20131226 Ver 1_Stormwater Approval_20131125

J�r�ezn /F���s 1 ¢z e titmrmiv .ter ?�lutrient 1 ��d��ccc��untin � _ mil 1'er _�.o
LProceedta Watershed Characteristic Skip to BMP Characteristics I Skip to Summary
L General Medal lnstru wim
oetailsofthe development should be entered in the first two tabs (Watershed Characteristics
and BMP Characteristics); results may be viewed ..the third tab (Development Summary).
The cells shaded g rey ere those that allow /require user input.
Selecting the physiographlc /geologic region and precipitation location most appropriate for
the development of interest le essential in producing accurate results. Maps have been
provided (see right) m assist in this selection, but soil maps should be consulted, or soil tests
performed, toveritythe presence of Triassic nrs.ndhill /coastal plain soils. A list of counties
locatedwithin, or partially within, each region has also been provided for convenience.
- Eathtab has detailed instructions and guidelines for entering the necessary information (this
information is also included below).
To remove an entry Ina cell with a dropdown list, seleetlhe blank row from the dropdown
menu or select the cell and press the 'delete' button.
II. Specific Tab GUidalimas
Wataahad Chanatarhtbs
- Fornon-residential watersheds, indicate areas of each land use type in Column l for both
pre- end post - development conditions.
- For residential watersheds, complete the required information in Column 2 for both pre -
andpoet- development conditions.
- If a given land use Is not present In the given watershed, leave the cell blank or enter a
Ensure that land use areas entered for both pre. and post-development conditions match
the total developi,— area entered in cell O21.
Residential areas may be e„ tared by average lot size (column, pan A), or may be
separated into individual land uses (column 2, pert B) do NOT list out individual lend
within an area already described by lot size.
Unless runoff flowing onto the development from offslte Is routed separately around or
through the site, the offsite catchment area draining in must be included in the acreage
values ofthe appropriate land use (s) and treated.
BMP Chanctaristica
- Thls 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
.Mows -1 serving es the inflow to 2, etc.
If the outflow from en entire catchment (including outflow from selected BMP,) drains to
pother BMP, indicate this in the drop duvet menu below the BMP type and leave all cells
for individual lend uses blank.
Notall BMP or catchmens must be utllized. Simply leave fields blank In the columns not
eeded.
Leave cells blank or inserc zeroes if a lend use is not present in the area draining to the
BMP.
Forwater 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
nsidered - only proven volume reductions ere valid inputs.
- Volume reduction efficiencies f,rundersized BMPS are calculated based on a 1:1 ratio (a
BMPthat is G],%amaller than the required design size the assigned removal efficiency is
60%ofthi, standard efficiency value). Effluent concentrations remain the same esfull-
ed BMP..
IMPORTANT: forthe 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 o,the next cell).
See User's Manual for instructions on modeling Oversized BMPS.
III.MUdel Methudulugy(^' °,e detailed information in Uacra Manual)
rnteatntinp Run II ia
vemas — simple Method lever, 2007)
- ifraction of impervious assigned to each land use based on literature
review end field exploration.
- Arunoff coefficient, Rv, is rolculated for each lend use using the designated
impervious c over fractions. The total volume of runoff le then calculated based
on the lend use area, Rv, end the precipitation depth of the water quality event.
- Curcuroting Parfutont Laodfngs - 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 averegeannual rainfall depth, the runoff coefficient RV, and the
representative event mean concenttation value.
- The fraction of rainfall events that produce runoff is assumed to be 1.0.
BMA Removal Calculations
- EachBMP is assigned a representative event eon a on for the
treated outflow leaving the system, as well as percentegestoftinflow that leave
the system es infiltration, evapotranspiration, overflow and outflow.
- The total mass of pollutant leaving the BMP is calculated using the following
equation: Massaa - (EMCeu,nm,'VOlumeeuniez) + (EMCiarie,.,'VOlumeaiev)
- The percent mass removal achieved by the BMP system is calculated using the
following equation:
%Removal = ((EMCi,aiw,'VOlumei,aim„)- Massa, aH:(EMCi,aim„'VOlumei,aim„)"100

Watershed Characteristics Ver2.0
Clear All Values J I Return to Instructions Proceed to BMP Characteristics Skip to Development Summary i
Instructions
1. Selectyour physiographic /geologic region. (see map on 'instructions' page)
2. Enterthe area of the entire development in square feet (ft').
3. Selectthe location that is most representative of the site's precipitation characteristics. (see map on 'instructions' page)
4. For each applicable land use, enterthe total area of that land use that lies within the development under pre - development conditions.
5. For each applicable land use, enterthe 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 runoffflowing onto the developmentfrom offsite is routed separately around orthrough the site, the offsite catchment area draining in must be included in the acreage
values of the appropriate land use(s) and treated.
Physiographic /Geologic Region:
Piedmont
Soil Hydrologic Group
C
Precipitation location:
Raleigh
COLUMN 1 -- NON- RESIDENTIAL LAND USES
1,002,417
Development Name:
TN EMC
mg/L)
TP EMC
(mg/L)
Pre-
Development
(ft2)
Post -
Development
(ft)
COMMERCIAL
Parking lot
1.44
0.16
X -ac lots
Roof
1.05
0.15
Open /Landscaped
2.24
0.44
INDUSTRIAL
Parking lot
1.44
0.39
Y, -ac lots
Roof
1.05
0.15
Open /Landscaped
2.24
0.44
TRANSPORTATION
High Density (interstate, main)
3.67
0.43
2 -ac lots
Low Density (secondary, feeder)
1 1.4
0.52
Rural
1 1.14
0.47
Sidewalk
1 1.4
1.16
PERVIOUS
Managed pervious
3.06
0.59
Custom Lot Size
0.2
Unmanaged (pasture)
3.61
1.56
564,593
Forest
1.47
0.25
JURISDICTIONAL LANDS"
Roadway
Natural wetland
1.4
0.52
102,859
Riparian buffer
1.0
1.44
1.44
0.39 14,448
0.39
Open water
Roof
Sidewalk /Patio
1.08
1.4
0.15 1,200
1.16
LAND TAKEN UP BY BMPs
1.08
0.15
2.24
3.06
0.44
0.59
152,427
"Jurisdictional land uses are not included in nutrient /flow calculations.
Total Development Area (ft'):
1,002,417
Development Name:
Wilson Place
Model Prepared By:
BNK - Danny Howell, PE
COLUMN 2 -- RESIDENTIAL LAND USES
Custom
LotSize
(ac)
Age
(yrs)
TN EMC
(mg/L)
TP EMC
(mg/L)
Pre-
Development
pt -
Development
PART A
X -ac lots
Y -ac lots
Y, -ac lots
1 -ac lots
2 -ac lots
Multi- family
Town homes
Custom Lot Size
0.2
New
2.04746
0.42888
564,593
PART B
Roadway
1.4
0.52
102,859
Driveway
Parking lot
1.0
1.44
1.44
0.39 14,448
0.39
Roof
Sidewalk /Patio
1.08
1.4
0.15 1,200
1.16
34,350
Lawn
Managed pervious
Forest
2.24
3.06
0.44
0.59
152,427
1.47
0.25 865,391
Natural wetland"
Riparian buffer"
Open water"
121,378
115,717
LAND TAKEN UP BY BMPs
1.08
1 0.15
32,171
Total Development Area Entered (ft): 1,002,417
Total Pre - Development Calculated Area (ft): 1,002,417
Total Post - Development Calculated Area (ft): 1,002,417

BMP Ch—t.,Mks V-2.0
...........
............. . ... ........ ...... .. ...... ..... .
.......... .. ........
Imumi 11
MUM

WATERSHED SUMMARY Ver2.0
REGION:
Piedmont
TOTAL DEVELOPMENT AREA (ft l):
1,002,417
—
Pre Develapment Conditions
Port Develapment Conditions
Port Develapment w /BMPs
Pert ant Im pervious
(•r.
1 £%
. 4%
.4%
Annual Runoff Volume
(..f.
2L9933
1,389,061
1,98,396
Total Nitrogen EMC
m g/4
196
1.76
1.26
Total Nitrogen Loading
(Ib /e. /yn
0 99
7 49
49
Total Phosphorus EMC
0.28
0.50
0.22
Total Phosphorus Loading
Ib /a. /yn
0.19
212
0.87
Percent DiHerenre Between:
Pert ant Im pervious I, �
Pre Dev. &
Port D_ without BMP-
- Develop, ant &
t
Port Develo m with BM PS
Port Dev without BM PS &
Port Dev with BMPs
—
3.
0%
nual Runoff -I.- e(r.f.�
53196
98196
-596
otal Nitrogen E.0 I. 9/4
2196
-13%
-28%
Total Nitrogen Loa ding(Ib /a. /yn
65596
90,6
-34%
Total Phosphorus EMC (m g/4
77%
-21%
55%
Total Phosphorus-ding(Ib /ar /yn
1012%
357%
51%
Wilson Place
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
ga p —1 dlfferencevalueslndlctea decrease in runoff volum , pollutant mncentranon r pollutant loading snve valuesindicte --r *if trea g —r—1 parking lot, TP effl uent concept at- - 0.16 mp/L
BMP SUMMARY Ver2.0
a etv r n tp Wat . s ea —r act. istics
ae[vrn to am Pcn ar ac[. istics
lRin[svm I
enhment Outflow Nitrogen EMC(mg/y
109
-
-
-
-
-
Ou
enhment Outflow
otal Nitragen(Ib /a./yn
460
-
-
-
-
-
Penent Red -i-m Nitrogen -d 1,
42%
-
-
-
-
-
Canhment Outflow Phosphorus EMC
(m g/4
0.155
-
-
-
-
-
Can hm ant Outflow
Total Phaspharus(Ib /a. /yn
0.656
-
-
-
-
-
Penent Red -i- m Phosphorus Load
72%
-
-
-
-
-

/� MO Town of Morrisville
Stormwater
i
Nutrient Offset Reporting Form
i
Project Name: The Woods at Fairbanks Designed By: Bass, Nixon & Kennedy, Inc.
Town Project No.: 13- 80000002 Developed By: Standard Pacific Homes
BMP Type: Wetpond ToM BMP ID:
Watershed: Neuse Plan ID :
Total Nutrient Analysis Area = 1,002417 S.F.
r_
a) _ �.• F Enter Acerage here
k)
1)
m)
n)
Date:
Nitrogen
Phosphorus
Pre-development TN-Export =
0.99lbs /ac. /yr
Pre-development TP- Export=
0.19lbs /ac. /yr
Post - development TN- Export Before BMP's =
7.49 lbs /ac. /yr
Post - development TP- Export Before BMP's =
2.01 Ibs /ac. /yr
Post-development TN-Export After BMP's =
4.94 lbs /ac./ r
Post-development TP -Ex ort After BMP's =
0.87 lbs /ac./ r
1- Dataprovided from the Jord -/Fats Lake 8tohmwater N.tdont Load Accounting Tool -pat
NUTRIENT OFFSET REQ
Nitrogen
Phosphorus
Target TN- Export Rate o�romsmo) =
2.20 Ibs /ac. /yr
Target TP- Export Rate (from SMO) =
0.82 Ibs /ac. /yr
Maximun TN- Export Allowed without Offset ( *) =
50.63 Ibs /yr
Maximun TP- Export Allowed without Offset (a * e)=
18.87 lbs /yr
Computed TN- Export after Treatment ( *d) =
113.68 Ibs /yr
Computed TP- Export after Treatment=
20.02 Ibs /yr
TN- Export Requiring Offset Payment (g - fi =
63.05 Ibs /yr
TP- Export Requiring Offset Payment (g -f)=
1.15 Ibs /yr
# of Years requiring offset =
30 yrs
# of Years requiring offset=
30 yrs
Total pounds to be offset (h *) =
1,891.61 Ibs
Total pounds to be offset=
34.52 Ibs
CALCULATION OF OFFSET PAYMENT
Nitrogen
Phosphorus
Total IN pounds to be offset O =
1891.61 Ibs /ac. /yr
Total TP pounds to be offset=
34.52 Ibs /ac. /yr
Current EEP rate (nse "N nse -Falls Lake rate) =
$20.29 /Ib
Current EEP rate (use 'Meuse - Falls Lake rate) _
$147.23 /Ib
80% of EEP rate q* 0. so) =
$16.23 /Ib
80% of EEP rate =
$117.78 /Ib
TN- Export Offset Payment (k *1) =
$30,704.67
TP- Export Offset Payment (g -f)=
$4,065.73
2- hftpJ /portal.ncdmr.ore /web /eea /fe ,-sch,dal,,
o) Total O set Pa ment Amount Required (Y-n = S34,770.39
Approved By:
Oct -13
Town ofMoh i,,ilk
Engineering Department
260 -B Town Hall Drive • Moh i,,ilk NC 27560
Tel [phone] • Fax [phone]

BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
PHONE [phone].354.1879 ■ FAX [phone]
October 15, 2013
Town of Morrisville
PO Box 166
Morrisville, NC 27560
Attn: Robert Patterson
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■ ■111 ■ 111 ■11111 ■11111111 ■111 ■ ■11111 ■1111111111 ■ ■11111■ ■111 ■ ■ ■■ ■1111111 111 ■111■ 111 ■11111 ■111 ■ 111111111 ■111■
Mr. Patterson:
Bass, Nixon & Kennedy, Inc. (BNK) would like to submit the following request for "No
Practical Alternative ", and request for Authorization Certificate from the Town of
Morrisville for a (1) buffer /road crossing and (1) buffer /sanitary sewer crossing per
Section 9.(A)(1) and (2) for our client /applicant, Standard Pacific Homes (StanPac).
e
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Email Danny. Howell @BNKinc.com
Web www.BNKinc.com
Page 1 of 3

The Woods at Fairbanks (BNK No. 03- 12191; ToM No. 13- 80000002/12 - 0009 -C)
October 15, 2013
Section 9. Permits Procedures, Requirements, and Approvals
A. Determination of No Practical Alternatives /Request for Authorization
Certificate
1. We certify the following:
a. There is an existing riparian buffer that bisects our site, as well as
borders our site to the east, see plan above. Without impacts to the
buffer there would be no means of road connectivity across the site.
Also, without buffer impacts the site could not be sewered, since the
existing sanitary sewer below our site is located in the existing buffer to
the east of our site. The proposed impacts have been minimized to the
extent possible and the culvert that was placed in the channel at the
road crossing was artificially lowered to 8" below the existing stream
bed to preserve aquatic life in the channel.
b. Our proposed use, single - family residential, is ideal for this location,
and matches the surrounding uses. Our zoning restricts us to a
maximum of 58 -lots on the Morrisville portion of our property. We are
proposing a total of 54 -lots in Morrisville and another 11 -lots on the
Cary portion of the property, totaling 65 -lots.
c. A 90% TSS wetpond is proposed as a best management practice to
further offset any impacts to the buffer by reducing the total suspended
solids and nutrients present in the effluent to further improve the water
quality entering the buffer as well as detaining the flow over a longer
period of time for the 1, 2 and 10 -year design storms.
2. Applicant Information:
a. Standard Pacific Homes
Attn: Gray Methven
1100 Perimeter Park Drive, Suite 112
Morrisville, NC 27560
(919) 465 -5900
b. The applicant requests Authorization Certificate to perform (1)
buffer /road crossing and (1) buffer /sanitary sewer crossing to serve a
65 -lot single - family residential subdivision, as well as extend sewer to
properties upstream of our property to prevent the need for an
additional buffer crossing.
c. The buffer /road crossing occurs just north of the extension of existing
Fairbanks Road, and the buffer /sanitary sewer crossing occurs just
downstream of the road crossing both of which are located in the Town
of Morrisville /Cary. The Town of Cary has waived its rights to
Morrisville for both stormwater management and buffer impacts.
d. Please refer to the map above, as well as the impact maps attached to
the end of this request for further details.
e. A 50' wide right -of -way is required by the town of Morrisville to provide
connectivity to the existing road infrastructure. A segmental retaining
wall is being provided on the east side of the buffer /road crossing of
Fairbanks Road to further reduce the impacts to the stream and the
buffer. The proposed buffer /sanitary sewer crossing is being
Email Danny. Howell @BNKinc.com Page 2 of 3
Web www.BNKinc.com

The Woods at Fairbanks (BNK No. 03- 12191; ToM No. 13- 80000002/12 - 0009 -C)
October 15, 2013
constructed at minimum depth to further reduce any disturbance to the
buffer and stream.
f. A 90% TSS wetpond is proposed as a best management practice to
further offset any impacts to the buffer by reducing the total suspended
solids and nutrients present in the effluent to further improve the water
quality entering the buffer as well as detaining the flow over a longer
period of time for the 1, 2 and 10 -year design storms.
BNK and StanPac feel that this proposed project is justified in the minimal impacts to
the riparian buffers to serve the infrastructure of a growing community.
Very truly yours, IAb! CAI�G
p ti9
SEAL
Danny L. Howell, Jr., ®® 029993
Bass, Nixon & Kennedy, Inc.
1 Manager
Project Mana er �'•. ® ® ®a ® ® ®®
Email Danny. Howell @BNKinc.com
Web www.BNKinc.com
Fm-
Page 3 of 3

I
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BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
919/851 -4422 ■ FAX [phone] BNK @BNKinc.com
SLOPE STABILIZATION
CALCULATIONS
THE WOODS AT FAIRBANKS
1540/1600 WILSON ROAD
MORRISVILLE� NORTH CAROLINA
029993
PREPARED BY
DANNY L. HOWELLO JR., PE
BASSO NIXON & KENNEDY' INC.
OCTOBER 159 2013

NORTH AMERICAN GREEN
SLOPE STABILIZATION
CALCULATIONS
the Woods at Fairbanks October 15, 20 1:

y North American Green ECMDS Version on
Cum. Dist_
File Input Mode Specifications
Run Options Help
Density
ENGLISH. IUSER
PERMANENT
10/15/2013 02:40PMr
Country
( United Stales
SF
State /Region
North Carolina
End
(ft)
1
0
Slope Gradient = 2:1
City
IRaleigh = I
75.95%
Annual R Factor
275
Factor
Total Slope Length (ft)
60
0
Protection Type
Permanent P
Protection Period (months)
�-
Beginning Month
SC250 Reinf Vag (C= 0.0025)
Adjusted R Value
1275•
60
Slope Gradient (H:1)
12
3
Soil Type
I Clay >1
K Factor
10.1
Not to Scale
Soil Loss Tolerance (in)
10.53
Reach
Cum. Dist_
Material
Vegetation Type
Growth Habit
Density
ASL
bare
(in)
ASL
mat
(in)
275
otal Slope Length (ft]
SLT
(in)
SF
Remarks
Begin
(ft)
End
(ft)
1
0
60
SC250 Reinf.
Mix (Both Sod /Bunch)
75.95%
0.975
0.002
Factor
0.1
0.03
12.302
STABLE
2
3
160
0
160
1
1 Composite
1
110.97510.0021
0.002
North American Green ECMDS Version 4.3 - Slope Protection Design; utput o
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File Input hAode Specification- Run UhtlOn Help
NGLISH. JUSER PERMANENT W1512013 X02:30 PM
ountry
United States
tale /Region
North Carolina
ity
Raleigh J
nnual R Factor
275
otal Slope Length (ft]
60
rotection Type
IPeimanent
rotection Period (months)
End
(ft)
eginning Month
0
djusted R Value
275.
lope Gradient (H:1]
12.5
oil Type
Clay
Factor
0.1
oil Loss Tolerance (in)
10.03
Slope Gradient = 2.5:1
60
0
C250 Reinf Vag (C= 0.0025)
Not to Scale
Reach
Cum. Dist.
Material
Vegetation Type
Growth Habit
Density
ASL
bare
(in)
ASL
mat
(in)
SILT
(in)
SF
Remarks
Begin
(ft)
End
(ft)
1
0
160
SC250 Reinf.
Mix (Both Sod /Bunch)
75.95%
0.819
0.002
0.03
14.656
STABLE
2
3
160
0
1 Composite
0.819
0.002

W North American Green ECMDS Version JW5ldPJJJJJLUfion put
File Input Mode Specifications Run Options Help
ENGLISH. JUSER PERMANENT 10/15/2013 0239 PM
Country I United States �f
State /Region IN orth Carolina
Cum. Dist.
Material
Vegetation Type
Growth Habit
Slope Gradient = 3:1
City Raleigh
ASL
mat
(in)
Annual R Factor 1275
Total Slope Length (ft) 160
0
Protection Type Permanent
Begin
(ft]
Protection Period (months)
1
Beginning Month
SC250 Reinf Veg (C= 0.0025)
Adjusted R Value 1275.
60
Slope Gradient (H:1) 3
0.697
Soil Type I Clay
K Factor 10.1
Not to Scale
Soil Loss Tolerance (in) 10.03
STABLE
Reach
Cum. Dist.
Material
Vegetation Type
Growth Habit
Density
ASL
bare
(in)
ASL
mat
(in)
SILT
(in)
SF
Remarks
Begin
(ft]
End
(ft)
1
0
60
SC250 Reinf.
Mix (Both Sod /Bunch)
75.95%
0.697
0.002
0.03
17.209
STABLE
2
3
0
60
Composite
110.69710.0021

BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
919/851 -4422 ■ FAX [phone] BNK @BNKinc.com
STORMWATER CALCULATIONS
THE WOODS AT FAIRBANKS
1540/1600 WILSON ROAD
GARY /MORRISVILLE, FORTH CAROLINA
029993
9
1
PRETARFW 8 V
DANNY L, CIOWELL, JR., Prc='
BASS, Nixom & KE�'�m uDY, INC.
MAY 207 2013
REVISED: NOVEMBER 129 2013

STORMWATER NARRATIVE

I )
PROJECT SUMMARY
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL IIIIIP.Ii, ROAD, SUITE 250, RALEIGH, NC 27607
PHONE [phone].354.1879 ■ FAX [phone]
THE WOODS A,'111FAIRBANKS
STORMWATER II\\IIA RRATIVE
The existing 1,002,417 -sf project site consists of two parcels, one of which is located in
Cary and the other in Morrisville. The Town of Cary and Morrisville have both agreed to
allow Morrisville to review and approve the stormwater control measures for the entire
project. A buffered, wet weather draw bisects the project, and creates three distinct
drainage basins that exit this site at locations labeled:
POI #1- Northwest
POI #2: Wet Weather Draw
POI #3: Southeast
METHODOLOGY
The following calculations will quantify the pre and post - developed outflows from this
project. The methodology used will be the TR -55 method for runoff estimation, using the 1,
2 and 10 -year design storms. TR -55 Worksheet 3 was used to calculate the time of
concentration (Tc) for the pre - development outflow. The TR -55 minimum Tc, 6- minutes,
was used for the calculation of the post - development outflow. Investigation into the types
of soils on this project site, per the USDA Wake County Soils Survey, indicates that they
are Type C soils, and therefore the corresponding SCS Curve Numbers were used in this
study.
A proposed wet detention basin or wetpond, located just upstream of POI #2, shall be
used to both detain the aforementioned design storms and treat 90% total suspended
solids (TSS). The Town of Morrisville only requires 85% TSS removal; however a
vegetated filter strip is required for an 85% TSS wetpond design per the DWQ Stormwater
BMP Manual. Our site does not have enough available space for a filter strip, and
therefore a 90% TSS wetpond design is an acceptable alternative per the BMP Manual.
PRE - DEVELOPMENT CONDITIONS
The existing project site is mostly wooded, with the exception of an existing house, barn
and driveways, totaling 15,648 -sf of on -site impervious surface area. These existing
impervious surface areas are located on a ridge, whose runoff is split between the
drainage area to POI #1 and the drainage area to POI #2. No existing impervious surface
area drains to POI #3.
Email Danny.Howell @BNl(inc.com Page 1 of 2
Web www.BNKinc.com

The Woods at Fairbanks (BNK No. 03- 12191; ToM No. 13- 80000002/12- 0009 -C)
October 15, 2013
POST - DEVELOPMENT CONDITIONS
The proposed project site is composed of a 65 -lot single - family residential subdivision,
with associated infrastructure. All of the lots were designed to have a maximum proposed
impervious surface area of 3,500 -sf.
All of the existing on -site impervious surface areas are scheduled to be removed, which
means 7,824 -sf of impervious surface area that used to drain to POI #1, and 7,824 -sf of
impervious surface area that used to drain to POI #2, no longer drain to those basins. This
would account for the impervious surface area associated with approximately two
developed lots for both POI #1 and #2.
This is important because it is difficult to convey some the runoff from the proposed
impervious surfaces located on lots below the proposed road grades, and those lots that
do not naturally drain to the proposed wetpond. Our original design option for conveying
stormwater runoff from the lots below the proposed road grades, adjacent to the buffer,
was to capture the water in swales along the rear of the properties that would then be
directed to the proposed wetpond. This option gave cause for concern for cutting off the
water supply of the existing buffered wet weather draw that could prove harmful to its
ecosystem.
Our current design to convey the runoff to the proposed wetpond from the proposed
impervious surface areas of the lots adjacent to the buffer, (Lots 3 - 5, 7 -11, 18 - 22, and
25 -32), focuses on capturing and treating the drainage from the proposed houses, which
makes up a majority of the proposed lots' impervious surface areas. This was
accomplished by providing a plastic storm pipe in a 10 -ft wide Private Drainage Easement
at the rear of these lots along the entire buffer. A service clean -out is to be provided on the
downstream side of each of these lots, for which the roof leaders from these houses will
be connected. Please note that the rear of the houses on Lots 1, 2 and 13, and the entire
house on Lot 23, approximately 1,088 -sf and 2,380 -sf, respectively, are not collected and
drain to the buffer, bypassing the wetpond. Again, these bypassed impervious surface
areas are accounted for with the removed existing impervious surface areas to POI #2.
Email Danny.Howell @BNI<inc.com Page 2 of 2
Web www.BNI<inc.com

STORMWATER RUNOFF
10 -YR PIPE SIZING
10 -YR HGL PROFILES
25 -YR HGL PROFILES
2 -YR VELOCITY CALCULATIONS
GUTTER SPREAD CALCULATIONS
ROOF DRAINAGE CALCULATIONS
IGNA14NF-R, ALCULAii HUNS
RIP -RAP CALCULA a DONS
CULVERT CA, LCU LAii INNS (2� 10 & 25 -YR)

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0.59
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0.46
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6.53
0
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0
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2.15
8 -7
6.26
0.54
0.62
0.02
0.05
3.40
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6.19
0.32
0.57
0.06
0.02
4.25
10 -9
2.15
0.59
1.27
0.48
0.02
6.80
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0.39
0
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2.55
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1.25
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14.49
0
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13.54
0.29
0.63
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0
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0
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4.70
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0
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2.42
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0.34
0
0.34
0
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2.30
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9.45
0.43
0.77
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3.90
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9.19
0
0.75
0.06
0.05
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8.57
0
1.35
0.35
0.05
5.50
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3.62
....
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0.97
....
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1.01
....
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3.02
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29 -28
2.34
30 -29
2.36
31 -24
3.85
0
0.6
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0.4
0
0.4
0
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2.55
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3.15
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0.31
0
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2.15
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2.94
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0.6
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147
0
0.18
0
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1.72
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0.98
0
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0
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2.05
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0.7
0
0.61
0.09
0.015
4.80
38 -36
0.29
0
0.29
0
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3.05
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2441
0
0.87
0.06
0.07
3.80
40 -39
1.5
0
0.85
0.06
0.07
3.75
41 -40
0.6
42 -35
1.55
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1.02
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0
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0.58
44 -9
3.99
0
0.82
0.32
0.02
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45 -44
2.89
0
0.46
0.06
0.05
3.90
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2.37
0
0.88
0.27
0.05
5.25
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1.25
0
0.99
0.26
0.02
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0.76
0
0.03
0
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0.87
49 -48
0.74
50 -27
1.05
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0.26
0
0.05
1.95
51 -50
0.82
0
0.24
0
0.05
1.90
52 -51
0.63
0
0.26
0
0.08
1.80
53 -52
0.38
0
0.38
0
0.08
2.15
55 -54
42.16
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57 -56
13.93
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60 -57
1.74
0
0.79
1 0
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0.08
61 -60
0.97
0
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1 0
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The Woods at Fairbanks
GUTTER SPREAD (4 [PH)
10/15/2013

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CHANNEL A
SF AC I Imp SF I Imp AC
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O/S
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40%
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CHANNEL A
SF AC I Imp SF I Imp AC
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279,320
6.41
111,728
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40 %.
CHANNEL B
T SF AC Imp SF Imp AC %
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*LOTS 34,997 0.80 17,500 0.40 50%
Culvert - Channel Summary
10/14/2013

Culvert Report
Hydraflow Express Extension for Autodeske AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Nov 12 2013
Fairbanks Road Crossing (48in Culvert - 2 -YR)
Invert Elev Dn (ft)
= 367.60
Calculations
Pipe Length (ft)
= 115.68
Qmin (cfs)
= 60.36
Slope ( %)
= 2.96
Qmax (cfs)
= 85.83
Invert Elev Up (ft)
= 371.02
Tailwater Elev (ft)
= (dc +D) /2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 60.36
No. Barrels
= 1
Qpipe (cfs)
= 60.36
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 5.65
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 7.91
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 370.77
HGL Up (ft)
= 373.36
Embankment
Hw Elev (ft)
= 374.38
Top Elevation (ft)
= 395.00
Hw /D (ft)
= 0.84
Top Width (ft)
= 60.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 120.00
Elev (ft)
397.00
392.00
387.00
382.00
377.00
372.00
367.00
362.00
Fairbanks Road Crossing (48in Culvert - 2 -YR)
Hw Depth (fl)
25.98
20.98
15.98
10.98
6.98
0.98
-4.02
-9.02
Reach (fl)
Circular Culvert HGL Embank

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D® by Autodesk, Inc. Tuesday, Nov 12 2013
Fairbanks Road Crossing (48in Culvert - 10 -YR)
Invert Elev Dn (ft)
= 367.60
Calculations
Pipe Length (ft)
= 115.68
Qmin (cfs)
= 75.67
Slope ( %)
= 2.96
Qmax (cfs)
= 75.67
Invert Elev Up (ft)
= 371.02
Tailwater Elev (ft)
= (dc +D) /2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 75.67
No. Barrels
= 1
Qpipe (cfs)
= 75.67
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.80
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 8.64
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 370.92
HGL Up (ft)
= 373.65
Embankment
Hw Elev (ft)
= 374.91
Top Elevation (ft)
= 395.00
Hw /D (ft)
= 0.97
Top Width (ft)
= 60.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 120.00
392.00
387.00
38200
377.00
372.00
367.00
Fairbanks Road Crossing (48in Culvert - 10 -YR)
Emil
--MEMEMEMME
362.00
0
VCircular Culvert HGL w V Embank
H,v Depth (fl)
25.98
20.98
15.98
10.98
6.98
0.98
-4.02
-9.02
00 110 120 130 140 160 160
Reach (e)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCADO Civil 3D0 by Autodesk, Inc. Tuesday, Nov 12 2013
Fairbanks Road Crossing (48in Culvert - 25 -YR)
Invert Elev Dn (ft)
= 367.60
Calculations
Pipe Length (ft)
= 115.68
Qmin (cfs)
= 85.83
Slope ( %)
= 2.96
Qmax (cfs)
= 85.83
Invert Elev Up (ft)
= 371.02
Tailwater Elev (ft)
= (dc +D) /2
Rise (in)
= 48.0
Shape
= Circular
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
= 85.83
No. Barrels
= 1
Qpipe (cfs)
= 85.83
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.53
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 9.11
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 371.00
HGL Up (ft)
= 373.83
Embankment
Hw Elev (ft)
= 375.27
Top Elevation (ft)
= 395.00
Hw /D (ft)
= 1.06
Top Width (ft)
= 60.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 120.00
Elev (fl)
397.00
392.00
387.00
382.00
377.00
372.00
367.00
362.00
Fairbanks Road Crossing (48in Culvert - 25 -YR)
Hw Depth (ft)
25.98
20.98
Circularculvert HGL Embank
15.98
10.98
6.98
0.98
-4.02
-9.02
Reach (ft)

NITROGEN /PHOSPHORUS EXPORT
NUTRIENT LOAD ACCOUNTING SPREADSHEETS
TOM BUY -DOWN CALCULATION
The Woods at Fairbanks November 12 2013

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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 0 -e. 0 -75 = BMP is 757. of
required design size):
"For water harvesting BMP,
enter percent volume reduction
in decimal form.
Catchment 1:
Catchment 2:
Catchment 3:
Catchment 4:
Catchment 5:
,catchment 6:
Drainage Area Land Use
COMMERCIAL
Parking lot _
Roof
OpenlLandsoape
INDUSTRIAL
Parking lot
Roof
OpeniLandscape
TRANSPORTATION
High Density (inter
Low Density (seoa
Rural
Sidewalk
MISC. PERVIOUS
Unmanaged tpasturej
Forest
feeder)
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2 -ac Iot_s (Built after 1995)
2 -ac lots (Built before 1995)
1 -ac lots (New)
1 -ac lots (Built after 1995)
1 -ac lots (Built before 1995)
-ac lots-(New)
iir\IPWI
Wet Detention
Pond
CATCH M1J,11 1
BMP#1
BMP+
no
` no
II no
no
no
no
no
I no
no
no
I no —I
no
no
no
no
'area treateul
Area treated
lu95 BMP #3 th -nri:
Area Treated
by BMP - 2 G:h—A
by BMP
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1IDENTIAL,
2-ao lots (New)
2-ao lots (Guilt after 1995)
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1-ao lots (Quilt after 1995)
1 -ao lots (Built before 1995)
V -ao lots (New)
-ao lots (Built after 1555)
/;-ao lots (Efuilk before 1555)
ri -ao lots (New- �
! /,-ao lots Guilt after 1995)
;i-,ao lots (Built before 1595)
,.,-ao lots (New)
i-' -ao lots (Built after 1995)
% -ao lots Guilt before 1995)
Tow nhomes (New)
Townhomes (Built after 1995)
'otitis nhomes (guilt before 1595)
Multi- family, (New)
Multi - family (Built after 1595)
Mulki- family (Built before 1995)
Custom Lot Size (New)
Custom Lot Size (Built after 'I; b)
Custom Lot Size (Built before 1595)
Roadway
Driveway
Parking lot
Goof
Sidewalk
Law n
-- Managed pervic,,,.i:-
-- Forest
I,Ap.,in TAKEN UP BY BI' IP
'II II I -c ,AP. P. R6�; ��?� II'(Ill �f�, II L nl II_I °'u'`' II-j6',ill '
ilia dli C iili � . dh
'I'll I�•II ..,.D . , I If � , , 116 {i� '., � II•I�.•.p it 111i'u`
II .I. I III i; I0i 1j:' '.p
I
407,050
I
110,929
24,797
02 r
1 32,171
67 20,848
ICI ii11

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D CALCULATIONS
STORMWATER RUNOFF SUMMARY
PRE V. POST (1 v 2 & 10 -YEAR)
1 "/1.5" WQV WETPOND CALCULATIONS
15 25 105 255 50 & 100 -YEAR ROUTING CALCULATIONS
NCDENR WETPOND SUPPLEMENT FORM

POI #2/WET WEATHER DRAW
EXISITNG
SF
I AC Irr SF Im AC
Site 1,002,417
2.81 7,824 0.18 60/o
Imp 15,648
El 0.36 1 1000
Per
986,769
1 22.65
0
1 0.00
1 0%
POI #2/WET WEATHER DRAW
POI #1
SF
AC I Im SF I Imp AC %
D. 122,402
2.81 7,824 0.18 60/o
Imp 7,824
0.18 7,824 1 0.18 100%
Per
114,578
2.63 0 0.00
0%
POI #2/WET WEATHER DRAW
SF I AC-1 Im SF Im AC %
D. 853,124
Imp 7,824 0.18 7,824 0.18 100%
Per
845,300 19.41 0 0.00
0%
( *LOT IMPERVIOUS BASED ON 3500 SF /L07)
PROPOSED
POI #3
"LOTS 1 564,893
12.97 1
SF I
AC Im SF
Im AC
%
SF AC lrnQ SF ImQ AC %
30,263 0.69 3,586 0.08
12,489 0.29 0 0.00 0 °/u
`LOTS 15,828
0.36
2,009 0.05 13%
Imp 0
0.00 0
0.00
0%
Per 26,891
0.62 0
0.00
0%
( *LOT IMPERVIOUS BASED ON 3500 SF /L07)
PROPOSED
SF I = Imu SF I Imp Al
Site 1,002,417
015 1 265,775 1 6.10 1 0 1 0.00 0%
"LOTS 1 564,893
12.97 1
227,500 5.22
40%
SF
672,848
79,104
P01#1
SF AC lrnQ SF ImQ AC %
30,263 0.69 3,586 0.08
12,489 0.29 0 0.00 0 °/u
`LOTS 15,828
0.36
2,009 0.05 13%
9.34
POI #2NWET WEATHER DRAW
SF AC Inig SF Im AC
D" 956,866
O/S 1 247,301 1 5.68 0 0.00 0%
'LOTS
540,512
12.41
222,250
5.10
41%
POI #3
SF I AC I Imp SF Im AC
D,
O/S 1 5,985 0.14 0' 0%
"LOTS 1 8,553 1 0.20 1 1,170 1 0.03 1 14%
SUMMARY
EXISTING
WETPOND
02 (CFS)
Q10 (CFS)
DA
O/S
SF
672,848
79,104
AC Imo SF
15.45 340,862
1.82 0
Im AC
7.83
0.00
51%
0%
"LOTS
407,050
9.34
197,402
4.53
48%
OFF
17,641
0.40
8,335
0.19
1 47%
POI #3
SF I AC I Imp SF Im AC
D,
O/S 1 5,985 0.14 0' 0%
"LOTS 1 8,553 1 0.20 1 1,170 1 0.03 1 14%
SUMMARY
EXISTING
Q1 (CFS)
02 (CFS)
Q10 (CFS)
POI 111
2.89
4.41
9.55
POI #2
16.40
25,93
59.20
P01 #3
0.53
0.84
1.91
PROPOSED
Qi (CFS)
Q2 (CFS)
Q10 (CFS)
POI #1
1.29
1.82
3.50
POI 112
52.25
70.44
126.77
F`01#3
0.52
0.75
1.53
DET(REQ -D)
POI 111
Q1(CFS)
-1.6
Q2(CFS)
-2,59
Q10(CFS)
-6.05
POI #2
I 113
36.85
-0.01
-0.09
0.38
ETPOND
Qi (CFS)
Q2 (CFS)
Q10 (CFS)
!INFLOW
43.96
57.33
97.62
UTFLOW
2.62
11.59
29.69
DET (PROS
DET (NET)
41.34
.5.49
45.74
-1.23
0,30
STORMWATER RUNOFF SUMMARY
10/14/2013

PRE V. POST (1, 2 & 1O -YEAR

c�
it F
PRE
>i�lx:at Reach on Link

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE
Prepared by BASS, NIXON & KENNEDY, INC. Page 2
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Project Notes
The Woods at Fairbanks
Danny L. Howell, Jr., P.E.
These calculations will quantify the pre - developed outflows from this property. The methodology
used will be the TR -55 method for runoff estimation, using the 1, 2 and 10 year storms as the test
storms.
Investigation into the types of soils on this site (USDA Wake County Soils Survey) indicates that
they are Type C Soils, therefore Curve Numbers corresponding with Type C soils are used in this
study. The TR -55 method (Worksheet 3) was used to calculate the time of concentration.

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type// 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 3
HydroCAD ®8 00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #1: PRE
Runoff = 2.89 cfs @ 12.07 hrs, Volume= 0,169 af, Depth> 0.72"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall= 3.00"
Area (sf) CN Description
7,824 98 Paved parking & roofs
114.578 70 Woods, Good HSG C
122,402 72 Weighted Average
114,578 Pervious Area
7,824 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft/sec) (cfs)
13.2 Direct Entry, TR55
Subcatchment POI #1: PRE
Hydrograph
1 I 1 I 1 I I I 1 I I 1 I
.-- -I- - - -- -� -- -�- I-- - - --- _I -- -- 1- - - - -1-
1 I I I 1 I
3-' I 1 I I I I I I I I I I I I 2.69 cs I I 1 I I I I I TYPO I I 11 I1 I
11 "�I
�
I I 1 I I I I I
I I
I I I I I I I
R a rriifaI1 3. l?, �l °�
I I I I I I I I I I I I
RUnoff Arta =122,1 Sf
I �I
RufiofF Vol :um6=0A 65 of
N i i i i i i i Y"`ulviiof PJ G LII II ��o / /IL ao
O 1 I I I I I I I
To-1 1 eI h 2 q I r
I 1 I I 1 I I I I I I I Ip� I
I I 1 1 1 I I I I I 1 I 1
I I I I I I 1 I 1 I I I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I
I I I I I I I I 1 I I I I I
I I I I I I I I I I I I I I
I I I 1 1 I I I I I 1 I I
I I 1 I 1 I I I I I I 1 1
1 I I I I I I I 1 I
10 11 12 13 14 15 16 17 18 19 20
Thne (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type// 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 4
HydroCAD ®8 00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #2: PRE
Runoff = 16.40 cfs @ 12.08 hrs, Volume= 1.031 af, Depth> 0.63"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall = 3.0011
Area (sf)
CN
Description
7,824
98
Paved parking & roofs
845,300
70
Woods Good HSG C
853,124
70
Weighted Average
845,300
Pervious Area
7,824
15 ='
Impervious Area
Tc Length Slope Velocity Capacity Description
in) (fP.PA (ft /ft) (ft/sec) (cfs)
14.4 Direct Entry, TR55
Subcatchment POI #2: PRE
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
-- - - - - =-- - - - - -- -- - - - - -- - - -- - -- - - -- - - --
'--- '----- '--- - - I - - - -
■ Runo(f
18 -'
- - - - - -- --- -' - - -- ---- - - - - -� --- -I - - -- ---- -' - - -- - -
I 1 1 I I 1 1 I I
17-
1 1 1 1
1 1 1 1 I I 18.40 cfa t I I I 1 1
16:
------- r---- ,---- T---- 1- - - -� -- ---- ,--- -r - - --Ypp
15 ='
I 1 1 1 I I 1 I I
- -- t---- r---- r--- t------ - --I -- ---- I-- - -r- - -- --- RaiU�lfal�i 3olJ ®�a --
I
14'
I 1 1 I I 1
:- Arta =853, 214,sf
13 ='
,__
-- - - -- -- - - - - -- ----- - - -� -- --- �Rdnofli� -
12-'
I
1 ._ _ _ L _ _
RU�i Ov'u-- @/o= �; ®�11af -=
10=
Run off I DeI 0:6I 3 -'
,•
- -- - pth;>I
'- '
3 9 -'
I ---=----- '---- '----- '-- - - -' -- --- '----=---- - - - -'- -' -� -'- _f - --
- -- ;- I i I 1 I I I I ' TG 144
a
I—y g -•`
1 I I 1 I I I I 1 I ilin
7:
-----
-L---- r---- I---- r---- r- - --1 -- --- I---- r---- r - - - -1- -- r--- �� ®r�O --
I I I 1 I I I I I I I I
I I I I I 1 1
5:'
I I I I I I
- - + - - - -+ ---- 1---- +--- -1 - - -- + -- -- +- --- +--- - + - - -- - - - -� - -- +--- -� - - --
1
--
4 .
I I 1 I 1 I I I
- - _ J _ _ _ _ L _ _ _ _I _ _ _ _ 1 _ _ _ _ I_ ------ _ _I _ _ _ _ 1 _ _ _ _ L _ _ _ J _ _ _ -L.-- _ J _ _ _ _ 1
I I I I
3:.
1 I 1 I 1 I I I I I
___J____L____I____1____1____J_ L I____1____I____J
1 I I 1 I
i
I I I I I 1 1 1
I I I 1 1 1 I 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type 11 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 5
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #3: PRE
Runoff = 0.53 cfs @ 12.08 hrs, Volume= 0.032 af, Depth> 0.63"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall= 3.00"
Area (sf) CN Description
26,891 70 Woods Good HSG C
26,891 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Eni1y,
H,155 (Worksheet 3)
Subcatchnnc�n . P(4 ;3� PRE
Hydrograph
-- - - - - -� --- l - - - -� --- - - - -'- -- -------- ' - -- -L - - -- - --
0.55'
I I I i 0.53 cfs
-
0.5
"
- -- I---- r--- y- --- r----- - -I - -- --- r---- 1 - - - -: - . GainfaOY 3.00 -
I
0.45-''
I I I I 1 I
--- - - - -; - -- ; - - - -; - -- ; - - - -; -- - - -; -- Rfirro`��u Awea:`26- 91-sf-
;
o.4 -
'
.
------
'
I '
'--- -1 - - -- I - - - -� - -- I - - - -� -- ! - I - L
--- ,Rur�off;�c�� ���nc��(�„ 32; of --
.—. 0.35-
I I I 1 1 I I 1 I '
- -- - - - -� - -- - - - -� - -- - - - -� - - - -r - -- - Rurnofn- D(,T�i�;G� l) «3er-
0.3_'
,.
�
-
-r -- - - - - -� - -- ' - - - -� - -- - �- '- h r- ' 1
- -- - -- - -- -- - -- - '1�3 Miirn
I � I c� h�
_
V' 0.25
y�� \I
i, of
0.2-
•
I I I I I 1 I 1 I I
I I 1 1 � I ' ' ' '
I I I
0.15
0.1
0.05-
5 6 7 D 9 10 11 12 13 14 15 16 17 18 19
Thne (hours)
■Runoff

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type 11 24 -hr 2 -YR Rainfall = 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 6
HydroCAD ®8 00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #1: PRE
Runoff = 4.41 cfs @ 12.06 hrs, Volume= 0.250 af, Depth> 1.07"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall = 3.6011
Area (sf)
CN
Description
7,824
98
Paved parking & roofs
114,578
70
Woods, Good HSG C
122,402
72
Weighted Average
114,578
Pervious Area
7,824
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft /ft)
(ft/sec) (cfs)
13.2
Direct Entry, TR65
U
0
U.
Subcatchment POI #1: PRE
Hydrograph
I I I I I I
I I I I I I
I I I I I I
I I I I C
1 1 I I I I
I I I I I 1
I I I I I I
4- I I
I I I I I I
I I I I I I
I I I I I I
I I I I I I
I I I 1 I 1
I I I I I
3 -'' I I I 1 1 I
I I 1 I I I
I I 1 1 I I
I 1 I I I I
I I I 1 I I
I I I I 1
2- I I I I I I
I 1 1 1 I I
I I I 1 I I
I I I I I I
I I I 1 I 1
I I I I I I
I I I 1 1 I
I I I I I I
I I I I I I
I 1 I I I I
I I I I I I
I I I I I I I
I I I I I I I O Runof(
I I I I I I I
I I I I I I I
I I I I I I
kaifnI 'W ll 3A010
I I I I I I 1
RIIJInof 'ii' Arta =122,402;st
I I I I I I I
---- ;Rungri;V ® gum - =x;250 :af-
u' n®ff De;pth�1 .01'9
I I I I I I I
I I I I I I I
(I�9�7�?
I I I I I I I
I I I I I I I
- - - --
I I I I I I I
I 1 I I I I I
I I I I I I I
I I I I I I
I I I I I I
1 I I I
5 6 7 8 9 10 11 12 13 14 15 16 V 18 19 20
Thne (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type// 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 7
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #2: PRE
Runoff = 25.93 cfs @ 12.08 hrs, Volume= 1.563 af, Depth> 0.96"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall = 3.6011
Area (sf)
CN
Description
7,824
98
Paved parking & roofs
845,300
70
Woods Good HSG C
853,124
70
Weighted Average
845,300
Pervious Area
7,824
20;
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
14.4
16
Direct Entry, TR5"
Subcatchment POI #2: PRE
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
-'---'
�---- f---- I----+---- I---- �--- -4---- I-- -- +---- I- -- -- I-- - -I--- - +- --- -I - - --
■Runoff
28=
--
I I I I I I I I I I I
--'1----r----I----7---- I- -- -7- 25.93 cfs ---I----r----I----'1 --- -r-.- _ _t----r----
--
1 I I I
24,'
,•-
, I I
--- �---- a----- I---- �---- 1- - - -� -- ---- ; - - - -; - - - -; --- I;Zaaf��u'�81� 3.50 - --
:
22:
I I I I I I ____I 1 1 ____I , - T—
----- 1---- r-------- r------ - --1 -- I-
I 1 1 I 1 I R�ilnoff �a��ea= 8537'I-24 +S -
20;
I
I 1 J_ I I I
18-
,.
-- Runoff Vo�um =1;563F
16
_ --
1 I Rh 134 pth�_ Ou�0 6)
-•
...
- -- 1I ---- r - - - -I r - -- r --------- .nof -
U 14 -"
'
I I 1 I I I I I 1 i •A•q�np �/�I q��1
! - -- ---- I----'----- I--- -J -- -- -I - - -- --- -I-- -- -- \IS II °�u'I-�u'-[, II II iII Y --
u
lL
12'
- -- I- I I 1 I I I I I I
1 I 1 I I 1 I I 1 I 1 I
`'_ —
1 I I I 1 I CI\ =70
10 ,'
-
•-----
I I I I I
I I I I I I 1 I I 1 I I I
1---- r---- r--- r---- r- - --I -- ---r---r----r----1----r---y----r----
;
8-
I 1 I I I 1
•'
6—
I I I 1 I I I I I I I 1 I
"
4 -'
_ ".�
I I I I I 1 I I 1 I 1 I
I 1 1 1 I I I I 1 1
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
MAF - PRE Type 11 24 -hr 2 -YR Rainfall = 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 8
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC '10/14/2013 1:16:41 PM
Subcatchment POI #3: PRE
Runoff = 0.84 cfs @ 12.07 hrs, Volume= 0.049 af, Depth> 0.96"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Area (sf) CN Description
26,891 70 Woods Good HSG C
26,891 Pervious Area
Tc Length Slope Velocity Capacity Description
inl (fPPfl (ft /ft) (ft/sec) (cfs)
13.8 Direct Entry, TR55 (Worksheet 3)
Subcatchment POI -ff,3a PRE
Hydrograph
0.9:
0.85 ='',
0.04 cfs
----------- - - - - -� ----- - -� - -- - - -' -- - -� - -- -
rtyp 11 4 =h Z R-
- -- i- ,---- r- - -� - -- , - i f- -- ,--- r - - - -, 4a
Rainfall- 160 - --
0.75 ="
0.7 -
0.65''x.
0.6-
'.
------- r----- - -r - -- t - - - -r -- -- -r -- -- -r- - -r-
--- ;---- r--- ,---- r--- , - - - -�- --- R�uU�ofu V %���'��iii(t ��io�49raf --
0.55=
.
---- -t---- r--- �---- r-- --t - - - -r- --- r---- i - -- -r- r1; - -r -- i--- -r -�a-
R�>Jfn�7iiii De.p h, 0.96
- -- - -- - -
3 0.45:
"'.
--
u .
0.35
1t1
- -- -- - - - - -- - - - -� - -- + - - - -r- - - -� - -- �- - -+ - -- - - - -� - -- °'f0-
0. 3-
",____J____L___J____L_—
_J____L_ I____L____
',____J____L_
0.25-:'
0.15 =
--- '------------ '----- - - -' -- '---- - - - - -� -- - - - - -� ---- ' - - - -� - --
0.1=
---------- - - - - -� ------ -� - - -- - - -� -- - - - - -� ---- i - - - -; - --
0.05:
0-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
5
Time (hours)
■ Runofi

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type// 24 -hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 9
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #1: PRE
Runoff = 9.55 cfs @ 12.05 hrs, Volume= 0.534 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38"
Area (sf) CN Description
7,824 98 Paved parking & roofs
114 578 70 Woods Good HSG C
122,402 72 Weighted Average
114,578 Pervious Area
7,824 Impervious Area
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.2
Direct Entry, TR55
Subcatchment P01:1`;1 PRF
Hydrograph
=
•-----
�---- �----- I----'---- 1-- -- J---- �----- I---- +--- -I - - -- �- __� � -� - - --
l7 Runoff
10-
8.65 cfs
--
I I I
---- - - - -; -- T p� I O- --
:
- -- ; - - - -; ---- ; - - - -; --- -� - - -- ,
; �Ip e
9-
-- - -, - - - -�1 ---- II ----1 ---- 1 I - - - - I --
- -- -� I -- -- I - -.. . I . _- .- ^ 8 - --
a- . nI faW�5:3I
8
-R d fi I rb� a 1 I 22i, 0 I I s- f -
I 1 I
6 -.
-
I �
j
I I
I I
Td=1!o 2 rajrn
LL
1 I
4-
1 1
I I I
`N='
--- I I I
1
-- ' - --- 1 ' -- 1- - -I - -- I I
1 1 1 I 1 1 1
3 -"
1 I 1 1 I
I I I I I
I I I I I I I
2-
I
I 1 I I I 1
I I 1 I 1 I I
1 1 1 1 1 I 1
:
I I I I I I
I I I I
5 6 7 0 9 10 11 12 13 14 15 16 17 10 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type 1124 -hr 10 -YR Rainfall= 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 10
H droCAD® 8.00 s/n 004300 © 2006 H droCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #2: PRE
Runoff = 59.20 cfs @ 12.07 hrs, Volume= 3.454 af, Depth> 2.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38"
Area (sf)
CN
Description -
_
7,824
98
Paved parking & roofs
845,300
70
Woods Good HSG C
853,124
70
Weighted Average
845,300
Pervious Area
7,824
Impervious Area
Tc Length Slope Velocity
min) (feet) (ft/ft) (ft/sec)
14.4
Capacity Description
(cfs)
Direct Entry, TR55
Subcatchment POI #2: PRE
Hydrograph
I I I ' ' -- -- ' - -------- '---- '-- - -' - -- - - ' - - - -' -- --
- - -- --- -, - - -- -- - - , - - - , - ' - - - -
1 I I I I I 1
b07 I 1 I I I I I 1 I I I 1 I I
i I I 1 I I I 59
60_ I I I I 1 1
i I I I 1 I I
50"• 1 I I I 1 I
i I 1 1 I I I
45-
40 -•' 1 1 1 I I I
I I I I 1 I
35-
30-
Il. I I I 1 I 1
25-
T _ _ _ _I T
I I I I I 1
20.
I 1 I 1 I 1
15:• , , , I I I
10, 1 I I 1 1 I
I 1 --- -' -- -- ---- '--- -'-
ers 1 I I 1 I I I
- -- ; - - -- - - TqP pl -� G��•;`I
I I I I I
-- - -;- Ra.dnaff Ar(ba =853 -A 214, sf --
I I 1 I 1 1 I
- -- RutoffA10-I;�� =344;of
hwloff Depth
I 1 I I n u
I 1 I I I 1 I
I I 1 1 I 1 I
1 I I I I I I
I I I I I I I 1
I I I '- - -- 1 -' - - -- ' ' - - --
1 1 I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
® Runoff

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - PRE Type// 24 -hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 11
HydroCAD ®8 00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:41 PM
Subcatchment POI #3: PRE
Runoff = 1.91 cfs @ 12.06 hrs, Volume= 0.109 af, Depth> 2.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.3811
Area (sf) CN Description
26,891 70 Woods Good, HSG C
26,891 Pervious Area
Tc Length S
min) (feet) I
13.8
Velocity Capacity Description
(ft /sec) (cfs)
Direct Entry, TR55 (Worksheet 3)
Subcatchufvn�rG: POI #3: PRE
Hydrograph
I I I 1 I I 1 I I I I I I
2- I I I I I 1.91 crs I 1 I
p�I I
II I I I I I I I
� I 1 ' Ij; :' 6). 3 8
I I I I I I
I I I I I I I I I I i 1 I
vN I I I I I ' - -_ �. - U, 11 -lL•0 U•_ �� ©6G !'moo II�C.;_ °.0
-- --- -' - - -- - - - - -I- - - - - - -- - - - -I --
1
�I,�\ I
11 �q (1 O
I I I I I I I I I I I 1 1
I I I 1 I I I I 1 I I I I
I I I I I I I I I 1 I I I
1 I I I I 1 I I I I I I
I I I I I I I I I 1 I I I
I I I I 1 I I I I 1 I I
I I I I I I I I I I I I I
I I I I I I I I I I I I I I
I 1 I I I I I I I I I I I I
o- 12 I
5 6 7 8 9 10 11 13 14 15 1G 17 1II 19 2)
Time (hours)
■ RunoH

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST
Prepared by BASS, NIXON & KENNEDY, INC. Page 2
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Project Notes
The Woods at Fairbanks
Danny L. Howell, Jr., P.E.
These calculations will quantify the post - developed outflows from this property., The methodology
used will be the TR -55 method for runoff estimation, using the 1, 2 and 10 year storms as the test
storms.
Investigation into the types of soils on this site (USDA Wake County Soils Survey) indicates that
they are Type C Soils, therefore corresponding Curve Numbers were used in this study. The
TR -55 method (Worksheet 3) was used to calculate the time of concentration.

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type// 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 3
H droCAD® 8.00 s/n 004300 © 2006 H droCAD Software Solutions LLC 10114/2013 1:17:10 PM
Subcatchment POI #1: POST
Runoff = 1.29 cfs @ 11.98 hrs, Volume= 0.056 af, Depth> 0.97"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall= 3.0011
Area (sf) CN Description
3,586 98 Paved roads w /curbs & sewers
26,677 74 >75% Grass cover, Good HSG C
30,263 77 Weighted Average
26,677 Pervious Area
3,586 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) -
6.0 Direct Entry, TR65 Minimum
Subcatchment POI #1: POST
Hydrograph
I I I I I I 1 I I I I I I I
I I I I 1 I I 1 I I I I I
I I I I I , I I I I I I I I ■Runoff
I I 1 I 1 1 I I I I I
I I I I 1.29 cfs I I 1
I I I I 1 1
I I I I I I
I
_ 1 _
AIM 9 O l`JE �) �� i `� 0'C'l.' c 0 7'/"_. F.+J ) I
1 1 I I I I I I I I I I 1
I I I I I I � 11 1�yy� ry�� y ({J� p p �(1`n� I� � I
I I I ;Ru 9111`\J,u li;�/ ��Il;l!�JII1111 �`?`� -'�n�7 FJ; C/!,u
I I 1 I I
I I
v I I I I I I I I
3 I I I I I I I I I I I j�I I
0 I I I I I I I T c= 6,. O ri 11 id ril
LL I I I I I I
I I I I 0 F!
I I I I I I I I I I I I
I I 1 I I I I 1 I I I
I I I I I I I I I I I
I I I I I I I 1 I I I I
I I 1 I 1 I I I I I I I I
I I I I I I I I I I I 1 I
I I I I I I I I I I I 1 I
I I I I I I I I I I I I
I I I I 1 I I I I I I I I
I I I I I I 1 I I I I I I
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type// 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 4
H droCAD® 8.00 sin 004300 0 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #2: POST
Runoff = 52.25 cfs @ 11.97 hrs, Volume= 2.315 af, Depth> 1.26"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall= 3.0011
Area (sf)
CN
Description
357,375
98
Paved roads w /curbs & sewers
444,565
74
>75% Grass cover, Good, HSG C
154,926
70
Woods Good HSG C
956,866
82
Weighted Average
599,491
40-
Pervious Area
357,375
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft /ft)
(ft/sec) (cfs)
6.0
Direct Entry, TR55 Minimum
Subcatchment POI #2: POST
Hydrograph
'
•----
I I I I 1 I I I I I I I I I
1---- r---- r---+---- I----- I---- r---- I---- +---- I- - - --+— I _--- I--- -I - - --
I I I 1 I I I I
■Runoff
55-'
'
I I I I
I I I I I 1 52.25 cfs
--— -� - - -- 1---- -I — - -- ---- '-- - - -' -- -
- II --Y �Kq
\-
—--- '-- - -- - -- Yp ----I— II �
� Fp /ry1
50'
I I I I I I I 1
1 I I I 1 I I I 1 I I I I
- -- ; - - - -, ---- , - - - -; - - - -; - -- ; -- -- - -, - -- ; - - - -; - - -Rain faP1-00 " --
45 -''
I I I I I I 1 I I I I
- -- - - - -; ---- , - - - -; - - - -, - -- ; -- -;- R ff Aria= 956- 866+sf--
40-
"'
;
- -- ; - - - -; ---- ; - - - -; --- -; - - -- ; -- - -; "off � �� � =2 `3'I 5� at
35
--
I I I I I 1 1
1 1 I--- -1--- -1 - - - - -- 1 -- ' - -- I I 'lye ' �aa__.
--- - - - -, - - - -; -- ; - - - -; I�l#noff D -th� l.2'6
,.
;
30-
.
I I 1 I I I I 1 I I
I I I I I I T}c��'e
LL 25-
.'
I 1 1
1 I I I I I 1 I I I 1 I I
GVA —J82 -_
I 1 I I I I I I a
20-
i
"
I I I
1 I I I I 1 I 1 I I
I 1 I 1 1 I 1 I 1 1 I I - --
I
15-
•
-
:
•
I I I I I I I I 1 I 1 1 1
---- --- -- +-- -- 1- --- +- --- 1 -- - -�- ---- 1---- +---- 1--- -�---- 1-- --'�--- - +-- --
I 1 I I I 1 I I
10-
-
•
, I I I I
J_ _ _I____1____I____J__- _L___J____1
I I I I I 1 1 I I 1 1 1
I
rr, .. ......... ............... ,
6 7 8 9 10 11 . 12 13 14 15 16 17 10 19 20
5
Time (hours)

RA2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
MaF - POST Type 11 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 5
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 - 1:17:10 PM
Subcatchment POI #3: POST
Runoff = 0.52 cfs @ 12.01 hrs, Volume= 0.025 af, Depth> 0.87"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall = 3.00'1
Area (sf) CN Description
1,677 98 Paved roads w /curbs & sewers
7,626 74 >75% Grass cover, Good, HSG C
5,985 70 Woods Good HSG C
15,288 75 Weighted Average
13,611 Pervious Area
1,677 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry, Worksheet -3
Subcatchment POI #3: POST
Hydrograph
1 I I I 1 I I I i-
1
I I I I I 1 I I 1 1 1 I I
0.55- ' --- , I - - - -I ; --- , I - - - -1 , --- ; t - - - -I ; 052 c(s
-
; ,
-� . I h I r1I
(
0.5 rt Ypq �
0.45-
0.4- ' I I I I 1 I I RU 66�f- l -d -VeW0 61 : c �
I I I I I I I I I I
0.35- I I I I I I I 117110 PIMP
-- - - - -, RbAhwff- Dempth�4.817 " --
U
�- 0.3-
3 - - --
o = ••--- -1---- r--- -t---- r--- -1
LL 0.25 I I 1 I I I 1 1 I 1 I I I
I 6
0.2-
I I I I 1 I I I I I 1 1 1
0.15-
I 1 1 I I I 1 1 1 I I 1 I
0.1-
1 I I 1 I 1 I I I I I I I
1 1 I I I I I I I 1 I 1 I
0.05 - '/ I I 1 I 1 1 I I 1 I I
1 I 1 1 I I 1
10 11 12 13 14 15 18 17 18 19 20
Time (hours)
Runoffli

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type // 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 6
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #1: POST
Runoff = 1.82 cfs @ 11.98 hrs, Volume= 0.080 af, Depth> 1.37"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall = 3.6011
Area (sf)
CN
Description
3,586
98
Paved roads w /curbs & sewers
26,677
74
>75% Grass cover, Good HSG C
30,263
77
Weighted Average
26,677
Pervious Area
3,586
Impervious Area
Tc Length
:'lope Velocity Capacity Description
(min) (feet)
(it /ft)
(ft/sec) (cfs)
_
6.0
Direct Entry, TR55 Minimum
J
O
W
Subcatchment POI #1: POST
Hydrograph
I I I I I I 1 I 1 I I
I I I I I I I 1 1 I I I I
I I I I I I I I 1 I I I I
I I I I 1,82 cfs I I I I
I I I I I
air>rfal!� °30 o
UU
I I 1 I I I i I I I I I
Run I,;f
I I I I I I I I I I
af
I I I
I 1 I I I I
I I I I I
I I I I I I I I I
tl I c=6;.0() �`'I I
ii
I I I I I I rrll ni
I I I Y
I I I I I I I I I I I I
KI X77
I I I 1 I I I I I I I I
I I I I I I I I I I I I
I I I I 1 I I I I I I I
I I I I I I I 1 I 1 I I
I I I I I
I I I I I 1 1 I I I I I
I I I I I I I 1 I I I I
I I I I I 1 1 1 I I I I
I I I I I I I
t I I I I
I I I I I I I I I I I I
I I I I 1 1 I I I I I
10 11 12 13 14 15 16 17 18 19 20
Time (hours)
,u'mvf

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type 1124 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 7
H droCAD® 8.00 s/n 004300 © 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #2: POST
Runoff = 70.44 cfs @ 11.97 hrs, Volume= 3.149 af, Depth> 1.72"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Area (sf)
CN
Description
357,375
98
Paved roads w /curbs & sewers
444,565
74
>75% Grass cover, Good, HSG C
154,926
70
Woods Good HSG C
956,866
82
Weighted Average
599,491
Pervious Area
357,375
Impervious Area
Tc Length Slope Velocity Capacity Description
6.0 Direct Entry, TR55 Minimum
Subcatchment POI #2: POST
Hydrograph
•"-- -- 1- -- -r - - - -, - -- --- -1 - - -- �- I I , ---- ,---- -� - - - -� - 1 I
75: I I 1 I 1 I 1 I 1 I I I
70-: ; - -- - - -- - -- - - -- -- - -- ----------- Yp4 -II A, hr 2, R-
-
• r I I I I I I I I I I
°
- •�— I I 1 I 1 - I I I
60= --- '-------- '---- !---- '- - - -j -- ---- I---- 1 - - - -'- ----- -' - - -- -- -! - - --
RLinoffr Ar6a =966;066 sf
55 -•
_.f __•r-__
50=•' 1 1 I I I I I.6.1gi Off; -il -o l;�J011U`�'"- J`tii'�a9'-
•--------=---- i---- 1---- '- - - -� -- --- -'-
:
45- I I I 1 ( I I I n I
• ,.___,___ _I- .- __T____I____..I ____I_.- __T -R�NJN II�f Depth In -I11__
r 40-' I 1 I I I 1 I I
o ,�• - - -, 1 I I I I i Tc=6..0 Min
lL 35. -T -- --
'
3U: L__- J_- __L___CN=1 82 --
I I I I I 1
25- I I I I 1 I I I I I I
_ _ _ _I _ _ _ _ T _ _ _ _ I_ _ I _ _ _ -F-
20'
I 1 I I I 1 1 I I I I I I
15- -
I 1 I I I I I
- - - - - -- -- - - - - - - I
-- - - - - -- --- - - - - --
-- -j - - - -j ---- ,- - - --(- I 1- I
� I I I 1 I I I
10 =• I I I 1 1 1
5: 1 I 1
i
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
■Runoff

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type// 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 8
H droCAD® 8.00 s/n 004300 © 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #3: POST
Runoff = 0.75 cfs @ 12.01 hrs, Volume= 0.036 af, Depth> 1.25"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Areas CN Descri tion
1,677 98 Paved roads w /curbs & sewers
7,626 74 >75% Grass cover, Good, HSG C
5,985 70 Woods Good HSG C
15,288 75 Weighted Average
13,611 Pervious Area
1,677 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 Direct Entry, Worksheet -3
Subcatchment POI #3: POST
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
I ' I I '
■Runoff
I I 1 I I 1 1 I I I I I I
+--- -�A --- 1 -- - -Ia ---
0.8="
- -- I - -- -F --- �-- - -�--- I- - -- 0.7bcfa
----- -- I- ---� - --
0.75-•
-- IYpo
0.65- '
I I
n ®1 Aeea= 1- 5,288LS.f --
0.6-: ''
_ _ J__L___J____L___ l____L_
___L__R
- I I 1
Ip//
:
0.55 -"
,. - -- --- -i - - -- - - - -i - -- i - - - -i -
H� ❑�, ry
- -- R�1®ff Cfo 'p ��9•�1J��7�af --
I'I
- 0.5-
- -- t---- r----- - -r - -- 1 - - - -r-
-- r - - - -r r - -- , -- - r--- -I--- -r -��-
R-unoff-DeptM -0
u 0.45 -'
- -- - -- -� - -- -- - -r - -- - - - -� -
I
--- ----- 1- •25 --
1 I 1 I I I
3
1 1 I I I
0.35= "
' ' ' '
'
0.3.
-�
I I I I I
--- i---- r------- r--- 1 - - - -r-
I I I I I I
---r---+----+-------r----1----r---
I I I I I I I
0.25-
.--- J----'---- J---- L--- J----L_
-- -L- -- �---- L---J----L-- --- --L- --
I I I 1 I I 1
i"
0.2-•
I I I I I 1
I I ' __ -' I ___1
1 I I I ___r I -_1
I I I I I
0.15-'
I I I I I 1
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Time (hours)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type// 24 -hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 9
H droCAD® 8.00 s/n 004300 0 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #1: POST
Runoff = 3.50 cfs @ 11.97 hrs, Volume= 0.158 af, Depth> 2.72"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38"
Areas CN Description
3,586 98 Paved roads w /curbs & sewers
26,677 74 >75% Grass cover, Good HSG C
30,263 77 Weighted Average
26,677 Pervious Area
3,586 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 Minimum
Subcatchment POI ;;'l : POST
Hydrograph
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Time (hours)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type // 24 -hr 10 -YR Rainfall= 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 10
H droCAD® 8.00 s/n 004300 © 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #2: POST
Runoff = 126.77 cfs @ 11.97 hrs, Volume= 5.828 af, Depth> 3.18"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38'1
Areas CN Description
357,375 98 Paved roads w /curbs & sewers
444,565 74 >75% Grass cover, Good, HSG C
154,926 70 Woods Good HSG C
956,866 82 Weighted Average
599,491 Pervious Area
357,375 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft /ft) (ft/sec) (cfs) -
6.0 Direct Entry, TR55 Minimum
Subcatchment POI #2: POST
Hydrograph
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Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - POST Type// 24 -hr 10 -YR Rainfa /1= 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 11
H droCAD® 8.00 s/n 004300 0 2006 H droCAD Software Solutions LLC 10/14/2013 1:17:10 PM
Subcatchment POI #3: POST
Runoff = 1.53 cfs @ 12.01 hrs, Volume= 0.074 af, Depth> 2.54"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall =5.38"
Area (sf)
CN
Description
1,677
98
Paved roads w /curbs & sewers
7,626
74
>75% Grass cover, Good, HSG C
5,985
70
Woods Good HSG C
15,288
75
Weighted Average
13,611
Pervious Area
1,677
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
9.0
Direct Entry, Worksheet -3
Subcatchment POI #3: POST
Hydrograph
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Time (hours)

Water Quality Retention Calculations
Project Name: The Woods at Fairbanks
Determine Surface Area Required for Permanent Pool:
Drainage Area:
Impervious Area:
Percent Impervious:
Permanent Pool Elevation:
Volume:
Surface Area:
Hydraulic Depth:
SA /DA Required:
SA /DA Provided:
Forebay Volume Check:
Forebay Volume at Crest of Berm:
Permanent Pool Volume:
Forebay Volume % of Perm. Volume:
15.45 ac = 672848 sf
7.83 ac = 340862 sf
50.7%
374.00 (1 /2 way up vegetated shelf)
88,798 cf
16,500 sf
5.21 ft (Option 2 Calculation BMP Manual)
2.45%
2.45%
18,480 cf
88,798 cf
20.81%
Calculate the Volume Required to Treat the First Flush:
Rainfall to Treat:
1 in
Runoff Coefficient (Rv) �. 0.05 0.009 *(% Impervious)
Runoff Coefficient (RJ: 0.51 in /in
Runorr Volume (V) ; Rainfall " (Rv) * (Drainage Area)
Runok: Volume (V): 28,368 cr
Calculate the Depth Required for the Temporary Pool:
Temporary Pool Volume (Required): 28,368 cf
Total Volume (Perm. + Temp.): 117,166 cf
Temporary Pool Elevation between: 375.00 and 376.00
Temporary Pool Elevation: 375.62
Temporary Pool Depth: 1.52718.26" measured from Permanent Pool Elevation
Weir Elevation (Standpipe): 376.65
1" (First Flush)
10/15/2013

Determine the Orifice Size for 2 -5 Day Drawdown:
Orifice Invert Elevation (PWE):
374.00
Weir Elevation (Standpipe):
376.65
Orifice Diameter:
2.50 in
Depth to Weir Elev from PWE:
2.65 ft
Use the orifice equation to determine flow and drawdown time:
Orifice Equation: Q = CA(2gh)0.5
Volume to Draw Down:
Flow for 2 -Day Drawdown:
Flow for 5 -Day Drawdown:
C:
g:
A:
h: (Weir - PWE) /3
Q:
Drawdown:
28,368 cf
0.16 cfs
0.07 cfs
0.60
32.20 ft/sZ
0.03 sf
0.88 ft
0.15 cfs
2.13 days (OK - Drawdown is b/w 2 -5 days)
1" (First Flush)
10/15/2013

Water Quality Retention Calculations
Project Name: fhe Woods at Fairbanks
Determine Surface Area Required for Permanent Pool:
Drainage Area:
Impervious Area:
Percent Impervious:
Permanent Pool Elevation:
Volume:
Surface Area:
Hydraulic Depth:
SA /DA Required:
SA /DA Provided:
Forebay Volume Check:
Forebay Volume at Crest of Berm:
Permanent Pool Volume:
Forebay Volume % of Perm. Volume
15.45 ac = 672848 sf
7.83 ac = 340862 sf
50.7%
374.00 (1/2 way up vegetated shelf)
88,798 cf
16,500 sf
5.21 ft (Option 2 Calculation BMP Manual)
2.45%
2.45%
18,480 cf
88,798 cf
20.81%
Calculate the Volume Required to Treat the First Flush:
Rainfall to Treat:
1.5 in
Runoff Coefficient (R„) = 0.05 + 0.009'(% Impervious)
Runoff Coefficient (R„): 0.51 in /in
Rllnoff Volume (V) = Rainfall (Rv) „ (Drainage Area)
RunoFi VOILUTIe (V): 42,552 cf
Calculate the Depth Required for the Temporary Pool:
Temporary Pool Volume (Required): 42,552 cf
Total Volume (Perm. + Temp.): 131,350 cf
Temporary Pool Elevation between: 376.00 and 377.00
Temporary Pool Elevation: 376.22
Temporary Pool Depth: 2.22726.6" measured from Permanent Pool Elevation
Weir Elevation (Standpipe): 376.65
1.5" (First Flush)
10/15/2013

Determine the Orifice Size for 2 -5 Day Drawdown:
Orifice Invert Elevation (PWE):
374.00
Weir Elevation (Standpipe):
376.65
Orifice Diameter:
2.50 in
Depth to Weir Elev from PWE:
2.65 ft
Use the orifice equation to determine flow and drawdown time:
Orifice Equation: Q = CA(2gh)0.5
Volume to Draw Down:
Flow for 2 -Day Drawdown:
Flow for 5 -Day Drawdown:
C:
g:
A:
h: (Weir - PWE) /3
Q:
Drawdown:
42,552 cf
0.25 cfs
0.10 cfs
0.60
32.20 ft/s2
0.03 sf
0.88 ft
0.15 cfs
3.19 days (OK - Drawdown is b/w 2 -6 days)
1.5" (First Flush)
10/15/2013

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R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING
Prepared by BASS, NIXON & KENNEDY, INC. Page 2
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Project Notes
The Woods at Fairbanks
Danny L. Howell, Jr., P.E.
These calculations will determine the amount of attenuation provided by the proposed wetpond.
The methodology used will be the TR -55 method for runoff estimation. Investigation into the types
of soils on this site (USDA Wake County Soils Survey) indicates that they are Creedmoor
(CtC /CtB) for the drainage area, therefore Curve Numbers corresponding with Type C soils are
used in this study. The TR -55 minimum time of concentration of 6 mins was used for calculations.
Routing information has been provided for the 1, 2, 10, 25, 50 and 100 -year design storms.

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 11 24 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 3
HydroCAD® 8.00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Subcatchment 1S: TO BASIN
Runoff = 43.96 cfs @ 11.97 hrs, Volume= 1.979 af, Depth> 1.54"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -YR Rainfall= 3.00"
Area (sf) CN Description
322,680
74
On >75% Grass cover, Good, HSG C
9,306
74
Off >75% Grass cover, Good, HSG C
332,527
98
On Paved parking & roofs
8,335
98
Off Paved parking & roofs
672,848
86
Weighted Average
331,986
Pervious Area
340,862
--- I---- r---- I---- t-- - -r - -- I -- ----: ---- + - - - --
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 MIN
Subcatchment 1S: TO BASIN
Hydrograph
I I I I I I I I I I 1
48
',-----
-1 - - -- ---- 1---- '4---- 1---- 4---- 1.--- -1 - - -- ---- 1---- -1---- 1-'• -- --- -1 - - --
I I 1 I I I I I 1 I I I I
■Runoff
46 ="
-•----
1---- t-- --I---- T---- ,---- -143.98cfa ----I----r----r---7----I----7----T----
44
:
--- J---- 1----- '---- !---- I- - - -J -- ---- 1-- - -1 - -- V- �N -/AG
I 1 1
42:
--- I---- r---- I---- t-- - -r - -- I -- ----: ---- + - - - --
40-`.
--- -' -- -- I ----I - - -- I --- -1- - -- I -- --- --- -- I --- -I- QO-
� � I � I I � 1
38-
,•
------- �---- 1---- 1---- I- - - -� -- - '-------- 1 - - - -'
- - -1
36 -
",.
--- ,---- r---- I---- T-- - -r - -- I -- - - - -1- Rn- off = Aria= 872,848isf=
1--
34 -'
--- 1-- -- L-- -- '---- --1_ ---1 -- - - - -'- 7
1 I I 1 I I I I I
32_"
dT ffr o 1 X 79
u � -a#
30;
- - - - - - - - -- I - - - - -
"
26-'
'---1----x--- -�----7-- --r --- -7-- ----I--- r-ttRu-noff De{�tk� 1:�i4
--
3 24-'
-L- _ J _ - _ 1
--®-
22-
--
- -- ; - - - -; --- -, - - -- T ---- , - - - -�- ---- , - - - -;
LL
20'.'
,.
--- J---- L---- 1--- -1--- -I- ---J- ---- I- - - -� ---- '---- J - - --� --- -''e-- -' -A- --
18_
/ = IIV =BV --
- -- t---- r---- r--- t--- -I - - -- I- ---- I---- r-- - -r - -- t�
---- r- - -VN
16=
--- '---- L---- 1---- !---- ' - - - -J- ----'--------'----J----'----'-----
I I I I I I I I I I I I I ----
14'"
- -- 1 - - - -+ --- -1 - - -- --- -1 - - -- �- ---- I---- +` - - -1 - -- �---- 1---- 4--- -4 - - --
I I 1 I I 1 1
12 ='
1 I I I I I
---- ------ r- -- -, - - -- T ---- , - - - -�- --- -, - - -- T ---- ,--- - - - - -r ------ -7 - - --
10 :
'
_ _ _ -J _ _ _ _ L _ _ _ _I _ _ _ _ 1 _ _ _ _ I_ _ _ _ J-
I I 1 I 1 I I I I I I I I
8
si''.
•----I-- -- L----1-- -1----1----J- --'- ---�'- ---I----J----1- -- -J----1 - - --
I I I I I I I I I 1 I I I
:
,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
WAIF - WETPOND ROUTING Type 1124 -hr 1 -YR Rainfall= 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 4
HydroCADO 8.00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Inflow Area = 15.446 ac, Inflow Depth > 1.54" for 1 -YR event
Inflow = 43.96 cfs @ 11.97 hrs, Volume= 1.979 of
Outflow = 2.62 cfs @ 12.91 1 irs, Volume= 0.768 af, Atten= 94 %, Lag= 56.3 min
Primary = 2.62 cfs @ 12.91 1 irs, Volume= 0.768 of
Secondary = 0.00 cfs @ 5.00 1 irs, Volume= 0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 376.80'@ 12.91 hrs Surf.Area= 22,174 sf Storage= 55,116 cf
Plug -Flow detention time= 212.0 min calculated for 0.768 of (39% of inflow)
Center -of -Mass det. time= 127.3 min ( 909.1 - 781.8)
Volume Invert
Avail.Storage Storage Description
#1 374.00'
147,067 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet)
(sq -ft) (cubic -feet) (cubic -feet)
_
374.00
16,500 0 0
374.50
18,250 8,688 8,688
375.00
19,000 9,313 18,000
376.00
20,740 19,870 37,870
377.00
22,540 21,640 59,510
378.00
24,400 23,470 82,980
379.00
26,320 25,360 108,340
380.00
28,310 27,315 135,655
380.40
28,750 11,412 147,067
Device Routing
Invert Outlet Devices
#1 Primary
365.90' 15.0" x 79.9' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 360.00' S=0.0738'/' Cc= 0.900 n=0.013
#2 Device 1
376.65' 48.0" Horiz. Standpipe Limited to weir flow C= 0.600
#3 Device 1
374.00' 2.5" Vert. Orifice C= 0.600
#4 Secondary
378.55' 50.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max =2.58 cfs @ 12.91 hrs HW= 376.80' (Free Discharge)
't--1
=Culvert (Passes 2.58 cfs of 22.19 cfs potential flow)
12= Standpipe
(Weir Controls 2.31 cfs @ 1.25 fps)
3= Orifice (Orifice Controls 0.27 cfs @ 7.90 fps)
T econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 374.00' (Free Discharge)
---- 4 = Sharp- Crested Rectangular Weir ( Controls 0.00 cfs)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
MaF - WETPOND ROUTING Type // 24 -hr 1 -YR Rainfall = 3.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 5
HydroCAD ®8 00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
I I 1 1 I I I
I I 1 I I i 1
-----------------------------
I I 1 I 143.96 ds
1 I 1 I 1
•' 1 1 I I 1 I
45- -
' -q- -
/' I 1 I I I I
40' I 1 I
i
35- - - -� - - -� - -- -- - - - -�-
- t-
.', I 1 I I 1 1
30 '
- - - - -- --- +--- + - - - +-
�
SCI _ • ' I 1 1 I I I
25-' ' --- L---L- --1 ---1-- -1- - -�
O
I I I 1 I I
i
Il. 20 ' ,' I I I 1 I I
15
1 I I I I I
I I I 1 i I
10- ' . I I I I 1 ; 2.6i
2.62 ds
I I I I I 1 I
I I I I I 1 I
0 Outflow
Area =1.5 4;4$
LMInflow
mary
.Inflow: _cc__
condary
_--- P_dak_E1e_V=376,$0'__
I I I I I I I
Mmoe_= 55,116 cf
I I I 1 I I I
1 I I 1 I I I
--
I I I I I 1 1
I I I I I 1 I
I I 1 1 I I I
I I 1 1 I I I
I I I I 1 I I
I i I I 1 I 1
I I 1 I 1 I I
I I 1 I 1 1 I
I I I I I I
1 I I 1 I I
10 11 12 13 14 15 16 17 10 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 11 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 6
HydroCAD ®8 00 s/n 004300 C 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Subcatchment 1S: TO BASIN
Runoff = 57.33 cfs @ 11.97 hrs, Volume= 2.615 af, Depth> 2.03"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall = 3.6011
Area (sf) CN Description
322,680
74
On >75% Grass cover, Good, HSG C
9,306
74
Off >75% Grass cover, Good, HSG C
332,527
98
On Paved parking & roofs
8,335
98
Off Paved parking & roofs
672,848
86
Weighted Average
331,986
Pervious Area
340,862
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
6.0 Direct Entry, TR55 MIN
Subcatchment 1S: TO BASIN
Hydrograph
-
,---
I I I I I I I I I I I i I I
-- - - -- '--- -I---- '---- I---- A-- --I'--- -I----L-- -- I' - - -- ----- I----- J--- -I - - --
I I I I
■RunoB
60'
1 I I I I I I I I
I I I I I 57.33 ds I I I I I I 1
55 -"
; KaIrllfa�0 =3.60"
50.
;
-
45 -.
•____J____L____I____1
____I____J_- ____I____1____I__- _J____L_ _J____1 ____
Rdnoff Arta= 672;848:sf
407
'
'�
I � R kA off: �c� O � nj =2 :615- of
I 5---
"
U35-
i"
'
-- -- J- -- -L-- --I---- L- --- I- - --J -- - --- --- -- --- - - - -! ..-- -�--- -1 - - --
I I I I I I 1 I I I I
I I I I I I I I 1 -/ 91
30;;
"
I Tipp
0_ni 1 l-n.
LL. .L.
J _ L —61 - --
I �
25-
i
I I I I I I I I I I
I
,�1
I
- -- - - -- --- -' - - -- --- -� - - -- �- I ---- Chi '---- - - - - -� - - - �86 --
20-
'
I 1 I I I I I I I I 1
�- --- -� - - -- ---- I-------- 1-- --J - --- i -- ---
."
--------- -----------------
I I I 1 I 1 I I I I I I I
15 -'
---------
I I I I I I I I I I I I I
1----�--- -I-- -- �- ---- I--- -�--- -I 1-------- I-------- �- - - --
10 -'
I I I I I 1 I
I I
I I I I I I I I I I I I I
I 1 I I I I I I I I I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
MaF - WETPOND ROUTING Type 11 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 7
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Inflow Area = 15.446 ac, Inflow Depth > 2.03" for 2 -YR event
Inflow =
57.33 cfs @
11.97 hrs, Volume=
2.615 of
Outflow =
11.59 cfs @
12.16 hrs, Volume=
1.400 af, Atten= 80 %, Lag= 11.4 min
Primary =
11.59 cfs @
12.16 hrs, Volume=
1.400 of
Secondary =
0.00 cfs @
5.00 hrs, Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 377.07' @ 12.16 hrs Surf.Area= 22,676 sf Storage= 61,226 cf
Plug -Flow detention time= 157.3 min calculated for 1.400 of (54% of inflow)
Center -of -Mass det. time= 80.5 min ( 856.1 - 775.6)
Volume Invert
Avail.Storage Storage Description
#1 374.00'
147,067 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
16,500
0 0
374.50
18,250
8,688 8,688
375.00
19,000
9,313 18,000
376.00
20,740
19,870 37,870
377.00
22,540
21,640 59,510
378.00
24,400
23,470 82,980
379.00
26,320
25,360 108,340
380.00
28,310
27,315 135,655
380.40
28,750
11,412 147,067
Device Routing
Invert
Outlet Devices
#1 Primary
365.90'
15.0" x 79.9' long Culvert RCP, groove end projecting, I<e= 0.200
Outlet Invert= 360.00' S=0.0738'/' Cc= 0.900 n=0.013
#2 Device 1
376.65'
48.0" Horiz. Standpipe Limited to weir flow C= 0.600
#3 Device 1
374.00'
2.5" Vert. Orifice C= 0.600
#4 Secondary
378.55'
50.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max =11.49 cfs @ 12.16 hrs HW= 377.07' (Free Discharge)
t- = Culvert (Passes 11.49 cfs of 22.38 cfs potential flow)
2 =Standpipe (Weir Controls 11.20 cfs @ 2.12 fps)
=Culvert
(Orifice Controls 0.28 cfs @ 8.29 fps)
Secondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 374.00' (Free Discharge)
t-4= Sharp- Crested Rectangular Weir ( Controls 0.00 cfs)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type// 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 8
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
I 1 I I I 1 I I I
I I 1 1 I 1 1 1 I I 1 1 1 I
I I 1 I I 57.33 ds 1 1 1 I 1 I I
I I t I I I I I 1 I I 1
I n-f1 W: Ar6a =15. -4.46 c
60- I 1
1 Ptak Elev= 377.07
- . -
--- r--- r--- r- - - T - - -T - - -
I -I----I----1----I----r---r---r---
55."
Stora0e =61_,226!-Cf__
I - - - I , - - - i - - - ! - - - i - 1 I
' - - - -� I 1 I - -; - -, -- I I I I 1
50-
45
_• ' - 1 I I 1 1 i I 1 I 1 I I 1
' • I I I I I I 1 I I I 1 I
40 I I I I
v 35-
30- • • -- I I 1 I 1 I I I I I I I
_T___T___T .__ I_ _ __ ___________1____1____1____1____
25- I I 1 I 1 I I 1 I I I
_-- _I____I_- __1111____1_
- --
20- 1 1.59 cfs
11.59 cfs /;', _�___ -4 ____1____,____1____1____ 1____
15 -' • I I I I I I I I I I 1
•' I I I I I
10 -'
6 7 is 9 10 11 12 13 14 15 16 17 13 19 20
Time (hole's)
LMInflow
flow ary ondary

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type// 24 -hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 9
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Subcatchment 1S: TO BASIN
Runoff = 97.62 cfs @ 11.97 hrs, Volume= 4.603 af, Depth> 3.58"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall =5.38"
Area (sf) CN Description
322,680
74
On >75% Grass cover, Good, HSG C
9,306
74
Off >75% Grass cover, Good, HSG C
332,527
98
On Paved parking & roofs
8,335
98
Off Paved parking & roofs
672,848
86
Weighted Average
331,986
Pervious Area
340,862
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 MIN
Subcatchment 1S: TO BASIN
Hydrograph
i
L___ J__-_ L___ J ____L____I____1____I____.l____L
I I I I I I I I I I I
■ RUnoff
105 ='
.'
.-----
I I I
I---- r---- I---- r---- I---- r-------- -t---- r--- -+ - - - -r ---t----r----I----
:
100:"
87,82 Cr3 I I I I I I I
- - -1- --- -r---- - -I - - -- - - - - -7 - - --
95 ='�.
----- 1---- r---- I---- r---- I- r- r--
�yp r�-g�
Y
--- ' - - - -� ---- 1 - - - -� -- - -I - -- I - - -- -- - -' - -T p--e- - I`�� °'i -O- -I -
I I 1 I I I 1 19' B- T
1 I I I I I I 1 I Al
85:'
.•---+--------
1 - - - -1 ---+-- --1- ----a ----1----a---a nf�If1.,= .�.JV,r-
:
•
I I 1 I I I 1 I I I i I I
80 -:
--- , - - - -; - -- , - - - -, - -- ; - - - -,- ------ Rdit6f'f- Af6a--67Z,'g4&sf=
70=
--J----L----I----L---J----L-
'- I I I I 1. 1 ---- �R-upoff'Vol€r
65-
_ __J_ _ __ L ___J____L __ _ J__ _1_ I____ 1
60 ..-
___y____r____�____i____y____r_ I I
Runoff De;pth-�3. W -
3 55-
•
- -- ---- r---- I-- - -r - -- - - - -r- --- r-- - -r - -- ---- r - - =T -- - r--- -1 - - --
.
o
1 1 I 1 1 I 1 1 I I T'w l 0
I I h
d
45 ="
�
I I I 1 1 I 1 I
--- 1--- -L----1--- -t ---J----L- --- 1--- -I--- -�--- -I- ---1-- --1----1- ---
:
35.'
:
•
I I I I I I I I 1 I I I I
- -- I---- r-- -- 1---- r--- y - - - -r- --- r---- r--- y---- r--- 1-- - -r - -- I - - --
I I I 1 I I I I I 1 I I I
25-
•- ---------- 1--- -L-- - - - - -L - ----- -I- - -- ---- 1---- '---- 1-- - -,-- --
1 I I I I 1 I I I 1 I I I
20:'
.-
___J____ L___ J____L__- J____L
10
--- 1-- --r - -- 1-- - -r - -- 1 - - -- -- -- - -r - -- I---- r--- T-- - -r - -- I - - --
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 11 24 -hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 10
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Inflow Area = 15.446 ac, Inflow Depth > 3.58" for 10 -YR event
Inflow =
97.62 cfs @
11.97 hrs,
Volume=
4.603 of
Outflow =
29.69 cfs @
12.11 hrs,
Volume=
3.376 af, Atten= 70 %, Lag= 8.7 min
Primary -
23.48 cfs @
12.11 hrs,
Volume =
3.334 of
Secondary =
6.21 cfs @
12.11 hrs,
Volume=
0.042 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 378.67' @ 12.11 hrs Surf.Area= 25,677 sf Storage= 99,849 cf
Plug -Flow detention time= 117.2 min calculated for 3.376 of (73% of inflow)
Center -of -Mass det. time= 54.5 min ( 817.0 - 762.6 )
Volume Invert
Avail.Storage Storage Description
#1 374.00'
147,067 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
16,500
0 0
374.50
18,250
8,688 8,688
375.00
19,000
9,313 18,000
376.00
20,740
19,870 37,870
377.00
22,540
21,640 59,510
378.00
24,400
23,470 82,980
379.00
26,320
25,360 108,340
380.00
28,310
27,315 135,655
380.40
28,750
11,412 147,067
Device Routing
Invert
Outlet Devices
#1 Primary
365.90'
15.0" x 79.9' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 360.00' S= 0.0738T Cc= 0.900 n= 0.013
#2 Device 1
376.65'
48.0" Horiz. Standpipe Limited to weir flow C= 0.600
#3 Device 1
374.00'
2.5" Vert. Orifice C= 0.600
#4 Secondary 378.55' 50.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max =23.47 cfs @ 12.11 hrs HW= 378.65' (Free Discharge)
t- = Culvert (Barrel Controls 23.47 cfs @ 19.13 fps)
=Standpipe (Passes < 85.56 cfs potential flow)
3 Orifice (Passes < 0.35 cfs potential flow)
Secondary OutFlow Max =5.33 cfs @ 12.11 hrs HW= 378.65' (Free Discharge)
'L4= Sharp- Crested Rectangular Weir (Weir Controls 5.33 cfs @ 1.04 fps)

RA2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type// 24 -hr 10 -YR Rainfall= 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 11
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:01 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
1 I 1 I 1 I 1 I I I I
- -— � — -- LOW= ------------ - - - -I I 1 I I 9762 cfs I i(IOW L L___LLInf1owrArc'a=- 1.5A46 -ac -- maryr- --rr--- r- - -r I r r condary
' ' -' _L___L_ _L___L_ -L_ -L_ _L___L _L_ - L___L_ L L_ _
105" � ,- -- - - - -- -
' Reak- Elev =378 67'- -
100 -;',. � ,---- r--- r--- r--- r--- r - - -r- - -r - - -r ■
' -''' - - L - - - L - - - L--- L -- -L - - -� I- -L---L---L---L---L---L---
95=' , , . , -- - ., -I -- ' 1
9U ',' , ------------- - -� - -- - --- �Stbra §e= 99;8491cf-
I
80-' .',' �'. - - -I --- r--- 1---- I - - - -r- -- -r - - -I -- -r - - -� --- r- - -r - --
: ., ,'
75' ,--- - r - - - r - - - r - - - r - - -r -r- -r---r - - - r - - - r - - -
r---r---r---
70-
���/ I I I I I 1 I I 1 1 I 1 r--- 1 r---
65" ., .---- r - - - r - - - r - - - r - - -r- r- - - r - - - r - - - r ---r
---
N '
' ' ' --- L--- L - - - L - - - L --- L ---L- -L---L---L - - - L - - -L---L - --L - - -
�V.. 60 ,',' /',' - I I I I
55: . ' r--- r--- r--- r-- -r - - -r r---r---r---r---r---r---r---
' ' - -L - - -L - - -
� - - -� -- -L - - -' --- L-- -L - - -� - - -' - - -' - - -' - - -� - --
O 50 :' ,','��-- I I I I I I I I I I I 1
LL 45- .•--- F-- -1---- f----1- ---F -1 -29.69 cfs --- 1- ---F ---F ---�--- +----- - -�- --
-- -' --- L - - -Lr -- -L - - -' -- -L --- L --- L --- L - - -L ---
40 . ' •- -- 1 r -- I I I I I 1 I 1 I I I
35 •-- I 1 I 1 1 23.48 cfs
30. ' , - - -- - - -- -- F - -- -- - - -- - - -- - - -- --
25-
L
20. '
10: ',' 6.21 cfs
5 6 7 8 9 10 '11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 11 24 -hr 25 -YR Rainfall= 6.41"
Prepared by BASS, NIXON & KENNEDY, INC. Page 12
HydroCADO 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
Subcatchment 1S: TO BASIN
Runoff = 120.96 cfs @ 11.96 hrs, Volume= 5.791 af, Depth> 4.50"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -YR Rainfall= 6.41"
Area (sf) CN Description
322,680
74
On >75% Grass cover, Good, HSG C
9,306
74
Off >75% Grass cover, Good, HSG C
332,527
98
On Paved parking & roofs
8,335
98
Off Paved parking & roofs
672,848
86
Weighted Average
331,986
Pervious Area
340,862
Impervious Area
Tc Length Slope
min) (feet) (ft/ft)
6.0
Capacity Description
Direct Entry, TR65 MIN
Subcatchment 1S: TO BASIN
Hydrograph
I I I 1 I I I I I 1 I 1
• .' I I I I I I I I 1 I I I I I
130_' I I I 1 I I I I I 1 I
---- 1--- -- I---- I----- •-I- - -- 120.96 cfs - - - a
- --- I ---- -�---- I----- I--- -I- -- -� - - --
-� I I I I I
120' I I I I 1 1 1
'1
-� 1 I 1 I I I 1 I I l oo /�I r 1 I��a p��1�I •/�I� 09
Ru nff- /Ar6a =672-
100- 1 1 I I I I I I I
I 1 I I I I I I I I I -
90. I I I I I 1 1
I I I I I I I 1 I
- -- I-
--- r---- I-- - -r - -- - - - -r- -- Rull)off,VnA�JJ697�',=5.:7��I
R
_ 80 lA -' - - - -.- - - --
42 I I I 1 1 I I
70, I I I I 1 I 1
Tc -6' 0 nd i n
�. 60, 1 I I I 1 I I I 1 I
50- ' I I I I I I I I I I I I
40-
•� I 1 1 I I I I 1 1 I I I i
30-
20-
I I
11 12 13 14 15 16 17 18 19 20
Time (hours)
D Runoff

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 1124 -hr 25 -YR Rainfall = 6.41"
Prepared by BASS, NIXON & KENNEDY, INC. Page 13
HydroCADO 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
Pond 1 P: 90% TSS WETPOND
[82] Warning: Early inflow requires earlier time span
Inflow Area = 15.446 ac, Inflow Depth > 4.50" for
Inflow =
120.96 cfs @
11.96 hrs, Volume=
Outflow =
82.19 cfs @
12.05 hrs, Volume=
Primary =
23.74 cfs @
12.05 hrs, Volume=
Secondary =
58.45 cfs @
12.05 hrs, Volume=
25 -YR event
5.791 of
4.556 af, Atten= 32 %, Lag= 5.2 min
3.914 of
0.642 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 379.06'@ 12.05 hrs Surf.Area= 26,428 sf Storage= 109,826 cf
Plug -Flow detention time= 105.1 min calculated for 4.556 of (79% of inflow)
Center -of -Mass det. time= 48.7 min ( 806.1 - 757.4 )
Volume Invert
Avail.Storage Storage Description
#1 374.00'
147,067 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
16,500
0 0
374.50
18,250
8,688 8,688
375.00
19,000
9,313 18,000
376.00
20,740
19,870 37,870
377.00
22,540
21,640 59,510
378.00
24,400
23,470 82,980
379.00
26,320
25,360 108,340
380.00
28,310
27,315 135,655
380.40
28,750
11,412 147,067
Device Routing
Invert
Outlet Devices
#1 Primary
365.90'
15.0" x 79.9' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 360.00' S= 0.0738'/' Cc= 0.900 n= 0.013
#2 Device 1
376.65'
48.0" Horiz. Standpipe Limited to weir flow C=0.600
#3 Device 1
374.00'
2.5" Vert. Orifice C= 0.600
#4 Secondary
378.55'
50.0' long Sharp- Crested Rectangular Woh, 2 End Contraction(s)
Primary OutFlow Max =23.74 cfs @ 12.05 hrs HW= 379.05' (Free Discharge)
't-- = Culvert (Barrel Controls 23.74 cfs @ 19.34 fps)
L2 =Standpipe (Passes < 93.71 cfs potential flow)
3 Orifice (Passes < 0.36 cfs potential flow)
econdary OutFlow Max =57.58 cfs @ 12.05 hrs HW= 379.05' (Free Discharge)
= Sharp- Crested Rectangular Weir (Weir Controls 57.58 cfs @ 2.31 fps)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 1124 -hr 25 -YR Rainfall= 6.41"
Prepared by BASS, NIXON & KENNEDY, INC. Page 14
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
/
130
,
120=
110 -•� .'
100
90
80.
70. /
0 60= '
L '
50: /
40.
30' .'
20_' .'
Pond 1 P: 90% TSS WETPOND
Hydrocdraph
I 1
I I I I I
1 I I I I 1 1
1 1
1 I I 1 1 I I
■ Inflow
- - -' --- '---- '-- - -' - -- ' -
El Outflow
I 1 1 I I
Inflow Area =1.5.4;.46
■ Primary
19 20
_ _I -ate _
El Secondary
I I I 1 1 I
; ;
1 I I 1 I I I
- -; - - -� Peak -EIeV =379:05' -
- - -; - - - ; - - - ; - --; - - - - - - -
-
I I i I 1
I I I I I I
- - -1 - -- - -- - -- - -- - - -�-
1 1 1 I I 1
I I
- -- --- St6tago=109;826-;cf -
1
1 1
!
-- -' - - -'
- - - -- -I - - -�
I I I 1 I 82.18 cf'
I I I 1 I I I
L-- _ L --- L _ _ _ L - _ _ L- _ _ L
I
--- L --- L --- L _ _ _ L _ _ _ L - _ _ L - _ _
1 I 1 I I I
--- r--- r------ r-- -r - - -r
I I I 1 I I I
---r---r---r---,----r---r---r---
1 1 I 1 I I
I I I I I 11
L
I 1 1 1 I I
I I I 1 1 I I
I I I I I
-
-- r' - - r - - - r---r- 58.45c {y
I 1 1 1 I 1 I
-'-r---r---r---r---r---r---r---
I I I 1 I I I
I I I 1 I
L_ _ _ L _ _ _ L _ _ _
1 I I I I I
I I I I 1 I I
I I I I I I 1
I I 1 1 I 1
I 1 I I I I
I I I 1 1
I
I I I 1 1
I I I 1
I I 1 1 I I
5 0 7 0 9 10 11 12
Time (horn's)
14
15
16
'17
3
19 20

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type// 24 -hr 100 -YR Rainfall= 8.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 15
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
Subcatchment IS: TO BASIN
Runoff = 156.82 cfs @ 11.96 hrs, Volume= 7.643 af, Depth> 5.94"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -YR Rainfall = 8.00"
Area (sf) CN Description
322,680
74
On >75% Grass cover, Good, HSG C
9,306
74
Off >75% Grass cover, Good, HSG C
332,527
98
On Paved parking & roofs
8,335
98
Off Paved parking & roofs
672,848
86
Weighted Average
331,986
140-:'
Pervious Area
340,862
Impervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 MIN
Subcatchment 1S: TO BASIN
Hydrograph
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
170:
160-
'
I I I I I I I I 1 I I I I I
1 1
6- .8 2
u1 I 1--
- -- - -- -- - - -
--I -!' e 0
---- -- --- -- ----
❑ RUlloff
- -_- --
-:
150
' i," -
_
I � -.=-0-
�I 1 � - - 'I -- - ---- -- I 1 1 --C - -R
- i
--
1
---
_
I I I
I I I 1
4 Rai nfall- 0R "
140-:'
----- --- 1'I -------- -5
- 1 - r r - - - r - -- -
130
,
.
I I
- ; I - - - - - - - - - - --I ; - - - ;I -
, ; I R-u- u-n1 o-ff- f'lI ir-l�I a- sa- f
---I , ---I ; ;o� I
--- -
1207 =
- I6S
- - - - -- - 1 - - - ---- - - - - II -- -- ---, -- I - -m�- --44- - -
�1
" �I
-Al-o-
-- - --
110 =
,
'
RI
1 I I
u O� ��-7�-- 3�-a
f-
- ----
- - - - - - - o- f I —
, o D- °° -
p- th6t1 4If01I
n-------
90"
-
1 --
LL100: 7
80
h5-
1 � -�e,I C 9�. -
--R-u--
I
70 .
1�I
-------- - L
60-
-j- L - - - - - - -� -- - - - - -� - --- s--- -I -- - -' I- - - - - -- '-- - - - - --
I
50-
1 1 I I I I I 1 I 1 I I
407
1 I I I 1 I I 1 I I
30 -
"'
I 1 I I 1 I 1 I 1 1 I I I
I I
•'
20 ="
I I I I I 1 I I 1
-- - - - - -� ---- ' - - - -� -- - - - - -� -----'--------'----s----I-----'----
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

R:\2012- 03jobs \l219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
MaF - WETPOND ROUTING Type 11 24 -hr 100 -YR Rainfall = 8.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 16
HydroCADO 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
Pond 1 P: 90% TSS WETPOND
[82] Warning: Early inflow requires earlier time span
Inflow Area = 15.446 ac, Inflow Depth > 5.94" for 100 -YR event
Inflow = 156.82 cfs @ 11.96 hrs, Volume= 7.643 of
Outflow = 141.63 cfs @ 12.01 hrs, Volume= 6.399 af, Atten= 10 %, Lag= 2.8 min
Primary = 23.94 cfs @ 12.01 hrs, Volume= 4.767 of
Secondary = 117.69 cfs @ 12.01 hrs, Volume= 1.632 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 379.36'@ 12.01 hrs Surf.Area= 27,027 sf Storage= 118,049 cf
Plug -Flow detention time= 92.5 min calculated for 6.398 of (84% of inflow)
Center -of -Mass det. time= 44.1 min ( 795.7 - 751.6 )
Volume Invert Avail Storage Storage Description
#1 374.00' 147,067 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
374.00 16,500 0 0
374.50 18,250 8,688 8,688
375.00 19,000 9,313 18,000
376.00 20,740 19,870 37,870
377.00 22,540 21,640 59,510
378.00 24,400 23,470 82,980
379.00 26,320 25,360 108,340
380.00 28,310 27,315 135,655
380.40 28,750 11,412 147,067
Device Routing Invert Outlet Devices
#1 Primary 365.90' 15.0" x 79.9' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 360.00' S= 0.0738'/' Cc= 0.900 n= 0.013
#2 Device 1 376.65' 48.0" Horiz. Standpipe Limited to weir flow C= 0.600
#3 Device 1 374.00' 2.5" Vert. Orifice C= 0.600
#4 Secondary 378.55' 50.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max =23.93 cfs @ 12.01 hrs HW= 379.33' (Free Discharge)
't-17-Culvert (Barrel Controls 23.93 cfs @ 19.50 fps)
=Standpipe (Passes < 99.08 cfs potential flow)
3 Orifice (Passes < 0.38 cfs potential flow)
Secondary OutFlow Max = 112.78 cfs @ 12.01 hrs HW= 379.33' (Free Discharge)
't4= Sharp- Crested Rectangular Weir (Weir Controls 112.78 cfs @ 2.89 fps)

R:\2012- 03jobs \1219100R - Wilson Road \Calculations \05 Detention\ The Woods at Fairbanks
tWaF - WETPOND ROUTING Type 11 24 -hr 100 -YR Rainfall= 8.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 17
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 10/14/2013 1:16:02 PM
Pond 1P: 90% TSS WETPOND
Hydrograph
1
I 1 I
.---- r--- r--- r--- r--- r--- r---
r--- r-- -r - - -r ---r---r---r---r---
■ Inflow
--- r--- r--- r--- r - - -r --
158.82 cfs
--- r--- r--- r--- r--- r--- r- - -r - --
13 Outflow
' .' --- r--- r--- r---r---r -- -r-
, , I I I I ,
-- r r -1-5-4 -
`dc
■Primary
'
I nfIdW I refa- .
0 Secondary
170 =. - - -i --- , - - - -i - - -� -- -� - - -, -,
- - -i -,1 , -- - - -i - - , - - - -i _
- ' 141.63 Us
I 1 1 I
- --r Peak-Elev-r379-.36--
160= --- ,---- ,---- ,---- ,- - - -,--
� I
1
--- -� -- - - - -� --- - - - -� - - -�
150- . ' • ' I I I I I
r 1 I =
- -� - - -L - - -L - - -L - - -L - - -L _
- - - - -&toi ago_ =_1' - 8.,949 1, -
140 -" -- - -
,' ,' ''---L---L -- -L--- L-- -� ---I
---L---L---L---L---L---L---L---
130- I_L I
---- L - - - L - - - L - - -L- 117.G9c1s
- -- _L___L___L_______L_--
-
120 ='
'
: / , ----L --- L --- L --- L --- L -
_ _ _ L _ _ _ L _ _ _ L---L _ _ _ L --- L _ - _ L ---
110 - ,' ,' , I 1 1 I 1 i ��
I I 1 1 I 1 I
L___L___ L___L
100-:, ,
.-. ' ' ' ,---- 1'-- -I------- r'- - -1- -
----- 1'--- F--- F--- �'----- -1- - --
90-
O 80' ,
70-
50= ',, ---- r--- r--- r- - -r - -- ��
c--r---r---r---r---r---r---r-
,
40 =' --- r--- r--- r-- -r - - -1 cfs I % >i/ \ -I - -. .L. -r---r---r---r---r---
1 I
30c' ,'','
20: '
109
i
i.. i
r13
SIT
5 6 7 a 9 10 11 12
14 15 16 17 18 19 20
Time (hours)

AMMI
NCDENR
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ii/) must be printed, filled out and submitted along with all of life required Infornfallon.
I. PROJECT INFORMATION
Project name The Woods at Fairbanks
Contact person Danny Howell, PE
Phone number (919) 851 -4422
Date 9/27/2013
Drainage area number 2
(to be provided by D14/Q)
o�OF W A T�c9QG
�i
o
II. DESIGN INFORMATION
Site Characteristics
y (Y or N)
Drainage area
672,840 fie
Impervious area, post - development
340,062 fie
%impervious
50.66 %
Design rainfall depth
1.5111
Storage Volume: Non -SA Waters
Minimum volume required fe
Volume provided to
Storage Volume: SA Waters
1.5' runoff volume 42,552 fl'
Pre - development 1 -yr, 24 -hr runoff 44,910 ft'
Post - development 1 -yr, 24 -hr runoff 100,041 ff'
Minimum volume required 55,931 ft'
Volume provided 55,950 If
Peak Flow Calculations
Is file pre /post control of the lyr 24hr storms peals flow required?
y (Y or N)
1 -yr, 24 -hr rainfall depth
3.0 in
Rational C, pre - development
n/a (unitless)
Rational C, post - development
n/a (unitless)
Rainfall Intensity: l -yr, 24 -hr storm
n/a in/hr OK
Pre - development 1 -yr, 24 -1u peals flow
16.40 fl' /sec
Post - development 1 -yr, 24 -11r peak flow
52.25 fe /sec
Pre /Post'l -yr, 24 -hr peals flow control
35.05 ft' /sec
Elevations
Temporary pool elevation
376.22 fmsl
Permanent pool elevation
374.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
374.00 fmsl
Top of 10ft vegetated shelf elevation
374.50 fmsl
Bottom of 10ft vegetated shelf elevation
373.50 fnisl
Sediment cleanout, top elevation (bottom of pond)
366.00 fnisl
Sediment cleanout, bottom elevation
365.00 fnisl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state- required temp. pool?
y (Y or N)
Elevation of the lop of the additional volume
376.2 fmsl OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18112 Parts I. & II. Design summary, Page 1 of 2

Permit
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool
128,000 fe
3 :1
Area REQUIRED, permanent pool
16,485 fe
SAIDA ratio
2.45 (unilless)
Vegetated shelf width
Area PROVIDED, permanent pool, A „,„_,w
16,500 ill
OK
Area, bottom of 10ft vegetated shelf, Abq rnEn
14,320 fe
3 :1
Area, sediment cleanoul, lop elevation (bottom of pond), Ab,4_.j
6,590 ill
Volumes
OK
Trash rack for overflow & orifice?
Volume, temporary pool
55,950 f('
01(
Volume, permanent pool, V,m_p”
88,798 ft'
1.0 ft
Volume, forebay (sum of forebays if more than one forebay)
10,480 fi'
N
Forebay % of permanent pool volume
20.8% %
0K
SAIDA Table Data
(Y or N)
OK
Design TSS removal
90 %
(Y or N)
Coastal SAIDA Table Used?
N (Y or N)
Gale Valve
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.45 (unilless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
N (Y or N)
Volume, permanent pool, VP,._,m
88,798 fly
Area provided, permanent pool, A,,-Pw
16,500 its
Average depth calculated
5.21 it
OK
Average depth used in SAIDA, d,y, (Round to nearest 0.5f1)
5.2 ft
0K
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Ape,n_j�d
16,500 ftZ
Area, bottom of 10ft vegetated shelf, Aw sh,41
14,320 fe
Area, sediment cleanoul, lop elevation (bottom of pond), Am_,„ a
6,590 fe
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
7.50 it
Average depth calculated
5.21 It
0K
Average depth used In SAIDA, d,,, (Round to down to nearest 0.58)
5.2 It
0K
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.50 In
Area of orifice (if -non- circular)
In'
Coefficient of discharge (Cu)
0.60 (unilless)
Driving head (H ")
2.25 it
Drawdown through weir?
N (Y or N)
Weir type
(unilless)
Coefficient of discharge (C,,,)
(unilless)
Length of weir (L)
ft
Driving head (H)
it
Pre - development 1 -yr, 24 -hr peak flow
16.40 ft' /sec
Post- development 1 -yr, 24 -hr peak flow
54.74 ft'lsec
Storage volume discharge rate (through discharge orifice or weir)
0.14 ft'/sec
Storage volume drawdown time
3.46 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
0K
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 it
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
3.0 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filler provided?
N
(Y or N)
OK
Recorded drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Gale Valve
(/o be provided by D14/Q)
Form SW401 -Wet Detention Basin- Rev.9- 4 /1e /12 Paris I. & 11. Design Summary, Page 2 of 2

MAPS
EXISTING DRAINAGE AREA MAP
PROPOSED DRAINAGE AREA MAP
WAKE COUNTY SOILS MAP
USGS QUAD MAP
FEMA FIRM MAP
The Woods at Fairbanks November 12 2013

lil, l,�+nlu ")IM -1y, rl0101I c;AN01114n ;iiu'I'r rnimjlld? /IJi 1
(luinc silr.ul :friJ
glll I � I ,.• 1 �
' � J i r 'III: , 1 1 . �,1 1 I " ! � •'' ' ,
i ' ! .III •. , ,, 1
\ I I A r
• t 1 ' I' i 1 �I ' I In t I `r (I r r 1 i Illnr r I! .
RII 1.11�� �, � , iI 11, ,1 . \'I •1 J'',r ,' I •' rl I
•' � '1 1y ' I II I 1 ' I 141 I'. !' t • { � '} ,, r „1
„1 ''A r„ I 1 r:u + / II ! ''+ ,I '� � Liili tl+, ,'t''' t •I '- '1 I 1.I I '•�
i ` II j I,:t•u:' / i 'i J I f 1� I t
Ij. .1 } rill I I ,, Ir /j, `'.111 •,�� /I JI 1 'r 1 ll I �r��ll
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WllnoiI I\1o;t(I t;I11)(11 :;lolI 1)():;illn(:d I1y: I :11my I lowoll, IV. I l;ti( /.3'I /,W
I.uc; Ohl I: 'Ittl)o Wilso11 Ito; 1(i (:II(:c:kc:cl I ltir, I >;uu►y I lovtiaal, I'I: I);If(:: 11111 /'I v.
(Alock oll(): v� ('I'cl:;c:Ilf I)clVololl( :d
(Aloc;l(ofl(:: V To I., 1111- olifIli ;;IIIrll'(t;l I'( ►)1!I
NO 'l1:;;; !ol'rls 111011y rls 14110 solj►nc;► ►Is 1!014/ 1.)i1)0 c;;U►1>c� ►1:;0(11'0►' or►rl► t'v0►ks41a:l, 111011do n map, sr;11c;►►►.►Ik;,
or dos01-1141o►► 0l'1lot4�;;c:(/nl(:►►1
t;llec;t How (Al)l►IIc�Ibln to •1'„ only) -
- - -- —
I. thU'r;(co closcrlpllon (•Pablo 3.d) ................. ....................I.......... Woods (I.)
1. M(.trltlitic)':� rouljhru:;;:, WWII! , II ('I'ahlc► ;1••'I) .............................. (lAO
;1. I•low k:nclll1, 1-. (lolnI I. ; -100 It) ............... ............................... ft IUO
'1'wo••ycau• rafrtfall, I' z .................................................. in ;1.c1
...............
6, hand (;lop(-)... ........................................ ...............................
( >, 'I'i ::!).0() (III.) o.o c ,on►ptIle) 'I'( ..........................
,jlj tllcw (;oitcch -clod How
Y. ,;nrlace closcripllon (paved or IIl•Ipaved) .... ...............................
11. Flow 101101, I ........................................... ............................... It
9. WWel'coul'SO slope, s ............................ ............................... fi /fl
-I O. nvarugo velocity, V O'Iflure ,t•• I) ........... ............................... Ph; —
I'l.'II L. (;omplllo'I'( .........................Iu' - --
3(:Oo V
(;halmal Flow. segment IF) I -- - —L— -
/.. Qoss secllonctl flo Ilion, a ................ I...............1..... ft,
Welled porirrlolel', Pv, .......................... ............................... fl
-14. I lydn-11111c I"Idlus, r • ,a, 00111 auto r ... ft
I'\•,
•16. Channel ;lapel . :: ............................. ...............................
'IO. Nlannirlg' "; I\1ouc)hrtess Ooeff., n ..... . ...... ... I ..... ... ... .,....,,,,..,..,.
-17. V 'IMO x213 0112. (;omp(lte V ...................... IIh;
rl
111. Flow 1(-,11 1111, I ........................................ ...............................
conlpu10 '1' . ..... ............................... nr
;;(u►O v
>O. W,Itersl►c:d or s(Ibnra;l'I'„ or 'I', (a(Icl 'I'( in ;;lc:p;; cV, -1'I, mid 'Il)
:: I (),:",I
--
0,061l - -- - --
11.8 - -- - - - -
"1611 I _
.............................. ........................... III' I o, I

II. :;. In lanlun l l (,I Allll4.nllnn,
HoI111.11 1h" Auer , C(,1v; 1141lhl1:;I'Ivl(.0
11. 1 111 1 )..111
I vil'I
(I:• ��� Il�fc)v It! .I(r.( >i.:(: hiII,w e1; 11h 0,,;) e11,'Ii,G;Mt:1 hllIIc (q,)
I'rnlcrl: Wil:;oll kond ,;IIII(IIvlslon I )el:lltlnc:el H\,/: I I ):t111ly I hmill, 1'I: 1);11e1: '12/3.1/'12
I.elr,;liloll; .1 GOO Wil.;ol► kond (;luu:kod Ity:,1)'11Illy I lowdl, I'I:
( :I1(:(;k ollo: `, Ilro:;r11i1.
( J lowk of io: V/ .I.e: .I.I
11Ir )lull) :;1111;II'rtl
NO'11:,�: . �l7tu;r►1'W n' s 111ru►,►i 118 1) //)0 WHI be; 11SOd /br a►url►1•Vo►ktil►c:uf, h)cl►uto n mop, schonI,►flo,
01' rloscl11*00 of 1/01•v sr;�111►r:nts.
1, mt How (Appllcnblo to'f'u only)
I.
81111"'tco IIoi;cl'IpIhI1 ('I "Iblo 3••'1) .... . ... ......... ......... I .......... I ...... I'll
2. m"ImIllm's ronclhlu:.;:; cooff., It (TrIblo 3--.1) .............................
;t. Flow Ic:Ilc,111t, I. (tolsll I. '10011) .............. ........ .......I................ it
�L '114u1••yo�u' 2�1 Ito►u' r�lh'tl'all, I', .................. it l
1i I.c11ld :;lope; s ......... ............................... II /II
(t, 'I'►
::!),00Y (Ill.) -O,ll Complllo '11 hr
`-3hcdlow conceir"Iled [ "low )c:f)mor►t II )
Y, surface doscl'Ipllon (paved or ullpavc;(l) .... ...............................
It. Flow 10110111, I ........................................... ............................... fl
0. Watel'COtJrsc slopo, s ............................ ............................... II /fl
10, nverago velorily, V (I Icµu'e a•• I) ........... ............................... fl/.;
•I
A', 1 (;omprlto 'I't ......................... hr
13600 V
C;hrqllllel I :I0W 8ogillonl II )
ue ...... Il. (toss sc;cllonul Iov II'
•ict. Welled perin►olel', PW ....... .................................
tl
ICI. I lych'aullc radius, r a, con.►pule: r ... ft
f',.r
'I(i. (Alannel slope, s ............................. ............................... II /(l
*16, KIIIIIII-Ig's I�otlghnes Goo(f., rt ,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,
V/. V:: 'IAD 1,21:1.112 Coolpt11c1 V ll /:;
II
'111. 1:10W Ic;11c)Ill, I ........................................ ............................... fl
'10. 'I't :: 1. Comp( Ilo '1't ..... .........1,.................... Ill'
;3600 V
2.0. 0.1I01'shod or s111mros►'1'„ or'I't (acicl 'I't in slops G, 9'I, ;Intl 19,
Woad:; (I)
0.110
'100
:t,(;
0,0116
0, .19
20.0
0,11:113
— 0.1u;_
G,()
-
1,098
- (1.(Ni I
11,O!i I
.....1►I' � 3).2,1.

I),s, Orimilim:0 of A1III:.IIlllllo
Fbillll'+il ( {caollL:o: 1:o11rrlv:111oll: ;clvlcn
I I I IIR ;.!111
1 11;11111
.Ik", !i!; W(c11h:;lwol::3: Ti11W Ili I:c 1:16rdifll0 (11) mb',;vltl Ant. (41)
I'rr*!( :I: WIIsoll Iron I i;IIh(Iivlsioll I);1111Ind Ily; 1) ;uuIy I hvdl,ll, 1'I
I. w;III()II: I(1(1(1 Wilson l\10 ;Id (;Iloc:kc:Il Ily; I):uuiy l 1()vd101, 1'I:
;I lock of lo: 1.f I'ro:;c a It I )ovolol o
Clloc:k olio: ✓ ,I.): .1.1 11Irol11J1 l 8111)(11o'I.I'(, #3
NO TVS: ;,pwo !o►' lls 111111)y "Is 11,110 mm ho ►IswN'ol' omd) Ivolkshool, 1►►rlUclo rl n►rlh, schr:►llrlllo,
o1•rloscriptio1► of flow sey a lds.
shc:c Flow (/�ppllcMAL, to 'I'o oily)
'Oflin :1'It II )
-I, Thrill'; doscripilon ('I'(IL)lo :1 1) .................
2. M-11-111111o's I'olmhnoss coeff,, n ('I'rlhlo :34)
:I, I -lowlencill), I. (told) I. ,100 fl) .............. ............................... fl
4, 'I'Wo••yeal' ;�lI- hour ralnl��ll, I), ................... ............................... in
itI And slopo, :; ........................................ ............................... 11111.
G. 'I', :T 0,007 (nl.) RO. ( :oln )ulo I' 111'
I , fRD Al
shallow Concelratod Flow ,�edn'ICnI II )
7. 8111.8 co closcripiion (paved or unpaved) .... ...............................
11. I--low !0110!!'1, L . ........... ............................... it
itWomowne SWIM, s ,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,I ..... I.................. fl /f1.
At Avem9a v0locity, V (I gwv ;I•••I) ........... ............................... fl/s,
1 "I. I 1 , Complllc:.1.1 ......................... hr
SOOO V
1I.-i nel Flow segment II )
'12., cross secll mw How'll'oa, a ................ ............................... fl'
9,3. Wolled perimeter, I 1 .......................... fl
14. Hyclraullc radius, I- � Q, Compute r ,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, f1.
I -''v,
'15. Ch"1111101 8!010, s ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, fl /It
IO, fvlonninct's lionahnoss CoeQ n ............. ...............................
V:: 1.419 r' ►'` S112 ('om )uto V
11
11;, glow Ic:l'Ic1t11. I ........................................ ............................... It
1`I, II ._I. - - -• compu1.o' I'1 ... ..... ........ ....................
Iu'
:3(iO(1 V
�o, VI / :Ilol'shc:d 11101 11 (.-Idd ' I.1 Instep!; c1, -1.1,:111;1 '1')
Wood:. (I.)
0,110
'1 Ou
:1.(1
It
I).J :I
,...,,.....Iii'