20100063 Ver 1_Stormwater Info_20100616

FAST LANE PICKUP DATE '`PICKUP TIME
28008
' SAME DAY DRIVER # OF PIECES WEIGHT "
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FROM S & EC

11010 RAVEN RIDGE ROAD
RALEIGH, NC 27614
846-5900
DWQ
2321 CRABTREE BLVD
RALEIGH, NC 27604
828-0303
? I
F9 kfK31 R OW9 M
JUN 16 2010
DENR - WATER Q"TY
PROJECTc : WETLANDS AND STORM ATER BRANCH
SIGNATURE PRINT DATE 4p s ' TIME i
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
June 16, 2010
S&EC Project # 11404.P2
DWQ Project #10-0063
Re
NC Department of Environment and Natural Resources
Division of Water Quality
401 Oversight/Express Review Permitting Unit
Attn: Ian McMillan
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Reply to the Division of Water Quality's Request for More Information
Franklin County HUB
Franklin County, NC
To Mr. McMillan:
J '?
On May 19, 2010, S&EC received a copy of the revised Request for More Information letter that was
discussed in our May 17, 2010 meeting with Ronnie Goswick & Scott Hammerbacher of Franklin County,
Thomas Wanka & Jarrod Hilliard of Hobbs-Upchurch, Josh Outlaw of The Wooten Co., Debbie Edwards
and I of S&EC and Annette Lucas & you of your office. In this letter, the project engineers and I will
respond to each of the DWQ's requests. Additionally, as a result of the modified diffuse flow measures for
the road, the riparian buffer impact areas have changed, therefore I have provided revised sheets 7 & 8 of
the PCN Application.
Additional Information Requested.
As was discussed in the meetings held on February 23, 2010 and May 17, 2010, the DWQ will
allow this project to be permitted as a low density development provided that the following
requirements are met:
a. The impervious surface must be limited to less than 24 percent on each lot.
b. The stormwater from the lots may not discharge to the roadway conveyance system.
c. The stormwater from the lots must be conveyed via vegetated conveyances only (with no
stormwater collection systems).
d. As the lots are developed, the site plans for the lots, a low Density Supplement Form, and
a Diffuse Flow Plan will need to be provided to the DWQ for review and approval.
As discussed in our meetings and as requested, Franklin County has provided a letter
outlining the restrictions to be placed on lots that will be developed within the Franklin County
Industrial Park. Please see attached letter from the Franklin County Planning and Inspections
director Scott Hammerbacher dated June 2, 2010.
2. Please provide an updated letter from Scott Hammerbacher that reflects the agreement stated
above. Please provide a date on that letter.
As requested, a dated and modified letter to reflect the agreement stated in request #1 is
attached from the Franklin County Planning and Inspections director Scott Hammerbacher.
Charlotte Office:
Phone: [phone]
Fax: [phone]
Page 1 of 3
Greensboro Office:
Phone: [phone]
Fax: [phone]
3. Please refer to the revised Chapter 8 (Level Spreader-Vegetated Filter Strip) chapter of the BMP
Manual for additional diffuse flow designs that may be appropriate on this project. The chapter is
available at: http //portal.ncdenr.orp/web/wq/ws/su/bmp-manual.
4. All diffuse flow plan sheets must show one foot topographic lines throughout the entire sheet to
assist the DWQ with its review.
Per the project engineer for the Airport Road Extension, one foot topographic contours have
been added to all sheets. Please see Franklin County HUB Road Connection Road-US 401 to
Franklin County Municipal Airport-Permitting Plans.
5. At all outlets, drainage from the both sides of the road must be conveyed to a BMP or diffuse flow
device.
Per the project engineer for the Airport Road Extension, all outlets except 8, 9 and 11 are
conveyed to a diffuse flow device. Calculations were prepared for outlets 8, 9 and 11 showing
a non-erosive velocity less than 2.5fps discharge. Permissible velocity for sandy loam is
2.5fps. Calculations are attached; see the Diffuse Flow Calculations binder.
6. At outlet #3, please provide a level spreader to diffuse the stormwater runoff from both sides of
the road from stations 21+30 to 24+00.
Per the project engineer for the Airport Road Extension, the Bioretention Basin 2 was
eliminated at outlet 2 and Outlets 2 and 3 were combined. Level Spreader 2/3 was added at the
combined Outlet 2/3 and an additional Level Spreader 10 is provided on the other side of the
roadway near station 24+00.
7. At outlet #4, please move the 24" RCP further down slope to convey a greater portion of the
roadway drainage from the east side of the road to the bioretention area (this will remove most of
the flow from outlet #5). Please adjust the design of the bioretention area accordingly.
Per the project engineer for the Airport Road Extension, the 24" RCP at Outlet 4 has moved
down as recommended to capture most of the flow from the east side of the road. The Outlet
was combined with Outlet 5 to create the new Outlet 4/5. Wet Pond 4/5 was added at Outlet
4/5.
8. At outlet #7, the flow bypass structure will pass the drainage through the vegetated filter strip,
which is not allowed per the BMP Manual.
Per the project engineer for the Airport Road Extension, Level Spreader 7 has been re-
designed to eliminate this conflict.
9. Outlets #8 and #9 may be allowed to discharge to the existing draws provided that calculations
are provided to show that this will not result in erosive velocities within the channels during the 10-
year storm.
Per the project engineer for the Airport Road Extension, as discussed in our meeting dated
May 17, 2010, it was suggested we show a calculation that shows the discharge from Outlets 8
and 9 not exceed erosive velocities which is 2.5fps for sandy loam. Calculations are attached;
see the Diffuse Flow Calculations binder.
10. If bioretention cells are used in the redesign of the diffuse flow plan, then please address the
following design issues:
Page 2 of 3
a. Appropriate pretreatment devices must be included.
b. A detail with elevations for the outlet weirs must be included.
c. A planting plan for the sod that specifies the species that will be used, the source, and the
fertilizer and watering requirements must be provided.
d. A soils test that includes borings within the footprints of the proposed bioretention areas to
document the level of the Seasonal High Water Table must be provided.
e. A calculation of the drawdown time for each cell must be provided.
f. Clean-out pipe locations must be shown.
g. The P-value for the media must be specified.
h. All operation and maintenance plans must be signed and notarized.
Per the project engineer for the Airport Road Extension, Bioretention Basins 1 and 4 have been
eliminated and replaced with Wet Ponds 1 and 4/5 due to the season high water table.
Bioretention Basin 2 was eliminated, Outlet 2 combined with Outlet 3 and Level Spreader 2/3
added. Bioretention Basin 6 was changed to Level Spreader 6. Soil Borings performed by
S&EC for the four previous Bioretention Basins are attached; please see the S&EC Detailed
Soils Evaluation Report.
We anticipate that this answers all of the DWQ's questions in order to complete the final review process
requested for the written concurrence of Water Quality Certification 3820 & 3821 and Riparian Buffer
Authorization. If you have any further questions or any additional explanation is needed, please don't
hesitate to give me a call at [phone].
Sincerely,
SOIL & ENVIRONMENTAL CONSULTANTS, PA

Kevin Martin
Environmental Specialist
CC:
Ronnie Goswick-Franklin County EDC
Attachments:
1) Revised Impact Exhibits-sheets 1 of 5-5 of 5
2) Revised sheets 7 & 8 of PCN Application
3) Franklin County letter-Stormwater Management Requirements-Low Density Development
4) Franklin County letter-Cumulative Impacts Statement
5) Franklin County HUB Road Connection Road-US 401 to Franklin County Municipal Airport-Permitting Plans
6) Diffuse Flow Calculations Binder
7) Revised Operations & Maintenance Agreements
8) S&EC Detailed Soils Evaluation Report
9) Data CD (one copy)
Page 3 of 3
GRAPHIC SCALE
so 0 25 so 100
200
I
it
( IN FEET )
1 inch = 50 ft.
\ \V\\
\
?\ \\
S 0' Riparian
/ Buffer (Typ.)
v X\\\ \
r- Existing Stream (Typ.)\
` Limit of Disturbance (Typ.Y
\, \
N v
no 3 i. ?? \* \ % 00
Buffer Impact #1 - s,. ,, \ ?\\\ w
Zone 1 1 ,1 47 S. E. \.
,,. \%
Zone 2 843 S. F.
,m
-316
320
DESCRIPTION.,
FRANKILN COUNTY IMPACT MAP
MUNICIPAL AIRPORT
FRANKLIN COUNTY, NORTH CAROLINA DRAWING SCALE: DESIGNED DRAWN E
Hobbs, Upchurch & Associates, P. A. 1 =50 TFW TFW
1qj Consulting Engineers, Surveyors & Land Planners DRAWING SET NO.: SHEET OF
Southern Pines, North Corolm 28387 W-1 1 5
3cc 'A : flee N Ns-,r •o-?? 28387 ISSUE DATE:
?'n 1, nlz 147 06/02/10
HOBBS, UPCHURCH & ASSOC. H.\MC0602\800\810-CD\ADDENDUM\ADD CIV-2.DWG ELATED BY FDW DATE: MAR2007 SCALE: 1-=1'
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
r?
G

V \
Buffer Impact #3 \
Zone 1 7,188 S.F.
\
Zone 2 4,205 S. F.
\? Existing
\ Wetland
2 75
X \
\ ?..
I
l
Limit of Disturbance (Typ.)\50' Ripar
Buffer (T:
xisting Stream (Typ.)
Existing A"
a
Wetland '? `
°/0
A\v?? \30h
A\vy \v? -
\
Z ?2
°n ?One 2y r0' 1
\? 29 9
Culvert No. 2
120 LF of Stream Impact #3\
28,, X300 SF
20.0069 Ac.
18, ? ? 288 \ ? ,. \ \ \\
DESCRIPTION;
FRANKILN COUNTY IMPACT MAP
MUNICIPAL AIRPORT
FRANKLIN COUNTY, NORTH CAROLINA DRAWING SCALE: DESIGNED DRAWN BY
1 "= 50' TFW TFW
Hobbs, Upchurch & Associates, P.A. DRAWING SET No.: SHEET OF
I N%j Consulting Engineers, Surveyors & Land Planners W-2 2 5
Southern Pines, North Carolina 28387
300 S.W. Broad Street, Southern Pine-, North Carol- 28381 ISSUE DATE:
Phase: [phone] - rox ;910) 592-7342 06/02/ 1 0
Roadway Fill @ Cuivert No. 2
395 SF of Permanent Wetland
Impact #3 0.0091 Ac.
177 SF of Temporary Wetland
Impact #3 0.0041 Ac.
2\
HOBBS, UPCHURCH k ASSOC. H:\MC0602\800\810-CD\ADDENDUM\ADD CIV-2.DWC EDITED BY: FDW DATE: MAR2007 SCALE: 1_=1
GRAPHIC SCALE
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
Roadway Fill @ Culvert No. 4 _
2,558 SF of Permanent Wetland
Impact #4 0.0587 Ac.
Buffer Impact #4A Road- 632 SF of Temporary Wetland
Zone 1 6,821 S. F. 255_Impact #4 0.0145 Ac.
Zone 2 4,427 S. F.
Culvert No. 4
?. 1
\\\` ?44?-? 124 LF of Stream Impact #4
Limit of Disturbance (Typ.) - , 626 SF
0.0144 Ac.
245 _ _ N _ o
Existing Wetland m o
N
Existing Wetland

>
O? 0
O

Existing Stream (Typ.)
50' Riparian
Buffer (TYP')
Buffer Impact #413 Bypass Channel
Zone 1 1,774 S. F.
oo Zone 2 1,266 S. F.
w' ?S
DESCRIPTION;
FRANKILN COUNTY IMPACT MAP
MUNICIPAL AIRPORT
FRANKLIN COUNTY, NORTH CAROLINA DRAWING SCALE: DESIGNED DRAWN BY
1 "=50' TFW TFW
Hobbs, Upchurch & Associates, P.A. DRAWING SET No.: SHEET OF
1qj Consulting Engineers, Surveyors & Land Planners W-3 3 5
Southern Pines, North Carolina 28387
30C S.W. Broad Street, Southern Fines, North Carolina 28387 ISSUE DATE:
°ncne: [phone] - Fax: [phone] 0
.. - i..1-11 - 11-1. 1 . -11-1-1 ?orv-???r.uucrvUUm\111 Div-C.Urvla [UII[U - FUW UAI L: -2UU/ S(ALL: 1 =1
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
I--
I •?:.:.i:}?t
50 Riparian
,
Buffer (Typ.)
?o, ,20 ` 30' 1,20'
OZone 1 Zone 2
200
Culvert No. 5
114 I of Permanent Stream
Impact #5 1,320 SF, 0.0303 Ac.
42 LF of Temporary Stream
Impact #5 749 SF, 0.0172 Ac.
0
_2J-234 Buffer Impact #5A Road
y ° ;rrZone 1 8,637 S.F.
Zone 2 5,003 S.F.
_1]J
28 x
231 1?j??
Limit of Disturbance (Typ.)
Buffer Impact #5B Bypass Channel
Zone 1 504 S. F.
Zone 2 332 S.F.
\\?
/ v \
Existing Stream (Typ7--
DESCRIPTiON;
FRANKILN COUNTY IMPACT MAP
MUNICIPAL AIRPORT
FRANKLIN COUNTY, NORTH CAROLINA DRAWING SCALE: DESIGNED DRAWN III
1 "- 5O' TFW TFW
U Hobbs, Upchurch & Associates, P. A. DRAWING SET NO.: SHEET OF
V%j Consulting Engineers, Surveyors & Land Planners W-4 4 5
Southern Pines, North Carolina 28387
300 S.W. EAroad Street, Soutnem Pines, North Ca,.i - 28387 ISSUE DATE:
Phone: [phone] - Foc (910) 692-342 06/02/ 1 0
HOBBS, UPCHURCH & ASSOC. H \MC0602\800\810-CD\ADDENDUM\ADD CIV-2.DWC EDITED BY. FDW DATES MAR2007 SCALE: 1"=1'
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
Existing Wetland (Typ.)
\..........
200
Limit of Disturbance (Typ.)
.."...".....\. i
3S .... .. .
.... .............
_ \
?x
?.
(-V \\ ! oo
Roadway Fill © Culvert No. 6 -
2,766 SF of Permanent Wetland
Impact #6 0.0635 Ac.
731 SF of Temporary Wetland
Impact #6 0.0168 Ac.
DESCRIPTION;
FRANKILN COUNTY IMPACT MAP
MUNICIPAL AIRPORT
FRANKLIN COUNTY, NORTH CAROLINA DRAWING SCALE:
1 "=50'
Hobbs, Upchurch & Associates, P.A. DRAWING SET NO
Consulting Engineers, Surveyors & Land Panners W-5
Southern Pines, North Carolina 28387
300 S.W. Broad Street, Southern Pines, North Caroilna 28!67 ISSUE DATE:
Phone: [phone] - ra.: (910) 692-73A2 06/02/ 1 0
20 \
?e 2
I
2
o°
3? \
Yi
\ ? ay
R k
r ?
DESIGNED DRAWN BY
TFW TFW
SHEET OF
5 5
HOBBS. UPCHURCH & ASSOC. H,\MC0602\800\810-CD\ADDENDUM\ADD CIV-2.DWG EDRED BY; FDW DATE. MAR2007 SCALE: 1"=7'
REVISED-JUNE 15, 2010
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ®Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact number
- Permanent (P) or Reason for impact Buffer Zone 1 impact Zone 2 impact
Temporary (T) Stream name mitigation (square feet) (square feet)
required?

61 (#1) ®P ? T Bypass Channel - UT to Cedar ? Yes
1,147'
843'
Outlet #1 Creek ® No
B3 (#3) ® P ? T Road Crossing UT to Cedar
Creek ® Nos 7,188 4,205
B4 (#4A) ® P ? T Road Crossing UT to Cedar
Creek ® Nos 6,821* 4,427*
B5 (#5A) ® P ? T Road Crossing UT to Cedar
Creek ® Nos 8,637 5,003
B6 (#5B) ® P ? T Bypass Channel- UT to Cedar ®
s 504 332
Outlet #6 Creek No
B7* (#4B) ® P ? T Bypass Channel- UT to Cedar ® Yes 1,774' 1,266*
Outlet #415 Creek
6h. Total buffer impacts 26,071' 16,076*
6i. Comments: *Please note buffer impact B2 (#2) was removed, impacts B1 (#1) and B4 (#4A) were modified, impact
B7 (#4B) is new therefore total buffer impacts have changed.
Page 7 of 14
REVISED-JUNE 15, 2010
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The proposed project includes an industrial park and the Airport Road Extension. The industrial park currently
includes a conceptual design, with 21 lots. All lots are developable without further impacts to wetlands/streams or
riparian buffers, lots lines and setbacks are identified on the Triangle North Franklin County Master Plan, dated
March 2010. The Airport Road Extension will connect the existing Airport Road with Highway 401. This proposed
road was designed to minimize impacts to the maximum extent practicable. The road extension is approximately
1.3 miles long and only includes 4 crossings of streams and/or wetlands. Specifically, Impact Areas 1, 4B and 5B
are riparian buffer impacts for bypass channels for stormwater BMP's. Impact Area 3 is a proposed road crossing
on an unimportant/intermittent stream, this crossing has been designed to avoid larger areas of wetlands to the
southwest. Impact Area 4A is a proposed road crossing on an important/perennial stream, this crossing is designed
at a near perpendicular angle. Impact Area 5A is a proposed road crossing on an important/perennial stream, this
crossing is designed with wing walls and in an area avoiding wetlands to minimize impacts to streams and
wetlands. Impact Area 6 is a proposed road crossing on two wetland fingers.
With regard to the proposed force main outside of the project boundaries (see Kerr-Tar Regional EDC Triangle
North Franklin Lift Station and Force Main USGS & Soil Survey maps dated March 2, 2010), this force main is being
installed within the existing transportation facility. Therefore, through email correspondence with Amy Chapman on
February 25, 2010, she verified that "buffer impacts within the existing transportation facility are exempt from the
Buffer rules". With regard to the utilities being proposed within the project boundaries, these utilities will be installed
within the proposed road corridor (i.e. shoulders) and will be covered within the impacts proposed for the Airport
Road Extension.
Additionally, it is important to note that the major changes in the current impact areas is because S&EC flagged Top
of Bank and re-flagged areas of the wetlands within the road crossing areas, these areas have now been surveyed
vs. the previous submittal that included GPS data only. Therefore, accurate lengths of streams and areas of
wetlands have resulted in an increase in overall impacts.
Furthermore, the applicant is aware of the regional conditions associated with the Nationwide Permits 14 & 39.
With respect to development conditions (NWP 39-Regional Conditions section 4.0) the applicant does not anticipate
any impacts to streams or wetlands associated with stormwater facilities, there are no impact associated with
single-family recreation facilities, and we are requesting the use of 39 for Impact Area #'s 3, 4 & 6 therefore there
are no permanent wetland or stream fills proposed within the floodway/floodplain for these impacts and the stream
classification for this project is C, NSW (i.e. not Outstanding Resource Waters, High Quality Waters, Coastal
Wetlands or wetland adjacent to these waters). With respect to linear transportation crossings conditions (NWP 14-
Regional Conditions section 4.0) the applicant does not anticipate any stream relocations; all culverts have been
sized appropriately in order to accommodate bank-full flows and will be buried the appropriate depth below the
streambed to allow for aquatic life passage; and this project is not being used in conjunction with a NWP 18 to
create an upland area.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion & Sediment Control plan will require measures to protect water quality during construction activities.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ® Yes ? No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ® DWQ ® Corps
Page 8 of 14
PCN Form - Version 1.3 December 10, 2008 Version
Franklin County Planning & Inspections
215 E. Nash St.
ty
14M3 H CARO_INA
A)Zemml)Tria ti#1e PeViorj Co1n,r,irinly
Louisburg, NC 27549
Phone: [phone]
Fax: [phone]
www.franklincountync.us
June 2, 2010
NC DENR
Division of Water Quality
Attn: lan McMillan, Acting Supervisor
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
RE: DWQ Project # 10-0063
Stormwater Management Requirements-Low Density Development
In follow up to correspondence received from yourself, please be advised that above
referenced project will adhere to the following stipulations that were mutually agreed
upon at our May 17, 2010 meeting:
1. Each lot within the development will be limited to less than 24% imperviousness.
2. Stormwater within the development will be conveyed via vegetated conveyances
only. No stormwater collections systems will be authorized.
3. Each lot as it is developed will be required to submit, a site plan, a Low Density
Supplement Form as well as a Diffuse Flow Plan to NC DWQ for review and
approval.
4. The post-development runoff leaving each lot and entering aroadside swale
cannot exceed pre-development levels for which the swales are designed. If the
post-developed runoff entering a roadside swale from a lot is greater than the pre-
developed runoff, either a BMP will be necessary on-site to reduce the flow
to pre-developed levels, or a berm will be required to divert flow away from the
roadside swales.
If you should have any questions or concerns, please feel free to contact myself at (919)
496-2909.
Sincerely,
Scott Hammerbacher, AICP
Planning & Inspections Director
Franklin County Planning & inspections
215 E. Nash St.
A h. n .fin
cunt
NORTH CAROLINA
A Rnrard) Tr0tigle Reim ('.u?rrn?iu??ily
June 2, 2010
NC DENR
Division of Water Quality
Attn: Ian Mc Millan, Acting Supervisor
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
RE: DWQ Project # 10-0063
Franklin County HUB Site
Cumulative Impacts Statement
Louisburg, NC 27549
Phone: [phone]
Fax: [phone]
www.franiclincountync.us
Franklin County is in receipt of your correspondence for the above referenced project. In
order to ensure future development adjacent to the Franklin County HUB project does not
violate downstream water quality, please be advised that the County commits to requiring
on-site stormwater measures (such as level spreaders, bio-retention, or constructed
wetlands) as required by the County's Stormwater Program and Ordinance for Nutrient
Control within the Par-Pamlico River Basin.
If you should have any questions or concerns, please feel free to contact myself at (919)
496-2909.
Sincerely,

Scott Hammerbacher, AICP
Planning & Inspections Director
1
1
1
1
1
1
1
1
1
1
i
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Diffused Flow
Calculations
Franklin County Hub Road
Connection Road - US 401
To Franklin County Municipal Airport
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers
drainage FK07025WMcover
10:42 AM on Date: 6--2010
12975 _
Page 1 of 1

Erosion Control Construction Sequence
' 1. Obtain erosion control permit and all other applicable permits prior to any land
disturbing activity.
' 2. Schedule a pre-construction conference with the owner, all contractors for land
disturbance and erosion control authority personnel to discuss the project and the
erosion control plan.
'
3. Install temporary gravel construction entrance/exit at location depicted on sheet EC-1
and EC-6.

4. Construction limits throughout the site shall be flagged.
5. Prior to land disturbing, install silt fence, sediment basins, diversion swales and check
dams at the locations shown on the approved erosion control plan.
Install stream crossing and stone access road as shown on sheet EC-12.
Clear only enough to install these devices.
Sediment basins shall remain in place until construction of the site is completed and
stabilized.
' 6. Initiate clearing, grubbing and topsoil stepping of the site.
' 7. Begin grading activities. Maintain all erosion control measures.
8. As construction progresses, remove silt and sediment buildups at all silt fencing,
diversions, check dams and sediment basins to maintain adequate erosion control
measures.
r 9. Install storm drainage with inlet and outlet protection measures.
' When installing the box culverts, first install the multiple HDPE bypass pipes, then
install the sandbag coffer dams as shown on sheet EC-12, then proceed with the
installation of the box culverts.
10. Provide a groundcover (temporary or permanent) on exposed slopes within 21
calendar days following completion of any phase of grading; and, a permanent
groundcover for all disturbed areas within 15 working days or 90 calendar days
(whichever is shorter) following completion of construction or development.
11. Continue with fine grading of the site.
? ??1?1J??J?
' JUN 1 i 20 10
N'E7'Wrpg DENR . WAlc•.. +.' .r r
' ??d?YifiF.!! RF
r
'
1 2. When construction is complete and all soil areas stabilized, install erosion control
measures for the proposed level spreaders and wet ponds.
' 13. When level spreaders and wet ponds are complete and all soil areas stabilized, call for
on-site inspection by the site engineer and sedimentation and erosion control
' inspector.
14. If the site is approved, remove temporary erosion control measures as directed, seed,
' fertilize and mulch resulting disturbed areas. Clear all pipes, inlets, swales and basins
that will remain free of all debris and sediment accumulation. Establish permanent
stabilizing vegetation during the appropriate time of year.

15. Upon established and stabilizing vegetation, call for final site erosion and

r sedimentation control inspection and approval.

r
r
r
4
1
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1
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1
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1
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1
Outlet #1
sed trap FK0702 Outlet Cover 10:44 AM on Date: &Z2010 Page 1 of 1
' Permit No.
(to be provided by DWQ)
1
A ?
NCDENR
n
1
1

n
O??f W A 7'F9OG
A, -I
STORMWATER MANAGEMENT PERMIT APPLICATION FORM G
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMAT014
Project name Franklin County Hub Road
Contact person Tom Wanko
Phone number 910-692-5616
Date 18-May-10
Drainage area number #1
OWTI
IN, "
W
Site Characteristics
Drainage area 551,470 ft
Impervious area, post-development 23,718 ft2

% impervious 0
4.3 0
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 4,077 ft3 OK
Volume provided 7,964 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
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 the pre/post control of the tyr 24hr storm peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 0.4 in
Rational C, pre-development 0.30 (unitless)
Rational C, post-development 0.33 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 3.67 in/hr OK
Pre-development 1-yr, 24-hr peak flow 13.94 ft3/sec
Post-development 1-yr, 24-hr peak flow 15.13 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 1.19 ft3/sec
Elevations
Temporary pool elevation 313.00 fmsl
Permanent pool elevation 312.00 fmsl
SHWT elevation (approx. at the perm. pool elevation) 312.00 fmsl
Top of 1 Oft vegetated shelf elevation 312.50 fmsl
Bottom of 1Oft vegetated shelf elevation 311.50 fmsl
Sediment cleanout, top elevation (bottom of pond) 306.00 fmsl
Sediment cleanout, bottom elevation 305.00 fmsl
Sediment storage provided 1.00 it
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 313.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9/17/09
Parts I. 8 II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
I
0. DE
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Apef,,, w
Area, bottom of 10ft vegetated shelf, A.,,
' Area, sediment cleanout, top elevation (bottom of pond), Ab, p«,d
Volumes
8,935 ft2
3,254 ft'
0.59 (unitless)
6,477 ft' OK
4,979 ff
542 ft'
Volume, temporary pool 7,964 ft'
Volume, permanent pool, VF,e, 16,526 ft3
' Volume, forebay (sum of forebays if more than one forebay) 3,299 ft3
Forebay % of permanent pool volume 20.0% %
SAIDA Table Data
Design TSS removal
85 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)

' SAIDA ratio
Average depth (used in SAIDA table): 0.59 (unitless)
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, Vpefm Pool 16,526 ft'
Area provided, permanent pool, A, ,,,,_pod 6,477 W
' Average depth calculated ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Apef,,, po 6,477 ff
Area, bottom of 1 Oft vegetated shelf, A,,_,,ff 4,979 ff
Area, sediment cleanout, top elevation (bottom of pond), Ab, pWd 542 ftz
' "Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 5.50 it
Average depth calculated 3.04 It
Average depth used in SAIDA, da„ (Round to nearest 0.5ft) 3.0 ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (H.)
Drawdown through weir?
Weir type
Coefficient of discharge (C..)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
1.50 in
in'
0.60 (unitless)
0.33 ft
N (Y or N)
(unitless)
(unitless)
It
ft
13.94 ft'/sec
0.06 ft3/sec
0.06 ft'/sec
3.45 days
OK
OK
Need 3 ft min.
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Note to pump in case of emergency
Form SW401-Wet Detention Basin-Rev.8-9117/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
' requirement has not been met, attach justification.
Pagel Plan
' Initials Sheet No.
TV 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
' - Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
' - Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
' - Overflow device, and
- Boundaries of drainage easement.
T ?w Mfr -to 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
' - Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
TEW DF -10 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
' - Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
' on the plans prior to use as a wet detention basin.
T CtALCt> 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
E`e, to verify volume provided.
' Taw 5 ,1 JJG 6 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
CAI 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
' 9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
' soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
1
1
1

Wet Pond Area Supporting Calculations
Area - #1
19i I-
Dn2 .-Antes A . , 551,470 SF 12.66 Acres
Pre-deve ent Impervious Area 0 SF 0.00 Acres
Post I Ana 23,718 SF 0.54 Acres
V.VV70
P Rtit> C? ' C. 0.30
Post-dev nt Run-off Coeffk*mt C 0.33
1.0 in
3.67 in.
r3-UtTVtlt[4HIjWlk i-Yit 4 "f If F=4M ItV" lwJ
ost-deve4ment,1-yr, 24-hr peak flow (0)
= C*(*A Ci
:orage Volumes: Non SR Waters Calculations
r = .05++.9*(impervious (acyDA (ac))
Rv
13.94 ft'/sec
15.13?ft/sec
0
)fume required = 3630 * Rd * Rv' A
a;? «a4 ;
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Wet Pond Area Supporting Calculations
Area - #1
Intensity Calculations
Finding The 'It>yr 24-hr Storm 5.11 inches
reading attached chart
. ydraulic Length -- ft. L 1205 feet
Cha in Elevation (ft.), H 42 feet
6.70 minutes
??,3/H??112& 10 r Peak Intensity Calculations

Finding The 10yr, a To 0.60 inches
reading attached chart
in f min mirVhr 5.37 inches/hour
1 r Peak Intensity Calculations
P rKft'tt* 1yr,
GII tt"
0.41
inches
reading' attached chart

cif trlminl*Mminlhrl
3.67 inches/hour

1
1

M?? INN
IMPERVIOUS CALCULATIONS
Permanent Pool Storage Volume
Incremental Total
Elev. Area (s f) Volume (c f) Volume (c.f.) Depth (ft.)
30b 542
1
758 758
307 974
1,227
1,985
2
308 1,479
1,767 3,752 3
309 2,055
2,380 6,131 4
310 2,704
3,060 9,191 5
311 3,415
1,802 10,992 5.5
311.5 3,791
2,235 13,227 6.0
312.0 Perm Pool 5,148
2,953 2,953 0.5
312.0 6,663
3,453 6,406 1
313 7,148
Forebay Volume = 20% of Permanent Pool Volu me
Permanent Pool Volume = 16,526 c.f.
Forebay Volume Reqd.= 3,305 c.f.
Forebay Volume Provided
Incremental Total
Elev. Area (s f) Volume (c f) Volume (c.f.) Depth (ft.)
308 390
486 486 1
309 582
694 1,180 2
310 805
930 2,109 3
311 1,054
561 2,670 3.5
311.5 1,188
629 3,299 4.0
312.0 Perm Pool 1,329
313 1781 1,558 1558 1

'
Riser Design for Wet Pond No. 1
Drain Area = 12.66 Ac.
' 1 Yr, 24 hr. Intensity= 3.67
Cc = 0.33
Peak Flow
I = 3.67 in/hr.
C = 0.33
' A = 12.66 Ac.
0. = CIA
Q = 15.1 CFS
Principal Spillway Riser Elevation = 313
' Riser Invert Elevation = 310
Barrel Invert Out = 309.65
Barrel Length = 70 ft.
Barrel Size= 21 "CMP
Kp = 0.0126
Barrel Area = 2.41 sf
Q barrel = 16.92 CFS
' Riser
Length of Weir 7.85 ft
Q riser = 15.3 CFS
' H = 0.75 ft His Weir depth above riser.
Capable of Carrying
1
1
1
1
1
1
1
1
1
1
1
1
Hub Road
Emergency Spillway Calculations
Wet Pond #1
Q=CIA
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 15.1300 cfs
Slope ........................... 0.0714 ft/ft
Manning's n ................... .. 0.0630
Height .......................... 1.0000 ft
Bottom width ................. ... 5.0000 ft
Left slope ...................... 0.2000 ft/ft (V/H)
Right slope .................... . 0.2000 ft/ft (V/H)
i=ds
t= Shear Stress in Ibs/ft.z
y= Unit weight of water 62.4 Ibs/ft.3
d= Flow depth in ft.
s= Channel Gradient in ft./ft.
d= 0.56 ft.
S= 0.0714 ft./ft.
t= 2.50lb/ft.
Lining Required: 9" d50 Stone
Q= 15.13CFS
Liner Design
Computed Results:
Depth ........................... 0.5598 ft
Velocity ........................ 3.4654 fps
Full Flowrate ................ ... 47.6799 cfs
Flow area ..................... .. 4.3660 ft2
Flow perimeter ............. ..... 10.7090 ft
Hydraulic radius ........... ..... 0.4077 ft
Top width ..................... .. 10.5981 ft
Area ............................ 10.0000 ft2
Perimeter ..................... .. 15.1980 ft
Percent full ................... . 55.9814%
Permissible Unit Shear Stress, Td
Lining Type Ibs/ft.z
straw w/ tack coat 0.35
S75 straw w/ net 1.55
P300 polypropylene 3.00
P550 polypropylene 4.00
d50 Stone Size (inches)
1 0.33
2 0.67
6 2
9 3
12 4
15 5
18 6
21 7.8
24 8
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
Water Quality (WQ) Riser:
Wet Pond #1
1) Determine temp. pool volume and depth
2) Interpolate the average surface area of the temp. pool.
Temporary Pool Volume: 7,964 c.f
Desired Drawdown time: 3.5 days
Number of Holes: 1
Diameter of Holes: 1.5 in
Area of hole: 1.77 in^2 = 0.01 ft^2
Orifice Coef£: 0.60
Temp Pool Depth: 1 ft
Temp Pool Area: 8,935
(Consider the side slopes and use the average area between WQ Pool and Norm. Pool)
Desired Drawdown time (min): 4968 Outflow value at Tdesired (cfs): 0.000
Drawdown Curve Data
Height over
Time Time C/L of hole: Outflow
(days) (min) (ft) (cfs)
0.00 0 1 0.059
0.01 15 0.994 0.059
0.02 30 0.988 0.059
0.03 45 0.982 0.059
0.04 60 0.976 0.058
0.05 75 0.970 0.058
0.06 90 0.965 0.058
0.07 105 0.959 0.058
0.08 120 0.953 0.058
0.09 135 0.947 0.058
0.10 150 0.941 0.057
0.11 165 0.936 0.057
0.13 180 0.930 0.057
0.14 195 0.924 0.057
0.15 210 0.918 0.057
0.16 225 0.913 0.056
0.17 240 0.907 0.056
0.18 255 0.901 0.056
Change in Change in
Volume Height New Height
(co (ft) (ft)
53 0.006 0.994
53 0.006 0.988
53 0.006 0.982
53 0.006 0.976
53 0.006 0.970
52 0.006 0.965
52 0.006 0.959
52 0.006 0.953
52 0.006 0.947
52 0.006 0.941
52 0.006 0.936
51 0.006 0.930
51 0.006 0.924
51 0.006 0.918
51 0.006 0.913
51 0.006 0.907
51 0.006 0.901
50 0.006 0.896
1
1
1
1
1
0.19 270 0.896 0.056 50 0.006 0.890
0.20 285 0.890 0.056 50 0.006 0.884
0.21 300 0.884 0.056 50 0.006 0.879
0.22 315 0.879 0.055 50 0.006 0.873
0.23 330 0.873 0.055 50 0.006 0.868
0.24 345 0.868 0.055 50 0.006 0.862
0.25 360 0.862 0.055 49 0.006 0.857
0.26 375 0.857 0.055 49 0.006 0.851
0.27 390 0.851 0.055 49 0.005 0.846
0.28 405 0.846 0.054 49 0.005 0.840
0.29 420 0.840 0.054 49 0.005 0.835
0.30 435 0.835 0.054 49 0.005 0.829
0.31 450' O.S 0.054" 4 aoa0 O;S24,
0.32 465. 0.2= 0.054~ 48 0,005r-. 0-.818
0.33 480-
53
0.
0.34 495 0.84 0.053t,- 48' . :. 0.005;; 0.W's
0.35 51'(I - "' 0 0.05 W 48 O- OW, ..
0.36 525 0.802 0.0531- 48- 0.005 0.797-
0.38, 540 0.797 0.053 47 0:005 0.792
0.39 555 0.79 0.053 47 0.005 f 786 ?0.41, 585 0:781 0.052 47` 0:005 (1.776 "

rf : 6M

?
QEn

5

4J,

: 0.005. 11

.71.
r
0.43 615 ' °0.771 0.052 , 47 ao5 0,765
0~ r-,,630 0.765 0.052 47 005 0.760
0.45 645 ff: ?b0 0.052 ? O.005 0.155
0. 07555 6.451 46 0005: 0,750
0.47 675 0750 O.Ml I- 46 0 OO5 0.745
0.48 690 0,745- 0.051 46 0:005 0.739
0.49-- 705 0.739 r 0.051 ' 46 0.0057 . 0.734
0.50 720 'Or 34 ., 0.061 46 . 0.,005 OiM
051 735. 0,729 0.054 4,5. 0.005 0.724
0.52 750 00214 F 0,066; 45 = Q(1Q5r 0.719-
0.53 765 0 7 2 9 €1.050 45 0.005 0,'714.
0.54, 780 0:7 4 0.050 45, 0.005. 0,709
0.55 795 0.709 0.050 45 0.005 01,704
0.56 810 0.704 0.050 45 0.005 0.691
0.57 825 0.699 0.049 44 0.005 0.694
0.58 840 0.694 0.049 44 0.005 0,689
0.59 855 0.689 0.049 44 0.005 0.684
0.60 870 0.684 0.049 44 0.005 0.679
0.61 885 0.679 0.049 44 0.005 0.674
1
0.63 900 0.674; 0:049. 44 " 0.005
a
0,669,
Q.b 91.55- 0.669 Q.Q4& 44 Q.445 , 0.665
OAS- 9341.- - 4.6?Ssr _ 0."' 41 - ; 0,005 a 0,664-
0.6 6 945 0.660 0.048 43 0.005 0.655
0.6 960 Q:6 00}48` 4 O.f105, . 0.65, - P
0.68 975 0.650 0.048 45 0.005 0.645
0.69 M 0.?45 0.04t 43 0.005 0.64
0.70 1005 0.640 '0.047 45` 0.45 0.636
0.71 1t ' 0.6361 0."7 , 42 0.005 0.631
0.72
: 1035 ' 0.631 0.047 42 0.005 0.626
, .
0.73
105{1
0.626
0.047 .:_.
42
6.005 ' .
'A622
0.74-- 1065, 0.622 0.047 , 42 0.005 0,617 ,
0.75 1080 0.617 0.046 41, 0.005 . 0,61Z ;
0.76 .. 1095 0.612 O.W 42" 0:005
.
0.607 ,11
0.7' 1110' (1:607: 0.046`1 4i 4: ? 603 1
0;78- 1125 0.603 0.046 41 0.€05 0498
O T9 ` 11411' 0:046 41 U05 - s 1#.594
0.80 1155. 0.5g4 0.046 41, 0.005 ? 0;580,
0.81 1170 0.589 0.045 41" 0.005 0.58
0.82 14.85r 43.58 0.945°,, 41 0.005 8b1
. -
0.84 1215 0.575 0.045 4f1' 0.005 0.5'7 "
O 1230,: 07 4}04 . _• ? - 40 OA4 0.56? -ti
0.86 1245 0.566 0.044 40 0.004 0.562
' 0. 12b?3. 0.56
0.044
40
0.004
0.557
0.83 1275 0.557 0.044 40 0: = 0.553.: ~
' °°. 0.553 13:444 44 4104 0.549
9 1305-.- 01549 0044:: 39 0;004 0.544
0:9 1320= 0.544; 0,044,
- 39 0.004 O 54f1
0.93- 1335 0.540 0.043 30 0.004 0.535"
0.9* 1350 0.535 0.043 39 p oo4,
' 0'95 1365 0.531 0.043 39 0.004 0327
0.96 1380- 0.527,- 0.043 3? 0.004 0.522
0.97 1395 0622'" 0.043- 38 0,004 0.51a
0.98, 141€1 0-518" , 0,4143 38 0.004 0.5?4
0.9 _ 1425 0.514, 4.04-2 38 0.004 0.510
1.00 1440 0.510 0.042 38 0.004 0.505
1.01 1455 0.505 0.042 38 0.004 0.501
1.02 1470 0.501 0.042 38 0.004 0.497
1.03 1485 0.497 0.042 37 0.004 0.493
1.04 1500 0.493 0.041 37 0.004 0.489
1.05 1515 0.488 0.041 37 0.004 0.484

1.06 1530 0.484 0.041, 37 0.004 GAW
1.€ 7 1545 a.4$41t t t 3 -" 4 s %,, 76
15W, ' , - 0.475 0.041 37 0.004 0.4721
1.09 1575 0.472 0.041 37 4.004 0.468
1.15 ' 1590 0.46$. 6 :04 36 0.04 OL464-,
.
1.11 1605. Q464 aO40 36 0.004 0.460,
1.13 1620 0.460 0.040_
y 36 0.004
" 0.456'
1.14 1635 0:456 0.040. 36 0.0414 0.452
1.15 160 .. 0:452 0.040 36 00., - , ..48
1.16 164 ' 0349 0.(),Q,: , f .. - r 0,4104
" .
A444
1.17 1680 0.444 0.03**' 35 0.'004 .446
1.19. 165
.
c ,. 0.440, .,. 41<039 . 3. Q.Q04 41.4311
1.19 .
.
1710 6,
O.'43 0.039" 35 0.
1.20 1725`" ", .. 1
E?.42' f1.E13= . ` , 35
; . p,p
0.428
1.21". 1740 '- (1:428° ` A019;' J 35 - ' " 0?0 4#24
1.22 1755 0.424 0.038 35, 0.004 0.420 r
1 17741 0..420. ' 0.038 34 4.004 4}.41G "
1.24 17851 0.416 0-.03,S' -34 0.004, ' 0.412
1.25 180€1 ' " . . 0:412" 0:41381 . , 34 41:0 0.4
1.26 48-15, 0.4{19 0.034 34 0!.004- 0.405
"
1.28' 1845 0.401 0.437.. 34£ ° : 41.4104 0.37
1- 'w 1$ ¢.(137 34 i 0.0[}4 ?. Q394 4
1.3€1 1875" 03394 0.037 33 0.004 0.390
1.31 1890 0.390, 0.037 33 0.004 0.386
1 2 1905 . f 0.386&"* Q 4 37 t 33 0,004:'
1.3 1'92!0 0-.38Z' 0.037 33, 0.004 0 37
1.3 193.5 0.379 0.036 35 0.004 4375
1.35 1950, ? 0.375 0.036 33 0.004 0.371
1.36 1965 0-.371 0.036 32 0.004 ? 0.368
13& : 1980 ,. 4.36W .. 4J: i36 . 32; -,,",Q.0041
0 364
1.39- 1935 0364
1 - 0.036 32 0.004-- 03+61
1.4€1. 2016?`- 1
0.3611
' (.035. 32 .. 0.004 ? . 0..357`
1.41 2025 - . .
`; . 0:357. 0.05 . 32" 0.004 0.353 t
,
1>42" 2040' 0?1, 0.035- 32' 0.004. 0.350'
1.43 2055 _ 0:350 0.035 31 0.004 0.346
1.44 2070 0:346 0.035 31 0.004 0.343 '
1.45 2085 0.343- 0.035 31 0.003 0.339
1.46 2100 - 0.333 0.034 31 0.003 4.336
1.47 2115 Q.336 0.034 31 0.003 0.332
1.48 2130 0.332 0.034 31 0.003 0.329
1.49 2145 0.329 0.034 31 0.003 0.326

0.034, 0.22
1.s .: `.
2115, 1.3 x . -- 0 0.403'- 0319r-
7
1.52. 2190 0,319 0.033. 30 0.003 0.315
1.53 2205 0.315, 0.035 30 0.003 0.312
1.54 2220 = 0.312' 0.031 30 0.00?, 0.3ft- a
15- r ; =5 0.309 0.033 30 0,003 0.306
146 240, 0306, 0.93 ; 29 0.003 0302 a
1.57 2265 0.302, 0.032 29, 0.003- 01290
1.58 2280 0.299`- 0.031 29 0.005 0:296
1.54 2295'; r 00&,," 0.032 29 0: 03
1.60 22310 0.292 0.032 29 0.003 0.289'
-
1.61 2325 , . ° 0.1", t1:,oz' r 29 0.003' 0.286,
1.63 2340 0.2886 6:x A,2 29,,- 0.013 a.2W . ?`.
' 1.64.. 2355, 0.293. 0.031 28` 0.001 0280 r
1.65 2370 6.286 " 0.030'„ . 28 0.003 02.77.
1.66 2385 13177 0.011;, 28 , 0.00.x_ 0.273
1.67 2406 0,175 0.031 2& 0:003 0.27(1` .
1.69 2415 0:210 ' 0.03t 28 0,003k 0.267
' 1.64 24 0.267 0.031 ' 27 0.003 0264, w
1.70 2445 0,264 0.034 d 27 0.60N, _. 0.261

1.72 2475 0.258 ' 0.030 27 0.003 OZ5
L73 : r ... O?Z-li 27
f
1.74 2505 U.252 0.'030, 27 ? 0.003 (U4?
1Z 25?.0 0.249 0.029 7 0.003 0.246
1.76 2535 0.246 O.t129` 2i O.Of13'
1.77 2550 0.243 0.02: - ? 26, : ?.. 4003, 42,0
1`.713 2565 0 240 0.02 ' , 26 0:4103 0.237
1.79 25$0 0,237,:, 0.029= 26 0.003,'' 0.234
' 1.80, 2595 . 04234 0.029 26 O.oo3 0.231
1.81 2610 0.2:31. 0.028E 26, . - 0.003 4.Z 9 4
1.82 2625, 0.229 0.028 25 0.003 0.226
1:83. 2l 0.226: 0.028- 25, ?0.003 0.22
1.84 2655 0.225 0.028 25 0.(103 , OMO,
1.85 267O.i, 0.220 0.028 25. 17
1.86 2685, 0-2217 0.028. 25 0.003: 0.215
1.88 2700 0.215 0.027 25 0.003 0.21
' 1.89. 2715 0112 0.027 24 0.003' 0.209
1.90 2730 0.209 0.027 24 0.003 0.206
' 1.91 2745 0.206 0.027 24 - 0.003 0:204
1.92 2760 0.204 0.027 24 0.003 0.201.
1.93 2775 0.201 0.026 24 0.003 0.198
'1-94 2790 u9,8 0.026 24 0.003 0.196
1.95 z .:
2805 0.196- aaS ;. a =: 41. , . ?11>
1.96 2820 0,.193 , 0.026 23 0,003 w 0.190
1.97 2835 0.190 0.026 23 0:003 0.188
1.98 2 5E1. - ?. Q.1 ,E}Zfir 23 4:003. 0.185"
VW,
, z 28 1.185
; 0:02 0 Wl 0.183 :
-
2.01 28W , .
,
018:1, 0.025 23 0.0.03 0.184
2.02 2895 0.180 0.02 5 23 0.003 0.178
1.02 2'91€1..., 0.025` 22 0.00 0175E
Z.o 225 • ? 0.175 22 0.002 173
2.04 ,
2940 0.173 0.025 22 ` 0.002 0.1 i o
2 05 2955 0:17f1 0.024 22 0.(02' 0168,
2.0€ 2970 0.168 4,024 22 = 0 002 0.1 fr y 4
2.07 2985 0.165 0.024'' ° 21" 0.002' 0:163P
2.08 3000 0.163 a.024 2 1 0.OU2 0.160
2.09 3015 0.160 0.024 21, 0.0€12; 0158:
2.1E 3f3t 41.1513 O.fl2 21= 0.fl0 0.1 S k
2.1 3045 (1.1 ?6 0.023 2'? 0.002 0,153:
2..13',, 3060"; . ti . 0.153" 002'1. .., 6 21 .0? , . , ' . 03, 51,. s
2.14 3075, 0:151 0.023. . 21 0.002 0349,
#dy ; i ce. ,jam ` A
2.16 3105 0.146 0.023 ' 20 0.002 0.144
2,17 12 ..: . '. = 04r. a022 201 n. 0.2 t?14
2.18 3135, ` (1,141' 0.022' 2 Y 002 OJ 403
Q?1443 0.022 20. 0.{)02 0.137
2.24) 3165 0.137 4.022 Q.b6i
2.21 3,186 0.13 0.022° r 26:. 0.002: 0 .33
2.22 3195 0.131'
- -
0,022
".19 `
- A002
4. 31..
123 3210 0.131 0.021 19 0.002 0.124
224 3225 0.129. 0.021. 19 0.002 0.126
2.25 320 0.12 0.021 19 .Oa2 0.124,
2.26 3255- 0.124 ' 0.021' M 0.002 ' 0:1:22 ' . _
2: ` 3270 0.122 0.021 ? 9' 0.402 0.120-
2 :28 3285 0.120 0.OV- 18 0:4(}2 ' o. A&
2-29--, ; 3300.
.0-118
0.020
18
0.002
0.116.
2.30 3315 0.116 0.020 18 0.002 0.114+
2.31 3330 0.114 0.020 18 0.002 0,11?
2.32 3345 0.112 0.020, 18, 0.002 0.110.
2.33 3360. 0.110 0.020 18 0.002 0.108
2.34 3375 0.108 0.019 17 0.002 0.106
2.35 3390 0.106 0.019 17 0.002 0.104.
2.36 3405 0.104 0.019 17 0.002 0.102

11

2.3& 3421} 102 0,019 17 0.00 0.100
„ `
140 3450, 0.098. 0 019 ?7 .. 0. 2
,g 0 07
2.41 3465 0.097 0.018 17 0,002 , 0.095'
2.42 3480 0.095 0,014, 1A OAZZ : 0.093 ?,.
2-43 0.093 0.00 16 O.a02 ' . 0.09
2. 3510 Q.091 0.018 , 16. 0.001, 0.089
2.45 3525 0.089 0.018 16 0.002 0.088
2.4 3540 o.W 0.017 16 0.002 0.086_:
2.4 .._ 3555 0.086 0.017 1114' 0.002 0,04
2.448 3570 0.084 0.017 15 0.002 0.082
2.49 3585. 0.082 0.017 13 0.002::: 0.081.
2.50 3600 " 0.081 0017 15.: 0AM ?' 0.079
2.51 3615 ` 0.079 0.017 1 g a O Rf 0,077
2.52 36311 0.077. . ,° 0.016,' 15 0.0€12 p 0476 ..
5
2
3 3645 0.076 > 0:016 15, 002 ? 0.074
.
1
54'
3 Y 3 0.64 1.016: 14 r 002 . 0072
.
?.55 v 3675. r 1.072.. 0.016 14 . ,, . 0.C102 0- V,
2.56 3690' . 0.071 O M6,'
2.57 3705 0.069: 0:011 14- D,0021 0.46g

SOO
4 'r??1 04.> y? J
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-
2.59 3735 0.066 0.015 14 0.0(lZ ;
2E54. 374 EI A.01 14, 0.0112, 0.4063
2.61 3765 0.403 0.0.15. 1 4' 0.001 0.062
2.6 3784 11062 0.015 13 0.(301 0.060
2.643 , 3705 1.0611
Q.VT' 0.170 °0»0"
2.65 3W 0.054 0.014 1.35.. x:{101 ft, 7.
2.66 38 0.057 0.01* IT O.Oot' , 0456
2.67 384 0.056. 0.014 13 0.001 0.05*
168 3855 0.054 0.014 12: O.00f 0.053
2.69 3870 0.053 0.014. 12 0.001 . , 0.052
2.70., 3885, 0.052 0.013 12,,: .. ., 0.001 0.050'.
2.?1 3r : 0.050 0.03 . 12 O.OQ1 0P49
2.72 3915 0.1149 0.013 12: 0;001, 0.6148
233 3930: 0.04 (}.D 13 12. 0.90Y. . , .. 0.046 _ r
2.74 3945 0.046 0.013 11, 0.041,
r. 0.045
:
2.75 3960 0.045 0.013 11 0.001 0.044 ,
2.76 3975 0.044 0.012: 11 0.001-. 0.042
2.77 3990 0.042 0.012 11 0.001 0.041
2.78 4005 0.041 0.012 11 0.001, 0.040
2.79 4020 0.040 0.012 11 0.001. 0.039
2.80 4035 0.039 0.012 10 0.001 0.038

2.81 4050 0.038 0.021 10 0.001 0,037
18. _ 4065 Q.Q37, 0.01 k. 1Q 0.0or
2.83 40W3 0.035. 0101-11, 10 j i .. 0.001, a.Q
2.84 4095 0.034 0.01 t 14, 0.4 t11 0.013
2
85 4110,',, 0.033 0.011 LQ O.Q32
.
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2-86,
4j 215
.? 0.032 0.011 10 0.0N11

_, 0.051
2.88 443
41
0.031, ..- ;
0.010
9
0.001
0.030
2.89 4155 0.030 0;010 9 ° ; 0.001. 0,029`
2.90 4170 d.d29
0.010
9
0.001
0,428
2.91 4,185 0.0 O.Ott1. 9 0.001` 01027,
2.92 4200 0.j027 0.010 9 0.001- 0.026 ?-
2.93 4215 ' 0.026 _ 0.010 91 - 0.001 01025
94
2 4230 0.025 0.009 8 0.001 0,024,
.
2.95 4245. 0.024, 0.009 0.0011 ' 0.0231: ,
2.96 4261 0.(123" 0.009 S 0.43(?1 0:
2.97° :. 4275, 0.022' 4.009 8 0.001 0.021
2.98. 4290 0.02" O.t7t 8 t14E#> 4:02
2." h 4305 0.0 .... 0.0091 $ : 0:001 0.€120
' 3.0(3 4,320, 0.02(3 0(3418 7 0.001 4?.0E9?
3.01 4335 0.019_ 0:004 7 0.04}1 0,018

43 AAWAil

`
3.03 4365, " 0.017 0.008 7 0.001 001 i
. 3.04.. 0.00 7 Q.S OOtk
3.05 4395, 0.016 0.007 7 a.O01 d.Q15
I 3,i}bt 4414( 0,015 0.007 6 0,001 0.014
3.07 4425,
t4`.
.
0
0
0.'00?
- J - ""?'?7R?7 y,
y
?
._'?' [FF??'.L. ..-j ..:'. +G/* '<Fi•,' - `? :.t 'M?'.?.?% .u - "?s4=' ?M+?iRc'N
3 f9 . i, 45': 0.01, " 007, d.001 0.012 .
' 330
3.11 4470,
4485 0.012.
0.011 O.U06
0.006 : fl e 0.0q,
0.001 0,011
0,011
3:1 f 45M 0.011 0.006 b d.001'- O.t}14
3.14'` - 451.5. 0-a10 0.006 5 - 0.001 "10
3.15 .. 453 0.006 5 _ . , 0.001 OrOI
Y
3.16 " 45445 0.009- 0.006 5 . 0.001 0.008
3.17 4560 0.008. 0.005 5 0.001 Q.f ?8.
3.18 4575 0.008 0.005 5 0.001 0.007

' 3.19
3.20 4590
4605 0.007
0.007 0.005
0.005 5.
4 0.001
0.000 0.007
0.006
3.21 4620 0.006 0.005 4 0.000 0.006
3.22 4635 0.006 0.005 4 0.000 0.005
3.23 4650 0.005 0.004 4 0.000 0.005
3.24 4665 0.005 0.004 4 0.000 0.005

1
0

1
1

1

4680 0.005 0.004 4 . 4.Q00 x.004
.126 4696, 0-004-:I, 0.004- 3.
4714; O,OC4 0.004 3 0.000.
3.28 4725 0:003 0.003 3 f 0.41 4i.U03 '
3: 5 , : 47441: - ?: - 0.003 1 0.0oq 0.003-
3.30 475 0.€ 03 0.003 3 0.00a 0.002
3.31 477(1.. 0.002, 0.003 3 0.0( 0.00
3.32 4785 0:00( ' - 0.003 Z 0.000 U02
3,33 48W - OA02 0.003, 2 0.00 0,002
41$15 2 O.U4J' ,{ a
3.35 4830 0.001 0.042 2 0.000 0.00? 3
3.36, 4845 0.001 0.002 2 0.000 0.001
3.35 4811 0.001
0.002'
0,060,
E1.
`
3.39 4& 5 " 0,(M"-" "-" 01:002 i : fl:000?a ?}.
3.40 4890 0.001 0.001 1 0.000,
O Q9U
3.41 4905 0.000 0.001 1 0.000' 0,000-
3.42 4 0.000 0:001- O:OOt1 A:4 a
3.43 4935 0.001 1 0.000 0:
3.44 ` 495€1 0-00 0.tH11 - 0000e z U00
3.45 4965 0.000 0.000 4 0.0(70 0.4(3
y? ': T.

ANTI-FLOTATION OF WET POND #1
ELEV. @ TOP OF RISER = 313.0
ELEV. @ BOT. = 310.0
H = 3.00 ft
RISER DIAMETER 2.5 ft
AREA OF RISER = 4.9 s.f.
VOLUME OF RISER = 14.7 c.f.
DIAMETER OF BARREL = 1.8 ft
AREA OF BARREL = 2.4 s.f.
EXPOSED LENGTH = 0 ft
VOLUME OF BARREL = 0.0 c.f.
WEIGHT OF WATER DISPLACED = 0,919 Ib
FACTOR OF SAFETY (10%) 1,011 lb
UPWARD FORCE TO OFF SET BOUYANCY 1,011 Ibs
REQUIRED VOLUME OF CONCRETE ANCHOR = 11.5 c.f.
ANTI-FLOTATION PAD REQUIRED
DEPTH = 1.20 ft
DIAMETER = 3.50 ft
Total Volume Provided 11.5 c.f.

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Outlet #213
sed trap FK0702 Outlet Cover 3 44 PM on Date: 6/912010 Page 1 of 1

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AMA
NCDENR
??G W A 7F?
O <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I PROJECT W-ORMT11011111
Project name Franklin County Hub Road
Contact name Tom Wanko
Phone number 910-692-5616
Date May 18, 2010
Drainage area number #2/3
It DESIGN INFOWATION,
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
44,695.00 ft
19,740.00 ft2
44.17 %
u.oo
0.57 cfs
5.00 min
7.2 in/hr
4.14 cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
30.00 ft
ft
ft
30.00 It
283.00 fmsl
281.50 fmsl
5.00 % OK
N (Y or N) OK
39.00 sq ft OK
13 ft/cfs
Y (Y or N)
N (Y or N)
N (Y or N)
0.57 cfs
Y (Y or N) OK
Form SW401-level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of2
1
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1
1
1
1
1
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material

t •-------------
M
13.00 ft Level spreader length OK
N (Y or N)
N (Y or N)
Y (Y or N)
2.00 ft
3.00 ft
11.00 ft
2.00 ft
4.14 cfs
P300 Polypropylene
Y
i B i
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Parts I. and It. Design Summary, page 2 of 2

JUL PAWyWg,1T£MS C ,
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
' requirement has not been met, attach justification.
' Pagel Plan
Initials Sheet No.
TF W 12r- -0 1. Plans (1" - 50' or larger) of the entire site showing:
' - Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
' - High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
' - Design at ultimate build-out.
TS?W a
D? -0-1 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
' R 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
E ?L
' 'T S 4C 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
?0? l 41,65 6. The supporting calculations.
' Tro 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
1

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
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Level Spreader Supporting Calculations
Area - #213
Time of ConcontraUon Calcutations
Input
yth
Output
rte of Concentration Minut 5.00
P"k hiffm Cakulstian
L of W? 750 FT
Hei t of Watershed 35 FT
Pre-development Im icws Area, > 0 SF 0.00 Acres
Drains ,4rerr A 44,695 SF 1.03 Acres

Lost-deyet errt irn aus gre& ` 19,740 SF 0.45 Acres
Post-deveWpMO Im low P 44.17%
flow, k 'Y
Prp-d McHJ3 Petit 0.00%

P Run-off C 0.30
Post-d& meat Run-` C:oe#titierit 0.56

Rainfaf Depth Rd 1.0 in
1 , 24 hr rainfall Intensity 1 4.92 in/hr

Prod a (-! . 244V P"*
,
C C"f`A 1.51 ft /sec
Post-de? 1-gu, 24-hr pewit flow (44
2.85 ft /sec

Foreba Desl
0.29 of the caor ib area's 39 SF

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Hub Road
Diffuse Swale Calculations
Bypass Swale No. 2/3
Qto=CIA C= 0.56 1= 7.2 A= 1.03 Q10 = 4.14 CFS
channel calculator for bare earth swale
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.1561 ft
Solving for ..................... Depth of Flow Velocity ........................ 8.0064 fps
Flowrate ........................ 4.1400 cfs Full Flowrate ................ ... 462.5469 cfs
Slope ........................... 0.1600 ft/ft Flow area ..................... .. 0.5171 ft2
Manning's n ..................... 0.0200 Flow perimeter ............. ..... 3.6982 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.1398 ft
Bottom width .................... 3.0000 ft Top width ..................... .. 3.6245 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 14.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ..................... .. 11.9443 ft
Percent full ................... . 7.8058%
channel calculator for permanent grass Swale

Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.2167 ft
Solving for ..................... Depth of Flow Velocity ........................ 5.5632 fps
Flowrate ........................ 4.1400 cfs Full Flowrate ................. .. 264.3125 cfs
Slope ........................... 0.1600 ft/ft Flow area ..................... .. 0.7442 ft2
Manning's n ..................... 0.0350 Flow perimeter ............. ..... 3.9693 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.1875 ft
Bottom width .................... 3.0000 ft Top width ...................... . 3.8670 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 14.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ...................... . 11.9443 ft
Percent full ................... . 10.8371 %
Temporary Liner Design
Permissible Unit Shear Stress, Td
T=vds Lining Type Ibs/ft.2
t= Shear Stress in Ibs/ft.2 straw w/ tack coat 0.35
y= Unit weight of water 62.4 Ibs/ft.3 S75 straw w/ net 1.55
d= Flow depth in ft. P300 polypropylene 3.00
s= Channel Gradient in ft./ft. P550 polypropylene 4.00
d50 Stone Size (inches)
d= 0.16 ft. 1 0.33
S= 0.16 ft./ft. 2 0.67
t= 1.60lb/ft .2 6 2
9 3
12 4
Lining Required: P300 Polypropylene 15 5
18 6
21 7.8
24 8
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sed trap FK0702 Outlet Cover
Ouflet #415
3 57 PM on Date: 6/9/2010
Page 1 of 1

Permit No.
(to be provided by DWQ)

?`??f W A TF9O
WDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
' WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
' The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I PPROJECT`INfORMATION
Project name Franklin County Hub Road
Contact person Tom Wanko
Phone number 910-692-5616
Date 18-May-10
Drainage area number #4/5

Site Characteristics
Drainage area 670,387 ft2
Impervious area, post-development 34,450 ft
% impervious 5.14 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 5,378 ft3 OK
Volume provided 7,962 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume ft3
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 the pre/post control of the lyr 24hr stone peak flow required? N (Y or N)
1-yr, 24-hr rainfall depth 0.4 in
Rational C, pre-development 0.30 (unitless)
Rational C, post-development 0.33 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 2.94 in/hr OK
Pre-development 1-yr, 24-hr peak flow 13.58 ft3/sec
Post-development 1-yr, 24-hr peak flow 14.97 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 1.39 ft3/sec
' Elevations
Temporary pool elevation 240.00 fmsl
Permanent pool elevation 239.00 fmsl
' SHWT elevation (approx. at the peen. pool elevation) 239.00 fmsl
Top of 1 Oft vegetated shelf elevation 239,50 fmsl
Bottom of 1Oft vegetated shelf elevation 238.50 fmsl
Sediment cleanout, top elevation (bottom of pond) 233.00 fmsl
' Sediment cleanout, bottom elevation 232.00 fmsl
Sediment storage provided 1.00 It
Is there additional volume stored above the state-required temp. pool? Y (Y or N)
Elevation of the top of the additional volume 240.0 fmsl OK
Form SW401-Wet Detention Basin-Rev 8-9117/09
Parts I. & II. Design Summary, Page 1 of 2
' Permit No.
(to be provided by DWQj

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0. O"W
Surface Areas
Area, temporary pool 8,932 ft
Area REQUIRED, permanent pool 3,955 fit'
SA/DA ratio 0.59 (unitless)
Area PROVIDED, permanent pool, A,,,,,_pw 6,477 f? OK
Area, bottom of 10ft vegetated shelf, Ab,,_,t q 4,982 ft?
Area, sediment cleanout, top elevation (bottom of pond), Ab,_po d 551 f'
Volumes
Volume, temporary pool
Volume, permanent pool, Vpem,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vp,m ?a
Area provided, permanent pool, Ape m w
Average depth calculated
Average depth used in SA/DA, d.„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap, "
Area, bottom of 1 Oft vegetated shelf, A,o, s„ el,
Area, sediment cleanout, top elevation (bottom of pond), Ab, pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, d.„ (Round to nearest 0.5ft)
' Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (H.)
Drawdown through weir?
Weir type
Coefficient of discharge (C..)
Length of weir (L)
Driving head (H)
' Pre-development 1-yr, 24-1r peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
' Additional Information
Vegetated side slopes
Vegetated shelf slope
' Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
' Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
' Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09
7,962 ft' OK
16,562 ft'
3,299 ft'
19.9% % OK
85 %
N (Y or N)
Y (Y or N)
0.59 (unitless)
N (Y or N)
16,562 ft'
6,477 ft
It
It
Y (Y or N)
6,477 f'
4,982 fe
551 it'
5.50 ft
3.04 ft
3.0 ft
Y (Y or N)
1.50 in
in2
0.60 (unitless)
0.33 It
N (Y or N)
(unless)
(unitless)
It
ft
13.58 ft'/sec
0.06 ft'/sec
0.06 ft3/sec
3.45 days
Need 3 It min.
OK
OK
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 It OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
1764 OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Note to pump in case of emergency
Paris I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
UL Rx T
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
Tr- to of -O 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
'CPW F d 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
TFVJ PF-to 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
N D 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
_T w c.Jr- 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
C rG to verify volume provided.
TT VJ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
t entire drainage area is stabilized.
TVW ?, lGS 7. The supporting calculations.
- 7 PM 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
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Wet Pond Area Supporting Calculations
Area - #4/5
Inflnw Cmbvdmfinna
Draktage A 670,387 SF 15.39 Acres
=
f ious Area 0 SF 0.00 Acres
ent Impervious Arew 34,450 SF 0.79 Acres
U.uu%
Pre-develop ment Run-off Coefficient C 0.30
Post-dev ent Run-off Coefficient C 0.33
2.94 in/hr
Pre-development 1-yr. 24-hr peak flow (Qk
0 = C'I'A Q 13.58 ft/sec
Post-development 1-yr, 24-hr peak flow (a) :
0 = C'I"A as 14.97 ft /sec
gage Volumes: Non SR Waters Calculations
_ .05+.9"(impervious (ac)tDA (ac))
RV
vowme required = jmiu " Ka - Kv - A
V 5377.03
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Wet Pond Area Supporting Calculations
Area - #4/5
Intensity Calculations
Finding The 10yr,; 24-hr Storrn+ 5.11 inches
reading attached chart
Time of Concentration Calculations

Charve in Elevation ft., N, 73 feet
Time of Conc.: Tw
8.37 minutes
10 r Peak lntensi Calculations
FindbV The IOW, Tc. 0.60 inches
reading attached chart
in min * , mWh r 4.30 inches/hour
Ur Peak Intensity Calculations
fk?*V The 1yr, r ., 0.41 inches
by resOV afta&ved chest
in t min * minthr 2.94 inches/hour
H draulic Length (ft.), L 1755

?

?L3lH}?11Z8 feet
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IMPERVIOUS CALCULATIONS
Permanent Pool Storage Volume
Incremental Total
Elev. Area (s.f.) Volume (c.f.) Volume (c.f.) Depth (ft.)
233 551
767 767 1
234 983
1,235 2,002 2
235 1,486
1,774 3,776 3
236 2,062
2,386 6,161 4
237 2,709
3,064 9,225 5
238 3,418
1,803 11,028 5.5
238.5 3,794
2,236 13,263 6.0
239.0 Perm Pool 5,148
2,952 2,952 0.5
239.5 6,661
3,452 6,404 1
240 7,145
Forebay Volume = 20% of Permanent Pool Volume
Permanent Pool Volume = 16,562 c.f.
Forebay Volume Reqd.= 3,312 c.f.
Forebay Volume Provided
Incremental Total
Elev. Area (s.f.) Volume (c.f.) Volume (c.f.) Depth (ft.)
235 390
486 486 1
236 582
694 1,180 2
237 805
930 2,109 3
238 1,054
561 2,670 3.5
238.5 1,188
629 3,299 4.0
239.0 Perm Pool 1,329
240 178( 1,558 1558 1
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Water Quality (WQ) Riser:
Wet Pond #4/5
1) Determine temp. pool volume and depth
2) Interpolate the average surface area of the temp. pool.
Temporary Pool Volume: 7,962 c.f
Desired Drawdown time: 3.5 days
Number of Holes: 1
Diameter of Holes: 1.5 in
Area of hole: 1.77 in^2 = 0.01 ft^2
Orifice Coeff.: 0.60
Temp Pool Depth: 1 ft
Temp Pool Area: 8,932
(Consider the side slopes and use the average area between WQ Pool and Norm. Pool)
Desired Drawdown time (min): 4968 Outflow value at Tdesired (cfs): 0.000
Drawdown Curve Data
Height over
Time Time C/L of hole: Outflow
(days) (min) (ft) (cfs)
0.00 0 1 0.059
0.01 15 0.994 0.059
0.02 30 0.988 0.059
0.03 45 0.982 0.059
0.04 60 0.976 0.058
0.05 75 0.970 0.058
0.06 90 0.965 0.058
0.07 105 0.959 0.058
0.08 120 0.953 0.058
0.09 135 0.947 0.058
0.10 150 0.941 0.057
0.11 165 0.935 0.057
0.13 180 0.930 0.057
0.14 195 0.924 0.057
0.15 210 0.918 0.057
0.16 225 0.913 0.056
0.17 240 0.907 0.056
0.18 255 0.901 0.056
Change in Change in
Volume Height New Height
(c? (ft) (ft)
53 0.006 0.994
53 0.006 0.988
53 0.006 0.982
53 0.006 0.976
53 0.006 0.970
52 0.006 0.965
52 0.006 0.959
52 0.006 0.953
52 0.006 0.947
52 0.006 0.941
52 0.006 0.935
51 0.006 0.930
51 0.006 0.924
51 0.006 0.918
51 0.006 0.913
51 0.006 0.907
51 0.006 0.901
50 0.006 0.896
1
1
1
1
1
1
1
1
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1
1
1
1
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1
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1
1
0.19 270 0.896 0.056 50 0.006 0.890
0.20 285 0.890 0.056 50 0.006 0.884
0.21 300 0.884 0.056 50 0.006 0.879
0.22 315 0.879 0.055 50 0.006 0.873
0.23 330 0.873 0.055 50 0.006 0.868
0.24 345 0.868 0.055 50 0.006 0.862
0.25 360 0.862 0.055 49 0.006 0.856
0.26 375 0.856 0.055 49 0.006 0.851
0.27 390 0.851 0.055 49 0.005 0.845
0.28 405 0.845 0.054 49 0.005 0.840
0.29 420 0.840 0.054 49 0.005 0.835
0.30 435 0.835 0.054 49 0.005 0.829
0-31" 450- 0.82#? `. ` 0:054. 4r (100 . - . - ?
0.32 465 0.824 0.054 48 0.005 0.818
0.33 480 0.818 0.053 48 0.005 0.813
0.34 495 0.813 0.053 48 0.005 0.808-
;;
0.35
510
0.808
0.053
48
0.005 :
.. 0.802
0.36 525 0.802 0.053 48 0.005 0.77t-
0.38 540 0.797 0.053 47 0.,792
5555- w . ' G,7 0 05f3 .005 . 078
0.4(1 570 0.786, 0.052. 7
.OC15.y
0
?1
a.4 585 a.7s a.o5z 47' 0.005 0776
0.77C , 0.052 47; 4:p0?q

0.43
615
0.770
0.052
47 0,ti
6.065
0.765
W)52 - 47 f1.00 (17b0.
0.45 645 0.760 - 0.052 ?46 0.005 0.755
0.46 660 0.7 5 0.051 4 O,E l3 0.750 :'
0:47

` 675

. 0.750` 0.052 46 0.005
0:44
0.48' 690 0,744, 0.051 0.005 0:734
0.49,' 705' 11.7 0.051- 46 0.005 - a734,
0.50, , 720 0.734 0.051 , 46 0.005 0;729
0.51 735 0.729 0.050 45 0.005 x724
0.52: 750 0,724, 0.050- 45 O.005 0:719
0.53 765' 0:719 0.05 45" 0-005' x743' .
0.54 78(1 0.714 0.050 45 0.005 ` 0.709
0.55 795- 0.709 0.050 45 0.005. 0.704 .
0.56 810 0.704 0.050 45 0.005 0.699.
0.57 825 0.699 0.049 44 0.005 0.694
0.58 840 0.694 0.049 44 0.005 0.689
0.59 855 0.689 0.049 44 0.005 0.684
0.60 870 0.684 0.049 44: 0.005 0.679
0.61 885 0.679 0.049 44 0.005 0.674
0.63 900 0.674 0.044- 44 0.0051 0.659
+ 9M, 0.669 0.04 .0,664=
0:65 930 0.04&. 0. 4.04, z 0.660"
0.66 945 0.660 ; 0.048 43. U05" 0.655 , . ?
O.67 960 0.655 0.044 43, 0.005 0.650
0.68 ? 975 0.650 0.048 43 0.005 0.645
0 991} 0.64 0.047 43 0.005
0.640

0.70 1005 0.640 0.047 43 0.005 0.636
Ck 7I 1tY 0' - 0.636-",: . 0:047 " 42 0".tom E3 63 •" „
0,72 14135 0.631 U47, 42 0.005 0.626
0.73 1050 0.626" , 0.047 42 0.005, 0.621
0.74 10115 0.621 0.047 4T, 0.005. 0. 1"7,
635 10 0.046 42 0,005 0.612 ,
0.76 1095 0.612 0.046: 42. 0.005-. 0.607
0.7`7 11`10 0.607 0.046 41 0.005 0.603
4.78 1125 0.603 0.046 41 0.005 0.598
13:7 1140 0.5 R 0.046 4V ., 0.005` 0.593,
0.80 1155 0.595- 0.0461 41 .x ° `0.005` 0.5W:' '
0.81 1170 0.589 0.045 41' .' 0.005 01584
0.82. 111851- 0684, 0.045, 11 41 0z40i; 0.5811 '
0.83 1200 0.
580 0.045 4 , 4f} 0.0E?5 01575
084: H 1215 1
0.575 0.045 40 0.005 0.571
1234 0.571.
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0.8.9 1275 0.557 0.044 40 0.004 a553
1190 1290 0.553 0.0,44 40 0.004 0.5
0.91 1365 0.548 0.044 39 0.004 0.544
0.92 1320 0.544 ' 0.044 33 0.Q(l4 0.54!1;
0.93 1335 0.543 0.043 341 0 OQ4 0.535
O.94,... 1350,-. .., 0.535 0.1043 39 , ; . 0:004 - 0.53tF,
0.95 1365 0,531 0:043 39 0.004 0.527
0.W 1380 0.527 0.043 39 0:004 0:522; s
0. 139`5 " 0.322" . ". ' 0.043 38
X 0.004 0:51s--
0.98 1410 0.518, 0.04 38 0.004 0.514
0:991 1425; 0.514: 0.042. 38 aOO4.. 0,509
1.00 1440 0.509 0.042 38 0.004 0.505
1.01 1455 0.505 0.042 38 ' 0.004 04501
1.02 1470 0.501 0.042 38 0.004 0.497
1.03 1485 0.497 0.042 37 0.004 0.492
1.04 1500 0.492 0.041 37 0.004 0.488
1.05 1515 0.488 0.041 37 0.004 0.484
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1>07 1545 ° }.481 ilA4
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1.0' .. -: 1575 O 4,721. _ 0.0 37 0.004 F

1.10 .
1590" 0.468 0.040 36 0.004 0.464 .
,
1.11 1605 0.464' 0.040 36 OM4 0.460
1.13 1620 OAW '. 0.040 " 36 0.004 0456
1.14 1635 0.456 0.040 36 0.004 0.452
1.15 1650 0.452`. 0.0.. . ' 36 0.1 0.44W'
1.16 1665.; 0.44€1 0.W 36 0.0041 Oz444-
1.17 1680 0.444 0.039 ° 35 0.004 aW '
1.18 1695 -' 0.440 O A39' ` 35 0.004- ° 0.4
12? -< 1111 " ffc#3 ' , 031-=t. ?,.; :4> C>? : .
1.20 1725 0.432, 0.039 35 0.004 0.428
1.21 1740 0.429' A 35' 0.004 0.424
1.22 1755 0.424 0.038 35 0.004 (1420
1.23 1770 0.420 0.0381 r' 34 0.004 0.4'1
1.24 1785 0.416 0.038 ' 34 0.004 0.41`2
1.25 1800 0.412 0.038 34' 0.004 0:40
1.26 1815, M4 n. 0:039 , 34 0.004, 0.405
1.27 183Q,_ 0.405, „ 0.039 ?4 0.004 ¢.4111
1.29 1845` 0.401 . , 0.037: 34 0:004 0.39
. T7 0.037
34
0.004
0.393
1.30 _ .r,
1875 0-393-- 0.037 -? 33 0.004 ().390
1:31 1$9fl 0.39f1 0.037 ' 33 0<386
1.32 1905 (14386 0.037 3 f1.004 0.382 '
1.33 1920 0.382 0.037 33 0.004. 0379
1,34 1935 0.379 0.036 33 .
0.004 0.375
1.35 1950 0.375' 0.03E 33" 0.004 0.371
1.31 1965 0.371 0.036 3,1 0.004. o; 36g
1.38 198(} 0.368-
0.036,
32 .,
0.004
dry
1.39 1995 0364 0.036 32 0.004 0.3W
1.40,- 2010 0.360 0.031 32 0.004 0,307
1.41 A ?025 4.357 0.035: r 3,2 ~r fffCl04° ` ©.3S3
1.42 2040 0353 0.035 32, - 0 0.3 0
1.43 2055 01350 0.035. A 0.004, 0:346
1.44 2070 0.346 0.035 31 0,004, 0.343
1.45 2085 0.343 0.035 31 0.003 0339
1.46 2100 0.339 0.034 31 0.003 0.336
1.47 2115 0.336 , 0.034 31 0.003 0.332
1.48 2130 0.332
1.49 2145 0.329
0.034 31
0.034 30
0.003 0.329
0.003 0.325
1
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1.50 2160 ". 0325 0.034 30, 0-003
, a3221,
1-. 1 2175 ( 4:034. 30 0.001 - ? CIL311..
5 219 - 0.3'x f.4:43 34 OAMY, X15
1:53 2205 0L3 0.033
< : 40 0.003 f .312.
.
1.54 2220 0.312 0.033 30 uw 0.309 k
1.5. T
2235 0.309 0.033 39 0.003 0.305
1.56 2250: 0.3005 0.033, 29 0,00 0.
1.57 2265 0.302 0.032 29 0.003 0.293
1.58 r 2280- " 0299 '0.032 29, 0.003: 0.296
2:59 " 2295° 0.296, 0:032 2% (11*3; 0.292
t . 23,W ; 8292
1.61 2325" 0.289 0,032 29, U03 , 01286
1.63- " 2340° 0.286 0:032 28 0.003 0.283,
1.64 2355. 4.283 0.031 )8 0.003 0.280
1.65 2376 0.280E 6:031 X 28 0M3 0.27E
1.66" 2385 0.276 0.031 28 0.003 0.273
.
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1.6
8 2415. 0.276 .031 28 (1.003 ` ' ' 0.267 :
1.69 2450 0.26' 0:031 27, 0.003, '0.264
1.7a- - 2445.: 0.2 0.43@ 27 0 0 0.261,
2460.. 0,261
.. 0.030 27 0 )3 0258

2.7"
2475
(?258
03t
27
D.(l03 "
0.255
1,73 2490 0.255 0030 27 0.043 0.252
1.74 2505" < '`'O.2'52 o .0o 27-- 0.043 ' 0.249
1.75 2520. 0:2407=, 0.4 9 . 27. 0,om 0.246,
1.76.r .. 2535 0.246 0.0291- 26 0,003 0243
1.77 , . 2550 0.243 0 029 26 0,003. 0.240
1.78x 2565 240 0.029 26, 0.003 0.2,.37
1.79 2580 0.237 ? 0.029' 26, ? 0:003 6.214
1.gU: 2595 0:234- G.029 26 0.003, 4.235,,
1$t 2610-, 4.231 0.028 ' 26 0.003 :.' 0.228
1.82 2625 0.228 0.028 25 olo OM6
1.83 2W` 0.226 0.028 25 0013, `

1.84
_655
0.2
25.l :o
11:3 _
0:220
1.85 2670 0.224 0.028 25. ' E1043' 0.217
,
1.86 2685 0217 0.028 - 25 4.003 0:21,4-
1.88 2700 0.214 0.027 25 0.003 0.212-
1.89 2715 0.212 0.027 24 0.003 0.209
1.90 2730 0.209 0.027 24 0.003 0.206
1.91 2745 0.206 0.027 24 0.003 0.203
1.92 2760 0.203 0.027 24 0.003 0.201
1.93 2775 0.201 0.026 24 0.003 0.198
1
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1.37 2835 0.19Q 0.026, 23 0.0Q, O.,I 8 .
1.98 2854 0.188 0.026 23
:
. 0.003 0.185 s
1,99 2865 0.185 0.02 .
, t
23 0.003 6.182
2>00. 2880, 0.18 0.025 x 23. Q 0.184}.
2.01 2895 0.180 0.025 23 0.003 (1:177
2.02-1, 2920 0.377 0.025 " 22 4,1,003 -, 0375" 1
2;03 2925' 0.175. 0.025 22 0,002- . ;
r
0372
2 0# ?944 0:1:72 0:025 = 22 0.002 0:17[1
1:05 2955 f.170 0.024 22-, ROOT-, 0,167
"' ice+rft ,.'29!w,'- . :4 9-A-167 Vii.+ -e rn Oi.? !5„' i':°4 fix) 7:.22,4„"x^?.. ` A ,'YJ4`>r F7Yi ..
2.07 2985 0.165 0A24 12 0.002 0.163
IM' 5000- 0.143 0.024. a= "0.4)f?? CIA60
2.09 3015 0.160 0.024 -11 0.002 0.15€3
ISW g
(f
2.14 3045 0.155 0.023 2I 0.002 0.155
2.13 ' 3060 0.153
_ 0.023 21 0.002, 0.151
2.1*', 3075, 0.1,51. 0:023?? ,. 21 0,002, 0344, ,.
2<15 3090- 0.148 0.023 20 0.002 0,146
2.16:. 310?;
z 0.146 0.023 20 0,002"' . 0.144
2117
2iy 014'4
99F`3c'"
14 0.022
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0:0 0.142
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2.18 3135 2
0. 0.0
2 ?Q 02 t
1
2. 3150 0,139 41.4222 20 0.002 G.137'
2.211 3165` 0.137 4?.A 20 €42 0* 35'
2.21 3180 0.135.: r., A . 0.022 243 0,002,_, 0.133
2.22 3195 0.133 0.022. 1l 0.002 0,131 .
2.23 3210,. 0.131 ? 0621 13 0.002 0.129
2.24 3225 0.12S!,, 0.021 19= . 0.002 ? 0t126-
2.25 324 0.126 0.021; 19 Q.41Q2: - 0.1241
2.26 3255 0.124 0.021, 19 6 0oz H
2.27 3270 ? 0.122 0:021 1 002
2.28 3285 0.120 0.020 18 ?., f1 E?02 0.1'18
2.29 3300 0.119 0.020. 18 0,002 0:116--
2.30 33151 ' 04116. 0.0211- 18 0:002 0.114
2.31 3330 0.114 0.020 18 0.002` 0.112
2.32 3345 0.112 0.020 18 0.0(32 0.110
2.33 3360 0.110 0.020 18 0.002 0.108
2.34 3375 0.108 0.019 17 0.002 0.106
1.35 3390 0.106 0.019 17 0.002 0.104
2.36 3405 0.104 0.019 17 0.002 0.102
C

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I'2.393435 0.100 0.01.9 17 0.002 0.098

2,44 ? 3451?. p.OW 0.019 17. 0,442 ? °.... ^'
1 340. 0.096 0.018 17 0.002 _ Q,095
2.42 3480 0.095 0.018 16 , a002 0.093
2.4 3495 0.093 0.018. . 16 Q.00":, 0.091 r
2.44 3510 0a 1 ?` 0.018 ,16 0;00? 0.089
2.45. 35 5. 0.0?I 0.018 16 . 0.002 0.0817
2.46'- 3540} 07 0.017 6 0.00 UM
2.4-7 3555' 0.086, 0.017 . 16 U02 0.084
2.48 3570 O.084 - 0:017 15 _ 0.00 " ` 0.082 "
2.49 3585 ` O.'08 -'X' 0,131.7 .x.15 0:002 ,. 0.080
2:5€2 .36?> .. ? ;.

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2.51 3615 0.079 0.017 15 0.002 0.077
2.52 3630 0:477 0:016` 1'5 0.002
0.075
2.53 3645E 0.075 0.016 15 0.002 0.074
2 3 ` 0 07 ,0.1 C '' 14 SCf bO $
2.55 3675 0.072 0.026 14 0:002 0:071;
2.56 369€1 0.071 0.016 14 0.002- 0.001
3705 , OA&, , , 0.0-16• 14 - U OZ,, 0.067 .
2.5 # 3720 OAT 00 5 e 14 0002. 0.066
2.59,' 37 •5 0.066 0.€15 , 14 0.002 6.064 .
44 3750

1, 0Ob4 0.015, CY 1

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2.61
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0.063
0.015
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0.001 7
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2:63 ". '3780 0.061"'' 0.015 13 0.001 O:Ow

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3 5 .:
0.060
0.014
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0:1101 y
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2.65, 3810 0.058 0.014 13 0,001 0.057
2.66 3825 0.057 0.014 13 0.001: 0.056
2.67 3840 0.056' 0.014 13 0.001'' 0665 4
2.68 3855 0.054• 0.014 12 0.001 0.053:.
2.69 3870^ 8053 0.014 12 0.001 0.051
2.70 3885 0.051 0.013 12 0.001 Oy450
2171 3900 0:050 0.013: 12 ` 0.001 0.0,49
,
2,1Z 3915 0:049 0.013 12 ?. 6.00i' 6.04'7
2.73 3930 0:047, 0.013 = 12 0.001 0.046
2.74. 3945 0x046 0.013 , 11
0.001
0.045
2.75 3960 0.045 0.013 11 0.001 0.044
2.76 3975 0.044 0.012 11 0.001 0.042
2.77 3990 0.042 0.012 11 0.001 0.041
2.78 4005 0.041 0.012 11 0.001 0.040
2.79 4020 0.040 0.012 11 0.001 0.039
2.80 4035 0.039 0.012 10 0.001 0.038
u
2,81
Z BZ ..406.5 ; 0,056 ;; - O
.Q I ' to''
.. 2.83r ? - 4"t yy
244, 4095: 0.034. :.S . 0.011 10' 0.001 0.03
3
2.85 4110 0.033 0.011 1.0 0-001 r
0.032
N 2.86' 4125 0.032 0.011 10 ?0.001 ' 0.031
2.
88
f .

41.40 -

Obt't r '

0.0

0.0 4 -
2.8t, 4155' 0.030 0.010 ' 9 0.011 0.029
2-90,,," 4170 0.02 0.010-.: .. : 9 0,001, r € 028
9T:"' 4185: 0.028 a010 9 0.001 0.027
® 2.92 42W 0.4127` 0.010 9 0.00t, ? 0.026
zo:. 421511, 0.0276- 010W 91 001, €F: .
N 2.95 4245 0.024 0.009 8 0.001 0.023
2.96 424 0.023" „ 0:0(19 i f 0.001 ' ` 0 022'
2.97 427,51 0.(122
, 0.009 8 0.001 0.021
??- o.0os 11
's ? ?f1:001 ;
2.99- 4305 0.020 0.066 8 (1:002 }:t?2
3..00 _ 434, 4020 0.008 1 ? 7. 0:001, 0.01g
3.01 4535 11.01%.. 0-00&, 7 0.001 0.018 t
3.02 4350 0.018 0.008 , x 7 0.001 0.017
103 4365 6.617 0.008 7 6
3.04, 48
3.05 3 _ .1?0, I ? ?0. Oi 6.0 1
3.06 4410. 0.015 flAT ? 0.001, 0.? 4
z:
3.07
4425
0.014, 0.00 ?
6
0.00'1
0. 02 3
31* 4440, 0.011 0.007 6 UK 01013
3.09' 4455, 0.013 0.007 6 0.001 0,012,

3.70
3
3.11
4470

448$,,-
0.012 r

0.011..
0.006

0.006
6

6 t
0.01Y

0.
0.f)l
t
0.01 i
3- . , 4-500 O.O.z 1 ; 0.006 6 001, . 0,010,
3.14 451.5 ,. _. 0.01 , o. 0.006 5 0.001 0.010
3.
1
5
,
, . 4530 0.010 0.006 5° ' a 0.101 ate
,,,
,
1
'
116 4545: , 0.006 ` 5 0.001 0.008
3.17 4560 0.008 0.005 5 0.001. 0.00&
3.18 4575 0.008 0.005 5 0.041, . 0.007
r

3.19
3.20
3.21
3.22
3.23
3.24
4590
4605•
4620
4635
4650
4665
0.007
0.007
0.006
0.006
0.00:5
0.005
0.005
0.005
0.005
0.005
0.004
0.004
s 0.001. 0.007-
4 ' 0.000 0.006
4 0.000 0.006
4 0.000 0.005
4 0.004 0.005
4 0.000 0.005

u

n
n
n
n

u
0

G
F
;3.25 0., , (3. E)0+ . 4
3.26 4695 O 4 r 41.1104 0.? ;

3.27
471 3
ao E ?
3.28 4725 0.003 , 0,{.?03 3 0.000
0..4
3.29 4740 0,003 OM3 3 0.00 0.003
?3.30 4755 0.003 0.003 3 0.000 0.0(r-
3.3.1 47710'. - 0.002 0.083 - 3 0. Via
3.32 4795, 0.002 0.003 0.000 o.002
3.33, 4800 0.002=,, 0.003 ' 2 0.0. 0.002.
3.34 - 4815, 0.002 0.092`- 2 0.000 0.041
3.35 4830 {x.002 01400, 2 0.000 0.001
3.36 ,.:a .. 4845`° O.( E {l 2 0.0 -: 0 >
-01
3.39 4875 0.001 0.042 1 0.000 0.001 1
3.46 4890 0.60f, ' O., 001 °.:. 0.00 " ; 0(3(?
3.41 4905 (3.000 0.001 1 0.000 ol.cm
3 42

3.43 ` 4935, 0+000 0.001 1 0.000 ., 0.0
3.44 495a-, 0.000: 0.001, 1 Q. W 0.00W

3.4S , . '
?. 496 z
Fk410f#
4.0+ -
0
O.L"
E)Ot}...
0

1
1
1
1

1
1
1

H
1
Riser Design for Wet Pond No. 4/5
Drain Area = 15.39 Ac.
1 Yr, 24 hr. Intensity = 2.94
Cc = 0.33
Peak Flow
I = 2.94 in/hr.
C = 0.33
A = 15.39 Ac.
0. = CIA
Q = 14.97 CFS
Principal Spillway Riser Elevation =
Riser Invert Elevation =
Barrel Invert Out =
Barrel Length =
Barrel Size =
Kp =
Barrel Area =
Q barrel =
Riser
Length of Weir
Q riser = 15.3 CFS
H = 0.75 ft
240
237
236.58
84 ft.
21 "CMP
0.0126
2.41 sf
16.62 CFS
7.85 ft
H is Weir depth above riser.
Capable of Carrying

1
1
I
I

1
1
ANTI-FLOTATION OF WET POND #4/5
ELEV. @ TOP OF RISER = 240.0
ELEV. @ BOT. = 237.0
H = 3.00 ft
RISER DIAMETER 2.5 ft
AREA OF RISER = 4.9 s.f.
VOLUME OF RISER = 14.7 c.f.
DIAMETER OF BARREL = 1.8 ft
AREA OF BARREL = 2.4 s.f.
EXPOSED LENGTH = 0 ft
VOLUME OF BARREL = 0.0 c.f.
WEIGHT OF WATER DISPLACED = 0,919 Ib
FACTOR OF SAFETY (10%) 1,011 lb
UPWARD FORCE TO OFF SET BOUYANCY 1,011 Ibs
REQUIRED VOLUME OF CONCRETE ANCHOR = 11.5 c.f.
ANTI-FLOTATION PAD REQUIRED
DEPTH = 1.20 ft
DIAMETER = 3.50 ft
Total Volume Provided 11.5 C.f.
Outlet #6
I sed trap FK0702 Outlet Cover 10.29 AM on Date: 602010 Page 1 of 1
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III
L
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III

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A-VIA
NCDENR

STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
f. ECT W. F TION
Project name Franklin County Hub Road
Contact name Tom Wanko
Phone number 910-692-5616
Date May 18, 2010
Drainage area number #6
q. T
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
28,520.00 ftz
14, 560.00 ftz
51.05 %
0.61
0.40 cfs
5.00 min
7.2 in/hr
2.88 cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Width of grass 30.00 ft
Width of dense ground cover ft
Width of wooded vegetation ft
Total width 30.00 ft
Elevation at downslope base of level lip 231.50 fmsl
Elevation at top of bank of the receiving water 230.00 fmsl
Slope (from level lip to to top of bank) 5.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 29.00 sq ft OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 0.40 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5
Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
13.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
0.00 ft
8.00 ft
2.00 ft
2.88 cfs
P300 Polypropylene
• W •

• Y
t
--------------•
-------------
M
M
i B i
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

P t
T77 3 !. ?'
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
TFW b 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
VF-O*s 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
N q 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
etc,
"VFW_ ?zAca 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
TFW_ Q61 C, 6. The supporting calculations.
"Ttw 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
?I

F

D
n
n
0
LL

530 FT
[Heig ht of Watershed 12 FT
(AV, 28,520 SF 0.65 Acres
proms 1 s Area 0 SF 0.00 Acres
14,560 SF 0.33 Acres

Pre-d m P 0.00%
Posf-cMv 51.05%

ftiri-wcbomc? 11
W. TIT

Pre-development 1 yr, 24-hr peak flow (Q)
t??:. Fem., r: : _ QG 0.97 ft /sec "_,
Pact-cfi-9Wprw *'l-yr, 24-hr peak f
Q 1.95 ft /sec
.?tL
e
F t
0 29 SF
? "t ? i' ;.,?`". ?-Y •?:P "tSy?,uo..iy... ^t .'?!j. X` +?" .? -Ci.=T' ?I?.l??1 i
1

.'r.t'?C'i?.;.Q:t+4"rFY^:+?.1T{jr•-:?il'?I"`9c'!R.'N3 I: .5V"
:1-..... . `?`?'?Hy, iH A11Z:h
#?" 9a K`':li ??.T."L.: _'Y}i'4R... ?Y...dl.:.
w4
0.30
0.61

Y ? .
?.
Ra
m

. 1.0 in
itrt
`
1
, 24hr r? t ? 4.92 in/hr
Hub Road
Diffuse Swale Calculations
Bypass Swale No. 6
Qto=CIA C= 0.61 1= 7.2 A= 0.65 Q10 = 2.88 CFS
channel calculator for bare earth swale
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.4801 ft
Solving for ..................... Depth of Flow Velocity ........................ 6.2478 fps
Flowrate ........................ 2.8800 cfs Full Flowrate ................ ... 129.4067 cfs
Slope ........................... 0.0550 ft/ft Flow area ..................... .. 0.4610 ft2
Manning's n ..................... 0.0200 Flow perimeter ............. ..... 2.1470 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.2147 ft
Bottom width .................... 0.0000 ft Top width ..................... .. 1.9203 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 8.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ..................... .. 8.9443 ft
Percent full ................... . 24.0043%
channel calculator for permanent grass swale

Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.5922 ft
Solving for ..................... Depth of Flow Velocity ........................ 4.1063 fps
Flowrate ........................ 2.8800 cfs Full Flowrate ................ ... 73.9467 cfs
Slope ........................... 0.0550 ft/ft Flow area ..................... .. 0.7014 ft2
Manning's n ..................... 0.0350 Flow perimeter ............. ..... 2.6483 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.2648 ft
Bottom width .................... 0.0000 ft Top width ..................... .. 2.3687 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 8.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ..................... .. 8.9443 ft
Percent full ................... . 29.6093%
Temporary Liner Design
Permissible Unit Shear Stress, Td
T=vds Lining Type Ibs/ft.2
t= Shear Stress in Ibs/ft.2 straw w/ tack coat 0.35
y= Unit weight of water 62.4 Ibs/ft.3 S75 straw w/ net 1.55
d= Flow depth in ft. P300 polypropylene 3.00
s= Channel Gradient in ft./ft. P550 polypropylene 4.00
d50 Stone Size (inches)
d= 0.48 ft. 1 0.33
S= 0.06 ft./ft. 2 0.67
t= 1.65 lb/ft.2 6 2
9 3
12 4
Lining Required: P300 Polypropylene 15 5
18 6
21 7.8
24 8
? Outlet #7
F
I sed trap FK0702 Outlet Cover 10:44 AM on Date: 6/2/2010 Page i of 1
? NA1F
?
`
NCDENR
STORMWATER MANAGEMEN T PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
-
L PRW EM INFORMAT=
Project name Franklin County Hub Road
Contact name Tom Wanko
Phone number 910-692-5616
Date May 18, 2010
Drainage area number #7
IL DESKS ) FORMATICIN

For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
75,878.00
f'
Impervious surface area 11,676.00 ftz
Percent impervious 15.39 %
Rational C coefficient 0.39
Peak flow from the 1 in/hr storm 0.68 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.2 in/hr
Peak flow from the 10-yr storm 4.89 cfs
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? Y (Y or N) Please complete filter strip characterization below.
To a filter strip or riparian buffer? N (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 30.00 ft
Width of dense ground cover ft
Width of wooded vegetation It
Total width 30.00 ft
Elevation at downslope base of level lip 232.00 fmsl
Elevation at top of bank of the receiving water 230.50 fmsl
Slope (from level lip to to top of bank) 5.00 % OK
' Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 25.00 sq ft OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 inihr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
' Length based on the BMP discharge rate? N (Y or N)
Design flow 0.68 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 1 of 2
N Length of the level lip 13.00 ft Level spreader length OK.
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Dimensions of the channel (see diagram below):
M 5.00 ft
B 0.00 ft
W 10.00 ft
y 1.00 ft
Peak velocity in the channel during the 10-yr storm 4.89 cfs
Channel lining material S75 Straw wl Net

t •-------------
y I
-------•
M M

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
C'
N
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
TF W RE-0(a 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
TPw 0 F-oli 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
' W DP-401 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
'I - Level lip,
- Upslope channel, and
- Downslope filter fabric.
N A 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
C /G
?C4, 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
??.
t ? w t
?alcS 6. The supporting calculations.
PW 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
I Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
1
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1

Level Spreader Supporting Calculations
Area - #7
L of Watershed 640 FT
H ' t of Watershed 15 FT
Drain ?, 75,878 SF 1.74 Acres
Pr atlm Area 0 SF
j 0.00 Acres

,
1!?gMi mw
P2
11,676 SF
0.27 Acres
p' f " P' . 0.00%
67ttn 15.39%:-F
P & coaffid?t G 0.30
P ttl8ttt -`f C 0.39
RaOW D 1.0 in
t f 24 hr . nt8ns C - 4.92 in/hr
Pm.dav to 1 yr, 24-hr pm* now (0)i r
2.57 ft 'sec z
Pv"weinp? # 2444 POO flow (Q,
w... Q 3.36 ft /sec ,3 t* ax?? ?rt<t
F Ems
4 c#S' *raw$ 25 SF ` -
f
0

1
L

Hub Road
Diffuse Swale Calculations
Bypass Swale No. 7
Qto=CIA C= 0.39 1= 7.2 A= 1.74 010 = 4.89 CFS
channel calculator for bare earth swale
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.4214 ft
Solving for ..................... Depth of Flow Velocity ........................ 5.5082 fps
Flowrate ........................ 4.8900 cfs Full Flowrate ................. .. 49.0005 cfs
Slope ........................... 0.0450 ft/ft Flow area ..................... .. 0.8878 ft2
Manning's n ..................... 0.0200 Flow perimeter ............. ..... 4.2972 ft
Height .......................... 1.0000 ft Hydraulic radius ........... ..... 0.2066 ft
Bottom width .................... 0.0000 ft Top width ...................... . 4.2137 ft
Left slope ...................... 0.2000 ft/ft (V/H) Area ............................ 5.0000 ft2
Right slope ..................... 0.2000 ft/ft (V/H) Perimeter ...................... . 10.1980 ft
Percent full ................... . 42.1372%
channel calculator for permanent grass swale

Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.5198 ft
Solving for ..................... Depth of Flow Velocity ........................ 3.6202 fps
Flowrate ........................ 4.8900 cfs Full Flowrate ................. .. 28.0003 cfs
Slope ........................... 0.0450 ft/ft Flow area ...................... . 1.3508 ft2
Manning's n ..................... 0.0350 Flow perimeter .............. .... 5.3006 ft
Height .......................... 1.0000 ft Hydraulic radius ............ .... 0.2548 ft
Bottom width .................... 0.0000 ft Top width ...................... . 5.1976 ft
Left slope ...................... 0.2000 ft/ft (V/H) Area ............................ 5.0000 ft2
Right slope ..................... 0.2000 ft/ft (V/H) Perimeter ...................... . 10.1980 ft
Percent full .................... 51.9762%
Temporary Liner Desisn
Permissible Unit Shear Stress, Td
T=vds Lining Type Ibs/ft.Z
t= Shear Stress in Ibs/ft.z straw w/ tack coat 0.35
y= Unit weight of water 62.4 Ibs/ft.3 S75 straw w/ net 1.55
d= Flow depth in ft. P300 polypropylene 3.00
s= Channel Gradient in ft./ft. P550 polypropylene 4.00
d50 Stone Size (inches)
d= 0.42 ft. 1 0.33
S= 0.045 ft./ft. 2 0.67
t= 1.18 Ib/ft.2 6 2
9 3
12 4
Lining Required: S75 Straw w/ net 15 5
18 6
21 7.8
24 8

1
1
1
1
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
Use 18in for chart
=0
= 4 in
= 6 in
= A
= 9 in
= 6.0 ft
= 4.5 ft
= 7.5 ft
calcs include 1.25 factor of correction.
xI
' s:\1351\0001\calcs\FK0702 dissipators LATEST REVISION: 6/9/2010 4:25 PM PAGE 1 OF 1

? Outlet #8
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Area - #8
,"c*nU*ioa CakuW"nor
li l
L of Watershed
1,100 FT
Height afi watershed 4
n
ime of Concentratioft Mina
1
2 FT

Few Irmo r r.amumm"Im
386,204 SF
8.87 Acres
Pro-dev meat Impervious Area 0 SF 0.00 Acres
Poet-dev ed Im Area 13,300 SF 0.31 Acres
RL" 0.30
0.32
J.
t

u
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1

Hub Road
Area #8 Calculations
Existing Channel - Un-maintained, Light Vegetation
channel calculator for pre-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for .................... . Depth of Flow
Flowrate ........................ 18.5100 cfs
Slope ........................... 0.0175 Rift
Manning's n ................... .. 0.0500
Height .......................... 4.0000 ft
Bottom width ................ .... 0.0000 ft
Left slope ...................... 0.0485 ft /ft (V/H)
Right slope .................... . 0.0715 ft /ft (V/H)
channel calculator for post-developed conditions
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ...............
Solving for ..................... Depth of Flow Velocity ...........
Flowrate ........................ 19.7900 cfs Full Flowrate ....
Slope ........................... 0.0175 ft/ft Flow area .........
Manning's n ................... .. 0.0500 Flow perimeter.
Height .......................... 4.0000 ft Hydraulic radius
Bottom width ................. ... 0.0000 ft Top width .........
Left slope ...................... 0.0485 ft/ft (V/H) Area .................
Right slope .................... . 0.0715 ft/ft (V/H) Perimeter .........
Percent full .......
Computed Results:
Depth ........................... 0.7302 ft
Velocity ....................... . 2.0061 fps
Full Flowrate ................ ... 1725.7460 cfs
Flow area ..................... .. 9.2267 ft2
Flow perimeter ............. ..... 25.3137 ft
Hydraulic radius ........... ..... 0.3645 ft
Top width ..................... .. 25.2700 ft
Area ............................ 276.8366 ft2
Perimeter ..................... .. 138.6580 ft
Percent full ................... . 18.2562%
.......... 0.7488 ft
........... 2.0400 fps
............. 1725.7460 cfs
............ 9.7012 ft2
............... 25.9565 ft
............... 0.3737 ft
........... 25.9116 ft
........ 276.8366 ft2
............ 138.6580 ft
........... 18.7198%
I Permissible Velocity for Sand Loam Unprotected Existing Channels: 2.5 FPS
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Hub Road
Area #8 Calculations
Existing Channel - Un-maintained, Dense Vegetation
channel calculator for pre-developed conditions
Given Input Data:
Shape ..................... ...... Trapezoidal
Solving for ............. ........ Depth of Flow
Flowrate ................. ....... 18.5100 cfs
Slope ...................... ..... 0.0175 ft/ft
Manning's n ............ ......... 0.1000
Height .................... ...... 4.0000 ft
Bottom width ......... ........... 0.0000 ft
Left slope ............... ....... 0.0485 ft/ft (V/H)
Right slope ..................... 0.0715 ft/ft (V/H)
Computed Results:
Depth . ......... 0.9470 ft
Velocity ........................ 1.1929 fps
Full Flowrate ................. .. 862.8730 cfs
Flow area ...................... . 15.5174 ft2
Flow perimeter .............. .... 32.8278 ft
Hydraulic radius ............ .... 0.4727 ft
Top width ...................... . 32.7711 ft
Area ............................ 276.8366 ft2
Perimeter ...................... . 138.6580 ft
Percent full ................... . 23.6754%
channel calculator for post-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 19.7900 cfs
Slope ........................... 0.0175 ft/ft
Manning's n ................... .. 0.1000
Height .......................... 4.0000 ft
Bottom width ................. ... 0.0000 ft
Left slope ...................... 0.0485 ft/ft (V/H)
Right slope .................... . 0.0715 ft/ft (V/H)
Computed Results:
Depth ........................... 0.9711 ft
Velocity ........................ 1.2130 fps
Full Flowrate ................. .. 862.8730 cfs
Flow area ...................... . 16.3154 ft2
Flow perimeter .............. .... 33.6614 ft
Hydraulic radius ............ .... 0.4847 ft
Top width ...................... . 33.6032 ft
Area ............................ 276.8366 ft2
Perimeter ...................... . 138.6580 ft
Percent full .................... 24.2766%
II Permissible Velocity for Sand Loam Unprotected Existing Channels : 2.5 FPS
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Area - #9
L Watensh 775 FT
lHek ft of WaUnhod 16 FT
Drains Area A 236,406 SF 5.43 Acres
p towAr?; 0 SF 0.00 Acres
Post ' ment IMperylous " Ares 36,088 SF 0.83 Acres
P e nt lm kxm 0.00%
P I iat 15.27%
PWCNAO

Hub Road
Area #9 Calculations
Existing Channel - Un-maintained, Light Vegetation
channel calculator for pre-developed conditions
Given Input Data:
Shape ...........................
Trapezoidal Computed Results:
Depth ...........................
0.5230 ft
Solving for .................... . Depth of Flow Velocity ........................ 1.4879 fps
Flowrate ........................
Slope ........................... 11.4000 cfs
0.0150 fVft Full Flowrate .................
Flow area ...................... .. 407.5914 cfs
. 7.6617 ft2
Manning's n .................. ... 0.0500 Flow perimeter .............. .... 29.3155 ft
Height .......................... 2.0000 ft Hydraulic radius ............ .... 0.2614 ft
Bottom width ................ .... 0.0000 ft Top width ...................... . 29.2968 ft
Left slope ...................... 0.0345 ft/ft (V'H) Area ............................ 112.0251 ft2
Right slope .................... . 0.0370 ft /ft (V/H) Perimeter ...................... . 112.0965 ft
Percent full .................... 26.1520%
channel calculator for post-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 14.8800 cfs
Slope ........................... 0.0150 ft/ft
Manning's n .................. ... 0.0500
Height .......................... 2.0000 ft
Bottom width ................. ... 0.0000 ft
Left slope ...................... 0.0345 ft/ft (V/H)
Right slope .................... . 0.0370 ft/ft (V/H)
Computed Results:
Depth ........................... 0.5780 ft
Velocity ........................ 1.5904 fps
Full Flowrate ................. .. 407.5914 cfs
Flow area ...................... . 9.3562 ft2
Flow perimeter .............. .... 32.3954 ft
Hydraulic radius ............ .... 0.2888 ft
Top width ...................... . 32.3748 ft
Area ............................ 112.0251 ft2
Perimeter ...................... . 112.0965 ft
Percent full .................... 28.8996%
Permissible Velocity for Sand Loam Unprotected Existing Channels : 2.5 FPS

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Hub Road
Area #9 Calculations
Existing Channel - Un-maintained, Dense Vegetation
channel calculator for pre-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for .................. ... Depth of Flow
Flowrate ...................... .. 11.4000 cfs
Slope ........................... 0.0150 ft/ft
Manning's n ................. .... 0.1000
Height ......................... . 2.0000 ft
Bottom width .............. ...... 0.0000 ft
Left slope .................... .. 0.0345 ft/ft (V/H)
Right slope .................. ... 0.0370 ft/ft (V/H)
Computed Results:
Depth ........................... 0.6783 ft
Velocity ........................ 0.8847 fps
Full Flowrate ................. .. 203.7957 cfs
Flow area ...................... . 12.8854 ft2
Flow perimeter .............. .... 38.0175 ft
Hydraulic radius ............ .... 0.3389 ft
Top width ...................... . 37.9932 ft
Area ............................ 112.0251 ft2
Perimeter ...................... . 112.0965 ft
Percent full .................... 33.9150%
channel calculator for post-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 14.8800 cfs
Slope ........................... 0.0150 ft/ft
Manning's n .................. ... 0.1000
Height .......................... 2.0000 ft
Bottom width ................. ... 0.0000 ft
Left slope ...................... 0.0345 ft/ft (V/H)
Right slope ..................... 0.0370 ft/ft (V/H)
Computed Results:
Depth ........................... 0.7496 ft
Velocity ........................ 0.9457 fps
Full Flowrate ................. .. 203.7957 cfs
Flow area ...................... . 15.7352 ft2
Flow perimeter .............. .... 42.0117 ft
Hydraulic radius ............ .... 0.3745 ft
Top width ...................... . 41.9849 ft
Area ............................ 112.0251 ft2
Perimeter ...................... . 112.0965 ft
Percent full ................... . 37.4781 %
Permissible Velocity for Sand Loam Unprotected Existing Channels : 2.5 FPS
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WDENR

STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
i. SGT INFORYAT t
Project name Franklin County Hub Road
Contact name Tom Wanko
Phone number 910-692-5616
Date May 18, 2010
Drainage area number #10
IL DESIGN NMFoRmum
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
103,660.00 ft2
0.00 ft,
0.00 %
0.30
0.71 cfs
5.00 min
7.2 in/hr
5.14 cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
30.00 ft
ft
ft
30.00 ft
290.15 fmsl
290.00 fmsl
0.50 % OK
N (Y or N) OK
49.00 sq ft OK
13 fucfs
Y (Y or N)
N (Y or N)
N (Y or N)
0.71 cfs
Y (Y or N) OK
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
13.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
11.00 ft
2.00 ft
5.14 cfs
P300 Polypropylene

t • ------------ Y t
--------------
M M
i B i
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
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Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
TF W Qr- -03 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
TV- Pre ' 01 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
I W St e -C 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
(( drainage area is stabilized.
CAC-5 6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
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Level Spreader Supporting Calculations
Area - #10
TIM of C.tirxs??$sR? calculi
input-
Mae of azw heF,}, : 640 FT
14914K of WAtershed 43 FT

u.uu"/o

CaatBciera# c - 0.30
0.30

5.00
?„ a r

tnt Cautiortilt
k
103,660 SF 2.38 Acres
d t im loos-Area 0 SF 0.00 Acres
:.?` O SF 0.00 Acres re-

1
'f Hub Road
Diffuse Swale Calculations
Bypass Swale No. 10
11,1=CIA C= 0.3 1= 7.2 A= 2.38 010 = 5.14 CFS

channel calculator for bare earth swale
'I Given Input Data: Computed Results:
th
D
1884 ft
0
Shape ........................... Trapezoidal ...........................
ep .
Solving for ..................... Depth of Flow Velocity ........................ 8.0781 fps
Flowrate ........................ 5.1400 cfs
1300 ft/ft
0 Full Flowrate .................
Flow area ...................... .. 416.9341 cfs
. 0.6363 ft2
.
Slope ...........................
Manning's n ..................... 0.0200 Flow perimeter .............. .... 3.8427 ft
Height .......................... 2.0000 ft Hydraulic radius ............ .... 0.1656 ft
ff
'I Bottom width .................... 3.0000 ft Top width ...................... . 3.7537 ft
!I Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 14.0000 ft2
Right slope ..................... 0.5000 ft/ft (WH) Perimeter ...................... . 11.9443 ft
Percent full .................... 9.4213%
channel calculator for permanent grass swale
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.2611 ft
Solving for ..................... Depth of Flow Velocity ........................ 5.5897 fps
' Flowrate ........................ 5.1400 cfs Full Flowrate ................. .. 238.2481 cfs
Slope ........................... 0.1300 ft/ft Flow area ...................... . 0.9196 ft2
Manning's n ..................... 0.0350 Flow perimeter .............. .... 4.1676 ft

?I Height .......................... 2.0000 ft
Bottom width .................... 3.0000 ft Hydraulic radius ............
Top width ...................... .... 0.2206 ft
. 4.0443 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 14.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ....................... 11.9443 ft
Percent full .................... 13.0539%
Temporary Liner Design
' Permissible Unit Shear Stress, Td
T=vds Lining Type Ibs/ft.2
t= Shear Stress in Ibs/ft.z straw w/ tack coat 0.35
' y= Unit weight of water 62.4 Ibs/ft.3 S75 straw w/ net 1.55
d= Flow depth in ft. P300 polypropylene 3.00
s= Channel Gradient in ft./ft. P550 polypropylene 4.00
' d50 Stone Size (inches)
d= 0.19 ft. 1 0.33
S= 0.13 ft./ft. 2 0.67
' t= 1.54 1 b/ft.2 6 2
9 3
12 4
' Lining Required: P300 Polypropylene 15 5
18 6
21 7.8
24 8
Outlet #11
sed trap FK0702 Outlet Cover 7:39 AM on Date: 6/10!2010 Page 1 of 1
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Area - #11
370 FT 9 FT
2- 77,
17, tj'T
5.00 4
13,639 SF 0.31 Acres k-
?.•.r; 0 SF 0.00 Acres
r
5,110 SF 0.12 Acres >}
0.00%
37.47%
r r?
0.30 a'
052 F°.
7.22 in/hr
?t? _ t ,t Cg y k
0.68 ft /sec ?? .,
s 1.19 ft /sec
1.
?; 4 i 4 r i ? ?"y ? ? s?, ? f(a` - k• ?i. ,, 'S ?? T.btt ???? ? ? J,? y{ ? d #fi? }? 1 z F ??
71
W"??.
V?
??t'„G.nS ? ? .?.;r ??'?"•:? ??'+- ???:? 'Sl`'??')??k?j?????-`.?'??++.s'"J.t`????ti'????d ?,:.i ?k*?},???rai a ? ,•? t?;
c.
X-

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r

Hub Road
Area #11 Calcualtions
Proposed Roadside Swale - Maintained
channel calculator for post-developed conditions
Given Input Data:
Shape ........................... Trapezoidal
Solving for .................... . Depth of Flow
Flowrate ........................ 1.1900 cfs
Slope ........................... 0.0150 ft/ft
Manning's n .................. ... 0.0350
Height .......................... 2.0000 ft
Bottom width ................ .... 0.0000 ft
Left slope ...................... 0.2000 ft/ft (V/H)
Right slope ..................... 0.5000 ft/ft (V/H)
Computed Results:
Depth ........................... 0.4327 ft
Velocity ........................ 1.8163 fps
Full Flowrate ................. .. 70.5645 cfs
Flow area ...................... . 0.6552 ft2
Flow perimeter .............. .... 3.1736 ft
Hydraulic radius ............ .... 0.2064 ft
Top width ...................... . 3.0286 ft
Area ............................ 14.0000 ft2
Perimeter ...................... . 14.6702 ft
Percent full .................... 21.6327%
Permissible Velocity for Sand Loam Unprotected Existing Channels : 2.5 FPS

? Outlet #12
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sed trap FK0702 Outlet Cover
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OC,?F ? A7f RAG
©? 7
NCDENR o?
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
Project name Franklin County Hub Road
Contact name Tom Wanko
Phone number 910-692-5616
Date May 18, 2010
Drainage area number #12
R-RW TKt
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
150,381.00 ftZ
0.00 It,
0.00 %
0.30
1.04 cfs
5.00 min
7.2 in/hr
7.46 cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Width of grass 30.00 ft
Width of dense ground cover ft
Width of wooded vegetation ft
Total width 30.00 ft
Elevation at downslope base of level lip 232.50 fmsl
Elevation at top of bank of the receiving water 231.00 fmsl
Slope (from level lip to to top of bank) 5.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 56.00 sq It OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 1.04 cis
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Parts I. and II. Design Summary, page 1 of 2

1
1
1
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
14.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
2.00 ft
0.00 ft
8.00 ft
2.00 ft
7.46 cfs
P300 Polypropylene
• •
,
Y t

M M
i B i
Form SW401-Level Spreader, Fiker Strip, Restored Riparian Buffer-Rev.5
Parts 1. and II. Design Summary, page 2 of 2
11
11

1
1

1
1
/i* 4 C1=? 1ti}, ix:t , , ?1,-tr 7 ,? n ' r117E R % ?
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
TTF W OF-bS 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROAN), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
"rj?) DF-og
NA
EC,
W _
r-W Cad c5
TW
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (O&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1
1

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Level Spreader Supporting Calculations
Area - #12
,

Inir
F' 855 FT : tt
46 FT

9 iY 'rte ?= s
'•U Y? t? i?? J- ? F':' ?'{i
.
5.00 ?1 s ys.?

150,381 SF 3.45 Acres
P 1 0 SF 0.00 Acres
Mam 0 SF 0.00 Acres
0.00%
! !¢ :_ 0.00%

+C 0.30
0.30
W7 f,

}
r > xtt-,
*24

' Y ? p i{d ?
t
Y ,
?
+M .
5.10 ft /sec T
,
=? z

r Y r ?' 5
10 ft /
.
sec
`
f ?? ,?; p ?+?"Ft' 1?° ,r>' J ?I'?' , r' r 1. ? _ i.t '? t'`r„? ?. +l?g - S ' k ?? ?r ?.,t ?rsry'?"s? ?
?'o?? ? ??
r c :1 t-4 ,, t ,v
0 SF
?
2 ? i F f?,'.?? ??, x - ?F y? sY glgvA ?a, ? ?? '?
'? y? ?F'' i• >??' ¢ ?-. # :,G `r a ?t ?t S 4 ,

.?-7",,i r'?n+,?°n ".iv, - ?i ?r5?} y1 .:iZ 4p?.,w,.,,J. '?i z..
; y, ?t4 ?,.5 } .,•
^.
k•?Nr?
fi` 7gtir?K.'? +`^-?
s
?
' T
t
'•'
2'?L
7?
.•. xee?s..K :e?._t7i.l.T..,... - es.....?t9:-e y„?,...e,....u.r, ..•. Lwt.1,..?.....?.,:..{ii. ?.wa.w ._.?. ..1. .... e,. [ .. ._y.i..d _ ?. -. ...
1.0 in
' 4.92 in/hr
x't
? .- ?.?: TL• ?.. _? - r'1R-'f!.:a ?l'?-?.: '.? zV ,?•. .'?C.nlr"?'?Z? 1T.?T1 A?Mr
s d,:?+?_•,l b?'qi? ;'y ?-. ; 4 \-i n ?Y`i'? r• :,fir` }+?t..`tt tt?•# (f?na`?a'.'?"i`??+?n'?'.t,?.:

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Hub Road
Diffuse Swale Calculations
Bypass Swale No. 12
Qto=CIA C= 0.3 1= 7.2 A= 3.45 Q10 = 7.46 CFS
channel calculator for bare earth swale
Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.6749 ft
Solving for ..................... Depth of Flow Velocity ........................ 8.1890 fps
Flowrate ........................ 7.4600 cfs Full Flowrate ................ ... 135.1609 cfs
Slope ........................... 0.0600 ft/ft Flow area ..................... .. 0.9110 ft2
Manning's n ..................... 0.0200 Flow perimeter ............. ..... 3.0182 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.3018 ft
Bottom width .................... 0.0000 ft Top width ..................... .. 2.6996 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 8.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ..................... .. 8.9443 ft
Percent full ................... . 33.7449%
channel calculator for permanent grass swale

Given Input Data: Computed Results:
Shape ........................... Trapezoidal Depth ........................... 0.8325 ft
Solving for ..................... Depth of Flow Velocity ........................ 5.3821 fps
Flowrate ........................ 7.4600 cfs Full Flowrate ................ ... 77.2348 cfs
Slope ........................... 0.0600 ft/ft Flow area ..................... .. 1.3861 ft2
Manning's n ..................... 0.0350 Flow perimeter ............. ..... 3.7230 ft
Height .......................... 2.0000 ft Hydraulic radius ........... ..... 0.3723 ft
Bottom width .................... 0.0000 ft Top width ...................... . 3.3299 ft
Left slope ...................... 0.5000 ft/ft (V/H) Area ............................ 8.0000 ft2
Right slope ..................... 0.5000 ft/ft (V/H) Perimeter ...................... . 8.9443 ft
Percent full ................... . 41.6243%
Temporary Liner Design
Permissible Unit Shear Stress, Td
T=yds Lining Tvpe Ibs/ft.2
t= Shear Stress in Ibs/ft.s straw w/ tack coat 0.35
y= Unit weight of water 62.4 Ibs/ft.3 S75 straw w/ net 1.55
d= Flow depth in ft. P300 polypropylene 3.00
s= Channel Gradient in ft./ft. P550 polypropylene 4.00
d50 Stone Size (inches)
d= 0.67 ft. 1 0.33
S= 0.06 ft./ft. 2 0.67
t= 2.51lb/ft.2 6 2
9 3
12 4
Lining Required: P300 Polypropylene 15 5
18 6
21 7.8
24 8
1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
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).
- 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 embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation 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 shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the roblem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace 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 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 312.0
z-i? Pe anen`?
------ Volurn
-ft Min.
Sediment
Sto rage
FOREBAY
Pool
---Sediment Removal Elevation 306.0-- - Volume
Bottom Elevation 305.0 1 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Triangle North Franklin Industrial Park Access Road
BMP drainage area number: Wet Detention Basin for Outlet 1
Print name: Timmy Barnes
Title: Executive Director - Triangle North
Address: _PO Box 709; 1724 Graham Avenue, Henderson NC 27536
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not
This system (check one):
? does V r?71 does \i not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
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).
- 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 embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation 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 shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace 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 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 3_ feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 239.0
Sediment Removal . 236.0 Pe anen Pool
- - - - - - - - - - - - - - - - - Volume Sediment Removal Elevation 233.0 Volume
Bottom Elevatio 235.0 -ft Min. -------------"----"--"'--------------------- ------
Sediment Bottom Elevation 232.0 1-ft n
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Triangle North Franklin Industrial Park Access Road
BMP drainage area number: Wet Detention Basin for Outlet 4 / 5
Print name: Timmy Barnes
Title: Executive Director - Triangle North
Address: PO Box 709; 1724 Graham Avenue, Henderson NC 27536
Phone: [phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/ debris is present. Remove the trash/ debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow sputter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged,
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Triangle North Franklin Industrial Park Access Road
BMP drainage area number:Level Spreaders for Outlets 2 / 3 6 7 10, & 12
Print name:Timmy Baynes
Title:Executive Director - Triangle North
Address:PO Box 709: 1724 Graham Avenue, Henderson NC 27536
Phone:[phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Kerr-Tar Regional Economic Development Corporation
Attn: Danny Wright
PO Box 709
Henderson, NC 27536
April 9, 2010
Job # 11404. S 1
Re: Detailed Soils Evaluation Report for the proposed Bioretention Areas on
the Franklin County HUB Road Connection, Franklin County, NC
Dear Mr. Wright:
Soil & Environmental Consultants, PA (S&EC) has performed a detailed soils evaluation
in the proposed stormwater infiltration areas at the site mentioned above. A map
showing the location of the proposed stormwater infiltration areas was provided to us by
the client. At the indicated locations the following activities were performed: soil
morphology profile descriptions and estimations of the seasonal high water table. The
purpose of this evaluation was to provide you with additional information for designing a
stormwater infiltration device. The following is a brief report of the methods utilized in
this evaluation and the results obtained.
Soil/Site Evaluation
The evaluation was performed by advancing hand auger borings at seven locations which
were located with a GPS receiver and are shown on the attached map. S&EC identified
and recorded the soil morphological conditions at those locations in order to develop soil
profile descriptions, which are also included with this report and shown on the attached
maps.
Soil borings revealed a sandy loam surface material overlying a clay to clay loam
subsurface horizon. The seasonal high water table based on soil morphology in soil
boring locations 1-7 ranges between 36" and 40" in Bioretention area #1, 32" in
Bioretention area #2, 28" and 32" in Bioretention area #3, and 14" and 26" in
Bioretention area #4. Under current regulations, the bottom of any infiltration system
must be a minimum of two feet above the seasonal high water table.
Under current regulations an underdrain shall be installed if the in-situ soils have an
infiltration rate of less than 2 inches per hour. All seven soil borings had subsurface
horizons that have an estimated hydraulic conductivity of less than the 2 inches per hour
threshold. Although saturated hydraulic conductivity measurements would be needed to
definitively show that these layers are below the 2 inches per hour threshold, we. feel
Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.sanaccom
strongly that any testing will reveal that these soils will not meet the threshold. No actual
site specific testing of hydraulic conductivity was performed.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. Please feel free to
call with any questions or comments.
Sincerely,
Ricky Pontello
NC Licensed Soil Scientist #1232

BIORETENTIC
BIORETENTION AREA # I
GRAPHIC SCALE
1-100'
100 0 100 200
DETAILED SOIL BORING MAP.
SOIL BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING GPS RECEIVERS.
NOT A SURVEY.
NOT A SURVEY.
TOPOGRAPHIC INFORMATION, BUILDINGS, ROADS AND OTHER SITE FEATURE
INFORMATION WAS PROVIDED TO SBEC FROM THE CLIENT.
' pct: Loca.on-
I
FRANKLIN COUNTY HUB ROAD CONNECTION FRANKLIN CO.
o _ Soil & Environmental Consultants, PA
SOIL BORING MAP FRANKLIN CO. ?
• BORING #
BORING #1 SHWT AT 36" FROM TOP OF GROUND
BORING #2 SHWT AT 40" FROM TOP OF GROUND
DETAILED SOIL BORING MAP.
SOIL BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING GPS RECEIVERS.
NOT A SURVEY.
I
GRAPHIC SCAL.%
111 = 301 tl C0 -A log Ror.DS ANJ ,,wER ? -L FEgT,'Re
INFORMATION WAS PROVIDED TO SSEC FROM THE CLIENT.
30 0 30 60

• FKANKLIN COUNTY HUD ROAD CONNECTION
Soil & Environmental Consultants, PA at o^ s a eP k
F,eIj 11o4
ao,.,x1,1 R., .korkA?1 ^a, b_. o,., w.a.<v1,. w.x,-9, FRANKLIN CO. FRANKLIN CO. 30
R?
i_e, i,c icct No
SOIL DOPING MAP I of

--290 X95
/,Lq1 X295 rya \'Pe
N
\ \ R if
` BIORETENTION AREA #2

• BORING #
BORING #3 SHWT AT 32" FROM TOP OF GROUND
DETAILED SOIL BORING MAP.
SOIL BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING GPS RECEIVERS.
NOT A SURVEY.

GRAPHIC SCALE NOT A SURVEY.
1 30' TOPOGRAPHIC INFORMATION, BUILDINGS, ROADS AND OTHER SITE FEATURE
INFORMATION WAS PROVIDED TO SILEC FROM THE CLIENT.
30 0 30 60
Proleft No.: I I404
.51
FRANKLIN COUNTY HUB ROAD CONNECTION
Soil & Environmental Consultants, PA e,t 5-1l F,e' \N; -,k
FRANKLIN CO. FRANKLIN CO. so
SOIL BORING MAP I Of I

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11 \
A ? \
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\ \ Q \\
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BIORETENTION A
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1 0

• BORING #
BORING #4 SHWT AT 28" FROM TOP OF GROUND
BORING #5 SHWT AT 32" FROM TOP OF GROUND
DETAILED SOIL BORING MAP.
SOIL BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING GPS RE
NOT A SURVEY.
CEIVERS.
GRAPHIC SCALE NOT A SURVEY.
ill = 30' TOPOGRAPHIC INFORMATION, BUILDINGS, ROADS AND OTHER SITE FEATURE
INFORMATION WAS PROVIDED TO SBEC FROM THE CLIENT.
30 0 30 60
P?,,«; N?, ? ? ao< s i
it FRANKLIN COUNTY HUB ROAD CONNECTION
Soil & Environmental Consultants, PA
?????^kn„„k„?,•,
FRANKLIN CO. FRANKLIN CO. a?KF
so ed v-
SOIL BORING MAP I Of I
I
I i /\
10 00
I
O N \
/ z,I3
O G 6 ?. ,
2 5 ry
z,? ?
?InPF7- FnI-7-1 APFA E?

• BORING #
BORING #6 SHWT AT 26" FROM TOP OF GROUND
BORING #7 SHWT AT 14" FROM TOP OF GROUND
GRAPHIC SCALE
1"=30'
30 0 30 60
mmmmmmmmmw
DETAILED SOIL BORING MAP.
SOIL BORING LOCATIONS WERE ESTABLISHED IN THE FIELD USING GPS RECEIVERS.
NOT A SURVEY.
NOT A SURVEY.
TOPOGRAPHIC INFORMATION, BUILDINGS, ROADS AND OTHER SITE FEATURE
INFORMATION WAS PROVIDED TO SBEC FROM THE CLIENT.
sect: Proles: Nr>. 1 14049,
FRANKLIN COUNTY NUB ROAD CONNECTION pn-, 0-,-

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