= 2.270
= 1.64
= 1.38
= 4.68
= 0.52
= 4.44
= 0.77
Depth (ft)
2.00
1.50
1.00
0.50
WO
-050
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

-I
? Channel Renort
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3DO by Autodesk, Inc
Ditch 5 to LWA
- 5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 1.33
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
.I
= 2.64
Elev (ft) Section
582.00
581.50
I
j 581.00
i
580.50
j
I
580.00
579.50
I^
I I
I
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.78
= 2.640
= 1.83
= 1.45
= 4.93
= 0.55
= 4.68
= 0.81
1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
� $I
_n An
8 9 10 11 v�

Channel Report
', Hydraflow Express Extension for Autodesk@) AutoCADO Civil 3DO by Autodesk, Inc
Ditch 5 to HW -2 -
10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 1.33
N -Value
= 0.060
-, Calculations
1 Compute by:
Known Q
Known Q (cfs)
II
= 2.90
Elev
582.00
581.50
j 581.00
58050
580.00
;ft)
Section
NZ
1 2 3 4
5 6
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.81
= 2.900
= 1.97
= 1.47
= 5.12
= 0.57
= 4.86
= 0.84
7 8 9 10 11
Depth (ft)
2.00
1.50
1 00
050
M
_n r1n

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 31319 by Autodesk, Inc
Ditch 5 to LW -1
- 10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 1.33
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.90
Elev (ft) Section
58200
581 50
581 00
58050
580.00
579.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Jun 21 2017
= 0.81
= 2.900
= 1.97
= 1.47
= 5.12
= 0.57
= 4.86
= 0.84
Depth (ft)
2.00
1 50
1.00
050
Foyff
-0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc
Ditch 6 to Pond -
2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 572.00
Slope (%)
= 2.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.87
Elev (ft) Section
574.00
57350
57300
572.50
57200
571 50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.64
= 1.870
= 1.23
= 1.52
= 4.05
= 0.48
= 3.84
= 0.68
Depth (ft)
200
1 2 3 4 5 6 7
Reach (ft)
8 9 10 11
1 50
1.00
0.50
1 O,
_n Rn

Channel Report
Hydraflow Express Extension for Autodesk(D AutoCAD@ Civil 3D® by Autodesk, Inc
Ditch 6 to Pond -
5 Year Event
Triangular
Area (sqft)
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 572.00
Slope (%)
= 2.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.18
Elev (ft) Section
57400
573.50
57300
572.50
572.00
571 50
` Thursday, Jun 15 2017
Highlighted
Depth (ft)
= 0.67
Q (cfs)
= 2.180
Area (sqft)
= 1.35
Velocity (ft/s)
= 1.62
Wetted Perim (ft)
= 4.24
Crit Depth, Yc (ft)
= 0.51
Top Width (ft)
= 4.02
EGL (ft)
= 0.71
1 2 3 4 5 6
Reach (ft)
7 8 9 10 11
Depth (ft)
200
1.50
1 00
0.50
M
_n rn

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD@ Civil 3D@ by Autodesk, Inc
Ditch 6 to Pond -
10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 580.00
Slope (%)
= 2.00
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.40
Elev (ft) Section
58200
581 50
581.00
58050
580.00
57950
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.70
= 2.400
= 1.47
= 1.63
= 4.43
= 0.53
= 4.20
= 0.74
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1 50
1.00
050
ME
_n r1n
9 10 11 v vv

North American Green
NORTH
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
AMER I CAS! Tel. [phone]
i� i® Fax [phone]
GREEN' www.nagreen.com
sion Control Materials Design Software
Version 5.0
Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 6
Discharge
2.4
Peak Flow Period
24
Channel Slope
.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Sandy Loam
Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Fair 50-75%
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
2.4 cfs
1.28
0.79 ft
0.086
3.33 lbs/ft2
0.99 lbs/ft2
3.37
STABLE
--
Ve etation
ft/s
Underlying
Straigh
2.4 cfs
1.28
0.79 ft
--
0.04 lbs/ft2
0.013 lbs/ft2
2.68
STABLE
--
Substrate
I
ft/s

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCAD® Civil 3D® by Autodesk, Inc
I
_y Ditch 7 to Pond -
2 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
_
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 572.00
i Slope (%)
= 1.43
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.47
iJ
Elev (ft)
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.75
= 2.470
= 1.69
= 1.46
= 4.74
= 0.54
= 4.50
= 0.78
Depth (ft)
2.00
1.50
1.00
0.50
ON
1 2 3 4 5 6 7 8 9
Reach (ft)
10
11

Channel Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D® by Autodesk, Inc
Ditch 7 to Pond -
5 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 572.00
Slope (%)
= 1.43
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.87
Elev (ft) Section
574.00
573.50
573.00
57250
572.00
571 50
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.79
= 2.870
= 1.87
= 1.53
= 5.00
= 0.57
= 4.74
= 0.83
1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
200
1.50
1.00
050
we
n r1n
8 9 10 11 v vv

Channel Report
Hydratlow Express Extension for AutodesK(D AutoUAL)QP Civil 3DO by Autodesk, Inc
Ditch 7 to Pond -
10 Year Event
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 572.00
Slope (%)
= 1.43
N -Value
= 0.060
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.16
Elev (ft) Section
57400
573.50
573.00
57250
572.00
571 50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jun 15 2017
= 0.82
= 3.160
= 2.02
= 1.57
= 5.19
= 0.59
= 4.92
= 0.86
Depth (ft)
200
1.50
1.00
0.50
go] Me
r) tin
1 2 3 4 5 6 7 8 9 10 11 vvv
Reach (ft)

sion Control Materials Design Software
Version 5.0
Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 7
Discharge
3.16
Peak Flow Period
24
Channel Slope
.0143
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
D
Vegtation Type
Mix (Sod & Bunch)
Vegetation Density
Fair 50-75%
Soil Type
Sandy Loam
Unreinforced Vegetation - Class D - Mix (Sod & Bunch) - Fair 50-75%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
Unreinforced
Straight
3.16 cfs
1.26
0.92 ft
0.081
3.33 lbs/ft2
0.821bs/ft2
4.08
STABLE
Vegetation
ft/s
Underlying
Straigh
3.16 cfs
1.26
0.92 ft
--
0.041bs/ft2
0.012 lbs/ft2
2.89
STABLE
--
Substrate
ft/s

Chapter 3 — Storm Drain Hydraulic Analysis
3.2 — NCDOT Pipe Data Sheet — Hw/D Calculations

Chapter 3 — Storm Drain Hydraulic Analysis
3.3 — Drop Inlet Calculation

Chapter 4 — Erosion Control Calculations
Sediment Basin Calculations

Project Name
Design Resource Group
2459 Wilkinson Boulevard
Charlotte, North Carolina 28208
dra
DESIGN
JOB N0 635-oo2 BY JDB
DATE 6/15/17 P M. 1WVD
REVISED. 1/0/1900
SEDIMENT BASINDESIGN
RESOURCE
GROUP
SKIMMER BASIN DESIGN FOR BASIN * Ri
DRAINAGEARF.AS RE 'D STORAGE
DESIGN CRITERM
Total drainage area (TDA)
7.9 1 ac
Proposed sediment depth 4 ft
Disturbed area(DA)
7.2 ac
Bottom elevation of basin 558 msl
Re uired sediment Stora a(1800xTDA)
1 12888 cf J
Depth of flow over spillway 0.5 ft
BASIN CONFIGURATION
Elev.
Bottom elevation
558 msl
Sediment Storage Elevation
562 msl
Riser Elevation
564 msl
Emergency Spillway
564 msl
High Water Elevation
564 msl
Top of Embankment
566 1 msl
BASINEFFICIENCY
Elev.
Sediment storage provided:
24299
OKAY
Sediment storage required:
12888
cf
Surface Area Provided
11771
OKAY
S.A. Required 435cft*Q10 *'
10725
sf
PLANNED BASIN SIZE
(REFER TO EROSION CONTROL PLAN)
Elev.
Area (SFS
Cumulative Volume (CF)
558
3686
0
560
5967
9653
562
8679
24299
564
11771
44749
566
15230
71750
Drawdown Volume=
18702 cft in 3 days
Proposed Orifice=
2.10 in
Skimmer Arm Dia=
1.5 in
Prop Skimmerinv=
559.00
Arm Length=
8.0 ft
Attach skimmer pipe to riser structure per details
** 325cft*Q10 for TDA<10 ac
RISER DESIGN
SKIMMER DESIGNDATA
DESIGNFLOW ( =CIA)
Storage Volume=
12888 cft
Bare soil coefficient 'C' =
Pctage of Volume=
69%
Dewatering Time=
3 days
Depth of flow 0 ft
Adjustment Factor-
3810 cft
Skimmer Size=
2.5 in
23 cfs
Adjusted Orifice=
2.08 in
Drawdown Volume=
18702 cft in 3 days
Proposed Orifice=
2.10 in
Skimmer Arm Dia=
1.5 in
Prop Skimmerinv=
559.00
Arm Length=
8.0 ft
Attach skimmer pipe to riser structure per details
RISER DESIGN
CONCRETEANCHOR SIZE
DESIGNFLOW ( =CIA)
36 in
RISER SPILLWAYDESIGN
Bare soil coefficient 'C' =
0.6
Riser pipe diameter 36 lin
Area 'A'=
7.9 ac
Depth of flow 0 ft
2 yr. storm rainfall intensity, 7'=
4.73 in/hr
Riser Flow, Q(r): 0 cfs
Design flow from site, 'Q2'=
23 cfs
Rizer Size i- T00 SMALL, INCREASE DAME,
OUTLET PIPE DESIGN
CONCRETEANCHOR SIZE
Outlet pipe diameter
36 in
Outlet Pipe Flow, Q(p) = 77 cfs Orifice
Pipe slope (ft/ft)
0.010 ft/ft
Outlet Pipe Flow, Q = 67 cfs Capacity
Pipe length(ft)
124 ft
Spillway Length, L 10 ft
Outlet pipe invert in
557.4
Outlet Pipe Orifice is OKAY
Outlet pipe invert out
556.17
Outlet Pi a Capacity is I OKAY
EMERGENCYSPILLWAYDESIGN
CONCRETEANCHOR SIZE
DESIGNFLOW ( =CL4)
Length of exposed outlet pipe
EMERGENCYSPILLWAYDESIGN
Bare soil coefficient 'C' =
0.6
Design Flow = 11 cfs
Area 'A'= 1
7.9 ac
Spillway Length, L 10 ft
10 yr. storm rainfall intensity, T=
7.03 in/hr
Stage 0.75 ft Max
Design flow from site, 'Q to '=
33 cfs
11
Page 1 of 1
CONCRETEANCHOR SIZE
Length of exposed outlet pipe
1 ft
Safety factor
1.2
Buoyancy, B =
2646 lbs
Anchor width
5.5 ft
Required Volume of Anchor, V(r) =
30.2 cf
Anchor Length
5.5 ft
Actual Volume of Anchor, V a =
40.2325 cf
Anchor Thickness
1.33 ft
OKAY
Page 1 of 1

Chapter 5 — Appendices
Appendix A
Pre -Development Drainage Exhibit

INv9
IN, Ssns.i9
Nv IN 4S t7
Iff(1 i.pAf N54N 55096
W 5
5416
INV OVi 54a 59
11111 / �
ljll r
III / f
I N6SVII 55505
V N 54423
� � I WV OUT 5040 05
f'IVV IN 54568
NV
Ine use of lNe renpienl nolatl Not mpwryaso orngtl41w0
ra
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wei—BlW SO 200CIft NO 28208
704 348 0608
www 0w cam,,.'Q¢. (•,p�
CORP
`* O- R TE,i
_e 9
16
C-
"'� C-2185 i 4:
NC6ELS
''��RfSOURCE 6a°N,�`a
CONSTRUCTION
DOCUMENTS
U
Q J
Z J
0 vi
Q a LU#�
O"
0N
1i o, z Z c
Q
Z > F V
Z o H Q Z CJ
0 Q Q Q
W z O�2z
(Y
p J
LU
0
PRE -
DEVELOPMENT
DRAINAGE MAP
30 0 30 60 _
�-
SCALE 1' = 60'
PROJECT# 635-002
0RAWN BY JOB
CHECKED BY MVD
JUNE 23, 2017
REVISIONS
OUT 94] ae
pa. I
I �
\ JOH
NO D A v
1
\ IS
IZ3
-SNOW OR FORMERLY -CD
OD
CHRISTINE M LANG
D6 3x/552
PA64
RCEL 06069047
\
O�
USE SINGLE FAMILY
\ ZONING R-40
V:-
u
\
N
I
00.'T
.ssaN 5'15977.
55
-N0W OR FORMERLY-
THOMAS L ELDER III
I } O NV BU T 2 51
OB 1315/862 \ d]\
PARCEL 06069046
\
f = 1
USE INGLE FAMILY \
61<—
ZONING R-40 '
I
-NOW OR FORMERLY\
DANNI RENEE ORTMAN
DB 6404/627 \
PARCEL C6 D69045
USE SINGLE FAMILY
I
ZONING R-40 4
soar\ \ \\ \ 1
s _ S
OF \ \
k -IF
W \ p"�\\ \
\ \ _,x `
��tia`57E� Po�
'N/618
Ine use of lNe renpienl nolatl Not mpwryaso orngtl41w0
ra
DESIGN
RESOURCE
GROUP
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wei—BlW SO 200CIft NO 28208
704 348 0608
www 0w cam,,.'Q¢. (•,p�
CORP
`* O- R TE,i
_e 9
16
C-
"'� C-2185 i 4:
NC6ELS
''��RfSOURCE 6a°N,�`a
CONSTRUCTION
DOCUMENTS
U
Q J
Z J
0 vi
Q a LU#�
O"
0N
1i o, z Z c
Q
Z > F V
Z o H Q Z CJ
0 Q Q Q
W z O�2z
(Y
p J
LU
0
PRE -
DEVELOPMENT
DRAINAGE MAP
30 0 30 60 _
�-
SCALE 1' = 60'
PROJECT# 635-002
0RAWN BY JOB
CHECKED BY MVD
JUNE 23, 2017
REVISIONS

Chapter 5 — Appendices
Appendix C
NOAA Rainfall Data

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Matthews, North Carolina, USA*'
Latitude: 35.0068', Longitude: -80.721°
Elevation: 632.19 ft** s
'source ESRI Maps 'y,e ��
'• source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D Martin, B Lin, T Parzybok, M Yekta, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)'
Average
recurrence interval (years)
Duration
1
2
5
10
25
F 25
50
100 200
500
1000
5 -min
Soo
592
6.86
7.56
8.35
8.90
9.41 985
10.4
10.7
(462-544)
(545-644)
(630-746)
(692-821)
(763-905)
(809-965)
(851-102) (887-107)
(924-113)
(949-117)
10 -min
4.00
473
5.50
6.05
6.66
709
7.47 7.81
8.20
8.44
(3 68-4 34)
(4 36-5 15)
(5 05-5 98)
(5 54-6 56)
(6 08-7 21)
(6 44-7 68)
(6 76-8 09) (7 03-8 47)
(731-890)
(748-919)
15 -min
3.33
3.96
4.64
5.10
5.62
5.98
6.30 6.57
6.88
7.06
(3 07-3 62)
1 (3 65-4 32)
(4 26-5 04)
(4 67-5 53)
(514-610)
(544-648)
(569-682) (591-712)
(613-747)
(625-769)
2 28
2.74
3.29
3.69
4.17
4.51
4.82 5.11
5 47
5.72
30 -min
(2 11-2 48)
1 (2 52-2 98)
1 (3 02-3 58)
1 (3 39-4 01)
1 (3 80-4 51)
1 (4 10-4 88)
1 (4 36-5 22) 11 (4 60-5 54)
1 (4 88-5 94)
(506-623)
1.42
172
2.11
2.40
2.77
3.05
3.32 3.59
-3.-93--]F-4.18
60 -min
(1 31-1 55)
1 (1 58-1 87)
1 (1 94-2 30)
1 (2 20-2 61)
1 (2 53-3 01)
1 (2 78-3 31)
1 (3 00-3 60) 1 (3 23-3 89)
1 (3 50-4 26)
1 (3 70-4 55)
0.824
0.996
1.24
1.42
1.65
183
2.01 2.19
2.42
2.60
2 -hr
(0 755-0 900)
(0 912-1 09)
1 (1 13-1 35)
1 (1 29-1 55)
1 (1 50-1 80)
1 (1 66-1 99)
1 (1 81-2 19) 1 (1 95-2 38)
1 (2 14-2 64)
1 (2 28-2 84)
0.583
0.704
0.877
1-01-F--,.2o--F--1-3-
1.48 1.64
1.84
2.00
3 -hr
(0 533-0 641)
(0 644-0 774)
(0 802-0 964)
(0 922-1 11)
1 (1 08-1 31)
1 (1 21-1 46)
1 (1 33-1 62) 1 (1 45-1 78)
1 (1 61-2 01)
(174-2 19)
0.351
-O-.4-23-]F-O-.5-29---]F-O-.611-
-O-.7-24--]F-O-.8-14--]F-O.-90-6
1.00
1.13
1.24
6 -hr
(0 322-0 385)
(0 3BB-0 465)
(0 484-0 580)
(0 558-0 669)
(0 656-0 789)
(0 733-0 886)
(0 810-0 986) (0 887-1 09)
1(0990-1 23)
1 (1 07-1 35)
0.206
0 249
0.312
0 363
-0-4-33--]F-O-.4-9-0-IF-o.-54-9
0.611
0.698
0.769
12 -hr
(0 189-0 226)
(0 229-0 274)
(0 286-0 342)
(0 331-0 397)
(0 392-0 473)
(0 440-0 534)
(0 489-0 597) (0 538-0 664)
(0 605-0 758)
(0 657-0 836)
0.122
0.148
0 185
0 215
0 257
0.290
0.325 0.362
0.412
0.453
24 -hr
(0 113-0 132)
(0 137-0 160)
(0 171-0 201)
(0 199-0 233)
(0 236-0 278)
(0 266-0 314)
(0 297-0 352) (0 329-0 392)
(0 373-0 448)
(0 407-0 493)
0.072
0.087
0.1 -0 -8 -]F
--O. 1-25
0.149
0.168
0.187 -0-2-0-8-1
0.236
0.259
2 -day
(0 067-0 078)
(0 080-0 094 )1(0
100-0 117
(0 116-0 136)1(0
137-0 161)
(0 154-0 182)
0 171-0 203) (0 189-0 226)
(0 213-0 257 )1(0
233-0 283)
0.051
0.061
0.076
0.088
0.104
0.117
0.130 0.144
0.164
0.180
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) (0 132-0 157)
(0 149-0 178)
(0 162-0 196)
0.040
0.048
0 060
0.069
0 081
0.091
0.102 0.113
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)
(0 116-0 139)
(0 127-0 152)
0.027
0.032
0.039
0.044
0.052
0.056
0.065 0.071
0.081
0.088
7 -day
(0 025-0 029)
(0 030-0 034)
(0 036-0 042)
(0 041-0 048)
(0 048-0 056)
(0 054-0 063)
(0 060-0 069) (0 066-0 077)
(0 074-0 087)
(0 080-0 095)
0.021
0.025
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)
(0 032-0 037)1(0
037-0 043)
(0 041-0 048)
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 F-0-0-3-3-1
F-0-0-37--
0.040
20 -day
(0 013-0 015)
(0 016-0 018)
(0 019-0 021)
(0 021-0 024)
(0 024-0 027)
(0 026-0 030)
(0 029-0 033) (0 031-0 036)
(0 034-0 040)
(0 037-0 043)
0.012
0.014
0.016
0.018
0.020
0 022
0.024 0.025F
-0-.0-2-8-1F-0.029
30 -day
(0 011-0 012)
(0 013-0 015)
(0 015-0 017)
(0 017-0 019)
(0 019-0 021)
(0 020-0 023)
(0 022-0 025) (0 024-0 027)
(0 026-0 030)
(0 027-0 032)
0.01-0-1F-0--0-1
1
0.013
0 014
0.016
0.017
0.019 0.020
0.021
0.023
45 -day
(0 009-0 010)
(0 011-0 012)
(0 012-0 014)
(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 NOAH Atlas 14 document for more information
Back to Top
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0068&lon=-80.7210&dat... 6/21/2017

Precipitation Frequency Data Server
100.000
PF graphical
PDS -based intensity -duration -frequency (IDF) curves
Latitude. 35.0068°, Longitude -80 7210°
L 10.000
-- 5 -min
:
— 1"in
— 3 -day
— 15 -min
— 4 -day
— 30 -min
— 7 -day
— 604mm
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— 6 -hr
— 45 -day
— 12 -hr
c
— 24 -hr
_
N 1.000 -•-----
.-
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1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT). Wed Jun 2112-49-53 2017
Back to Too
Page 2 of 4
Average recurrence
Interval
(years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
-- 5 -min
— 2 -day
— 1"in
— 3 -day
— 15 -min
— 4 -day
— 30 -min
— 7 -day
— 604mm
— 10 -day
— 2 -hr
— 20 -day
— 3 -hr
— 30 -day
— 6 -hr
— 45 -day
— 12 -hr
— 60 -day
— 24 -hr
https://hdsc.nws.noaa.govlhdsc/pfdslpfds_printpage.html?lat=3 5.0068&lon=-80.7210&dat... 6/21/2017

Precipitation Frequency Data Server
Maps & aerials
Small scale terrain
Large scale map
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Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions? HDSC Question s(Oinoaa oov
Disclaimer
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Chapter 5 — Appendices
Appendix B
Post -Development Drainage Exhibit

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DESIGN
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