SW7100908_HISTORICAL FILE_20100921

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW_�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYM M D D

STORM WATER MANAGEMENT
NARRATIVE
FOR
EXPRESS
SEP 212010 Eastern Pride, Inc.
NC ®ENR Family Dollar
WASHINGTON, NC
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9/! 4 logo
PREPARED BY:
PAMLICO ENGINEERING SERVICES, PLLC
128 ABBEY LANE
WASHINGTON, NC 27889
252.945.2983

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Family Dollar
Washington, North Carolina
Storm Water Management Plan
LOCATION:
This site is located on the corner of Bonner Street and US Hwy 264, John Small Ave.
Washington, Beaufort County, North Carolina. The site is currently an open grass field
with one building and a concrete pad.
DESCRIPTION:
The site is currently a vacant field with a few trees and a concrete slab. The project shall
not change the existing drainage pattern for the site.
EXISTING DRAINAGE PATTERNS:
Currently there are no offsite drainage structures around this project site. The site sheet
drains from the corner of Bonner and John Small Ave toward Jacks Creek. This is in the
general south east direction. There are no riparian buffers on this project area.
PROPOSED PROJECT:
This project will consist of stripping the site and grading the existing lot for construction
of the building facility. All drainage shall continue in the same manner as was before
construction. All drainage of the site is being treated through a proposed bio retention
grass Swale. With the infiltration rates of the existing insitu soils it was determined to
allow both the design storm for water quality as well as quantity be infiltrated and
therefore no additional runoff will be produced by the project development.
Storm Water Management
Runoff from the site shall be treated through grass swales, concrete flumes and into one
bio retention cell to treat the design storm event. It has been determined by the soils
report the seasonal high water table is approximately 70 inches below the existing
ground. With this information we were able to provide the required 2' separation
between the bottom of the bio retention cell and the SHWT. Also the soil material at this
location has an infiltration rate of at least 22"/hour. The ponds volume has been designed
to treat the 1.5" rainfall, 3997 cf, and draw this volume down as required by the
regulations. This volume was calculated using the simple method and is included in the
documents. The volume of storage which is needed to be detained to meet the city's
requirements for peak and post flow is 4912 cf based on pre and post development runoff

calculations. The additional runoff which is to be detained for the peak runoff detention
shall be stored in the grassed swales. The system has been designed for no discharge to
leave the site during design rain fall events. The one year pre development flow has been
calculated using the small watershed method. Attached are the calculations giving the
exact figures for all of the volumes.
The Charlotte Mecklenburg Design calculation method was used in design of the bio
retention cell. The one year and ten year inflow hydrographs were routed through the bio
retention cell using the spread sheets provided by Dr. Bill Hunt. All of the input data has
been shown and the inflow hydrographs for the 1 and 10 year events have been included.
Since the existing soils material is able to drawdown the cell no under drain is being used
for this site.
The overflow weir for the bio retention area has been placed so the water quality volume
as well as the additional volume for post development runoff. This elevation is set at
6.39' based on the depth of water in the bio retention cell during the 1 yr 24 hr event.
Any storm event producing water to exceed this depth will overflow the site and sheet
flow across the existing property as it has flowed prior to development.
Engineers Certification
1, Marie U. Peedin, PF, do hereby sign this certification stating the design of this drainage
system for the Family Dollar Store Washington is in compliance with the City of
Washington's stormwater management ordinance. This design is also in compliance with
the Tar Pam Nutrient Reduction Laws. I also assure the installed system will meet design
specifications upon initial operation of the system once the project is complete and the
entire drainage area is stabilized.
SEAL
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Sep 01 10 11:35a Fred Smith
252-459-7798 p.1
FRED D. SMITH SOIL CONSULTING, INC.
September 1, 2010
Mr. Selden Taylor
Stocks and Taylor Construction
PO Box 2147
Washington, NC 27.889
Subject: Report of a Soil Evaluation for Stormwater Treatment Ponds
Family Dolly Site
Washington, NC
Dear Mr. Taylor,
EXPRESS
SEP 21 2010
NC DENR
This letter concerns the soil evaluation and soil permeability testing I performed at the above
mentioned site. You authorized me to perform a soil evaluation of the native soils on the site.
Specifically, you wanted to know the depth to the `seasonal high water table' and in -situ soil
permeabilities of soil layers to design stormwater infiltration ponds at the site ( 15A NCAC 02H
.1008 (d)) . You met me at the site and showed me the area and depths of the expected
stormwater design.
My work consisted of hand auger borings to observe and describe physical properties such as
texture, color, structure, consistency, depth to seasonal (or perched) groundwater, parent
material, and restrictive horizons. The borings were advanced into the desired test depth. One
boring was advanced to the depth of groundwater.
The Aardvark Soil Permeameter was used to obtain constant head in -situ permeability values.
The test holes were allowed to soak so that the soil pores were saturated around the boring. The
result is a saturated hydraulic conductivity of the soil layer at that depth in inches per hour
(in/h). The results of the testing are shown on the attached Aardvark forms for two tests.
Soil Descriptions
Horizon
Depth
Texture I
Color, consistency, structure, etc.
inches
A
0-13
Loamy sand
Reddish brown 5YR 5/3 friable, granufar
E
13-24
Loamy sand
Strong brown 7.5YR 5/6 very friable, granular
Bt
24.40
Light sandy clay loam
Strong brown (7.5YR 518) friable, weak sub.
blocky
B3
40-44
Sandy loam
Reddish yellow (7.5YR 6/8) very friable, weak
granular
C
44-58
Loamy sand
Reddish yellow (7.5YR 716) very friable to
loose granular
C2
58-70
Loamy sand
Reddish yellow (7.5YR 716) with whitish streaks
of 72
C3
70.78
Sandy clay loam
Light yellowish brown and light gray (IOYR 6/4
wisand loam lenses '
and IOYR 7/1) we; friable, massive
u ne sou descriptions are m USUA terms such as sandy loam etc. Colors are denoted using a
Munsell Soil Color Chart.
QViLMVIObile (252) 908a369-Fax (2S2) 459.7798
Post Office Box 1175—Nashville, Nato Carolina 27856

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Sep 01 10 11:35a Fred Smith 252.459-7-19t3 p.[
Conclusions
Free water was found at a depth of about 78 inches beneath the surface.
The C2 horizon is loamy sand that generally contains bright yellow colors that show evidence
of streaking in the sands. Streaking is normally considered to be caused by rapid water
movement, not static water.
The seasonal high groundwater table probably lies just above the static groundwater table at a
depth of 70 inches.
The average permeability of the upper C horizon ai a depth of 48 inches below the surface was
measured to be 56 inches per hoe. The average permeability of the lower Bt horizon at a depth
of 38 inches below the surface was nwasured to be 22 inches per hour_ The individual results
are found on each Aardvark form.
I appreciate the opportunity to work with you on this project Please contact me if you have
questions or need additional information.
9)9dially,
Fred D. Smith
Licensed Soil Scientist

Percolation or Ksat Rates using Aardvark Soil Permeameter
Perc Rate: min/in
Ksat: 561n1h
LR: gdsf
Site: FAMILY DOLLAR
Date: 8I3112010 Operator: FOS Boring Number:
Soil Series: UNKNOWN Soil Horizon: C Boring Depth (In) i 48
Diameter of Hole(in): 3 Water Column Height (in): 0 Head Conversion Factor (HCF): 5
Boring Conversion Factor BCF : 2. Design Loading Rate a Kast 14.9a'eafety factor of 0.05 to 0.5 system dependent
Boring Conversion actor (B ) _ (rad)squarecl/5.05 for Aardvark eservo r
BCF of 4 in auger is 4.25 in diameter boring = 1
BCF of 3.25 In auger Is 3.6 In diameter boring = 1.65
BCF of 2.75 In auger Is 3.0 In diameter boring = 2.25
Head Conversion Factor (HCF) = Water Column HI Inches 18 inches, or Htcm/15cm
Example is 3.5in boring with 7 in water column in boring, 0.5 in head drop over 45 minutes
in a structuredclay loam soil
F Value (Radcliffe and West, 0
Borehole diameter
Texture
3.5 in
1 4.0 in
3.0 in
Sands
0.107
0.124
0.09
Structured foams and clays
0.082
0.096
0.068
Unstructured
looms and clay
0.048
0.067
0.041
Time TO
Time x
nme
Hours
Reservoir
Reservoir
Reservoir
Percolation
BCF
lHCF I
Percolation
F value
Ksot
Design Loading
2400 hours
2400 hours
Elapsed
Elapsed
Reading, in
Reading In
Change
Rate minlin
Rate
from table
= F 11P
Rate Qdsf
ti
t+1
tN1)•ti
dtleominthr
hi
h+1
h+1 hl
dtldh
Adjusted
with a 0.10
dt
dh
P'HCFyBCF
Safety Factor
initial
next
initial
neat
P
A P
of Kest
min
hr
In
in
In
minlin
minlin
In/hr
daf
Example 0 : 0
8:43
45
0.75
14.5
14
0.5
90
1. 5
1.17
0.082
0.08
0.12
0
0
7.5
7.5
0
2.25
0.5
0
0.09
0.00
1
0.016667-
7.5
4,8
2.7
0.37037037
2.25
0.5
0
0.09
65.61
0.00
1
0.0166 7
4.
2.
2.1
0.476190476
2.25
0.5
0
0.09
51.03
0.00
1
0.016667
2.1
0
2.1
0,476190476
.25
0.5
0.09
51.03
0.00
0
0
0
2.25
0.5
0
0.09
0.00
0
0
2.25
0.5
0
0.0
0.00
0
_ _ _ _
_
0 -
2.25
0.5
0-
0,09
0.00
-
0
2.25
0.
0
.0
0.00
0
2.25
0.5
0
0.09
0.00
STEADY STATE ARITHMETIC
AVERAGE
of last 3 readings 2.25.5
::GI:
0.09
Pedon Description
Depth
lHorIzon
Color
Texture
Structure
Horizon Notes
Site Notes:

_
r,

Percolation or Ksat Rates using Aardvark Soil Permeameter
Perc Rate: min/in
Ksat: 221N/H
LR: gdsf
its: FAMILY DOLLAR
Date: 813112010 Operator: FDS Boring Number. 10=1
Soil Series: UNKNOWN Soli Horizon: C Boring Depth (in) : i 38
Diameter of Hole(in): 3 Water Column Height (in): O Head Conversion Factor (HCF): 1 0.5
Boring Conversion Factor BCF ; Deal n Leadin Rate - KsaN14.e0"safety factor of 0.03 to 0.8 system dependent
Borng onversion Fac or C = ra squared! . or a vark Reservoir
BCF of 4 in auger is 4.25 in diameter boring = 1
BCF of 3.25 in auger Is 3.5 in diameter boring = 1.65
BCF of 2.75 In auger Is 3.0 In diameter boring = 2.25
Head Conversion Factor (HCF) = Water Column Ht Inches /6 inches, or Htcm/15cm
Example Is 3.5in boring with 7 In water column in boring, 0.5 in head drop over 46 minutes
in a Structured ed clay loam soil
a ue adclt a an est, 2000)
Borehole diameter
Texture
3.6 in
4.0 in
3.0 in
Sands
0.107
0.124
0.09
Structured Ieams and clays
0.082
0.096
0.068
Unstructured
foams and clay
0.048
0.057
0.041
Time TO
Time x
Time
Hours
Reservoir
Reservoir
Reservoir
Pemolation
BGF
HCF
Percolation
F value
Keel
Design Loading
2400 hours
2400 hours
Elapsed
Elapsed
Reading, In
Reading In
Change
Rate (miMn)
Rate
from table
- F(1113)
Rate qdsf
d
t+1
tI+1)-tl
dV00minlhr
hl
h+1
(h+1)-hi
dt/dh
Adjusted
I
with a 0.10
dt
dh
P'HCF)/BCF
Safety Factor
Initial
next
Initial
next
P
Adj P
of Ksat
min
hr
In
In
in
mirth
minlin
in/hr
gdsf
Example 8:00
8:4
.75
14.
1
1.
1.17
64
0. 82
7077
0.12
1
0.016667
9.1
9.1
0
2.25
0.6
0.09
0.00
1
0. 8
7.9
3 33
2 2
5.5
0
0.09
29.16
0.00
9
6.5
4.5
0.22 222 22
2.25
5
0
0.09
109.35
0.00
7
6.5
.5
0.09
.87
0.00
5
5.
1
5
1
2.25
0.5
0
0.09
24.30
0.00
.5
0. 25
4.1
2.9
1.2
1 1.25
.25
0.5
0
0.
19.44
0.00
2.
5
1.4
11.071428571.12.251
0.5
-0
.0
- 22.68
0.00
1.5
1 0.025
1 1.5
1 0
1.5
1
2. 5
0.5
0
0.09
4.3
0,00
0
1
1
0
1 0.09
0.00
STEADY STATE ARITHMETIC
AVERAGE
of
last 3 readln s 2.25.5
3>a7:
0.09
:.3: Z
>:
Pedon Descri tion
Depth
JHorlzon
Color
Texture
Structure
Horizon Notes
Site Notes:

Sep 01 10 11:36a Fred Smith
252-459-7798 p.5
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Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Last Modified 911912010
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Famitv Dollar Washington
Date: 911912010
By: Pamlico Engineering Services, PLLC Checked By: Marie Peedin, PE
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre -development:
f(6) a
•.,,y..'-(7) ..
�T e of Land Cover
yp
, Area
S.M.SM.Formula
Average EMC
,a Column, t
, I-
Average FMC+,Column
"�-
4�•;
_ -. •.
.�
acres I'0:51+9.17:..-ofTN'm
L -
^.4
toLTP"m
2fc.3t6'
Transportation Impervious
1.31
2.60
0.34
0.19
0.02
Roof Impervious I -
1.31
1.95
0.00
0.11
0.00
Managed pervious
1.31
1.42
1.93
0.28
0.38
' lManaged�pervious
1.31
4.23
0.00
1.23
t Bind)^"^'"""^""`
0.00
Manned :pervious ` --t+w
1.31
2.04
0.00
0.62
0.00
(pasture) + t .,a I•
-_
'�,1Wooded pervious "`"'N
1.31
0.95
0.00
0.14
0.00
F.racUon Impen loos (1) `;a'�
0.09
t , e4
ri,{,'TN Loading
:l3oading
„ry
(lb/yr).=
2.27
/Yr),=
0.41
4
Total Areu ufDevelopment1 gj
L14
v
V
TN Fxp Coif.
TP Fip.Xoeff.
, Y+ni
1'99
0.36
Post -development:
.t(3)i, t
"'`
;If Type of Land Cover ,,,y, n
All
t,Area
S Mi+Formula
Average EMC•
' Column'
Average EMCt
u Column; "
•"
0.5I +9.11..""ofTN,in
L",.2:+3.^..4
:of,TP`m L,I'23"^6
�ransportat o impervious "I",
T
6.58
2.60
9.40
0.19
i
0.69
Roof Ira pervious
6.58
1.95
2*69
0.11
0.15
>_'". Managed pervmus d �
6.58
1.42
3.55
0.28
0.70
- Woodedpernons+ram .._
6.58
0.94
0.00
0.14
0.00
Fraction -I P)
0.67
�7 N Loading
-: Goading
,j-'-
14 4.� , w
,„-�s.�
yr� _
15.65
1.54
Td(al Area of Development = '
1.14
-
TN Fxp' Coeft
TP Exp Coeff.
a
13.73
s I. •.
1.35
Note: The nutrient loading goals are 4.0 Ib/ac/yr for 7N amd 0.4 Ib/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-developnient'IN and IT loadings after BMPs are, installed.

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort Cnnnties
Last Modified 5/23/03
BMP Removal Calculation Work.Sheet (Automated)
Project Name: Family dollar Washington
Date: 91192010
By: Pamlico F.nRmeerinp Services, PLLC Checked By:
More Pcedin, PB
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate
BMPs. The tables below allow
the development to be split into as many as fhree catchments, and can be copied for greater than three. N(YTE: Unless mnoff flowing
onto the development from ofl'site is routed separately around or duough the site, the offside catchment area draining in must be
included in the acreage values of the appropriate land uses) and treated.
> Above each table: Enter the catchment acreage in the lop green blank. Based on a comparison of
the post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0lb/ae/yr TN and 0.4 Ib/uc/yr TP,
select BMP(s) from the list for
heafiug lire cetichmenl runoff. Enter the chosen BMI'(s) nutrient removal taus in due green blanks.
Df more than one BMP is m be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchneut Tables: Enter the acres of each type of land cover in the green boxes. The, spreadsheet
will calculate all of the light blue
boxes. NOTE: Compare the'l'oml Catchment Acreage for the Development (final fable) to the value you established in the pre-BMP
worksheet tables, and also to the siltplans, for consistent'_ All of these values need to be the same
rF>»,i 'dx , +^i4 ry iMe.M1;r� 6 ,si .' i 4 r G'•^�
ti `n0
DestgStandard
rt
i
BMP ° "Wit Detection P nd - 25 40
NC BMP Manual
Nutrient , Stormwater Wetli nd% 1Y 40 35
NC BMP Manual
Sand Fitter: ar
Removal 35 45
NC 8MP Manuel
rya'-Baoreteatinn '�''T
Rates ,. 1 : ^r. 35 45
NC BMP Manual
t/,v y „Ir, nqP
.;.,Grass Svvnlesb• 20 20
NC BMP Manual
--Vegetated Ndfer Strip w/x
` Level S 'reader' 20 35
NC BMP Manual
i Sa./1a
1 ` Dry Detention 10 10
NC BMP Manual
Calchment 1:
Tool acreage of catchment l- Ield ac
Post BN1P's TN removal rate20 % First BMPs TP removal rate -
Second BMPs TN removal rate - 35 - % Second BMP's TP removal rate -
.;
45"'^"-
Third BMPs TN removal rule =0 % Third B1,IP's TP removal"'m,,`a
,�.,
TOTAL TN REMOVAL RATE = 48 % TOTAL TP REMOVAL RATE =
56
b�
pi la.(3) If
la "Y (q) n a,'
n "' (S)
Type of Land Corer
Catchment
S.M..Formula
'Nverage EMC;,
Column
F,MC
'Column
.';T"'+"
_ GNeren e 1
11.51"+'lie
^oG9'Y m 1
1TTvervge
9 2 3 4^
"of 1'P. m C,
2e3 •: ti
transportation impervious.'-'
"1,La ,i>CF 7frP^a9;v' df:L;"F:1..i
6.58
2.60
9.40
0.19
41.69
-rr y?R��mpenious
6.58
1.95
2.69
0.11
0.15
>--•ManugeJ pervmy nF2x.�
6.58
L42
2.61
LT y.
0.28
0.52
Woiided pervuousr° i-'+
6.58
0.94
0.00
0.14
0.00
1 6 r'
-a Area taken up by BMP �-
6.58
1.95
1.28
0.11
0.07
Fracbnm_Imprmous (1)
g67
_ `
Pre BMP TN
Pre-BMPTP
• , u ^ + 7 •r
,
d Ib/ r)„_,
16.00
-_ ..
1.43
1 1 , l
I ot., Nreu of Development
1.14
-----`
Pr�BA1P TN
14.03
Pro-BNIP,_T�P
^Tw .
Fx dirt Ib/ac/ r
p ( _ y)
ti .. _.
Lx- 1 (Ih/ac/yr)
1.25
'
`
_Post BMP.IjY
(Ib/yr)=
832
Post -BM 1. Tp
>=Load (Ib/yr)_
0.63
a,r-,,w7.;:"r^4a-*.^d1+r
'h
-�,-.,..-..�
= ..
"�""•':'L".,
Post BMPTN
care: ._.
730
SL Post BMP,TP
0.55
.
Export (Ib/adyr)
Esport`(Itile`dy`r)

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Weighted Average of Nutrient Loudinys from the Catchments:
Last Modified 5123/03
Catchment
Post BMI {
Post BMP ,i
t' Fps r
�Acrwgc
TN l.oadmg�
'DTP I oadmgj
Ib/acf r �,
-' Ib/nc/ r --
`,
Catchment 1:
1.14
7.30
0.55
t ° 'Catchment "`
2'`�,'
0.00
0.00
0.00
...r.. i c, i tr.,'-X'� " de.
n "'Catchment 3l<.' i+�: �"�'
41.00
0.00
0.00
TOrx FOR Dh VCLOPNIM
1.14
7.30
0.55
Note: The nutrient loading goals are 4.0 Ih/ac/yr for TN and 0.4 Ib/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc.
Pipe 1
Invert Elev Dn (ft) = 6.50
Pipe Length (ft) = 92.50
Slope (%)
= 0.18
Invert Elev Up (ft)
= 6.67
Rise (in)
= 12.0
Shape
= Cir
Span (in)
= 12.0
No. Barrels
= 1
n-Value
= 0.012
Inlet Edge
= Sq Edge
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 7.96
Top Width (ft) = 92.00
Crest Width (ft) = 100.00
Elev 011
8.00
7.50
7.00
6.50
<Name],
Friday, Sep 17 2010
Calculations
Qmin (cfs) = 1.79
Qmax (cfs) = 1.79
Tailwater Elev (ft) = 0.00
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
= 1.79
= 1.79
= 0.00
= 3.86
= 2.43
= 7.07
= 7.56
= 7.60
= 0.93
= Outlet Control
Hw Depth (it)
1.33
6.00
0 10 20
- Cc CuHert
,1U 4U bu bll N 8u 90
- HGL - Enbank
t :<
0.33
-0.17
-0.67
100 110 120 130 140
Reach (it)

Inlet Report
HydraOow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc.
CB 1
Combination Inlet
Location =
Sag
Curb Length (ft) =
3.00
Throat Height (in) =
6.00
Grate Area (sqft) =
6.00
Grate Width (ft) =
2.00
Grate Length (ft) =
3.00
Gutter
Slope, Sw (ft/ft)
= 0.050
Slope, Sx (ft/ft)
= 0.020
Local Depr (in)
= 0.50
Gutter Width (ft)
= 1.50
Gutter Slope (%)
= -0-
Gutter n-value
= -0-
M di ensions in feet
0.2
Calculations
Compute by:
Q (cfs)
Highlighted
Friday, Sep 17 2010
Known Q
= 1.79
Q Total (cfs) =
1.79
Q Capt (cfs) =
1.79
Q Bypass (cfs) =
-0-
Depth at Inlet (in) =
2.40
Efficiency (%) =
100
Gutter Spread (ft) =
7.92
Gutter Vel (ft/s) =
-0-
Bypass Spread (ft) =
-0-
Bypass Depth (in) =
-0-

�.
i -'
'
�` )�. .,

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO2009 by Autodesk, Inc
Swale 1
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 6.00
Slope (%)
= 0.50
N-Value
= 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 1.79
Elev (ft) Section
9.00
8.50
8.00
7.50
7.00
6.50
6.00
5.50
2 4 6
8
Reach (ft)
Friday, Sep 17 2010
Highlighted
Depth (ft)
= 0.63
Q (cfs)
= 1.790
Area (sqft)
= 1.19
Velocity (ft/s)
= 1.50
Wetted Perim (ft)
= 3.98
Crit Depth, Yc (ft)
= 0.47
Top Width (ft)
= 3.78
EGL (ft)
= 0.67
10 12 14
16
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50

}
\.
��/
a
1
.1 �
• �
%1
,�..-�,
�.
,

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc
Swale 2
Triangular
Side Slopes (z:1)
= 3.00, 5.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 6.00
Slope (%)
= 0.80
N-Value
= 0.030
Calculations
Compute by: Known Q
Known Q (cfs) = 3.60
Friday, Sep 17 2010
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 3.600
Area (sqft)
= 1.74
Velocity (ft/s)
= 2.07
Wetted Perim (ft)
= 5.45
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 5.28
EGL (ft)
= 0.73
Elev (ft) Section
9.00
8.50
8.00
7.50 40
7.00
6.50
6.00
5.50
2 4 6 8 10 12 14 16 18 20
Reach (ft)
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
_n �n

SECTION 02920
LAWNS AND GRASSES
PART GENERAL
1.01 SECTION INCLUDES
A. Work shall include, but not be limited to, the following:
I. Surface preparation of subsoil.
2. Placing topsoil.
3. Addition of lime and fertilizer.
4. Seeding.
5. Maintenance to produce a permanent stand of grass.
1.02 PAYMENT PROCEDURES
A. Base bid for the work on the specified quantities of lime, fertilizer, and seed. After
the speed soil tests have been made, Engineer may vary specified quantities.
Should the actual quantities applied in the field vary appreciably from those
specified, an adjustment in the contract price may be made.
1.03 REFERENCES
A. N.C. Department of Agriculture - NCDA
B. U.S. Department of Agriculture - USDA
1.04 PERFORMANCE REQUIREMENT
A. Grassed area shall be considered established when it presents a green appearance
from eye level 50 feet away and the grass is vigorous and growing well in each
square foot of seeded area. It is not required that the seeded area be thick and
heavy as an old established lawn.
B. Should the permanent seed not germinate and produce a strand of grass, reseed
affected areas until a permanent stand is established.
1.05 SUBMITTALS
A.. Not less than 6 weeks prior to seeding, obtain representative soil samples from
areas to be seeded and deliver the properly packaged samples with an information
sheet for each sample properly filled out to the Soils Division of the NC Department
of Agriculture or a private laboratory. Based on the test results, submit to the
Engineer a recommendation as to the quantity and type of lime, fertilizer and seed
for the area covered by the test.
1.06 QUALITY ASSURANCE
A. Quality of fertilizer, lime, and seed, and operations in connection with the furnishing
of this material, shall comply with the requirements of the N.C. Fertilizer, Lime and
Seed Law; and with the requirements of the rules and, regulations adopted by the
NC Department of Agriculture in accordance with the provisions of the said law.
B. Seed containers shall bear an official "Certified Seed" label as inspected by the N.C.
Crop Improvement Association.
C. Packages for soil conditioners and fertilizer shall bear manufacturer's guaranteed
analysis.
02920-1 Lawns & Grasses

D. Do not apply lime, fertilizer or seed in strong wind, when the soil is extremely wet, or
otherwise unworkable. No rolling shall be done if precipitation after seeding would
make the operation detrimental to the seed bed.
1.07 DELIVERY, STORAGE, AND PROTECTION
A. Deliver grass seed mixture in sealed containers showing percentage of seed mix,
year of production, net production, net weight, date of packaging, and location of
packaging.
B. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer.
1.08 MAINTENANCE SERVICE
A. Maintain seeded areas until grass is well established and exhibits a vigorous
growing condition for a minimum of two cuttings. Mow grass at regular intervals to a
maximum height of 3 inches. Hand clip where necessary.
B. Control growth of weeds. Apply herbicides in accordance with manufacturer's
instructions.
C. Water areas seeded between May 1 and July 15 at such intervals as to maintain the
seeded area in a moist condition until the grass is established and accepted by the
Engineer. Provide equipment to transport and distribute the water to the seeded
areas. Areas seeded between September 1 and November 1 need not be irrigated
beyond the initial watering specified above except that the Contractor may apply
water at his own discretion.
PART2 PRODUCTS
2.01 MATERIALS
A. Topsoil: Fertile, agricultural soil, typical for locality, capable of sustaining vigorous
plant growth, taken from drained site; free of subsoil, Gay or impurities, plants,
weeds, and roots; pH value of minimum 5.4 and maximum of 7.0.
B. Lime: Ground Dolomitic agricultural limestone, not less than 85 percent total
carbonates, ground so that 50 percent passes 100 mesh sieve and 90 percent
passes 30 mesh sieve. Coarser material will be acceptable, provided the specified
rates of application are increased proportionately on the basis of quantities passing
No. 100 mesh sieve.
C. Fertilizer. Mixed, commercial, fertilizer containing 10-10-10 percentages of available
nitrogen, phosphoric acid, and potash respectively, plus superphosphate with 20
percent P2O5 content. Fertilizer shall be dry, in granular (pellet) form, shall be
delivered to the site in the manufacturer's original bag or container which shall be
plainly marked as to formula.
D. Seed: Fresh seed guaranteed 95 percent pure with a minimum germination rate of
85 percent within one year of tests. Provide the following seed mixtures with lime
and fertilizer in disturbed areas including NCDOT Rights -of -Way:
Lawns & Grasses 02920-2 Job NO: Mo/Day/Yr

1. Temporary Seeding
Planting Dates
Grass Type
Pounds/Acre
Dec. 1 -Apr. 15
Rye (Grain)
120
Kobe Lespedeza
50
Apr. 15 - Aug. 15
German Millet
40
Aug. 15 - Dec, 1
Rye (Grain)
120
Lime
3,000
Fertilizer
10-10-10
800
Mulch
Straw
4,000
2. Permanent Seeding
Planting Dates
Grass Tvce
Pounds/Acre
Sept. 1 - Oct. 31
Tall Fescue
200
Rye (grain)
25
Lime
4,000
Fertilizer
10-10-10
1,000
Mulch
Straw
4,000
E. Matting / Erosion Control Fabric (ECF): Matting and ECF shall be heavy jute mesh
over mulch held in place by staples. Commercially available ECFs may be used
upon approval of the engineer. Approval of fabrics will require manufacturer's design
data regarding velocity; ditch slopes, method of installation, decay cycle, repair
techniques, and grass growth enhancement characteristics.
F. Wire Staples: 16 gauge steel wire, with minimum of 3" top and 4" long legs.
G. Mulch: Threshed straw of oats, wheat, or rye; free from seed of obnoxious weeds; or
clean salt hay. Straw which is fresh and excessively brittle or straw which is in such
an advanced stage of decomposition as to smother or retard growth of grass will not
be acceptable.
H. Water: Water shall be free from substances harmful to growth of grass.
PART 3 EXECUTION
3.01 PREPARATION OF SUBSOIL
A. Complete operations in the area to be seeded and prepare subsoil to eliminate
uneven areas and low spots. Bring surface to the approximate design contours.
B. Scarify subsoil to a depth. of 3 inches. Remove weeds, roots, stones and foreign
materials 1-1/2 inches in diameter and larger.
3.02 PLACING TOPSOIL
A. Place topsoil during dry weather and on dry unfrozen subsoil.
B. Spread topsoil to a minimum depth of 4 inches. Remove vegetable matter and
foreign non -organic material from topsoil'while spreading. Grade surface to provide
positive drainage and prevent water ponding. Lightly compact topsoil with at least
one pass of a cultipacker or similar equipment
02920-3 Lawns 8 Grasses

C. Maintain the finished surfaces by protecting, and replacing topsoil and subsoil as
necessary until the area is accepted under the contract.
3.03 APPLICATION OF LIME
A. Liming shall be done immediately after grading has reached the fine grading stage,
even though actual seeding may not be done until several months later.
B. Spread lime evenly by means of a mechanical distributor.
C. When lime is distributed by commercial liming dealers, sales slips showing the
tonnage delivered shall be filed with the Engineer and shall show the full tonnage
required for the acres treated.
D. Incorporate lime in the top 2 to 3 inches of soil by harrowing, disking, or other
approved means.
3.04 APPLICATION OF FERTILIZER
A. Spread fertilizer not more than 2 weeks in advance of seeding.
B. To verify application rate, determine acreage to be fertilized and provide Engineer
with total weight of fertilizer applied to the area.
C. Provide mechanical spreader for even distribution and spread half of the rate in one
direction, and the other half at right angles to the first. Mix thoroughly into upper 2 to
3 inches of soil by disking, harrowing or other approved methods.
3.05 SEEDING
A. Accomplish seeding by means of an approved power -drawn seed drill, combination
corrugated roller -seeder, approved hand operated mechanical seeder, or other
approved methods to provide even distribution of seed.
B. Do not seed when ground is excessively wet or excessively dry. After seeding, roll
area with a roller, not less than 18 inches in diameter and weighing not more than
210 pounds per foot of width. Upon completion of rolling, water area with a fine
spray.
C. Immediately following seeding apply mulch or matting. Do not seed areas in excess
of that which can be mulched on same day.
D. Apply water with a fine spray immediately after each area has been mulched.
Saturate to 4 inches of soil'depth
3.06 MULCHING AND MATTING
A. Apply mulch or matting as required to retain soil and grass, but no less then the
following:
1. Slopes from 0 to 20 percent by spreading a light cover of mulch over seeded
area at the rate of not less than 85 lbs. per 1000 sq. ft.
2. Slopes greater than 20 percent mulch with matting. Pin matting to the ground
with wire staples at 5 foot intervals, immediately after seeding.
3. Use tack to prevent disruption of mulch.
B. For tack use an asphalt tie -down of emulsified asphalt grade AE-3 or cut -back
asphalt grade RC-2 or other approved equal. The application rate shall be 0.10
gal/sy (11 gal / 1000 sq ft).,An approved jute mesh or net may be used in lieu of
tacking straw mulch.
Lawns & Grasses 02920-4 Job No: Mo/DayNr

C. Other types of mulch and anchoring methods may be used upon approval by the
Engineer.
3.07 PROTECTION
A. Protect seeded areas from damage by barricades, signs, and other appropriate
means. Maintain and protect slopes from weather damage.
END OF SECTION
02920-5 Lawns & Grasses

ror MNX use UNLY
Reviewer:
North Carolina Department of Environment and
®rA svcnm
Natural Resources
BJC®ENR Request for Express Permit Review Tim
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 818-296-4698;alison.davidson(dncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919.7914203; david.lee(a%ncdenr.gov
• Mooresville & -Patrick Grogan 704-663.3772 or pairick.groganfincdenr.gov
• Washington Region -Lyn Hardison 252-946-9215 or Ivn.hardison(g ncdenr gov
• Wilmington Region -Janet Russell 910-350-2004 orLanet.russel!@ncdencgov
NOTE: Project application received after 12 noon will be stamped in the following work day
Project Name: FAMILY DOLLAR WASHINGTON County: BEAUFORT
Permits of request
SW
SW
SW
SW
SW
Applicant: BARNES BOYKIN Company: EASTERN PRIDE. INC.
Address: 2405F NASH ST City: WILSON, State: NC Zip: 27896
Phone: -, Fax: _ — Email: s@
Physical Location:John Small Ave. and Bonner Street
Project Drains into JACKS CREEK waters -Water classification CNSW (for classification see-http:/m2o.enr.state.nc.us/bims/reports/reportsWB.html)
Project Located in TAR PAM River Basin. Is project draining to class ORW waters? N , within Y2 mile and draining to class SA waters N or within 1 mile and
draining to class HQW waters? N I
EXPRESS
Engineer/Consultant: PAMLICO ENGINEERING SERVICES, Company: MARIE PEEDIN EXPRESS
a�
Address: 128ABBEY LANE City: WASHINGTON, State: NC Zip:27889-SEP 2� Z�j(!
Phone: [phone], Fax: [phone]. Email: PESPLLC@EMBARQMAILCOM
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
ntl%i ®F.1119rb
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination; _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance 3C-AUr:--)C (I
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter — # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
® High Density -Bio-Retention 1 # Treatment Systems ❑ High Densily-SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with2-acres to be disturbed.(CK # <h�y r� (for DENR use)) t 6 `,
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE: ❑ Yes ® No Permit
For DENR use only
Fees I'nfor multi lepermits: Check# j n, - I Total Fee Amount $ -0,
SUBMITTAL DATES
Fee
1 SUBMITTAL DATES
Fee
CAM,
$
Variance (❑ Mal; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑Gen)
-
$ .3c� �.SL
401:
$
LQS
$ r b�l Lt., 4 L.
Stream Deter,_
$
NCDENR EXPRESS March 2009

u'OOS 196u•
1:
STOCKS & TAYLOR CONSTRUCTION, INC./P.O. BOX 2147
Check#: 5196 Date: 0911712010 Amount: 4,000.00 Vendor: 211 NCDENR 005196
Invoice# Job/Description Balance Retain Discount This Check
09172010-11 10008 Family Dollar - Washi 4,000,00 4,000,00
EXPRESS
SEP 21 ZM
NC ®ENR

.�T
E EP 2$1=201B BOOK 9 4 8 PAGE 3 ti 0
cp� PREPARED BY:
HC DENR RODMAN, HOLSCHER, FRANCISCO
& PECK, P. A., Attorneys at Law
(L• 130 E. 2nd St., P. 0. Box 1747
1' TATE OF NORTH CAROLINA Washington, NC 27889
�OUNTY OF BEAUFORT Telephone: [phone]
THIS DEED made and entered into this the /"? day of
mber, 1991, by THE BOARD OF EDUCATION OF THE WASHINGTON CITY
NISTRATIVE UNIT, a body politic and corporate (also known as
BOARD OF SCHOOL TRUSTEES OF THE CITY OF WASHINGTON, INC., a
h Carolina corporation, and THE BOARD OF SCHOOL TRUSTEES OF
TOWN OF WASHINGTON, a North Carolina corporation, and THE
) OF TRUSTEES OF THE WASHINGTON CITY ADMINISTRATIVE UNIT OF
T COUNTY, NORTH CAROLINA), Grantor, to ROBERT E.
E, SR. AND WIFE, SUSAN S. DEATHERAGE AND WILLIAM
DEATHERAGE AND WIFE, LYNN W. DEATHERAGE, as tenants by
e entireties, Grantees;
W I T N E S S E T H;
That the Grantor, in consideration of the sum of Ten and
0/100 Dollars ($10.00) and other valuable considerations to it
aid by the Grantees, the receipt whereof is acknowledged, has
given, granted bargained, sold and does hereby convey unto the
laid Grantees,' ROBERT E. DEATHERAGE, SR. AND WIFE, SUSAN S.
DEATHERAGE, their heirs and assigns, a one-half (1/2) undivided
interest, and WILLIAM STANHOPE DEATHERAGE AND WIFE, LYNN W.
EATHERAGE, their heirs and assigns, a one-half (1/2) undivided
NooMAN. 11OISCHPH. nterest, in and to that certain tract or parcel of land, lying
2ANC;SCO h PECK. P.A.
4TlONN CVM1 Ai Aw and being in the City of Washington, County of Beaufort, State of
North Carolina, more particularly described as follows:
I I

BOOR 948PAGE 321
BEGINNING at a point, said point being indicated by the
letter "A" on the map referred to below; and said point
being the intersection of the Northern right-of-way
line of East Fourth Street and the Western right-of-way
line of Harvey Street; and running thence from said
beginning point so located with the Northern right-of-
way line of East Fourth Street, North 610 56' 43" West
629.97 feet to a point, said point being located in the
Eastern sideline of Bonner Street; thence with the
Eastern sideline of Bonner Street, North 280 13' 40"
East 88.72 feet to a point; thence South 610 46' 20"
East 160.00 feet to an iron pipe; thence North 280 13'
40" East 52.50 feet to an iron pipe; thence South 610
46' 20" East 50.00 feet to an iron pipe; thence North
280 13' 40" East 52.50 feet to an iron pipe; thence
North 610 46' '20" West 210.00 feet to a point in the
Eastern right-of-way line of Bonner Street; thence with
the right-of-way of Bonner Street, North 280 13' 40"
East 200.15 feet to a point in the Southern right-of-
way line of East Fifth Street (also known as John Small
Avenue); and running thence South 600 45' 37" East
318.34 feet to an iron pipe; thence South 620 18' 54"
East 313.24 feet to a point in the Western right-of-way
line of Harvey Street; thence with the right-of-way
line of Harvey Street, South 280 27' 26" West 389.31
feet to a point, the point of beginning, and containing
a total area of 5.193 acres, according to that certain
survey of Mayo and Associates Land Surveying dated
October 8, 1991, a copy of said survey being recorded
in the)Beaufort County Registry in Plat Cabinet /=
Slide Reference is herein made to said survey
and the same is incorporated herein for a more complete
and adequate description.
TO HAVE AND TO HOLD the same, together with all and singu-
lar, the rights, ways, privileges and appurtenances thereto
belonging or in -anywise appertaining unto the said Grantees,
their heirs and assigns, ROBERT E. DEATHERAGE, SR. AND WIFE,
SUSAN S. DEATHERAGE, a one-half (�) undivided interest, and
WILLIAM STANHOPE DEATHERAGE AND WIFE, LYNN W. DEATHERAGE, a
RODMAN. HOLSCHER. one-half (-�) undivided interest, in fee simple, but subject to
FRANCISCO C PECK. P.A.
AT O„„ETSA,,.AW any easements or rights -of -way of record in the Beaufort County
W /.S IIINOTO N. NC
Public
I
Registry.

BOOK . 948PA6E 322
0
The Grantor covenants with the Grantees that it is seized
in fee simple of said land above described and has good right
and title to convey the same; that the same is free and clear
of all liens and encumbrances, except the aforesaid easements
or rights -of -way and 1991 Beaufort County Ad Valorem taxes, and
that it will forever warrant and defend the title to the same
against all lawful claims and demands.
IN WITNESS WHEREOF, Grantor has caused this instrument to be
executed in its. name by its C liftl(i MPW attested by its
Secretary, and its corporate seal to be hereto affixed, all by
proper authority duly given, this the day, and year first above
written.
THE BOARD OF EDUCATION OF THE
WASHINGTON CITY ADMINISTRATIVE UNIT
i• .
BY:
Chairman Alto
ri0lsr,ns,.i:o:
ATTEST: =`
(Corporate Seal)
Secretary
ROOMAN. HOLSCHER..
RANCISCO 9 PECK. P.A.
ATTORNCYL AT LAW
WASIIINOTON. NC

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01/11/2010 18:28 2522370766 EASTERNPRIDEINC S0SID:0647965
Date Filed: 1/14/2010 8:32:00 AM
^� Elaine F. Marshall
BUSINESS CORPORATION North Carolina Secretary of State
CA2009317008I2
ANAL REPORT
NAME OF BUSINESS CORPORATION: &astern Pride Inc.
FISCAL YEAR ENDING: STATE OF INCORPORATION: NC
SECRETARY OF STATE CORPORATE IDTRSMBER: 064790
NATURE OF BUSINESS: Real r fate develaryment/leusitrg
REGISTERED AGENT: 17totnas, Charles A.
RCGISTF.RED OFFK E MAUNG ADDRESS: 2005-FWest No:•,4 Street
WiLron, NC 27896 EXPRESS
XP ®CC99E c S
REGISTERED OFFICR STREET ADDRESS: 1105•FWest mmi Street SEP 21 2.( 0
- --- . R9ltan, NC 278SK Wtlson Cmmry
'NC DENR
SIG NATURF- OF THE NEW REGISTERED AGEtn;
tIGNATURP. CONYPITUTES CONSENT TO THE APPOINTMENT
PRINCIPAL OFFICE T.EIZPI•IONE NU),,1BER: r:51) 399-1964
PRINCIPAL OFFICE MAILING ADDRESS: 2eOS .Narh St. MI , Ste F
Wilson NC Z789G
PRINCIPAL OFFICE STREET ADDRESS: 2405-F West Nash Slreei
INilscie, NC 2789;
PRINCIPAL OFFICERS:
Name: Charles nomm Mime: Battles B,vkln
Title: President Title: Secretary
Address: Address:
140.7-FWest NmhStreet ld'05-FWest Nulb4Street
T1F ANNITAL REPORT MUST BE COMPLF_�'ED BY ALL, BUSWESS CORPORATIONS
�A
FORM MUST BE SIGN BY AN OPPICER Of -MCCitPORATI0t4 DATE TYPR OR PRINT NAME TYPE OR PRWTTaLE
ANNUAL. TPORT PRE: 275 MAIL. TO: ;:mvWy of Rma • Cm[wminnp Oividm • Pml OfEw Box 29925 • Raleigh, NC 2mr.fi$"

1 �
�y
h1
1 ,
4

Char-Meck Bioretention Design Guidance (Hahne, 2004)
note: this is provided for you to see an alternative sizinq quideline
EXPRESS
SEP 21 2010
SIC
WATER QUALITY VOLUME (WQv)
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009( 1) Where "I" = % Impervious
("Simple Method" - Schueler, 1987)
NCDENR April 1999
WQv = 1.5"RvA
12
Fill in Values:
"I" = F_6_6­1 Percent Impervious of Site
"A" = 1.14 Acres
Answer:
WQv = 0.092 Ac. Ft
,i/ 3997 Cubic Feet Required
�r GG
Formula:
Af = (WQv) (DO Where:
((k) (Hf+Df) (Tf)) Af =
From Georgia Design Manuaf WQv =
Section 3.2.3.6 Df =
(Based on Darcy's Law) k =
Hf =
Tf =
INNS]
0,67 ,
V= 4-10 53� �,Kl�
Surface area of Rain Garden (S.F.)
Water Quality Volume to be Captured
Filter Bed Depth (2 feet minimum)
permeability coefficient of filter media
(use 1.0 ff/day for sandy -loam)
Average height of water above filter bed
(use 3 inches, which is half of 6" ponding depth)
Design filter bed drain time in days
(2 Days or 48 hours ) .
Fill in Values:
"k" =I 1 ft./day (1/2"/Hour)
Df =1 2 Feet
Hf = 6 inches
Tf =1 21 Days
Answer:
Af =
( a,X 3� -1 �t 7,< 100 =3g7s
Av, ,
4912 Square Feet Required
to detain 1.5" and 1 yr 24 hr Event
lop 5A= szss
1 Z1 c& z
v IK
V = 4-156 G

Water Draw Through Rate:
Darcy's Equation:
Q = (.0000232)'K'W( H/L )
Where:
Q = Flow (Rate of Draw) through Bioretentioin Soil (cfs)
K = Hydraulic Conductivity of soil ( Use 1"/Hour)
A = Surface Area of Bio-Retention Area (SF)
H = Height of Water above Drainage Pipe (Underdrain)
L = Thickness of Soil Bed (Usually 4' )
Assume (H/L) - 1
Q = 0.114 cfs
EXPRESS
SEP 21 2010
Time to Drawdown water from Inundation to Saturation at Surface: GEC,' DENR
Volume/Q: 21552 Seconds
6.0 Hours to Saturation
Time to lower Water Table to 2.0 feet below surface:
Assume 45% Porosity
Volume = Area x Tx 0.45
4420.8 Cubic Feet
38793 Seconds
10.8 Hours to Lower Water 2' below surface

Formulating Pre- & Post- Development Hydrographs
utilize small watershed method & center -weighted storm (Malcom)
Location Washington
Return Period 1 year
1= _'� `4",70 in/hr (assumes Tc <= 5 min, check below)
Cpre 0.41 (Rational C, see adjoining table)
Cpost 0.75
A= ^a1fd"40 acre
A- 49658I sf Rainfall in (6 hr Depth)
Qpre=
Qpost=
Vol - Pre
2.2
1 4.0
cis
is
cf
3300
Vol - Post
8212
cf
Tpre
18
min
Tpost
25
min
Time
Q- pre
Q-post
min
cfs
cfs
0
0.00
0.00
1
0.02
0.02
2
0.07
0.07
3
0.15
0.15
4
0.26
0.26
5
0.39
0.40
6
0.55
0.57
7
0.72
0.76
8
0.91
0.97
9
1.10
1.20
10
1.29
1.44
11
1.47
1.69
12
1.65
1.94
13
1.80
2.20
14
1.94
2.46
15
2.05
2.70
16
2.13
2.94
17
2.18
3.16
18 2.20
3.36
19
2.18
3.54
20
2.13
3.69
21
2.05
3.82
22
1.94
3.92
23
1.81
3.98
24
1.69
4.01
25
1.57 4.01
26
1.46
3.98
27
1.36
3.92
28
1.26
3.82
29
1.18
3.69
30
1.09
3.54
31
1.02
3.37
32
0.95
3.19
33
0.88
3.03
34
0.82
2.87
35
0.76
2.72
36
0.71
2.58
37
0.66
2.45
38
0.61
2.32
39
0.57
2.20
EXPRESS
SEP 21 2010
SIC ®ENR
(total pre -development runoff volume)
(total post -development runoff volume)
Time of Concentration Check (Kirpich Tc Equation)
Predevelopment
L 204.4 R (Length of Overland Flow)
S 0.18 RAt (average overland slope)
tc 0.91 min bare soil
tc 1 1.82 min grassed
Post Development
L 382 R (Length of Overland Flow)
S 0.19 fUR (average overland slope)
tc I 1.44 min bare soil
tc 1 0.58 min asphalUconcrete
Nate: Compare this to a 5 minute minimum.

Time
q- pre
q-post
tc 1 82 min grassed
min
ds
cfs
40
0.53
2.09
41
0.49
1.98
42
0.46
1.88
43
0.43
1.78
44
0.40
1.69
45
0.37
1.60
46
0.34
1.52
47
0.32
1.44
48
0.30
1.37
49
0.28
1.30
50
0.26
1.23
51
0.24
1.17
52
0.22
1.11
53
0.21
1.05
54
0.19
0.99
55
0.18
0.94
56
0.17
0.89
57
0.16
0.85
58
0.14
0.80
59
0.13
0.76
60
0.13
0.72
61
0.12
0.69
62
0.11
0.65
63
0.10
0.62
64
0.09
0.58
65
0.09
0.55
66
0.08
0.53
67
0.08
0.50
68
0.07
0.47
69
0.07
0.45
70
0.06
0.43
71
0.06
0.40
72
0.05
0.38
73
0.05
0.36
74
0.05
0.34
75
0.04
0.33
76
0.04
0.31
77
0.04
0.29
78
0.03
0.28
79
0.03
0.26
80
0.03
0.25
81
0.03
0.24
82
0.03
0.23
83
0.02
0.21
84
0.02
0.20
85
0.02
0.19
86
0.02
0.18
87
0.02
0.17
88
0.02
0.16
89
0.02
0.16
90
0.01
0.15
91
0.01
0.14
92
0.01
0.13
93
0.01
0.13
94
0.01
0.12
95
0.01
0.11
96
0.01
0.11
97
0.01
0.10
98
0.01
0.10
99
0.01
0.09
100
0.01
0.09
101
0.01
0.08
102
0.01
0.08

Time Q- pre Q-post tc 1 82 min grassed
min
cts
c/s I
103
0.01
0.07
104
0.01
0.07
105
0.00
0.07
106
0.00
0.06
107
0.00
0.06
108
0.00
0.06
109
0.00
0.05
110
0.00
0.05
111
0.00
0.05
112
0.00
0.05
113
0.00
0.04
114
0.00
0.04
115
0.00
0.04
116
0.00
0.04
117
0.00
0.04
118
0.00
0.03
119
0.00
0.03
120
0.00
0.03
121
0.00
0.03
122
0.00
0.03
123
0.00
0.03
124
0.00
0.02
125
0.00
0.02
126
0.00
0.02
127
0.00
0.02
128
0.00
0.02
129
0.00
0.02
130
0.00
0.02
131
0.00
0.02
132
0.00
0.02
133
0.00
0.02

Formulating Pre- & Post- Development Hydrographs
utilize small watershed method & center -weighted storm (Malcom)
Location
Washington
Return Period
10 year
1=
•: ^.: `-�:•;: 8'95 in/hr
(assumes Tc <= 5 min, check below)
Cpre
0.41 (Rational C, see adjoining table)
Cpost
0.75
A=
;;C+1-1'40 acre
A-
49658 sf
Rainfall '---." r4.64 in (6 hr Depth)
Qpre=
4.2
cis
Qpost--
7.7
cf.,
Vol - Pre
1 3300
cf
(total pre -development runoff volume)
Vol - Post
8212
c/min
(total post -development runoff volume)
Tpre
9
1
Time of Concentration Check (Kirpich Tc Equation)
Tpos
13
min
Predevelopment
L 204.4 ft (Length of Overland Flow)
S 0.18 fUR (average overland slope)
tc
_
0.91
min bare soil
Time
Q-pre Q-post
tc
1.82
min grassed
min
cfs
cfs�
0
0.00
0.00
Post Development
1
0.11
0.11
L 382 It (Length of Overland Flow)
2
0.44
0.45
S 0.19 ft/ft (average overland slope)
3
0.96
0.98
tc
1 1.44
min bare soil
4
1.59
1.68
tc
1 0.58
min asphalt/concrete
5
2.28
2.51
6
2.95
3.42
Note: Compare this to a 5 minute minimum.
7
3.52
4.35
8
3.94
5.25
9
4.16
6.07
10
4.15
6.75
11
3.92
7.26
12
3.49
7.57
13
3.04
7.65
14
2.65
7.51
15
2.31
7.15
16
2.01
6.59
17
1.76
5.96
18
1.53
5.39
19
1.33
4.87
20
1.16
4.40
21
1.01
3.98
22
0.88
3.60
23
0.77
3.25
24
0.67
2.94
25
0.58
2.66
26
0.51
2.40
27
0.44
2.17
28
0.39
1.96
29
0.34
1.77
30
0.29
1.60
31
0.26
1.45
32
0.22
1.31
33
0.19
1.18
34
0.17
1.07
35
0.15
0.97
36
0.13
0.87
37
0.11
0.79
38
0.10
0.71
39
0.09
0.65

Time Q-pre Q-post tc 1.82 min grassed
min cfs cfs
40 0.07 0.58
41 0.06 0.53
42 0.06 0.48
43 0.05 0.43
44 0.04 0.39
45 0.04 0.35
46 0.03 0.32
47 0.03 0.29
48 0.02 0.26
49 0.02 0.24
50 0.02 0.21
51 0.02 0.19
52 0.01 0.17
53 0.01 0.16
54 0.01 0.14
55 0.01 0.13
56 0.01 0.12
57 0.01 0.10
58 0.01 0.09
59 0.01 0.09
60 0.00 0.08
61 0.00 0.07
62 0.00 0.06
63 0.00 0.06
64 0.00 0.05
65 0.00 0.05
66 0.00 0.04
67 0.00 0.04
68 0.00 0.03
69 0.00 0.03
70 0.00 0.03
71 0.00 0.03
72 0.00 0.02
73 0.00 0.02
74 0.00 0.02
75 0.00 0.02
76 0.00 0.02
77 0.00 0.01
78 0.00 0.01
79 0.00 0.01
80 0.00 0.01
81 0.00 0.01
82 0.00 0.01
83 0.00 0.01
84 0.00 0.01
85 0.00 0.01
86 0.00 0.01
87 0.00 0.01
88 0.00 0.00
89 0.00 0.00
90 0.00 0.00
91 0.00 0.00
92 0.00 0.00
93 0.00 0.00
94 0.00 0.00
95 0.00 0.00
96 0.00 0.00
97 0.00 0.00
98 0.00 0.00
99 0.00 0.00
100 0.00 0.00
101 0.00 0.00
102 0.00 0.00

Time
Q- pre
Q-post
tc 1 82 min grassed
min
cfs
ofs
103
0.00
0.00
104
0.00
0.00
105
0.00
0.00
106
0.00
0.00
107
0.00
0.00
108
0.00
0.00
109
0.00
0.00
110
0.00
0.00
111
0.00
0.00
112
0.00
0.00
113
0.00
0.00
114
0.00
0.00
115
0.00
0.00
116
0.00
0.00
117
0.00
0.00
118
0.00
0.00
119
0.00
0.00
120
0.00
0.00
121
0.00
0.00
122
0.00
0.00
123
0.00
0.00
124
0.00
0.00
125
0.00
0.00
126
0.00
0.00
127
0.00
0.00
128
0.00
0.00
129
0.00
0.00
130
0.00
0.00
131
0.00
0.00
132
0.00
0.00
133
0.00
0.00

Hyd/rographh Routing through Bioretention
l 7i �N9w
BIORETENTION CELL 1
Surface Area
0.11 ac
Type Structure:
Weir
Surface Area
4722 sf
Dimensions
Average Depth
12 in
length
5
Average Depth
1 ft
width
2
Effective Storage Vol.
4 222 cf
Total Length
14
% occupied by grate
0
Effective length
14
Surf. Infiltration Rate
I-�1
L in/hr
Height above soil
12
If Sandy Loam, 1 in/hr, Loamy
Sand, 2 in/hr
Height above soil
1.001
Volume lost to Infil
787 cfihr
Number of Outlets
0
Max Depth Over Grate
0.47
CELL 1 ROUTING
T me �lnflow `� Volume in Surf Vol Depth Overflow Exfilt Vol Out
min Mntcis cf cf ft CIS cf cf
0 0.00 0 0 0.00 0.00 000 o on
1
0.02
1
1
0.00
0.00
0.99
0.99
2
0.07
4
4
0.00
0.00
3.94
3.94
3
0.15
9
9
0.00
0.00
8.81
8.81
4
0.26
16
16
0.00
0.00
13.12
13.12
5
0.40
24
26
0.01
0.00
13.12
13.12
6
0.57
34
47
0.01
0.00
13.12
13.12
7
0.76
45
79
0.02
0.00
13.12
13.12
8
0.97
58
124
0.03
0.00
13.12
13.12
9
1.20
72
183
0.04
0.00
13.12
13.12
10
1.44
86
256
0.05
0.00
13.12
13.12
11
1.69
101
344
0.07
0.00
13.12
13.12
12
1.94
117
448
0.09
0.00
13.12
13.12
13
2.20
132
567
0.12
0.00
13.12
13.12
14
2.46
147
701
0.15
0.00
13.12
13.12
15
2.70
162
850
0.18
0.00
13.12
13.12
16
2.94
176
1013
0.21
0.00
13.12
13.12
17
3.16
189
1190
0.25
0.00
13.12
13.12
18
3.36
202
1378
0.29
0.00
13.12
13.12
19
3.54
212
1577
0.33
0.00
13.12
13.12
20
3.69
222
1786
0.38
0.00
13.12
13.12
21
3.82
229
2002
0.42
0.00
13.12
13.12
22
3.92
235
2224
0.47
0.00
13.12
13.12
23
3.98
239
2449
0.52
0.00
13.12
13.12
24
4.01
241
2677
0.57
0.00
13.12
13.12
25
4.01
241
2905
0.62
0.00
13.12
13.12
26
3.98
239
3131
0.66
0.00
13.12
13.12
27
3.92
235
3352
0.71
0.00
13.12
13.12
28
3.82
229
3569
0.76
0.00
13.12
13.12
29
3.69
222
3777
0.80
0.00
13.12
13.12
L = &,34 �'
70&k

Time, Inflow
Volume in Surf Vol Depth
Overflow
E>�It
Vol Out
_
min cfs
cf cf tt
cfs
cf
cf
30 3.54 212 3976 0.84
0.00
13.12
1319
31
3.37
202
4165
0.88
0.00
13.12
13.12
32
3.19
192
4344
0.92
0.00
13.12
13.12
33
3.03
182
4512
0.96
0.00
13.12
13.12
34
2.87
172
4672
0.99
0.00
13.12
13.12
35
2.72
163
4822
1.02
0.00
13.12
13.12
36
2.58
155
4964
1.05
0.00
13.12
13.12
37
2.45
147
5098
1.08
0.00
13.12
13.12
38
2.32
139
5224
1.11
0.00
13.12
13.12
39
2.20
132
5343
1.13
0.00
13.12
13.12
40
2.09
125
5455
1.16
0.00
13.12
13.12
41
1.98
119
5561
1.18
0.00
13.12
13.12
42
1.88
113
5660
1.20
0.00
13.12
13.12
43
1.78
107
5754
1.22
0.00
13.12
13.12
44
1.69
101
5843
1.24
0.00
13.12
13.12
45
1.60
96
5926
1.25
0.00
13.12
13.12
46
1.52
91
6004
1.27
0.00
13.12
13.12
47
1.44
86
6077
1.29
0.00
13.12
13.12
48
1.37
82
6146
1.30
0.00
13.12
13.12
49
1.30
78
6210
1.32
0.00
13.12
13.12
50
1.23
74
6271
1.33
0.00
13.12
13.12
51
1.17
70
6328
1.34
0.00
13.12
13.12
52
1.11
66
6381
1.35
0.00
13.12
13.12
53
1.05
63
6431
1.36
0.00
13.12
13.12
54
0.99
60
6477
1.37
0.00
13.12
13.12
55
0.94
57
6521
1.38
0.00
13.12
13.12
56
0.89
54
6561
E3Kj
0.00
13.12
13.12
57
0.85
51
6599
1.40
0.00
13.12
13.12
58
0.80
48
6634
1.41
0.00
13.12
13.12
59
0.76
46
6667
1.41
0.00
13.12
13.12
60
0.72
43
6697
1.42
0.00
13.12
13.12
61
0.69
41
6725
1.42
0.00
13.12
13.12
62
0.65
39
6751
1.43
0.00
13.12
13.12
63
0.62
37
6775
1.43
0.00
13.12
13.12
64
0.58
35
6797
1.44
0.00
13.12
13.12
65
0.55
33
6817
1.44
0.00
13.12
13.12
66
0.53
32
6835
1.45
0.00
13.12
13.12
67
0.50
30
6852
1.45
0.00
13.12
13.12
68
0.47
28
6868
1.45
0.00
13.12
13.12
69
0.45
27
6881
1.46
0.00
13.12
13.12
70
0.43
26
6894
1.46
0.00
13.12
13.12
71
0.40
24
6905
1,46
0.00
13,12
13.12
72
0.38
23
6915
1.46
0.00
13.12
13.12
73
0.36
22
6923
1.47
0.00
13.12
13.12
74
0.34
21
6931
1.47
0.00
13.12
13.12
75
0.33
20
6937
1.47
0.00
13.12
13.12
76
0.31
19
6943
1.47
0.00
13.12
13.12
77
0.29
18
6947
1.47
0.00
13.12
13.12
78
0.28
17
6951
1.47
0.00
13.12
13.12
79
0.26
16
6954
1.47
0.00
13.12
13.12

TWO - nflow ,, Volume in Surf Vol Depth Overflow E>�It Vol Out
min.R, nwcf§! " cf cf ff cfs cf cf
80 0.25 15 6955 1.47 0 00 13 19 1119
81
0.24
14
6957
1.47
0.00
13.12
13.12
82
0.23
14
6957
1.47
0.00
13.12
13.12
83
0.21
13
6957
1.47
0.00
13.12
13.12
84
0.20
12
6956
1.47
0.00
13.12
13.12
85
0.19
12
6954
1.47
0.00
13.12
13.12
86
0.18
11
6952
1.47
0.00
13.12
13.12
87
0.17
10
6949
1.47
0.00
13.12
13.12

Hydrograph Routing through Bioretention
BIORETENTION CELL 1
Area
ac
Area
sf
Depth
14722
in
Depth
ff
Storage Vol.cf
urf. Infiltration Rate Din/hr
Sandy Loam, 1 in1hr, Loamy Sand, 2 in/hr
olume lost to Infil 787 cf/hr
Type Structure:
Weir
Dimensions
length
3
width
3
Total Length
% occupied by grate
0
Effective length
121
Height above soil
1 12
Height above soil
1 1.001
Number of Outlets
0
Max Depth Over Grate
CELL 1 ROUTING
Time ry, , Inflow Volume in SurfVol Depth Overflow Exfilt Vol Out
rain ° " cis' • cf cf ff cfs cf cf
0 0.00 0 0 0.00 0.00 0.00 0.00
1
0.11
7
7
0.00
0.00
6.81
6.81
2
0.45
27
27
0.01
0.00
13.12
13.12
3
0.98
59
73
0.02
0.00
13.12
13.12
4
1.68
101
160
0.03
0.00
13.12
13.12
5
2.51
151
298
0.06
0.00
13.12
13.12
6
3.42
205
490
0.10
0.00
13.12
13.12
7
4.35
261
738
0.16
0.00
13.12
13.12
8
5.25
315
1041
0,22
0.00
13.12
13.12
9
6.07
364
1392
0.29
0.00
13.12
13.12
10
6.75
405
1784
0.38
0.00
13.12
13.12
11
7.26
436
2206
0.47
0.00
13.12
13.12
12
7.57
454
2647
0.56
0.00
13.12
13.12
13
7.65
459
3093
0.66
0.00
13.12
13.12
14
7.51
450
3530
0.75
0.00
13.12
13.12
15
7.15
429
3946
0.84
0.00
13.12
13.12
16
6.59
395
4328
0.92
0.00
13.12
13.12
17
5.96
358
4673
0.99
0.00
13.12
13.12
18
5.39
323
4983
1.06
0.00
13.12
13.12
19
4.87
292
5262
1.11
0.00
13.12
13.12
20
4.40
264
5513
1.17
0.00
13.12
13.12
21
3.98
239
5739
1.22
0.00
13.12
13.12
22
3.60
216
5942
1.26
0.00
13.12
13.12
23
3.25
195
6124
1.30
0.00
13.12
13.12
24
2.94
176
6287
1.33
0.00
13.12
13.12
25
2.66
159
6433
1.36
0.00
13.12
13.12
26
2.40
144
6564
1.39
0.00
13.12
13.12
27
2.17
130
6681
1.41
0.00
13.12
13.12
28
1.96
118
6786
1.44
0.00
13.12
13.12
29
1.77
106
6879
1.46
0.00
13.12
13.12

Time Inflow
I
Volume in Surf Vol Depth
Overflow
Exfilt
Vol Out
min cfs
cf cf ft
cfs
cf
cf
30 1.60 96 6962 1.47
0.00
13.12
13.12
31
1.45
87
7036
1.49
0.00
13.12
13.12
32
1.31
79
7102
1.50
0.00
13.12
13.12
33
1.18
71
7160
1.52
0.00
13.12
13.12
34
1.07
64
7211
1.53
0.00
13.12
13.12
35
0.97
58
7256
1.54
0.00
13.12
13.12
36
0.87
52
7295
1.54
0.00
13.12
13.12
37
0.79
47
7329
1.55
0.00
13.12
13.12
38
0.71
43
7359
1.56
0.00
13.12
13.12
39
0.65
39
7385
1.56
0.00
13.12
13.12
40
0.58
35
7407
1.57
0.00
13.12
13.12
41
0.53
32
7425
1.57
0.00
13.12
13.12
42
0.48
29
7441
1.58
0.00
13.12
13.12
43
0.43
26
7453
1.58
0.00
13.12
13.12
44
0.39
23
7464
1.58
0.00
13.12
13.12
45
0.35
21
7472
1.58
0.00
13.12
13.12
46
0.32
19
7478
1.58
0.00
13.12
13.12
47
0.29
17
7482
1.58
0.00
13.12
13.12
48
0.26
16
7484
1.59
0.00
13.12
13.12
49
0.24
14
7485
1.59
0.00
13.12
13.12
50
0.21
13
7485
1.59
0.00
13.12
13.12
51
0.19
12
7483
1.58
0.00
13.12
13.12
52
0.17
10
7481
1.58
0.00
13.12
13.12
53
0.16
9
7477
1.58
0.00
13.12
13.12
54
0.14
9
7472
1.58
0.00
13.12
13.12
55
0.13
8
7467
1.58
0.00
13.12
13.12
56
0.12
7
7461
1.58
0.00
13.12
13.12
57
0.10
6
7454
1.58
0.00
13.12
13.12
58
0.09
6
7447
1.58
0.00
13.12
13.12
59
0.09
5
7439
1.58
0.00
13.12
13.12
60
0.08
5
7430
1.57
0.00
13.12
13.12
61
0.07
4
7421
1.57
0.00
13.12
13.12
62
0.06
4
7412
1.57
0.00
13.12
13.12
63
0.06
3
7402
1.57
0.00
13.12
13.12
64
0.05
3
7392
1.57
0.00
13.12
13.12
65
0.05
3
7382
1.56
0.00
13.12
13.12
66
0.04
3
7371
1.56
0.00
13.12
13.12
67
0.04
2
7361
1.56
0.00
13.12
13.12
68
0.03
2
7349
1.56
0.00
13.12
13.12
69
0.03
2
7338
1.55
0.00
13.12
13.12
70
0.03
2
7327
1.55
0.00
13.12
13.12
71
0.03
2
7315
1.55
0.00
13.12
13.12
72
0.02
1
7303
1.55
0.00
13.12
13.12
73
0.02
1
7292
1.54
0.00
13.12
13.12
74
0.02
1
7280
1.54
0.00
13.12
13.12
75
0.02
1
7268
1.54
0.00
13.12
13.12
76
0.02
1
7255
1.54
0.00
13.12
13.12
77
0.01
1
7243
1.53
0.00
13.12
13.12
78
0.01
1
7231
1.53
0.00
13.12
13.12
79
0.01
1
7218
1.53
0.00
13.12
13.12

Tiimelnflow Volume in Surf Vol Depth Overflow EAR Vol Out
n+kAwa3a, Cf Cf ff CIS Cf CI
80 0.01 1 7206 1.53 n no 11.119 11 19
81
0.01
1
7193
1.52
0.00
13.12
13.12
82
0.01
1
7181
1.52
0.00
13.12
13.12
83
0.01
0
7168
1.52
0.00
13.12
13.12
84
0.01
0
7155
1.52
0.00
13.12
13.12
85
0.01
0
7142
1.51
0.00
13.12
13.12
86
0.01
0
7130
1.51
0.00
13.12
13.12
87
0.01
0
7117
1.51
0.00
13.12
13.12

Precipitation Frequency Data Server
Page 1 of 3
POINT PRECIPITATIONr'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
WASHINGTON MAIN STREET, NORTH CAROLINA (31-9100) 35.5333 N 77.0167 W 26 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, "F. Parzybok, M.Yekla, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Fri Sep 17 2010
Confidence Limits
Seasonality
Related Info
GIS data
Maps
Docs
Return to State Map
Precipitation Intensity Estimates (in/hr)
ARI*
(years)
5
min
10
min
15
min
30
-
min
60
mm
��
120
3 hr
6 hr
12
hr
����������
24
hr
48
hr
4
J
7
d�
10
p
20
day
30
45
d�
60
mm
-
-
1�
5.39
67267
4.3 I
5.00
3.59
4.20
2.46
2.90
1.53
Ej2E7E.77
0.90
0.64
0.39
0.46
0.22
0.27
0.13
0.16
0.08
0.09
0.04
0.05
0.03
0.04
0.02
0.03
0.02
0.02
0.01
0.02
0.01
0.01
0.01
0.01
0
7.13
5.71
4.82
3.42
2.19
1.32
0.95
0.57
0.33
0.21
0.12
0.07
0.04
0.03
0.02
0.02
0.02
0.01
10
8.12
6.50
5.48
3.97
2.58
1.59
1.15
0.69
0.41
0.25
0.14
0.08
0.05
0.04
0.03
0.02
0.02
0.02
25
9.17
7.31
6.18
4.57
3.04
1.92
1.40
0.84
0.50
0.31
0.18
0.10
0.06
0.05
0.03
0.02
0.02
0.02
50
10.08
8.02
6.77
5.10
3.46
2.22
1.64
0.99
0.59
0.36
0.21
0.11
0.07
0.05
0.03
0.03
0.02
0.02
100
10.91
8.67
7.30
5.59
3.85
2.52
1.88
1.14
0.69
0.42
0.24
0.13
0.08
0.06
0.04
0.03
0.02
0.02
Ill 75
931
78
6.09
42722
5
3
9008000
48
4
09
07.04
0200
0.03
0.03
0.02
500
12.76
10.09
8.46
6.73
4.83
3.30
2.53
1.55
0.94
0.57
0.33
0.17
0.11
0.08
0.05
0.04
0.03
0.03
1000
13.70
10.79
9.03
7.31
5.34
3.72
2.89
1.78
1.09
0.65
0.38
O.19
0.12
0.09
0.05
0.04
0.03
0.03
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI 5 10 IS 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day dayl jday
1�
5.94
4.75
3.96
2.71
I.69
1.00
0.72
0.44
0.25
0. 15
0.09
0.05
0.03
0.03
0.02
0.01
0.01
0.01
2�
6.90
5.52
4.62
3.19
2.00
1.19
0.86
0.52
0.30
0.18
0.10
0.06
0.04
0.03
0.02
0.02
0.01
0.01
7.85
6.28
5.30
3.76
2.41
1.46
1.06
0.64
0.37
0.23
0.13
0.07
0.05
0.04
0.02
0.02
0.02
0.01
10
8.95
7.15
6.03
4.37
2.85
1.75
1.28
0.77
0.45
0.27
0.16
0.09
0.06
0.04
0.03
0.02
0.02
0.02
25
10.08
8.03
6.79
5.03
3.35
2.11
1.56
0.94
0.56
0.34
0.19
0.10
0.07
0.05
0.03
0.03
0.02
0.02
50
11.08
8.81
7.44
5.60
3.80
2.44
1.82
1.11
0.66
0.39
0.23
0.12
0.08
0.06
0.04
0.03
0.02
0.02
100
I T 9-9
9.52
KE
6.14
4.23
2.78
2.09
1.28
0.76
0.46
0.26
0.14
0.09
0.07
0.04
0.03
0.03
0.02
200
12.90
10.22
8.60
6.70
4.70
3.14
2.39
L
0.88
0.53
0.31
0.16
0.10
0.08
0.05
0.04
0.03
0.02
500
14.03IF]
131
0
9.
71
.4
5.32
3.64
2.81
1.73
1.05
0.63
0.37
0.19
0.12
0.09
0.05
0.04
0.03
0.03
1000
15.1 I
11.90
9.96
8.06
5.88
4.10
3.21
1.98
1.21
0.72
0.42
0.21
0.13
0.10
0.06
0.04
0.04
0.03
' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency
are greater than.
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
http://hdse.nws.noaa.gov/cgi-bin/hdsc/buildout.per]9type=idf&units=us&ser... 9/ 17/2010

Family Dollar
Total Site Drainage Design
Small Watershed Method Hydrograph Generation
(Rf: "Elements of Urban Stormwater Design, H.R. Malcom, PE)
Drainage Area Description =_> Predevelopment -Entire Development
Total Drainage Area:
Impervious Area = 0.1 AC @ c= 0.98 and CN =[]61
CBD = 0 AC @ c= 0.98 and CN =
Open / Grassy / Landscaped Area = 1.04 AC @ c= 0.35 and CN =
Wooded Area = 0 AC @ c= 0.2 and CN =
Agricultural Field = 0 AC @ c= 0.35 and CN =
Total DA = 1.14 AC @ c= 0.41 and CN = 64.2

Family Dollar
Total Site Drainage Design
Design Storm Description /Watershed Sensitivity ==>
Time of Concentration =r 5.0 minutes
Tc methodology = SCS TR-55 segmental approach (1986)
Enter known OF factors to compute the intensity, or enter a known intensity in the area
marked "known intensity'. If known, clear all OF factors from the chart.
OF Factors:
1-year
2-year
I
5-year
I
10-year
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
g
h
12
22
13
23
1
Calculated Intensities (do not enter known values here):
1-year
2-year
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
Intensity
4.70
5.82
0.00
8.95
0.00
0.00
0.00
(in/hr)
Design storm flowrates ==>
Flowrates are calculated using the rational method, and incorporating frequency
coefficients for the 25, 50, and 100 year storms. These frequency coefficients are
1.1, 1.2, and 1.25 respectively.
Flowrate for 1-year storm is calculated as 80% of the 2-year storm.
Calculated design flowrates:
1 year
2-year
I
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
Flowrates
2.17
2.69
0.00
4.13
0.00
0.00
0.00
(CFS)
Formulate hydrograph using step -function estimated SCS dimensionless UH ==>
Ultimate Soil Storage:
S = 5.57 inches

m

Family Dollar
Total Site Drainage Design
Precipitation Depths for 24 hr. design storm:
1-year
storm
2-year
I storm
5-year
I storm
10-year
I storm
25-year
I stone
50-year
I storm
100-year
I stone
P-depth
3.50
3.88
5.02
5.98
7.41
8.63
9.981
(inches)
SCS runoff depth using default initial loss characteristics (0.2S and 0.8S):
1-year
2-year
I
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
Q'
0.72
0.92
1.61
2.27
3.34
4.32
5.45
(inches)
Time to peak for design hydrograph (for step -function hydrograph):
1-year
2-year
I
5-year
I
10-year
25-year
50-year
100-year
storm
storm
storm
storm
storm
storm
storm
TP
16.35
16.94
(minutes)
Resultant SWM design hydrographs =>
1-year =
2.17 CFS @
16.35 minutes
2-year=
2.69 CFS @
16.94 minutes
5-year =
0.00 CFS @
0.00 minutes
10-year =
4.13 CFS @
0.00 minutes
25-year =
0.00 CFS @
0.00 minutes
50-year =
0.00 CFS @
0.00 minutes
100-year =
0.00 CFS @
0.00 minutes

Family Dollar Washington
Drainage Calculations
Small Watershed Method Hydrograph Generation
(Rf: "Elements of Urban Stormwater Design, H.R. Malcom, PE)
Drainage Area Description =_> ITotal Post. Development- Entire Development
Total Drainage Area:
Roadway Area = 0.76 AC @ c= 0.95 and CN =IA55
Roof Impervious = 0 AC @ c= 0.95 and CN =
Open I Grassy I Landscaped Area = 0.38 AC @ c= 0.35 and CN =
Wooded Area = 0 AC @ c= 0.25 and CN =
Other undescribed area = 0 AC @ c= 0.25 and CN =
Total DA = 1.14 AC @ c= 0.75 and CN = 85.7
Design Storm Description / Watershed Sensitivity =_>
Time of Concentration = r- 5.0 minutes
Tc methodology [SCS TR-55 segmental approach (1986)
Enter known IDF factors to compute the intensity, or enter a known intensity in the area
marked "known intensity'. If known, clear all IDF factors from the chart.
IDF Factors:
1-year
2-year
I
5-year
I
10-year
25-year
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
g
1271
163
h
-221
23
Calculated Intensities (do not enter known values here):
1-year
2-year
I
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
stone
storm
stone
stone
storm
storm
Intensity
4.70
5.82
0.00
8.95
0.00
0.00
0.00
(in/hr)

Family Dollar Washington
Drainage Calculations
Design storm Fowrates ==>
Flowrates are calculated using the rational method, and incorporating frequency
coefficients for the 25, 50, and 100 year storms. These frequency coefficients are
1.1, 1.2, and 1.25 respectively.
Flowrate for 1-year storm is calculated as 80% of the 2-year storm.
Calculated design flowrates:
1 year
2-year
I
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
stone
storm
storm
Flowrates
4.02
4.98
0.00
7.65
0.00
0.00
0.00
(CFS)
Formulate hydrograph using step -function estimated SCS dimensionless UH ==>
Ultimate Soil Storage:
S = 1.67 inches
Precipitation Depths for 24 hr design storm:
1-year
storm
2-year
I storm
5-year
I storm
10-year
I storm
25-year
I storm
50-year
I storm
100-year
I storm
P-depth
3.50
3.88
5.02
5.98
7.41
8.63
9.981
(inches)
SCS runoff depth using default initial loss characteristics (0.2S and 0.8S):
1-year
2-year
I
5-year
I
10-year
I
25-year
I
50-year
I
100-year
I
storm
storm
storm
storm
storm
storm
storm
Q.
2.07
2.41
3.45
4.35
5.72
6.90
8.22
(inches)
Time to peak for design hydrograph (for step -function hydrograph):
1-year
2-year
I
5-year
I
10-year
25-year
50-year
100-year
storm
storm
storm
storm
storm
storm
storm
Tp
25.53
(minutes)
Resultant SWM design hydrographs ==>
1-year =
4.02 CFS @
25.53 minutes
2-year =
4.98 CFS @
0.00 minutes
5-year =
0.00 CFS @
0.00 minutes
10-year =
7.65 CFS @
0.00 minutes
25-year =
0.00 CFS @
0.00 minutes
50-year =
0.00 CFS @
0.00 minutes
100-year =
0.00 CFS @
0.00 minutes

1

Family Dollar Washington
Drainage Calculations
Check Control of 1-year. 24-hour Storm
If thel-year, 24-hour storm must be controlled, then the difference
in the volume of runoff between the post -development and the pre -development must be stored.
drainage area =
1.14 acres
1-year, 24-hour precipitation =
3.50
inches
pre -developed CN =
64
post -developed CN =
85.7
pre -developed ult. storage =
5.63 inches
post -developed ult. storage =
1.67 inches
pre -developed runoff =
0.71 inches
post -developed runoff =
2.07 inches
storage volume required = 0.13 acre-feet = 5,651.59 cubic feet
Post Development
Rational Method 1 YR - 24 HR STORM EVENT
Q = CIA
c= 0.75 Allowabel release rate - 3.411 cfs
A= 1.14 ac
4.01dlfrs
4.7inlhr
Pre Development
Rational Method 1 YR - 24 HR STORM EVENT
Q=CIA
C= 0.41
A= -F� Pq
1 Year
Q 3.411 CFS
I 4.70 in/hr

F. irst F. IdSW Ran De fig in 040te1�iti'sV4 i::{' "+aY 'f
1.5
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PRIMARY BMP CHARACTERISTICS
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CALCULATION CHECKS
Total P.re-0evabpmem,Wetersbetl Area (s0ydw::;
49658
Total.P.os4Devebpnrent�Waersfietl'Area(s0°
49858
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9.51
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PRE -DEVELOPMENT WATERSHED CHARACTERISTICS
Family Dollar EXPRESS
SEP 21 2010
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590.25
WATER QUALITY RAINFALL AND POST -DEVELOPMENT RUNOFF
Note: cells C38 and B50 should match, adjust C38