SW6090304_HISTORICAL FILE_20090209

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

�r
NC®ENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Paul Perry
Perry Brothers Partnership
P.O. Box 968
Sabford, North Carolina 27331
Division of Water Quality
Coleen H. Sullins Dee Freeman
Director Secretary
February 9, 2009
Subject: Phase lI Post -Construction Stormwater Permit Application Return
Perry Brothers
Harnett County
Dear Mr. Perry:
The Division of Water Quality received your Stormwater Management Permit Application for the
subject project on February 5, 2009. Based on the latitude and Longitude provided the project appears to
be in a WS-111 administered by the local government. If the project is within the WS-III, pursuant to
Session Law 2006-246 the project will be subject to local government's WS-III ordinance, either the
County or the City.
If you determine that the project is not within the WS-III area, and therefore subject to a state
stormwater post -construction permit please note that after a preliminary review the submittal was found to
be incomplete. The application was incomplete based on the following items:
1. The Application and supplements must have original signatures (not photocopy). The
application must be a legal signature (Corporation-VP/higher, Partnership -General
Partnerihigher, LLC-member/manager, Agent) as registered with the Secretary's Office.
No record of Perry Brothers was on file with the Secretary's Office at:
http://www.secretary.state.ncus/corporations/thepage.asRx
2. Application and supplements must have the signing official's title.
3. The receiving stream name and classification was not provided.
4. Sealed, signed & dated calculations.
5. Application package did not include the supplement for the bioretention cell.
6. O&M were provided but not signed for each BMP on site.
7. Wetlands were not delineated or a note on the plans that none exist on site and/or
adjacent property.
8. Details for the access roads and parking area were not provided.
9. Drainage areas were not delineated.
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] \ FAX: [phone] \ Customer Service: 1-877-623-6748
Internet: w .ncwaterquality.org
An Equal Opportunity \ Affirmative Action Employer
NorthiCarolina
Naturally

10. Project did not provide the Season High Water Table (SHWT). For BMPs that require a
separation from the seasonal high-water table, the separation shall be provided by at least
12 inches of naturally occurring soil above the seasonal high-water table.
11. DWQ requires wet detention basin discharges to be evenly distributed across a minimum
30 feet long vegetative filter strip unless it is designed to remove 90% TSS. For
bioretention cell the volume in excess of the design volume shall be evenly distributed
across a minimum 30 feet long vegetative filter strip.
12. DWQ requires a minimum 10-foot wide vegetated shelf be installed around the perimeter
of the Wet Detention Basin. The inside edge of the shelf shall be 6" below the permanent
pool elevation; the outside edge of the shelf shall be 6" above the permanent pool
elevation.
13. Side slopes of conveyance swales not seeking credit removal must be no steeper than 3:1
(See BMP Manual Chapter 14, page 14-3. Sheet 5 of 5 shows a 2:1 slope).
14. Failure to provide a detailed landscaping plan for wet pond. The planting plan must be
prepared by a qualified design professional licensed in North Carolina. The landscaping
plan should provide specifications for the selection of vegetation, its installation, and the
post -installation care.
If you have any questions concerning this matter, please contact me at [phone] x 545 or
[e-mail].
Sincerely,
Micheal F. Randall
DWQ Stormwater Permitting Unit

r
ARM
North Carolina Department of Environment and
Beverly Eaves Perdue
Governor
Mr. Paul Perry
Perry Brothers Partnership
P.O. Box 968
Sabford, North Carolina 27331
Division of Water Quality
Coleen H. Sullins
Director
March 27, 2009
Natural Resources
Subject: Phase II Posl-Construction Stormwater Permit Application Return
Perry Brother's'
Harnett County
Dear Mr. Perry:
Dee Freeman
Secretary
The Division of Water Quality received your Stormwater Management Permit Application for the
subject project on February 5, 2009. Based on the latitude and Longitude provided the project appears to
be in a WS-1II administered by the local govermnent. If the project is within the WS-III, pursuant to
Session Law 2006-246 the project will be subject to local government's WS-III ordinance, either the County or the City.
If you determine that the project is not within the WS-III area, and therefore subject to a state
stormwater post -construction permit please note that after a preliminary review the submittal was found to
be incomplete. The application was incomplete.based on the following items:
1. The application must be signed by a legal signature of the Corporation-VP/higher,
Partnership -General Partner/higher, L LC-member/manager, Agent) as registered with the
Secretary's Office. No record of Perry Brother Partnership was on file with the Secretary's
Office at: iittp:/hvww secretary.state.nc us cco!porations/them P
2. The River Basin, total Property Area, Project Built Upon (BUA) Area, % BUA, and number
of drainage areas must be provided on the. application form (See Section III 2 through 7).
Wetlands were h;tdclineated or a note on the plans that none exist on site and/or adjacent
property.
4. Details for the access roads and parking area were not provided. Delineated drainage areas
appear to include off -site drainage. Sizing shall take into account all runoff at ultimate build -
out includinrr off -site drainage.
5. Please provide information on how the Season High Water Table (SHWf) was established.
Bioretention facilities shall not be used where the seasonally high water table less than 2 feet
below bottom of BIgp
Wetlands and Stonuwaor Bran.:,
1617 Mail Service Cen!er, Pale ; i, North Ca:elic¢ 699 1617
Location: 512 N..Salisbury St. naleigh, North "a o;ina 27c04
Phone: [phone]C01FAX: 01&BC'6c941 Cus!,r.1er ;•arvice: l-8'P6�&6?48 one
Internet: www.ncmareauali; .o;g NorthCal-ohna
An Euual Cppnq,roil/1T'iii!ma!ica.4cticn Eo'ploy�r atura!!�

6. As previously noted, for bioretention cell the volume in excess of the design volume shall be
0 feet long vegetative filter strip. If this can not be
evenly distributed across a minimum 3
attained, alternate designs will be considered on a case by case basis with a narrative
description of way this requirement can not be attained.
7. The supplement forms indicates that all three bio-retention cells have exactly the same cell
dimensions. The dimensions are different than what is shown on the plans.
8. Provide a note indicating that clean -out pipes must be provided (minimum one per every
1,000 square feet of surface area)
9. Provide a note indicating that clean -out pipes shall be capped.
10. The volume calculation provided does not correspond to the supplement forms. Resubmit
appropriate supplement forms that correspond to the plans.
11. At 0.22, the composite runoff coefficient is what one might expect with lawns. Please
provide a narrative explaining the rational or resubmit using a composite runoff coefficient in
the range of 0.9 to 0.95.
12. You must provide the calculations for the time of concentration used to establish the
intensity. I
41,
Please note that this request for additional information is in respo o a preliminary review.
The requested information should be received by this Office prior to rrl 1, 2009, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee. If you need additional time to submit the information, please mail or fax
your request for a time extension to the Division at the address and fax number at the bottom of this letter.
The request must indicate the date by which you expect to submit the required information. The Division
is allowed 90 days from the receipt of a completed application to issue the permit. Please reference the
State assigned project number SW6090304 on all correspondence. All original documents must be
returned or new originals must be provided.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCOS 143-215.1 and is subject to
enforcement action pursuant to NCOS 143-215.6A.
All original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to contact me at (919) 807-
6374 or [e-mail].
Sincerely,
Mike Randall
Environmental Engineer
Stormwater Permitting Unit
cc: Fayetteville Regional Office
Stormwater Permitting Unit Files

Print Page - NC Areas Subject to Phase II Post -Construction & Other Stormwater Program Requirements Page 1 of I
NC Areas Subject to Phase II Post -Construction & Other Stormwater Program Requirements
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as of July 1, 2006 Please check with tie local
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Areas sub)ea to Stormwear Post-Ccrilrvction
(Permitting) as Cased on existing programs and
Session Law 2006-246. NC Division of Water
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Results
Contain: :
Central Once NC
Division of Water
Quality
DENR Region :
Fayetteville
County :
HARNM
Permitting :
State
oasis :
Dunn
Type
City in Phase ll tipped
county
Notes :
Inside city or town limits
http://204.211.239.202/stormwater/print. aspx?CMD=INIT&XMIN=-78.6973 6666766013 &YMIN=3 5.2675999992549&XMA... 3/27/2009

RESPONSE TO COMMENTS FROM MIKE RANDELL ON PERRY BROTHER TIRE CENTER
1. THE APPLICATION IS SIGNED BY A MEMBER OF THE PARTNERSHIP THAT OWNS THE SITE. THE
TAX ID NUMBER FOR THE PARTNERSHIP HAS BEEN ADDED TO THE APPLICATION.
2. THE APPLICATION HAS BEEN COMPLETED THE BLANK ITEMS HAVE BEEN FILLED IN WITH THE
CORRECT INFO.
3. THERE ARE NO WETLANDS OR STREAMS OR BUFFERS ONSITE, THIS NOTE HAS BEEN ADDED TO
PLANS.
4. THE SITE WITHIN THE CHAIN LINK FENCE IS IMPERVIOUS (INSIDE THE CURB AND GUTTER).
OFFSITE DRAINAGE AREAS ARE NOT DEVELOPED AND WILL HAVE TO FOLLOW PRE -POST RULES
WHEN THEY ARE.
5. THIS NOTE HAS BEEN ADDED TO THE NARRATIVE FOR THE SITE. THE SEASONAL HIGH WATER
TABLE WAS FOUNDING USING A 24" BORE ONSITE.
6. THE VEGETATIVE STRIP WILL NOT FIT ONSITE. AS PER OUR MEETING THE EXISTING GRASSED
LINED SWALE WILL BE USED TO CARRY OVERFLOW AWAY FROM SITE. THE SLOPE IS VERY LOW
AND THE WATER WILL TRAVEL OVER 2,000 FEET BEFORE LEAVING IT.
7. THE SUPPLEMENT FORMS HAVE BEEN CORRECTED TO SHOW THE CORRECT BASINS.
8. THE CLEANOUT PIPE NOTE HAS BEEN ADDED TO THE DETAIL PAGE.
9. NOTE ADDED THAT THE CLEANED OUTS ARE CAPPED-CLEANOUTS.
10. THE SUPPLEMENT FORMS HAVE BEEN CORRECTED AND RESENT.
11. THE COMPOSITE RUNOFF IS BASED ON OFFSITE DRAINAGE.
12. THE TIME OF CONCENTRATION USED IS 5 MINS, THIS IS THE MOST RESTRICTIVE TIME WE CAN
USE.
THE CHANGED MADE ARE AS WE TALKED ABOUT IN OUR MEETING.
THANKS,
CARLTON HUNT
919-779-1855

STORMWATER PACKAGE FOR
PERRY BROTHERS TIRE CENTER
DUNN, NC
SEAL
2=4
jy%-0%5

Stormwater Narrative for
PERRY BROTHERS TIRE CENTER
This site is off of Powell road in Dunn, North Carolina. This site will eventually
drain into the Cape Pear river, though no steams or wetlands exist near this site. The site
is situated close to the r/w to preserve as much of the land in its preconstructed state as
possible and to minimized any environmental impacts on the site. The site is owned by a
partnership and the name of the partnership and co-owner as well as the tax -id number of
the partnership is listed on the application.
Offsite drainage area is listed as a 0.22 factor because it is not developed at this
time. If it is ever developed it will have to meet pre -post measures as well. The time of
concentration was set to 5 min's this being the most restrictive time that can be used.
This site will meet stormwater requirements set forth by the NCDENR. The site
will be graded and paved in a way as to convey the stormwater to a single bioretention
area in the front of the site near the right-of-way. Nearly all the impervious areas from the
site will drain to this device. The site impervious area is generally all the area within the
chain -link fence excluding the basin.
The device has curb -cuts to allow the stormwater to enter. There are gravel
pretreatment areas and forebays at all locations. The area will be grassed and will have a
media depth of two (2) feet. The media will consist of 85% sand with 10% fines and 5%
organics the device is to have a drawdown time of 48hours. The bottom of the drain will
be washed sand then washed stone to the underdrain of the device. The seasonal high
water table was found to be 198.5' be a 24" bore onsite.
An overflow weir will carry away any volume greater than the first flush. The
treated drained water will be carried off by a 15" rcp that will discharge into an existing
grassed swale along the roadway. A 30' filter strip will not fit onsite. However, the site
discharges into an existing grassed lined Swale and has a very shallow slope. The storm
water travels in this channel for more than 2,000 feet before it discharges into another
conveyance.
The volume required was found using the simple method.
V = 3630X Rd X RvX A
Device #1
Rv = 0.05 + 0.9 (Ia)
Where our imperious percentage is 39%.
Rv = 0.40
Where our depth is set to 12".
A = 4.6 ac
V = 6,330ft3
V provided = 6,690ft3

The bioretention device will not be put into place until such time as the site is stabilized.
This will limit the amount of sediment build-up in the devices.
A proposed maintenance agreement and stormwater agreement has been
submitted with this application and will be signed and notarized when the plan is
approved.
The peak runoff of the site before any construction taking place was found using
the rational method.
occur.
Q=CIA
Where C = 0.22
Where I = 5.76 in/hr
A = 3.7ac
Q = 4.67 cfs
The post runoff from out site is as follows.
From the area not entering the device and where no construction is to
Q = 0.22(5.76)2.00ac = 2.53 cfs
Runoff from the bioretention device with a 48 hour infiltration rate
Device drawdown cfs = 0.039cfs
A soil mixture will be brought in and mixed onsite to meet the drawdown requirements
specified in this package and in the state bmp manual.
Peak runoff from site after bioretention devices are installed = 2.57cfs
Peak flow into device
C = 0.56
I = 5.76 in/hr
A = Mac
Q = 11.9 cfs

Calculations used in spreadsheets for drawdown and I Oyr routing.
For the column for time the number has entered in one min increments for the peak flow
routing and thirty mins for drawdown.
For the inflow column on the drawdown is set to zero, the drawdown just shows the time
it takes for the device to empty from full.
For the inflow column on the peak flow routing two different equations for a time 1.25
times the time to peak.
For time less than 1.25 times the Tp the equation used is:
(Qp/2) X [1-cos((pi X time)/Tp)]
For time greater than 1.25 times the Tp the equation used is:
4.34 X Qp X exp[-1.3(time/Tp)]
Where;
Qp = Peak Flow
Tp = Time to peak
For the storage column for storage the initial amount is set to full for the drawdown
For the storage column for storage the initial amount is set to empty for the peakflow and
the equation for the rest of the column is:
(Outflow @ time y — Inflow @ time y) X time increment) + previous storage
For the stage column the initial amount is set to zero for the peak flow.
For the rest of the column in peak flow and for all the cells in the drawdown this equation
is used:
Stage = (storage / Ks) ^ (1/b)
Where;
B = [ln(Storage2/Storagel)] / [ln(stage2/stagel)]
Ks = Storage 2 / (stage 2Ab)
For the Outflow columns the equation used in both the peak and drawdown calculations
is:
Outflow = 48Hr drawdown rate.

For the culvert flow two equations are used depending on the stage.
For a stage less than the diameter of the pipe the equation used is:
Q = 0.372 X Cd X pipe dia X stage^1.5
For a stage greater than the diameter of the pipe the equation used is:
Q = 0.0437 X ((pipe dia)^2) X (stage — (pipe dia /24))^0.5
Where Cd = Coefficient of discharge = 0.65
For the Weir flow column the equation used is:
Q = Cw X weir length X (Stage over spillway)^1.5
Where Cw = weir coefficient = 3

DETENTION DEVICE #1
STAGE -STORAGE
STAGE
AREA
STORAGE
TOTAL STORAGE
(FT.)
(SO.FT.
(CU.FT.)
(CU.FT)
0.0
6100
0
0
0.6
6685
3196
3196
1.0
7290
3494
6690

BIORETENTION DEVICE #1
1 YEAR STORM
TIME
INFLOW
STORAGE
STAGE
OUTFLOW
(MIN
(CFS
(CU. FT.)
(FT)
0
0
0
0.0
0.00
1
1.14
0
0.0
0.04 .
2
4.11
66
0.0
0.04
3
7.79
310
0.1
0.04
4
10.76
775
0.2
0.04
5
11.90
1419
0.3
0.04
6
10.76
2 330
0.4
0.04
7
8.37
2 774
0.5
0.04
8
6.45
3274
0.5
0.04
9
4.97
3658
0.6
0.04
10
3.84
3954
0.6
0.04
11
2.96
4182
0.6
0.04
12
2.28
4357
0.7
0.04
13
1.76
4492
0.7
0.04
14
1.36
4595
0.7
0.04
15
1.05
4 774
0.7
0.04
16
0.81
4 334
0.7
0.04
17
0.62
4780
0.7
0.04
18
0.48
4815
0.7
0.04
19
0.37
4842
0.7
0.04
20
0.28
4862
0.7
0.04
21
0.22
4876
0.7
0.04
22
0.17
4887
0.7
0.04
23
0.13
4895
0.7
0.04
24
0.10
4901
0.7
0.04
25
0.08
4904
0.7
0.04
26
.0.06
4907
0.7
0.04
27
0.05
4908
0.7
0.04
28
0.04
4908
0.7
0.04
29
0.03
4 008
0.7
0.04
30
0.02
4907
0.7
0.04
31
0.02
4906
0.7
0. 44
32
0.01
4905
0.7
0.04
33
0.01
4903
0.7
0.04
34
0.01
4902
0.7
0.04
35
0.01
4900
0.7
0.04
36
0.00
4898
0.7
0.04
37
0.00
4896
0.7
0.04
38
0.00
4894
0.7
.0.04
39
0.00
4891
0.7
0.04
40
0.00
4889
0.7
0.04
41
0.00
4887
0.7
0.04