20090107 Ver 1_More Info Received_20090424

LETTER OF TRANSMITTAL
DEVELOPMENT CONSULTING SERVICES, INC.
1401 Aversboro Road, Suite 206
Garner, North Carolina 27529
[phone] phone
[phone] fax

r --" o
APR 2 4 2009
LMDOS' N%STORE R BRANCtl
To: Annette Lucas From: Dexter Howell
Company: NCDENR-DWQ Date: Friday, April 24, 2009
Address: RE: Coates Grading and Hauling-Asphalt Plant

URGENT F-] Reply ASAP [_J Please Comment `¦ Please Review r_1 For Your Information
COPIES DATE NO. DESCRIPTION
3 04/24/09 Sets of plans
1 04/24/09 Set of and calculations
1 04/24/09 Response Letter
1 04/24/09 Set of level spreader calculations
1 04/24/09 O & M agreement
1 `I 2?l e5

Comments:
We had a meeting with Annette on 4/8/09 and the status on this project was put on hold. We needed to get
some paperwork signed and this is why the resubmittal is over 30 days.
Thanks
bexter
C) ?- o1 o I
WET DETENTION POND
COATES GRADING AND HAULING
JOHNSTON COUNTY, NORTH CAROLINA
JOHNSTON COUNTY
PO BOX 2263
SMITHFIELD, NC 27577
SUBMITTED BY: DEVELOPMENT CONSULTING SERVICES, INC.
1401 AVERSBORO ROAD, SUITE 206
GARNER, NC 27529
[phone]
`',tNt111111111
. 'SEAL o 023728
4Gi go
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.09 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 198.84 ft
Reservoir name = Asphalt Plant Max. Storage = 32,579 cuft
Storage Indication method used.
Hydrograph Volume = 30,532 cult
Asphalt Plant
Q (cfs) Hyd. No. 4 -- 2 Yr Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 4 Hyd No. 3 1111-M11.11 Req. Stor = 32,579 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.29 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 199.05 ft
Reservoir name = Asphalt Plant Max. Storage = 40,854 cuft
Storage Indication method used.
Q (cfs)
90.00
80.00
70.00
.........................
60.00
...................................
50.00
40.00
30.00
20.00
L.
10.00
0.00
Hydrograph Volume = 38,798 cuft
Asphalt Plant
Hyd. No. 4 -- 10 Yr
0 5
Hyd No. 4
10 15 19
Hyd No. 3
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 29 34 39 44 48
Time (hrs)
Req. Stor = 40,854 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.55 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 199.36 ft
Reservoir name = Asphalt Plant Max. Storage = 53,868 cuft
Storage Indication method used.
Q (cfs)
120.00
Asphalt Plant
Hyd. No. 4 -- 100 Yr
Hydrograph Volume = 51,786 cuft
100.00
80.00
60.00
40.00
20.00
0.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 4 Hyd No. 3 U.11-1111.111 Req. Stor = 53,868 cult
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:53 PM
Pond No. 1 - Asphalt Plant
Pond Data
Pond storage is based on known contour areas. Average end area m ethod used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 198.00 37,135 0 0
1.00 199.00 40,466 38,801 38,801
2.00 200.00 43,817 42,142 80,942
3.00 201.00 47,264 45,541 126,483
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise (in) = 24.00 8.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
Span (in) = 24.00 8.00 0.00 0.00 Crest El. (ft) = 200.50 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 198.00 198.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0 .000 in/hr (Co ntour) Ta ilwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft)
3.00
2.00
1.00
0.00
Stage / Storage
3u,uuu 60,000 90,000 120,000
Storage
Stage (ft)
3.00
2.00
1.00
-t- 0.00
150,000
Storage (cuft)
Asphalt Plant
STORMWATER DETENTION POND DESIGN
POND #
DRAINAGE AREA: 20.00 AC
IMPERVIOUS AREA: 9.00 AC 45.0%
RUNOFF COEFFICIENT (C)
Cpre= 0.25
Cpost= 11.00 AC x 0.25 + 9.00 AC x 1.0 = 0.59
20.00 AC
STORM DATA
STORM EVENT INTENSITY (I PRECIPITATION
DEPTH P
2 YEAR 5.76 in/hr 2.1"
10 YEAR 7.22 in/hr 3.9"
25 YEAR 9.72 in/hr 5.7"
2 YEAR STORM
10 YEAR STORM
100 YEAR STORM
Qpre=CIA= 0.25 x 5.76 x 20.00 = 28.80 cfs
Qpost=CIA= 1.09 cfs
Qpre=CIA= 0.25 x 7.22 x 20.00 = 36.10 cfs
Qpost=CIA= 1.29 cfs
Qpre=CIA= 0.25 x 9.72 x 20.00 = 48.60 cfs
Qpost=CIA= 1.55 cfs
DETERMINE SOIL STORAGE
CN= 98 x 0.5 + 55 x 0.1 + 61 x 0.4 = 79
S= 1000 -10 = 1000 -10 = 2
67'
CN 78.9 .
RUNOFF DEPTH Q* = P-0.2*S z
(Q*) (P +0.8*S)
Q*

12 in/ft x DA x 43560 SF/AC
TIME TO PEAK (Tp) Tp=
1.39 x Qpost
2 YEAR STORM
Q* _ (2.1 - 0.2 x 2.7 )^2 = 0
58 in

(2.1 +
0.8 x 2.67) .
.
0.58 in.

12 in/ft x 20.00 AC x 43560 SF/AC
_
Tp 1.39 x 1.09 cfs = 461.5
oo. PEAK 1.09 cfs @ 461.5
10 YEAR STORM
Q* _ (3.9 - 0.2 x 2.7 )"2
1
88 in
(3.9 + 0.8 x 2.67) .
.
1.88 in.

12 in/ft x 20.00 AC x 43560 SF/AC
_
Tp 1.39 x 1.29 cfs = 1265.3
so. PEAK 1.29 cfs @ 1265.3
100 YEAR STORM
* (5.7 - 0.2 x 2.7 )^2
Q
_
(5.7 +
0.8 x 2.67) = 3.40 in.
3.40 in.

12 in/ft x 20.00 AC x 43560 SF/AC
_
Tp 1.39 x 1.55 cfs = 1911.3
? PEAK 0,00 cfs @ 1911.3
ESTIMATE POND SIZE
Vpond = 126,483 cu. ft.

SPRY- P
-- 2 n ae
"I It e- .
LAGS----?1Fy-- --------?-?L-"?

!---__-----199 _--- --- ??? ? ------ ----

? ZoZ
DEVELOPMENT CONSULTING SERVICES, INC.
1401 Aversboro Road, Suite 206
Garner, North Carolina 27529
Ph. [phone]
Thursday, April 23, 2009
Cyndi Karoly or Ian McMillan
NCDENR-DWQ
1650 Mail Service Center
Suite 250
Raleigh, NC 27699
Reference: Coates Grading and Hauling-Asphalt Plant
I . Soils map was received with last submittal per a conversation with Ian.
2. Structures for the asphalt plant are shown on the south side of the stream and no structures are
being proposed for the north side of the stream. The site is not being divided into lots and a fence
is being installed to surround the site with entrance gates at the entrance of Pleasant Coates Road
and next to the stream crossing going north.
3. The Asphalt plant is the only lot for this project with vacant space to the north of the stream
crossing.
4. Per a meeting with Annette Lucas we are proposing a level spreader north of the 54" pipe for
diffuse flow from the ditch alongside the road. The 54" pipe to the north of the stream is being
proposed in an existing ditch. The pipe is not running the existing line of the ditch due to the pipe
needing to be perpendicular to the proposed road. Once the proposed pipe is installed, the water
will reconcentrate due to the existing ditch before entering the stream. A diffuse flow measure
will not be affective in this case. The detention pond will have a 4'x4' riser structure with a 24"
orifice that will flow into a scour hole before entering the buffer. The Peak discharge for a 100
year storm is less 2.Ocfs.
5. Johnston County is currently reviewing the plans and the approval letter will be forwarded once
received.
We appreciate the opportunity to have provided you with our services on this phase of the project. If you
have any questions concerning this letter or if we can assist you on any other phase of the project please do
not hesitate to contact us.
Development Consulting Services, Inc.
Aexter Howe 1
LEVEL SPREADER CALCULATIONS
COATES GRADING AND HAULING-ASPHALT PLANT
JOHNSTON COUNTY, NORTH CAROLINA
JOHNSTON COUNTY
PO BOX 2263
SMITHFIELD, NC 27577
SUBMITTED BY: DEVELOPMENT CONSULTING SERVICES, INC.
1401 AVERSBORO ROAD, SUITE 206
GARNER, NC 27529
(919)'329-0051
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023728
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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)!
1. PROJ CT IN ORMATI N ,
Project name Coates Grading and Hauling-Asphalt Plant
Contact name Freddie Stancil
Phone number
Date April 13, 2009
Drainage area number 1
II, DESIGN INFORMATION,.-,-
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 14,810.00 ft2
Impervious surface area 6,653.00 ft2
Percent impervious 44,92 %
Rational C coefficient 0.70
Peak flow from the 1 in/hr storm 0.24 cfs
Time of concentration min
Rainfall intensity, 10-yr storm 7.22 in/hr
Peak flow from the 10-yr storm 1.72 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? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
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?
0.00 ft
50.00 ft
0.00 ft
50.00 ft
195.00 fmsl
194.00 fmsl
2.00 % OK
(Y or N) Level spreader cannot be located upslope of a draw.
sq ft
13 f /cfs
N (Y or N)
Y (Y or N)
N (Y or N)
cfs
(Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter 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
23.00 ft Level spreader length OK.
N (Y or N)
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
?i W t

t - --------- Y
----------
M M

? B i
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 2 of 2
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 splitter 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.
COAPOt 0kn one
Project name:Coates -Asphalt Plant
BMP drainage area number:I
Print name: ICHifEL ?Z. Co.7TC
Title: 5-ec - 77AeAS
Address: 12400 NC Hwy 50 North Willow Springs, NC 27592
Phone: q q_ 9 3 r
Ile
Signature:
Date: 2o
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, ??C? h C? J 1° ?? I Ct ?I , a Notary Public for the State of
f? I (_ , County of JO '1 h f'Oel , do hereby certify that
r(I
C personally appeared before me this 4-A
day of k r) and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
`11e e11 ///
` `??P?pY CE ?FR?L/??
N0T'J vZ=_
My Expires
-O
o?gLIC ?v
T
couNay
'fiIIIIII11% %J%%
SEAL
q!,1a_ mod. 6c.2 OMy commission expires o lc* d

Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
DRAINAGE CALCULATIONS
COATES GRADING AND HAULING
JOHNSTON COUNTY, NORTH CAROLINA
JOHNSTON COUNTY
PO BOX 2263
SMITHFIELD, NC 27577
SUBMITTED BY: DEVELOPMENT CONSULTING SERVICES, INC.
1401 AVERSBORO ROAD, SUITE 206
GARNER, NC 27529
[phone]
ASPHALT PLANT
Storm Drainaae
Pipe
Inlet DA EDA C I (in/hr) Q (cfs) Size Length Hw H
CB #1 1.65 1.65 0.8 8.5 11.2 24" 20' 0.9 0.1
CB #2 10.08 10.08 0.63 8.5 54.0 2-30" 16' 1.0 0.3
CB #3 0.38 0.38 0.8 8.5 2.6 24" 16' 1.3 0.4
CB #4 0.89 1.11 0.8 8.5 7.5 18" 64' 0.5 0.1
FES#1 4.44 4.44 0.41 8.5 15.5 24" 90' 0.3 0.1
FES#1A 0.3 4.74 0.8 8.5 32.2 36" 76' 0.4 0.1
FES#2 0.22 0.22 0.8 8.5 1.5 15" 88' 0.5 0.2
FES #3* 56.19 56.19 54" 60' 0.5 0.2
FES #4 0.38 1.49 0.8 8.5 10.1 24" 112' 0.5 0.1
HW #1 * 294.26 294.26 72" 36' 0.5 0.1
84" 36'
ripe aesignea using ivi, iwap or riyaroiogicai contours
uissipators
Outlet @ Q (cfs) Pipe Size Slope Vel (fps) Dissipator D50
CB #1 11.2 24" 2.5% 4.5 4.5'x6'x18" 6"
CB #2 54.0 2-30" 3.1% 2.7 4.5'x6'x18" 6"
CB #3 2.6 24" 4.2% 10.0 4.5'x9'x24" 13"
CB #4 7.5 18" 0.5% 10.1 4.5'x9'x24" 13"
FES#1 15.5 24" 2.5% 7.5 9'x18'x18" 6"
FES#1A 32.2 36" 2.5% 6.0 4.5'x6'x18" 6"
FES#2 1.5 15" 2.7% 4.8 4.5'x6'x18" 6"
FES #3* 98.73 54" 1.0% 14'x27'x30" 23"
FES #4 10.1 24" 0.5% 12.0 4'x8'x24" 13"
HW #1* 423.1 72"&84" 1.0% 13'x65'x30" 23"

Asphalt Plant - DITCH PROTECTION
Street Name STA Da C I Q10(cfs) Slope Matting Type
From To
Commercial Offsets
* LT 14+50 15+75 0.09 0.55 7.22 0.36 0.75% C125
RT 14+50 15+75 0.09 0.55 7.22 0.36 0.75% C125
LT 15+76 17+25 0.19 0.55 7.22 0.75 3.50% C125
RT 15+76 17+25 0.19 0.55 7.22 0.75 3.50% C125
LT 17+26 19+00 0.31 0.55 7.22 1.23 5.75% C125
RT 17+26 19+00 0.31 0.55 7.22 1.23 5.75% C125
* LT 19+01 21+50 0.48 0.55 7.22 1.91 0.50% UNREINFORCED
RT 19+01 21+50 0.48 0.55 7.22 1.91 0.50% UNREINFORCED
" Analysis attached
2
North American Green ECMDSVesion4.3 1/27/2009 1D.38AM CDMPUTEDBY: JDH
PFIOJECTNAME;,,.ASphpRPlant._. PROJECT_NO .. .
FROM STATION/REACH: 14.50 TO STATION/REACH: 15+75 DRAINAGE AREA .09 MIN FREQUENCY:
HYDRAULIC RESULTS
C125 (n-0.022)
DischI Peak Fbw Velocity (fps) Mea (sq.lt) HydraJic Normal
cls Period hrs Redius ft De th It
0.4 0.1 1.57 0.26 0.14 0.29
S - 0.0075
1 ,Width=o0.00ft 3.01
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Perrmssble
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Straight C125 Urrvegatated 2.25 0.14 16.48 STABLE
Staple D
Ne +. to grad Sw e eu

HYDRAULIC RESULTS
Discharge Peak Fbw Velocityjfps) Mee'(s4f1) Hydaulic Normal
cfs Period h_rs Redius(hj Deoth(ft1
1.9 I 0.1 - 0.42 4.52 0.58 1.23
Unei4orced Vegetation (n!Bl 74)
S-0.0050
Otto
1I 'ws'IT,00ft 1
Not to Scale

Reach Matting Type
Stabilty Anallmis Vegetation Characteristics
Pemwssble
Calculated
Salety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Suess
(Psf)
Straight Uneinlorced Vegetation C Bunch 5 .75: 4.20 D38 10.97 STABLE
Soil Clay Loam 0.050 0.002 27.12 STABLE
B ast, fa Ir,A, ,-
4
?? P t ; j'F5 ?k 3
APPENDIX C
SHEET 1 OF 8
Z
O Q
VIA
O Oktr
0
CHART C 200.1
5
APPENDIX C
SHEET 2 OF 8
EXOIrJPIe
VVF
HYA401061c CONTOUR 5.0
WINAGE 4659 •32 CRE5
ROWER 050 = ?5 y.
8
J
O
O
0
?C
4-.51%%
l,5
3
4
ort?0 0
05 COW 0 z p.N
10 11 n 40.53
Q 25
000
2, 000
/,000
300
200 V
/00
50 a

cSo
4
3 a.
2 ?
W
500 Q
400
300
200
X50
rnn D
?5
4
2.6
Q
.20
!3
a rr0,7W
Q 100 K r r 1.21 1 4
3
2
r•5
RUNOFF FROM RURAL RRE95 W V 50 5. AE5.
NORTH CAROU19 57,Q1F HIGHtYRY COMM15510N
RN, 1.3
C' £0 G. 2
CHART C 200.2
Q100
4100 = y8.4
G
APPENDIX C
SHEET 3 OF 8
Flyfilldpl- "a
GI VEiV : /000
RYDROL13TIC COMOUR 5.0 2,000
? 00
MSAL L gREq fUL L BU5JN,6 55 aoo
a to = 39 X 14 - 54. (0 IFS, edo ago
.600
X04 .L
200
Q 200 T
ExAA, /OD /OD
0 80
60
4 3 ` ? ?, 5 0 ?
ZC vi
O 20 Ll? 30
U
1'S o /o 20
lar
V Q? Q ? ? w
Lij
V ?? w Y
FOR Y DF E RoPMJNT 5
FRCMRS M FREQUENCIES il
Q 5 CURVRWE X .75
Q it n X l•Q
l•3S
S
2O it X
M0 It X
RUNOFF FROM UR 9RN RREf95
MORTN CAROLINA 5 f7rF HMNRY CONIV15510N
JAN, / 73 c 2oa ._3
Qw = Soo c fS
Quo =.8Zx5(,. KZ, le
Q%1>0 1'8.73 aF5
CHART C 200.3

A-TW T -
Hw -# t APPENDIX C
SHEET 1 OF 8
Z
O Q
Q1,
O J?
? Q< v
U)
cz: Q4
0
0
g
CHART C 200.1
8
APPENDIX C
SHEET 2 OF 8
Exo/r1Pre
GIVEN.-
HYMOZ06JC CO/YTOIIR 5,0
G1RAlNRG6F 465V - 32RCRE5
ANSWER 0.90. 25 Gf 5.
8
7
J
O (o
.5
u ?.
0 4
p 3,5
3
FRCTOR5
G?5 cuRvE Q x o.?l
2 25 n r 10,7(o
2 100 ?? N 11.21

C Jr0
4
_z
W
-r
-500 Q
-400
3Gb
•200
r,70
.ioo a
'7S
40
35 Q
20
15
3
2
r•5
RUNOFF FROM RURAL RRER5 W 0 50 5, AF5.
NORTH CAROU19 ?FT HIGHiY9Y GOMMI5510N
N
QSo = NO cF5 CHART C 200.2
`?Ioo ? I+Ib x I. ZI I(oR.'{ CFS
9
if 000
X0
000
300
20o J
/00 h
50 a
/D
5
4
3
2
APPENDIX C
SHEET 3 OF 8
t yfild PL
61 YEN .
RYDROL061C CONTOUR 5.0
1VRL LN RRER FULL B 8C.
e 55
AN5WER
Q 10= 39 X l•4 = 54.(0 CF.5
8
f
74
-•.,?ExAhjplE
4
ZZ
Q<
1.0 , 909a
Cie ce
V vC wCQ ? 0~
?O?VEDF E ROPMENT
FRCMR5 FOR FREQUENCIES
Q 5 GURYE MUE X .73
n p
Q 20 n
It X 1.35
450 r? rt X •8
QlOO rr u X ?. !5
/000
•2, 000
? o0
-?ooo
•8oo
(000 400
1400
-
200
6
200 T i
0 !oo
0
60
40
ui Lk:
?p Q4 3C?
lU
!o 20
8 a
?o
I
4 to
- t44

2 t1o
5
P
r Q

RMOFF FROM UR 9RN RRER5
NORM CRROUNR 5,7r5 HIGHWRY COMA115510N
tJRNi ? 73 G 200.3
Qj : yqo of S
0too Z40A .fix Z• IS
Q160. = gZ3.11 cFS
CHART C 200.3
10
WET DETENTION POND
COATES GRADING AND HAULING
JOHNSTON COUNTY, NORTH CAROLINA
JOHNSTON COUNTY
PO BOX 2263
SMITHFIELD, NC 27577
SUBMITTED BY: DEVELOPMENT CONSULTING SERVICES, INC.
1401 AVERSBORO ROAD, SUITE 206
GARNER, NC 27529
[phone]
,`tttNt1111tt/It1
023728
•
y ?.
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.09 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 198.84 ft
Reservoir name = Asphalt Plant Max. Storage = 32,579 cuft
Storage Indication method used.
Q (cfs)
70.00
60.00
Asphalt Plant
Hyd. No. 4 -- 2 Yr
Hydrograph Volume = 30,532 cuft
Q (cfs)
70.00
60.00
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.29 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 199.05 ft
Reservoir name = Asphalt Plant Max. Storage = 40,854 cuft
Storage Indication method used. Hydrograph Volume = 38,798 cuft
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Asphalt Plant
Hyd. No. 4 -- 10 Yr
0 5 10 15 19
Hyd No. 4 Hyd No. 3
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
24 29 34 39 44 48
Time (hrs)
[I.EET.E11.111 Req. Stor = 40,854 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:52 PM
Hyd. No. 4
Asphalt Plant
Hydrograph type = Reservoir Peak discharge = 1.55 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 3 Max. Elevation = 199.36 ft
Reservoir name = Asphalt Plant Max. Storage = 53,868 cuft
Storage Indication method used.
Q (cfs)
120.00
Asphalt Plant
Hyd. No. 4 -- 100 Yr
Hydrograph Volume = 51,786 cuft
100.00
80.00
60.00
40.00
20.00
0.00
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 4 Hyd No. 3 111.1-1, 1-0111 Req. Stor = 53,868 cuff
Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, Jan 29 2009, 1:53 PM
Pond No. 1 - Asphalt Plant
Pond Data
Pond storage is based on known contour areas. Average end area m ethod used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 198.00 37,135 0 0
1.00 199.00 40,466 38,801 38,801
2.00 200.00 43,817 42,142 80,942
3.00 201.00 47,264 45,541 126,483
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] IC] [D]
Rise (in) = 24.00 8.00 0.00 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
Span (in) = 24.00 8.00 0.00 0.00 Crest El. (ft) = 200.50 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El. (ft) = 198.00 198.00 0.00 0.00 Weir Type = Riser --- --- ---
Length (ft) = 60.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Co ntour) Ta ilwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions
Stage (ft)
3.00
2.00
1.00
0.00
Stage / Storage
0 30,000
Storage
60,000 90,000 120,000
Stage (ft)
3.00
2.00
1.00
-1 0.00
150,000
Storage (cuft)
Asphalt Plant
STORMWATER DETENTION POND DESIGN
POND #
DRAINAGE AREA: 20.00 AC
IMPERVIOUS AREA: 9.00 AC 45.0%
RUNOFF COEFFICIENT (C)
Cpre= 0.25
Cpost= 11.00 AC x 0.25 + 9.00 AC x 1.0 = 0.59
20.00 AC
STORM DATA
STORM EVENT INTENSITY (I PRECIPITATION
DEPTH P
2 YEAR 5.76 in/hr 2.1"
10 YEAR 7.22 in/hr 3.9"
25 YEAR 9.72 in/hr 5.7"
2 YEAR STORM
10 YEAR STORM
100 YEAR STORM
Qpre=CIA= 0.25 x 5.76 x 20.00 = 28.80 cfs
Qpost=CIA= 1.09 cfs
Qpre=CIA= 0.25 x 7.22 x 20.00 = 36.10 cfs
Qpost=CIA= 1.29 cfs
Qpre=CIA= 0.25 x 9.72 x 20.00 = 48.60 cfs
Qpost=CIA= 1.55 cfs
DETERMINE SOIL STORAGE
CN= 98 x 0.5» + 55 x - 0.1 + 61 x 0.4 = 79
S= 1000 -10 = 1000 -10 = 2
67"
CN 78.9 .
RUNOFF DEPTH Q* = P-0.2*S 2
(Q*) (P+0.8*S)
Q*

12 in/ft x DA x 43560 SF/AC
TIME TO PEAK (Tp) Tp=
1.39 x Qpost
2 YEAR STORM
Q* _ (2.1 - 0.2 x 2.7 )^2 = 0
58 in

(2.1 +
0.8 x 2.67) .
.
0.58 in.
12 in/ft x 20.00 AC x 43560 SF/AC
_
Tp 1.39 x 1.09 cfs = 461.5
? PEAK 1.09 cfs @ 461.5
10 YEAR STORM
* _
Q (3.9 - 0.2 x 2.7 )^2
88 in
= 1
(3.9 + 0.8 x 2.67) .
.
1.88 in.
12 in/ft x 20.00 AC x 43560 SF/AC
_
Tp 1.39 x 1.29 cfs = 1265.3
? PEAK 1.29 cfs @ 1265.3
100 YEAR STORM
* _
Q (5.7 - 0.2 x 2.7 )"2
40 in
= 3
(5.7 + 0.8 x 2.67) .
.
3.40 in. x 20.00 AC x 43560 SF/AC
_
Tp 12 in/ft
3
= 1911
1.39 x 1.5 5 cfs .
? PEAK 0.00 cfs @ 1911.3
ESTIMATE POND SIZE
Vpond = 126,483 cu. ft.

P
-ft
6
Z
4-72,(o4-
202.