20071856 Ver 1_More Info Received_20071203

KELLER ENVIRONMENTAL
ENVIRONMENTAL CONSULTANTS
7921 Haymarket Lane, Raleigh, NC
(91944-7437
Fax (919}8447438
~kP fl'y' t85b
LETTER OF TRANSMITTAL
TO: NC Division of Water Quality
DATE: December 3, 2007
ATTENTION: DWQ EXPRESS TEAM
RE: Arch Aluminum
WE ARE SENDING YOU THE FOLLOWING:
^ Pre-construction Notification (PCN) ®Plans
® Documents ^ Other
^ Maps
a~~~~~
~i;_~ ~ 2007
`~'!!ANt1,4 SID ~TfX1M;N~TE~i BRAN(',H
^ Specifications
THESE ARE TRANSMITTED AS CHECKED BELOW:
® For approval ®As requested ^ For review & comment
^ Please reply ^ See below ® For your files
^ Regular Mail ^ Fed-Ex ®Delivered by KE ^ Picked Up
COPIES DATE DESCRIPTION
2 12-03-07 Resubmittal Letter
2 11-21-07 DWQ R uest for More Information Letter
2 9-2007 Site Plan Sheets (C2-C7)
2 11-30-07 Piedmont of the T-PRB BMP Removal Calculation Worksheet
2 12-01-07 Grassed Swale Su lenient Worksheet (#4 & #5)
2 11-30-07 Wet Detention Basin Su lenient Worksheet
2 11-30-07 Wet Pond S'
2 11-30-07 Channel Desi
2 11-30-07 Pond Pack R rt
1 12-03-07 CD

Remarks:
Recd By:
THANK YOU!
Signed ' ~ -~C~~~

I{E
KELLER ENVIRONMENTAL
ENVIRONMENTAL CONSULTANTS
December 3, 2007
Lia Myott & Joseph Gyamfi
NC Division of Water Quality
401 Wetlands WQ Certification Express Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Arch Aluminum
Keller Environmental Job No. 0767
DWQ Project # 07-1856
Franklin County, North Carolina
Dear Mr. Gyamfi & Ms. Myott:
Thank you for meeting with Mr. Brian Speight and myself last Thursday. We
have modified the wet detention pond and incorporated additional grass swales to
address your Nitrogen and Phosphorous concerns that we discussed. Please refer
to the details below and supplemental information attached requested from written
correspondence on November 21, 2007 and during our meeting. We are requesting
for NC Division of Water Quality {NCDWQ) written approval for the starmwater plan
affiliated with the proposed project. We have addressed your included written
comments in the following paragraphs.
1. Wet Detention Pond
a. Please be advised that the DWQ cannot accept this as a wet
pond/wetland system. The proposed BMP is completely a wet
pond, and stand-alone wet detention pond does not meet the
30°!o TN and 38% TP treatment levels required for a site
draining to NSW watershed. Therefore, the wet detention
pond must either be combined with another BMP, or replaced
with an appropriate BMP (such as constructed wetland or
bioretention area) in order to meet the nutrient removal
requirement. Please refer to the following site for more
information
We have combined the wet detention pond with two grassed swales. The
first treats a portion of the site prior to entering the forebay and the other swale
upon discharge from the wet detention pond. See attached N and P
calculations; we are now exceeding the required 30% reduction for both
pollutants. Additionally, the pond was designed to remove 90% TSS, not the
minimum 85%, while reducing the total discharge cfs into an existing
conveyance.

401 Stormwater Re-Submittal
Arch Aluminum
November 23, 2007
Page 2 of 2
2. Diffuse Flow
a. The exit velocities of 3.00 ft/s and 8.86 ft/s, corresponding to
flow rates of 5.32 ft3/s and 15.66 ft3/s respectively, are
considered erosive. Please take this into consideration, and
redesign outlet structures such that non-erosive velocities
(<2.0 ft/s) can be attained from the new BMP.
The exiting velocities have now been reduced to less than 2 ft/s. Please
refer to the attached channel #4 and channel #5 grassed swale supplements.
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
Bill Bland
Attachments:
• November 21, 2007 DWQ Request for More Information letter
• Site Plan Sheets (C2 to C7)
• Piedmont of the T-PRB BMP Removal Calculation Worksheet
• Grassed Swale Supplement Worksheets (#4 & #5)
• Wet Detention Basin Supplement Worksheet
• Wet Pond Sizing
• Channel Designs
• Pond Pack Report

Permit Number:
(to be provided by DWQJ
~ OF W AT~cR

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Chec>+c6st (Part p!) must also be filled out printed and submitted along with al! of the required information.
Phone number
Date
Drainage area number
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
10-yr, 24hr runoff depth
10-yr, 24hr intensity
Post-development 10-yr, 24hr peak flow
Velocity
Maximun non-erosive velocity (peak 10-year storm)
Soil characteristics (enter "~' below)
Sandtsilt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter "~' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2 Convevance Swale_ Seekinn Pollutant Credit
Maximum velocity for 10-yr storm
Sicle slopes
Swale length
Ootion 3. Convevance Sv~nle. Not Seekino Pollutant Credit:
Maximum velocity
Side slopes
(919) 8447437
December 1, 2007
Channel#4
59,677 ft
30,928 ft2
51.8%
PEAK RED. inch
u.nv rn
7.19 inlhr
0.02 ft3lsec
4.5 ftlsec
X
N (Y or N)
1
ft
Y (Y or N}
1.0 ftlsec OK
5 1 OK
150 ft OK
N (Y or N)
1
Form SW401-Grassed Swale-R ev.1 Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DVItQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 10 ft
Width of the top of the swale 20 tt
Maintenance agreement: Is this included in the application? Y {Y or N}
This design is for the following design option:
Option 1: Curb outlet swale N
Option 2: Conveyance swale, seeking pollutant credit Y OK. Maintenance provision not needed
Option 3: Conveyance swale, not seeking pollutant credit N
Additional Inform ati o n
Is the swale sized for all runoff from ultimate build-out? YES OK
Is the BMP located in a recorded drainage easement with a
YES {Y or N) OK
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT? 12.0 tt OK
What is the ground level elevation? 435.0 fmsl
What is the elevation of the bottom of the swale? 434.0 fmsl
What is the SHWT elevation? 422.0 fmsl
What is the longitudinal slope of the swale? 0.2 °I° OK
What is the depth of freeboard? 0.5 ft OK
Form SUU401-Grassed Swale-Rev.7 Parts I and II. Project Design Summary, Page 2 of 2

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Permit No.
(t° be provided by DWQJ

~
r~
y~ O~ W ATFR
O~ QG
'
q
./ ~ `
"
NCDENR ° L\ ~
STORNMIATER MANAGEMENT PERMIT APPLIGATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form mustbe filled out, prir7ted and submitted.
The Required Items CheckJrsf (Part 1t1) must be printed, frlkd uuf and submitted along with all ofthe reryuired information.
I. PROJECT INFOR MATION
Project name Aioh Alurninum
Contact person Jap I:eller
Phone number 9'19-8447437
Date 11/302007
Drainage area number 1
Site Characteristics
Drainage area 314,069 ft
Impervious area 179,904 ft
%impenrious 57.28168014
Design rainfall depth 3.0 in
StorageUolume: NonSRWaters
Minimum volume required ft3
Volume provided ft3
Storage Volume: SR Waters
1-yr, 24hr runoff depth in
Pre-development 1-yr, 24hr runoff ft3
Post-development 1-yr, 24hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Florr Calculations
Is pre/post control of the 'I-yr 24hr peak flow required? Y (Y or N)
1-yr, 24hr rainfall depth 3.0 in
Rational C, pre-development SCS Method (unitless)
Rational C, post-development SCS Method (unitless)
Rainfall intensity: 1-yr, 24hr storm 3.0 inlhr
Pre-development 1-yr, 24hr peak flow 18.9 ft3/sec
Post-development 1-yr, 24hr peak flow 0.2 ft3lsec
PrelPost 1-yr, 24hr peak flow contol -18.7 ft3/sec
Basin Elevations
Basin bottom elevation 423.00 ft
Sediment cleanout elevation 424.00 ft
Permanent pool elevation 428.00 ft
Temporary pool elevation 429.00 ft
Volume and Surface Area Calculations
SA/DA ratio 3.36 (unitless)
Permanent pool, surfiace area required 10,565 ft
Permanent pool,surfiaceareaprovided 11,390 fly OK
Permanent pool volume 34,776 ft3
Average depth for SAIDA tables 3.053204565 ft OK
Forebayvclurne 6,264 ft3
Forebay %of permanent pool volume 18 % OK
Temporary pool, surface area provided 17,911 fly
Form SW401-Wet Detention Basin-R ev.2 Pars I. & II. Design Summary, Page 1 of 2

Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate
Pre-development 1-yr, 24hr discharge
Post-development 1-yr, 24-hr discharge
Additi ona I I nformation
Diameter of orifice
Design TSS remoual
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for ouerflow & orifice?
Freeboard provided
Vegetated filter prouided?
Recorded drainage easement prouided?
Capures all mnoft at ultimate build-out?
Drain mechanism for maintenance oremergencies
Permit
3 days OK
0.06 ft3/s
18.15 ft3/s OK
0.18 ft3/s OK
1.60 In
90
3 :1 OK
10 :1 OK
10 ft OK
3 :1 OK
3 :1 OK
Y (Y or N) OK
1 ft OK
N (Y or N) Design must be based on 90%TSS remoual
y (Y or N) OK
Y (Y or IVY OK
BRAIN VALVE I N RISER AND PUMP REMAINING 2 FEET
(to be provided by DWQ)
Form SW401-Wet Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 2 of 2

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indicate t€~r: foiic~~inc~ dr~sir~n r~quir~~erats haue t~:er~ rr€ef. ifi the applicant ha,a d~signat~cc# ate agent, the a~~nfi may ini€iai t>eiuw. t~ ~
reui~ernent i~aa r€~t been r~et, ~i:t~~h ~r~stipafiic~~.
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1. Plans {~i" - 5t1' ar larger} pf fhe entire site showing:
- f~esign af. uitin~ate 6us'id-put,
- ~~-sife t9rasnage (if appiica~ie),
- delineated drainage basins {include i~a#it3nal C cpefiticient per basin!,
- C3asin c#iensions,
- Pretrt~atrnerzt system,
hdigh #invt bypass systerra,
T gain#enance actress,
f~eccarded drab€age aasemesrt and publii+ right cat way (i~L?k~},
- Uvertlt~w device, and
- t~oundaries of drainage easement.
- IUiainfienarrce access,
-Permanent pcacal dlrrrensians,
o Fcaretaay and main pond with itardentd emers~ency sp:liway,
- l3aslrz cress-section,
- Vegetatican sp~itication for planting shelf, and
- ~'il€er strip,
7, Partial ptan {1" a 30` efr iarger~ and details ftar fife wet deterrfitan basin shtawing:
W (3utiet ;structs~re vaith trash racit ter sirrr[iar,
. ~~``
_ .__ 3. ~ecfion uieu~ of the dry detentlpn basir3 {1" =~ 2~' or larger} shawirrc~e
~idQ sic~pes, 3:9 pr iowar, ~
~'`~'~ ~'~' ~''~" ~>~ ` ~ ~ a~ ~ ~ ~'
C~
t
t
#
t
t
-
re
rs::atrnen
and
rea
rrien
areas, arrd ,$
Inlet and ptatlet afruCtures•
~W..-,...,...
~~..~# ~?
_
4. lfi ~e basin is rased fpr sedimenf and erosion ccanfiroi during ctans'#ruatlpn, clean ouf of the basin is specified
pn fihe p~ians prior to use as a vuef detentir~n basin.
~ " ~ ~ ~'~~ ~. A table ofi eleva#lons, areas, incrernenfial uvlumes & accumulated uoiumes for overall pond and fear fiorebay,
"~'`'`~°~~~°~` tcz ve-ify vcalunre prpvidert.
_., ta. t~rr asstrrancc fhat the installed system will nteef design speci~catipns rapcan initial taperatian ante the
project is r~arripie#e and the entire dralt~ac~e area is sfabiilxed.
' ~~~ 7, ~ ccaastrur.#inn ae~uence fhat. shows haw the wet deterfion basin wHl be prt~tected frpn~ sediment tsntii ttre
~~ ~~~ enure drainage area is stabili;~ed.
~~ _ ~> r''~`~ 8. 'Pre suppartlnt~ c;alcula#inns,
ti ~~~~~~~~~,~
°"_ g. ~ copy pt tyre sinned and ntafarized insper,tian and rrrainfenant<e {I~l~} agreerrrent.
r ,~-~ps~~~ ~ 1t4. ~1 crpy of the deed restricfior~.

F=arm svv~tr~a-$/il~t t3~tenaian F3asin-F~ev.l E'art #!i. Required iYerns Checklist. r~a$e 1 of 7

- . ~ ~ DATE DESIGN PHASE
11-30-07 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: 4 Grass Swale Drainage Area: 1.37 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 156 ft Intensity: 7.19 in/hr
Section Slope: 0.20 % Runoff Coeff: 0.61
Ret Class: C Discharge: 6.02 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 = 6.02 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.71 quantity to equate to Zav
M = 5:1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R_ Zav Remark
10 0.40 4.80 14.08 0.34 2.34 shallow
10 0.43 5.22 14:39 0.36 2.66 shallow
10 0.44 5.37 14.49 0.37 2.77 deep
10 0.47 5.80 14.79 0.39 3.11 OK
B = bottom width of trapezoidal channel ._
D = normal depth of flow ~~~ _ '~q
~~
A = cross-sectional area of flow
,fin
~ ~
-
P = wetted perimeter of the channel - 1.~~
R = hydraulic radius of the channel
Normal Depth, D = 0.47 ft Depth O.K.
Velocit = 1.04 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 = 0.06 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 10 ft side slopes, M = 5 :1
D = 1.0 ft top width, W = 20.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)

e ~ DATE DESIGN PHASE
~ 11-30-07 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: 4 Grass Swale Drainage Area: 1.37 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 156 ft Intensity: 5.22 in/hr
Section Slope: 0.20 % Runoff Coeff: 0.61
Lining Type: Straw w! Tack Discharge: 4.37 cfs
Permissible Shear: 0.35 Ib/sf
Channel 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 = 4.37 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.444 quantity to equate to Zav
M = 5:1 side slo a of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
10 0.20 2.20 12.04 0.18 0.708 shallow
10 0.30 3.45 13.06 .0.26 1.420 shallow
10 0.25 2.81 12.55 0.22 1.038 shallow
10 0.24 2.69 12..45 0.22 0.968 OK
B = bottom width of trapezoidal channel _
D = normal depth of flow ~ 2aa~ = 2;req
A = cross-sectional area of flow
~~
~~
_
P = wetted perimeter of the channel A. R.
1
A'~"
'
R = hydraulic radius of the channel
Normal Depth, D = 0.24 ft
Velocit = 1.63 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 = 0.03 (b/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 10 ft side slopes, M = 5 :1
D = 1 ft top width, W = 20.0 ft
Line Channel with: Straw w/.Tack
(REF: Malcom, 1991)

- . ~ DATE DESIGN PHASE
~ 11-30-07 SD / /
PROJECT NAME PROJECT NO DD / /
~ X ~
Arch Aluminum 07-024 CD
/ /
LOCATION BY REV
/ /
Youn svilfe, NC CSB OTHER
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 5 Grass Swale Drainage Area: PP ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: min
Section Length: 152 ft Intensity: in/hr
Section Slope: 0.20 % Runoff Coeff:
Ret Class: C Discharge: 2.55 cfs
Permissible Velocity: 4.50 fps Discharge from Pond Pack Report
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 = 2.55 cfs flow by Rational Method
n = 0.03 Grass Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.15 quantity to equate to Zav
M = 5:1 side slo a of channel (ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0:55 2.61 7.61 0.34 1.28 deep
2 Oo54 2.54 7,51 0.34 1.23 deep
2 0.53 2.46 7.40 0.33 1.18 deep
2 0.53 2.46 7.40 0.33 1.18 OK
B = bottom width of trapezoidal channel .
D = normal depth of flow ~~~ _ ~'~~
~~
A = cross-sectional area of flow
~n
~ ~
-
P = wetted perimeter of the channel - 14~,
R = hydraulic radius of the channel
Normal Depth, D = 0.53 ft Depth O.K.
Velocit = 1.03 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 = 0.07 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 5 :1
D = 1.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)

• ~ ~ ~ DATE DESIGN PHASE
~ 11-30-07 SD / /
PROJECT NAME PROJECT NO DD / /
~ X
Arch Aluminum 07-024 CD
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 5 Grass Swale Drainage Area: PP ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: min
Section Length: 152 ft Intensity: in/hr
Section Slope: 0.20 % Runoff Coeff:
Lining Type: Straw w/Tack Discharge: 0.20 cfs
Permissible Shear: 0.35 Ib/sf Discharge from Pond Pack Report
Channel 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 = 0.20 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.066 quantity to equate to Zav
M = 5:1 side slo a of channel (ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.10 0.25 3.02 0.08 0.047 shallow
2 0.12 0.31 3.22 0.10 0.066 shallow
2 0.11 0.28 3.12 0.09 0.056 shallow
2 -0.12 0.31 3.22 0.10 0.066 OK
B = bottom width of trapezoidal channel
D = normal depth of flow ~~~ _ ~r~q
A = cross-sectional area of flow
~~ - ~M
~ ~
P wetted perimeter of the channel.
1
`~~
'
R =. hydraulic radius of the channel
Normal Depth, D = 0.12 ft -
Velocit = 0.64 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Iblcu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.01 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 5 :1
D = 1 ft top width, W = 12.0 ft
Line Channel with: Straw w/ Tack
{REF: Malcom, 1991)

Subarea 1A-Pre
Subarea 1 B-Pre
,, ;
~~~~ ~ ~~~
. ~ , •!
~~-
U-
~~
O
,,,
.~ Q•,°
10
d'
Y
Q
Out 1-Pre
Subarea 1A-Post
~~ i
Subarea 1 B-Post : ~ ~~~, ~ :~;~
.~ . e x
~.
~'
N
Pond 1
0
M
Q
~~ e
.~
•~ x

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
Return Event in
Dev 1 3.0000
Dev 2 3.2000
Dev 10 4.9800
Dev 25 5.9400
Dev100 7.4200
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 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
--
-------------
*OUT 1-POST ---- ----
JCT -
1 651.46 R
*OUT 1-POST JCT 2 724.83 R
*OUT 1-POST JCT 10 2208.19 R
*OUT 1-POST JCT 25 3382.71 R
*OUT 1-POST JCT 100 5240.12 R
*OUT 1-PRE JCT 1 1152.67
*OUT 1-PRE JCT 2 1321.33
*OUT 1-PRE JCT 10 3044.92
*OUT 1-PRE JCT 25 4085.68
*OUT 1-PRE JCT 100 5780.77
POND 1 IN POND 1 1611.53
POND 1 IN POND 2 1778.88
POND 1 IN POND 10 3342.67
POND 1 IN POND 25 4219.05
POND 1 IN POND 100 5593.50
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft cu.yd.
----- -------- ------------
---------
716.00 ---
4.12
716.00 4.73
715.50 10.87
722.50 16.94
720.50 35.93
716:00 12.73
716.00 14..79
715.50 35.57
715.50 47.88
715.50 67.56
715.50 18.87
715.50 20.80
715.50 38.34
715.00 47.89
715.00 62.59
S/N: FEYXYWJ8TX2A
Bentley PondPack (10.00.023.00)
2:42 PM
CPS Engineers PA
11/30/2007

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=Nonea L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event cu.yd.
---------- Trun
--
---------
POND 1 --------
OUT ----
POND ------
1 291.12 R
POND 1 OUT POND 2 314.56 R
POND 1 OUT POND 10 1295.59 R
POND 1 OUT POND 25 2170.80 R
POND 1 OUT POND 100 3544.10 R
SUBAREA 1A-POST AREA 1 360.39
SUBAREA 1A-POST AREA 2 410.34
SUBAREA 1A-POST AREA 10 912.65
SUBAREA 1A-POST AREA 25 1211.96
SUBAREA 1A-POST AREA 100 1696.06
SUBAREA 1A-PRE AREA 1 321.59
SUBAREA 1A-PRE AREA 2 368.65
SUBAREA 1A-PRE AREA 10 849.53
SUBAREA 1A-PRE AREA 25 1139.90
SUBAREA 1A-PRE AREA 100 1612.83
SUBAREA 1B-POST AREA 1 1611.53
SUBAREA 1B-POST AREA 2 1778.88
SUBAREA 1B-POST AREA 10 3342.67
SUBAREA 1B-POST AREA 25 4219.05
SUBAREA 1B-POST AREA 100 5593.50
SUBAREA 1B-PRE AREA 1 831.07
SUBAREA 1B-PRE AREA 2 952.68
SUBAREA 1B-PRE AREA 10 2195.39
SUBAREA 1B-PRE AREA 25 2945.77
SUBAREA 1B-PRE AREA 100 4167.94
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft
-
- cu.yd.
------------
---------
1219.50 --------
.19 -
-----
430.06 1323.13
1155.00 .20 430.25 1465.98
763.50 2.55 431.07 2104.73
726.50 10.73 431.31 2302.51
724.50 21.54 431.93 2826.28
716.00 4.06
716.00 4.67
715.50 10.69
715.50 14.20
715.50 19.76
716.00 3.55
716.00 4.13
715.50 9.92
715.50 13.36
715.50 18.85.
715.50 18.87
715.50 20.80
715.50 38.34
715.00 47.89
715.00 62.59
716.00 9.17
716.00 10.66
715.50 25.64
715.50 34.52
715.50 48.71
S/N: FEYXYWJ8TX2A
Bentley PondPack (10.00.023.00)
2:42 PM
CPS Engineers PA
11/30/2007

Type.... Design Storms
Name.... Franklin County
Page 3.01
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 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.2000 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 = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 5.9400 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 = 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) 1:20 PM 11/30/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1A-POST
Page 7.01
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
Woods - grass combination - poor 73 .620 73.00
Impervious Areas - Paved parking l0 98 .460 98.00
Open space (Lawns parks etc.) - Fai 69 1.710 69.00
COMPOSITE AREA & WEIGHTED CN ---> 2.790 74.67 (75}
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 2:42 PM 11/30/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1A-PRE
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 oC oUC CN
-------------------------------- ---- --------- ----- -----
Woods - grass combination - poor 73 2.790 73.00
COMPOSITE AREA & WEIGHTED CN ---> 2.790 73.00 (73)
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 2:43 PM 11/30/2007

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 3.080 69.00
COMPOSITE AREA & WEIGHTED CN ---> 7.210 85.61 (86)
S/N: FEYXYWJ8TX2A
Bentley PondPack (10.00.023.00)
2:43 PM
CPS Engineers PA
11/30/2007

Type.... Runoff CN-Area
Name.... SUBAREA 1B-PRE
Page 7.04
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
-------------------------------- ---- --------- ----- ----- ------
Woods - grass combination - poor 73 7.210 73.00
COMPOSITE AREA & WEIGHTED CN ---> 7.210 73.00 (73)
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 2:43 PM 11/30/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 12.01
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
---------
-----------------
Orifice-Circular ----
02 ---
---> C1 429.000 435.000
Inlet Box R1 ---> C1 431.000 435.000
Orifice-Circular O1 ---> 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) 1:21 PM 11/30/2007

Type.,., Outlet Input Data
Name.... Outlet 1
Page 12.01
File.... G:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
OUTLET STRUCTURE INPUT DATA
Structure ID = 02
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 429.00 ft
Diameter = 2.00 in
Orifice Coeff. _ .600
Structure ID = R1
Structure Type =
--- Inlet Box
-----------------
----------------
# of Openings = 1
Invert Elev. = 431.00 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) 1:21 PM 11/30/2007

Type.... Outlet Input Data
Name.... Outlet 1
Page 12.02
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 = 424.20 ft
Horiz. Length = 74.00 ft
Barrel Length = 74.00 ft
Barrel Slope = .01081 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) = 1.192
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 = .01 ft
Min. HW tolerance = .01 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) 1:21 PM 11/30/2007

Type..>. Pond E-V-Q Table Page 13.01
Name.... POND 1
File.... G:\ SITE-CIVIL\_Active Projects\2007\07-024 (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. sgoft cfs
------- cfs
----------- cfs
------------
428.00 ------------
.00 ---------
.00 ------------
13675 ----
.00 .00 .00
428.50 .04 271.97 15722 .00 .04 _ 489.59
429.00 .06 583.16 17911 .00 .06 1049.76
429.50 .14 923.43 18841 .00 .14 1662.31
430.00 .18 1281.13 19795 .00 .18 2306.23
430.50 .22 1656.55 20754 .00 .22 2982.02
431.00 .25 2049.93 21735 .00 .25 3690.13
431.50 17.19 2461.53 22722 .00 17.19 4447.97
432.00 22.30 2891.62 23731 .00 22.30 5227.24
432.50 23.17 3340.46 24747 .00 23.17 ;6036.01
433.00 24.00 3808.30 25784 .00 24.00 6878.97
433.50 24.81 4295.42 26829 .00 24.81 7756.60
434.00 25.59 4802.08 27894 .00 25.59 8669.38
434.50 26.35 5339.58 30171 .00 26.35 9637.63
435.00 27.09 5920.07 32537 .00 27.09 10683.26
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 1:22 PM 11/30/2007

Tar-Pamlico Stormwater Rule 95A NCAC 2B .0258
Piedmont of the Tal•-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Last Modified 5/23/03
BMP Removal Calculation Worksheet (Automated}
Project Name: AtchAlunzinum unrl Glrrss
Date: IZ'30, 300^
By: BDS' Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless ivnaff flowing
onto the development fi•om offsite is routed separately around or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and heated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a compal•ison of the post-development TN and TP
expoi2 coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) fi•om the list for
treating the catchment ivnoff. Enter the chosen BMP(s) nuh•ient removal rates in the green blanks. If more than one BMP is to be use
in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheetwill calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Aa•eage for the Development (final table) to the value }you established in the pre-BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
.
,_~~
Sid
_
,.,.,.-
,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,,, ,,,,,,,,,,,,,,,,,
..,. ,.,.,.,.,.,
~' i ~ 25 40 NC BMP Manual
BMP l ~~~=~~~~£~£~~~1~~£=lull
Nutrient 40 35 NC BMP Manual
Removal 35 45 NC BMPMamial
Rates ~ ~ ~ 35 45 NC BMP Manual
~~~~~~~ 20 20 NC BMP Manual
~~e~t~€x FSlter i~ w~
L€v€I 5~read€r 20 35 NC BMP Manual
1~l'~'~12'~l1l~llq>ll lt) 10 NC BMP Manual
Catchment 1:
Total acreage of catchment 1 = 1.37 ac
First BMP's TN removal rate = 20 °~o First BMP's TP removal rate = 20 °%
Second BMP's TN removal rate = 25 °~o Second BMP's TP removal rate = 40 °%
Third BMP's TN removal rate = 20 °~o Third BMP's TP removal rate = 20
TOTAL, TN REIvLOV AI, RATE = 52 % TOT.aL. TP REIV~1O1~'AL ILaTE = 61.6
. '! ........ , iiiiiiiiiiiiiiii iiiiiiiiiiiiii~, 'iiiiiiiiiiiiii iiiiiiiiiiiiiiiii"";iiiiiiiiiiiiiiii iiiiiiiiiiii'..'iiiiiiiiiiii
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~ po 1' ~1 C5 .7g n 5, ,,d ,,,, ,,,, «.: d 4.77 1.95 0.00 0.11 0.00
.15 7) ~11 ~ 1. ~ ~ [;? ti~ ... 4.77 1.42 4.47 0.28 0.88
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Tar-Pamlico Stormwater Rule 95A NGAG 2B .0258
Catchment 2:
Total acreage of catchment '_' = 5.84 ac
First BMP's TN removal rate = 25
Second BMP's TN removal rate = 20
Third BMP's TN removal rate =
TOTAL TN REMOVAL RATE = 40
Last Modified 5/23/03
First BMP's TP removal rate = 40 °'o
Second BMP's TP removal rate = 20 °.'o
Third BMP's TP removal rate = °i°
TOTAL TP REMOVAL RATE = 52 °,/o
T r~ i, 3`la ot 't Ai it rt~ e t`4 r[a tt ,3 1.19 5.33 2.60 16.48 0.19 1.20
R f ~Tt t] 7~' r ~O ~I S ..~ 5.33 1.95 23.16 0.11 1.31
ls ~l att ~ e d r uf e~ ts ' .._ 5.33 1.42 18.30 0.28 3.61
~ d tx l v t,3 5.33 0.94 0.00 0.14 0.00
A t~ a t ak e n t ~t ~ b~ B M P 5.33 1.95 0.00 0.11 0.00

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'atchment 3:
Total acreage of catchment 3 = 2.79 ac
First BMP's TN removal rate = °%
Second BMP's TN removal rate =
Third BMP's TN removal rate =
TOTAL TN REMO\7AL RATE = fl
First BMP's TP removal race = °i°
Second BMP's TP removal rate = °i°
Third BMP's TP removal rake =
TOTAL TP REMOVAL RATE = 0
'10 1' ~~ ~ 1'~ O~ i~> IIi. 11p 1: ~ N`4 1b ~ OAO 0.46 2.60 0.00 0.19 0.00
{ N1 ~ 1.' ~.i #ll ~ 0.46 1.95 0.00 0.11 0.00
7ti '~ R11 E0 ~0 ~ 11 '~I E4~ I1~ ,> ,,,, ,,,, ,,,, > 7~. 0.46 1.42 1.82 0.28 0.36
~ N q~ pd eL 1 r ~. ~ 0.46 0.94 0.00 0.14 0.00
fli ~'~ r~ l ~c ~~ l, , ~ „ ~ '~ ,, ,,,, ,,,. > 0.46 1.95 0.00 0.11 0.00

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Tar-Pamlico Stormwater Rule 95A NCAC 2B .0258
Last Modified 5/23/03
Average ofNutrienf Loadings from the Catchments:
~ ~~ ~~ ~~ ~~ ~~ ~~ _~ ., ~, ,,~ ,,, ~ ~~ ~~ ~~ ~~ ~~ ~ 1.37 4.65 0.43
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5.84
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' "~ ~ '~ ~ ~ Q " ~ ~ ~ `I ` 10.00 4.30 0.39
Note: The nutrient loading goals are 4.0 lb/adyr for TN and 0.41b/adyr for TP. If the post-development nutrient
loading is below these levels, then the BMPs planned ai•e adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.

Permit Number:
(to be provided by DWQJ
~ OF W AT~cR

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Chec>+c6st (Part p!) must also be filled out printed and submitted along with al! of the required information.
Phone number
Date
Drainage area number
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
10-yr, 24hr runoff depth
10-yr, 24hr intensity
Post-development 10-yr, 24hr peak flow
Velocity
Maximun non-erosive velocity (peak 10-year storm)
Soil characteristics (enter "~' below)
Sandtsilt (easily erodible)
Clay mix (erosion resistant)
Grass Type (enter "~' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Maximum velocity
Side slopes
Swale length
Option 2 Convevance Swale_ Seekinn Pollutant Credit
Maximum velocity for 10-yr storm
Sicle slopes
Swale length
Ootion 3. Convevance Sv~nle. Not Seekino Pollutant Credit:
Maximum velocity
Side slopes
(919) 8447437
December 1, 2007
Channel q5
314,068 ft
179,903 ft2
57.3%
PEAK RED. inch
u.os rn
7.19 inlhr
2.55 ft3lsec
4.5 ftlsec
X
N (Y or N)
1
ft
Y (Y or N}
1.0 ftlsec OK
5 1 OK
152 ft OK
N (Y or N)
1
Form SW401-Grassed Swale-R ev.1 Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DVItQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 2 ft
Width of the top of the swale 16 tt
Maintenance agreement: Is this included in the application? Y {Y or N}
This design is for the following design option:
Option 1: Curb outlet swale N
Option 2: Conveyance swale, seeking pollutant credit Y OK. Maintenance provision not needed
Option 3: Conveyance swale, not seeking pollutant credit N
Additional Inform ati o n
Is the swale sized for all runoff from ultimate build-out? YES OK
Is the BMP located in a recorded drainage easement with a
YES {Y or N) OK
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT? 2.2 ft OK
What is the ground level elevation? 428.0 fmsl
What is the elevation of the bottom of the swale? 424.2 fmsl
What is the SHWT elevation? 422.0 fmsl
What is the longitudinal slope of the swale? 0.2 °I° OK
What is the depth of freeboard? 0.5 ft OK
Form SUU401-Grassed Swale-Rev.7 Parts I and II. Project Design Summary, Page 2 of 2

Permanent Water Quality Pool
Impervious=
Permanent Pool Depth =
SA / DA Ratio =
Required Surface Area =
Surface Area Provided =
Main Pond Volume Provided =
Forebay Volume Required =
Forebay Volume Provided =
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) _
Volume Provided =
90% TSS Mountain and Piedmont Region
Tahle 1 ~-4
57
3:00> ft
3.36 (from Tbl. 10-4)
10,565 sf
11, 390 sf
1,056, cy 28,512 cf (80% of Total)
264 cy 7,128 sf (20% of Total)
232 cy 6,264 cf
34,776 cf (Total Provided)
1.Q0 in
0.57 in/in
14, 801 cf = 548.20 cy
583 cy
S.'1 / D~~ 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\00011caIcslWet Pond Design.XLS printed: 11/30!2007 2:19 PM Pag2 1 Of 1

,~ '. , ~ „ ~ „ ~,

• •
PROJECT NAME
Arch Aluminum ~ ~ - DATE

30-Nov-07
PROJECT NO
07-024 _
~,: ~ ~ , ~s_: j
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!~
~'~~
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LOCATION gy ~ :;F,, _ _ ~ ,' .~~ ,
Youngsville, NC BDS

Volume (cf) 15,745.32 cf 583.16; cu yds
Desired Drawdown Time (hrs) 3.00 days 72.00 hrs .259200 sec
Q (Drawdown-Rate cfs) (volume/time) 0.06075 cfs
!- ~
Orifice Equation - QCd A (2gh)
where: Q =Discharge (cfs) 0.0607 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 (usual ly 0.50-0.70) 0.6
Assumed A:
Assumed Pipe Size (in) 1.50 in
A (sf)= 0.01227 sf
Find h:
Top invert
Bottom invert
Distance to Centroid of Orifice
Calculated h
429000
428.00
0.06 ft (based on assumed pipe size)
0.94 ft
Find A:
A=Q/Cd (2gh)
A=
Calculated Pipe Diamater
0.0130 sf
1.54602 in
Therfore Use 1 1/2 in

Required Volume:

m,(
f
-
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able Irrt~er~ol~fh_~r-~
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taa:•, EIr-'•'- ~tkj _' ~ nlrJnie (cl_J yd.~
Int?rp ~_~I,~k~ U_~r Detfrled F'ulnt~: _. h~i.~~'.'oll_Jrn~ (cl_J!,~d_1 5'~+~ILO~F~~ : ~:~5_ I]0~[l EI?':~_ Iftj
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t. r ~ ~h_Jrii~ _r:u.4a~..1 ~ ` ... •~,,r„lunie ~~=u_4n~ 1
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EJ GCI ~rdJU_ ~_f ~~~ ~'I_I_II•'pjufile ~~.lJ_'d., I_~.
~i "_ 94174 EIe~ It?'I
Provided Volume:
Grapf-i j Tabb-~ Ir~kr~rpc~lation '
Ct~~c ~.:e `_~erir- and ti,ie~,;~ t:4axiri~l_Jrn "ab_Jr Ji
F'1=1tJp 1 __ :" t1~r,'~;~~~lune(cu!~d j: EI~~:~. (ftl '!.
~•
_ t1~~Llr:;' (ftl:'';~nlLJrriF(c'_J.!.'d.l
Ir7lrvrp~~l~ral_I_rrD~tir~~dF'oirlf~_:.. h:1 a;,':~olrJme(~:us~dl-59:'p.L ~~'' 1"~5_iiOuLlEIr•:.jrrj
Ir~lerp~ ~latiup
__c -I,;F tpr C:al~_;I_Jlat~:d ~'alrJe ut ;'.
_~~
JJ J
• C'I'Jr IOf '0111r11r i_:I_J.~~~iJ.j ~~-~~_ EIP I.ftl I_alf_I-agile
~'
,J
_,I;e fnr Ele,. Itt.l
Irlterpi=dat~~~ val~_1~- f~ ~r ~1 "7,0000 EI~,~. Iftj I=-
Clydc=r
Linear Interp~_~latior,
LJuadr.-tic Ir~tcrpcdation
i

Permit No.
(to be provided by DWQ)
~.
-~
N~aEh~l~ ~`.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form musf be filled ouf, printed and submitted.
The Required Ifems Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
'L PROJECT'iINFC3RMATION
Project name Arch Aluminum
Contact person Jay Keller
Phone number 919-844-7437
Date 11 /30/2007
Drainage area number 1
11. DESIGN lNFORMATIQN
Site Characteristics
Drainage area 314,069 ft2
Impervious area 179,904 ft2
impervious 57.28168014
Design rainfall depth 3.0 in
Storage Volume: Non-SR Waters
Minimum volume required ft3
Volume provided ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr rainfall depth 3.0 in
Rational C, pre-development SCS Method (unitless)
Rational C, post-development SCS Method (unitless)
Rainfall intensity: 1-yr, 24-hr storm 3.0 in/hr
Pre-development 1-yr, 24-hr peak flow .18.9 ft3/sec
Post-development 1-yr, 24-hr peak flow 0.2 ft3/sec
P•re/Post 1-yr, 24-hr peak flow control -18.7 ft3/sec
Basin Elevations
Basin bottom elevation 423:00 ft
Sediment cleanout elevation 424.00 ft
Permanent pool elevation - 428.00 ft
Temporary pool elevation 429.00 ft
Volume and Surface Area Calculations
SA/DA ratio 3.36 (unitless)
Permanent pool, surface area required 10,565 ft2
Permanent pool, surface area provided 11,390 ft2 OK
Permanent pool volume 34,776 ' ft3
Average depth for SA/DA tables 3.053204565 ft OK
Forebay volume 6,264 ft3
Forebay % of permanent pool volume 18 % OK
Temporary pool, surface area provided 17;9'11 ft2
Form SW401-Wet Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 1 of 2

Permit No
(to be provided by DWQ)
IL DESIGN INFORMATION
Drawdowrr Calculations
Treatment volume drawdown time 3 days OK
Treatment volume discharge rate 0.06 ft3/s
Pre-development 1-yr, 24-hr discharge 18.15 ft3/s 0K
Post-development 1-yr, 24-hr discharge 0.18 ft3/s OK
Additional Information
Diameter of orifice 1.50 in
Design TSS removal 90 %
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 :1 OK
Length to width ratio 3 :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°1°TSS removal
Recorded drainage easement provided? y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies -RAIN VALVE I N RISER AND PUMP REMAINING 2 FEET
Form SW401-Wet Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 2 of 2