20030084 Ver 2_Stormwater Info_20080122

03 - o~ g N v~
Chandler Palmer Speight Engineers, P.A.
Site and Transportation Engineers
X621 Purfoy Road, Suite 201
Fuquay-Varina, NC 27526
(Phone) 919-552-4845
(F~) 919-552-6y62
www.cpsengineerspa.com
DESIG ~i CALGULA'T'IOItiIS
GIVILISITE WORK
THALES ACADEMY
HERITAGE TRADE DRIVE
WAKE FOREST, NORTH CAROLINA
~~ -
JAN 2 ~ ZC08
D~~~~p~
NOVEMBER, 2007
20-07

CONTEN'T'S
USGS QUAD MAP AND WAKE COUNTY SOILS MAP
DESIGN STANDARDS
STORMWATER CALCULATIONS (POND PACK PRINTOUT)
SEDIMENT TRAP DESIGN
CHANNEL DESIGN
STORM DESIGN
NCDOT-MSTA SCHOOL QUEUE CALCULATOR

USGS QUAD MAP
AND
~YAKE GOUItiI`TY SOILS MAP

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Soil Map-Wake County, North Carolina
Map Unit Legend
Wake County, North Carolina (NC183)
Map Unit Symbol Map Unit Name Acres n AO1 Percent of AO1'
Ce62 Cecil sandy loam, 2 to 6 percent 5.9 14.8%
slopes, moderately eroded
CeC2 Cecil sandy loam, 6 to 10 11.3 28.0%
percent slopes, moderately
eroded
CeD Cecil sandy loam, 10 to 15 17.2 42.9%
percent slopes _
PgF Pacolet-Gullied land complex, 4 1.7 4.1
to 25 percent slopes _
W Water 3.0 7.4%
WWF Wilkes loam, 20 to 45 percent 0.1 0.4%
slopes
WyA Worsham sandy loam, 0 to 3 0.9 2.4%
percent slopes
Totals for Area of Interest (AO1)
40.2
100.0%
USDr~ Natural Resources Web Soil Survey 2.0
"~ Conservation Service National Cooperative Soil Survey
11 /8/2007
Page 3 of 3

70:5526962 P:2~3
FEB-15-2006 11:15A FR0t1:SCATT MITCHELL
IE:Libit 4
SCS Hydrologic Soil Groups for soil typo fon>~ in Nost6 Carolina
Alaga A Dragston D!C Louisburg
L B
A Ranger
Ridgeland C (1)
C (2)
Alamance B
CIA Dunbar
Duplin DB
CB ucy
Lumbee D/C Rimini C
Albany
Altavista CB Durham B Lynchtxirg CB Roanoke D
Americus A Dykes B Lynn Haven D/C Rosman B
B
Appling Edneyville B Madison B Rumford B
B Elbert D Magnolia B Ruston
Ashe S Elivak B Mantachie CB Ruttege DB
Augusta C Etsinboro 8 Manteo
~ O
B Saluda
Scranton C/B
Avery B Enon
Eustis C
A Marlboro
Masada
B
Seneca CB
,gycp~
Barclay B
C Exum CB Maxton Starr B
B
Barth C Faceville
Fannin B
B B
Mayodan B State
Suncook A
Bayboro
Berne D/C
CB Fletcher B McColl D/C Surry C (11
Bibb OB Fuquay B Mecklenburg C Talladega
Bladen D!C Georgeville B Meggett D/C Tatlepoosa C
B
Blaney B Gilead C Mofena Tate B
Blanton A Goldsboro
Gokiston C/8
C A
Musella 8 Tatum
Thurrnont B
Bowie
Braddock B
B Gramtille B Myatt D/C Toocoa
Bradley B Grover
Guin B
A Nahurrta
Nason CB
C B
Toisnot
C/8`
Brandywine
Brevard B
B Gwinnett B Nixonton 8 Torhuna C!A
Bucks B Hartselis 8 Norfolk B Toxaway D
Buncombe A Hatboro D/C Ochlockonee B Transylvania B
Burton B Hayesville B Oalla C/8 Troup A
Byars D Haywood B Olustee D/C Tuckermart 0/C
Cahaba B Helena C Onslo~w B Tuskfuitee 8
Cape Fear DB Herndon B Orange D Unison B
Caroline C Hiwassee B Orangeburg B Vance C
Cartecay C Hoffman C Osier D Varina C
Catauta C Hulett B Pacoiet B Vaucuse C
Cecil B Hyde D/C Pactolus C/A Wadesboro B
Chandler B Inversttiel C Pamlico D/C Wagram A
Chastain D iredeil D Pantego D/C Wahee D/C
Chester B luka C Pasquotank DJB Wake O
Chesterfield 8 Izagora C Pelham D/C Watauga B
Chewacla C Johnston DB Pender D Wedowee B
Chipley
~ C!A Johus CB Penn C/B
Clifton B Kalmia B Pinkston C
Codorus C Kenansville A Plummer OB
Colfax C Kershaw A pocalla
Comus B Kinston D/C A
Congaree B Lakeland A Pocomoke DB
Cowarts C Leaf D!C Pomello C/A
Coxville D/C Lenoir D/B PonZer D/C
Craven C Leon CB Porters B
Davidson B Liddell D/C Portsmouth D/C
Delanco C Lloyd B Rabun B
Dorovan D Lockhart B Rains OB
Dothan B Louisa B Ramsey D
HRJI~l (11-1 J I~rhihirs

D~SIC H S'TAItiiDARDS

Precipitation Frequency Data Server
Precipitation Frequency Estimates (inches)
AEP*
(1•in-
Y) 5
ntin 10
nlin 15
nlin 30
min 60
min 120
min 3
hr 6
hr 12
hr 24
hr 48
hr 4
day 7
day 10
day 20
day 30
day 45
day 60
day
0 0.43 0.69 0.86
0.52 0.84 1.06 1.20 1.50 1.76
1.51 1.93 2.28 1.86
2.43 2.24 2.65
2.92 3.47 3.17 3.67 4.09 4.71
4.21 4.84 5.35 6.08 5.34
6.81 7.10
8.89 8.78
10.83 11.14
13.53 13.32
15.97
10 0.59 0.95 1.20 1.73 2.26 2.69 2.89 3.48 4.15 4.94 5.65 6.21 7.03 7.80 10.10 12.16 15.04 17.60
25 0.66 I.OS 1.33
50 0.71 1.12 1.42
100 0.75 1.19 1.50 1.97 2.62
2.14 2.90
2.30 3.17 3.17
3.56
3.93 3.43
3.89
4.34 4.16 5.00
4.73 5.72
5.30 6.46 5.88 6.68
6.61 7.47
7.35 8.28 7.35
8.21
9.09 8.26
9.20
10.16 9.07 11.66
10.03 12.83
11.00 14.01 13.81
15.02
16.22 16.88
18.20
19.50 19.55
20.94
22.27
200 0.78 1.24
500 0.83 1.31
1000 0.86 1.35 1.57
1.64
1.70 2.44 3.43 4.31
2.62 3.75 4.79
2.75 4.02 5.20 4.80
5.42
5.96 5.89 7.24
6.69 8.30
7.40 9.26 8.11 9.09 9.99 11.15
9.14 10.21 11.22 12.48
9.95 11.08 12.19 13.54 11.99 15.21
13.32 16.83
14.35 18.10 17.42
19.02
20.24 20.78
22.46
23.73 23.57
25.24
26.50

T@Xt VefSIOn Ot table fhesepreapnauonrrequencyesumacesareoaseaonanannuaimanimasene~,.~r~a~er~~~~ua~~,.~~wa~~~~~~~~=~~~w•
Please refer to the documentation for mare information. NOTE: Formatting forces estimates near zero la appear as zero.
Annual Maxima based Point Precipitation Frequency Estimates Version: 3
35.96 N 78.612 U 246 ft
27
26
25
24
23
22
21
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19
.. 18
~ 17
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Page 1 of 4
POINT PRECIPITATION ~`~'~
- ",',
FREQUENCY ESTIMATES f'A ~,~'~
FROM NOAA ATLAS 14 '~~;;-,:rr
North Carolina 35.96 N 78.612 W 246 feet
from "Precipitation-Frequency Atlas of the United Stales' NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Mazyland, 2004
Eatracted~ Mon May 21 2W7
Confidence Limits Seasonality Location Maps Other Info. GIS data MMaps Help Docs U.S. Map
2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Annual Exceedance Probability (1-fn-Y)
Mon Mau 21 13:27:15 2007
Duration
5-min _ 48- r -*-- 30-day -,>i--
10-mir-~ -+- 3-hr -~ 4-day -+~ -
1`t-rnir~ -r- .... ............ 7-day -`- 6a-dau -+--
~l~-rnir-. -ra- 12-Nr -+- 10-dny --!--
6tl-rrir'i -+r- 24-hr -e- 2A-rlara -g-
~x~
~~~,
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us&staten... 5/21/2007

Precipitation Frequency Data Server
VUIIIIU CIII;C LI1111IJ
Precipitation Intensity Estimates (in/hr)
AEP*
(1-in- 5 10
min min 15
inin 30
min 60 120 3 6
min min hr hr 12
hr 24 48
hr hr 4 7 10 20
day day day day 30 45 60
day day day
Y)
5.16 4.13 3.46 2.39 1.50 0.88 0.62 0.37 0.22 O.13 0.08 0.04 0.03 0.02 0.01 0.01 0.01 0.01
6.28 5.03 4.24 3.01 1.93 1.14 0.81 0.49 0.29 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.09 5.67 4.78 3.47 2.26 1.35 0.96 0.58 0.34 0.21 0.12 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.89 6.29 5.31 3.94 2.62 1.58 1.14 0.69 0.41 0.25 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 8.47 6.74 5.69 4.29 2.90 1.78 1.30 0.79 0.48 0.28 O.16 0.09 0.05 0.04 0.03 0.02 0.02 O.OI
100 8.98 7.14 6.01 4.61 3.17 1.97 1.45 0.88 0.54 0.31 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
200 9.42 7.46 6.28 4.89 3.43 2.15 1.60 0.98 0.60 0.34 O.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
500 9.91 7.84 6.58 5.23 3.75 2.40 1.80 1.12 0.69 0.38 0.21 0.12 0.07 0.06 0.04 0.03 0.02 0.02
1000 10.31 8.13 6.80 5.51 4,02 2.60 1.98 1.24 0.77 0.41 0.23 0.13 0.08 0.06 0.04 0.03 0.02 0.02
TeXt VefSlOn Ot tab{e These precipltatron frequency estlmates are oases on an annual maxane sc ca. nor ~~ ~~c ~,,,.~o~ ~.~«~a„-~ • •----~•••.•
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Rnnual Maxima based Point IDF Curves Versions 3
35.960 N 78.612 U 246 ft
10
7
3
s 2
i
`~ gg . 775
~ 0:4
'N 0.3
c 0.2
v
c ,1
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Thu May 17 14:16r49 2007
Annual xceedance Probabr zty
Cl-in-Y)
2-near -y- 100-year -
10-Dear -a- 500-near -F-
25-urar -?~ 1000-year -$-
~ y I L L L L L L L t L N T N N 10 .D N '7 N N
a E m I I I I I I I I I 'o a v a s a v a a v
I 1 N th V .D W N OJ V .D W I i I I I I I I I I
m m .-~ ti N C) V M V U'1 t\ m .~..r m 0 In CJ
.D Q. Duration N M .f .D
Confidence Limits -
* Upper bound of the 90% confidence interval
Precinitation Intensity Estimates (in/hr)
Page 1 of 3
POINT PRECIPITATION
ENCY ESTIMATES ~'`~~~ ~`
"~~
~~~
FREQU ~~
- FROM NOAA ATLAS 14 "'=' ; ~~`
North Carolina 35.960 N 78.612 W 246 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Vers
G.M. 8onnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley ion 3
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu May 17 2f~7
Seasonality Location Maps - Other Info. GIS data
Maps Nelp Docs U.S. Map
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&series=am&units=us&state... 5/17/2007

t~RTH
A GERREI
C350
F .::,
.~"r
~~
The composite turf reinforcement mat (C-TRM) shall be amachine-produced mat of 100% coconut fiber matrix
incorporated into a permanent three-dimensional turf reinforcement matting.
The matrix shall be stitch bonded between a super heavy duty UV stabilized bottom net with 0.50 x 0.50 inch
(1.27 x 1.27 cm) openings, a ultra duty UV stabilized, dramatically corrugated (crimped) intermediate netting
with 0.50 x 0.50 inch (1.27 x 1.27 cm) openings, and covered by a super heavy duty UV stabilized top net with 0.50
x 0.50 inch (1.27 x 1.27 cm) openings. The corrugated netting shall form prominent closely spaced ridges across
the entire width of the mat. The three nettings shall be stitched together on 1.50 inch (3.81 cm) centers with UV
stabilized polypropylene thread to form a permanent three-dimensional turf reinforcement matting.
Slone Desien Data - Unvegetated Cover Factors
PERFORMANCE SPECIFICATION
Slope Gradient (S)
Slope Length (L) 5 3:1 3:1-2:1 ? 2:1
<_ 20 ft (6 m) 0.0005 0.015 0.043
20 - 50 ft 0.018 0.031 0.050
>_ 50 ft (15.2 m) 0.035 0.047 0.057
Channel Desi n Data
Roughness Coefficients -Unvegetated
Flow Depth Manning's 'ri
<_ 0.50 ft (0.15 m) 0.041
0.50 - 2.00 ft 0.040-0.013
>_ 2.00 ft (0.60 m) 0.012
Approximate Maximum Flow Velocity
Unvegetated =10.5 ft/s (3.20 m/s)
Vegetated = 20 ft/s (6.0 m/s)
Maximum Permissible Shear Stress*
Short Duration Long Duration
Phase 1
UNVEGETATED 3.201bs/ftz
(153 Pa) 3.OO.lbs/ftz
(144 Pa)
Phase 2
PARTIALLY VEGETATED 10.00 lbs/ft2
(480 Pa) 10.00 lbs/ft2
(480 Pa)
Phase 3
FULLY VEGETATED 12.00 lbs/ftz
(576 Pa) 10.00 lbs/ft2
(480 Pa)
Values are approximate, precise values obtained from ECMDSrM
*Performance values obtained through third party testing at the Texas Transportation Institute, Colorado State University,
and Utah State University based on soil loss failure criteria not exceeding 0.50 inches (1.27 cm).

STORMWATER CALCULATIONS
(PONDPACK PRINTOUT)

CPS Engineers, P.A. LATEST REVISION: 11/21/2007 10:01 AM PAGE 1 OF 1

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake Forest
Total
Depth
Return Event in
Dev 1 2.7000
Dev 2 3.1700
Dev 10 4.9400
Dev 25 5.8800
Dev100 7.3500
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 29hr
TypeII 24hr
TypeIZ 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event
---- cu.yd.
---------- Trun
--
------
POND ----
1 ---- ---
IN ----
POND --
1 380.38
POND 1 IN POND 2 498.51
POND 1 IN POND 10 981.52
POND 1 IN POND 25 1252.16
POND 1 IN POND 100 1685.92
POND 1 OUT POND 1 380.00
POND 1 OUT POND 2 497.15 R
POND 1 OUT POND 10 972.19 R
POND 1 OUT POND 25 1240.78 R
POND 1 OUT POND 100 1671.51 R
*POST DEV OUT JCT 1 494.21
*POST DEV OUT JCT 2 675.15 R
*POST DEV OUT JCT 10 1462.50 R
*POST DEV OUT JCT 25 1928.81 R
*POST DEV OUT JCT 100 2697.16 R
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs
-------- ft
-------- cu.yd.
------------
---------
715.50 4.44
715.50 5.89
715.50 11.90
715.50 19.41
715.00 19.16
726.00 1.06 314.78 132.72
725.00 1.90 315.23 173.09
723.50 5.95 316.67 301.50
723.00 7.68 317.44 369.97
723.00 9.91 318.71 482.97
721.00 2.04
721.50 3.38
721.00 10.62
720.50 14.35
716.50 20.01
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:35 AM 11/21/2007

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.yd. Trun
------- -- min
--------- cfs ft cu.yd.
-------- -------- ---------
---------
*PRE DEV --------
OUT ----
JCT ------
1 ---
273.91 720.50 2.68
*PRE DEV OUT JCT 2 415.23 720.50 4.22
*PRE DEV OUT JCT 10 1089.32 716.00 12.46
*PRE DEV OUT JCT 25 1508.95 715.50 17.52
*PRE DEV OUT JCT 100 2219.15 715.50 25.99
SUBAREA 1-POST AREA 1 380.38 715.50 9.44
SUBAREA 1-POST AREA 2 498.51 715.50 5.84
SUBAREA 1-POST AREA 10 981.52 715.50 11.90
SUBAREA 1-POST AREA 25 1252.16 715.50 14.41
SUBAREA 1-POST AREA 100 1685.92 715.00 19.16
SUBAREA 1-PRE AREA 1 273.91 720.50 2.68
SUBAREA 1-PRE AREA 2 415.23 720.50 4.22
SUBAREA 1-PRE AREA 10 1089.32 716.00 12.96
SUBAREA 1-PRE AREA 25 1508.95 715.50 17.52
SUBAREA 1-PRE AREA 100 2219.15 715.50 25.99
SUBAREA 1POST BY AREA 1 114.22 720.50 1.07
SUBAREA 1POST BY AREA 2 178.01 720.50 1.78
SUBAREA 1POST BY AREA 10 490.33 716.00 5.54
SUBAREA 1POST BY AREA 25 688.05 716.00 7.93
SUBAREA 1POST BY AREA 100 1025.66 715.50 11.99
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:35 AM 11/21/2007

Type.... Design Storms
Name.... Wake Forest
Page 4.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
Title... Project Date: 9/25/2006
Project Engineer: JFC
Project Title: Dr. Privette Dental Office
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake Forest
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 29hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.7000 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev 2
-----------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.1700 in
Duration Multiplier = 1
Resulting Duration = 1940.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9400 in
Duration Multiplier = 1
Resulting Duration = 1940.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev 25
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 5.8800 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1490.00 min
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3500 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1940.00 min
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 11:38 AM 11/20/2007

Type.... Tc Calcs
Name.... SUBAREA 1-POST
Page 6.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondYa
TIME OF CONCENTRATION CALCULATOR
Segment #l: Tc: User Defined
Segment #1 Time: 5.00 min
------------------------------------------------------------------------
Total Tc: 5.00 min
-------------------------
-------------------------
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 11:38 AM 11/20/2007

Type.... Tc Calcs
Name.... SUBAREA 1-PRE
Page 6.03
File.... G:\_SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
. ......................
TIME OF CONCENTRATION CALCULATOR
------------------------------------------------------------------------
Segment #1: Tc: User Defined
Segment #1 Time: 5.00 min
------------------------------------------------------------------------
Total Tc: 5.00 min
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 11:38 AM 11/20/2007

Type.... Tc Calcs
Name.... SUBAREA 1-PRE
Page 6.03
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined ______________________________________________________
Tc = Value entered by user
Where: Tc = Time of concentration
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 11:38 AM 11/20/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1-POST
Page 7.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres ~C $UC CN
------
--------------------------------
Open space (Lawns parks etc.) - Fai ----
69 ---------
.960 ----- -----
69.00
Impervious Areas - Paved parking lO 98 1.210 98.00
Woods - fair 60 .170 60.00
COMPOSITE AREA & WEIGHTED CN ---> 2.340 83.34 (63)
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:48 AM 11/21/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1-PRE
Page 7.02
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thaler-Herritage Trade Drive)\PondPa
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
--------------------------------
Brush - brush, weed, grass mix - po ----
67 ---------
2.900 ----- ----- ------
67.00
Impervious Areas - Paved parking l0 98 .300 98.00
Woods - fair 60 1.400 60.00
COMPOSITE AREA & WEIGHTED CN ---> 4.600 66.89 (67)
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:48 AM 11/21/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1POST BY
Page 7,03
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C RUC CN
------
-------------------------------- -
Open space (Lawns parks etc.) - Fai ---
69 ---------
.980 ----- -----
69.00
Impervious Areas - Paved parking lO 98 .050 98.00
Woods - fair 60 1.230 60.00
COMPOSITE AREA & WEIGHTED CN ---> 2.260 69.74 (65)
S/N: FEYXYWJ8TX2A CP5 Engineers PA
Bentley PondPack (10.00.023.00) 10:49 AM 11/21/2007

Type.... Vol: Elev-Area
Name.... POND 1
Page 12.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
Elevation Planimeter Area A1+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft)
--------------- (cu.yd.)
---------- (cu.yd.)
-------------
------------
313.29 ---------------------
----- 2405 -
0 .00 .00-
314.00 ----- 2405 7215 63.24 63.24
315.00 ----- 2405 7215 89.07 152.32
316.00 ----- 2405 7215 89.07 241.39.
317.00 ----- 2405 7215 89.07 330.46
318.00 ----- 2405 7215 89.07 419.54
319.00 ----- 2405 7215 89.07 508.61
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 11:39 AM 11/20/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 13.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 313.29 ft
Increment = .50 ft
Max. Elev.= 319.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall
-
--- E1, ft
--------- E2, ft
---------
-----------------
Orifice-Circular ----
03 ---
---> TW 313.290 319.000
Stand Pipe R1 ---> Cl 319.000 319.000
Orifice-Circular O1 ---> C1 313.290 319.000
Culvert-Circular C1 ---> TW 314.750 319.000
TW SETUP, DS Channel
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:50 AM 11/21/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 13.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\POndPa
OUTLET STRUCTURE INPUT DATA
Structure ID = 03
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 313.29 ft
Diameter = 6.00 in
Orifice Coeff. _ .600
Structure ID = R1
Structure Type =
------------------- Stand Pipe
-----------
------
# of Openings = 1
Invert Elev. = 319.00 ft
Diameter = 60.00 in
Orifice Area = 19.6350 sq.ft
Orifice Coeff. _ .600
Weir Length = 15.71 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 313.29 ft
Diameter = 15.00 in
Orifice Coeff. _ .600
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:50 AM 11/21/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 13.02
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
OUTLET STRUCTURE INPUT DATA
Structure ID = C1
Structure Type
-------------- = Culvert-Circular
------------------
----
No. Barrels = 1
Barrel Diameter = 15.00 in
Upstream Invert = 314.75 ft
Dnstream Invert = 302.00 ft
Horiz. Length = 52.00 ft
Barrel Length = 53.54 ft
Barrel Slope = .29519 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .023225
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0078
Inlet Control M = 2.0000
Inlet Control c = .03790
Inlet Control Y = .6900
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.174
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 319.75 ft ---> Flow = 4.80 cfs
At T2 E1ev = 316.22 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUT FALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .O1 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:50 AM 11/21/2007

Type.... Pond E-V-Q Table Page 19.01
Name.... POND 1
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Drive)\PondPa
LEVEL POOL ROUTING DATA
HYG Dir = G:\ SITE-CIVIL\ Active Projects\2007\07-062 (Thales-Herritage Trade Dr
Inflow HYG file = work_pad.hyg - POND 1 IN Dev 1
Outflow HYG file = work pad.hyg - POND 1 OUT Dev 1
Pond Node Data = POND 1
Pond Volume Data = POND 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 313.29 ft
Starting Volume = .00 cu. yd.
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .50 min
Elevation Outflow Storage Area Infilt. Q Total 2S/t + O
ft cfs cu.yd. sq.ft cfs cfs
------- cfs
----------
------------
313.29 -------------
.00 --------
.00 ---- --------
2405 -----------
.00 -----
.00 .00
313.79 .47 44.59 2405 .00 .97 80.64
314.29 .82 89.07 2405 .00 .82 161.15
314.75 1.09 130.05 2405 .00 1.04 235.13
314.79 1.06 133.61 2405 .00 1.06 241.56
315.29 2.01 178.15 2405 .00 2:01 322.68
315.79 3.52 222.69 2405 .00 3.52 409.36
316.29 4.96 267.22 2905 .00 4.96 485.97
316.79 6.24 311.76 2905 .00 6.24 567.41
317.29 7.37 356.30 2405 .00 7.37 648.70
317.79 8.37 400.83 2905 .00 8.37 729.88
318.29 9.29 495.37 2905 .00 9.29 810.96
318.79 10.02 489.91 2405 .00 10.02 891.86
319.00 10.32 508.61 2405 .00 10.32 925.83
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 10:51 AM 11/21/2007

Thales Acade
Wake Forest
Culvert No:
Culvert Diameter:
Culvert Material:
Entrance Type
Level S reader #1 Bypass
15in ~
BOX
Upper Invert:
Lower Invert:
Culvert Length:
Culvert Slope:
Tailwater Elevation
Outlet Protection
Q 10 = 5.95 cfs
Qfull = 32.04 cfs
Vfull = 26.10 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
31'4:75
302:00
52 ft
0.245192 ftlft
301.00
DATE ,, --, ,:.„,, ,-,~,,
11 /20/2007 ~ ~ ~ ~ ~ ~~~\
PROJECT NO s,
07-062 \ ~~
BDS
Drainage Area: ac
Design Frequency: 10 yrs
Time of Conc: min
Intensity: in/hr
Runoff Coeff:
Discharge:* 5.95 cfs
*NOTE: Discharge from Level Spreader Bypass.
See Pond Pack Report for
Calculations.
Q10/Qfull = 0.19
VNfull = 0.75
V = 19.63 fps
Zone = 3
D5o = 10 in
DMAx = 17 in
Riprap Class = 1
Apron Thickness = 26 in
Apron Length = 10.0 ft
Apron Width = 3xDia = 3.75 ft
CPS Engineers, P.A. LATEST REVISION: 11/21/2007 10:01 AM PAGE 1 OF 1

SEDIMENT 'T'RAP
DESK hi

PROJECT NAME
Thales Heritage Trade Drive
LOCATION
Wake Forest, NC
Trap Number:
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
25-yr Rainfall Intensity [I]:
25-yr Discharge [Q25J:
10-yr Rainfall Intensity [I]:
10-yr Discharge [Q10]:
Required Sed. Storage Vol:
Required Surface Area:
DATE
11-20-07
PROJECT NO
07-062
JFC
~ Site Conditions
Initial Final
1.90 1.90 ac
0.00 0.00 ac
1.90 1.90 ac
0.40 0.40
7.89 7.89 in/hr
6.00 6.00 cfs
7.09 7.09 in/hr
5.39 5.39 cfs Max
Dist. Ac. x 3600 = 6840 6840 6840 cf
0.01 ac/cfs = 2347 2347 2347 sf
Basin Volume:
Bottom Elevation of Basin:
Elevation Interval of Basin:
320 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
320.0 4788 0 0 0
321.0 5968 1.0 5378 5378
322.0 7205 2.0 6587 11965
323.0 8498 3.0 7852 19816
324.0 9848 4.0 9173 28989
Top of Req. Sediment Pool (per Surface Area): 317.93 ft
Top of Req. Sediment Pool (per Volume): 321.22 ft
Principle Spillway Design:
Weir Elevation:
Weir Width:
Use Weir Width:
25-yr Water Surface Elevation:
Weir Capacity:
Freeboard:
Embankment Elevation:
322.00 ft
2.00 ft
10
323.00 ft
30.00 cfs
1.00 ft
324.00 ft
Bottom Dims: 28 x 170

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' ' ~ ~ DATE DESIGN PHASE
~ 11/19/07 SD / /
PROJECT NAME PROJECT NO DD / /
Thales Academ , Herita a Trade Drive 07-062 CD / x /
LOCATION BY REV / /
Wake Forest, NC BS OTHER / /
CHECKED BY (SPECIFY)
JC
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 1' Bypass Channel Drainage Area: 4.50 ac
Sta from: Begin Design Fequency: 10 yrs
Sta to: CL Stream Time of Conc: 5 min
Section Length: 60 ft Intensity: 7.09 in/hr
Section Slope: 3.33 % Runoff Coeff: 0.50
Ret Class: C *Discharge: 11.22 cfs
Permissible Velocity: 10.50 fps `Dischardge from Pond Pack report
Allowable Depth: 1.00 ft for the 10 year discharge.
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 11.22 cfs flow by Pond Pack Report
n = 0:.:031 0,3.50 Manning's Coefficient (dimensionless)
S = 0.0333 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.28 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0:75 ' 2.44 5.74 0.42 1.38 deep
1 0.70 2.17 5.43 0.40 1.18 shallow
1 0.72. 2.28 5.55 0.41 1.26 shallow
1 0,73 2.33 5.62 0.41 1.29 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =Zreq
A = cross-sectional area of flow Q
Zrs
n
=
P = wetted perimeter of the channel A R
49 ifs
1
.
R = hydraulic radius of the channel
Normal Depth, D = 0.73 ft Depth O.K.
Velocit = 4.82 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.52 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 7.0 ft
Permanent Channel Lining: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. 07-062 CHANNEL DESIGNS.x)s -Channel #1

' ' ~ ~ DATE DESIGN PHASE
~ 11/19/07 SD / /
PROJECT NAME PROJECT NO DD / /
Thales Academ , Herita a Trade Drive 07-062 CD / X /
LOCATION BY REV / /
Wake Forest, NC BS OTHER / /
CHECKED BY (SPECIFY)
JC
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 1 Bypass Channel Drainage Area: 4.50 ac
Sta from: Begin Design Fequency: 2 yrs
Sta to: CL Stream Time of Conc: 5 min
Section Length: 60 ft Intensity: 5.16 in/hr
Section Slope: 3.33 % Runoff Coeff: 0.50
Lining Type: C350 "Discharge: 2.56' cfs
Permissible Shear: 320' Ib/sf `Dischardge from Pond Pack report
Channel Depth: 1.00 ft for the 2 year discharge.
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.56 cfs flow by Pond Pack Report
n = 0:055' Manning's Coefficient (dimensionless)
S = 0.0333 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.518 quantity to equate to Zav
M = 3:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
1 0:60 1.68 4.79 0.35 0.835 deep
1 0.50 1.25 4.16 0.30 0.561 deep
1 0.48 1.17 4.04 0.29 0.513 shallow
1 0.49 1.21 4.10 0.30 0.537 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = 7req
A = cross-sectional area of flow ~
2l3
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius of the channel 1.49
Normal Depth, D = 0.49 ft
Veloci = 2.12 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 1.02 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 1 ft side slopes, M= 3 :1
D= 1 ft top width, W= 7.0 ft
Line Channel with: C350
(REF: Malcom, 1991)
CPS Engineers, P.A. 07-062 CHANNEL DESIGNS.xIs -Channel #1

S'TORIVI D~SIC lei

INTENSITY DURATION FREQUENCY CURVES

Project: Thales-Heritage Drive By: CSB
Location: Wake Forest, NC Date: 11/8/2007

Intensi -Duration-Fre uenc Table:
IDF Data from H dro Pro ram: North Carolina 35.96 0 N 78.612 W 2 46 feet
Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
min in in in in in in
5 5.160 6.280 7.090 7.890 8.470 8.980
10 4.130 .5.030 5.670 6.290 6.740 7.140
15 3.460 4.240 4.780 5.310 5.690 6.010
30 2.390 3.010 3.470 3.940 4.290 4.61.0
60 1.500 1.930 2.260 2.620 2.900 3.170

•
Calculated Values:
Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
min in in in in in in
5 5.012 6.022 6.724 7.387 7.858 8.257
10 4.127 5.041 5.689 6.323 6.781 7.182
15 3.508 4.335 4.931 5.527 5.964 6.354
30 2.419 3.052 3.522 4.012 4.381 4.721
60 1.493 1.918 2.242 2.592 2.862 3.119

Calculated Value, Percenta a of In ut Data:
Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
min in in in in in in
5 97% 96% 95% 94% 93% 92%
10 100% 100% 100% 101% 101% 101%
15 101% 102% 103% 104% 105% 106%
30 101% 101% 102% 102% 102% 102%
60 100% 99% 99% 99% 99% 98%
IDF E uations: I = / h+t for 5< t < 60 min
Return Yr h R2
2 117 18 0.9994
5 155 21 0.9987
10 185 23 0.9977
25 220 25 0.9959
50 248 27 0.9939
100 276 28 0.9911

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Type.... Master Network Summary Page ;.C1
Name.... Watershed
File.... C:A SITE-CIVIL\ Active Projects\2007\07-062 (Thaler-Herritage Trade Drive)APondPa
MASTER NETWORK SUMMARY
SCS U nit Hydrogra ph Method
(* Node=Ou tfall; +NOde =Diversion;)
( Trun= HYG Trun cation: Blank=None; L=Left; R=R t; LR=Left& Rt)
Max
Return HYG Vol Qpea k Qpea k Max WSEL Pond Storaqe
Node ID Type Event cu.yd. Trun min
-
--- cEs
-----
--- ft cu.yd.
-------- ------------
---------
'PRE DEV --------
OUT ----
JCT ------
1 ----------
295.07 -- -----
720. 50 2. 35
*PRE DEV OUT JCT 2 376.52 720. 50 3. 80
*PRE DEV OUT JCT 10 1011.59 716. 00 11. 51
*PRE DEV OUT JCT 25 1410.13 715. 50 16. 32
*PRE DEV OUT JCT lOp 2087.69 715. 50 24. 43
SUBAREA 1-POST AREA 1 939.06 716. 00 4. 72
SUBAREA 1-POST AREA 2 610.33 716. 00 6. 88
SUBAREA 1-POST AREA 10 1389.04 715. 50 16. 25
SUBAREA 1-POST AREA 25 1899.39 715. 50 21. 67
SUBAREA 1-POST AREA 100 2607.62 715. 50 30. 44
SUBAREA 1-PRE AREA 1 245.07 720. 50 '_. 35
SUBAREA 1-PRE AREA ? 376.5? 720. 50 3. 80
SUBAREA 1-PRE AREA lfl 1011.54 7]6. OC 11. i1
SUBAREA 1-?RE AREA _.. 1410.13 715. '0 16. 32
SUBAREA 1-PRE AREA 100 2087.69 715. 50 ?4. 93
S/N: EEYXYWJ8TX2A CPS Engineers PA
Bentley Pond Pack (10.00.023.001 i0:08 PM 11/13/2007

*~,`~
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... C:A SITE-CIVIL\ Active Projects\2007\tJ7-062 (Thaler-Herritage Trade DriveiAPon~iPa
MASTER DESIGN STORM SUh1MARY
Network Storm Collection: Wake Forest
Total
Depth Rainfal l
Return Event in Type
-----
------- RNF
-------- ID
--------
-------
Dev -----
1 - ------
2.7000 ----
Synthetic Curve TypeII ~9hr
Dev 2 3.1700 Synthetic Curve TypeII 24hr
Dev 10 4.9900 Synthetic Curve TypeII :'9 hr
Dev 25 5.8800 Synthetic Curve TypeII 29hr
Dev1 00 7.3500 Synthetic Curve TypeII 29hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Ou[fall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=R r_; LR=Left&Rt)
Return HYG Vol
Node ID Type Event.
- cu.yd. Trun
---------- --
------
POND ----
1 ---- ---
IN ----
POND -----
1 439. 06
POND 1 IN POND 2 610. 33
POND 1 IN POND 10 1389. 04
POND 1 IN POND 25 1849. 30
FOND 1 IN POND 100 2607. 62
POND 1 OUT POND 1 433. 81
POND 1 OUT POND 2 610. 08
POND 1 OUT POND 10 1387 .51
POND 1 OUT POND 25 1841 .84
FOND 1 OUT POND 100 ?586 .00
*POST DEV OUT JCT 1 433 .81
*POST DEV OUT JCT 7 610 .08
*POST GEV OUT JCT 10 1387 .50
*PO5T DEV OUT JCT 25 1891 .83
'POST DEV OUT JCT 100 2585 .99
Max
Qpea k Qpeak Max WSEL Pond Stor age
min cfs
---- ft
------
-- cu.yd.
---------
---
------
716. ---
00 ----
9.72
716. 00 6.88
715. 50 16.25
715. 50 _1.f,7
715. 50 30.99
729. 00 2.26 314. 46 104. 39
729. 00 3.28 315. 01 153. 37
722 50 11.05 316. 78 311. 01
722 00 15.96 317. 64 38. 85
7°0. 50 _5.09 318. 50 463. 64
729. 00 2.26
724. 00 3.:'8
722. 50 11.05
722. 00 15. 9F
720. 50 ?5.09
S/N: FEYXYWJBTX2A
Bentley Pond Pack (10.00.023.00) 10:08 PM
CPS Engineers PA
ll/13/2007

t'erntitNusnher' _.____...___.....-._....__.
~r~, ~<~ pr~ovic(c~cr h~, r.1-a~~~>>
[:lrair~a;.~e Area Rurtlber:___~ . ~.---..
~yi~ler ~t-ri.p, ~t~~ta~e~ IZipa~a~rn ~-t.~ff~x end. I..~~v~~ ;p~xe~d~r
~ris~ect~ai~ ~~d I1~a~a~~ertat~~e .~~~ee~xa~n~
1. will ~l~eep a zziain.tenanc.r rt~cx~r,ct an this F31~11'. ~l~lzis zrccsinlenanc.e recnrG:I will 1?e kept in a
1ca~ ira ~a kxaca•wn scat Ic~c~ttion. any cl~:ficiertt Ll'~1I' elerzli~nts noted in thc~ inshectioz~t ~nT.i.ll h~,
ccs:rre~ctc~c~, rE~haired or re}~lacec! .im.medi.~atel}~. •l'11cYse defi~~ic>ncir>s can. affect th.e .ia2tegrity
of strxzctures, safety of th~x pul~lie, and. the removal efl iric=nry c:~f thc~ Blvll'.
Inx.purt<int zxa.aixaten~znce proceilazrc:~s:
- lmmed.iatcly~~ after. the filter strip is establisl~aecl, arty newly planted vegrtta~tiort
r~~,~i.ll be watered twi_ce~ ~nreelcly if rzEredecl until the plants k~ecc~r>1t~ <~stabIishc~cl
(coz~tiznvnl.y six v~reeks).
-- C~I1C('_ ra year, th.e filtc>r strip t~•i l Ise resec>dc.~d to rn~sintain a dezase growth of
vef ~E'ta:ttt:an
- fitaL~le groett~dcove:r v~~ill. be z:ziaiz~tai.«c:~dr.n the clrainagc~ arE>a t:o reduces the
sedi~n~zent k7ac! ko tine vegetation..
Ttiwo to three tunes ~:t yE`a:r, grass filtt~r slrih~; will.Y~e mowed. and the clippzags
lzarvestecl tc~ prorrs.o~te the l;rciwi:h of thick vc~gt~tatioza vtiriklz. captirnurnpollutant
rexnuva:l. t~~fficiez~cy. Turf f;:raws should not be c°ut ;yh.c~rter thtixt :3 to ~ u~tc~he;~ ar~d
m~~y 17e ~allo~v~ed to g;rot~~ as trap as ~1.2 i.nr~h~s dc5l_>~rztling o:rr ae~>tlZeti<° re~ttirc~trcents
(NII'C~, ~l )r~3~. l~wested filter stri}~s dc.~ nc3t re~uiz•e this ty~p~ ol" tnaintena Ice.
.- (:)nee a year, fine soil will. bc~ ac~rateci if necessary.
mince a year, soil la-H: a~rill b~ to>ttd a.nd li:r>I-tr twfll. k~e. ad.ded :rf n.c~~cessary.
after the filter s~~~i.h is estahl~ished, is ~n=:i~l1 be intiL~~+ctcd cg~6zarterIy ~rsd. rvith~en :~~ houas
a4'ter every stcrrrxz event grC'ater than f.(l inch (car ~.5 irrcla.f~~s if in a C:caastal C'ax.axrty~.
Rec:orcls of insrrect:iot~7 and ma.i:ntetlancr will. bc~ kepk in a kr.ZOwxZ st't lc~catiozi anc-t ~nrill be
available upox.~ reiluest.
In pectio~n activities shall ~c~ l.~crforn~c=if its .folh~w~ti. any prc~~ilerxxs ti~at ar~~ fta-+.znd shall
he r°c~pai-red i:ra~.rnedi~xt~ly.
kII+~I1? element: ...._...
'd'!•re erktire filter strip
system ~ _
The fl~-w sputter device
~,~ applicable)
I'atetati~el prc-talem.
- - - -_
`lush/debris is prcasen .
"Che flow slylitter dev~i.ct~ is
'~[~11e fio~w splittrr device is
danlat;ed.
how I wi31 rert~ediatce than pro6l.e~nra,_
r.- .--.__. ~._..__ ._
~ Retttcsvk~ the trasiz/de[~ris.
~ Llnclr>t; the cnnveyan«a and disposer
of any sedirnF i~t oft situ.
Iv/1~~skc any zu ress~~ry repabs or
sk+plare* it da.zzaizl;e is too large for
~ t•epa~ir. ~,
Furnz S~'vrli~0~t-i.~evel Spri;acier, Filter Siz~ip> ltestorc~d l~iprrs:ian 13uffes I~lvt-lic;v.2 I'a~?e I of 3

$MP e}e~nent:
Tile 5w~~aLe and fihs~ level
lip
I~afenfiia{~roiaielxt_. ___ __ __..__.
7'h~> Swale is r_logged tvitlt
sediment.
'I~iu level lip is c racl:ec{,
sett.lecl, undercltt, r:coded or
other~tiisi~ daala~~~ed.
_._.----_.._....__._._u ._._....__.__....
'Fherc~ is erosion arou,ud the
elld. of the level spreader that
shoGVS stormy+~tter has
bypassed it.
ttCln.
T}le bypass cilallnei
t he f i}ter ship
f "I'recs oI• shrubs }lave be~;utl ~ Relltove them.
~ fo gI•otiv can tllc: swa.le or ~jrlst ~ ~
~ d.c~wnst.o~ c>f the Level l~~_--_ `_..__..._._.__..___._._-....____....r.....___.---._..~.----..~
[ flreas of bare. 5c~il a:nd~'or ~ Regrade t}le soi} if necesstzry t<~
~rrosive fulliis Have fortnc~rd, remove t{I~ ~;ll'liy, all.d thel2
! ret:stab}ish ~~ro per erosion colltro}. ~
Turf reinforcer).lent is
damaged or ri!)a.p is ro:lling~
dotivnlli.ll~
-----
iiowv i xviii remediate th~ro ~ .em:
tZernove the :sedilllent alu3 c{.isi~ose
of {t: Uff-s.itc. __--
Repair or rep{acc> lip.
i
IZegracie. the ,oil to create a berm.
that is h}ghc~r thatl the level. lip, anct
than p}~z.nt a ground covt.r ani3
wati~r ttntit it is establis}lect. Prc.>vide
lime dIld ~ Or1l_'-tulle fern}.tZt?.I'
5tlldy the site to sr?e if a larf;er
by}rass channe~~l i5 needed (enlarge if
necessary). :after this, reestatllish
the erosio2l cc:)Ittro} Itta:t~~riEZl.
Sr..clinlc>nt is building up can
~ t}le iiCte~r stlit~.
i
r.__,__.____._..-_..-- S
ti Crass is tun s}sort ur too lotlg ~ ~Satntaln grass a.t ~'+ helg a o
(if ap~lt<al~le) _ ,__ _ ~~~oximate~t}1tcE~ to sI~ inclzes_--
~ Areas of bare soil ~uld/ or ~ Re KI~xdE~~ then soi] tf noces~.ar~~ to
eras{vE: gullies h.avca farlneci. ~ re:move t}le E;u}ly, and then plant a
ground cover and writer tultit it is
i estab fished. Provide }irate axld a
cane-tinl.e ferniizE~.r ap~iication. _
~. 1~'lants are desiccated
Rc~>Inove fl1C' sedilxlc~nt and
restabilize fhc. soi} Fv{t}l vegetation if
IrecF:~ssaly. I'rovic{e li.m.e and ~~ ane-
tim<__fertilizer a~a~catiorl,- _,____
Provide rtdc{itional irrif;ation a.nd
fc~rtiiizer as needed.
1-~ ---- ---------_._....-..-._..
I'lartts 'ere c{cad, diseased or ._~. -
` I)c:terrni;-tt the source, of the i
i C{y.l:fl~. ~I'Cl{?}l Ill.. .`i01.{:i, }lV(~rOt.U~yr d1.~iGci!'rC,
etC'. I~('nl('tt{y t}lC'. pCC)1?IE'il1 c~i1C~ 1
rC'.lJlaCE plaltts. hI'OVld.e ct U1lC"-tlltlf.' ~
~lic.ation. ~-~--
i fc~t ti{IZez_a~
I~utsallce VCgetatlC)7l l9 "
~ }ZlCItOVE? VC 4TyEa~t On by }lilrl(:{ i.t
chrii<in~; slut desirably- s~pcx:.ies . ~ pc:issib[c~~ If pesticide ~is used, do zlat
i
i
~ ng
v
~ ailo~v it to gcat into the rece
Tile receiving water ~ Erosiotl or other signs cif
I da~magt' have occurred at the
~ outlet.
tiva{er. __ __ _
Contact the Nt' I):lvlSl.On o'f bate*T -
Quality {Deal Regional Office, or the
~{f71 C)versi~,hfi t)nit at 9"i9-•r33-17ilCi,
E'ornl SWU•~{fll-level Spreader, Fi[ter Strip, Ctestored Riparian. i3u1'fer C~~:.M-I~e~~.2 Pape 2 ta~'~

,~.
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