20140760 Ver 1_Stormwater Info_20140723

STORM WATER CALCULATIONS
for
The Oaks at Lyon's Farm
817 Scott King Road
Durham, North Carolina
ELC #1033 -001
March 13, 2014
Revised: May 16, 2014
Prepared for;
The Oaks at Lyon's Farm, LLC
2314 S. Miami Blvd — Suite 151
Durham, North Carolina 27703
Prepared by:
EDEN
� LAND CARP
ENGINEERING - DEVELOPMENT
2314 S. Miami Blvd
Suite 151
Durham, NC 27703
Tel. [phone]
www.edensland.com

TABLE OF CONTENTS
1.0 INTRODUCTION
1.1 Project Overview
1.2 Stormwater Design Requirements
2.0
HYDROLOGIC MODEL
2.1
Existing Conditions
2.2
Proposed Development
2.3
Basis for Design
2.4
Hydrologic Model Results and Conclusions
2.5
Bypass Plunge Pool Design
3.0 WATER QUALITY
3.1 Nutrient Load Overview
3.2 85% TSS
APPENDICES
APPENDIX I Site Information
• USGS Map
• Soils Map
• FEMA FIRM Map
APPENDIX II Hydrologic Analysis
APPENDIS III Wet Pond Summary
APPENDIX IV Downstream Analysis
APPENDIX V Storm System Analysis
• System 1
• Bypass South
• Bypass North
APPENDIX VI Water Quality Calculations
APPENDIX VII Erosion Control Calculations
APPENDIX VIII Plunge Pool Bypass Calculations

1.0 INTRODUCTION
1.1 Project Overview
EDENS LAND CORP has been retained to evaluate existing and proposed storm water drainage
for the The Oaks at Lyon's Farm, a proposed 17 lot single - family subdivision Durham, North
Carolina.
The project site is located at 817 Scott King Road, just east of the Scott King Road / Herndon
Road intersection. The site lies in the Cape Fear (Jordan) drainage basin and is subject to
applicable Nutrient Sensitive Waters Management Strategy rules. The site is located within the
F /J -B watershed. Note that the existing impervious included in these calculations pre -dates all
applicable baseline dates (12/31/01 for water quality, 3/09/01 for the 1 -year storm and 4/23/97
for the 2 and 10 -year storms).
y!�
Source: Durham Interactive Maps (2010 Photo)

1.2 Stormwater Design Requirements
An Annexation Petition has recently been filed for the site. This project is subject to the City of
Durham stormwater requirements, in conjunction with the State of North Carolina and
applicable federal laws. This development is required to meet the following design parameters:
Detain runoff volume increase from the one year, 24 -hour storm event, and possibly the
runoff volume increase from the 2 and 10 -year, 24 hour storm events (depending on
downstream conditions)
• The baseline date for the one year storm is 3/09/01
• The baseline date for the two and 10 -year storms is 4/23/97
Limit Nitrogen and Phosphorous export to 2.20 and 0.82 lb/acre/year, respectively
• This project will comply with section 70- 740(a) of the stormwater ordinance,
which has the option of providing a minimum on -site reduction of nitrogen
and phosphorous with the remainder being accounted for by nutrient offset
payments
• Minimum Nitrogen reduction = 40%
• Minimum Phosphorous reduction = 40%
85% Total Suspended Solids (TSS) removal for impervious areas
• Note that treatment of some existing impervious off -site areas will be
provided to result in an equivalent 85% TSS removal for the site
Storm drainage design shall be in accordance with the City's stormwater design
requirements
2.0 HYDROLOGIC MODEL
2.1 Existing Conditions
The ±9.51 acre site consists of a single - family home, gravel drive, storage building, and
wooded areas.
There is a perennial stream running along the western border of the site. No Federal
Emergency Management Agency (FEMA) regulated 100 -year flood plain and /or floodways have
been delineated on site. The portion of the site to be developed consists of 100% type D soils.
2.2 Proposed Conditions
Planned development consists of a 17 lot single - family residential subdivision. In addition to
the lots, the project will contain:
• Roadway
• Utilities
• Storm Drainage
• Wet Pond
• Landscaping

2.3 Basis for Design
A hydrologic analysis of the post- construction contributory watersheds was conducted to
determine the peak runoff rates for the 1 -year, 2 -year, and 10 -year storm events. The model
was based on the City of Durham Public Works "Reference Guide for Development ", North
Carolina Division of Water Quality Stormwater Best Management Practices (BMPs) Manual, and
standard engineering practices. These flows were used to assess the pre - development flow at
each analysis point (stream buffer entry point) of the site. The drainage areas were delineated
using field survey and available GIS data.
The hydrologic study was performed using the NRCS TR -55 Curve Number Method. The
computer modeling program Hydraf /owHydragraphsbylnte/iso/ve was used to calculate the
peak flow rates and model the BMP's for the desired storm events. For the computer generated
results of the hydrologic study please refer to appendix of this report.
2.4 Hydrologic Model Results and Conclusions
The site was analyzed to determine the post development flows for the 1, 2 and 10 year
storms. The following results were computed:
Note that only Analysis Point #1 was analyzed since that is the only stream buffer entry point
that has increased runoff from pre- existing conditions by the development.
Section 70 -738 of the stormwater ordinance requires detention of the one -year storm to pre -
development conditions. The wet pond being installed on site will be designed to contain this
volume. Routings and detailed design will be provided at the Construction Drawings stage.
The stormwater ordinance also says that detention of the two and ten -year storms maybe
required. As with the Akal Creek project recently developed (immediately west of this site), a
downstream analysis is being provided. Information for the downstream analysis is taken
directly from the Akal Creek approved study, and is included in Appendix III of this report.
2.5 Bypass Plunge Pool Design
Bypass plunge pools were designed to meet the minimum erosion control sizing and provide an
even lip for runoff to flow over providing the lowest flow rate allowable with the site area
provided. Rip rap areas are provided to exceed minimum requirements. Rip rap calculation are
included in this report under the erosion control appendix. Flow rates are calculated as cubic
feet per second (cfs) from hydraflow divided by the plunge pool flow lip length from the plans
divided by the flow rise from hydraflow over the plunge pool lip. Hydraflow results and
calculations are included in this report under plunge pool bypass calculations appendix.
Design Storm
ID
Land Use Condition
1 -yr CFS
2 -yr CFS
10 -yr CFS
100 -yr CFS
Pre - Development
6.47
8.42
15.19
25.28
Mn
in
Post- Development
11.49
14.24
23.11
35.83
fa
Post w/ Detention
6.25
11.23
22.59
35.32
a
Increase /decrease
1 -3.40%
+25.02%
1 +32.76%
+28.43%
Note that only Analysis Point #1 was analyzed since that is the only stream buffer entry point
that has increased runoff from pre- existing conditions by the development.
Section 70 -738 of the stormwater ordinance requires detention of the one -year storm to pre -
development conditions. The wet pond being installed on site will be designed to contain this
volume. Routings and detailed design will be provided at the Construction Drawings stage.
The stormwater ordinance also says that detention of the two and ten -year storms maybe
required. As with the Akal Creek project recently developed (immediately west of this site), a
downstream analysis is being provided. Information for the downstream analysis is taken
directly from the Akal Creek approved study, and is included in Appendix III of this report.
2.5 Bypass Plunge Pool Design
Bypass plunge pools were designed to meet the minimum erosion control sizing and provide an
even lip for runoff to flow over providing the lowest flow rate allowable with the site area
provided. Rip rap areas are provided to exceed minimum requirements. Rip rap calculation are
included in this report under the erosion control appendix. Flow rates are calculated as cubic
feet per second (cfs) from hydraflow divided by the plunge pool flow lip length from the plans
divided by the flow rise from hydraflow over the plunge pool lip. Hydraflow results and
calculations are included in this report under plunge pool bypass calculations appendix.

3.0 WATER QUALITY
3.1 Nutrient Load Overview
This project lies within the Cape Fear River watershed, Jordan Basin, and therefore is subject to
total nitrogen loading restrictions of 2.20 Ib /ac /yr (20.44 Ib /yr for this site) and total
phosphorous loading restrictions of 0.82 Ib /ac /yr (7.62 Ib /yr for this site).
Areas from the site are being routed to a Grassed Swale and Wet Pond to achieve nutrient load
reduction to the desired limits.
The chart below summarizes the nitrogen and phosphorous development loading from the
Jordan -Falls Accounting Tool. See the attached spreadsheet in Appendix IV for details.
Condition
Nitrogen
Nitrogen
Phosphorous
Phosphorous
(lb/ac/ r
(lb)
(lb/ac/ r
(I b)
Pre-Development
1.06
10.00
0.21
1.98
Post- Development
3.79
36.04
1.15
10.94
Post - Development
w/ BMP
3.02
28.72
0.46
4.37
Detailed information on the buydown necessary is illustrated by the City of Durham Nutrient
Reporting Form in Appendix IV. Purchase of these credits will be necessary prior to approval of
the Site Plan.
3.2 85% TSS
See the TSS removal spreadsheet following this summary for detailed information.
This project is in compliance with City of Durham Stormwater Rules.
DISCREPANCIES BETWEEN SITE PLAN REVIEW AND CONSTRUCTION DOCUMENTS
Discrepancies were noted by City of Durham Stormwater staff between the approved Site Plan and the
Construction Drawings. Most of these changes are due to the fact that the CD's are based on field
topography, which was slightly different from the GIS topography on the Site Plan. In addition, we
noticed an error in the TR -55 calculations in the approved Site Plan package that has been corrected in
this CD set of calculations. These updated calculation and drainage maps should reflect the correct
hydrological analysis for this site.

APPENDIX I
SITE INFORMATION

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LAND CORP
DURHAM, NORTH CAROLINA
ENGINEERING • DEVELOPMENT
DRAWN: AFL
DATE: JULY 30, 2013
SHEET:
2144PAGEROAD- SUITE204 DURHAM,NC 27703
WWW.E DENSLAND.COM - PH: (919) 706 -0550
CHECK: JBE
SOILS
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SITE LOCATION:
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LAND CORP
ENGINEERING - DEVELOPMENT
DURHAM, NORTH CAROLINA
DRAWN: AFL
DATE: JULY 30, 2013
SHEET:
2144 PAGE ROAD - SUITE 204 • DURHAM, NC 27703
WWW.EDENSLAND.COM • PH: [phone]
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DURHAM, NORTH CAROLINA
DATE: JULY 30, 2013 SHEET:
SCALE: 1"=500, F E M A

APPENDIX II
HYDROLOGIC ANALYSIS

ANALYSIS POINT #1
DRAINAGE AREA UNCHANGED
DUR.WG POST DE ELOPM!lfNT,
NO ANALYS S CESSARY
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I DURING POST DEVELOPMENT,
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Table 2 -4 Runoff Curve Numbersi
Cover Description
Curve Numbers for Hydrologic
Soil Groups
Cover type and hydrologic condition
A B
C
D
Cultivated land:
without conservation treatment
72
81
88
91
with conservation treatment
62
71
78
81
Pasture or range land
poor condition
68
79
86
89
good condition
39
61
74
80
Meadow:
good condition
30
58
71
78
Wood or forest land:
thin stand, poor cover
45
66
77
83
good cover
25
55
70
77
Open Space (lawns, parks, golf courses,
cemeteries, etc.) 2
Poor condition (grass cover <50 %)
68
79
86
89
Fair condition (grass cover 50% - 75 %)
49
69
79
84
Good condition (grass cover >75 %)
39
61
74
80
Impervious areas:
Paved parking lots, roofs, driveways, etc. (excluding
98
98
98
98
right -of -way)
Streets and Roads:
Paved; curbs and storm drains (excluding right -of-
98
98
98
98
way)
Paved; open ditches (including right -of -way)
83
89
92
93
Gravel (including right -of -way)
76
85
89
91
Dirt (including right -of -way)
72
82
87
89
Developing urban areas and newly graded areas
77
86
91
94
(pervious area only, no vegetation)
Raleigh Specific
Urban districts by zoning:
0&1 (III)
96
97
98
98
0&1 (1 & 11)
98
98
98
98
Buffer Community, Shopping Center, Neighborhood
Business, Industrial I & II
Residential districts by zoning:
R -4
61
75
83
87
R -6
71
80
87
92
R -10
80
85
90
95
R -20
86
90
93
96
R -30
92
94
96
97
1 Average runoff condition, and la = 0.2S
2 CNs shown are equivalent to those of pasture. Composite CNs may be computed for
other combinations of open space cover type.
Assumptions are as follows: impervious areas are directly connected to the drainage system,
impervious areas have a CN of 98, and
pervious areas are considered equivalent to open space in good
hydrologic condition.
If the impervious area is not connected, the
NRCS method has an adjustment to reduce the effect.
City of Raleigh January 2002
Stormwater Design Manual Page 52

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Table 1
Hydrologic Soil Group for Soils in Durham County
Soil Abbreviation
Soil Type
Hydrologic Soil Group
Ai A
Altavista
C
AM
Altavista
C
ApB
Appling
B
A C
Appling
B
Cc
Cartecay
C
CfB
Cecil
B
CfC
Cecil
B
CfE
Cecil
B
Ch
Chewacla
C
CP
Congaree
B
CrB
Creedmoor
C
CrC
Creedmoor
C
DaB
Davidson
B
DaC
Davidson
B
GeB
Geor eville
B
GeC
Geor eville
B
GeD
Georgeville
B
GiE
Goldston
C
GiF
Goldston
C
GrB
Granville
B
GrC
Granville
B
GU
Gullied Land
D
HeB
Helena
C
HeC
Helena
C
HrB
Herndon
B
HrC
Herndon
B
HsC
Herndon
B
IrB
Iredell
D
IrC
Iredell
D
IuB
Iredell
D
IuC
Iredell
D
LgB
Lignum
C
MfB
Mayodan
B
MfC
Mayodan
B
Mf)
Mayodan
B
WE
Mayodan
B
MrC
Mayodan
B
MrD
Mayodan
B
MuB
Mecklenburg
C
MuC
Mecklenburg
C
NaD
Nason
C
NaE
Nason
C
NoD
Nason
C
PfC
Pinkston
B
PfE
Pinkston
B
Ro
Roanoke
D
TaE
Tatum
C
Ur
Urban Land
D
Wh
Wahee
D
WmD
Wedowee
B
WmE
Wedowee
B
Wn
Wehadkee
D
WsB
White Store
D
WSC
White Store
D
WsE
White Store
D
WwC
White Store
D
WwE
White Store
D
WvC2
White Store
D
WvE2
White Store
D
WxE
Wilkes
C
106

Worksheet 2: Runoff curve number and runoff
Project: The Oaks at Lyon's Farm By: AFL Date: 03/07/14
Location: Checked: Date:
Circle one: Present Developed Watershed: SITE PRE AP -1
1.) Runoff curve number (CN)
Soil Name
and
Hydrologic
Group
(appendix A)
Cover Description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
CN
Value'
Area
Acres
Sq. Ft.
%
Product
of
CN x Area
0
i—
m
LL
L
LL
--
Impervious - Roof
98
0.11
10.29
--
Impervious - Driveway
98
0.11
10.39
--
Impervious - Walk
98
0.01
0.78
C
Open Space - Lawn - Good Condition
74
0.03
2.29
C
Woods - Good Cover
70
0.19
12.95
D
Open Space - Lawn - Good Condition
80
1.48
118.24
D
Woods - Good Cover
77
1.14
87.78
Use only one CN value source per line. Totals = 3.05 242.73
( 0.00477 sq mi)
CN (weighted) = total product _ 242.73 Use CN = 80
total area 3.05

TR55 Tc Worksheet
Hyd. No. 3
Pre AP -1
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two -year 24 -hr precip. (in)
Land slope ( %)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope ( %)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope ( %)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
A
B
C
= 0.011
0.011
0.011
= 34.0
0.0
0.0
= 3.50
0.00
0.00
= 45.00
0.00
0.00
= 0.14 +
0.00 +
0.00
= 635.00
0.00
0.00
= 5.83
0.00
0.00
= Unpaved
Paved
Paved
=3.90
0.00
0.00
= 2.72 +
0.00 +
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.015
0.015
0.015
=0.00
0.00
0.00
Flow length (ft) ( {0 })0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc ............................................... ...............................
Totals
= 0.14
= 2.72
= 0.00
2.86 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10."
Hyd. No. 3
Pre AP -1
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 3.050 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Q (cfs)
7.00
. M
5.00
4.00
3.00
2.00
1.00
0.00 '
0 2 4
Hyd No. 3
6 8
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre AP -1
Hyd. No. 3 -- 1 Year
Wednesday, 03 / 12 / 2014
6.474 cfs
11.97 hrs
12,974 cuft
80
0 ft
5.00 min
Type II
484
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
1 — ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 3
Pre AP -1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.050 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 3
Pre AP -1
Hyd. No. 3 -- 2 Year
6 8 10 12 14 16
Wednesday, 03 / 12 / 2014
= 8.422 cfs
= 11.97 hrs
= 16,985 cuft
= 80
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
10.00
M
4.00
2.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10."
Hyd. No. 3
Pre AP -1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.050 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Pre AP -1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Wednesday, 03 / 12 / 2014
15.19 cfs
11.93 hrs
30,934 cuft
80
0 ft
5.00 min
Type II
484
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 3 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10."
Hyd. No. 3
Pre AP -1
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 3.050 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1I
4.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 3
6.0
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre AP -1
Hyd. No. 3 -- 100 Year
Wednesday, 03 / 12 / 2014
25.28 cfs
11.93 hrs
52,571 cuft
80
0 ft
5.00 min
Type II
484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
11
4.00
' 0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Worksheet 2: Runoff curve number and runoff
Project: The Oaks at Lyon's Farm By: AFL Date: 04/08/14
Location: Checked: Date:
Circle one: Present Developed Watershed: AP -1a Drainage Basin to Pond
1.) Runoff curve number (CN)
Soil Name
and
Hydrologic
Group
(appendix A)
Cover Description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
CN Value'
Area
Acres
Sq. Ft.
%
Product
of
CN x Area
N
m
.c
N
a,
LL
N
LL
--
Impervious - Allocated Per Lot (4,000 sf)
98
1.33
130.34
--
Impervious - Road
98
0.75
73.50
--
Impervious - Sidewalk
98
0.10
9.80
D
Open Space - Lawn - Good Condition
80
1.57
125.60
C
Open Space - Lawn - Good Condition
74
0.05
3.70
D
Woods - Good Cover
77
0.05
3.85
Use only one CN value source per line. Totals = 3.85 346.79
( 0.00602 sq mi)
CN (weighted) = total product _ 346.79 Use CN = 90
total area 3.85

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post AP #1 to Pond
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.600
0.011
0.011
Flow length (ft)
= 50.0
0.0
0.0
Two -year 24 -hr precip. (in)
= 3.50
0.00
0.00
Land slope ( %)
= 4.00
0.00
0.00
Travel Time (min)
= 12.36 +
0.00 +
0.00 =
12.36
Shallow Concentrated Flow
Flow length (ft)
= 10.00
0.00
0.00
Watercourse slope ( %)
= 5.90
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.92
0.00
0.00
Travel Time (min)
= 0.04 +
0.00 +
0.00 =
0.04
Channel Flow
X sectional flow area (sqft)
= 18.75
24.00
7.07
Wetted perimeter (ft)
= 15.81
22.40
7.07
Channel slope ( %)
= 0.50
0.50
1.00
Manning's n -value
= 0.035
0.035
0.013
Velocity (ft/s)
=3.37
3.15
11.46
Flow length (ft)
( {0 })716.0
154.0
65.0
Travel Time (min)
= 3.54 +
0.81 +
0.09 =
4.44
Total Travel Time, Tc ...............................................
...............................
16.85 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post AP #1 to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 3.850 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
Post AP #1 to Pond
Hyd. No. 2 -- 1 Year
6 8 10 12 14 16
Wednesday, 04 / 16 / 2014
= 8.810 cfs
= 12.07 hrs
= 27,729 cuft
= 90
= Oft
= 16.80 min
= Type II
= 484
Q (cfs)
10.00
11111M
4.00
2.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post AP #1 to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 3.850 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 3.50 in
Storm duration
= 24 hrs
Q (cfs)
12.00
10.00
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 2
6 8
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post AP #1 to Pond
Hyd. No. 2 -- 2 Year
Wednesday, 04 / 16 / 2014
10.80 cfs
12.07 hrs
34,211 cuft
90
Oft
16.80 min
Type II
484
Q (cfs)
12.00
10.00
4.00
2.00
' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post AP #1 to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 3.850 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Q (cfs)
18.00
15.00
12.00
3.00
0.00 ' '
0 2 4
Hyd No. 2
6 8
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post AP #1 to Pond
Hyd. No. 2 -- 10 Year
Wednesday, 04 / 16 / 2014
17.17 cfs
12.07 hrs
55,522 cuft
90
Oft
16.80 min
Type II
484
Q (cfs)
18.00
15.00
12.00
11111M
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
Post AP #1 to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 3.850 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1I
4.00
0.00 ' 1
0 2 4
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post AP #1 to Pond
Hyd. No. 2 -- 100 Year
Wednesday, 04 / 16 / 2014
26.24 cfs
12.07 hrs
86,866 cuft
90
Oft
16.80 min
Type II
484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Ki 11
4.00
T ' ' ' ' 0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 04 / 16 / 2014
Hyd. No. 5
Route Post to Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.566 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 26,520 cuft
Inflow hyd. No.
= 2 - Post AP #1 to Pond
Max. Elevation
= 252.45 ft
Reservoir name
= Wet Pond
Max. Storage
= 12,819 cuft
Storage Indication method used.
Route Post to Pond
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (hrs)
Hyd No. 5 Hyd No. 2 1111111 Total storage used = 12,819 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 04 / 16 / 2014
Hyd. No. 5
Route Post to Pond
Hydrograph type
= Reservoir
Peak discharge
= 7.790 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 32,993 cuft
Inflow hyd. No.
= 2 - Post AP #1 to Pond
Max. Elevation
= 252.57 ft
Reservoir name
= Wet Pond
Max. Storage
= 13,792 cuft
Storage Indication method used.
Q (cfs)
12.00
10.00
4.00
2.00
0.00 '
0 2 4
Hyd No. 5
Route Post to Pond
Hyd. No. 5 -- 2 Year
6 8 10
Hyd No. 2
12
Q (cfs)
12.00
10.00
4.00
2.00
' ' 0.00
14 16 18 20 22 24 26
Time (hrs)
011111 Total storage used = 13,792 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 04 / 16 / 2014
Hyd. No. 5
Route Post to Pond
Hydrograph type
= Reservoir
Peak discharge
= 16.65 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 54,288 cuft
Inflow hyd. No.
= 2 - Post AP #1 to Pond
Max. Elevation
= 252.73 ft
Reservoir name
= Wet Pond
Max. Storage
= 15,000 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
3.00
0.00
0 2 4
Hyd No. 5
Route Post to Pond
Hyd. No. 5 -- 10 Year
6 8 10
Hyd No. 2
12
Q (cfs)
18.00
15.00
12.00
3.00
' ' 0.00
14 16 18 20 22 24 26
Time (hrs)
011111 Total storage used = 15,000 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 04 / 16 / 2014
Hyd. No. 5
Route Post to Pond
Hydrograph type
= Reservoir
Peak discharge
= 25.73 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 85,620 cuft
Inflow hyd. No.
= 2 - Post AP #1 to Pond
Max. Elevation
= 252.86 ft
Reservoir name
= Wet Pond
Max. Storage
= 16,061 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1I
4.00
Route Post to Pond
Hyd. No. 5 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Ki 11
4.00
0.00 ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 2 011111 Total storage used = 16,061 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 04 / 16 / 2014
Hyd. No. 15
Clogged Wet Pond
Hydrograph type
= Reservoir
Peak discharge
= 25.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 73,654 cuft
Inflow hyd. No.
= 2 - Post AP #1 to Pond
Max. Elevation
= 253.00 ft
Reservoir name
= Clogged Wet Pond
Max. Storage
= 17,153 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
1I
4.00
Clogged Wet Pond
Hyd. No. 15 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Ki 11
4.00
0.00 ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 15 Hyd No. 2 1111111 Total storage used = 17,153 cuft

Worksheet 2: Runoff curve number and runoff
Project: The Oaks at Lyon's Farm By: AFL Date: 04/16/14
Location: Checked: Date:
Circle one: Present Developed Watershed: AP -1b Drainage Basin Bypass
1.) Runoff curve number (CN)
Soil Name
and
Hydrologic
Group
(appendix A)
Cover Description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
CN
Value'
Area
Acres
Sq. Ft.
%
Product
of
CN x Area
R
N
m
U-
N
m
LL
--
Impervious - Allocated Per Lot (4,000 sf)
98
0.23
22.54
--
Impervious - Sidewalk
98
0.02
1.96
C
Open Space - Lawn - Good Condition
74
0.15
11.10
D
Open Space - Lawn - Good Condition
80
0.48
38.40
D
Woods - Good Cover
77
0.20
15.40
C
Woods - Good Cover
70
0.02
1.40
Use only one CN value source per line. Totals =
(
CN (weighted) = total product _ 90.80 Use CN =
total area 1.10
1.10
90.80
0.00172 sq mi)
83

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Post AP #1 Bypass
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.100 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 3
Post AP #1 Bypass
Hyd. No. 3 -- 1 Year
6 8 10 12 14 16
Wednesday, 04 / 16 / 2014
= 2.682 cfs
= 11.93 hrs
= 5,415 cuft
= 83
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
0.00
18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Post AP #1 Bypass
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.100 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Post AP #1 Bypass
Wednesday, 04 / 16 / 2014
= 3.438 cfs
= 11.93 hrs
= 6,957 cuft
= 83
= Oft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 3 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Post AP #1 Bypass
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.100 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 3
6.0 8.0
Post AP #1 Bypass
Hyd. No. 3 -- 10 Year
Wednesday, 04 / 16 / 2014
= 5.942 cfs
= 11.93 hrs
= 12,221 cuft
= 83
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
T ' ' ' 0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
Post AP #1 Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.100 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.40 in
Storm duration
= 24 hrs
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post AP #1 Bypass
Wednesday, 04 / 16 / 2014
9.594 cfs
11.93 hrs
20,238 cuft
83
Oft
5.00 min
Type II
484
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 3 Time (hrs)

APPENDIX III
WET POND SUMMARY

DURHAM
0 � City of Durham
Public Works Department
Stormwater Services Divisions
1 B 6 9 101 City Hall Plaza, Durham, North Carolina, 27701
CrrY OF MEDICINE Telephone [phone] FAX [phone]
Wet Detention Pond Design Summary
Stormwater Management Construction Plan Review:
A complete stormwater management construction plan submittal includes a design summary for each
stormwater BMP, design calculations, plans and specifications showing BMP, inlet and outlet structure details.
L PROJECT INFORMATION
Project Name: The Oaks at Lyon's Farm Phase N/A
PIN: 0727 -03 -24 -0157 Case #:
Design Contact Person: Jarrod B. Edens, P.E. - Edens Land Corp Phone #: 19 9( ) 706 - 0550
Legal Name of Owner: B. Wallace Design & Construction LLC
Owner Contact: Gary Wallace Phone #: 919 ) 606 _ 2435
Owner Address: 117 Paladin Court
Deed Book 005523 Page # 000162 or Plat Book 000176 Page# 000238 for BMP Property
For projects with multiple basins, specify which pond this worksheet applies to:
Does the proposed pond also incorporate stormwater detention? Yes No
Detention provided for: X 1 -year 2 -year 10 -year other
Dam Height: 4.55 (feet) Dam Classification: c
Elevations
Pond bottom elevation
246.00
ft.
(floor of the pond)
Permanent pool elevation
250.50
ft.
(invert elevation of the orifice)
Temporary pool elevation
251.86
ft.
(elevation of the structure overflow)
1 -year storm orifice /weir elevation
251.78
ft.
(invert elevation)
1 -year storm water surface elevation
252.45
ft.
2 -year storm orifice /weir elevation
NA
ft.
(invert elevation)
2 -year storm water surface elevation
NA
ft.
10 -year storm orifice /weir elevation
NA
ft.
(invert elevation)
10 -year storm water surface elev.
NA
ft.
Emergency spillway elevation
252.52
ft.
(invert of emergency spillway)
Top of embankment /dam
254.00
ft.
(elevation)
Maximum water surface elevation
253.00
ft.
(max. storm pond can safely pass)
Areas
Permanent pool area provided
4,237
ft2
(water surface area at orifice invert
elevation)
Minimum required permanent pool area
3,842
ft2
(calculated surface area required)
Design storm surface area
7,555
ft2
(Specify frequency event: year)
Drainage area (10 -acres min)
3.85
ac.
(total drainage to the pond
145

Discharges (Specify only applicable frequency events)
At BMP
Volumes
Permanent pool volume
1 -year
ft3 (volume of main pond and forebay)
2 -year
7840
10 -year
Design storm storage volume
100
-year
Inflow
8.81
cfs
10.80
cfs
17.17
cfs
26.24
cfs
Routed outflow
3.57
cfs
7.79
cfs
16.65
cfs
25.73
cfs
At Analysis Point(s) that BMP Contributes to
(from DWQ table)
Diameter of orifice 1.125 in.
(must provide
draw down over 2 to S day period)
1 -year
2 -year
' When using the SA/DA tables from the Stormwater Best Management
10 -year
between table entries.
100
-year
Pre - development
6.47
cfs
8.42
cfs
15.19
cfs
25.28
cfs
Post - development w/o detention
11.49
cfs
14.24
cfs
23.11
cfs
35.83
cfs
With detention
6.25
cfs
11.23
cfs
22.59
cfs
35.32
cfs
Volumes
Permanent pool volume
13,299
ft3 (volume of main pond and forebay)
Water quality pool storage volume
7840
ft3 (volume above permanent pool)
Design storm storage volume
27,729
ft3 (volume above permanent pool)
Total Storage volume provided at design storm
27,729
ft3
Total Storage volume provided at top of dam
39,205
ft3
Forebay volume
3,045
ft3 ( 20% of permanent pool volume)
Hydraulic Depths
Volume of normal pool divided by surface area of normal pool
3.10 ft.
Volumes at temporary pool plus normal pool divided by surface area
of temporary pool 4.98 ft.
Other Parameters
SA/DA' 2.29
(from DWQ table)
Diameter of orifice 1.125 in.
(must provide
draw down over 2 to S day period)
Draw -down time 56.64 hrs
' When using the SA/DA tables from the Stormwater Best Management
Practices Manual, linear interpolation may be used for values
between table entries.
Riser /Principal and Emergency Spillway Information
1 -year storm orifice /weir diameter 5 - 6" in.
length .67
ft.
2 -year storm orifice /weir diameter NSA in.
length NSA
ft.
10 -year storm orifice /weir diameter NSA in.
length NSA
ft.
- year storm orifice /weir diameter NSA in.
length NSA
ft.
Principal spillway diameter 48 in.
Emergency spillway width 30 ft.
side slopes 5
:1 slope 10 %
146

II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements. Initial in the space provided to indicate the following
design requirements have been met and supporting documentation is attached.
ADnlicant's initials
JBE a.The permanent pool depth is between 3- and 6 -feet (required minimum hydraulic depth of 3-
feet).
JBE b. The forebay volume is approximately equal to 20% of the pond volume.
JBE c.The temporary pool controls runoff for water quality design storm.
JBE d. The temporary pool draws down in 2- to 5 -days.
e.The drainage area to the facility is at least 10- acres.
JBE f. Riprap outlet protection, if provided, reduces flow to non - erosive velocities (provide
calculations).
JBE g. The pond length to width ratio is greater than or equal to 3:1.
JBE h. The pond side slopes above the permanent pool area are no steeper than 3:1.
JBE i. A submerged and vegetated shelf with a slope no greater than 6:1 is provided around the
perimeter of the pond (show on plan and profile and provide a vegetation plan).
JBE j. Vegetative cover above the permanent pool elevation is specified. No woody vegetation is
permitted on the embankment.
JBE k. A surface baffle, trash rack or similar device is provided for both the overflow and orifice.
Flat top trash racks are not acceptable. Access hatch has been provided.
JBE 1. A recorded drainage easement is provided for each pond including access to the nearest right -
of -way and is graded per Section 8.3, Stormwater Control Facilities (BMPs).
JBE m. If the basin is used for sediment and erosion control during construction, a note requiring
clean out and vegetative cover being established prior to use as a wet detention basin shall be
provided on the construction plan.
JBE n. A mechanism is specified which will drain the pond for maintenance and emergencies.
Valves used shall be plug valves.
JBE o. Anti - floatation calculations are provided for riser structure.
JBE p. A plan view of the pond with grading shown is provided.
JBE q. A profile through the forebay, main pond and spillway is provided. Water surface
elevations are shown on the profile.
JBE r. Riser structure details are provided.
JBE s. Dam designed to account for a 5.00% settlement factor.
JBE t. Compaction specifications for the embankment are shown on the plan.
JBE u. The minimum top of dam width has been provided for the pond embankment top width per
Section 8.3, Stormwater Control Facilities (BMPs).
Note: Executed Stormwater Facility Operation and Maintenance Permit Agreement, payment of permit
fee per facility and payment of surety are required prior to construction drawing approval.
147

Ownership and Property Information
SCM Name
Level Spreader
Legal Names of Owners of Property
Owner One
Legal Name of Owner
The Oaks at Lyon's Farm, LLC
Legal Business Address of Owner
2314 S. Miami Blvd Suite 151 Durham, NC 27703
Name of Local Owner Contact
Gary Wallace
E -mail for Local Owner Contact
garywallace @nc.rr.com
Phone Number for Local Owner Contact
919- 606 -2435
Ext.
Owner Two
Legal Name of Owner
Legal Business Address of Owner
Name of Local Owner Contact
E -mail for Local Owner Contact
Phone Number for Local Owner Contact
Ext.
PIN /s on which SCM is Located
0727 -03 -24 -0157
Parcel ID /s on which SCM is Located
150787
DB /s and PG /s for Property on which
SCM is Located
005523/000162
PB /s and PG /s for Property on which
SCM is Located
000176/000238
Coordinates for the Top of the Riser
or Control Structure (North Carolina
State Plane Coordinates, NAD 83)
Easting: 2022023.81
Northing: 773775.30

TSS Removal:
❑ Required ® Not Required
Required
TSS Loading into SCM
TSS Loading out of
TSS Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
N
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
Click here
Data Not
Data Not
Data Not
Data Not
Data Not
Data Not
Click here
to enter
Readily
Readily
Readily
Readily
Readily
Readily
to enter
text.
Available at
Available at
Available at
Available at
Available at
Available at this
text.
this Time
this Time
this Time
this Time
this Time
Time
TN Removal:
❑ Required ® Not Required
Required
TN Loading into SCM
TN Loading out of
TN Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
N
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
Click here
Click here
Click here
Click here
Click here
Click here
Click here
Click here
to enter
to enter
to enter
to enter
to enter
to enter
to enter
to enter
text.
text.
text.
text.
text.
text.
text.
text.
TP Removal:
❑ Required ® Not Required
Required
TP Loading into SCM
TP Loading out of
TP Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
N
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
Click here
Click here
Click here
Click here
Click here
Click here
Click here
Click here
to enter
to enter
to enter
to enter
to enter
to enter
to enter
to enter
text.
text.
text.
text.
text.
text.
text.
text.
Bacteria Removal: ❑ Required ® Not Required

SCM Drainage Area Characteristics
ELEMENT
CD
As -Built
Drainage Areas (acres)
3.85
Click here to enter text.
Total Drainage Area to the SCM (acres)
3.85
Click here to enter text.
Post Transportation I - NCDOT Streets (acres)
0
Click here to enter text.
Post Transportation I - City Streets (acres)
0.75
Click here to enter text.
Post Transportation I - Other (acres)
0
Click here to enter text.
Post Non - Transportation I (acres)
1.43
Click here to enter text.
Post Managed Pervious - HSG B (acres)
0
Click here to enter text.
Post Managed Pervious - HSG C (acres)
0.05
Click here to enter text.
Post Managed Pervious - HSG D (acres)
1.57
Click here to enter text.
Post Wooded Pervious - HSG B (acres)
0
Click here to enter text.
Post Wooded Pervious - HSG C (acres)
0
Click here to enter text.
Post Wooded Pervious - HSG D (acres)
0.05
Click here to enter text.
Total Drainage Area Imperviousness to SCM ( %)
56.69%
Click here to enter text.
Post Unit Loading, w /out Treatment (lb /ac /yr)
N/A
of TN
N/A
of TP
Post Unit Loading, w/ Treatment (lb /ac /yr)
N/A
of TN
N/A
of TP

SCM Vital Statistics
ELEMENT
CD
As -Built
Invert Elevation of Flow - Splitter Structure (ft
250.29
Click here to enter text.
above MSL)
$600
[C] Annual O &M and Certification Costs: [A] + [B] ($)
Invert Elevation of the Connection to the Forebay
250.29
Click here to enter text.
(ft)
$2,296
[F] 20 x Total Annualized Maintenance Costs (As applicable): 20 x [E] ($)
Invert Elevation of the Bypass Weir (ft)
251.76
Click here to enter text.
Width of Blind Swale- Linear Wetland (ft)
8,5'
Click here to enter text.
Length of level Spreader Lip (ft)
100'
Click here to enter text.
Type of Vegetated Filter Strip (VFS): A: 50 -ft
A
Click here to enter text.
Riparian Area; B: 30 -ft Engineered Filter Strip
[EFS]; or C: 20 -ft EFS + 50 -ft Restored Riparian
Buffer
Slope of VFS in the Direction of Flow ( %)
4.17% -3.77%
Click here to enter text.
Type of Bypass System: Natural Draw (ND),
Constructed Bypass
Click here to enter text.
Constructed Bypass Channel (CBC), or
Channel
Constructed Bypass Pipe (CBP)
Peak Flow Rate Directed to Level Spreader (cfs)
2.0 cfs
Click here to enter text.
Peak Flow Rate (10 -yr Storm) Directed to Bypass
8.81 cfs
Click here to enter text.
System (cfs)
Estimates, Sureties, Etc.
Engineer's Estimate (EE) of Probable Cost to Construct Facility ($)
$12,723
Fund Payment Amount (As Applicable): 25% of EE ($)
$3,181
[A] Annual O &M Costs ($)
$1,272
[B] Annual Certification Costs ($)
$600
[C] Annual O &M and Certification Costs: [A] + [B] ($)
$1,872
[D] Annualized Major Repair and Replacement Costs: 1/3 [A] ($)
$424
[E] Total Annualized Maintenance Costs: [C] + [D] ($)
$2,296
[F] 20 x Total Annualized Maintenance Costs (As applicable): 20 x [E] ($)
$45,920
Annual O &M and Certification Funds (Residential Only) to be Set Aside
by Agreement: [C] ($)
$1,872

Annual Major Repair and Replacement Funds (Residential Only) to be Set
Aside by Agreement: [D] ($)
Ownership and Property Information
SCM Name
Water Quality Swale
Legal Names of Owners of Property
Owner One
Legal Name of Owner
The Oaks at Lyon's Farm, LLC
Legal Business Address of Owner
2314 S. Miami Blvd Suite 151 Durham, NC 27703
Name of Local Owner Contact
Gary Wallace
E -mail for Local Owner Contact
garywallace @nc.rr.com
Phone Number for Local Owner Contact
919- 606 -2435
Ext.
Owner Two
Legal Name of Owner
Legal Business Address of Owner
Name of Local Owner Contact
E -mail for Local Owner Contact
Phone Number for Local Owner Contact
Ext.
PIN /s on which SCM is Located
0727 -03 -24 -0157
Parcel ID /s on which SCM is Located
150787
DB /s and PG /s for Property on which
SCM is Located
005523/000162
PB /s and PG /s for Property on which
SCM is Located
000176/000238
Coordinates for the Top of the Riser
or Control Structure (North Carolina
State Plane Coordinates, NAD 83)
Easting: 2022037.83
Northing: 773958.49

TSS Removal:
® Required ❑ Not Required
Required
TSS Loading into SCM
TSS Loading out of
TSS Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
(%)
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
20%
Data Not
Data Not
Data Not
Data Not
Data Not
Data Not
1.08%
35%
Readily
Readily
Readily
Readily
Readily
Readily
Available at
Available at
Available at
Available at
Available at
Available at this
35%
this Time
this Time
this Time
this Time
this Time
Time
TN Removal:
® Required ❑ Not Required
Required
TN Loading into SCM
TN Loading out of
TN Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
(%)
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
20%
1.22
5.54
1.21
5.48
0.01
0.06
1.08%
TP Removal:
❑ Required ❑ Not Required
Required
TP Loading into SCM
TP Loading out of
TP Loading Removed
Provided
Removal
SCM
by SCM
Removal
Efficiency
Efficiency
N
(%)
mg /L
Ib /yr
mg /L
Ib /yr
mg /L
Ib /yr
(EMC)
(EMC)
(EMC)
20%
0.328
1.49
0.258
1.17
0.07
0.32
21..'i 3%
Bacteria Removal: ❑ Required ❑ Not Required

SCM Drainage Area Characteristics
ELEMENT
CD
As -Built
Drainage Areas (acres)
1.43
Click here to enter text.
Total Drainage Area to the SCM (acres)
1.43
Click here to enter text.
Post Transportation I - NCDOT Streets (acres)
2
Click here to enter text.
Post Transportation I - City Streets (acres)
5:1
Click here to enter text.
Post Transportation I - Other (acres)
0.92
Click here to enter text.
Post Non - Transportation I (acres)
0.85
Click here to enter text.
Post Managed Pervious - HSG B (acres)
1.44
Click here to enter text.
Post Managed Pervious - HSG C (acres)
.89
Click here to enter text.
Post Managed Pervious - HSG D (acres)
0.46
Click here to enter text.
Post Wooded Pervious - HSG B (acres)
Click here to enter text.
Post Wooded Pervious - HSG C (acres)
Click here to enter text.
Post Wooded Pervious - HSG D (acres)
0.05
Click here to enter text.
Total Drainage Area Imperviousness to SCM ( %)
64.34%
Click here to enter text.
Post Unit Loading, w /out Treatment (lb /ac /yr)
7.90 of TN
of TN
2.13 of TP
of TP
Post Unit Loading, w/ Treatment (lb /ac /yr)
7.82 of TN
of TN
1.67 of TP
of TP
SCM Vital Statistics
ELEMENT
CD
As -Built
Total Length of the Swale (ft)
154
Click here to enter text.
Depth of the Swale (ft)
2.29
Click here to enter text.
Bottom Width of the Swale (ft)
2
Click here to enter text.
Side Slopes of the Swale (ft- H:ft -V)
5:1
Click here to enter text.
Longitudinal Slope of Swale ( %)
0.50%
Click here to enter text.
Normal Water Depth of 10 -yr Storm Event in Swale
(ft)
0.85
Click here to enter text.
Freeboard Provided between Normal Water Depth
of 10 -yr Storm Event and the Top of the Swale (ft)
1.44
Click here to enter text.
10 -yr Flow Velocity (fps)
.89
Click here to enter text.

Estimates, Sureties, Etc.
Engineer's Estimate (EE) of Probable Cost to Construct Facility ($)
$14,638
Fund Payment Amount (As Applicable): 25% of EE ($)
$3,659
[A] Annual O &M Costs ($)
$1,464
[B] Annual Certification Costs ($)
$600
[C] Annual O &M and Certification Costs: [A] + [B] ($)
$2,064
[D] Annualized Major Repair and Replacement Costs: 1/3 [A] ($)
$488
[E] Total Annualized Maintenance Costs: [C] + [D] ($)
$2,552
[F] 20 x Total Annualized Maintenance Costs (As applicable): 20 x [E] ($)
$51,040
Annual O &M and Certification Funds (Residential Only) to be Set Aside
by Agreement: [C] ($)
$2,064
Annual Major Repair and Replacement Funds (Residential Only) to be Set
Aside by Agreement: [D] ($)
$488

TSS REMOVAL CALCULATIONS
Project: The Oaks at Lyon's Farm
By: Jarrod Edens, PE
Date: 4/16/14
Site Summary
Site Area: 9.430 acres
Impervious Area: 2.294 acres
Required 85% TSS Removal: 1.950 acres
BMP's / TSS Removal
BMP Type
% TSS
Impervious Area to
TSS Removed
Reduction
BMP
Wet Pond
85%
2.189 acres
1.861 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Extended Detention Wetland
85 %
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Pocket Wetland
35 %
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Extended Dry Pond
50%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Grass Swale
35 %
0.918 acres
0.321 acres
Restored Riparian Buffer
85%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
40%
0.000 acres
0.000 acres
Bioretention
85%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Sand Filter
85%
0.000 acres
0.000 acres
Level Spreader / Filter Strip
n/a
n/a
0.000 acres
Total TSS Removed: 2.182 acres
OK - Meets Ordinance Requirements

Wet Pond: Permanent Pool Average Depth Worksheet
Designed By: Adam Lynch Date: 4/15/2014
Checked By:Jarrod Edens. P.E. Date: 4/16/2014
Wet Pond Design Characteristics:
Vperm_pool Permanent Pool Volume:
13299
ft3
Abot shelf Surface Area at Bottom of Shelf,
2596
ftz
- including forebay:
4237
Aperm_pool Permanent Pool Surface Area:
ftz
Surface area at the bottom of
Abot pwd the pond (excluding sediment
802
ftz
cleanout depth):
Distance between the bottom of
Depth the shelf and the pond bottom
4
ft
(excluding sediment cleanout
depth):
EDENS
No coma
Project: The Oaks at Lyon's Farm
Drainge Area ID: Wet Pond
Per Section 10.3.4 of the NCDENR Stormwater Manual there are two ways to calculate the permanent pool average depth (day):
Option 1:
Option 2:
day = Vperm —pwl/ Aperm_p -I
day = 13299 SF / 4237 SF
day = 3.1'
day = [0.25x(1 +(Abot_ shelf /Aperm_ pool)] +[((Abot_ shelf + Abot _pond) /2) *(Depth /Abot_ shelf)]
day = [0.25 x (1 +(2596 SF /4237 SF)] +[((2596 SF + 802 SF) /2) *(4 FT /2596 SF)]
day = 3.02'
For design purposes the permanent pool average depth (dav) computed by Option 1 was selected. Therefore use 3.0'
to enter the SA/DA table. (To avoid multiple interpolations, round the average depth to the nearest 0.5')

Wet Pond Surface Area Design Worksheet
Designed By: Adam Lynch Date: 4/16/2014
Checked By:Jarrod Edens. P.E. Date: 4/16/2014
Surface Area:
019EDENS
Project: IThe Oaks at L oWs Farm
Drainge Area ID: Post AP -la
A wet detention pond designed for 85% TSS removal is being incorporated into this project.
See the following calculations to determine the required and provided surface area of the permanent pool.
Total area routing to the Wet Pond = Post AP -1a = 2.19 acres (impervious) +
1.67 acres (pervious)
3.85 acres (total)
Percent Impervious = 56.69%
With an average depth selected asF 3.0' with the above percent impervious,
the required SA/DA ratio is: 2.29% (Per NCDENR Stormwater BMP Manual Table 10 -1)
Permanent Pool SA Required
167,976 SF (3.85 acres)
x 2.29%
3,842 SF
Permanent Pool SA Provided = 4,237 SF Provided SA is Greater Than or Equal to
Required.

Forebay Sizing Worksheet 0 EDENS
Designed By: Adam Lynch Date: 4/16/2014 Project: The Oaks at Lyon Farm
Checked By: Jarrod Edens. P.E. Date: 4/16/2014 Drainge Area ID: Wet Pond
Per section 10.3.3 of the NCDENR Stormwater BMP Manual, the design volume of the forebay(s) should be approximately 20% of the total
calculated permanent pool volume.
Stage
0.0
1.0
2.0
3.0
4.0
4.5
Stage
(ft)
0.0
1.0
2.0
3.0
4.0
4.5
Total wet pond volume =
Forebay Stage- Storage
Elevation Surface Area
(ft) (cf)
246
67
247
154
248
275
249
429
250
618
250.5
1226
Main Pool Stage-Storage
Elevation Surface Area
(ftl (cf)
246
734
247
997
248
1292
249
1620
250
1978
250.5
3011
3045 +
Forebay Volume = 23%
Incremental
Cumulative
Storage
Storage
(cf)
(cf)
0
0
111
111
215
325
352
677
524
1201
1844
3045
Incremental
Cumulative
Storage
Storage
(cf)
(cf)
0
0
866
866
1145
2010
1456
3466
1799
5265
4989
10254
10254 = 13,299 ft3

OBE
Runoff Volume Worksheet npEDENS
L.gr 0c�� S
Designed By: Adam Lynch Date: 4/16/2014 Project: IThe Oaks at Lyon's Farm
Checked By: 7arrod Edens. P.E. Date: 4/16/2014 Drainge Area ID: I Wet Pond
Runoff Volume:
Water quality volume is calcluated from the runoff volume formula outlined in Chapter 3, Section 3.3 of the NCDENR
Stormwater BMP Manual:
V = 3630 x RD x Rv x A
V = Water Quality Volume
RD = Design Storm Rainfall Depth = 1.0 1 in
Rv = Runoff Coefficient = 0.05 + 0.9 x IA
IA = Impervious fraction (impervious area/ total drainage area)
A = Watershed Area (ac)
IA = 2.19 / 3.85 = 0.5678
Rv = 0.05 + 0.9 x 0.5678 = 0.5610
V= 3630xIx0.561x3.85= 7840 CF
Runoff Volume Depth:
7840 CF - 2569 CF (1/2 of 10' Veg. Shelf) = 5,271 CF Total RV subtracted by storage available for
112 of the Veg. Shelf (6 inches of depth)
5271 CF / 6740 CF (1' of Storage Above Veg. Shelf) _
Total Volume Depth = 0.5' + 0.78' = 1.28 FT
0.78 FT Remaining depth required to meet RV
Total Depth Required for RV

EDENS
Drawdown Calculation Worksheet ,,,,,.,D1
Designed By: Adam Lynch Date: 4/16/2014 Project: IThe Oaks at Lyon's Farm
Checked By: Jarrod Edens. P.E. Date: 4/16/2014 Drainge Area ID: I Wet Pond
Per section 3.5.2 of the City of Greensboro Stormwater Manual, the following equation (Equation 2) is to be used for calculating drawdown time for
ponds with an orifice outlet, where only the total drawdown time calculation is required:
where:
T — Cd xax 2y X M AO + 3 A1) x Hi l2}
Cd = Eo.60
orifice coefficient
a = 0.0069
orifice area (ft2) when using a EA.I25 in. orifice
g = 32.2
accerelation of gravity (ft /sect)
AO =
6854
area of pond at the orifice outlet elevation (ft2)
Al =
4237
area of pond at the beginning of drawdown (ft)
H, = 1.28 I
maximum head (ft)
T = 203,611
seconds = 2.36 days
Okay, drawdown between 2 -5 days.

Anti - Flotation Calculation Worksheet rEDENS
Designed By: Adam Lynch Date: 4/16/2014 Project: I The Oaks at Lyon' Farm
Checked By: Jarrod Edens. P.E. Date: 4/16/2014 Drainge Area ID: I Wet Pond
The purpose of this worksheet is to design a concrete base for the proposed riser structure that will outweigh the maximum weight of water that could
fill the riser.
Riser Characteristics:
Diameter = 120 in
or
Length =�ft
Width — ft
Max. Height of Water in Riser = 2.5 ft
Cross - Sectional Area = 78.54 ftZ
Volume of Riser = 196.35 ft,
Compute maximum weight of water within the structure:
Specific weight of water, y = 62.4 lb/ft'
Total weight = 12,252 Ibs
Apply a Factor of Safety equal to 2 in order to design a proposed concrete base that will
exceed a minimum weight equal to 24,!504 lbs.
Concrete Base Design:
Length = 8.0 ft Assume specific weight of reinforced concrete = 150 lb/ft'
Width = 8.0 ft
Height ; 3.0 ft
Concrete Base Total Weight = 28,800 Ibs Concrete base design outweighs max. weight of water in riser.

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Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 04 / 16 / 2014
Pond No. 1 - Wet Pond
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 250.50 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
250.50
0.50
251.00
1.36
251.86
1.50
252.00
2.50
253.00
3.50
254.00
Contour area (sqft)
4,348
6,149
6,952
7,522
8,321
9,158
Incr. Storage (cuft)
0
2,611
5,629
1,013
7,917
8,735
Total storage (cuft)
0
2,611
8,240
9,253
17,171
25,906
Culvert / Orifice Structures
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Weir Structures
Storage / Discharge Table
[A]
[B]
[C]
[PrfRsr]
Elevation
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
1.13
6.00
0.00
Crest Len (ft)
= 28.27
30.00
Inactive
0.00
Span (in)
= 18.00
1.13
6.00
0.00
Crest El. (ft)
= 252.45
252.52
251.87
0.00
No. Barrels
= 1
1
5
0
Weir Coeff.
= 3.00
2.60
0.92
3.33
Invert El. (ft)
= 250.50
250.50
251.78
0.00
Weir Type
= 1
Broad
40 degV
- --
Length (ft)
= 26.00
0.60
0.60
0.00
Multi -Stage
= Yes
No
Yes
No
Slope ( %)
= 0.70
1.00
1.00
n/a
- -- - -- - -- 36.85
3.50
25,906
254.00
14.10 is
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in /hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B Wr C
Wr D ExfiI User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
250.50
0.00
0.00
0.00
- -- 0.00
0.00 - --
- -- - -- - -- 0.000
0.50
2,611
251.00
0.02 is
0.02 is
0.00
- -- 0.00
0.00 - --
- -- - -- - -- 0.022
1.36
8,240
251.86
0.14 is
0.04 is
0.10 is
- -- 0.00
0.00 - --
- -- - -- - -- 0.137
1.50
9,253
252.00
0.72 is
0.04 is
0.67 is
- -- 0.00
0.00 - --
- -- - -- - -- 0.710
2.50
17,171
253.00
10.91 oc
0.00 is
0.60 is
- -- 10.31 s
25.94 - --
- -- - -- - -- 36.85
3.50
25,906
254.00
14.10 is
0.00 is
0.19 is
- -- 13.87s
140.44 - --
- -- - -- - -- 154.51

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NCDENR Stormwater BMP Manual
Table 8 -1:
Summary of LS Purposes and Design Requirements
Revised 3 -9 -10
Important Notes:
1 If the slope in the riparian buffer exceeds 5% or the 1 in/ hr storm from the drainage area exceeds 2
cfs, then an LS may not be used adjacent to the buffer. Instead of diffuse flow, a BMP that removes
at least 30% TN and 30% TP must be provided. A BMP that removes 30% TN and 30% TP may
discharge through the buffer with a buffer authorization from the DWQ 401 program.
2 Wet detention ponds designed to remove 90% of TSS do not require the use of an LS-VFS per
Chapter 10 of the BMP Manual. Infiltration basins designed per Section 16.3.9 do not require the
use of an LS -VFS.
3 If the herbaceous setback /buffer is located east of 1 -95 and the slope is less than 2 %, then the LS lip
may be sized based on the design standards for the engineered filter strip (10 ft /cfs).
Filter Strip 8 -5 March 2010
Receiving
Design flow (Bypass
Criteria
Minimum
Maximum
Purpose
flow from
Type of VFS
larger flows)
for sizing
width of
slope of
LS
VFS
VFS
Drainage
Protected
1 in /hr storm
50 ft
(entire
riparian
50 ft /cfs
5%
area
buffer
(bypass larger flows)
riparian
Diffuse Flow
buffer)
per Buffer
Rulel
10 -yr storm discharge
50 ft
Protected
u p to 2 cfs
(entire
BMP
riparian
50 ft /cfs
5%
buffer
(bypass flows
riparian
exceeding 2 cfs)
buffer)
Wooded
10 -yr storm discharge
30 ft in most
setback/
up to 2 cfs
watersheds
buffer/
(bypass flows
50 ft /cfs
50 ft in SA
5%
85 %TSS
filter strip
exceeding 2 cfs)
waters
SW Rule
removal
Herbaceous
10 -yr storm discharge
30 ft in most
Provisions in.
wet pond
setback/
up to 5 cfs
watersheds
SL 2008 -211
(Coastal Cos.)
or a
standard
buffer /
(bypass flows
20 ft /cfs
50 ft in SA
8 %3
& 2H.10082
infiltration
filter strip
exceeding 5 cfs)
waters
system
10 -yr storm discharge
30 ft in most
Engineered
up to 10 cfs
watersheds
filter strip
p
(bypass flows
0 ft /cfs
50 ft in SA
8
exceeding 10 cfs)
waters
Drainage
Engineered
1 in /hr storm
10 ft /cfs
30 ft
8%
area
filter strip
p
(bypass larger flows)
Pollutant
10 -yr storm discharge
Removal
u to 10 cfs
p
BMP
filer strip
flows
(bypass
10 ft /cfs
30 ft
8
exceeding 10 cfs)
Important Notes:
1 If the slope in the riparian buffer exceeds 5% or the 1 in/ hr storm from the drainage area exceeds 2
cfs, then an LS may not be used adjacent to the buffer. Instead of diffuse flow, a BMP that removes
at least 30% TN and 30% TP must be provided. A BMP that removes 30% TN and 30% TP may
discharge through the buffer with a buffer authorization from the DWQ 401 program.
2 Wet detention ponds designed to remove 90% of TSS do not require the use of an LS-VFS per
Chapter 10 of the BMP Manual. Infiltration basins designed per Section 16.3.9 do not require the
use of an LS -VFS.
3 If the herbaceous setback /buffer is located east of 1 -95 and the slope is less than 2 %, then the LS lip
may be sized based on the design standards for the engineered filter strip (10 ft /cfs).
Filter Strip 8 -5 March 2010

PHIEDENS
LAND CORP
ENGINEERING - DEVELOPMENT
Inlet / Outlet Calculations
Project: The Oaks at Lyon's Farm
Pipe: Level Spreader from Flow Splitter
Design By: Adam Lynch
Date: 3/12/14
Check Inlet Control
Hw;c = Hw /D x D, where:
Hw;c= .91 ft
Check Outlet Control
Hwoc = ho + H - Lso
Hw /D = 0.91 (from Chart 2)
D= 12 in= 1.00 ft
ho = dc+ D where: dc = critical depth (from chart 16) _
2 D= Ift
0.725
H = head loss in pipe = 1.0 + Ke + 29n2L x VG
81.33 2g
1 (from chart 9)
LSD = length of pipe x slope of pipe
= 5 ft x 5.10%
= 0.26
Hwoc = 1.47 ft
Hwoc > Hwic - Outlet Control
Hw = 1.47 ft
0.45

�j
CHART
2
180
10.000
(2�
(3}
Ise
8,000
EXAMPLE
I56
6.000
fl•ty ;ncna (3.5 trs�}
g
5,000
0 -e20 e4
3.
144
5.
4,000
2!1 ' wyf
132
o ts.
S'
4.
3,000
((] x -5 as
4.
Iz0
(2) 2.1
2,000
105,
96
1,000
3.
54
600
500
72
400
!
3
2.
=
300*
i
1.5
1.5
x
cr
60
n
200
p..
(.5
?
z
/
w
X
0
54
0
48
by
100
>
Q
80
:z
a
U
a
60
-
W
1.0
I.0
42
v
0
50 iiYY -SCALE ENTRANCE
1.0
40
0 TYPE
cc
w
9
1.-
36
30
(1) saaars adze 17th
or
S
33
n
- Q
Q
20
IZ) Greess and Wish
30
healaall
r
8
13) Grosse sal
'S
�nlsc�ia0
27
10
-7
.7-
24
5
.7
6
To use scale (2) or (31 praj.ct
2 ]
5
hari=■e12117 to scale li],issa
4
"a■ slydght laelinsl 11as thrasOh
are 0 !tail$, M r$►srsa h
�6
s
3
iillllralae.
.6
,
IB
2
,S
.3
i.0
1z
HEADWATER DEPTH
'FOR
CONCRETE 'PIPE CULVERTS
lIEAQM'AFER
SCALES 2�3
REvISM MAY 1964 WITH
MLET
CONTROL
evwc•u
v► ►w«c "AD$ -A&K m"
WR -2 4. :-

u-
0
I
w L
Q s
Of
a I:
=F
to I
c
-2000
-1000
800
-600
-500
•400
-300
-ZOO
N
w
x
U
-100 z
10
a
60 cc
LO
50 F
LU
.40
a
0
-30
-20
.10
.8
-6
- 5 .
-4
CHART 3
-12
BUREAU OF PUBLIC ROADS JAN. 196.)
5 -32
-.4
-.6
-.6
-1.0
-2
-3
-4
-5
-s
-8
-10
-20
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
I f H
H W
Slay. Sow
z
a=
z
-
SUBMERGED OUTLET CULVERT FLOWING FULL
J
-�
HW • H. ho-1,50
12O
For oullal clown nal submarj4c% [Ompu4 HW 5y
method■ daacn bad in Ina Eraipn procaEUra
- IOB
-96
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84
72
/
66
O
Cry
r
w
60
�i a
w
ti
-54
/ O ". ��
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48'
0.48
-
i
_ -
- -- *x.0.5
00
"0
42
w
�QO
x
6100
36
SOP•
- 3 3
500
C
k00
r
-30
500 �
-27
f •
. 0
o
-24
-21
-18
-15
-12
BUREAU OF PUBLIC ROADS JAN. 196.)
5 -32
-.4
-.6
-.6
-1.0
-2
-3
-4
-5
-s
-8
-10
-20
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012

2 --
I
2.
1.5`
0
CHART 16
de CANNOT EXCEED TOP OF PIPE
0 10 20 30 40 50 60 70 80 90 100
DISCHARGE-Q -CFS
6
5
H-
w
w
4
v
2
E-
a 3
w
a
U 2
8
7
H
w
b w
u..
v
.p
M
5 r
CL
w
Q
Q
0 100 200 300 400 500 600 700 BOO 900 1000 U
DISCHARGE -Q -CFS t
U U
12
8 --
I !
6 I I CANNOT EXCEED TOP OF PIPE
3`
1P
9' DIA.
40 1000 2000 3000 4000
DISCHARGE -0 -CFS
BUREAU OF PUBLIC ROADS „
JAN.1964 CRITICAL DEPTH
5 -30, CIRCULAR PIPE

APPENDIX IV
DOWNSTREAM ANALYSIS

SITE AREA TO DRAINAGE AREA RATIO EVALUATION
Watershed Overview
Due to the increase in runoff rates for the 2 -year and 10 -year storms, site area to drainage area
analysis was conducted to determine if the increase would negatively impact downstream
stormwater conveyance structures. A site visit was conducted to investigate the drainage way
the subject parcel(s) discharge to, and field verify land uses and drainage patterns.
The contributory watershed consists primarily of single family residences in the RS -10 and RS-
20 zoning districts. The site flows to a culvert connected along the eastern property line
flowing in a southerly direction under Scott King Road, on to an intermittent stream.
Analysis Points
Based on the drainage pattern, the first point for analysis required for the downstream study
along was along the frontage of the property where a dual -48" culvert collects drainage from
the site and surrounding area and discharges on the south side of Scott King Road.
w
Analysis Point A
Analysis Point

Downstream Analysis Results and Conclusions
The third step in the downstream study process requires the development parcel site area to be
compared to the overall drainage area for the analysis point. In this case, the parcel area is
9.34 acres, and the overall drainage area to the dual culvert is 133.3 acres. This results in the
subject parcel only contributing 7.10 of the total area; therefore the analysis is complete based
on the site being a small percentage of the overall watershed.

1
sN
{
s
I
%]I :;C-1
IM■■N --,
1" =100'

APPENDIX V
STORM SYSTEM ANALYSIS

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APPENDIX VI
WATER QUALITY CALCULATIONS

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LProceed to Watershed Characteristics I Skip to BMP Characteristics I Skip to Summary I
General Model Instructions
— Details ofthe development should be entered in the first two tabs (Watershed Characteristics
and BMP Characteristics); results may be viewed on the third tab (Development Summary).
— The cells shaded grey are those that allow /require user input.
— Selecting the physiographic /geologic region and precipitation location most appropriate for
the development of interest is essential in producing accurate results. Maps have been
provided (see right) to assist in this selection, but soil maps should be consulted, or soil tests
performed, to verify the presence of Triassic or sandhill /coastal plain soils. A list of counties
located within, or partially within, each region has also been provided for convenience.
— Each tab has detailed instructions and guidelines for entering the necessary information (this
information is also included below).
— To remove an entry in a cell with a dropdown list, select the blank row from the dropdown
menu or select the cell and press the 'delete' button.
II. Specific Tab Guidelines
Watershed Characteristics
— For non - residential watersheds., indicate areas of each land use type in Column 1 for both
pre- and post - development conditions.
— For residential watersheds, complete the required information in Column 2 for both pre -
and post - development conditions.
— If a given land use is not present in the given watershed, leave the cell blank or enter a
zero.
— Ensure that land use areas entered for both pre- and post - development conditions match
the total development area entered in cell 021.
— Residential areas may be entered by average lot size (column, part A), or may be
separated into individual land uses (column 2, part B) -- do NOT list out individual land
uses within an area already described by lot size.
— Unless runoff flowing onto the development from offsite is routed separately around or
through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
BMP Characteristics
— This spreadsheet allows the development to be divided into as many as 6 smaller
catchments.
— BMPs 1, 2, and 3 for a given catchment are assumed to operate in series, with the
outflow from 1 serving as the inflow to 2, etc.
— Ifthe outflow from an entire catchment (including outflow from selected BMPs) drains to
another BMP, indicate this in the drop down menu below the BMP type and leave all cells
for individual land uses blank.
— Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not
needed.
— Leave cells blank or insert zeroes if a land use is not present in the area draining to the
BMP.
— For water harvesting BMPs, be sure to enter the percent volume reduction that will be
achieved by your system. Volume detention (catch- and - release mechanisms) will not be
considered - only proven volume reductions are valid inputs.
— Volume reduction efficiencies for undersized BMPs are calculated based on a 1:1 ratio (a
BMP that is 60% smaller than the required design size the assigned removal efficiency is
60% ofthe standard efficiency value). Effluent concentrations remain the same as full-
sized BMPs.
— IMPORTANT: for the land area calculation checks to occur, you MUST press enter after
entering a value for area to be treated by a BMP (not just click on the next cell).
— See User's Manual for instructions on modeling oversized BMPs.
Ill. Model Methodology (more detailed information in Users Manual)
— Calculating Runoff Volumes — Simple Method (CWP, 2007)
— A fraction of impervious cover was assigned to each land use based on literature
review and field exploration.
— A runoff coefficient, Rv, is calculated for each land use using the designated
impervious cover fractions. The total volume of runoff is then calculated based
onthe land use area, Rv, and the precipitation depth ofthe water quality event.
— Calculating Pollutant Loadings — Simple Method (CWP, 2007)
— An event mean concentration of TN and TP is assigned for each land use type
based on an extensive literature review.
— The total load of a given pollutant for a defined drainage area is calculated
based on the average annual rainfall depth, the runoff coefficient Rv, and the
representative event mean concentration value.
— The fraction of rainfall events that produce runoff is assumed to be 1.0.
— 8MP Removal Calculations
— Each BMP is assigned a representative event mean concentration for the
treated outflow leaving the system, as well as percentages of inflow that leave
the system as infiltration, evapotranspiration, overflow and outflow.
— The total mass of pollutant leaving the BMP is calculated using the following
equation: Mass.„ � = (EMCo„u1c,,,, *Volume,u,r1 „) + (EMC,.. *Volumev„e,.tio,,,)
— The percent mass removal achieved by the BMP system is calculated using the
following equation:
%Removal = ((EMCiotio * Volumei�fi_ )- Masso.�(EMCinflow *Volumeigl�) *100
Triassic Basin
Piedmont
Locations for which rainfall data is available. Choose the location that most closely represents the site's precipitation characteristics (not necessarily the location that is geographically the
closest) on the "Watershed Characteristics" page.
Table 1. List of counties located within, or partially within, each region.
PIEDMONT &MOUNTAIN
COASTALPLAIN
CAMACounties
TRIASSICBASIN
SANDHILLS
Rockingham Lee
Bladen
Beaufort
Durham
Montgomery
Alamance Lincoln
Columbus
Bertie
Granville
Moore
Alexander Macon
Cumberland
Brunswick
Wake
Lee
Alleghany Madison
Duplin
Camden
Chatham
Harnett
Anson McDowell
Edge mnbe
Carteret
Lee
Cumberland
Ashe Mecklenburg
Halifax
Chowan
Moore
Hoke
Avery Mitchell
Harnett
Craven
Montgomery
Robeson
Buncombe Montgomery
Hoke
Currituck
Richmond
Scotland
Burke Moore
Johnston
Dare
Anson
Richmond
Cabarrus Nash
Jones
Gates
Union
Caldwell Northampton
Martin
Hertford
Rockingham
Caswell Orange
Moore
Hyde
Stokes
Catawba Person
Nash
New Hanover
Davie
Chatham Polk
Northampton
Onslow
Cherokee Randolph
Pitt
Pamlico
Clay Richmond
Richmond
Pasquotank
Cleveland Rowan
Robeson
Pender
Davidson Rutherford
Sampson
Perquimans
Davie Stanley
Scotland
Tyrrell
Durham Stokes
Wake
Washington
Forsyth Surry
Wayne
Franklin Swain
Gaston Transylvania
Graham Union
Granville Vance
Guilford Wake
Halifax Warren
Harnett Watauga
Haywood Wilkes
Henderson Wilson
Iredell Yadkin
Jackson Yancey
Johnston

I I A I B I C I D I E I F I G IHIIIJIKI L I M I N I O I P I o I R I S I T I U I
18
19
Watershed Characteristics Ver2.0 Clear All Values
Return to Instructions
Proceed to BMP Characteristics Skip to Development Summary
Instructions
1. Select your physiographic /geologic region. (see map on 'instructions' page)
2. Enter the area of the entire development in square feet (ft).
3. Select the location that is most representative of the site's precipitation characteristics. (see map on 'instructions' page)
4. For each applicable land use, enter the total area of that land use that lies within the development under pre - development conditions.
5. For each applicable land use, enter the total area of that land use that lies within the development under post - development conditions, before BMP implementation.
6. Ensure that the sum of pre- and post - development areas entered equal the orginal development area.
7. Continue to "BMP Characteristics" tab.
Additional Guidelines
For non - residential watersheds, indicate acreages of each land use type in Column 1 for both pre- and post - development conditions.
For residential watersheds, complete the required information in Column 2 for both pre- and post - development conditions.
If a given land use is not present in the given watershed, leave the cell blank or enter a zero.
Ensure that land use areas entered for both pre- and post - development conditions match the total development area entered in cell 021.
Residential areas may be entered by average lot size (column, part A), or may be separated into individual land uses (column 2, part B) -- do NOT list out individual land uses within an
area already described by lot size.
Unless runoff flowing onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
Region:
Triassic Basin
Soil Hydrologic Group
D
Precipitation location:
Raleigh
COLUMN 1 -- NON- RESIDENTIAL LAND USES
410,938
Development Name:
Pre- P
Post -
Jarrod Edens, PE
TN EMC T
TP EMC P
Development D
Development
(mg /L) (
(mg /L) (
(ftZ) (
(ft)
o
COMMERCIAL
of 1
1.44 0
Parking I
1.08 0
Roof
_
1 ac lots
2
2.24 0
Open/Landscaped
o
INDUSTRIAL
of 1
1.44 0
0.39
Parking I
1.08 0
0.15
2
Roof
0.44
Open/Landscaped
TRANSPORTATION
High De
PART B
Roadway
Driveway
_Parking lot
Roof
0.52 25,894
0.39 5,310 13,600
0.39
0.15 3,094 45,815
1.16 353 14,626
0.44 48,941 125,239
0.59
0.25 _ 353,240 181,527
0.15 4,237
Low De
1.4
1.0
1.44
1.44
Rural
1.08
1.4
Sidewalk /Patio
Lawn
Managed pervious
Forest
_Natural wetland*
Riparian buffer*
Open water*
LAND TAKEN UP BY BMPs
2.24
3.06
Sidewalk
1.47
PERVIOUS
1.08
Manage
Unmanaged
Forest
JURISDICTIONAL
Natural
Riparian
Open w
LAND TAKEN
Density (interstate, main) 3.67 0.43
Density (secondary, feeder) 1.4 0.52
1.14 0.47
1.4 1.16
Managed pervious 3.06 0.59
(pasture) 3.61 1.56
1.47 0.25
LANDS*
wetland -- --
buffer -- water -- --
N UP BY BMPs 1.08 0.15
*Jurisdictional land uses are not included in nutrient /flow calculations.
Total Development Area (ft ):
410,938
Development Name:
Pre- P
Post -
Jarrod Edens, PE
TN EMC T
TP EMC P
Development D
Development
(mg /L) (
(mg /L) (
(ftZ) (
(ft)
o
of 1
1.44 0
0.16
1.08 0
0.15 _
_
1 ac lots
2
2.24 0
0.44
o
2 -ac lots
of 1
1.44 0
0.39
1.08 0
0.15
2
2.24 0
0.44
Custom Lot Size
PART B
Roadway
Driveway
_Parking lot
Roof
0.52 25,894
0.39 5,310 13,600
0.39
0.15 3,094 45,815
1.16 353 14,626
0.44 48,941 125,239
0.59
0.25 _ 353,240 181,527
0.15 4,237
1.4
1.0
1.44
1.44
1.08
1.4
Sidewalk /Patio
Lawn
Managed pervious
Forest
_Natural wetland*
Riparian buffer*
Open water*
LAND TAKEN UP BY BMPs
2.24
3.06
1.47
1.08
*Jurisdictional land uses are not included in nutrient /flow calculations.
Total Development Area (ft ):
410,938
Development Name:
The Oaks at Lyon's Farm
Model Prepared By:
Jarrod Edens, PE
COLUMN 2 -- RESIDENTIAL LAND USES
Custom Pre- Post -
Lot Size Age TN EMC TP EMC Development Development
(ac) (yrs) (mg /L) (mg /L)� (ftZ) (ftZ)
PART A
%s -ac lots
-ac lots
-ac lots
1 ac lots
2 -ac lots
Multi- family
Townhomes
Custom Lot Size
PART B
Roadway
Driveway
_Parking lot
Roof
0.52 25,894
0.39 5,310 13,600
0.39
0.15 3,094 45,815
1.16 353 14,626
0.44 48,941 125,239
0.59
0.25 _ 353,240 181,527
0.15 4,237
1.4
1.0
1.44
1.44
1.08
1.4
Sidewalk /Patio
Lawn
Managed pervious
Forest
_Natural wetland*
Riparian buffer*
Open water*
LAND TAKEN UP BY BMPs
2.24
3.06
1.47
1.08
LAND USE AREA CHECK
Total Development Area Entered (ft): 410,938
Total Pre - Development Calculated Area (ft): 410,938
Total Post - Development Calculated Area (ft): 410,938

BMP Characteristics Ver2.0 ReturntoWatershed to Development
Clear All Values Return to Instructions Characteristics Summary
Instructions
1. Select the type of BMP for each catchment.
2. Enter the area of each land use type In the contributing drainage area for each BMP.
3. Continue to "Development Summary" tab.
Additional Guidelines
- This spreadsheet allows the development to be divided Into as many as 6 smaller catchments.
- BMP, 1, 2, and 3 for a given catchment are assumed to operate in series, with the outflow from 1 serving as the inflow to 2, etc.
- If the outlow from an entire catchment (including outlow from selected BMP,) drains to another BMP, indicate this in the drop down menu below the BMP type and leave all cells for individual land uses blank.
- Not all BMP or catchments must be utilized. Simply leave fields blank in the columns not needed.
- Leave cells blank or insert zeroes if a land use is not present in the area draining to the BMP.
- For water harvesting BMPS, be sure to enter the percent volume reduction that will be achieved by your system. Volume detention (catch- and - release mechanisms) will not be considered -only proven volume reductions are valid inputs.
The BMP undersaing option should only be used for existing development or retrofit sites.
- Volume reduction efficiencies for undersized BMPS are calculated based on a 1:1 ratio (a BMP that is 60% smaller than the required design size is assigned a removal efficiency equal to 60% of the standard efficiency
value). Effluent concentrations ramain the same as full -sized BMPS.
- IMPORTANT: for the land area calculation checks to occur, you MUST press enter after entering a value for area to be treated by a BMP (not just click on the next cell).
-See User's Manual for instructions on modeling oversized BMPS.
Type of BMP:
If BMP is undersized, indicate the BMP's size
relative to the design size required to
capture the designated water quality depth
(i.e. 0.75 = BMP is 75% of required design
size).
'For water harvesting BMP, enter percent
volume reduction in decimal form.
Catchm mt 1:
Catchment 2:
Catchment 3:
Catchment 4:
Catchment 5:
Catchment 6:
lots (Built before 19_95)
lots (New)
/. -ac lots (Built after 1995)
'' /n -ac lots (Built before 1995)
Townhomes(New)
Townhomes (Built after 1995)
Townhomes (Built before 1995)
Custom Lot Size (Built after 1995)
Custom Lot Size (Built before 1995)
BMP #1 BMP #2
Grassed Swale Wet Detention
Pond
Does BMP accept the outflow fr
no
no
no
Parking lot
no no
no no
q no
J
no
no
no
Forest
no
#1
no
0.12
no
no
no
1.20
n0
Grassed Swale
Area Treated
by BMP
(ft')
Area treated
by BMP #2 that Is
not treated by BMP
#1
(ft)
Area treated
by BMP #3 that is
not treated by BMPS
#1 or #2
(ft)
Area Treated
by BMP
(ft')
Area treated
I BMP #2 that Is
not treated by BMP
#1
(ft)
Area treated
by BMP #3 that is
nor treated by BMP,
#1 or #2
(ft)
0.15
Level Spreader, Filter Strip
20%
1.20
0.15
Permeable Pavement-
0%
1.44
Roadway
Driveway
8,000
26,950
5,050_
20,055
2,078
0
32,704
4,000
12,128
6,537
46,109
128
4,237
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Forest
ND TAKEN UP BY BMP
TOTAL AREA TREATED BY BMP (ft): I 62,133 105,843 0 I 0 , 0
167,976 0
i
0
BMP #3 1 BMP #1
zm another Catchment? If so, indicate which on s). (Land use a,
0 I 0
0
BMP DETAILS
Area treated
Area treated
Area Treated
by BMP #2 that is
by BMP #3 that is
by BMP
not treated by BMP
not treated by BMP,
(ft)
#1
#1 or #2
0.12
(ft')
Ift'1
0 I 0
0
BMP DETAILS
BMP
Volume Reduction ( %)
TN Effluent Concen.
(mg/l.)
TP Effluent Concert.
(mg/L)
Bloretention with JWS
35%
0.95
0.12
Bioretemion without 1WS
15%
1.00
0.12
Dry Detention Pond
0%
1.20
0.20
Grassed Swale
0%
1.21
0.26
Green Roof
50%
1.08
0.15
Level Spreader, Filter Strip
20%
1.20
0.15
Permeable Pavement-
0%
1.44
0.39
Sand Filter
5%
0.92
0.14
Water XarvesHng
s
user defined
1.08
0.15
Wet Detention Pond
5%
1.01
0.11
Wetland
15%
1.08
0.12
CH M ENT ----------------------- - -- - -- -------------------- - -- - -- CATCHMENTS ---------------------
BMP #2 _ BMP 93 BMP #1 BMP #2 BMP #3
ens entered below are in addition to the watershed areas treated by contributing catchment(s).)
An
BMP #1 BMP #2
T,t,i L,rd U,,
Allowable Total Lord
0
0
A I
Treated Based on
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
10
0
0
0
0
0
0
0
s
0
0
0
02
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
32,704
25,894
12,000
13,600
0
0
39,078
45,815
11,587
14,626
66,164
125,239
0
0
2,206
181,527
4,237
4,237

3. Development Summary
Development: The Oaks at Lyon's Farm
Prepared By: Jarrod Edens, PE
Date: April 16, 2014
WATERSHED SUMMARY Ver2.0
REGION:
Triassic Basin
TOTAL DEVELOPMENT AREA (ft-):
410,938
Percent Impervious ( %)
23%
23%
0%
Pre - Development Conditions
Post - Development Conditions
Post - Development w/ BMPs
Percent Impervious
2.1%
25.3%
25.3%
( %)
Total Nitrogen Loading (lb /ac /yr)
257%
185%
Annual Runoff Volume
Total Phosphorus EMC (mg/L)
38%
-43%
(c.f.)
107,577
432,537
414,747
Total Nitrogen EMC
Green Roof
50%
1.08
(mg /L)
1.49
1.32
1.10
Total Nitrogen Loading
Strip
201/
1.20
(lb /ac /yr)
1.06
3.79
3.02
-
Pavement*
0%
Total Phosphorus EMC
(mg /L)
0.29
0,40
0.17
0.14
Water Harvesting userdefined
1.08
Total Phosphorus Loading
(lb /ac /yr)
0.21
1.15
0.46
Percent Difference Between:
*Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
V I R d cti TN Effl t C TP Effl t C
Pre -Dev. &
Post -Dev. without BMPs
Pre - Development &
Post - Development with BMPs
Post -Dev without BMPs &
Post -Dev with BMPs
Percent Impervious ( %)
23%
23%
0%
Annual Runoff Volume (c.f.)
302%
286%
4%
Total Nitrogen EMC (mg /L)
-11%
-26%
-17%
Total Nitrogen Loading (lb /ac /yr)
257%
185%
-20%
Total Phosphorus EMC (mg/L)
38%
-43%
-58%
Total Phosphorus Loading (lb /ac /yr)
456%
121%
-60%
*Negative percent difference values indicate a decrease in runoff volume, pollutant concentration or pollutant loading. Positive values indicate an increase.
BMP SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
V I R d cti TN Effl t C TP Effl t C
•iftreating commercial parking lot, TP effluent concentration = 0.16 mg /L
7 Return to Instructions
Return to Watershed Characteristics '
I Return to BMP Characteristics
Print Summary
CATCHMENT 1
o ume e u on
(%)
uen oncen. uen oncen.
(mg/L) (mg /L)
Bioretention with
CATCHMENTS
IWS
35%
0.95 0.12
Bioretention
BMP3
BMP1
BMP2
BMP3
15%
1.00
0.12
without IW5
BMP2
BMP3
BMP1
Dry Detention Pond
0%
1.20
0.20
Grassed Swale
0%
1.21
0.26
Green Roof
50%
1.08
0.15
Level Spdr, Filter
Strip
201/
1.20
0.15
Permeable
--
-
-
Pavement*
0%
1.44
0.39
Sand Filter
5%
0.92
0.14
Water Harvesting userdefined
1.08
0.15
Wet Detention Pond 59,
1.01
0.11
Wetland I 15%
1.08
0.12
•iftreating commercial parking lot, TP effluent concentration = 0.16 mg /L
7 Return to Instructions
Return to Watershed Characteristics '
I Return to BMP Characteristics
Print Summary
CATCHMENT 1
CATCHMENT 2
CATCHMENT 3
CATCHMENT 4
CATCHMENTS
CATCHMENT 6
BMP1 BMP2 BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1.
BMP2
BMP3
BMP1
BMP2
BMP3
BMP1
BMP2
BMP3
-
-
--
Catchment Outflow Phosphorus EMC
0.142
--
--
-
-
--
(mg/L)
Wet Detention
Grassed Swale
Pond
Catchment Outflow 0.811
--
--
-
-
--
Total Phosphorus (lb /ac /yr)
--
--
-
Total Area Treated
--
Percent Reduction in Phosphorus Load ( %) 65%
1.43
3.86
--
-
-
-
--
--
--
Total Inflow Volume
147,986
371,817
--
-
-
-
--
--
-
--
Percent Volume Reduced
( %)
0%
5%
--
--
-
--
--
Inflow Nitrogen EMC
(mg/L)
1.22
1.29
--
--
-
--
--
Total Inflow Nitrogen
7.90
7.79
--
-
-
-
--
--
-
--
Inflow Phosphorus EMC
(mg/L)
0.328
0.390
--
--
-
-
•-
-
-
--
Total Inflow Phosphorus
(lb /ac /yr)
--
--
--
-
8MP Outflow
Nitrogen (Ibs /ac /yr)
7.82
5.93
--
--
-
--
--
-
--
--
--
--
-
-.
-
BMP Outflow
Phosphorus (Ibs /ac /yr)
1.67
'
Catchment Outflow Nitrogen EMC (mg /L) 1.04
--
-
-
-
--
Catchment Outflow 5.93
-
-
-
-
--
Total Nitrogen (lb /ac /yr)
Percent Reduction in Nitrogen Load ( %)
24%
--
-
-
-
--
Catchment Outflow Phosphorus EMC
0.142
--
--
-
-
--
(mg/L)
Catchment Outflow 0.811
--
--
-
-
--
Total Phosphorus (lb /ac /yr)
--
--
-
--
--
Percent Reduction in Phosphorus Load ( %) 65%

DURHAM
CITY OF DURHAM Neuse, Falls Lake and Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the City of Durham Stormwater Services to
1869 characterize your project and assess the need to purchase nutrient offsets. See the
CM OF NT:DKWE City Stormwater Performance Standards. For nutrient offset information, see nutrient offset intro
PROJECT INFORMATION
Applicant Name:
B. Wallace Design & Construction, LLC
Prepared by
Jarrod Edens, PE
Project Name (& Previous name, if applicable):
The Oaks at Lyon's Farm
Site Plan #:
ITBD
Project Address (if available): Street: City /Town: County:
817 Scott King Road Durham, NC Durham
Date: (mo/d/yr)
4/16/2014
Project
Locat'n:
11-at: (dec. degrees)
35 -52.62 N
Long: (dec. degrees)
78 -55.53 W
PIN /PID #s:
150787
Is this Redevelopment?
I 0 Yes ❑ No
Development Type (Please check all that apply)
Impervious Cover ( %) Pre - Construction:
2.15%
❑ Commercial ❑ Duplex Residential
❑ Industrial 0 Single - Family Residential
❑ Institutional ❑ Multi - Family Residential
Mixed Use
Impervious Cover ( %) Post - Construction:
24.32%
WATERSHED INFORMATION (See online map or alternative source for 12 -digit and 6 -digit IDs)
❑ Upper Falls Basin, 12 -digit Watershed ID:
❑ Lower Falls Basin, 12 -digit Watershed ID:
❑ Neuse /Outside of Falls Basin, 03020201 03020201
0 Jordan Lake (Upper New Hope) 6 -digit Small 060140
Watershed ID:
Jordan Lake Delivery
Factors ( %)
Nitrogen
Phosphorus
Site:
Bank:
1
Site:
Bank:
85.00
40.32
89.00
18.66
Name of Bank
Name of Bank
Carl Lloyd
N/A
Neuse /Falls Lake Delivery Factors: There are no delivery factors, so the Delivery Factor = 1.
DURHAM STORMWATER PERFORMANCE STANDARDS FOR DEVELOPMENT COMPLIANCE ALTERNATIVE
Nutrient loading limits and on -site treatment minimum (Sections 70- 740(a) and Sections 70- 741(a))
Off -site treatment threshold ( %):
N:
1 40
P:
1 40
Required on -site reduction achieved?
N:
YES
P:
YES
NUTRIENT OFFSET REQUEST (Must meet the offsite thresholds — see above)
Nitrogen
Loading / Offset Needs (For the Jordan, Falls, and Neuse /Outside of Falls Watershed areas)
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(1) (Where
Applicable)
0)
Untreated
Loading
Rate
(Ibs /ac /yr)
Treated
Loading
Rate
(Ibs /ac /yr)
Load Rate
Target
(Ibs /ac /yr)
Reduction
Needed
(Ibs /ac /yr)
(from Compl.
worksheet)
Project Size
(square feet)
Offset
Duration
(yrs)
Site Delivery
Factor
State Buy Down
Amount Delivered
(Ibs)
D * E * F * G
Additional
5% if bank
not in City
limits (Ibs)
Total Delivered
(Ibs)
H + I
3.79
3.02
2.20
0.82
410,938
30
0.85
197.26
9.86
207.12
Phosphorus Loading / Offset Needs (For the Jordan and Falls Watershed areas)
(A)
(B)
(C)
(D)
(E)
(F)
(G)
(H)
(1) (Where
Applicable)
0)
Untreated
Loading
Rate
(Ibs /ac /yr)
Treated
Loading
Rate
(Ibs /ac /yr)
Load Rate
Target
(Ibs /ac /yr)
Reduction
Needed
(Ibs /ac /yr)
(from Compl.
worksheet)
Project Size
(square feet)
Offset
Duration
(yrs)
Site Delivery
Factor
State Buy Down
Amount Delivered
(Ibs)
D * E * F * G
Additional
5% if bank
not in City
limits (Ibs)
Total Delivered
(Ibs)
H + I
1.15
0.46
0.82
0.00
410,938
30
0.89
0.00
0.00
0.00
Responsible Professional Engineer's Name:
I Jarrod Edens, PE
PE #:
027352
Staff Name:
I
Staff e-mail:
I
Phone #:
Version 2 DRAFT, April 5,2013

Watershed (Select from Menu)
© 2 Falls Lake Basin
t Jordan Lake Basin
Q Lower Neuse Basin
COMPLIANCE WORKSHEET
Note that if a nutrient bank is used to buy offset credits
in order to achieve compliance with the alternative
selected below, the bank must be located in the same
watershed as the project site.
Compliance Alternative (Pick one alternative, see descriptions and calculations below)
1 Nutrient loading limits and on -site treatment minimum (Sections 70- 740(a) and Sections 70- 741(a))
Q Alternative percentage reduction option for Redevelopment that increases impervious area (Section 70-
0 740(b))
Q Alternative percentage reduction option for Redevelopment that does not increase impervious area
0 (Section 70- 740(c))
Q 0 Alternative for low impact development in Falls Basin.
Q Exempt from Stormwater Pollutant standards (Section 70 -739)
Project Area Disturbance (Fill in yellow cell below)
208,217 square feet 4.780 acres
TABLE 1 THRESHOLDS FOR APPLICATION OF STORMWATER
POLLUTANT REQUIREMENTS
Project Location
Land Disturbance
Limited Residential
Multifamily & Other
Jordan Basin
1 acre
0.5 acres
Falls Basin
0.5 acres
12,000 square feet
Lower Neuse Basin
1 acre
0.5 acres
Note: Thresholds are based upon land disturbance since the
applicable basin Baseline date.
The Project is Located Outside the Downtown Area (select from menu list)
Per Section 70 -736, Downtown Area means the Downtown Tier, Compact Neighborhoods,
and Suburban Transit Zones as shown on the Durham Comprehensive Land Use Plan most
recently approved by the Durham City Council.
The Project Type is Limited Residential (select from menu list)
Per Section 70 -736,
Limited Residential means single family and duplex residential and recreational development.
Multifamily and Other Development means development not included in Limited Resdiential, and
includes but is not limited to multifamily and townhomes, and office, industrial, institutional (including local
government institutional), and commercial development.
Other key definitions from Section 70 -736:
Development means Land Disturbance which increases impervious surface on a property, or
alters its location, or results in an increase in runoff from a property or a decrease in infiltration
of precipitation into the soil. It includes both existing development and new development. It
does not include agriculture, mining, or forestry activities.
Redevelopment means Development on a site where structures or impervious surface
already exists. It is a category of new development.
Version 2 DRAFT, April 5,2013

Nutrient Loading Limits and On -Site Treatment Minimum
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(a) Nutrient Loading Rate Limits. Development not exempt under subsection 70 -739 shall
construct and implement SCMs so as to limit the post construction loading rate of nitrogen
and phosphorus from the project area to the limits set forth in Table 2 below, or shall
comply with an allowed alternative as set forth in (b) through (d) below. A portion of the
reduction requirements for nitrogen and phosphorus may be met through off site
measures or payments as set forth in 70 -741.
TABLE 2 NUTRIENT EXPORT LOADING RATE LIMITS
Project Location
Export Limit Ibs /acre /year
Nitrogen
Phosphorus
Jordan Basin
2.2
0.82
Falls Basin
2.2
0.33
Lower Neuse Basin
3.6
not required
Sec. 70 -741
(a) On site nutrient treatment requirements. Nitrogen and phosphorus reduction
requirements may be met, in part, through offsite management measures or the
purchase of nutrient credits. At a minimum, however, in the Jordan and Falls Basins a
percentage of the required nitrogen and phosphorus reductions must be achieved through
onsite treatment, in the amount shown in Table 4 below. In addition to meeting the
percentage reductions below, in the Jordan and Lower Neuse Basins, nitrogen export
load from the site must not exceed 6 Ibs. per acre per year for Limited Residential, and
and 10 Ibs per acre per year for Multifamily and Other.
(Note: offsite credit purchases do not meet TSS removal requirements, which must be
met onsite.)
TABLE 4 ONSITE NUTRIENT TREATMENT REQUIREMENTS
Minimum Onsite Nutrient Treatment
Project
Nitrogen
Phosphorus
Jordan - General
*40% of required
*40% of required
reduction
reduction
Falls - General
*50% of required
*50% of required
reduction
reduction
Falls and Jordan within
*30% of required
*30% of required
Downtown Area
reduction
reduction
Version 2 DRAFT, April 5,2013

Falls and Jordan exceeding
thresholds but with less than 1
acre land disturbance
*30% of required
reduction
*30% of required
reduction
Load Rate Target
(Ibs /ac /yr)
No percentage
No percentage
3.02
reductions apply, but
reductions apply, but
Lower Neuse
the 6/10 nitrogen
the 6/10 nitrogen
export limit described
export limit described
in paragraph (a)
in paragraph (a)
above must be met
I above must be met
*The "required reduction" is the difference between the post development loading in
pounds per acre per year multiplied by the site area in acres before treatment minus the
loading target, in pounds per acre per year multiplied by the acres. The percentage shown in
the chart above is applied to that difference and the resulting number is the amount in
pounds /year of nutrient reduction that must be achieved onsite.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Untreated Loading
Rate (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Reduction Needed
(Ibs /ac /yr)
3.79
3.02
2.2
0.82
Phosphorus
Untreated Loading
Rate (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Reduction Needed
(Ibs /ac /yr)
1.15
0.46
0.82
0.00
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 4
Onsite Reduction
Required ( %)
Required Onsite Reduction Achieved?
Nitrogen
Phosphorus
40
YES
YES
In the Jordan and Lower Neuse Basins, the nitrogen export loading rate from the
site does not exceed 6 Ib /ac /yr for Limited Residential, or 10 Ib /ac /yr for Multifamily TRUE
and Other.
Version 2 DRAFT, April 5,2013

Alternative percentage reduction option for Redevelopment that increases impervious area
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(b) Alternative percentage reduction option for Redevelopment that increases impervious
area.
As an alternative to meeting the loading rate reductions described in (a) above, Redevelopment
not exempt under 70 -739 that increases impervious area may reduce the pre - development
nutrient loading rate from the entire project site for nitrogen and phosphorus by the percentage
loading rate reduction shown in Table 3 below. The pre - development nutrient loading rate is
calculated as of the Applicable Baseline Date. Load reductions already achieved shall be credited.
TABLE 3 PERCENTAGE
REDUCTION OPTION FOR REDEVELOPMENT.
Project Location
Percent Loading Rate Reduction from Pre -Dev Loading Rate
Nitrogen
Phosphorus
Jordan
35%
5%
Falls
40%
77%
Lower Neuse
30%
Not applicable
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Pre -Dev Loading
Rate* (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Reduction Needed
(Ibs /ac /yr)
1.06
3.02
0.69
2.33
Phosphorus
Pre -Dev Loading
Rate* (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Reduction Needed
(Ibs /ac /yr)
0.21
0.46
0.20
0.26
* As of the Applicable Baseline Date.
ONSITE CALCULATIONS - ENTER VALUE IN YELLOW CELLS BASED ON TABLE 3, above
Onsite N Reduction
Required ( %)
Onsite P Reduction
Required ( %)
Required Onsite Reduction Achieved?
Nitrogen
Phosphorus
35
5
NO
NO
In Jordan and Lower Neuse Basins, the nitrogen export loading rate from the site
does not exceed 6 Ib /ac /yr for Limited Residential, or 10 Ib /ac /yr for Multifamily and TRUE
Other.
Version 2 DRAFT, April 5,2013

Alternative Percentage Reduction Option for Redevelopment that does not Increase Impervious Area
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(c) Alternative percentage reduction option for Redevelopment that does not increase
impervious area. Redevelopment not exempt under 70 -739 that is outside the Downtown
Area and that does not increase impervious area shall reduce the pre - development nutrient
loading rate, calculated as of the Applicable Baseline Date, by 10% if reductions are achieved
entirely onsite, and by 15% if reductions cannot be entirely achieved onsite. Table 4 is not
applicable to this alternative.
CALCULATIONS - ENTER VALUES IN YELLOW CELLS
Nitrogen
Pre -Dev Loading
Rate* (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Draft Reduction
Needed (Ibs /ac /yr)
1.06
3.02
0.95
2.12
Phosphorus
Pre -Dev Loading
Rate* (Ibs /ac /yr)
Treated Loading Rate
(Ibs /ac /yr)
Load Rate Target
(Ibs /ac /yr)
Draft Reduction
Needed (Ibs /ac /yr)
0.21
0.46
0.19
0.28
* As of the Applicable Baseline Date.
Draft Reduction Needed ( %)
Nitrogen Phosphorus
15 15
Is N reduced by at least 10 %? NO Is P reduced by at least 10 %? NO
If either N or P is not reduced by at least 10% on site, a 15% reduction is required for both.
Final Reduction Required
Nitrogen
Phosphorus
%
Ibs /ac /yr
%
Ibs /ac /yr
15
2.12
15
0.28
Alternative for Low Impact Development in Falls Basin
ORDINANCE REQUIREMENTS
Sec. 70 -740.
(d) Alternative for low impact development in Falls basin. Development in the Falls Basin
will be considered compliant with the nutrient reduction obligations of this Section 70 -740 if it
demonstrates that it meets the post development hydrologic criteria set forth in Chapter 2 of the
North Carolina Low Impact Development Guidebook dated June of 2009, as it may be amended
from time to time.
❑ This development meets the post - development hydrologic criteria in Chapter 2 of the
North Carolina Low Impact Development Guidebook dated June 2009, as amended.
NO NUTRIENT OFFSET REPORT IS NEEDED WITH THIS ALTERNATIVE.
Version 2 DRAFT, April 5,2013

Exempt from Stormwater Pollutant standards (Section 70 -739)
ORDINANCE REQUIREMENTS
Sec. 70 -739.
(a) Exemptions for limited disturbances. Development in which Land Disturbance,
calculated cumulatively as of the Applicable Baseline Date, is less than the thresholds in Table 1
below is exempt from the standards in subsections 70 -740 and 70 -741, subject to paragraphs (1)
and (2) below.
TABLE 1 THRESHOLD FOR APPLICATION OF STORMWATER POLLUTANT
REQUIREMENTS
Project Location
Land Disturbance
Limited Residential
Multifamily & Other
Jordan Basin
1 acre
0.5 acre
Falls Basin
0.5 acre
12,000 sq. ft
Lower Neuse Basin
1 acre
0.5 acre
(1) Common Plan of Development. Development that is part of a Common Plan of
Development shall be included in the calculation. If the applicable threshold set forth in
Table 1 is exceeded, all other portions of the Common Plan are subject to the requirements
of this Article;
(2) Redevelopment and Existing Development, maintenance of treatment.
Redevelopment and Existing Development that are exempt under these thresholds must
continue to maintain and reconstruct all SCMs in compliance with approved plans, prior
ordinance requirements, and City Standards.
(b) Other exemptions. Additionally, Development is exempt if:
A. it qualifies in its entirety as Existing Development; or
B. it is located in the Downtown Area and does not increase impervious area over
the Applicable Baseline Date; or
C. it is undertaken by a state or federal entity. (Note: Review and approval by
the state must be demonstrated); or
D. it is a City transportation project in the Jordan basin.
❑ This project is exempt because it is below the applicable land disturbance threshold.
❑ This project is exempt because it qualifies entirely as Existing Development.
❑ This project is exempt because
• It is located in the Downtown Area and
• It does not increase impervious area over the Applicable Baseline Date.
❑ This project exempt because
• It is undertaken by a state or federal entity, and
• A demonstration of review and approval by the state has been provided.
❑ This project is exempt because it is a City transportation project in the Jordan Basin.
Version 2 DRAFT, April 5,2013

APPENDIX VII
EROSION CONTROL CALCULATIONS

L
1.5
1.4
1.3
1.2
W
0 1.0
m
LL
CL
ui
0.9
0
cr —
LL
0.8
U.
U.
>
0.7
>
LL 0.6
CL
0.5
LL
LL
CL -0.4
0.3
0.2
0.1
0
0 0.1 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 l.'o
FIGURE VII -C-3 HYDRAULIC ELEMENTS DIAGRAM FOR CIPCULAR
CULVERTS FLOWING PART FULL
vii-C-11
I
FROUDE
p/FROUDEFULL
P/VFULL
—0 P/QEULL
A
P/AFULL
NOTE: VELOCITY.. DISCHARGE AND
FROUDE CURVES ARE BASED ON THE
MANNING EQUATION. IT IS ASSUMED
THAT MANNINGS "n" IS THE SAME FOR
PARTIAL FLCjW AS FOR FULL FLOW.
OP/QFULL
0
0 0.1 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 l.'o
FIGURE VII -C-3 HYDRAULIC ELEMENTS DIAGRAM FOR CIPCULAR
CULVERTS FLOWING PART FULL
vii-C-11
I

1\
Table III -2.- Uniform flow in circular Sections flowing
/wr!!y, full From Reference 1113.
'D - discharge iniCUbie feet per ucond by Manning'i formula
d - depth of flow
D - diameter of pipe F n - Manning's coefficient
A - area of flow $ - slope of the channel bottom and of the water surface
R - hydraulic radius
/_ /�Y
A
R
do
Qn
d
�- )
(
A
R
Drs
On
-
D8/3S1/2
-
dS /3S 112
D 813 S 1/2
48/351/2
D2
O
O
D2
O
0.01
0.0013
0.0066
0.00007
1504
0.51
0.4027
0.2531
0.239
1.442
0.02
0.0037
0.0132
0.00031
10.57
0.52
0.417_7
0.2562
0.247
1.415
0.03
0.0069
0.0197
0.00074
8.56
05 3
O227�
A
0.2592
0.255
0.263
1.388
0.04
0.0105
0.0262
0.00133
7.33
0.54
0=427
0.2621
1.362
0.05
0.0147
0.0225
0.00222
6.55
0.55
04426
0.269
0.271
1.336
0.06
0,01, 92
0.0389
0.00328
555
0.56
04526
0.7676
0.279
1.311
0.07
0.0242
0.0451
0.00455
5.47
0.57
0.4625
0.2703
0.287
1.286
0.08
0.0294
0.0513
0.00604
5.09
0.58
0.4724
0.2728
0.295
1.262
0.09
0.0350
0.0575
0.00775
4.76
0.59
0.4622
0.2753
0.303
1.238
0.10
0.04„09
0.0635
0.0067
4.49
0.60
OA920
0.2776
0.311
1.215
0.11
0.0470
0.0695
0.01181
4.25
0.61
0,5018
0.2799
0.319
1.192
0.12
0.0534
0.0755
0.01417
4.04
0.62
_ 9,5115.-
0.2821
0.327
1.170
0.13
0.0600
0.0813
0.01674
3.86
0.63
0.52-12,,
0.2342
0.335
1.148
0.14
0.0668
0.0871
0.01952
3.69
0.64
65308
0.2862
0.343
1.126
0.15
0.0739
0.0929
0.0225
3.54
0.65
_q.5404-
0.2882
0.350
1.105
0.16
0.0311
0.0985
0.0257
3.41
0.66--
� _'0499
0.2900
0.358
1.084
0.17
0.0385
0.1042
0.0291
3.28
0.67
0
0.2917
0.356
1.064
0.18
0.0961
0.1097
0.0327
3.17
0.68
0:5687:
30.2933
0.373
1.044
0.19
0.1039
0.1152
0.0365
3.06
0.69
0.5 F$0
0.2948
0.380
1.024
0.20 •
0.1118
0.1206
0.0406
2.96
0.70
0.5872
0.2962
0.388
1.004
0.21
0.1199
0.1259
0.0448
2.87
-0.71
0.5964
0.2375
0.395
0985
0.22
0.1281
0.1312
0.0492
2.79
0.72.
0.6054
0.2987
0.402
0965
0.23
0.1365
0.1364
0.0537
2.71
0.73
0.6143
0.2998
0.409
0.947
0.24
0.1449
0.1416
0.0585
2.63
0.74
0.6231
0.3008
0.416
0.928
0.25
0.1535
0.1466
0.0634
2.56
0.75
0.6319
0.3017
0 422
0910
0.26
0.1623
0.1516
0.0686
2.49
0.76
0.6405
0.3024
0.429
0.891
0.27
0.1711
0.1 SG6
0.0739
2.42
0.77
0.6489
0.3031
0.435
0.873
0.28
-OA800-
0.1614
I 0.0793
2.36
0.78
0.6573
0.3036
0.441
0256
0.29
0.1890
0.16 62
0.0349
2.30
0.79
0.665 5
0.3039
0.447
0.838
0.30
0.1982
0.1709
0.0907
2.25
0.80
0.6736
0.3042
0.453
0.821
0.31
0.2074
0.1756
0.0966
2.20
0.81
0.661
0_:3043
0.458
0.804
0.32
0.2167
0.1802
0.1027
2.14
0.82
0.6893
0.3043
OA63
0:787
0.33
0.2260
0.1847
0.100=9
2.09
0.83
0.6969
0.3041
0.468
0.770
0.34'
0.2355
0.1891
0.1153
2.05
0.84
0.7043
03038
0.473
0.753
0.35
0.2450
0.1935
0.1218
2.00
0.85
0.7115
0.3033
0.477
0.736
0.36
0.2546
0.1978
0.1284
1.958
0.86
0.7186
0.3026
0.481
0.720
0.37
6.26,42
0.2020
0.1351
1.915
0.87
0.7254
0.3018
0.485
0.703
0.38
0.2739.
0.2062
0.1420
1.875
0.88
0.7320
0.3007
0.488
0.687
0.39
x.2836
0.2102
0.1490
1.835
0.89
0.7384
0.2995
0.491
0.670
0.40
0.2334
0.2142
0.1561
1.797
0.90
0.7445
0.2980
0.494
0.654
0.41.
.0.3032
0.2182
0.1633
1.760
0.91
0.7504
0.2963
0.496
0-637'
0.42
0.3130,
0.2220
0.1705
1.724
0.92
0.7S60
0.2944
0.497
0.621
0.43
0.3229
0.2258
0.1779
1.689
0.93
0.7612
0.2921
0.498
0.604
0.44
0.3328
0.2295
0.1854
1.655
0.94
0.7662
0.2895
0.498
0.588
0.45
03128
0.2331
0.1929
1.622
0.95
0.7707
0.2865
0.498
0.571
0.46
0.3527
0.2366
0.201
1.590
0.96
0.7749
0.2829
0.496
0.553
0.47
0.3627
0.2401
0.208
1.559
0.97
0.7785
0.2787
0.494
0.535
0.48
0.3727
0.2435
0.216
1.530
0.98
0.7817
0.2735
0.489
0.517:
0.49
0.3227
0.2468
0.22.1
1.500
0.99
0.7641
0.23,.+6
0.483
OA96
0.50
0.3927
0.2500
0.232
1.471
1.00
0.7854
02500
O.Lfi3
0.453
III -19

25
la
c
0
U
Q)
15
Q
10
0
101
••
.•
CLASS
OF
STONE
■'CC�CM
LENGTH
OF
APRON
MINIMUM
THICKNESS
OF STONI,
1
STONE
FINE
3"
4 X D
'C
2
MAC
r' LIGHT
C
.6 X -D
i2" '
3
STONE
- MEDIUM
13"
8 X D
18"
4
STONE
HEAVY
23"
8 X D
30"
�:
STONE
ECCEECCCECECCCE
23"
10 X D
30"
6
STONE
++
I HEAVY
■
12 X D
CCCCC
7
REQUIRES LARGER STONE OR ANOTHER TYPE OF DEVICE.
SUCH AS A STILLING BASIN. IMPACT STRUCTURE, ETC.
DESIGN IS BEYOND THE SCOPE OF THIS PROCEDURE.
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0 0
Figure 3: Zone Chart.
5 10 15 20 25
Diameter of Pipe in Feet
ZONE
APRON
MATERIAL
CLASS
OF
STONE
SIZE
OF
STONE
LENGTH
OF
APRON
MINIMUM
THICKNESS
OF STONI,
1
STONE
FINE
3"
4 X D
9"
2
STONE
r' LIGHT
�"
.6 X -D
i2" '
3
STONE
- MEDIUM
13"
8 X D
18"
4
STONE
HEAVY
23"
8 X D
30"
3
STONE
HEAVY
23"
10 X D
30"
6
STONE
++
I HEAVY
23"
12 X D
30"
7
REQUIRES LARGER STONE OR ANOTHER TYPE OF DEVICE.
SUCH AS A STILLING BASIN. IMPACT STRUCTURE, ETC.
DESIGN IS BEYOND THE SCOPE OF THIS PROCEDURE.
Figure 4: Apron Dimensions
IX -A8 -12

RIP RAP CALCULATION
The Oaks at Lyon's Farm
Outlet: Level Spreader Plunge Pool
Pipe Data
D= 12 in
n = 0.013 Qmax = 7.74 cfs
slope = 0.047
Find Q,
c = FROM
110 = PIPE Q10 = 2.00 cfs
A = CALCS
\,--*1,0/Qmax = 0.26
From Figure VIII -C -3, with Q10 /Qmax = 0.26 1, y/D = 0.35
y/D < 0.5
From Table III -2, with y/D = 0.35
(Minimum Tailwater)
V10 - Q10 Zone:
A
= 8.16 ft/sec
Rip Rap Dimensions: 6 ft
Long
7 ft
Wide
22 in
Deep
A/D2 = 0.2450
A = .25 sf
2 (From Figure 3)

RIP RAP CALCULATION
The Oaks at Lyon's Farm
Outlet: Level Spreader Bypass
Pipe Data
D= 18 in
n = 0.013 Qmax = 8.81 cfs
slope = 0.007
Find Q,
c = FROM
110 = PIPE Q10 = 8.81 cfs
A = CALCS
10 /Qmax = 1.00
From Figure VIII -C -3, with Q10 /Qmax = 1.00 1, y/D = 0.81
y/D > 0.5
From Table III -2, with y/D = 0.81
(Maximum Tailwater)
V10 - Q10 Zone:
A
= 5.75 ft/sec
Rip Rap Dimensions: 6 ft
Long
4 ft
Wide
22 in
Deep
A/D2 = 0.6815
A= 1.53 sf
1 (From Figure 3)

RIP RAP CALCULATION
The Oaks at Lyon's Farm
Outlet: South Bypass System
Pipe Data
D= 15 in
n = 0.013 Qmax = 7.32 cfs
slope = 0.0128
Find Q,
c = FROM
110 = PIPE Q10 = 1.09 cfs
A = CALCS
j
�, o /Qmax = 0.15
From Figure VIII -C -3, with Q10 /Qmax = 0.15 1, y/D = 0.26
y/D < 0.5
From Table III -2, with y/D = 0.26
(Minimum Tailwater)
V10 - Q10 Zone:
A
= 4.30 ft/sec
Rip Rap Dimensions: 5 ft
Long
6 ft
Wide
22 in
Deep
A/D2 = 0.1623
A = .25 sf
1 (From Figure 3)

RIP RAP CALCULATION
The Oaks at Lyon's Farm
Outlet: North Bypass System
Pipe Data
D= 30 in
n = 0.013 Qmax =
slope = 0.01 :>
Find Q,
c = FROM
110 = PIPE Q10
A = CALCS
41.11 cfs �
\,--*1,0/Qmax = 0.46
19.10 cfs
From Figure VIII -C -3, with Q10 /Qmax = 0.46 1, y/D = 0.47
y/D < 0.5
From Table III -2, with y/D = 0.47
(Minimum Tailwater)
V10 - Q10 Zone:
A
= 8.43 ft/sec
Rip Rap Dimensions: 15 ft
Long
18 ft
Wide
22 in
Deep
A/D2 = 0.3627
A = 2.27 sf
2 (From Figure 3)

Rational C Value
Project: The Oaks at Lyon's Farm By: AFL Date:
Location: Checked: Date:
Circle one: Present Developed Watershed: WQ Swale Rational C Value
1.) Rational C Value (C)
05/14/14
Soil Name
and
Hydrologic
Group
(appendix A)
Cover Description
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
C
Value'
Area
Acres
Sq. Ft.
%
Product
of
C x Area
a
i—
N
L
LL
N
m
U-
--
Impervious - Allocated Per Lot (4,000 sf)
0.95
1.19
1.13
D
Open Space - Lawn - Good Condition
0.35
0.73
0.26
Use only one C value source per line.
total product
C (weighted) _ =
total area
1.39
1.92
Totals = 1.92 1.39
( 0.00300 sq mi)
Use C = 0.72

1033 -001 Lyon's Farm
Water Quality Swale
Channel Dimensions:
I
height = 2.00 ft
5 :1 5 :1
width = 2 ft
Channel Data:
drainage area=
1.92
acres
rainfall intensity, 1=
7.22
in /hr 10 year
runoff coefficient, c=
0.72
friction factor, n=
0.035
channel slope =
0.005
ft /ft
Channel Design Calculations:
Channel Area=
24.00
ft2
Wetted Perimeter (@ Qmax)=
2240
ft
Vmax in Channel=
3.15
ft /sec (Assuming full -depth flow)
Q10 (post development):
9.98
cfs
Maximum Flow in Channel:
75.66
cfs Q100: 127.91
CHANNEL IS ADEQUATE
Calculate V,,,:
Depth of Flow Dimensions:
I
height =
0.848 ft
5 :1
5 :1
width =
2 ft
Flow Area=
5.29
ft2
Wetted Perimeter (@ Quo)=
10.64
ft
Qio Associated with Flow Depth:
9.98
cfs
VIo in Channel=
1.89
ft /sec
Check Shear Stress for Channel Liner: T =vds
T < 1.45 = straw w/ net
where y=
62.45 Ib /cuft
T < 1.55 = curled wood mat
d=
0.85 depth of flow (ft)
T < 2.0 = Synthetic mat
S=
0.005 channel gradient in ft/ft
T < 4.0 = Class I Rip -Rap
T =
0.26 Ib /sgft
T < 8.0 = Class 11 Rip Rap

Broad Crested Weir: Depth of Rise Calculation QoQ��D
Designed By: Adam Lynch Date: 5/15/2014 Project: I Oaks at Lyons Farm
Checked By: Jarrod Edens, P.E. Date: 5/16/2014 Drainge Area ID: JWQ Swale
The specific energy of flow in a channel having a rectangular cross section (or broad - crested weir) may be expressed as:
2 where, H, = Specific Energy (ft)
He = Y + 2 y = depth of flow
2B Y 9 g = gravitation acceleration (ft/S2)
Q = Discharge (cfs)
B = Channel Width (ft)
To determine critical depth, differentiate the above equation with respect to y and set dH, /dy = 0 in order to obtain the equation below:
Q2 1/3
Y'= [(9B2)I
Source: Fangmeier, Delmar, Elliot, William J., Workman, Stephen R., Huffman, Rondey L., Schwab, Glenn 0., Soi /and Water
Conservation Engineering, Fifth Edition, 2006.
Compute depth of flow (yJ over a broad crested based on the following parameters:
Q Design Flow: 9.98 cfs
B Length of Weir Perpendicular to Flow 13.5 ft
9 Acceleration due to Gravity 32.2 ft /s'
y� = (9.98 ^2 /(32.2 x 13.5 ^2)) ^(1 /3) = 0.26 ft
0.85 check dam
0.26 rise
1 freeboard
2.11 min height
2.29 provided
WQ Swale OK

1033 -001 Lyon's Farm
Post AP -1 a to Pond Ditch
Channel Dimensions:
I
height = 2.50 ft
3 :1 3 :1
width = 0 ft
Channel Data:
drainage area=
1.14
acres
rainfall intensity, 1=
7.22
in /hr 10 year
runoff coefficient, c=
0.75
friction factor, n=
0.035
channel slope =
0.005
ft/ft
Channel Design Calculations:
Channel Area=
18.75
ftZ
Wetted Perimeter (@ 0,„a )=
15.81
ft
Vmm in Channel=
3.37
ft/sec (Assuming full -depth flow)
Q10 (post development):
6.17
cfs
Maximum Flow in Channel:
63.24
cfs Q1 00: 127.91
*
CHANNEL IS ADEQUATE
Calculate V,,:
Depth of Flow Dimensions:
I
height =
1.045 ft
3 :1
3 :1
width =
0 ft
Flow Area= 3.27
Wetted Perimeter (@ Cho)= 6.61
Quo Associated with Flow Depth: 6.17
V10 in Channel= 1.88
Check Shear Stress for Channel Liner : T =vds
where y= 62.45 lb /cult
d= 1.04 depth of flow (ft)
S= 0.005 channel gradient in ft/ft
T = 0.33 Ib /sgft
ft2
ft
cfs
ft /sec
T < 1.45 = straw w/ net
T < 1.55 = curled wood mat
T < 2.0 = Synthetic mat
T < 4.0 = Class I Rip -Rap
T < 8.0 = Class 11 Rip Rap

The Oaks at Lyon's Farm
Durham, North Carolina
ELC # 1033 -001
SKIMMER BASIN SIZING CALCULATIONS
Project Name: The Oaks at Lyon's Farm
Designed By: AFL Date: 2/28/2014
Project No.: 1033 -001
Checked By: Date:
BASIN ID Sk -1
SURFACE AREA SIZING*
*Based on Sec. 12.10.4.E of Durham County Ordinance
Q Peak discharge, cubic -feet per second (CFS)
— �7�
l /L!/ G
C = Rational method runoff coefficient, unitless Tc = 5. Min.
i = Rainfall intensity, inches per hour (in/hr) 9 25yr— 232
A = Drainage area, AC °h° 25 yr = 23
C =
0.50 (use 0.50 for denuded area unless site specific data is available)
I —
8.3 in/hr (25 -year ,24 -hr storm event)
A —
4.22 AC
Q25yrrz4hr=
17.5 CFS
Design Area =
325 Square -feet per CFS input
Area Required =
5,682 Square -feet
Suggested Length —
107 ft
Suggested Width —
53 ft
Proposed Length —
165 ft
Proposed Width —
60 ft
Area Provided —
8,817 OK * Measured from CAD
Length to width Ratio —
2.8-1 OK
Weir Length =
12 ft (from Table 6.60a)
VOLUME SIZING*
*Based on NC DENR Erosion and Sediment Control Planning
and Design Manual (Rev 03/2009) - Sec. 6.60
Disturbed Area —
4.22 Acres (AC)
Design Volume =
1,800 Cubic Feet (CF) per AC of Distrubance
Total Volume Required—
7,596 CF
Depth Required —
3.5 ft (3.511 minimum Depth)
Total Volume Provided—
25,672 CF
STAGE - STORAGE VOLUMES
SEDIMENT TRAP - Berm Elevation =
Elevation Surface Area
Volume Volume Cumulative Volume
(ft) (ft2)
(ft3) (ae -ft) (ft3)
250.0
4,214
0
0.000
0
251.0
5,234
4,724
0.108
4,724
252.0
6,367
5,801
0.133
10,525
253.0
7,555
6,961
0.160
17,486
254.0
8,817
8,186
0.188
25,672
SKIMMER SIZING
Skimmer Size
(Inches)
2.5 Skimmer Size (inches)
1.5
0.208 Head on Skimmer (feet)
2
2.50 Orifice Size (1/4 inch increments)
2.5
3.90 Dewatering Time (days)
3
Suggest about 3 days
4
5
6
8
J:Frojects11033 -001 0esignErosion ControtTO14-02 -28 EC - Sub 212014 -02 -28 SedCaics
212812014 Qa 9:30 AM 1 - 1

APPENDIX VIII
BYPASS SYSTEM CALCULATIONS

i
DRAINAG E-
LI ES (TYP)
1L' - 111HROUG �FFSIT AINAGE R UTED
BYPA,SSpIP —
O FSITE
266
BYPASS 2 SOUTH 77
= 2.63 ACRES
TC = 5.0 MIN. - -�
'iAt'i'll
BYPASS 1 NORTH
= 7.19 ACRES
TC= 5.0MIN.
�T \J
1
LEGEND
IMPERVIOUS
LAWN
FOREST
PW
uJ
z
a
oe
N1
Q
L6 z
Q
H �
Lu
Z c 0
u
Q
Q
C
r
N
F �
Q Z m
Y O
H
rj
Q O i
C)
N
Lu
m
F D
W
Th's draw ng's the property of Edens
d C., _d j, not to be reproduced
or p ed hole or n part w thopt
the expressed wr t- perm ss on of
—_
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
Z O
W N O
Z ON
O0ZO
O O
r
J � m
W m
BYPASS 1 NORTH
= 7.19 ACRES
TC= 5.0MIN.
�T \J
1
LEGEND
IMPERVIOUS
LAWN
FOREST
U)
z
0
uJ
z
a
oe
N1
Q
L6 z
Q
H �
Lu
Z c 0
u
Q
Q
C
r
N
F �
Q Z m
Y O
H
Q
Q O i
C)
N
Lu
m
F D
W
Th's draw ng's the property of Edens
d C., _d j, not to be reproduced
or p ed hole or n part w thopt
the expressed wr t- perm ss on of
Edens- dCarp.
NC LICENSE# C -2745
PRELIMINARY
NOT FOR CONSTRUCTION
Z O
W N O
Z ON
O0ZO
O O
r
J � m
W m
Q;
ZW .a
N �
O
LLJ�o
�Q
O N
�
f W o W
W � o
tz�3
� a 3
iz��
W N
LULL
r =100,
RLTI-
MARCH 13, 2014
]BE
AFL
T
JBE
P1033-001R
E
POST BYPASS

Worksheet 2: Runoff curve number and runoff
Project:
The Oaks at Lyon's Farm
By:
AFL
Date:
03/14/14
Location:
Checked:
Date:
Circle one:
Present Developed Watershed:
Bypass System South
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN
Value'
Area
Product
and
of
Hydrologic
Group
(appendix A)
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
0
i—
N
m
LL
N
m
LL
Acres
Sq. Ft.
%
CN x Area
--
Impervious
98
0.15
14.70
D
Open Space - Lawn - Good Condition
80
1.58
126.40
D
Woods - Good Cover
77
0.90
69.30
Use only one CN value source per line.
Totals =
2.63
210.40
(
0.00411
sq mi)
CN (weighted) = total product _
total area
210.40
2.63
Use CN = 80

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10."
Hyd. No. 9
Time to peak
Bypass 2 South
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 2.630 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.10 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
. M
4.00
2.00
0.00
0 2 4
Hyd No. 9
Wednesday, 03 / 12 / 2014
Peak discharge
= 13.10 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 26,674 cuft
Curve number
= 80
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Bypass 2 South
Hyd. No. 9 -- 10 Year
6 8 10 12 14
Q (cfs)
14.00
12.00
10.00
11111M
4.00
f►a[iIi7
0.00
16 18 20 22 24
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Wednesday, 03 / 12 / 2014
Hyd. No. 13
Bypass System South
Hydrograph type
= Reservoir
Peak discharge
= 9.642 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 26,118 cuft
Inflow hyd. No.
= 9 - Bypass 2 South
Max. Elevation
= 256.14 ft
Reservoir name
= Plunge Pool South
Max. Storage
= 5,370 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
. m
4.00
2.00
0.00 ' '
0 2 4
Hyd No. 13
Bypass System South
Hyd. No. 13 -- 10 Year
Q (cfs)
14.00
12.00
10.00
4.00
f►a[iIi7
' ' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 9 011111 Total storage used = 5,370 cuft

Worksheet 2: Runoff curve number and runoff
Project:
The Oaks at Lyon's Farm
By:
AFL
Date:
03/13/14
Location:
Checked:
Date:
Circle one:
Present Developed Watershed:
Bypass System North
1.) Runoff curve number (CN)
Soil Name
Cover Description
CN
Value'
Area
Product
and
of
Hydrologic
Group
(appendix A)
(cover type, treatment, and
hydrologic condition;
percent impervious;
unconnected /connected impervious
area ratio)
0
i—
N
m
LL
N
m
LL
Acres
Sq. Ft.
%
CN x Area
--
Impervious
98
1.11
108.78
D
Open Space - Lawn - Good Condition
80
4.51
360.80
D
Woods - Good Cover
77
1.57
120.89
Use only one CN value source per line.
Totals =
7.19
590.47
(
0.01123
sq mi)
CN (weighted) = total product _
total area
590.47
7.19
Use CN = 82

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 7
Bypass 1 North
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.190 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.10 in
Distribution
Storm duration
= 24 hrs
Shape factor
Bypass 1 North
Wednesday, 03 / 12 / 2014
= 37.84 cfs
= 11.93 hrs
= 77,532 cuft
= 82
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0
Hyd No. 7 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Wednesday, 03 / 12 / 2014
Hyd. No. 12
Bypass System 1 North
Hydrograph type
= Reservoir
Peak discharge
= 37.67 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 76,525 cuft
Inflow hyd. No.
= 7 - Bypass 1 North
Max. Elevation
= 258.31 ft
Reservoir name
= Plunge Pool North
Max. Storage
= 2,307 cuft
Storage Indication method used
Q (cfs)
40.00
30.00
20.00
10.00
0.00 ' '
0.0 2.0 4.0
Hyd No. 12
Bypass System 1 North
Hyd. No. 12 -- 10 Year
6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 7 1111111 Total storage used = 2,307 cuft
Q (cfs)
40.00
30.00
20.00
10.00
— 0.00
22.0
Time (hrs)

n
Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical
Soil
Grass Lining
Permissible Velocity3
Channel
Slope Characteristicsz
for Established Grass
Application
Lining (ft /sec)
0 -5%
Easily Erodible
Bermudagrass
5.0
Non - plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass - legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass - legume mixture
4.5
5 -10%
Easily Erodible
Bermudagrass
4.5
Non - plastic
Tall fescue
4.0
(Sands & Silts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass - legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tall fescue
5.0
(Clay mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass - legume mixture
3.5
>10%
Easily Erodible
Bermudagrass
3.5
Non - plastic
Tall fescue
2.5
(Sands & Silts)
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue
3.5
(Clay mixes)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source:
USDA -SCS Modified
NOTE:
'Permissible Velocity based on 10 -year storm peak runoff
2SoiI erodibility based on resistance to
soil movement from concentrated flowing water.
3Before grass is established, permissible velocity is determined by the
type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross - Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity
The three most commonly used channel cross - sections are "V "- shaped,
parabolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the
area, hydraulic radius and top width of each of these shapes.
8.05.4