Canisteo (Deal Road) Subdivision - 635-002 - Drainage Report - 2nd Submittal - 082317 DS

Drainage Report for
Canisteo
Town of Weddington, Sandy Ridge Township
Union County, NC

Prepared for:

Deal Road Ventures, LLC
113 Indian Trail Road # 274
Indian Trail, NC 28079

Prepared by:

August 22, 2017

design resource group, pa

2459 Wilkinson Boulevard, Suite 200
Charlotte, NC 28208
Phone: [phone]
Fax: [phone]
C-2165
Drainage Report for 635-002
Canisteo 8/23/2017
Prepared By:
Design Resource Group, P.A.

TABLE OF CONTENTS

SECTION
Chapter 1 – Executive Summary 1

1.1 Introduction
1.2 Vicinity Map
1.3 Existing Conditions
1.4 Proposed Project
1.5 Summary of Results
1.6 Conclusion
1.7 References

Chapter 2 – Hydrologic Analysis – Detention Analysis
2
2.1 Detention Summary
2.2 Proposed Detention Pond Analysis

Chapter 3 – Storm Drain Hydraulic Analysis 3

3.1 Ditch Design
3.2 NCDOT Pipe Data Sheet - Hw/D Calculations
3.3 Drop Inlet Calculations
3.4 Rip Rap Apron Calculations
3.5 Hydraflow Storm System Analysis

Chapter 4 - Erosion Control Calculations 4
Sediment Basin Calculations

Chapter 5 - Appendix
Appendix A: Pre Development Drainage Exhibit
Appendix B: Post Development Drainage Exhibit
Appendix C: NOAA Rainfall Data

Chapter 1 - Executive Summary
Drainage Report for 635-002
Canisteo 8/23/2017
Prepared By:
Design Resource Group, P.A.
1.1 - Introduction

The proposed Canisteo 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 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.

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:

Drainage Report for 635-002
Canisteo 8/23/2017
Prepared By:
Design Resource Group, P.A.
TABLE 1

Summary of Existing Conditions
Storm Event Existing Peak Flow (cfs)
1-Year, 24 Hour Storm 1.38
2-Year, 24 Hour Storm 3.19
10-Year, 24 Hour Storm 10.45
25-Year, 24 Hour Storm 16.04
50-Year, 24 Hour Storm 20.94
100-Year, 24 Hour Storm 26.30

1.4 - Proposed Project

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.

A portion of the existing site represented by marker 1.02 on Appendix A is not being analyzed for
pre and post development conditions. The vast majority of this area is tree save and is remaining
substantially untouched during the construction process with the exception of the removal of
existing impervious area.

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
Storm Event

Proposed Peak
Flow
(cfs)
Proposed Routed
Peak Flow
(cfs)
1-Year, 24 Hour Storm 8.84 0.94
2-Year, 24 Hour Storm 14.31 2.37
10-Year, 24 Hour
Storm 32.78 9.83
25-Year, 24 Hour
Storm 45.60 15.41
50-Year, 24 Hour
Storm 56.45 20.30
100-Year, 24 Hour
Storm 68.40 25.29

Drainage Report for 635-002
Canisteo 8/23/2017
Prepared By:
Design Resource Group, P.A.

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
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) 1.38 8.84 0.94 -0.44
2-yr Peak Flow (cfs) 3.19 14.31 2.37 -0.82
10-yr Peak Flow (cfs) 10.45 32.78 9.83 -0.62
25-yr Peak Flow (cfs) 16.04 45.60 15.41 -0.63
50-yr Peak Flow (cfs) 20.94 56.45 20.30 -0.64
100-yr Peak Flow (cfs) 26.30 68.40 25.29 -1.01

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.

Drainage Report for 635-002
Canisteo 8/23/2017
Prepared By:
Design Resource Group, P.A.
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.

Chapter 2 – Hydrological Analysis – Detention Analysis

2.1 – Detention Summary
PEAK CONTROL STORM EVENTPRE-DEVELOPMENT RUNOFF (TOTAL), CFSPOST-DEVELOPMENT RUNOFF (TOTAL), CFSPOST-ROUTING RUNOFF (TOTAL), CFSELEVATION, FT1-YR, 24-HR 1.38 8.84 0.94 560.962-YR, 24-HR 3.19 14.31 2.37 561.2710-YR, 24-HR 10.45 32.78 9.83 562.9025-YR, 24-HR 16.04 45.60 15.41 563.8250-YR, 24-HR 20.94 56.45 20.3 564.57100-YR, 24-HR 26.30 68.40 25.29 565.16Detention Summary Chart:

2.2 – Proposed Detention Pond Analysis

2.2.1 – 1 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 1.38 cfs @ 12.56 hrs, Volume= 0.322 af, Depth= 0.31"
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 Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)1
0
Type II 24-hr
1-yr Rainfall=2.93"
Runoff Area=545,748 sf
Runoff Volume=0.322 af
Runoff Depth=0.31"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
1.38 cfs
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 8.64 cfs @ 12.00 hrs, Volume= 0.459 af, Depth= 0.77"
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 Description
41,470 98 Roofs, HSG B
29,100 98 Paved roads w/curbs & sewers, HSG B
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1-yr Rainfall=2.93"
Runoff Area=313,194 sf
Runoff Volume=0.459 af
Runoff Depth=0.77"
Flow Length=743'
Tc=7.9 min
CN=72
8.64 cfs
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
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 (sf) CN Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)0.85
0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
1-yr Rainfall=2.93"
Runoff Area=251,603 sf
Runoff Volume=0.121 af
Runoff Depth=0.25"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
0.78 cfs
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 0.54" for 1-yr event
Inflow = 0.94 cfs @ 12.16 hrs, Volume= 0.581 af
Outflow = 0.94 cfs @ 12.16 hrs, Volume= 0.581 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)1
0
Inflow Area=12.966 ac
0.94 cfs0.94 cfs
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 0.77" for 1-yr event
Inflow = 8.64 cfs @ 12.00 hrs, Volume= 0.459 af
Outflow = 0.18 cfs @ 19.12 hrs, Volume= 0.459 af, Atten= 98%, Lag= 427.2 min
Primary = 0.18 cfs @ 19.12 hrs, Volume= 0.459 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 560.96' @ 19.12 hrs Surf.Area= 7,263 sf Storage= 12,594 cf
Plug-Flow detention time= 809.6 min calculated for 0.459 af (100% of inflow)
Center-of-Mass det. time= 809.5 min ( 1,683.1 - 873.7 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.18 cfs @ 19.12 hrs HW=560.96' (Free Discharge)
1=Culvert (Passes 0.18 cfs of 56.29 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.18 cfs @ 8.44 fps)
3=2 YR & 10 YR Orifice/Grate ( Controls 0.00 cfs)
4=25 YR Orifice/Grate ( Controls 0.00 cfs)
5=Overflow ( Controls 0.00 cfs)
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)9
8
7
6
5
4
3
2
1
0
Inflow Area=7.190 ac
Peak Elev=560.96'
Storage=12,594 cf
8.64 cfs
0.18 cfs
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.00 0 558.00 0.00
9.00 0.00 0 558.00 0.00
10.00 0.00 0 558.00 0.00
11.00 0.00 0 558.00 0.00
12.00 8.63 3,625 559.50 0.13
13.00 0.67 9,709 560.54 0.17
14.00 0.42 10,984 560.73 0.18
15.00 0.34 11,683 560.83 0.18
16.00 0.27 12,127 560.89 0.18
17.00 0.24 12,377 560.93 0.18
18.00 0.21 12,533 560.95 0.18
19.00 0.19 12,594 560.96 0.18
20.00 0.16 12,556 560.95 0.18
21.00 0.15 12,452 560.94 0.18
22.00 0.15 12,332 560.92 0.18
23.00 0.14 12,196 560.90 0.18
24.00 0.14 12,044 560.88 0.18
25.00 0.00 11,454 560.80 0.18
26.00 0.00 10,814 560.70 0.18
27.00 0.00 10,184 560.61 0.17
28.00 0.00 9,564 560.52 0.17
29.00 0.00 8,956 560.43 0.17
30.00 0.00 8,358 560.34 0.16
31.00 0.00 7,771 560.24 0.16
32.00 0.00 7,196 560.15 0.16
33.00 0.00 6,632 560.06 0.15
34.00 0.00 6,080 559.97 0.15
35.00 0.00 5,540 559.87 0.15
36.00 0.00 5,013 559.78 0.14
37.00 0.00 4,500 559.68 0.14
38.00 0.00 4,001 559.58 0.14
39.00 0.00 3,516 559.47 0.13
40.00 0.00 3,048 559.36 0.13
41.00 0.00 2,597 559.25 0.12
42.00 0.00 2,164 559.13 0.12
43.00 0.00 1,752 559.01 0.11
44.00 0.00 1,362 558.88 0.10
45.00 0.00 999 558.74 0.10
46.00 0.00 665 558.58 0.09
47.00 0.00 368 558.41 0.08
48.00 0.00 121 558.20 0.06
49.00 0.00 2 558.01 0.00
50.00 0.00 0 558.00 0.00
51.00 0.00 0 558.00 0.00
52.00 0.00 0 558.00 0.00
Type II 24-hr 1-yr Rainfall=2.93"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

2.2.2 – 2 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 3.19 cfs @ 12.50 hrs, Volume= 0.573 af, Depth= 0.55"
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 Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)3
2
1
0
Type II 24-hr
2-yr Rainfall=3.54"
Runoff Area=545,748 sf
Runoff Volume=0.573 af
Runoff Depth=0.55"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
3.19 cfs
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 13.32 cfs @ 12.00 hrs, Volume= 0.687 af, Depth= 1.15"
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
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
2-yr Rainfall=3.54"
Runoff Area=313,194 sf
Runoff Volume=0.687 af
Runoff Depth=1.15"
Flow Length=743'
Tc=7.9 min
CN=72
13.32 cfs
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
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 (sf) CN Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)2
1
0
Type II 24-hr
2-yr Rainfall=3.54"
Runoff Area=251,603 sf
Runoff Volume=0.226 af
Runoff Depth=0.47"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
2.19 cfs
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 0.84" for 2-yr event
Inflow = 2.37 cfs @ 12.13 hrs, Volume= 0.913 af
Outflow = 2.37 cfs @ 12.13 hrs, Volume= 0.913 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)2
1
0
Inflow Area=12.966 ac
2.37 cfs2.37 cfs
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 1.15" for 2-yr event
Inflow = 13.32 cfs @ 12.00 hrs, Volume= 0.687 af
Outflow = 0.77 cfs @ 13.40 hrs, Volume= 0.687 af, Atten= 94%, Lag= 84.1 min
Primary = 0.77 cfs @ 13.40 hrs, Volume= 0.687 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 561.27' @ 13.40 hrs Surf.Area= 7,695 sf Storage= 14,977 cf
Plug-Flow detention time= 624.0 min calculated for 0.687 af (100% of inflow)
Center-of-Mass det. time= 624.8 min ( 1,485.3 - 860.5 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.77 cfs @ 13.40 hrs HW=561.27' (Free Discharge)
1=Culvert (Passes 0.77 cfs of 60.08 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.19 cfs @ 8.87 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 0.58 cfs @ 2.09 fps)
4=25 YR Orifice/Grate ( Controls 0.00 cfs)
5=Overflow ( Controls 0.00 cfs)
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=7.190 ac
Peak Elev=561.27'
Storage=14,977 cf
13.32 cfs
0.77 cfs
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.00 0 558.00 0.00
9.00 0.00 0 558.00 0.00
10.00 0.00 0 558.00 0.00
11.00 0.02 4 558.01 0.01
12.00 13.32 6,588 560.05 0.15
13.00 0.96 14,847 561.26 0.74
14.00 0.59 14,797 561.25 0.73
15.00 0.47 14,283 561.18 0.59
16.00 0.37 13,931 561.14 0.46
17.00 0.33 13,700 561.11 0.38
18.00 0.29 13,548 561.09 0.33
19.00 0.26 13,417 561.07 0.29
20.00 0.22 13,291 561.05 0.25
21.00 0.21 13,196 561.04 0.23
22.00 0.20 13,132 561.03 0.22
23.00 0.19 13,075 561.02 0.21
24.00 0.19 13,022 561.01 0.20
25.00 0.00 12,430 560.93 0.18
26.00 0.00 11,774 560.84 0.18
27.00 0.00 11,129 560.75 0.18
28.00 0.00 10,494 560.66 0.17
29.00 0.00 9,869 560.57 0.17
30.00 0.00 9,255 560.47 0.17
31.00 0.00 8,652 560.38 0.17
32.00 0.00 8,060 560.29 0.16
33.00 0.00 7,479 560.20 0.16
34.00 0.00 6,909 560.11 0.16
35.00 0.00 6,351 560.01 0.15
36.00 0.00 5,806 559.92 0.15
37.00 0.00 5,272 559.82 0.15
38.00 0.00 4,752 559.73 0.14
39.00 0.00 4,246 559.63 0.14
40.00 0.00 3,754 559.52 0.13
41.00 0.00 3,277 559.42 0.13
42.00 0.00 2,817 559.31 0.13
43.00 0.00 2,375 559.19 0.12
44.00 0.00 1,953 559.07 0.11
45.00 0.00 1,552 558.94 0.11
46.00 0.00 1,175 558.81 0.10
47.00 0.00 826 558.66 0.09
48.00 0.00 510 558.50 0.08
49.00 0.00 236 558.31 0.07
50.00 0.00 27 558.06 0.04
51.00 0.00 0 558.00 0.00
52.00 0.00 0 558.00 0.00
Type II 24-hr 2-yr Rainfall=3.54"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

2.2.3 – 10 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 10.45 cfs @ 12.44 hrs, Volume= 1.457 af, Depth= 1.40"
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 Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10-yr Rainfall=5.16"
Runoff Area=545,748 sf
Runoff Volume=1.457 af
Runoff Depth=1.40"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
10.45 cfs
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 27.45 cfs @ 12.00 hrs, Volume= 1.391 af, Depth= 2.32"
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 Description
41,470 98 Roofs, HSG B
29,100 98 Paved roads w/curbs & sewers, HSG B
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
10-yr Rainfall=5.16"
Runoff Area=313,194 sf
Runoff Volume=1.391 af
Runoff Depth=2.32"
Flow Length=743'
Tc=7.9 min
CN=72
27.45 cfs
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
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 Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10-yr Rainfall=5.16"
Runoff Area=251,603 sf
Runoff Volume=0.605 af
Runoff Depth=1.26"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
8.06 cfs
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 1.85" for 10-yr event
Inflow = 9.83 cfs @ 12.11 hrs, Volume= 1.997 af
Outflow = 9.83 cfs @ 12.11 hrs, Volume= 1.997 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=12.966 ac
9.83 cfs9.83 cfs
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 2.32" for 10-yr event
Inflow = 27.45 cfs @ 12.00 hrs, Volume= 1.391 af
Outflow = 2.04 cfs @ 12.78 hrs, Volume= 1.391 af, Atten= 93%, Lag= 46.9 min
Primary = 2.04 cfs @ 12.78 hrs, Volume= 1.391 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 562.90' @ 12.78 hrs Surf.Area= 10,071 sf Storage= 29,361 cf
Plug-Flow detention time= 380.3 min calculated for 1.391 af (100% of inflow)
Center-of-Mass det. time= 380.1 min ( 1,219.6 - 839.4 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.04 cfs @ 12.78 hrs HW=562.90' (Free Discharge)
1=Culvert (Passes 2.04 cfs of 81.01 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.24 cfs @ 10.78 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 1.80 cfs @ 6.49 fps)
4=25 YR Orifice/Grate ( Controls 0.00 cfs)
5=Overflow ( Controls 0.00 cfs)
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=7.190 ac
Peak Elev=562.90'
Storage=29,361 cf
27.45 cfs
2.04 cfs
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.00 0 558.00 0.00
9.00 0.00 0 558.00 0.00
10.00 0.09 50 558.10 0.05
11.00 0.44 631 558.57 0.09
12.00 27.42 17,161 561.55 1.11
13.00 1.75 29,249 562.89 2.03
14.00 1.06 26,996 562.66 1.91
15.00 0.84 23,831 562.33 1.71
16.00 0.66 20,783 561.98 1.48
17.00 0.58 18,123 561.67 1.23
18.00 0.52 16,141 561.42 0.97
19.00 0.45 14,810 561.25 0.73
20.00 0.38 14,073 561.16 0.51
21.00 0.36 13,786 561.12 0.41
22.00 0.35 13,674 561.10 0.37
23.00 0.34 13,608 561.09 0.35
24.00 0.32 13,558 561.09 0.34
25.00 0.00 12,824 560.99 0.19
26.00 0.00 12,163 560.90 0.18
27.00 0.00 11,511 560.80 0.18
28.00 0.00 10,870 560.71 0.18
29.00 0.00 10,239 560.62 0.17
30.00 0.00 9,619 560.53 0.17
31.00 0.00 9,009 560.44 0.17
32.00 0.00 8,410 560.34 0.16
33.00 0.00 7,823 560.25 0.16
34.00 0.00 7,246 560.16 0.16
35.00 0.00 6,681 560.07 0.16
36.00 0.00 6,129 559.98 0.15
37.00 0.00 5,588 559.88 0.15
38.00 0.00 5,060 559.79 0.14
39.00 0.00 4,545 559.69 0.14
40.00 0.00 4,044 559.59 0.14
41.00 0.00 3,558 559.48 0.13
42.00 0.00 3,089 559.37 0.13
43.00 0.00 2,636 559.26 0.12
44.00 0.00 2,202 559.14 0.12
45.00 0.00 1,788 559.02 0.11
46.00 0.00 1,396 558.89 0.11
47.00 0.00 1,030 558.75 0.10
48.00 0.00 693 558.60 0.09
49.00 0.00 393 558.43 0.08
50.00 0.00 141 558.22 0.06
51.00 0.00 3 558.01 0.00
52.00 0.00 0 558.00 0.00
Type II 24-hr 10-yr Rainfall=5.16"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

2.2.4 – 25 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 16.04 cfs @ 12.42 hrs, Volume= 2.109 af, Depth= 2.02"
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 Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-yr Rainfall=6.15"
Runoff Area=545,748 sf
Runoff Volume=2.109 af
Runoff Depth=2.02"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
16.04 cfs
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 36.78 cfs @ 11.99 hrs, Volume= 1.867 af, Depth= 3.12"
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
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
25-yr Rainfall=6.15"
Runoff Area=313,194 sf
Runoff Volume=1.867 af
Runoff Depth=3.12"
Flow Length=743'
Tc=7.9 min
CN=72
36.78 cfs
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
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 (sf) CN Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
25-yr Rainfall=6.15"
Runoff Area=251,603 sf
Runoff Volume=0.891 af
Runoff Depth=1.85"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
12.51 cfs
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 2.55" for 25-yr event
Inflow = 15.41 cfs @ 12.11 hrs, Volume= 2.758 af
Outflow = 15.41 cfs @ 12.11 hrs, Volume= 2.758 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=12.966 ac
15.41 cfs15.41 cfs
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 3.12" for 25-yr event
Inflow = 36.78 cfs @ 11.99 hrs, Volume= 1.867 af
Outflow = 3.53 cfs @ 12.53 hrs, Volume= 1.867 af, Atten= 90%, Lag= 32.3 min
Primary = 3.53 cfs @ 12.53 hrs, Volume= 1.867 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 563.82' @ 12.53 hrs Surf.Area= 11,490 sf Storage= 39,254 cf
Plug-Flow detention time= 319.6 min calculated for 1.866 af (100% of inflow)
Center-of-Mass det. time= 320.6 min ( 1,151.6 - 830.9 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=3.53 cfs @ 12.53 hrs HW=563.82' (Free Discharge)
1=Culvert (Passes 3.53 cfs of 91.49 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.26 cfs @ 11.73 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 2.21 cfs @ 7.96 fps)
4=25 YR Orifice/Grate (Orifice Controls 1.06 cfs @ 3.83 fps)
5=Overflow ( Controls 0.00 cfs)
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=7.190 ac
Peak Elev=563.82'
Storage=39,254 cf
36.78 cfs
3.53 cfs
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.00 0 558.00 0.00
9.00 0.07 33 558.08 0.05
10.00 0.24 332 558.39 0.07
11.00 0.76 1,619 558.97 0.11
12.00 36.70 24,846 562.44 1.78
13.00 2.26 37,975 563.71 3.38
14.00 1.36 33,256 563.28 2.61
15.00 1.08 29,599 562.92 2.05
16.00 0.84 26,017 562.56 1.85
17.00 0.74 22,576 562.19 1.62
18.00 0.66 19,674 561.85 1.38
19.00 0.57 17,341 561.57 1.14
20.00 0.48 15,591 561.35 0.89
21.00 0.46 14,504 561.21 0.66
22.00 0.44 14,057 561.15 0.51
23.00 0.42 13,908 561.13 0.45
24.00 0.41 13,835 561.12 0.42
25.00 0.00 12,962 561.01 0.19
26.00 0.00 12,298 560.91 0.18
27.00 0.00 11,644 560.82 0.18
28.00 0.00 11,001 560.73 0.18
29.00 0.00 10,368 560.64 0.17
30.00 0.00 9,745 560.55 0.17
31.00 0.00 9,133 560.46 0.17
32.00 0.00 8,532 560.36 0.17
33.00 0.00 7,942 560.27 0.16
34.00 0.00 7,364 560.18 0.16
35.00 0.00 6,796 560.09 0.16
36.00 0.00 6,241 559.99 0.15
37.00 0.00 5,698 559.90 0.15
38.00 0.00 5,167 559.81 0.15
39.00 0.00 4,649 559.71 0.14
40.00 0.00 4,146 559.61 0.14
41.00 0.00 3,657 559.50 0.13
42.00 0.00 3,184 559.40 0.13
43.00 0.00 2,727 559.28 0.12
44.00 0.00 2,289 559.17 0.12
45.00 0.00 1,871 559.05 0.11
46.00 0.00 1,474 558.92 0.11
47.00 0.00 1,103 558.78 0.10
48.00 0.00 760 558.63 0.09
49.00 0.00 451 558.47 0.08
50.00 0.00 187 558.27 0.07
51.00 0.00 10 558.02 0.01
52.00 0.00 0 558.00 0.00
Type II 24-hr 25-yr Rainfall=6.15"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

2.2.5 – 50 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 20.94 cfs @ 12.42 hrs, Volume= 2.681 af, Depth= 2.57"
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 Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50-yr Rainfall=6.95"
Runoff Area=545,748 sf
Runoff Volume=2.681 af
Runoff Depth=2.57"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
20.94 cfs
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 44.53 cfs @ 11.99 hrs, Volume= 2.269 af, Depth= 3.79"
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
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
50-yr Rainfall=6.95"
Runoff Area=313,194 sf
Runoff Volume=2.269 af
Runoff Depth=3.79"
Flow Length=743'
Tc=7.9 min
CN=72
44.53 cfs
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
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 Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50-yr Rainfall=6.95"
Runoff Area=251,603 sf
Runoff Volume=1.143 af
Runoff Depth=2.38"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
16.42 cfs
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 3.16" for 50-yr event
Inflow = 20.30 cfs @ 12.10 hrs, Volume= 3.412 af
Outflow = 20.30 cfs @ 12.10 hrs, Volume= 3.412 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=12.966 ac
20.30 cfs20.30 cfs
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 3.79" for 50-yr event
Inflow = 44.53 cfs @ 11.99 hrs, Volume= 2.269 af
Outflow = 4.35 cfs @ 12.51 hrs, Volume= 2.269 af, Atten= 90%, Lag= 31.2 min
Primary = 4.35 cfs @ 12.51 hrs, Volume= 2.269 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 564.57' @ 12.51 hrs Surf.Area= 12,761 sf Storage= 48,389 cf
Plug-Flow detention time= 291.1 min calculated for 2.269 af (100% of inflow)
Center-of-Mass det. time= 291.0 min ( 1,116.4 - 825.4 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=4.35 cfs @ 12.51 hrs HW=564.57' (Free Discharge)
1=Culvert (Passes 4.35 cfs of 99.28 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.27 cfs @ 12.45 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 2.50 cfs @ 8.99 fps)
4=25 YR Orifice/Grate (Orifice Controls 1.58 cfs @ 5.67 fps)
5=Overflow ( Controls 0.00 cfs)
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)48
46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=7.190 ac
Peak Elev=564.57'
Storage=48,389 cf
44.53 cfs
4.35 cfs
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.02 7 558.02 0.01
9.00 0.16 149 558.23 0.06
10.00 0.38 776 558.64 0.09
11.00 1.05 2,726 559.28 0.12
12.00 44.40 31,610 563.12 2.16
13.00 2.67 46,572 564.43 4.21
14.00 1.60 39,827 563.87 3.59
15.00 1.27 33,492 563.30 2.67
16.00 0.99 29,528 562.92 2.05
17.00 0.87 25,832 562.54 1.84
18.00 0.77 22,541 562.18 1.62
19.00 0.67 19,706 561.86 1.39
20.00 0.56 17,369 561.58 1.14
21.00 0.53 15,666 561.36 0.90
22.00 0.51 14,683 561.24 0.70
23.00 0.49 14,223 561.18 0.57
24.00 0.47 14,054 561.15 0.50
25.00 0.00 13,054 561.02 0.21
26.00 0.00 12,383 560.93 0.18
27.00 0.00 11,728 560.83 0.18
28.00 0.00 11,083 560.74 0.18
29.00 0.00 10,449 560.65 0.17
30.00 0.00 9,825 560.56 0.17
31.00 0.00 9,212 560.47 0.17
32.00 0.00 8,609 560.38 0.17
33.00 0.00 8,018 560.28 0.16
34.00 0.00 7,438 560.19 0.16
35.00 0.00 6,869 560.10 0.16
36.00 0.00 6,312 560.01 0.15
37.00 0.00 5,767 559.91 0.15
38.00 0.00 5,235 559.82 0.15
39.00 0.00 4,715 559.72 0.14
40.00 0.00 4,210 559.62 0.14
41.00 0.00 3,719 559.52 0.13
42.00 0.00 3,244 559.41 0.13
43.00 0.00 2,785 559.30 0.12
44.00 0.00 2,345 559.18 0.12
45.00 0.00 1,924 559.06 0.11
46.00 0.00 1,524 558.93 0.11
47.00 0.00 1,149 558.80 0.10
48.00 0.00 802 558.65 0.09
49.00 0.00 489 558.49 0.08
50.00 0.00 218 558.30 0.07
51.00 0.00 19 558.04 0.03
52.00 0.00 0 558.00 0.00
Type II 24-hr 50-yr Rainfall=6.95"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

2.2.6 – 100 Year, 24 Hour Storm
1.00
PRE-DA TO POINT OF
ANALYSIS 1
2.00
POST-DA TO
DETENTION POND
2.01
POST-DEVELOPED
UNDETAINED AREA
1R
Post Confluence
P01
DETENTION POND
Routing Diagram for 635-002 Deal Road Pond_082217
Prepared by Microsoft, Printed 8/22/2017
HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 2HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff = 26.30 cfs @ 12.41 hrs, Volume= 3.309 af, Depth= 3.17"
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 100-yr Rainfall=7.78"
Area (sf) CN Adj Description
506,032 58 Woods/grass comb., Good, HSG B
20,000 98 Unconnected roofs, HSG B
* 9,656 85 Gravel surface, HSG B
10,060 98 Paved parking, HSG B
545,748 61 60 Weighted Average, UI Adjusted
515,688 59 59 94.49% Pervious Area
30,060 98 98 5.51% Impervious Area
20,000 66.53% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.9 250 0.0480 0.14 Sheet Flow, 250' (614-602)
Woods: Light underbrush n= 0.400 P2= 3.54"
12.5 873 0.0540 1.16 Shallow Concentrated Flow, 873' (602-554)
Woodland Kv= 5.0 fps
42.4 1,123 Total
Subcatchment 1.00: PRE-DA TO POINT OF ANALYSIS 1
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
100-yr Rainfall=7.78"
Runoff Area=545,748 sf
Runoff Volume=3.309 af
Runoff Depth=3.17"
Flow Length=1,123'
Tc=42.4 min
UI Adjusted CN=60
26.30 cfs
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 4HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff = 52.70 cfs @ 11.99 hrs, Volume= 2.697 af, Depth= 4.50"
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 100-yr Rainfall=7.78"
Area (sf) CN Description
41,470 98 Roofs, HSG B
29,100 98 Paved roads w/curbs & sewers, HSG B
* 232,546 63 >75% Grass cover, Good, HSG B
10,078 98 Paved parking, HSG B
313,194 72 Weighted Average
232,546 63 74.25% Pervious Area
80,648 98 25.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.5 100 0.0500 0.26 Sheet Flow, 100' (614-609)
Grass: Short n= 0.150 P2= 3.54"
0.2 51 0.0780 4.50 Shallow Concentrated Flow, 51' (609-605)
Unpaved Kv= 16.1 fps
0.4 143 0.0400 5.75 5.75 Channel Flow, Ditch 2 - 143' (605-601)
Area= 1.0 sf Perim= 3.6' r= 0.28'
n= 0.022 Earth, clean & straight
0.1 68 0.0150 7.62 9.35 Pipe Channel, DI-1 to FES-1
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.4 246 0.0700 9.57 19.15 Channel Flow, Ditch 5 - 246' (597-579)
Area= 2.0 sf Perim= 5.1' r= 0.39'
n= 0.022 Earth, clean & straight
0.1 44 0.0100 6.22 7.63 Pipe Channel, DI-2A to DI-2
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.011 Concrete pipe, straight & clean
0.1 50 0.0150 10.42 32.74 Pipe Channel, DI-2 to DI-3
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
0.1 41 0.0126 9.55 30.01 Pipe Channel, DI-3 to FES-2
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011
7.9 743 Total
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 5HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Subcatchment 2.00: POST-DA TO DETENTION POND
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
100-yr Rainfall=7.78"
Runoff Area=313,194 sf
Runoff Volume=2.697 af
Runoff Depth=4.50"
Flow Length=743'
Tc=7.9 min
CN=72
52.70 cfs
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 7HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff = 20.70 cfs @ 12.09 hrs, Volume= 1.422 af, Depth= 2.95"
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 100-yr Rainfall=7.78"
Area (sf) CN Adj 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 fps
16.2 736 Total
Subcatchment 2.01: POST-DEVELOPED UNDETAINED AREA
Runoff
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
100-yr Rainfall=7.78"
Runoff Area=251,603 sf
Runoff Volume=1.422 af
Runoff Depth=2.95"
Flow Length=736'
Tc=16.2 min
UI Adjusted CN=58
20.70 cfs
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 9HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Reach 1R: Post Confluence
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 12.966 ac, 15.07% Impervious, Inflow Depth = 3.81" for 100-yr event
Inflow = 25.29 cfs @ 12.10 hrs, Volume= 4.119 af
Outflow = 25.29 cfs @ 12.10 hrs, Volume= 4.119 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 1R: Post Confluence
Inflow
Outflow
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=12.966 ac
25.29 cfs25.29 cfs
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 11HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Summary for Pond P01: DETENTION POND
Inflow Area = 7.190 ac, 25.75% Impervious, Inflow Depth = 4.50" for 100-yr event
Inflow = 52.70 cfs @ 11.99 hrs, Volume= 2.697 af
Outflow = 8.40 cfs @ 12.27 hrs, Volume= 2.697 af, Atten= 84%, Lag= 16.6 min
Primary = 8.40 cfs @ 12.27 hrs, Volume= 2.697 af
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.05 hrs
Peak Elev= 565.16' @ 12.27 hrs Surf.Area= 13,783 sf Storage= 56,234 cf
Plug-Flow detention time= 266.5 min calculated for 2.697 af (100% of inflow)
Center-of-Mass det. time= 266.4 min ( 1,086.9 - 820.4 )
Volume Invert Avail.Storage Storage Description
#1 558.00' 68,370 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
558.00 306 0 0
560.00 5,967 6,273 6,273
562.00 8,679 14,646 20,919
564.00 11,771 20,450 41,369
566.00 15,230 27,001 68,370
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 1 557.80'2.0" Vert. 1 YR Orifice/Grate C= 0.600
#3 Device 1 561.00'20.0" W x 2.0" H Vert. 2 YR & 10 YR Orifice/Grate C= 0.600
#4 Device 1 563.10'20.0" W x 2.0" H Vert. 25 YR Orifice/Grate C= 0.600
#5 Device 1 565.00'48.0" x 48.0" Horiz. Overflow C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.23 cfs @ 12.27 hrs HW=565.16' (Free Discharge)
1=Culvert (Passes 8.23 cfs of 104.96 cfs potential flow)
2=1 YR Orifice/Grate (Orifice Controls 0.28 cfs @ 12.99 fps)
3=2 YR & 10 YR Orifice/Grate (Orifice Controls 2.70 cfs @ 9.72 fps)
4=25 YR Orifice/Grate (Orifice Controls 1.88 cfs @ 6.77 fps)
5=Overflow (Weir Controls 3.36 cfs @ 1.31 fps)
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 12HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Pond P01: DETENTION POND
Inflow
Primary
Hydrograph
Time (hours)
605856545250484644424038363432302826242220181614121086420Flow (cfs)55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=7.190 ac
Peak Elev=565.16'
Storage=56,234 cf
52.70 cfs
8.40 cfs
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 13HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
0.00 0.00 0 558.00 0.00
1.00 0.00 0 558.00 0.00
2.00 0.00 0 558.00 0.00
3.00 0.00 0 558.00 0.00
4.00 0.00 0 558.00 0.00
5.00 0.00 0 558.00 0.00
6.00 0.00 0 558.00 0.00
7.00 0.00 0 558.00 0.00
8.00 0.08 47 558.10 0.05
9.00 0.27 402 558.43 0.08
10.00 0.53 1,423 558.90 0.11
11.00 1.38 4,134 559.60 0.14
12.00 52.51 38,967 563.79 3.50
13.00 3.10 52,969 564.92 4.66
14.00 1.85 45,619 564.35 4.13
15.00 1.46 37,910 563.70 3.38
16.00 1.14 32,196 563.18 2.30
17.00 1.00 28,466 562.81 1.99
18.00 0.88 25,045 562.46 1.79
19.00 0.77 21,950 562.12 1.58
20.00 0.65 19,239 561.80 1.34
21.00 0.61 17,091 561.54 1.11
22.00 0.59 15,662 561.36 0.90
23.00 0.57 14,819 561.25 0.73
24.00 0.54 14,383 561.20 0.63
25.00 0.00 13,173 561.03 0.22
26.00 0.00 12,484 560.94 0.18
27.00 0.00 11,828 560.85 0.18
28.00 0.00 11,182 560.76 0.18
29.00 0.00 10,546 560.67 0.18
30.00 0.00 9,920 560.57 0.17
31.00 0.00 9,306 560.48 0.17
32.00 0.00 8,701 560.39 0.17
33.00 0.00 8,108 560.30 0.16
34.00 0.00 7,526 560.21 0.16
35.00 0.00 6,956 560.11 0.16
36.00 0.00 6,397 560.02 0.15
37.00 0.00 5,850 559.93 0.15
38.00 0.00 5,316 559.83 0.15
39.00 0.00 4,795 559.74 0.14
40.00 0.00 4,287 559.64 0.14
41.00 0.00 3,794 559.53 0.13
42.00 0.00 3,316 559.43 0.13
43.00 0.00 2,855 559.32 0.13
44.00 0.00 2,411 559.20 0.12
45.00 0.00 1,987 559.08 0.11
46.00 0.00 1,584 558.96 0.11
47.00 0.00 1,205 558.82 0.10
48.00 0.00 854 558.68 0.09
49.00 0.00 534 558.51 0.08
50.00 0.00 257 558.33 0.07
51.00 0.00 40 558.09 0.05
52.00 0.00 0 558.00 0.00
Type II 24-hr 100-yr Rainfall=7.78"635-002 Deal Road Pond_082217
Printed 8/22/2017Prepared by Microsoft
Page 14HydroCAD® 10.00-19 s/n 03942 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond P01: DETENTION POND (continued)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
53.00 0.00 0 558.00 0.00
54.00 0.00 0 558.00 0.00
55.00 0.00 0 558.00 0.00
56.00 0.00 0 558.00 0.00
57.00 0.00 0 558.00 0.00
58.00 0.00 0 558.00 0.00
59.00 0.00 0 558.00 0.00
60.00 0.00 0 558.00 0.00

Chapter 3 – Storm Drain Hydraulic Analysis

3.1 – Ditch Design
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
Ditch 1 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 (%) = 1.00
N-Value = 0.060
Calculations
Compute by: Known Q
Known Q (cfs) = 1.28
Highlighted
Depth (ft) = 0.63
Q (cfs) = 1.280
Area (sqft) = 1.19
Velocity (ft/s) = 1.07
Wetted Perim (ft) = 3.98
Crit Depth, Yc (ft) = 0.41
Top Width (ft) = 3.78
EGL (ft) = 0.65
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.66
Q (cfs) = 1.490
Area (sqft) = 1.31
Velocity (ft/s) = 1.14
Wetted Perim (ft) = 4.17
Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 3.96
EGL (ft) = 0.68
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
Ditch 1 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
Highlighted
Depth (ft) = 0.69
Q (cfs) = 1.640
Area (sqft) = 1.43
Velocity (ft/s) = 1.15
Wetted Perim (ft) = 4.36
Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 4.14
EGL (ft) = 0.71
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
North American Green 
5401 St. Wendel­C ynthiana R d. 
Pos eyville, Indiana 47633 
Tel. [phone] 
Fax [phone] 
www.nagreen.com 
Erosion Control M aterials 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
C hannel Slope 0.01
C hannel Bottom Width 0
Left Side Slope 3
R ight Side Slope 3
Low Flow Liner
R etardance Class D
Vegtation Type Mix (Sod & B unch)
Vegetation Dens ity Good 75­95%
Soil Type Sandy Loam
Unreinforced Vegetation ­ C lass  D ­ Mix (Sod & Bunch) ­ Good 75­95%
Phase Reach Discharge Velocity Norm al
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 1.64 cfs 0.75
ft/s
0.85 ft 0.108 3.33 lbs/ft2 0.53 lbs /ft2 6.27 STABLE ­­
Underlying
Substrate
Straight 1.64 cfs 0.75
ft/s
0.85 ft ­­0.04 lbs/ft2 0.003 lbs/ft2 12.57 STABLE ­­
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.52
Q (cfs) = 1.560
Area (sqft) = 0.81
Velocity (ft/s) = 1.92
Wetted Perim (ft) = 3.29
Crit Depth, Yc (ft) = 0.45
Top Width (ft) = 3.12
EGL (ft) = 0.58
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.55
Q (cfs) = 1.820
Area (sqft) = 0.91
Velocity (ft/s) = 2.01
Wetted Perim (ft) = 3.48
Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 3.30
EGL (ft) = 0.61
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.57
Q (cfs) = 2.000
Area (sqft) = 0.97
Velocity (ft/s) = 2.05
Wetted Perim (ft) = 3.60
Crit Depth, Yc (ft) = 0.49
Top Width (ft) = 3.42
EGL (ft) = 0.64
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
601.50 -0.50
602.00 0.00
602.50 0.50
603.00 1.00
603.50 1.50
604.00 2.00
Reach (ft)
North American Green 
5401 St. Wendel­C ynthiana R d. 
Pos eyville, Indiana 47633 
Tel. [phone] 
Fax [phone] 
www.nagreen.com 
Erosion Control M aterials Design Software
Version 5.0

Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 2
Discharge 2
Peak Flow Period 24
C hannel Slope 0.04
C hannel Bottom Width 0
Left Side Slope 3
R ight Side Slope 3
Low Flow Liner
R etardance Class D
Vegtation Type Mix (Sod & B unch)
Vegetation Dens ity Fair 50­75%
Soil Type Sandy Loam
Unreinforced Vegetation ­ C lass  D ­ Mix (Sod & Bunch) ­ Fair 50­75%
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 2 cfs 1.6
ft/s
0.65 ft 0.084 3.33 lbs/ft2 1.61 lbs /ft2 2.07 STABLE ­­
Underlying
Subs trate
Straight 2 cfs 1.6
ft/s
0.65 ft ­­0.04 lbs/ft2 0.022 lbs/ft2 1.59 STABLE ­­
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.64
Q (cfs) = 3.860
Area (sqft) = 1.23
Velocity (ft/s) = 3.14
Wetted Perim (ft) = 4.05
Crit Depth, Yc (ft) = 0.64
Top Width (ft) = 3.84
EGL (ft) = 0.79
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
577.50 -0.50
578.00 0.00
578.50 0.50
579.00 1.00
579.50 1.50
580.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.68
Q (cfs) = 4.490
Area (sqft) = 1.39
Velocity (ft/s) = 3.24
Wetted Perim (ft) = 4.30
Crit Depth, Yc (ft) = 0.68
Top Width (ft) = 4.08
EGL (ft) = 0.84
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
577.50 -0.50
578.00 0.00
578.50 0.50
579.00 1.00
579.50 1.50
580.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Calculations
Compute by: Known Q
Known Q (cfs) = 4.94
Highlighted
Depth (ft) = 0.71
Q (cfs) = 4.940
Area (sqft) = 1.51
Velocity (ft/s) = 3.27
Wetted Perim (ft) = 4.49
Crit Depth, Yc (ft) = 0.71
Top Width (ft) = 4.26
EGL (ft) = 0.88
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
577.50 -0.50
578.00 0.00
578.50 0.50
579.00 1.00
579.50 1.50
580.00 2.00
Reach (ft)
North American Green 
5401 St. Wendel­C ynthiana R d. 
Pos eyville, Indiana 47633 
Tel. [phone] 
Fax [phone] 
www.nagreen.com 
Erosion Control M aterials Design Software
Version 5.0

Project Name: Deal Road
Project Number: 121120
Project Location: Weddington, NC
Channel Name: Ditch 3
Discharge 4.94
Peak Flow Period 24
C hannel Slope 0.08
C hannel Bottom Width 0
Left Side Slope 3
R ight Side Slope 3
Low Flow Liner
R etardance Class D
Vegtation Type Mix (Sod & B unch)
Vegetation Dens ity Fair 50­75%
Soil Type Sandy Loam
SC250 ­ C las s D ­ Mix (Sod & Bunch) ­ Fair 50­75%
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
SC250 Unvegetated Straight 4.94 cfs 4.71
ft/s
0.59 ft 0.038 2.5 lbs/ft2 2.95 lbs /ft2 0.85 UNSTABLE E
SC250 R einforced
Vegetation
Straight 4.94 cfs 3.41
ft/s
0.69 ft 0.059 8 lbs/ft2 3.47 lbs /ft2 2.31 STAB LE E
Underlying Subs trate Straight 4.94 cfs 3.41
ft/s
0.69 ft ­­0.8 lbs/ft2 0.527 lbs /ft2 1.52 STAB LE ­­
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 4 to DI-2A - 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) = 5.11
Highlighted
Depth (ft) = 0.71
Q (cfs) = 5.110
Area (sqft) = 1.51
Velocity (ft/s) = 3.38
Wetted Perim (ft) = 4.49
Crit Depth, Yc (ft) = 0.72
Top Width (ft) = 4.26
EGL (ft) = 0.89
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 4 to DI-2A - 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) = 5.94
Highlighted
Depth (ft) = 0.76
Q (cfs) = 5.940
Area (sqft) = 1.73
Velocity (ft/s) = 3.43
Wetted Perim (ft) = 4.81
Crit Depth, Yc (ft) = 0.76
Top Width (ft) = 4.56
EGL (ft) = 0.94
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 4 to DI-2A - 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) = 6.53
Highlighted
Depth (ft) = 0.78
Q (cfs) = 6.534
Area (sqft) = 1.83
Velocity (ft/s) = 3.58
Wetted Perim (ft) = 4.93
Crit Depth, Yc (ft) = 0.79
Top Width (ft) = 4.68
EGL (ft) = 0.98
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
North American Green 5401 St. Wendel-Cynthiana Rd. Poseyville, Indiana 47633 Tel. [phone] Fax [phone] www.nagreen.com Erosion Control Materials Design Software Version 5.0
Project Name: Deal Road Project Number: 121120 Project Location: Weddington, NC Channel Name: Ditch 4
Discharge 6.534
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
Depth
Mannings
N
Permissible
Shear Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
SC250 Unvegetated Straight 6.53 cfs 5.17
ft/s
0.65 ft 0.037 2.5 lbs/ft2 3.24 lbs/ft2 0.77 UNSTABLE E
SC250 Reinforced
Vegetation
Straight 6.53 cfs 3.88
ft/s
0.75 ft 0.054 8 lbs/ft2 3.74 lbs/ft2 2.14 STABLE E
Underlying Substrate Straight 6.53 cfs 3.88
ft/s
0.75 ft --0.8 lbs/ft2 0.625 lbs/ft2 1.28 STABLE --
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 5 to DI-2A - 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
Highlighted
Depth (ft) = 0.74
Q (cfs) = 2.270
Area (sqft) = 1.64
Velocity (ft/s) = 1.38
Wetted Perim (ft) = 4.68
Crit Depth, Yc (ft) = 0.52
Top Width (ft) = 4.44
EGL (ft) = 0.77
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 5 to DI-2A - 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) = 2.64
Highlighted
Depth (ft) = 0.78
Q (cfs) = 2.640
Area (sqft) = 1.83
Velocity (ft/s) = 1.45
Wetted Perim (ft) = 4.93
Crit Depth, Yc (ft) = 0.55
Top Width (ft) = 4.68
EGL (ft) = 0.81
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Aug 22 2017
Ditch 5 to DI-2A - 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
Highlighted
Depth (ft) = 0.81
Q (cfs) = 2.900
Area (sqft) = 1.97
Velocity (ft/s) = 1.47
Wetted Perim (ft) = 5.12
Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 4.86
EGL (ft) = 0.84
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Wednesday, Jun 21 2017
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
Highlighted
Depth (ft) = 0.81
Q (cfs) = 2.900
Area (sqft) = 1.97
Velocity (ft/s) = 1.47
Wetted Perim (ft) = 5.12
Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 4.86
EGL (ft) = 0.84
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
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
Highlighted
Depth (ft) = 0.64
Q (cfs) = 1.870
Area (sqft) = 1.23
Velocity (ft/s) = 1.52
Wetted Perim (ft) = 4.05
Crit Depth, Yc (ft) = 0.48
Top Width (ft) = 3.84
EGL (ft) = 0.68
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
571.50 -0.50
572.00 0.00
572.50 0.50
573.00 1.00
573.50 1.50
574.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
Ditch 6 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 (%) = 2.00
N-Value = 0.060
Calculations
Compute by: Known Q
Known Q (cfs) = 2.18
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
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
571.50 -0.50
572.00 0.00
572.50 0.50
573.00 1.00
573.50 1.50
574.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
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
Highlighted
Depth (ft) = 0.70
Q (cfs) = 2.400
Area (sqft) = 1.47
Velocity (ft/s) = 1.63
Wetted Perim (ft) = 4.43
Crit Depth, Yc (ft) = 0.53
Top Width (ft) = 4.20
EGL (ft) = 0.74
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
579.50 -0.50
580.00 0.00
580.50 0.50
581.00 1.00
581.50 1.50
582.00 2.00
Reach (ft)
North American Green 
5401 St. Wendel­C ynthiana R d. 
Pos eyville, Indiana 47633 
Tel. [phone] 
Fax [phone] 
www.nagreen.com 
Erosion Control M aterials 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
C hannel Slope .02
C hannel Bottom Width 0
Left Side Slope 3
R ight Side Slope 3
Low Flow Liner
R etardance Class D
Vegtation Type Mix (Sod & B unch)
Vegetation Dens ity Fair 50­75%
Soil Type Sandy Loam
Unreinforced Vegetation ­ C lass  D ­ Mix (Sod & Bunch) ­ Fair 50­75%
Phase Reach Discharge Velocity Norm al
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 2.4 cfs 1.28
ft/s
0.79 ft 0.086 3.33 lbs/ft2 0.99 lbs /ft2 3.37 STABLE ­­
Underlying
Substrate
Straight 2.4 cfs 1.28
ft/s
0.79 ft ­­0.04 lbs/ft2 0.013 lbs/ft2 2.68 STABLE ­­
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
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
Slope (%) = 1.43
N-Value = 0.060
Calculations
Compute by: Known Q
Known Q (cfs) = 2.47
Highlighted
Depth (ft) = 0.75
Q (cfs) = 2.470
Area (sqft) = 1.69
Velocity (ft/s) = 1.46
Wetted Perim (ft) = 4.74
Crit Depth, Yc (ft) = 0.54
Top Width (ft) = 4.50
EGL (ft) = 0.78
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
571.50 -0.50
572.00 0.00
572.50 0.50
573.00 1.00
573.50 1.50
574.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
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
Highlighted
Depth (ft) = 0.79
Q (cfs) = 2.870
Area (sqft) = 1.87
Velocity (ft/s) = 1.53
Wetted Perim (ft) = 5.00
Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 4.74
EGL (ft) = 0.83
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
571.50 -0.50
572.00 0.00
572.50 0.50
573.00 1.00
573.50 1.50
574.00 2.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Jun 15 2017
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
Highlighted
Depth (ft) = 0.82
Q (cfs) = 3.160
Area (sqft) = 2.02
Velocity (ft/s) = 1.57
Wetted Perim (ft) = 5.19
Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 4.92
EGL (ft) = 0.86
0 1 2 3 4 5 6 7 8 9 10 11
Elev (ft)Depth (ft)Section
571.50 -0.50
572.00 0.00
572.50 0.50
573.00 1.00
573.50 1.50
574.00 2.00
Reach (ft)
North American Green 
5401 St. Wendel­C ynthiana R d. 
Pos eyville, Indiana 47633 
Tel. [phone] 
Fax [phone] 
www.nagreen.com 
Erosion Control M aterials 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
C hannel Slope .0143
C hannel Bottom Width 0
Left Side Slope 3
R ight Side Slope 3
Low Flow Liner
R etardance Class D
Vegtation Type Mix (Sod & B unch)
Vegetation Dens ity Fair 50­75%
Soil Type Sandy Loam
Unreinforced Vegetation ­ C lass  D ­ Mix (Sod & Bunch) ­ Fair 50­75%
Phase Reach Discharge Velocity Norm al
Depth
Mannings
N
Permissible Shear
Stress
Calculated Shear
Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 3.16 cfs 1.26
ft/s
0.92 ft 0.081 3.33 lbs/ft2 0.82 lbs /ft2 4.08 STABLE ­­
Underlying
Substrate
Straight 3.16 cfs 1.26
ft/s
0.92 ft ­­0.04 lbs/ft2 0.012 lbs/ft2 2.89 STABLE ­­

3.2 – NCDOT Pipe Data Sheet – Hw/D Calculations
PIPE DATA SHEETDate:Sheet 1 of 1Project Number:Union County Designed By: JDB Reviewed By: MVD GP Elev.: 600.77 ftPlan Summary DataShoulderDrainage Area: 0.99Alignment: Elev.: 601.71 ft (In Median) Design Freq.: 25-yearStation:Design Disch.: 3.96Skew:Design H.W. Elev.:Size/Type Pipe:H Q100 Discharg.: 4.44Type Enterence: H.W.Q100 Elev.: 599.02Direction of Flow:LSoT.W Overtopping Freq.: N/AHydrological Method: Inlet So= 1.5% Overtopping Disch.: N/AH.W. Control Elevation: Invert Elev.: 597.72 ft L= 68.2 ft Outlet Inv. Elev. 596.70 ft Overtopping Elev.:H.W. Control Feature: RCP=.012, CMP=.024TW Channel Specs.:Slope: 0.025 Lt. Side Slope= 3n= 0.012 Base Width= 3 n= 0.11 Rt. Side Slope= 3TW Q Nat. Allow. Inlet Control HWVoSIZE No. Of FREQ H.W. H.W. HW/D HW (ft) Kedc(dc+D)/2 hoHL*SOHW ELEV.(FULL FLO Remarksin Pipes YR ft ft^3/s ft ft ft/ft ft ft ft ft ft ft ft ft/s15 1 25 1.03 3.96 2.05 1.04 1.30 0.2 0.81 1.03 1.03 0.410 1.02 0.42 599.02 INLET CONTROL15 1 50 1.04 4.21 2.05 1.04 1.30 0.2 0.83 1.04 1.04 0.464 1.02 0.49 599.02 INLET CONTROL15 1 100 1.06 4.44 2.05 1.04 1.30 0.2 0.86 1.06 1.06 0.516 1.02 0.55 599.02 INLET CONTROL*V10 is partial flow velocity, all others full flow velocitySUMMARY AND RECOMMENDATIONS:BARRELSOutlet Control15" RCPDrop InletRationalCounty:635-0026/20/2017I.D. No.:DI-1 to FES-1print date: 8/22/2017

3.3 – Drop Inlet Calculation
Project Name: WEDDINGTON PONDWater Head Calculation at Drop/Yard InletProject #:409-017Date: 8/22/2017Weir FlowStructure #:Drainage Area (ac)Runoff CoefficientRainfall Intensity (in/hr)Q10 (cfs)Weir Coefficient (Cw):Length of Drop Inlet Opening (ft)Height of Water Buildup (ft):CommentsDI-1 0.99 0.6 6.05 3.59 3.0 160.1784' WIDE OPEN THROAT BOXDI-2 2.01 0.6 6.05 7.30 3.0 160.2854' WIDE OPEN THROAT BOXDI-2A 1.59 0.6 6.05 9.36 3.0 160.3364' WIDE OPEN THROAT BOXDI-3 0.87 0.6 6.05 3.16 3.0 160.1634' WIDE OPEN THROAT BOX(Cw=3.0 for free overfall)(Cd=0.6 typically)G:\SDSKPROJ\635-002 Deal Road CD's\Documents\Calculations\Storm\635-002 - Drop Inlet water head cals.xls

3.4 – Rip Rap Apron Calculations

W=D + Lo a
Tailwater 0.5DovaoOutlet
pipe
diameter (D )o
3 5 10 20 50 100 200 500 1000
0
1
2
3
4
90
80
70
60
50
40
30
20
10
0
d=12 d=15
d=18
d=21 d=24
d=27
d=30
d=36d=42d=48d=54d=60d=66d=96d=90d=84d=78d=72d=12
d=15
d=18 d=21d=24d=27d=30d=36d=42d=48d=54d=60d=66d=72d=78d=84d=90d=96d Riprap Size (ft)50Discharge (ft /sec)3
Curves may not be extrapolated.
Figure 8.06 Design of outlet protection from a round pipe flowing full, minimum tailwater condition (T < 0.5 diameter).w
8.06.3
D d
L
50
a
=
=
0.35' = 8" (min.)
10.2'
Design of Outlet Protection
= 15" = 1.25'
W = 11.5'
o
3D = 3.75'o
d max =12" (min.)
Apron Thickness = 1.5 x d = 18" (min.)max
Minim
u
m
L
e
n
gt
h
of
A
pr
o
n (
L )(ft)
a
* USE CLASS B RIP RAP FOR APRON
d 50 =8"
d max =1.5 x d = 12"50
Apron Thickness = 1.5 x d = 18"max
FES-1
10
0.35
8.9 CFS
W=D + Lo a
Tailwater 0.5DovaoOutlet
pipe
diameter (D )o
3 5 10 20 50 100 200 500 1000
0
1
2
3
4
90
80
70
60
50
40
30
20
10
0
d=12 d=15
d=18
d=21 d=24
d=27
d=30
d=36d=42d=48d=54d=60d=66d=96d=90d=84d=78d=72d=12
d=15
d=18 d=21d=24d=27d=30d=36d=42d=48d=54d=60d=66d=72d=78d=84d=90d=96d Riprap Size (ft)50Discharge (ft /sec)3
Curves may not be extrapolated.
Figure 8.06 Design of outlet protection from a round pipe flowing full, minimum tailwater condition (T < 0.5 diameter).w
8.06.3
D d
L
50
a
=
=
8" (min.)
10'
Design of Outlet Protection
= 24" = 2.0'
W = 12'
o
3D = 6.0'o
d max =12" (min.)
Apron Thickness = 1.5 x d = 18" (min.)
50
max
Minim
u
m
L
e
n
gt
h
of
A
pr
o
n (
L )(ft)
a
* USE CLASS B RIP RAP FOR APRON
d 50 =8"
d max =1.5 x d = 12"50
Apron Thickness = 1.5 x d = 18"max
FES-2
10
0.5
5.71 CFS
W=D + Lo a
Tailwater 0.5DovaoOutlet
pipe
diameter (D )o
3 5 10 20 50 100 200 500 1000
0
1
2
3
4
90
80
70
60
50
40
30
20
10
0
d=12 d=15
d=18
d=21 d=24
d=27
d=30
d=36d=42d=48d=54d=60d=66d=96d=90d=84d=78d=72d=12
d=15
d=18 d=21d=24d=27d=30d=36d=42d=48d=54d=60d=66d=72d=78d=84d=90d=96d Riprap Size (ft)50Discharge (ft /sec)3
Curves may not be extrapolated.
Figure 8.06 Design of outlet protection from a round pipe flowing full, minimum tailwater condition (T < 0.5 diameter).w
8.06.3
D d
L
50
a
=
=
8" (min.)
10'
Design of Outlet Protection
= 36" = 3.0'
W = 13'
o
3D = 9.0'o
d max =12" (min.)
Apron Thickness = 1.5 x d = 18" (min.)
50
max
Minim
u
m
L
e
n
gt
h
of
A
pr
o
n (
L )(ft)
a
* USE CLASS B RIP RAP FOR APRON
d 50 =8"
d max =1.5 x d = 12"50
Apron Thickness = 1.5 x d = 18"max
FES-3
10
0.5
16.0 CFS

3.5 – Hydraflow Storm System Analysis

Chapter 4 – Erosion Control Calculations

Sediment Basin Calculations
Project Name Design Resource Group
JOB NO.:635-002 BY:JDB 2459 Wilkinson Boulevard
DATE:6/15/17 P.M.:MVD Charlotte, North Carolina 28208
REVISED:1/0/1900 SEDIMENT BASIN DESIGN
SKIMMER BASIN DESIGN FOR BASIN #R1
DRAINAGE AREAS/REQ'D STORAGE DESIGN CRITERIA
Total drainage area (TDA) 7.9 ac Proposed sediment depth 4 ft
Disturbed area(DA) 7.2 ac Bottom elevation of basin 558 msl
Required sediment storage(1800xTDA)12888 cf Depth of flow over spillway 0.5 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 558 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage Elevation 562 msl Elev.Area (SF)
Riser Elevation 564 msl 558 3686 0
Emergency Spillway 564 msl 560 5967 9653
High Water Elevation 564 msl 562 8679 24299
Top of Embankment 566 msl 564 11771 44749
566 15230 71750

BASIN EFFICIENCY
Sediment storage provided: 24299 OKAY
Sediment storage required: 12888 cf
Surface Area Provided 11771 OKAY
S.A. Required (435cft*Q10) **10725 sf ** 325cft*Q10 for TDA<10 ac
SKIMMER DESIGN DATA
Storage Volume= 12888 cft Pctage of Volume= 69%
Dewatering Time=3 days Adjustment Factor=3810 cft
Skimmer Size=2.5 in Adjusted Orifice=2.08 in
Drawdown Volume=18702 cft in 3 days Proposed Orifice=2.10 in
Skimmer Arm Dia= 1.5 in Prop Skimmer Inv= 559.00
Arm Length= 8.0 ft Attach skimmer pipe to riser structure per details
RISER DESIGN
DESIGN FLOW (Q=CIA) RISER SPILLWAY DESIGN
Bare soil coefficient 'C' = 0.6 Riser pipe diameter 36 in
Area 'A' = 7.9 ac Depth of flow 0 ft
2 yr. storm rainfall intensity, 'I' = 4.73 in/hr Riser Flow, Q(r): 0 cfs
Design flow from site, 'Q2' = 23 cfs Rizer Size is TOO SMALL, INCREASE DIAMET
OUTLET PIPE DESIGN
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
Outlet pipe invert in 557.4 Outlet Pipe Orifice is OKAY
Outlet pipe invert out 556.17 Outlet Pipe Capacity is OKAY
EMERGENCY SPILLWAY DESIGN
DESIGN FLOW (Q=CIA) EMERGENCY SPILLWAY DESIGN
Bare soil coefficient 'C' = 0.6 Design Flow = 11 cfs
Area 'A' =7.9 ac Spillway Length, L 10 ft
10 yr. storm rainfall intensity, 'I' =7.03 in/hr Stage 0.75 ft Max
Design flow from site, 'Q 10 ' =33 cfs
CONCRETE ANCHOR 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
Cumulative Volume (CF)
Page 1 of 1

Chapter 5 – Appendices
Appendix A
Pre-Development Drainage Exhibit
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
SCALE: 1" = 60'

JDB
MVD
30 0 30 60
PRE-
DEVELOPMENT
DRAINAGE MAP
APP-A
REVISIONS:
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
SCALE:
PROJECT #: 635-002
DRAWN BY:
CHECKED BY:
CONSTRUCTION
DOCUMENTS
AUGUST 21, 2017
REVISIONS:
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
O
P
W
CANISTEOWEDDINGTON, NORTH CAROLINADEAL ROAD VENTURES, LLC113 INDIAN TRAIL ROAD #274INDIAN TRAIL, NC 28079704.400.9837N1.00
PRE - DRAINAGE AREA
545,747 SF
(12.529 AC)
1.02
PRE - DRAINAGE AREA
95,845 SF
(2.200 AC)

Appendix B
Post-Development Drainage Exhibit
Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
SCALE:
PROJECT #: 635-002
DRAWN BY:
CHECKED BY:
CONSTRUCTION
DOCUMENTS
AUGUST 21, 2017
REVISIONS:
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
O
P
W
CANISTEOWEDDINGTON, NORTH CAROLINADEAL ROAD VENTURES, LLC113 INDIAN TRAIL ROAD #274INDIAN TRAIL, NC 28079704.400.9837Copyright © 2017 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without written authorization.
SCALE: 1" = 60'

JDB
MVD
30 0 30 60
POST-
DEVELOPMENT
DRAINAGE MAP
APP-B NPOST - DRAINAGE
AREA
313,194 SF
(7.190 AC)
2.00
POST - UNDETAINED
AREA
251,599 SF
(5.776 AC)
2.01
DETENTION
POND
P01
POST - DRAINAGE
AREA
83,191 SF
(1.910 AC)
2.02

Appendix C
NOAA Rainfall Data

NOAA Atlas 14, Volume 2, Version 3
Location name: Matthews, North Carolina, USA*
Latitude: 35.0068°, Longitude: -80.721°
Elevation: 632.19 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 5.00
(4.62-5.44)
5.92
(5.45-6.44)
6.86
(6.30-7.46)
7.56
(6.92-8.21)
8.35
(7.63-9.05)
8.90
(8.09-9.65)
9.41
(8.51-10.2)
9.85
(8.87-10.7)
10.4
(9.24-11.3)
10.7
(9.49-11.7)
10-min 4.00
(3.68-4.34)
4.73
(4.36-5.15)
5.50
(5.05-5.98)
6.05
(5.54-6.56)
6.66
(6.08-7.21)
7.09
(6.44-7.68)
7.47
(6.76-8.09)
7.81
(7.03-8.47)
8.20
(7.31-8.90)
8.44
(7.48-9.19)
15-min 3.33
(3.07-3.62)
3.96
(3.65-4.32)
4.64
(4.26-5.04)
5.10
(4.67-5.53)
5.62
(5.14-6.10)
5.98
(5.44-6.48)
6.30
(5.69-6.82)
6.57
(5.91-7.12)
6.88
(6.13-7.47)
7.06
(6.25-7.69)
30-min 2.28
(2.11-2.48)
2.74
(2.52-2.98)
3.29
(3.02-3.58)
3.69
(3.39-4.01)
4.17
(3.80-4.51)
4.51
(4.10-4.88)
4.82
(4.36-5.22)
5.11
(4.60-5.54)
5.47
(4.88-5.94)
5.72
(5.06-6.23)
60-min 1.42
(1.31-1.55)
1.72
(1.58-1.87)
2.11
(1.94-2.30)
2.40
(2.20-2.61)
2.77
(2.53-3.01)
3.05
(2.78-3.31)
3.32
(3.00-3.60)
3.59
(3.23-3.89)
3.93
(3.50-4.26)
4.18
(3.70-4.55)
2-hr 0.824
(0.755-0.900)
0.996
(0.912-1.09)
1.24
(1.13-1.35)
1.42
(1.29-1.55)
1.65
(1.50-1.80)
1.83
(1.66-1.99)
2.01
(1.81-2.19)
2.19
(1.95-2.38)
2.42
(2.14-2.64)
2.60
(2.28-2.84)
3-hr 0.583
(0.533-0.641)
0.704
(0.644-0.774)
0.877
(0.802-0.964)
1.01
(0.922-1.11)
1.20
(1.08-1.31)
1.34
(1.21-1.46)
1.48
(1.33-1.62)
1.64
(1.45-1.78)
1.84
(1.61-2.01)
2.00
(1.74-2.19)
6-hr 0.351
(0.322-0.385)
0.423
(0.388-0.465)
0.529
(0.484-0.580)
0.611
(0.558-0.669)
0.724
(0.656-0.789)
0.814
(0.733-0.886)
0.906
(0.810-0.986)
1.00
(0.887-1.09)
1.13
(0.990-1.23)
1.24
(1.07-1.35)
12-hr 0.206
(0.189-0.226)
0.249
(0.229-0.274)
0.312
(0.286-0.342)
0.363
(0.331-0.397)
0.433
(0.392-0.473)
0.490
(0.440-0.534)
0.549
(0.489-0.597)
0.611
(0.538-0.664)
0.698
(0.605-0.758)
0.769
(0.657-0.836)
24-hr 0.122
(0.113-0.132)
0.148
(0.137-0.160)
0.185
(0.171-0.201)
0.215
(0.199-0.233)
0.257
(0.236-0.278)
0.290
(0.266-0.314)
0.325
(0.297-0.352)
0.362
(0.329-0.392)
0.412
(0.373-0.448)
0.453
(0.407-0.493)
2-day 0.072
(0.067-0.078)
0.087
(0.080-0.094)
0.108
(0.100-0.117)
0.125
(0.116-0.136)
0.149
(0.137-0.161)
0.168
(0.154-0.182)
0.187
(0.171-0.203)
0.208
(0.189-0.226)
0.236
(0.213-0.257)
0.259
(0.233-0.283)
3-day 0.051
(0.047-0.055)
0.061
(0.057-0.066)
0.076
(0.070-0.082)
0.088
(0.081-0.095)
0.104
(0.096-0.112)
0.117
(0.107-0.126)
0.130
(0.119-0.141)
0.144
(0.132-0.157)
0.164
(0.149-0.178)
0.180
(0.162-0.196)
4-day 0.040
(0.038-0.044)
0.048
(0.045-0.052)
0.060
(0.055-0.065)
0.069
(0.064-0.074)
0.081
(0.075-0.088)
0.091
(0.084-0.099)
0.102
(0.093-0.110)
0.113
(0.103-0.122)
0.128
(0.116-0.139)
0.140
(0.127-0.152)
7-day 0.027
(0.025-0.029)
0.032
(0.030-0.034)
0.039
(0.036-0.042)
0.044
(0.041-0.048)
0.052
(0.048-0.056)
0.058
(0.054-0.063)
0.065
(0.060-0.069)
0.071
(0.066-0.077)
0.081
(0.074-0.087)
0.088
(0.080-0.095)
10-day 0.021
(0.020-0.023)
0.025
(0.024-0.027)
0.031
(0.029-0.033)
0.035
(0.032-0.037)
0.040
(0.037-0.043)
0.045
(0.041-0.048)
0.049
(0.045-0.053)
0.054
(0.050-0.057)
0.060
(0.055-0.064)
0.065
(0.059-0.070)
20-day 0.014
(0.013-0.015)
0.017
(0.016-0.018)
0.020
(0.019-0.021)
0.022
(0.021-0.024)
0.026
(0.024-0.027)
0.028
(0.026-0.030)
0.031
(0.029-0.033)
0.033
(0.031-0.036)
0.037
(0.034-0.040)
0.040
(0.037-0.043)
30-day 0.012
(0.011-0.012)
0.014
(0.013-0.015)
0.016
(0.015-0.017)
0.018
(0.017-0.019)
0.020
(0.019-0.021)
0.022
(0.020-0.023)
0.024
(0.022-0.025)
0.025
(0.024-0.027)
0.028
(0.026-0.030)
0.029
(0.027-0.032)
45-day 0.010
(0.009-0.010)
0.011
(0.011-0.012)
0.013
(0.012-0.014)
0.014
(0.014-0.015)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.019
(0.018-0.020)
0.020
(0.019-0.021)
0.021
(0.020-0.023)
0.023
(0.021-0.024)
60-day 0.009
(0.008-0.009)
0.010
(0.010-0.011)
0.012
(0.011-0.012)
0.013
(0.012-0.013)
0.014
(0.013-0.015)
0.015
(0.014-0.016)
0.016
(0.015-0.017)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.019
(0.018-0.020)
1 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.
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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
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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?: [e-mail]
Disclaimer
+
–
100km
60mi
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