20071856 Ver 1_Stormwater Info_20071109

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KELLER ENVIRONMENTAL
ENVIRONMENTAL CONSULTANTS
November 8, 2007
Joseph Gyamfi
NC Division of Water Quality
401 Wetlands WQ Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Arch Aluminum
Keller Environmental Job No. 0767
Youngsville, North Carolina
Dear Mr. Gyamfi:
Thank you for your assistance with this project. We are submitting the information
requested from written correspondence on November 1, 2007. We are requesting for NG
Division of Water Quality (NCDWQ} written approval for the stormwater plan affiliated with
the proposed project.
This proposed project is in Youngsville Industrial Park in southern Franklin County.
Since the proposed "Arch Aluminum" project is located within a 401 Permitted area,
conditions set forth in the permit must be followed. This 401 Certification was issued
December 19, 2002, the DWQ Project Number is 02-1700, and a copy of it is attached.
Condition 2 stipulates: A final written stormwater plan shall be approved in writing by this
C?ffice before the impacts specified in this Authorization Certificate shall occur if the
proposed built out of the individual lots exceed 30°lo built upon area. Also, the attached
property deed (page 2; #8} requires DWQ approval for sites exceeding 30% impervious
land cover.
The 10-acre site is located near the rear of Youngsville Industrial Park on Northbrook
Drive. An unnamed tributary to Brandy Creek exists approximately 1,000-feet north of the
property. Similar to other areas of the Park, curbless streets will be used to maximize
stormwater efficiency.
Nearly all of this property's drainage 46% impervious area will be facilitated through
the proposed stormwater wet pond and its affiliated structures. The catalyst of this system
will be a 3-feet deep wet pond. Surrounding this feature will be nearly 850 plants. Please
refer to Sheet C6 for details. The three planting areas will be comprised of Shallow Marsh,
Shallow Land, and a vegetated side slope. This should maximize nutrient & hydrological
uptake while providing aesthetics and other benefits for the area. All of the 1-year prelpost
storm event will be treated by this wet pond. Expected drawdown will be approximately 3 1/2

DWQ stormwater Approval
Arch Aluminum
November 8, 2007
Page 2 of 2
days. Upon discharge from the pond, further absorption will ensue for the 1,000-feet to the
stream. The forebay area required for this stormwater area is 2,951 SF (20% of Total).
However, 3,778 SF is provided to maximize the stormwater process.
Accessibility to this pond area will be readily available from Northbrook Drive and the
bordering parking lot. In accordance with the completed inspection and maintenance
agreement, sediment will be removed systematically to maximize the pond's retention
potential.
If you should have questions or require additional clarification please feel free to
contact me at 844-7437 (office), 749-8259 (cell) or email: iayCc~kellerenvironmental.com.
Sincerely,
Keller Environmental, LLC
~~
Jay Keller
Principal
Cc: Brian Speight, PE

r
Chandler Palmer Speight Engineers, P.A.
Site and Transportation Engineers
X621 Purfoy Road, Suite 201
Fuquay-Varina, NC 27526
(Phone) 919-552-4$45
(F~) 919-552-6962
www.cpsengineerspa.coin
DESIGN CALCULATIONS
GIVIL.~ISIT~ YORK
ARCH ALUMII`IUM AItiiD GLASS
YOUNGSVILLE, NORTI-I CAROLINA
OCTOBER, 2007

CONTENTS
USGS QUAD MAP AND WAKE COUNTY SOILS MAP
DESIGN STANDARDS
STORMWATER CALCULATIONS (POND PAGK PRINTOUT)
SEDIMENT BASIN DESIGN
CHANNEL DESIGNS
STORM DESIGN

USGS QUAD MAP
AND
FRANKLIN GOUNTY SOILS MAP

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Soi! Map-Franklin County, North Carolina
{Arch Aluminum, Youngsville)
Natural Resources Web Soil Survey 2.0 8/10!2007
Conservation Service National Cooperative Soil Survey Page 1 of 3
N Meters
0 100 200 400 600
Feet
0 400 800 1,600 2,400

Soil Map-Franklin County, North Carolina
(Arch Aluminum, Youngsville)
MAP LEGEND MAP INFORMATION
Area of Interest (A01) very Stony Spot Original soil survey map sheets were prepared at publication scale.
Area of Interest (A01)
t
W
t S Viewing scale and printing scale, however, may vary from the
po
e original. Please rely on the bar scale on each map sheet for proper
Soils ~ Other map measurements.
~
~ Soil Map Units
`"" Special Line Features Source of Map: Natural Resources Conservation Service
Special Point Features Gully Web Soil Survey URL: http:Ilwebsoilsurvey.nres.usda.gov
~~ Blowout Coordinate System; UTM Zone 17N
„
„ ~ Short Steep 51ope
Borraw Pit This product is generated from the USDA-NRCS certified data as of
,= Other the version date(s) listed below.
}( Clay Spot
Political Features Soil Survey Area: Franklin County, North Carolina
Closed Depression Municipalities Survey Area Data: Version 8, Jan 19, 2007
Gravel Pit Cities Date(s) aerial images were photographed; 2/1911993
~„ Gravelly Spot ~ ems; Urban Areas The orthophoto or other base map on which the soil lines were
Landfill Water Features compiled and digitized probably differs from the background
~ Lava Flow ~ Oceans imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
,~, Marsh Streams and Canals
Mine or Quarry Transportation
++~- Rails
0 Miscellaneous Water "°
Roads
(r1i Perennial Water ,,,~„ Interstate Highways
Rock Outcrop ,„ US Routes
+ Saline Spot State Highways
„ „ Sandy Spot .~w° Local Roads
Severely Eraded Spot Other Roads
~, Sinkhole
Slide yr Slip
5odic Spot
Spoil Area
Stony Spot
USDA Natural Resources Web Soil Survey 2.0 8/1012007
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map-Franklin County, North Carolina
Arch Aluminum, Youngsville
Map Unit Legend
Franklin County, North Carolina (NC069)
Map Unit Symhol Map Unit Name Acres in AOI Percent of AOI
CaB Cedl sandy loam, Z to 6 percent 108.3 45.9%
slopes
CaC Cecil sandy loam, 6 to 10 24.4 10.4%
percent slopes
CeB2 Cedl day loam, 2 to 6 percent 17.2 7.3%
slopes, eroded
ChA Chewada and Wehadkee soils, 3.7 1.6%
0 to 3 percent slopes,
frequently flooded
PaC2 Pacolet day loam, 6 to 10 33.0 14.0%
percent slopes, eroded
PaD2 Pacolet day loam, 10 to 15 34.0 14.4%
percent slopes, eroded
WaB Wake-Saw Wedowee complex, 15.2 6.5%
2 to 8 percent slopes, rodry
Totals for Area of Interest (AOI) I 235.9 100.0°!0
Natural Resources Web Soil Survey 2.0 8/10/2007
Conservation Service National Cooperative Soil Survey Page 3 of 3

FEB-iS-006 13.:1SA F#: ~CC?1`T MITC~. T0.5S2fi~-2 ~ ~ ~!~
E~rt 4
SCS Hydratu~gic Sad ~r~o ~' soil t3rp~s fonmid ise risstlt Cates:
Aiaga A Drawn D!G louisbutg 8 Ranger C {1 }
Alamance $ Dunbar D!B l.ucjt A Rklgetand C ~~}
Albany CtA Duplat C18 Lumbee 0~ Rites C
Altav~ta C/8 Dufiarn S tynchbser~g C!B Ro~ake D
Americus A Dynes B Lynn Haven DIC Rai B
Appling Edneyviiie 8 Madison B Rufnfo~rd B
B Elbert D Mac,~w~a B Roston B
Ache B Eiioaic S Mantai~hie Cl8 RuBege D18
Augusta G F,.~inboro 8 Manteo D S~ud~t CiB
Avery H Enos C Marlboro B Scxantott LaIB
Aycock B Eustis A tiAasada B Seneca C!S
Barclay G Exurn C/B il~don Starr B
Bartri G Faceviiie 8 B - State B
8ayboro t}/C Fannin 8 Mayodan $ Suncoo#c A
Berrie c!B i=tet B l~coa SIG Sir ~ s i~~
Bibb DtB Fu~uay S McClde'9 G TaN C
Bladen ©!C GeorgewiNe B M i~ Taltepoosa G
i3taney B Gilead C Molena Tate 8
8larton A Gok~boro C!B A Tatum 8
84Wie i3 Gok#ston C Nkrse~a $ T~iitn4nt B
Braddock B Granvike B iki[yaK DVC Ta~coa
Bradley B Grover B Nahunta CIB B
srandywine B Guin A iVasvn C T~ CB*
Brevard B t~rinnett B NixoMtiri $ Torliutui CIA
Bucks 8 Hartseils 8 Norfolk B Toxaway !'3
Buncombe A Hatboro DIG Oc~iodconee B Transylvania 8
Burton 8 Hayesvi~e B Oaila CJg Traaup A
Byars D Haywood 8 Oius~ee f?/C Tudc+e~an DIC
Cahaba B Helena C C>nsiow B Tutee B
Gape Fear Dl8 Herndon B Orange D Unison S
Caroline C Hiwassee B Orangeburg B Vance C
Cartecay C Hoffman C Osier D Vacitta G
Catania G Hulett B Pacxilet B Yauclase G
Cecil 8 Hyde WC Pacto~ CIA Wadesboro B
Chandler 8 invershiei . C PantlicA DIC Wagram A
Chastain D MedeU t? Pantega DIC Watiee DIG
C#iester 8 luka C Pasquo#anic [alb Wake D
Chesterfield 8 izagora C Pegtam DISC Watauga ~
Cnewacla G Johnston DIB Pander D Wedowee 8
Ch;pley ~ G/A Johns CfB Penn C/8
Clifton B Kalmia S Pinkston C
Codonis C Kenans+ri~ A Plummer [alB .
Col€ax C Kershaw A Paoaiia
Cornus Q Kinston D1C A
Congaree ~3 t akeiand A Poc~moke DtB
Gawaris C 4eaf tatC Pt~metlo CIA
Coxviiie D!C Lenoir O!B - Ponzer DIC
Craven C i.eon C!B Porters 8
Qavidson B t.iddeii DIC Partsmouth DIG
Deianca C i.loyd g Rabun B
i~arovan D Lockh~t B Rains D1g
Doittan B Louisa B Rar<isey Q
HR141 ,~11-1 f ~ its

DESIGN STANDARDS

PERFORMANCE SPECIFICATION ~~~ "~ " i
~.
~-~ S75
~~~
The North American Green S75 straw erosion control blanket is constructed with a 100% agricultural
straw fiber matrix and has a functional longevity of approximately 12 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The
straw fiber shall be evenly distributed over the entire area of the mat. The blanket shall be covered on the
top with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27
x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable
thread. The following list contains further physical properties of the S75 erosion control blanket.
Pro er
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
**Material is smolder resis
MD -Machine direction
TD -Transverse direction
Slope Design Data
Test Method
ASTM D6525
ECTC Guidelines
ASTM D6475
ASTM D1117/ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
tant according to specified test
Channel Design Data
Typical
0.33 in (8.38 mm)
78.80%
6.42 oz/yd2 (218 g/m2)
424%
15%
6.31 oz-in (70,523 mg-cm)
11%
Yes'
115.20 lbs/ft (1.68 kN/m)
11.90%
93.60 lbs/ft (1.37 kN/m)
9.60
Cover Factors C Channel Rou hness Coefficients
Slo e Gradient S Flow De th Mannin 's 'n'
Slo e Len th L 5 3:1 <_ 0.50 ft 0.15 m 0.055
<_ 20 ft 6 m 0.029 0.50-2.00 ft 0.055-0.021
20 - 50 0.110 >_ 2.00 ft 0.60 m 0.021
>_ 50 ft (15.2 m) 0.190 Max. Permissible Shear Stress
1.55 lbs/ft2 74.0 Pa
For most accurate design data consult ECMDSTM
Manning's 'n' expressed in English units for Unvegetated blankets
Bench Scale Testingt
Unvegetated 2.Olbs/ft2
Channel
Approximate Max Flow Velocity
5.00 ft/s (1.52 m/s)
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 9/2004

Precipitation Frequency Data Server
Page 1 of 4
,~ POINT PRECIPITATION '~ ,~'~'
§' FREQUENCY ESTIMATES
E...
. FROM NOAA ATLAS 14 ,.'k~M'^ „~~~
North Carolina 36.089 N 78.484 W 400 feet
from "Precipitation-Frequency Atlas of the United States" 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
Extracted: Fri Aug 10 2007
Confidence Limits Seasortafity Location Maps Other Info. GIS data Maps 'Help 1 Rocs U S. Map
~._..
~ Precipitation Frequency Estimates (inches) ~
AEP* 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(1-in• min min min min min min hr hr hr hr hr day day day day day day day
Y)
0 0.43 0.70 0.87 1.21 1.52 1.79 1.90 2.28 2.68 3.20 3.71 4.13 4.76 5.40 7.18 8.88 11.23 13.44
0.53 0.85 1.07 1.52 1.95 2.33 2.48 2.97 3.52 4.25 4.89 5.40 6.15 6.89 9.00 10.95 13.64 16.10
10 0.60 0.96 1.21 1.76 2.29 2.75 2.95 3.55 4.22 4.98 5.70 6.27 7.10 7.90 10.23 12.30 15.16 17.74
25 0.67 1.06 1.35 2.00 2.66 3.24 3.52 4.24 5.09 5.94 6.75 7.41 8.34 9.19 11.80 13.97 17.02 19.71
50 0.72 1.14 1.45 2.18 2.95 3.65 3.99 4.84 5.85 6.67 7.54 8.29 9.30 10.16 12.99 15.19 18.37 Z 1.12
100 0.76 1.21 1.53 2.35 3.23 4.04 4.46 5.44 6.61 7.42 8.36 9.18 10.27 11.15 14.19 16.41 19.69 22.47
200 0.80 1.27 1.60 2.49 3.50 4.44 4.95 6.06 7.43 8.19 9.19 10.09 11.27 12.16 15.42 17.63 20.99 23.78
500 0.84 1.34 1.68 2.68 3.84 4.96 5.60 6.91 8.55 9.24 10.32 11.34 12.64 13.52 17.08 19.25 22.71 25.48
1000 0.88 1.39 1.74 2.82 4.12 5.40 6.18 7.66 9.57 10.07 11.21 12.33 13.71 14.58 18.37 20.50 24.00 26.76
Text version of table ~ `These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
___. .. . _ _. _ . _ . _ , _.. .. _ ;Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Annual Maxima based Paint Preoipitation Frequency Estimates Version: 3
36.@89 N 78.484 W 4@@ £t
87
....,,I.-. _..~ N,,.,,
25 _,_.~. ,~ .~,__ ~,-~. ., w, .~..,... ___. _ _.. ~
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r
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~@ 2 ~ k 3 ..^-P/. w^.~.~'^....,~. £ ..«.^M^'^^ r.,'^.v^'^ ~.y.^'^'h^^^~ f,~.^ {"^~j^~
..,i...,. ..-...~.... ~ ........
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18 ... .. .. .: .... .:. .. t ....<._.. yL_ .................. ... E........ ~.......?..... ....fit .~x.::~„-a ""` a e~»,-
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2 3 4 5 6 7 8 91@ 2@ 3@ 4@ 5@ 8@1@@ 14@ 20@ 3@@ 5@@ 7@@ 1@@@
Annual Exceedance Probability ti-in-Y7
Fri Aug 1@ @8:45:36 2@@7
Duration
5-min
...
.. 48-hr-~ ~. 3@-3daEa --x-
1 @- rrE i t'E --~-- '3-1-E r -~:--- 4 - d.n y --~--
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http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=am&staten... 8/10/2007

Precipitation Frequency Data Server Page 1 of 3
-. ~ ~ POINT PRECIPITATION ~`'~ ,~'.~'
"=~~ FREQUENCY ESTIMATES
~ •~'k
~. ~~ FROM NOAA ATLAS 14 ~N,~ „~~~
North Carolina 36.089 N 78.484 W 400 feet
from "Precipitation-Frequency Atlas of the United States" 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, Maryland, 2004
Extracted: Fri Aug 10 2007
nce Limits Seasonality Location Maps Other Info 1 GiS data Maps Help ~ Docs ~ U ~. Putap
Precipitation Intensity Estimates (in/hr)
AEP*_ 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(1-m min min min min min min hr' hr hr hr hr day day day day day day day
Y)
0 5.22 4.18 3.50 2.42 1.52 0.89 0.63 0.38 0.22 0.13 0.08 0.04 0.03 0.02 0.01 0.01 0.01 0.01
® 6.35 5.08 4.28 3.04 1.95 1.16 0.83 0.50 0.29 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.19 5.74 4.84 3.51 2.29 1.38 0.98 0.59 0.35 0.21 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 .8.01 6.38 5.39 4.00 2.66 1.62 1.17 0.71 0.42 0.25 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 8.61 6.85 5.78 4.36 2.95 1.83 1.33 0.81 .0.49 0.28 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
100 9.16 7.27 6.13 4.69 3.23 2.02 1.49 0.91 0.55 0.31 0.17 0.10 0.06 0.05 0.03 0.02 0.02 0.02
200 9.61 7.62 6.41 4.99 3.50 2.22 1.65 1.01 0.62 0.34 0.19 0.11 0.07 0.05 0.03 0.02 0.02 0.02
500 10.14 8.02 6.73 5.35 3.84 2.48 1.87 1.15 0.71 0.39 0.22 0.12 0.08 0.06 0.04 0.03 0.02 0.02
1000 10.58 8.33 6.97 5.65 4.12 2.70 2.06 1.28 0.79 0.42 0.23 0.13 0.08 0.06 0.04 0.03 0.02 0.02
Text pie rs i 0 n Of to b I e ~ 'These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probabiliiy.
,, . ,_ ,,, .,,,_, , • .. „• ..,_„ ,Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Annual Maxima based Paint IDF Curves Versicn: 3
36.089 N 78.484 W 400 ft
10
7
~ 3
.~ 2
•~ 1
" 0.7
~ @ : ~+
•~ 0. 3
~ 0.2
~ .1
M . 0~~
o .05
~;. . 03
~ .02
•M
~ .01
.N
{}
;..
a
.001
~ £ C C
•,y .,r ..a .,.~
>= 5 ~ ~
I 1 I 1
uy ~m u~ ~
.-~ +y iYS
Fri Aug 10 08:44:15 200?
Annual Exceedance Probability
{1-in-Y)
2-year -~-•- 100-year -
10-yeaY• --I~-- 500-Dear -t-
v5-F.tear -?~-- 1000-wear' -s--
••~ ••~ 1 S .~ t S S £ s S S i0 N~ ~0 N 'D N N ~P ~A
~ ~ ~ I I 1 I I 1 1 1 1 iF tiS ~ 7F ~ ~ 73 7$ 'a T
1 1 tt1 m y +,n oD ru oo xt w as I i i 1 1 1 I 1 1 i
m ~ ., ., .• to t~ v to ~t trs rti ~ In a~ ~ u~ m
~ ~ Duration --~ ~ N M ~ ~D
Confidence Limits -
~ Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr}
~ f -I (-1 f -1 f -1(-I f -1 f -1(-I (-111 I-1(-I I-1 f I (-1 I-1(-I ~
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=am&state... 8/10/2007

SEDIMENT BASIN
DESIG1~t

PROJECT NAME
Arch Aluminum
LOCATION
Apex, NC
Basin Number:
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
25-yr Rainfall Intensity [I):
25-yr Discharge [Q25]:
10-yr Rainfall Intensity [I]:
10-yr Discharge [Q10]:
Required Sed. Storage Vol:
Required Surface Area:
DATE .._
--~,,,,~r ~;,~~ _
10-23-07 ;'" ~~; ~~`
PROJECT NO (~~ \`~.
~'
07-024 ~'~
BY ~,~,,,
BDS _~ ~._..:,__
Site Conditions
Initial Final
5.77 5.77 ac
0.00 0.00 ac
5.77 5.77 ac
0.40 0.40
8.01 8.01 in/hr
18.49 18.49 cfs
7.19 7.19 in/hr
16.59 16.59 cfs Max
Dist. Ac. x 1800 = 10386 10386 10386 cf
0.01 ac/cfs = 7229 7229 7229 sf
:.
Invert Elevation of Basin:
Elevation Interval of Basin:
425 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
425.0 5078 0 0 0
426.0 6362 1.0 5720 5720
427.0 7729 2.0 7046 12766
428.0 10977 3.0 9353 22119
429.0 4778 4.0 7878 29996

Top of Req. Sediment Pool:
426.66 ft
e - ~ !- •
Riser Crest Elevation:
Riser Invert Elevation:
Riser Dimensions:
Barrel Diameter:
Barrel Length:
Barrel Slope:
25-yr Water Surface Elevation:
Design Head [Hp]:
Min. Req. Capacity [0.2 cfs/ac]:
Pipe Capacity:
Riser Capaci#y, Weir Flow:
Riser Capacity, Orifice Flow:
Riser Capacity, Governing Flow:
Principle Spillway Capacity fQnl:
429.00 ft
425.00 ft
4.00 ft X 4.00 ft (Inside Dim)
5.33 ft X 5.33 ft (Ou#side Dim)
18 in
113 ft
0.53
430.23 ft
4.48 ft
1.2 cfs
18.0 cfs [Inlet Control]
65.5 cfs
85.4 cfs
65.5 cfs
18.0 cfs
Wet Pond Design.XLS LATEST PRINTING: 10/25/20075:42 PM Page 1 of 3

~ ~ ~ ~

Total Weight Required [1.1 x Boyancy of Riser]: 4393 Ibs
Weight of~CMU Riser (35 Ibs./sq.ft.): 2240 Ibs
Additional Concrete Required [at 82.6-Ibs/cf]: 26 cf
Dimensions of Pad: Length: 7.33 ft
Width: 7.33 ft
Thickness: 1.5 ft
Volume: 81 cf

Volume of Basin at Riser Crest Elevation: 1.2,766 cf
Skimmer size: 3 in
Skimmer rate (cf/24 hrs): 8,500 cfd
Number of skimmers: 1
Diameter of Barrel: 18 in
Upstream Invert Elev. of Barrel: 425.00 ft
Lower Invert Elev, of Barrel: 424.40 ft
Length of Barrel: 113 ft
Slope of Barrel: 0.53
Riser Length:
Riser Width:
Crest Elevation of Riser:
Height of Riser:
No. of Skimmers:
Skimmer Diameter:
4.00 ft
4.00 ft
429.00 ft
4.00 ft
1
3 in
Conc. Anchor Length: 7.33 ft
Width: 7.33 ft
Thickness: 1.5 ft
Elevation of Embankment Top: 435.00 ft
Top Width of Embankment: 8 ft
Wet Pond Design.XLS LATEST PRINTING: 10/25/20075:42 PM Page 2 of 3

Faircloth Skimmers Data:
6" Skimmer
Drains approximately 51,840 cubic feet in 24 hours, 103,680 cubic feet in 2 days, or 362,880 cubic feet in 7 days.
5" Skimmer
Drains approximately 32,832 cubic feet in 24 hours, 65,664 cubic feet in 2 days, or 229,824 cubic feet in 7 days.
4" Skimmer
Drains approximately 18,267 cubic feet in 24 hours, 36,534 cubic feet in 2 days, or 127,869 cubic feet in 7 days..
3" Skimmer
Drains approximately 8,500 cubic feet in 24 hours, 17,000 cubic feet in 48 hours or 59,500 cubic feet in 7 days.
7.5" Skimmer
Drains spproximately 5,500 cubic feet in 24 hours, 11,000 cubic feet in 48 hours, or 38,500 cubic feet in 7 days.
2" Skimmer
Drains up to 3,283 cubic feet in 24 hours, 6,566 cubic feet in 2 days , or 22,982 cubic feet in 7 days.
Wet Pond Design.XLS LATEST PRINTING: 10/25/20075:42 PM Page 3 of 3

CHANNEL DESIGN

r DATE DESIGN PHASE
r r j 9-17-07 SD / l
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / X
LOCATION BY REV / /
Youngsville, NC CSB OTHER / /

CHECKED BY (SPECIFY)
BS
Design Fequency: 10 yrs Design Fequency: 2 yrs
Time of Conc: 5 min Time of Conc: 5 min
Intensity: 7.19 in/hr Intensity: 5.22 in/hr
Runoff Coeff; 0.40 Runoff Coeff: .0.40
Ditch # Length Slope Drainage Area Desc. Beg Sta End Sta LTlRT Sum Drainage Total Drainage Area
(FT) (%) (FT2) Areas (ACRES)
1 65 4.50. 30965 Northbrook Drive 1 0.71
2 70 3.00 44465 Northbrook Drive 1,2 1.73
3 130 0.70 47900 Northbrook Drive 3 1.10

' i DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / x /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 1 Northbrook Drive Drainage Area: 0.71 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 65 ft Intensity: 7.19 in/hr
Section Slope: 4.50 % Runoff Coeff: 0.40
Ret Class: C Discharge: 2.04 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
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 = 2.04 cfs flow by Rational Method
n = 0.03 Grass Manning"s Coefficient (dimensionless)
S = 0.045 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.19 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
3 0.10 0.33 3.63 0.09 0.07 shallow
3 0.:20 0.72 4.26 0.17 0.22 deep
3 0.15 0.52 3.95 0.13 0.13 shallow
3 0.19 0.68 4.20 0.16 0.20 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~a~ = Zr~q
A = cross-sectional area of flow ,~
~~
~
P = wetted perimeter of the channel ~ R.
_
R = hydraulic radius of the channel 1'~'~
Normal Depth, D = 0.19 ft Depth O.K.
Velocit = 3.01 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 = 0.53 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = aft side slopes, M = 3 :1
D = 1.0 ft top width, W = 9.0 ft
Permanent Channel Lining: Grass
~r~cr. iviaiwin, ~~~ i~

~ DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 1 Northbrook Drive Drainage Area: 0.71 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 65 ft Intensity: 5.22 in/hr
Section Slope: 4.50 % Runoff Coeff: 0.40
Lining Type: S75 Discharge: 1.48 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
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 = 1.48 cfs flow by Rational Method
n = 0.055 Manning's Coefficient (dimensionless)
S = 0.045 ft/ft longitudinal slope- {ft of fall per ft of run)
Zreq = 0.258 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
3 0.20 0.72 4.26 0.17 0.220 shallow
3 0.30 1.17 4.90 0.24 0.450 deep
3 0.25 0.94 4.58 0.20 0.326 deep
3 0.22 0.81 4.39 0.18 0.260 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~~.~ _ ~.~,~
A = cross-sectional area of flow
~
P = wetted perimeter of the channel ,~. R.zr~ _ ~`
R = hydraulic radius of the channel 1•~~ '''
Normal Depth, D = 0.22 ft
Velocit = 1.84 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 = 0.62 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 3 ft side slopes, M = 3 :1
D = 1 ft top width, W = 9.0 ft
Line Channel with: S75
~r~cr. muicvi n, i ~y i )

' ! DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD I X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 2 Northbrook Drive Drainage Area: 1.73 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 70 ft Intensity: 7.19 in/hr
Section Slope: 3.00 % Runoff Coeff: 0.40
Ret Class: C Discharge: 4.98 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
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 = 4.98 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.03 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.58 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
3 0.30 1.17 4.90 0.24 0.45 shallow
3 0..40 1.68 5.53 0.30 0.76 deep
3 0.35 1.42 5.21 0.27 0.59 deep
3 0.35 1.42 5.21 0.27 0.59 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zap -Zreq
A = cross-sectional area of flow ~
~~
P = wetted perimeter of the channel ~` ~
- 1
49 -
.
R = hydraulic radius of the channel
Normal Depth, D = 0.35 ft Depth O.K.
Velocit = 3.51 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 = 0.66 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 3 ft side slopes, M = 3 :1
D = 1.0 ft top width, W = 9.0 ft
Permanent Channel Lining: Grass
~rccr: w~aicom, iyy~i~

' ~ DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD I X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS .
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 2 Northbrook Drive Drainage Area: 1.73 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 70 ft Intensity: 5.22 in/hr
Section Slope: 3.00 % Runoff Coeff: 0.40
Lining Type: S75 Discharge: 3.62 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 2.00 ft
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 = 3.62 cfs flow by Rational Method
n = 0.055 Manning's Coefficient (dimensionless)
S = 0.03 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.771 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
3 0.40 1.68 5.53 0.30 0.759 shallow
3 0.50 2.25 6.16 0.37 1.149 deep
3 0.45 1.96 5.85 0.33 0.944 deep
3 0.40 1.68 5.53 0.30 0.759 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~~~. _ .,~q
A = cross-sectional area of flow
~~ ~'n
P = wetted perimeter of the channel ~ R =
R = hydraulic radius of the channel 1.4~'
Normal Depth, D = 0.40 ft
Velocit = 2.15 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 = 0.75 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 3 ft side slopes, M = 3 :1
D = 1 ft top width, W = 9.0 ft
Line Channel with: S75
,'.,.-~
,~ ~t-e IYI GIIIiVI ~ /, 1.7.7 1

' ~ DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / x /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 3 Northbrook Drive Drainage Area: 1.10 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 130 ft Intensity: 7.19 inJhr
Section Slope: 0.70 % Runoff Coeff: 0.40
Ret Class: C Discharge: 3.16 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
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 = 3.16 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.007 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.76 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
3 0.40 1.68 5.53 0.30 0.76 shallow
3 0.50 2.25 6.16 0.37 1.15 deep
3 0.45.. 1.96 5.85 0.33 0.94 deep
3 0.40 1.68 5.53 0.30 0.76 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~a~ = 2ireq
A = cross-sectional area of flow ~
~~
~
P = wetted perimeter of the channel R-
_
R = hydraulic radius of the channel 1'4`~
Normal Depth, D = 0.40 ft Depth O.K.
Velocit = 1.88 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 = 0.17 lb/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= a ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 9.0 ft
Permanent Channel Lining: Grass
~r~r=r. rviaicurn, iyy i J

' ~ DATE DESIGN PHASE
~ 9-17-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 3 Northbrook Drive Drainage Area: 1.10 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 130 ft Intensity: 5.22 in/hr
Section Slope: 0.70 % Runoff Coeff: 0.40
Lining Type: Straw w/ Tack Discharge: 2.30 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
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 = 2.30 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.007 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.405 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
3 0,20 0.72 4.26 0.17 0.220 shallow
3 0.30 1.17 4.90 0.24 0.450 deep
3 0.25 0.94 4.58 0.20 0.326 shallow
3 0.28 1.08 4.77 0.23 0.398 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~a~r = ~req
A = cross-sectional area of flow
~
P = wetted perimeter of the channel ,~ R.~~ _ ~`
R = hydraulic radius of the channel 1.4~
Normal Depth, D = 0.28 ft
Velocit = 2.14 fps
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 = 0.12 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 3 ft side slopes, M = 3 :1
D = 1 ft top width, W = 9.0 ft
Line Channel with: Straw w! Tack
~r«r. ivia~c~m, iayi~

STORM DESIGN

~; ~. b ~.~ ~~ DATE
DESIGN PHASE
a s ~ ` ~ 10/2312007 PRELIM I I
PROJECT NAME
Arch Aluminum PROJECT NO
07-024 CONSTR 1 1
REVISION ! 1
LOCATION
Youn sville, NC BY
LRH RECORD 1 1
OTHER l 1
CHECKED BY
BDS (SPECIFY)
n= 0.01
g= 195
h= 22 STORM DRAINAGE SCHEDULE CONTINUED --
INLET ` T

FROM TO

AREAS
(INLETS)
INLET
AREA
(AC)
Cc
RUNOFF.
COEFF.
INLET
DISCHARGE
(CFS)
TOTAL
AREAS
(AC)
INLET
-TIME
(MIN)
PIPE
TIME
(MIN) c
TIME
OF CONC.
(MIN) I

INTENSITY
(IN/HR) Cc
RUNOFF
COEFF.

CI-1 CI-2 0.44 0.76 2.42 0.44 5.00 0.00 5.00 7.22 0.76
CI-2 CI-3 0.42 0.76 2.28 0.86 5.00 0.27 5.27 7.15 0.76
CI-3 CI-4 0.49 0.95 3.17 1.35 5.00 1.65 6.65 6.81 0.83
CI-4 FES-1 1.43 0.95 9.15 2.78 5.00 1.96 6.96 6.73 0.89

DI-1 FES-2 1.88 0.95 12.90 1.88 5.00 0.00 5.00 7.22 0.95

s:11 3 5 110 0 0 11caIcs107-024 Storm Design.XLS 10•YEAR Date: 10!23/2007 Time: 8:56 PM Page 1 of 4

:, ~. b , . ~: ~« ~ ~ DATE
DESIGN PHASE
~ b ~` 39378 PRELIM I 1
PROJECT NAME
Arch Aluminum PROJECT NO
07-024 CONSTR /
REVISION
LOCATION
Youn sville, NC BY
LRH RECORD I l
OTHER ! 1
CHECKED BY
BDS (SPECIFY)
n= 0.01
g=, 195
h= 22 STORM DRAINAGE SCHEDULE • CONTINUED
0 0

FROM TO

DISCHARGE:
fCFS)
SIDE-
STREAM
(CES)

SLOPE

DIA.
QN)
CAPACITY
(FULL)
(CFS)

V FULL
(FPS)

LENGTH
(FT)
SEGMENT
TIME
(MIN)
UPPER
INV.
(FT) _
LOWER
iNV.
{FT) UPSTREAM
TOP
ELEV.
(FT)

CI-1 CI-2 2.42 0.00 0.0059 15 6.4 5.2 85 0.27 432.00 431
50 435
00
CI-2
CI-3 CI.3
CI-4 4.61
7.62 0.00
0.00 0.0050
0.0056 15
18 5.9
10.2 4.8
5.8 400
107 1.38
0.31 431.50
429.50 .
429.50
428
90 .
436.10
435
10
CI-4 FES-1 16.68 0.00 0.0064 24 23.5 7.5 141 0.31 428.90 .
428.00 .
436.90

DI-1 FES-2 12.90 0.00 0.0132 18 15.7 8.9 114 0.21 429.50 428.00 436.50

s:1135110001\calcs107-024 Storm Design.XLS 10-YEAR Date: 10/2312007 Time: 8:56 PM Page 2 of 4

~~~~ ~ ~ ~ ~ ~ ~ ~ DATE DESIGN PHASE
' ~ ~' ~ ' ~' 39378 PRELIM 1 1

PROJECT NAME
Arch Aluminum
PROJECT NO
07-024 _
CONSTR / /
REVISION 1 1
LOCATION
Youn sville NC BY
LRH RECORD I 1
OTHER I 1
CHECKED BY
BDS (SPECIFY)
n= 0.01
- g= 195
h= 22 HYDRAULIC GRADE LINE CONTINUED ---
BEND LOSS K'S
90 DEG=0.7 30 DEG=0.28
60 DEG=0
55 15 DEG=0
10
PIPE HYDRAULIC SIDESTREA .
.
HEAD LOSS B€tJD FRICTION FRICTION
FROM 70 AREA
(FT) RADIUS
(~) SUMMATION
(CFS) Hf He He Hb Ht LOSS
K SLOPE
(FTIFT) VELOCITY
(FPS)

CI-1 CI-2 1.2272 0.3125 0.00 0.07 0.01 0.00 0.00 0.08 0.00 0.0008 1
96
CI-2 CI-3 1.2272 0.3125 0.00 1.23 0.06 0.02 0.00 1.31 0.00 0.0031 .
3
79
CI-3 CI-4 1.7671 0.3750 0.00 0.33 0.07 0.08 0.00 0.48 0.00 0.0031 .
4
29
CI-4 FES-1 3.1416 0.5000 0.00 0.45 0.11 0.10 0.00 0.66 0.00 0.0032 .
5,28

DI-1 FES-2 1.7671 0.3750 0.00 1.01 0.21 0.00 0.00 1.22 0.00 0.0089 7.27

s:11351100011caIcs107-024 Storm Design.XLS 10-YEAR Date: 10/23/2007 Time: 8:56 PM Page 3 of 4

>< ~ ` x ~ ~ ° ~ ' DATE DESIGN PHASE
x ~ ~ ~ 39378 PRELIM 1 l
PROJECT NAME
Arch Aluminum PROJECT NO
07-024 CONSTR
REVISION 1
/ I
I
LOCATION
Youn sville, NC BY
LRH RECORD
OTHER 1
l 1
I
CHECKED BY
BDS (SPECIFY)

n=
0.01
HYDRAULI
C GRADE LINE -CONTINUED DESIGN CRITERIA:
1
DESIGN FOR THE 10 YR STORM
g=
h- 195
22 .
2. ASSUME TIME OF CONCENTRATION TO
AN INDIVIDUAL INLET = 5 MIN
(Unless otherwise noted)
IN LET W.S. ELEV. .
3
INTENSITY =
l
h+T
FOR 10 YR S

. FROM

TO
OUTLET
W.S. ELEV
(FT)
OUTLET
CONTOL
(FT)
INLET
CONTROL
(F'f)
USE

(FT)
FLOW
CONDITION
CONTROL
FREE-
BOARD
(FTi

COMMENTS .
g
(
),
TORM
(g and h were derived from Raleigh•Durham Intensity-
Duration-Frequency Charts, REF: NC Erosion and
Sediment Control Planning and Design Manual)
4. MANNINGS "n" FACTOR= 0
010
CI-1 CI-2 432.91 432.99 432.79 432.99 OUTLET 1.51 OK .
CI-2 CI-3 431.60 432.91 432.75 432.91 OUTLET 2.69 OK
CI-3 CI-4 431.12 431.60 431.05 431.60 OUTLET 3.00 OK
CI-4 FES-1 429.87 430.53 431.12 431.12 INLET 5.28 OK
Panel WSE = 429.87
DI-1 FES-2 429.87 431.09 432.55 432.55 INLET 3.95 OK
Pond WSE = 429.87

s:11351100011calcsl07-024 Storm Design.XLS 10-YEAR Date: 10123!2007 Time: 8:56 PM Page 4 of 4

PROJECT NAME
Arch Aluminum
LOCATION
Youn sville, NC
Storm Outlet Structure
FES No.= FES-1
Pipe Dia= 24 in
Q1o = 16.68 cfs
Qfull = 23.50 cfs
Vfull = 7.47 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Length
Storm Outlet Structure
FES No.= FES-2
Pipe Dia= 18 in
Q 10 = 12.90 cfs
Qfull = 15.66 cfs
Vfull = 8.85 fps
From Fig. 8.06.b.1:
From Fig. 8.06. b.2:
-~
3
Length
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D5o
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
10/23/2007
PROJECT NO
07-024
BY
LRH
CHECKED BY
BDS
Q1o/Qful1=
VNfu II =
V=
Q1o/Qfull =
VNfu I I =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)

0.71
1.08
8.1 fps
2
8 in
12 in
B
18 in
12.0 ft
6 ft
0.82
1.11
9.8 fps
2
8 in
12 in
B
22 in
9 ft
4.5 ft
s:\1351\00011calcs\07-024 Storm Design.XLS LATEST REVISION: 10/23/2007 8:38 PM PAGE 1 OF 4

Permit No.
(to be provided by DWQJ
®~~ O~~M. VJ /1 fF~QG
NCDENR
STCRt+AWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This fnml must be ff!!ed out ~nrirrted and submitted.
The Reguireditems Checklist jPart IJI) mtrstbe printer( 61kd out and submitted ak~r7g wig all ofthe required information.
I. PROJECT INFOR MATION
Project name Areh Aluminum
Contact person Ja~,r I:eller
Phone number 919-84~-?A3?
Date 11/3200?
Drainage area number 1
II. DESIGN INFORM ATION
Site Characteristics
Drainage area 435,600 ft~
Impervious area 199,940 ftZ
°kimpervious 45.9
Design rainfall depth 3.0 in
Storage Volume: NonSR Waters
Minimum volume required 16,811 ft3
Uolurneprovided 16,956 ft3
Storage Volume: SR Waters
1-yr, 24hr runoff depth in
Pre-development1-yr, 24hr runoff ft3
Post-development 1-}n, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flom Galculations
Is preJpost control of the 1-yr 24hr peak flow required? Y (Y or N)
1-yr, 24hr rainfall depth 3.0 in
Rational C, pre-developmerrt 73.0 (unitless)
Rational C, post-development 73(A) & 88(B) (unitless)
Rainfall intensity: 1-yr, 24hr storm 3.0 inlhr
Pre-development 1-yr, 24hr peak flow 12.7 ft3lsec
Post-development 1-yr, 24-hr peak flow 8.0 ft3lsec
Pre/Post 1-yr, 24hr peak flow contol -4.7 ft3lsec
Basin Elevations
Basin bottom elevation 425.00 ft
Sediment cleanout elevation 426.00 ft
Permanent pool elevation 428.00 ft
Temporary pool elevation 429.00 ft
Volume and Surface Area Calculations
SAIDA ratio 2.8D (unitless)
Permanent pool, surface area required 13,460 ft2
Permanent pool, surface area provided 14,756 ft2
Permanent pool volume 30,084 ft3
Average depth for SA/DA tables 2.038778124 ft
Forebayvolume 8,019 ft3
Forebay °kof permanent pool volume 27 °k
Temporary pool, surface area provided 19,258 ft2
OK
Minimum of 3 ft required, Increase deptlt
Must he approx. 20%, Adjust pond dimensions
Form S.r~1401-1Net Detention Basin-R ev.2 Parts I. 8, II. ^esign Summary, Page 1 of 2

Permit
Drawdown Calculations
Treatment volume drawdown time 3.5 days OK
Treatment volume discharge rate 0.06 ft37s
Pre-development 1-yr, 24hr discharge 12.73 ft37s OK
Post-development 1-yr, 24-hr discharge 8.01 ft37s OK
Additional Information
Diameter of orifice 1.50 in
Design TSS removal 90 °k
Basin side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10 ft OK
Length of flowpath to width ratio 3.5 :1 OK
Length to width ratio 3.5 :1 OK
Trash rack for overflow & orifice? Y {Y or N) OK
Freeboard provided 1 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90°lo TSS removal
Recorded drainage easement provided? N (Y or M Need a recorded drainage easement
Capures all runoff at ultimate build-out? Y {Y or N) OK
Drain mechanism far maintenance or emergencies AIN VALVE IN RISER
(to be provrided by DWQ)
Form SW401-Wet Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 2 of 2

1 acknowledge and agree by my signature below that ~ am responsible for the
performance of the maintenance procedures listed above. I agree to notify ~WQ of any
problems with the system or prior to any changes to the system or responsible party,
Print name: ALL ~~~
Titlea

Address:
Phonee
Signati
~~" ~ ~~p~~t~5 ~1. vo~e'~75~tG~k ~,
Dates II~ ~°~
Note; The legally responsible party should not be a homeowners association unless snore than SO% of
the lots have been sold and a resident of the subdivision has been named the president,
~~~-
~9 ~ ~;~~,,:~.b,~.. ~ ~ ~~ ! ~ °~,~ <<~ a~~ , a Notary Public for the State of
1 ,
County of I~ ,~ ~~~~~ ~~~ , do hereby certify that
t `, o , ~t ~ ~~~ ,~~, ~~ 'i~~ `, h, ~~., ~°, personally appeared before me this
day of d'`/~ ~~,~,~,~~ , ~~~°'~~;':~ ,rr", and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements Witness my hand and official
seal,
SEAT,
My commission expires.
o._~ r~ e ~
,..
~~
J,
~~~; W ~,

,11MP elemento 'Potential problems How 1 will remediate the problemo
'~, The embankment Shrubs have started to grow I Remove shrubs immediately.
'', ~ on the embankment.
~ Evidence of muskrat or ~ Use h~aps to remove muskrats and
beaver activity is present. consult a professional to remove
~ ' beavers,
~~ ~ A tree has started to glow on Consult a dam safety specialist to ~~
the embankment. remove the tree.
.fin annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs re air.
The outlet device ' Clogging has occurred. Clean out the outlet device. Dispose
~~ of the sediment off-site.
The outlet device is lama ed Re air or re lace the outlet device,
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the X01 Oversight Unit at 919-i33-
1iS6.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penefirate into
accumulated sediments,
When the permanent pool depth reads _426 _ feet in the main pond, the sediment
shall be removed
When the permanent pool depth reads 426_ feet iri. the forebay, the sediment
shall be removed.
~~SI~ DI~GR.~~~~
(fill in the blanks]
Permanent Pool Elevation 428
Sediment Removal E .426 ~ Pe maven
----------------- ~~olume
Bottom Elevatio 42S -ft Min.
Sediment
Storage
Poal
Sediment Removal Elevation 426 Vohtnti
Bottom
l-tt lv m.
Sediment
Storage
FOREBAX N[AtN POND

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et etention asin inspection and aintenance Agreement
I will keep a maintenance record on this B~1P, Tl1is maintenance record wih be kept in a
log in a knoTtirn set location. Any deficient B1~lP elements noted in the inspection will be
corrected, repaired or replaced immediately, These deficiencies can affect the integrit<r
of structures, safety of the public, and the removal of ficiency of t11e BNIP,
The wet detention basin system is defined as the wet detetltian basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system. ~clz~ck one)o
~] does ~ does not
This system ~~l~ee~. ane~o
0 does ~ does not
incorporate a vegetated falter at the outlets
incorporate pretreatment other than a forebayo
Important maintenance procedures;
-- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks) e
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf,
- stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin,
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical,
- Once a year, a dam safety expert should inspect the embanhmer~lt
After the wet detention pond is established, it should be inspected once a month and
within 2411ours after every storm event greater than 1,~ Inches (or 1,5 in~l~es if in a
Caastal County}, Records of inspection and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found sha11
be repaired immediately.
PMP element. P®tential robiemo ~ Hnw 1 will. remediate the robleme
~
The satire PMP Trash debris is resent, I Remove the trash debris,
The perimeter ®f the wet Areas of bare soil andf or ' Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water unkil it is
established, Provide lime and a
one-time fertilizer application.
Vegetation is too short or too IVlaintain vegetation at a height of
long. '~, approXimately six inches.

STORMWATER CALCULATIONS
(PONDPACK PRINTOUT)

,:; I~CDOT DIET ENG Fax=252-492-0123 Feb 9 'OS 10:39 P. 07
M10h~M Ft 6~wi-
C~VDITOr
~~ ~
,~ ~~``~' °~ _. ~' ~watsm ~. wass.,fr., Bea ~
~aQVe~ at ~«+e and tw-w~ ~~
~ W. tCtr+~-~k. P E-~ pi~ejor
y '~ ~p~ d Wttlir Ous~Xy
pKem~' 19, ~f~D2 f~wa ~+o}.a~t twa. t~~7oa
Gow~ry~ ~rsAttthn
page 1 of ~
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~~ ~ tribtibuY 1a gtrs-ndy ~~ {03~0~~1.28~9-~-(~~. G iM51K
Vnt~m
'tee! ~UtN~~IZATICl~1 ~Lti11P~tCAT~ ~~atskafn~`R'ttcas
,~-~~~~.~o~ ao~ wear auap~r a ~ ~~ v~~f~ ~~srno~. ovNc~ro~s
L i~~ ~~ae• ~~aa N~
a
xhe attra~Ad oa-rr~t'~'s ~ thossr i~tad eeiow. to f ~t a~~~~~ ~d Z2.390
w hAvA ~ o~°~h to a~~~~t4~ 1lAt of ~fr;niat strporna snd 1+4~ tQ~ ~i ~ ~ ~g~ At m~ swD~sct
h~ fm ,~~~ ~a ~ ^ for she pwpose'~ ~s two ~~
ua~ f~R 1~~ ~~~ ~ ~ d~tAd Oott~~ ~'t, 2i~. ll~ter r#r!i1~a9 ~ouc ~p ~Quelt ~Rf ~
t ~ ~~+ .. o t3v~fAt tNatAr ~
~~~~~ ~ ~ of water ~+-~Y {L?V~' ~ o~
~ mat t~ UnPa~ ~ ~ y to use Wetlonwk~ t~emnK 14 whoa ~~ b ~ ~ ~c~d
trarti~cationi6) a11cwA YQ en Cor~~.~r
urnDe~s, ~?~. ~ ~ 1R~P 4t'~ 8t10 •Ct ~ Your pQPt A~~~othefw~e Cc~enply M~ ~Y ~s rog~tced
n~i~~, ~u~ACiq. 1h to a~ddtlbn. you s~outd obta~l ~' out not W~nttafd toy ~~~ and ~+edimerri
~n bc6 ptt 15A wGl~-C vv ~ mad with dour Pm~sct h~h~4i ~ d43d~ o~tntt' ems unteAA otter
t® or ~i Pam ~ whan u+e aacompst+g p .
~~a~ ~ Atao. ~w sp1p~~ wtt expln
®n~t. Nonh ~~ ~,~ttyc,e~tam.
p®~ in tie ~ . ~~ ur tion• If yeti G?fla~tge y~DUr P'coj~t.
Va1td for tAe purp~s snd de'st~ ~~ you derv ~ i ~e pt~ 1s so1d, thfa new ewnat rrna$c
~axs ~~~ ~ vni~ ~ requf~'!d w, aa~d us a naw nppiic~b
. ~~t ~~ ue and you ~ t tats and ~ ~1a'~by re~pIDte i0t' ~nPh~g en~h eN anndluon
~ pin ~-' eopy of this Ca't-~ atld Approve y ~t lalbrw ~
or ~ she tt#tarej ~xoood orN ~~ of w+etidnd or 15~ urnov~at ~~ ~~
i this ~° ~ P ~"°"~ D5p6 ~A}• For~~s app
~r~on c~a~.y p! raQulred sA du~~t~d i!!-,t ~ ~~ ~ •
In thq altsrl'-ed arittioo,'u~nn srsd ~ add~~~ cendhipn9 liat~ ~~•
c~tiosrs ~tsd
~adlltionc:
~-, ~a~ ivlo~t~®tiona
. art t~ aced on ad ~ jU~9diotil@nal w+stbUids~ ~~ A~ i~mst
~` Deed rk'atioRS ~ ~tn~tl~r ntems sh ~ d ~ ~ ~~ au~~~Q~.: ~-~
'~ tectivs t~ut#one ~n ~' ~ ~'~ y~~~ ~ udaca eppro~d for hnpact under thts
f~ n w4tta~~~ds.
tam ~~~~~ a
~~t bg ~ in P rt~vaD~ ~ a~~~~ ~ttMloat~.
C.+a-rtt!`k~t~or~ APP
~.. ~tenrc~wa~' l~+i~mer~t p(~tn
aM ian ~n~ti ba approved in writd'-g by th~i ~t~'ice bAfore the ittipeCte ~eio
~ ~t~ vnRtlt~en stotmw~'tac rnAt'+a0am 'P but of u~ ind ~` aaeod 3~~ ~ '~.
~n 4tt~ ~u~~1o~r.~'iloc' GstuttGa~ ~ ~~ 'r ~ an spec ors c~v 3totmw$1er eat M
the se0~'~cwr~r t~rat^t~e P~ ~ ~,rn,oa't recent vereion of 1hr NC Df'~1+ifa
doeignod io r+e+radvs A5r4G'TS~ ~9
. i~ ~ Q~~C~N! ~w~ NG 3TEOa-f~ (~yp1linp,~ddca~Af
s .s-.. • 9 AS~.~/ wwA~ t1w.A a~1lrn~lA/1.. rM1~MItIA M.i,~t~~wr.RillfM'1~ .~QJ ~1'Ql ~~Q~-~Z-ZC
~~~--~ i~a~~to~a ~~~,~ t~ti1<tgate~ a A'3a t~aa~~a~ tll~ti~~1 ~

_~. NCDOT DIST Et~G Fax ~ 252-492-0123 Feb 9 ' OS 10 ~ 40 P. OS~ ~ ~ ~
. ..,,... eot, vRI~~S atri~s~
3~~atitte~ MMus, 't'he lswitjti~s nwst be ~toai~~nnlid ~ treSt iha runo![ ~t~ thll` RmD 71 the
i d rv+~ed by ~ ~-i-v~ien o[ yilat+er Ouatit~ DW4~, J-i~o~ bvf ore and pQrtnaA~ttl btJrlding is Ocxupt~
• ox~ ~ ~ ~~ of road bY this Ot['~~ shat! bo oonain~cte~E ind opecstivnat. Arid tl~ etaRnw~et
svb~t s-bo, tt+~ fW~.i1'~- t ~Q O~co e-ha~ bm Omptama~'!ad The tl:uctutm-t stvct~Itwst~t` praCttr~t es
~Me~-snar~t p-tan tss ®pp~awd ~' 1~s ~ Na Chatt9e3 to Ih~ ~!n,~u~t
~provpd by tt1i9 C~flo4 ~ w~f ~ drsln®~a pnttsms tAust Dg mAtrtt~rr~d In P~-~ltt~ltY,
eOArmw~,~' praoticrae sh41I bs tn+-de withetlt wcRtltt ~u+lnori~~tbn team the t3iviaton a[ 1~Ie~c i?uattcy,
3. ~3t1`L$~ f~- ~~ a@VilWy
add~~li ov~~ is tho[ stt siotmv~ter ~ha11 Dr c~raeted as dittu~ae 9[vw at nor-~totiira valoo~tf ~tttt~u ~~n
®d,p® gi~at~ bulrt~'e a~ w!~ t'fOt rg,-•pptttl'1if0 ~brrt diseltar9tng iRt4 tote sit~M as ldenta~d
4, ~!t#ttiCat~ ~' ~`iQfttR'~4f!!G'f'9' .
n ie!#o~tt ~[ a~ w~xk spP+'~ v''~in lt+to A~1 Wstot t~~ty Ce~tiott Gr RpQ~~! 94Ker ~ ltd ~1'1~
,~ ~'r~odt~ia~tk~, cht ~licant as [~qut~d ~- t+~urt~ !ht sd.gRl~ ~1~~~~ 1~tC 27g6g9•~~0.
~111~r~tlanQo dlnti„ Nom ~ Oivtsio~ of W Q~ir- ilg0 Mail ~oc~cf , igh
~ ~n of dts aond~iot~ of pia ~`stli~k~'~on ~~sso~iated ~e ®ppco~d w~sdotnd of s~t~ea~m ~+~ ~
11 do ~ Y ~ 1~ou d4us! aa! within d0 dzlrs a~ tht d~ ~+~ roGlw th1~ t+~. To ask fo
~o,e me~v ~c hr an adf e~d~Y
~ hearer ®.nd $ wl"kltl'f poUdon, wMoh oant~otrna t~ ~SQg ~ thQ Nc~'t ~~C~ Moro ~t ~tectut~ ace ~roel~
~` ~~rre~n~r~t'a-e M,~orrnpa~ P.t7. t3o~c ~4~~, Rihs 1~.~. Z761 ~-r~~x_ This t~Milic~[bn and aondldo'~
bi~>~p ~~ ~ ~k 1ot a h~q.
usoa domnnh~t4or~a c~ardtng ibis Avthatts~t3on Car~#o~te•~~d v~h the apPra~+ed buR~r 1mpa~s~
se~rvd in ~~ ~ the ~t~r [ar a l~rt. Tho l~o~'s d~+~i~- ~ ~~ m. mow as pro~++ded ~
~ti~ ~ ~d 4 oR Gt~-.1 ~~
ie~r aawrpt~ th a raw at ~,~t~nston of W e~ti ~ ptaatttY ta~dst $ed~an 40~ cif tf 16r Cfoan vV star Act and 1ha Tat.
Pamlie~ tips buff p~~~'+ ruM 1~t d~eRar`~d wlltrtn 751 MCAC 2i~ .tl~i~. t! yn~ have any quost~ans, pteese .
ieiapr~a .D4iha t3o~! a~ ~1 ~yT~3~~ ~' ®ob 3~~~ st ~1~-7~~`97a6'
If3~1t'E18R$s: ~~~~ Ot Compk~~an
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ce: ~ t3tsd Sutt~tr, ~i~t:~+~ Itror,110'ID Aa~rn ~a Aotd, t!~tC 27'f~t~
U~S~~E ~~1i31h ~tlO~otorY t'illd 41i~r
D~tV`4.? Ralaf Oh A'.je! flubs
Ftt~ ~o
C-~nirel tea

d1~tfl 'N 0~7 ~~D
Qom; Ro~ombeir ;9.200
~~ti-~ tx~a t o ~ ~ tai-~ i ~~t~te i a+ n~ ~~ ~ ~s ~~~~~..o,~ si ~ o i trot-~z-ac
~I!'ra+Kahl.

NCDOT DTST E~1G Faxo252-492-0123
r• ~~ate of North ~',~•olina
DeparagYte~n~ R oucc~sment
and N to
Raleigh Rvgionai Office
Feb 9 '05 1041
~lle~`-va~ ~. ~u1vy, C~-ernor
Y~ilfat~ ti. {I~ti!} Roses, 8~ry
~_. J
CitV1SiC~N of LANs ~t~sou~~
l.~rt O!~ RO~t1~t
Nemo /~sooat~, inQ
1f''gtrilQ~viu4, tVC 2156
Pa 09
~~; Pnpject 111a~ne~: Ynungavile {ndus~et Pa~tk
County: FrenkCtn
Submitted by: 'C~rtho~+ne, Moss ~ PAr~oti-ra
pate R,ereelved: Q71fl7l43; Q~+Q5J03
Date Pt~~ing lnittated: Q21~D11Q3
vrla~t+~shrd: TafiParrlfk~o ~iJO'~o3-~1
New 8ubnti~ai ~~ tRe~+ised ( }
®ear ~r~NEAd~t=
This eft',tra has ~vierwed the subj~c;t Era~i~an and Sed~~nt~fi+ar~ Control Platt, W'e find
~a pin to bt aoceptablo e~ hanAby ie~aue this letter Qf appccval. if any noation~.
anc~ r+esetv-ati~ns, or t~oat'nmer~dsllons ate applicable, a iii ~ endoserd end ie
tn~~ o ted as a rt of this I~+e~r of ~rppro~at. 'Ct~e endvsed Ge~rt~ of APP~ra~ should be
~~ ~ at shdlf ~ three 3
paai~ed at 'die ~o b albs. 1n acid~on, it should be- nerd that this aPi~ ~ ~ }
y~rs ~alt~-wing th• data of sppron~ab ~ cx~ ianct-dt~turbing ~actr'~-ity his n underi~~trn. ~n
SaOD!"aA~l't~Q V~ ~8 '~ ~ ~1a~1 ~1"Orti~A ~tYttAl~b"~11$ (Rl[ 48.0029.
1i= a:+~' modf~t E4TE~ nO~ ic~orpbta~'kad into the plan ~t~d knpiament~e~d in the lietd+ the
sits vriti be in Ytolation a~ the S~aditneAt~tlon Pcltu~ Control Act a~ 1973 (N+onh Carolina
~1 Stat~sbe (~CG~}, ~ 13AP~61.1 }.
t ~ NGAC 48. oo~ e(~~ requtn~ that a copy ®f thv apptavesi pin be ort fife at the ,fob site.
Also. the l ~lttes the notlca requfrod by NCGS s t3~-6'~.1(s} t'x~ttcorning or~rrk,~ht ~ pe~fotnn
periodic inspec~tane ~ cnsute c~np~nte with the tapprorred plan.
forth ~toflne'e aed;Mentabor- poilub'on amtrai pc~o0rarh is perfortnence ot~iottt+ad. ~
r~utring pro'~dlon a~the naf resourt~ and ad,~intng properbee. ff si any during th
protect of hC detr~rm'inAd fat the Erosion antl Sedimation ~Cantrat Plsn is ~$ 3A-~y throat ht
tkce eagv~rerrer~ c~ the gRdtrnentatian Poltubon Cantrt~l Actaf'1~T3 (NCG31 ~
6g~, this ma~- raquira n~ In thA plan and its impletner~ian to ensure sa~rtpllanea
~i~ the Apt.
7~ III ~~~ ent~it~ln+Q Aeon Ernptoyt~
~ ~ {p~porbu+~l~ A~
~9i-•~i ~EQIBZQ'd IZi-l tf~tifiE616~
T~-t~arpho~ (®i0~51't~d~tl0~ F~17t ~'i!}6?!~'t,A
~ilr. ra~cyai~l'~+0*!+i pvsl~aamium~r ~tv~'
AEO i~3 0~ Nt1XNY~3-~sa ~i ~ t ~ 01 4001-1z-ZD
Ha~i~e++ G•~vbM+- a~
~wv.~,~.r wMV w~u~,. Agars

,. NCDOT DTST ENG Fax~252-492-0123 Feb 9 '05 1041 P. 10
. - ° $°~Ct410 Aesoc~a~s.lrrc. . .
._.
l~srch ~, X003
f~ege ~ °
arx! eppravai at this plan la wrtdi#ion+sd up~onn your aornp~ertc~ wfil~t
sppiit~ble fade+ra! end states vr~tbez• quality lays. cegutetians mutid rul+ee. Th!$ c.~u10 in~ludtl the
Qiv~stott a~ ~V~1'ot C~uolttY under etorYnwart~er of car spec water qu~itty s~errd~t, end ~a
I,f,~, ~,armfy Carpe ofi ~nplne~t~ under ~CtiGle 4Q4 Surts~ta~on. Our a~ppevYa! does not supersede
~y re~~1-ed potm~ or epj7novsi.
SEnce this project distiube five or morae acres, fins auoh approrosl re~tes to the
eto'Rrn~brer thstt will discharge ftQrtt y~ot~r proj~, This tttn+Clrl~ i®peRrrltted pli~8tieflt ~ tha
~-tior~1 Poilu~nt Diechsr~ ~liminsavsi System thiPDESj sdrnin'~staraed in North Carotins by the
t~vlglon of YP1Fat,~t Qus[ity {DwQj. Attached Is ~ Gieneral ~tnt+~ter NPDES Permit.
NCCi~'to~oo~1, as rs~rised C~c~ob~er 1E 200'1, coveting y®uc sctfrri~. You ere respon~fbte for
satnphrir~ wld~t the Ge~rat P~mlt t~quffer~rTte and ere subject ~ ,~s11<oroement by OtiNQ ~r
+vf a~atlo~rts at the t~oner~rt t~em~tt. ~ .
Qua to the to~tton o~ this p~rojacl~ tt should bra noted that ,~ rune to proteot and rrtatn~ain
exislin® bulfivts stop wate~rooue~see in the Tai-Paatlico R',~war Basin beamme ~at~e on Januaec~
°!, Z00®. The T~PdtniioD t~lvsr Rip®rieA !tea Protecdiotl and t~lntenanae Ruff ~'i SA- Nt,.~-C 2P
.~~,5gj epp~ to all p~nniai ~d irtterml~@rst sb~ams, lekas. ponds and ~~tuar~s ~ thQ Neuss~
R'r,rer 8easa"n wltfi ~st~ ~n~ge4alion on the adJa~nt tend Qt #d arse'' !e ~ipsrtast ~s
wtd9 exb~ttr~g vvart~ia~n in the fit 30 feet dit~cthr adjacent to tf~ slnsarrtr. ~e ruule prate !~tl
dieDu~rbano! rsr Haas darretopn~'~ent withltl rtes first 3Q fee! of land next bn the meter f~ cematntn~
feet ~ the tartai but~r must bey r~toted upon aomplaaon ot* ~+ proposeed land-slis#urbi~
~'rvifiy-~. to ripal'ian areas wl~t ~s~ng vegatabivn that is lees 1~tsn ~-A tit ~ntide, the ~e
pcohibtts land dt~rbontx vc nsvrr dereitctpmert~.wtthin the aces that oonhrtns d1e axis#in8
vepe~~ic~n abut not the er-t3re 6i~ ioot trier ~~. 1Fnr nnote! iniorrnado~ about this dip®rian
area rule, pleeeQ tontac~ th0 Giviaivn of VVster Quality's 1iNetlend~d41 Unit at 8~ D-738-~ 786. tX a;
~tvialan c9(V1latef Quetlbr re~pneaertt s! Ihia t~egional ofiit~e,
Pleas nc~ tttadc appal ie based in port on the acaur~y of ~ ~vrmatioct
pmvlded miming tin~t~t nssponQibibiy, You ere r+~aquestsd do llle sin amended p'invnr~ai
Ftespnnsib~lit~r ~o!'~t if any cfi~ex~ become. ne~sary. !n adc[ttk~n, tt would bo- helpful ft you
would n #h~ when the proposed Eenc~~dl~utbing aoltYiiy +r~red by tfiia plan Es
anittoted.
Your cao~eraita~+ ~ apprrclaMd end wK+ teaak fvfwa~ tv wotictng with you on tJ~ts ,proje~
!f them sr~e ®rty questions, Pty da not hss`~ttte too ootrtect thin office.
Sinca~oty.
VV11tiam H. Penton, IVY E!'P
Asti. ~egionel lr~ineer
Lend Quel~j- 8sction
V~tl,ltl:att'ro
oo: ~~Wthome, Mae~e & Pent~ere
tVlr. ~n Schus~t•, P-E.. Division af'~Vater Qua~ty
g>~-~ IEaIDtC~d eat.l relttsir~tat t~ ~~3 0o Ntlrii~s~.vo~,~ el~a~ foot-1~•a~
Q

Permanent Water Quality Pool
Impervious =
Permanent Pool Depth =
SA / DA Ratio =
Required Surface Area =
Surface Area Provided =
Forebay Surface Area Provided =
46
3.00 ft
3.09 (from Tbl. 10-4)
13,460 sf
14,756. sf
3,778 sf 2,951 sf (20% of Total)
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.46 in/in
Required Volume (design rainfall)(Rv)(DA) = 16,811 cf = 622.61 cy
Volume Provided =
628 cy
90% TSS Mountain and Piedmont Region
Takla 1 tl_d
Std / DA Ratios
Permanent Pool Depth
Impervious 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
10 0.90 0.80 0.80 0.70 0.60 0.60 0.50 0.50 0.50
20 1.50 1.30 1.10 1.00 1.00 0.90 0.90 0.90 0.80
30 1.90 1.80 1.70 1.50 1.40 1.40 1.30 1.10 1.00
40 2.50 2.30 2.00 1.90 1.80 1.70 1.60 1.60 1.50
50 3.00 2.80 2.50 2.30 2.00 1.90 1.90 1.80 1.70
60 3.50 3.20 2.80 2.70 2.50 2.40 2.20 2.10 1.90
70 4.00 3.70 3.30 3.10 2.80 2.70 2.50 2.40 2.20
80 4.50 4.10 3.80 3.50 3.30 3.00 2.80 2.70 2.60
90 5.00 4.50 4.00 3.80 3.50 3.30 3.00 2.90 2.80
s:11319\0001\calcs\Wet Pond Design.XLS printed: 10/23/2007 6:54 PM Page 1 of 1

M ' ~ ~ ~ ~ ' •
Volume (cf) 16,957.08 cf 628.04. cu yds
Desired Drawdown Time (hrs) 3050 days 84.00 hrs 302400 sec
Q (Drawdown Rate cfs) (volume/time) 0.05608 cfs
!• . . ~
Orifice Equation - QCd A (2gh)
where: Q =Discharge (cfs) 0.0561 cfs
A =Cross-sectional area of orifice (sf)
g =Gravitational Acceleration 32.2 fps
h =Driving head to the centroid of the orifice ft
Cd =Coefficient of discharge (usually 0.50-0.70) 0.6
Assumed A:
Assumed Pipe Size (in)
A (sf)=
1.50 in
0.01227 sf
Find h:
Top invert
Bottom invert
Distance to centroid of Orifice
Calculated h
Find A:
A=Q/Cd (2gh)
A=
Calculated Pipe Diamater
Therfore Use
429.00
428..00.
0.06 ft (based on assumed pipe size)
0.94 ft
0.0120 sf
1.48539 in
1 1/2 in

~-. rr~*r- ~ . ~ • ~ ~ !- DATE
• • 23-Oct-07 ~`~ ~ ~ '~ ~~
PROJECT NAME PROJECT NO `/
l
Arch Aluminum 07-024 `~. ~ ' ~'
LOCATION BY s ;<<, .,_ _. ~,rr, : --'~
Youngsville, NC BDS
-• ~ - ~ -• r • - ~• ~ •
Required Volume:
__
_. _ _
. ,_
.~
o. ..
~.
Graph i Table Irlterpolatior-~
LI-I~~o;a =eerie.; ar~d •'•:'ir~r~ f•iaxirnurn'•'alue<:
.._. __~~ -.__W _,.__._ _._::._W.__. ~. __ ~:_::_:.:. ,« hi ~;,''.'r~lurne (cu ~r~d.j : Ele=•. I.ftl
F'Ci~~JD 1 ~'
_...., ,.- f.;ia:;Ela_',r.I,ftl:'';?nll_Jriia(r:r_J.yd.j
Irlterpulate IJser Defir-~ed F'~ ~ir-~t<:_ faa~,'•!oll.Jrne (~:u.~r'd..1 = 0'41 '1 ?=~' ~ . 4?6.0000 Elev. (ftl
I r ~te~rp~ ~lati~ ~n
~- c~l•; e for l:al~_:~_Jlated '•,'alue at
iil~'E' fGr'v'OIUffIF ICr~.:'d.l ~f= ~ Fi~._... ,•rCijl.Jrl'Iv' I.~~U.'r~d. ~ I-alcl_Jlate
Sr~h~e for FJe~;_ Iftl
I]rda_r
~inear Interp~datior
UI_Jadratic Inh~rpolation
rltFr~iGidt~'d ~;ajl_Je fi=~( ~~t~.~.F~~ll]I]'',~GIUffIF' (Cl1_;i~j.~ I'=:
f`aa,~: Ele~~•~ (ftl ':%'olr~arne (cu_yd-I
Ir-~ter~~olatr, U er Defirlr-d F'c~ir~ts t~~iax'•;'oll.Jrne (cu!~d.a = t~4'1.31~'40 =~_,'=~.I illlL Ele~:~ (ftl
Int?rp; il,yfipr~
,,uh:~r t.-~r C:afculated'b`aliJe at
'- ol•,~e fur':'c~ll_Jrrie Ic~_J.~r~d.l ~d ,3 ..~__ ._ _.____ Ele.~;~. (ftl Calculake
;ol~•,:e for Ele~:~. Iftl
Irlb-~rpnlated :value for 4~~ OOi~O Flev (tt1 i_
~,E0.04169','oh.Jrne jcu.s~d.j
I_ird~,r
~in~ar InferG~~ datiorl
I.J~.Jadratic lrlterpc~latiorl

Subarea 1A-Post
Subarea 1-Pre ~a ~x°
,, ;
'~ .x.~
Subarea 1 B-Post '' '' '
..~ • .~
•~ R.e '~ x.,
D
Q.
~•
N
O

0
end 1
~t
0
c~
w
0
Out 1-Pre Out 1-Post

Type..... Master Network Summary Page 2.01
Name<... Watershed
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Franklin County
Total
Depth Rainfall
Return Event in Type RNF ID
-------
Dev -----
1 ------
3.0000 ----------
Synthetic ------
Curve --------
TypeII --------
24hr
Dev 10 4.9800 Synthetic Curve TypeII 24hr
Dev 25 5.9400 Synthetic Curve TypeII 24hr
Dev100 7.4200 Synthetic Curve 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)
Max
. Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.yd. Trun min cfs ft cu.yd.
-------------
*OUT 1-POST ---- ----
JCT ------
1 ---------- --
1346.65 ---------
722.50 --------
8.01 -------- ------------
*OUT 1-POST JCT 10 3600.93 716.00 27.99
*OUT 1-POST JCT 25 4764.52 715.50 32.93
*OUT 1-POST JCT 100 6606.87 715.50 40.73
*OUT 1-PRE JCT 1 1152.67 716.00 12.73
*OUT 1-PRE JCT 10 3044.92 715.50 35.57
*OUT 1-PRE JCT 25 4085.69 715.50 47.88
*OUT 1-PRE JCT 100 5780.78 715.50 67.56
POND 1 IN POND 1 1557.13 715.50 18.15
POND 1 IN POND 10 3125.88 715.00 35.48
POND 1 IN POND 25 3912.22 715.00 43.91
POND 1 IN POND 100 5140.34 715.00 56.83
S/N: FEYXYWJ8TX2A
Bentley PondPack (10.00.023.00)
5:34 PM
CPS Engineers PA
10/25/2007

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= 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.
---------
POND 1 --------
OUT ----
POND ------
1 ---------- --
928.30 ---------
725.50 --------
5.32 --------
429.18 ------------
755.09
POND 1 OUT POND 10 2495.69 723.50 15.66 429.85 1262.91
POND 1 OUT POND 25 3281.48 724.00 16.38 430.23 1562.98
POND 1 OUT POND 100 4508.50 725.00 17.35 430.77 2005.43
SUBAREA 1-PRE AREA 1 1152.67 716.00 12.73
SUBAREA 1-PRE AREA 10 3044.92 715.50 35.57
SUBAREA 1-PRE AREA 25 4085.69 715.50 47.88
SUBAREA 1-PRE AREA 100 5780.78 715.50 67.56
SUBAREA 1A-POST AREA 1 418.42 716.00 4.62
SUBAREA lA-POST AREA 10 1105.31 715.50 12.91
SUBAREA 1A-POST AREA 25 1483.10 715.50 17.38
SUBAREA 1A-POST AREA 100 2098.42 715.50 24.52
SUBAREA 1B-POST AREA 1 1557.13 715.50 18.15
SUBAREA 1B-POST AREA 10 3125.88 715.00 35.48
SUBAREA 1B-POST AREA 25 3912.22 715.00 43.91
SUBAREA 1B-POST AREA 100 5140.34 715.00 56.83
S/N: FEYXYWJ8TX2A
Bentley PondPack (10.00.023.00)
5:34 PM
CPS Engineers PA
10/25/2007

Type,... Design Storms
Name.... Franklin County
Page 4.01
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
Title... Project Date: 10/24/2007
Project Engineer: Brian Speight
Project Title: Arch Aluminum
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Franklin County
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 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 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 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 25
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
25 yr
5.9400. in
1
1440.00 min
.00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev100
Data Type, File, ID =.Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.4200 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 5:35 PM 10/25/2007

Type.... Tc Calcs
Name.... SUBAREA 1-PRE
Page 6.01
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
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) 6:56 PM 10/23/2007

Type<>.. Tc Calcs
Name.... SUBAREA 1-PRE
Page 6.01
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
------------------------------------------------------------------------
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) 6:56 PM 10/23/2007

Type.... Tc Calcs
Name.... SUBAREA 1A-POST
Page 6.03
File.... G:'\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
........................................................................
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) 6:57 PM 10/23/2007

Type.... Tc Calcs
Name.... SUBAREA lA-POST
Page 6.03
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
------------------------------------------------------------------------
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) 6:57 PM 10/23/2007

Type.... Tc Calcs
Name.... SUBAREA 1B-POST
Page 6.05
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
........................................................................
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) 6:57 PM 10/23/2007

Type.... Tc Calcs
Name.... SUBAREA 1B-POST
Page 6.05
File>... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
------------------------------------------------------------------------
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) 6:57 PM 10/23/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1-PRE
Page 7.01
Filet .. G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - grass combination - poor 73 10.000 73.00
COMPOSITE AREA & WEIGHTED CN ---> 1.0.000 73.00 (73)
...........................................................................
...........................................................................
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:58 PM 10/23/2007

Type..>. Runoff CN-Area
Name.... SUBAREA 1A-POST
Page 7.02
File.>>. G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
RUNOFF CURVE NUMBER DATA
..........................................................:...............
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- -
Woods - grass combination - poor ---
73 ---------
.620 ----- ----- ------
73.00
Impervious Areas - Paved parking l0 98 .460 98.00
Open space (Lawns,parks etc.) - Fai 69 2.550 69.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
....................................
....
.... 3.630
..........
.......... 73.36 (73)
.........................
.........................
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:58 PM 10/23/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1B-POST
Page 7.03
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
RUNOFF CURVE NUMBER DATA
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking l0 98 4.130 98.00
Open space (Lawns,parks etc.) - Fai 69 2.240 69.00
COMPOSITE AREA & WEIGHTED CN ---> 6.370 87.80 (88)
...........................................................................
...........................................................................
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:58 PM 10/23/2007

Type>... Outlet Input Data
Name.... Outlet- 1
Page 13.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 428.00 ft
Increment = .50 ft
Max. Elev.= 435.00 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
Inlet Box R1 ---> C1 429.000 435.000
Orifice-Circular 01 ---> C1 428.000 435.000
Culvert-Circular C1 ---> TW 425.000 435.000
TW SETUP, DS Channel
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:59 PM 10/23/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 13.01
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
OUTLET STRUCTURE INPUT DATA
Structure ID = R1
Structure Type = Inlet Box
------------------
# of Openings ------------------
= 1
Invert Elev. = 429.00 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 428.00 ft
Diameter = 1.50 in
Orifice Coeff. _ .600
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:59 PM 10/23/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 13.02
File>.<. G:\_SITE-CIVIL\_Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
OUTLET STRUCTURE INPUT DATA
Structure ID = C1
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 18.00 in
Upstream Invert = 425.00 ft
Dnstream Invert = 424.40 ft
Horiz. Length = 113.00 ft
Barrel Length = 113.00 ft
Barrel Slope = .00531 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000
Kb = ..018213
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 = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y - .6900
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.195
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 = 425.00 ft ---> Flow = 7.58 cfs
At T2 Elev = 426.79 ft ---> Flow = 8.66 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .O1 ft
Min. HW tolerance = .Ol ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 6:59 PM 10/23/2007

Type>... Pond E-V-Q Table
Name.... POND 1
File.... G:\_SITE-CIVIL\_Active Projects\2007\07-024
Page 14.01
(Arch Aluminum and Glass)\Pond Pack\A
LEVEL POOL ROUTING DATA
HYG Dir = G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\
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 = 428.00 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
-------------
428.00 -----------
.00 ---------
.00 ------------
14756 -----------
.00 ------------
.00 ----------
.00
428.50 .04 293.18 16932 .00 .04 527.76
429.00 .06 628.04 19258 .00 .06 1130.54
429.50 14.97 993.97 20266 .00 14.97 1804.12
430.00 15.95 1378.80 21300 .00 15.95 2497.79
430.50 16.88 1782.81 22338 .00 16.88 32.25.96
431.00 17.77 2206.27 23400 .00 17.77 3989.07
431.50 18.61 2649.44 24466 .00 18.61 4787.61
432.00 19.42 3112.55 25555 .00 19.42 5622.03
432.50 20.19 3597.32 26805 .00 20.19 6495.40
433.00 20.94 4105.52 28085 .00 20.94 7410.90
433.50 21.66 4639.31 29571 .00 21.66 8372.45
434.00 22.36 5200.97 31095 .00 22.36 9384.15
434.50 23.04 5793.81 32940 .00 23.04 10451.94
435.00 23.70 6421.31 34839 .00 23.70 11582.11
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 5:39 PM 10/25/2007

(Page i of 2}
V ~~~
IVllllllllilll Illl Illllllllll~llllllllllllllllllll1111tfllilllil~llllll\
Doc ID: 002946396002 Tvice: GRP
Recorded: 09/06/2007 at D4:30:56 PM
Fee Amt: $1.]17.00 Page 1 of 2
Excise Tax; $1.10D.OD
Frankiln Countv North Garollna
Llnda H. Stone ReaistQQar~~}}ofQQDeQQeds
BK1~42 PG~9V'GVV
l \..r ~Lr"Jl~ '
RETURN TO: hold for: Warren, Perry & Anthony, P.L_L.C.
PREPARED BY: Warren, Perry & Anthony, PLLC, Ib - 343 S. White Street, Wake Forest, NC 27587
TAX IDENTIFICATION #: 8196 REVENUE STAMPS $ 1 10Q.Q0
NaRTH ~ARC~LINA GENERAL WARRANTY DEED
This deed made this 30th day of August, 2007 by and between:
GRANTOR: NEMO ASSOCIATES, INC.
GRANTEE: SILVERSTEIN ENTERPRISES AT YDUNGSVILLE, LLG
jfl2ao I-f~V ~"~'" ~}r~,r
~~~~~ F't_.. 333za
Grantor, for valuable consideration paid by Grantee, receipt of which is hereby acknowledged, does grant, convey
and transfer unto Grantee in fee simple the property described as follows:
TOWNSHIP OF YO_U_NGSVILLE ,COUNTY OF FRANKLIN
BEING all of Lat 72 as shown on plat entitled "Survey For Lot 12 Youngsville Industrial Park", a
copy of which is recorded in Boak of Maps 2007, Page 277, Franklin County Registry.
Also conveyed herewith is anon-exclusive easement far ingress, egress and regress over that
certain public right-of-way known as Northbrook Drive to reach the subject property from Bert
Winston Road.
The above property was acquired by Grantor by instrument recorded in Baak 92Q, Paae 909 and Book 9197
Page 365.
TQ HAVE AND TO HOLD the above described property and all privileges and appurtenances thereto belonging
to the Grantee in fee simple.
Grantor covenants with Grantee, that Grantor is seized of the premises in flee simple, has the right is convey the
same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant
and defend the title to the property against the lawful claims of all others except for the exceptions set out below.
SILVERSTEINI2
Page l of 2
Book:1E92,Page:29t3

(Page 2 of 2}

Title to the property described herein is subject to the following exceptions;
1. Subject to slope and drainage easement as shown an plat,
2. Subject to an Easement to Carolina Telephpne and Telegraph recorded in Book 1418 and Page 395,
aforesaid county registry.
3. Subject to an Easement to Wake Electric Membership Corporation recorded in Book 1417 and Page 811,
aforesaid county registry,
4. Subject to an Easement to Department of Transportation recorded in Book 968, Page 739, Franklin County
Regis#ry.
5. Subject to Easement to Franklin County far ingress, egress and regress along Northbrook Drive recorded in
Book 1385, Page 526 and Book 1378, Page 992, Franklin County Registry.
B. Subject to Road Maintenance Agreement recorded in Boak 1 Page r`3Q`~' , Franklin County
Registry.
7. Restrictive covenants recorded in Book 1196, Page 17; subjected to Book 1521, Page 384; amended in Book
1628, Page 995, Franklin County Registry.
8. Subject to the stipulations of the Army Corps of Engineers 401 Stream Grass Permit which requires review by
the State of NC gepartmen# of Water Quality if over 34% of the Land area is to be converted to impervious
use. Further, it requires installation and maintenance of appropriate storm water control devices.
IN WITNESS WHEREOF, Grantor has set his hand and seal, ar if corporate, has caused #his instrument to be
signed in its corporate name by a duly authorized officer.
STATE OF NORTH CAROLINA
COUNTY OF WAKE
t, `~~i, Ul,~~ , a Notary Public for the County of Wake ,
State of North Car lino, certify that Qs5 ~'Yt---~ ,
personally appeared before me this day and acknow edged that helt;he~- is i` ~-' President of NEMO
ASSOCIATES, 1NC. a North Carolina corporation, and that by hority duly given and as an act of the
corporation, the foregoing instrument was signed in its name by its t•` w'"President.
Witness my hand and official stamp or seal, this 30th day Augus , 2007,
Nota P 'c
-~~~.1~ KELlYJ. MACKAY
My Commission Expires NOTARY PU$LIC
WAKE COUNTY, N.C.
SILVERSTEIN 12
Book:1E92,Page:2913

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