20061804 Ver 11_Pod 12 Calculations_20150803

Flowers Plantation
River Dell East
Pod NE 12
Owner /Developer:
Rebecca Flowers
4880 NC 42 East
Clayton, NC 27520
Phone: [phone]
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STOCKS ENGINEERING, P.A.
1100 Eastern avenue Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: mstocks @stocksengineering.com

Permit Number:
(to be provided by DWQ)
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) most be printed, filled out and submitted along with all of the required information.
I L PROJECT; INFORMATION
Project name
River Dell East - Pod NE 12
Contact name
Kevin Varnell
Phone number
252.459.8196
Date
July 23, 2015
Drainage area number
1
111 - ''DESIGN: INFORMATION
Y (Y or N)
Site Characteristics
3 in
Drainage area
456,383 ftz
Impervious area
147,690 ftz
Percent impervious
32.4% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre /post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
1 -yr, 24 -hr runoff depth
3 in
1 -yr, 24 -hr intensity
0.12 in/hr
Pre - development 1 -yr, 24 -hr peak flow
1.126 ft'/sec
Post - development 1 -yr, 24 -hr peak flow
0.917 ft'/sec
Pre /Post 1 -yr, 24 -hr peak control
-0.209 ft3/sec
Storage Volume: Non -SA Waters
0.10 in/hr
Minimum volume required
12,858.0 ft3
Volume provided
14,009.0 ft3 OK
Storage Volume: SA Waters
2.00 in/hr
1.5" runoff volume
113
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
4%
Ponding depth of water
12 inches OK
Ponding depth of water
1.00 It
Surface area of the top of the bioretention cell
14,009.0 ft' OK
Length:
ft
Width:
ft
-or- Radius
If
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
18 hr
OK
Drawdown time, total:
24 hr
In -situ soil:
Soil permeability
0.10 in/hr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil:
Soil permeability
2.00 in/hr
OK
Soil composition
% Sand (by volume)
86%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
4%
OK
Total: 100%
Phosphorus Index (P- Index) of media
30 (unitless)
OK
Form SW401- Bioretention -Rev.8
June 25, 2010
Parts I and II. Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer "Y' to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees /shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of Tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20 %?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(flinches gravel followed by 3 -5 ft of grass)
Grassed swale
Forebay
Other
Permit Number,
(to be provided by DWQ)
256.00 fmsl
Y (Y or N) OK
N (Y or N)
255 fmsl
inches
253 fmsl
2 ft
0.33 it
Y (Y or N)
15 OK
2 OK
9 ft
251.67 fmsl
249 fmsl
2,67 ft OK
N (Y or N)
fmsl
255 ft
0
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
0.52 ft/sec OK
N (Y or N) OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and II. Design Summary, Page 2 of 2

Permit No:
(to be assigned by DWQ)
I Ill. REQUIRED ITEMS CHECKLIST
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.
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),
Cell dimensions,
Pretreatment system,
High Flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
C 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
- Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P -Index between 10 and 30
CC -ty? 3. Section view of the bioretention cell (1" - 20' or larger) showing:
Form SW401- Biaretention -Rev7 Par[ III, Page 1 of 1
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre - treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
�J�1f ft.I�il
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
S. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
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6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
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7. The supporting calculations (including underdrain calculations, if applicable).
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S. A copy of the signed and notarized inspection and maintenance (I &M) agreement.
9 A7 A14—
9. A copy of the deed restriction.
Form SW401- Biaretention -Rev7 Par[ III, Page 1 of 1

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1 - Pre - Development
CD
3 - Outflow
I
Hydraflow Hydrographs by Intelisolve v5.22
2 - Post Development
Project: Pre vs Post.gpw I Friday, Jul 24, 2015

•
Hyd.
Hydrograph
Peak
Time
Time to
Hyd. Inflow
Maximum
Total
No,
type
flow
interval
peak
volume hyd(s)
elevation
strge used
(origin)
(cfs)
(min)
(min)
(cult)
(ft)
(tuft)
1
SCS Runoff
1.126
1
719
5,940 - - --
- - - - --
--- .__
2
SCS Runoff
12.74
2
720
30,073 - - --
- - - - --
- - - - --
3
Reservoir
0.917
2
788
16,632 2
256.09
14,798
2
Hydraflow Hydrographs by Intelisolve v9.22
Hydrograph
description
Pre - Development
Post Development
Outflow
Pre vs Post.gpw Return Period: 1 Year Friday, Jul 24, 2015

Pre - Development
0 (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 2.00
1.00
0.00LL,
0 2 4 6
. - 'I
8
10 12 14 16 18 20 22
1.00
L 0.00
24 26
Time (hrs)
3
Hydrograph
Hydraflow Hydrographs by Intelisolve v9.22
Friday, Jul 24, 2015
Hyd. No. 1
Pre - Development
Hydrograph type
= SCS Runoff
Peak discharge
= 1.'126 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.98 hrs
Time interval
= 1 min
Hyd. volume
= 5,940 cuft
Drainage area
= 10.480 ac
Curve number
= 55
Basin Slope
= 6.5%
Hydraulic length
= 400 ft
Tc method
= KIRPICH
Time of conc. (Tc)
= 2.25 min
Total precip.
= 2.89 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre - Development
0 (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 2.00
1.00
0.00LL,
0 2 4 6
. - 'I
8
10 12 14 16 18 20 22
1.00
L 0.00
24 26
Time (hrs)

Hydrograph
Hydra,,fllow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
14.00
12.00
10.00
It >f
. II
4.00
2.00
0.00
0 2 4
Hyd No. 2
2 min
10.480 ac
3.0%
KIRPICH
2.89 in
24 hrs
Post Development
Hyd. No. 2 -- 1 Year
52
Friday, Jul 24, 2015
Peak discharge = 12.74 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 30,073 cuft
Curve number
= 73
Hydraulic length
= 1500 ft
Time of conc. (Tc)
= 8.39 min
Distribution
= Type II
Shape factor
= 484
6 8
Q (cfs)
14.00
12.00
10.00
It It
II
4.00
2.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 3
Outflow
Hydrograph type = Reservoir
Storm frequency = 1 yrs.
Time interval = 2 min
Inflow hyd. No. = 2 - Post Development
Reservoir name = Bioretention
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
M•
WE
4.00
2.00
Outflow
Hyd. No. 3 -- 1 Year
0
Friday, Jul 24, 2015
Peak discharge = 0.917 cfs
Time to peak
= 13.13 hrs
Hyd. volume
= 15,632 cuft
Max. Elevation
= 256.09 ft
Max. Storage
= 14,798 cuft
Q (cfs)
14.00
12.00
'�
M
M
4.00
•R
_ __ -.
. 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No, 3 Hyd No, 2 J aLLH I Total storage used = 14,798 cuft Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve v9.22
Friday, Jul 24, 2015
Pond No. 1
- Bioretention
Pond Data
Contours - User
- defined contour areas.
Average end area method used for volume calculation. Begining Elevation
= 255.00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
OAO
255.00
12,870
0
0
1.00
256.00
14,009
13,440
13,440
1.50
256.50
16,167
7,544
20,984
Culvert 1 Orifice Structures
Weir Structures
[A] [Bl
[C]
[PrfRSr]
[A] [131
[C]
[D]
Rise (in)
= 18.00 0.00
0.00
0.00
Crest Len (ft)
= 10.00 0.00
0.00
0.00
Span (in)
= 18.00 0.00
0.00
0.00
Crest EI. (ft)
= 256.00 0.00
0.00
0.00
No. Barrels
= 1 0
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 250.00 0.00
0.00
0.00
Weir Type
= Riser - --
- --
- --
Length (ft)
= 40.00 0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope ( %)
= 21.74 0.00
0.00
n/a
N -Value
= .013 .013
.013
n/a
Orifice Coeff.
= 0.60 0.60
0.60
0.60
Exfil.(inthr)
= 0.000 (by Contour)
Multi -Stage
= n/a No
No
No
TW Elev. (ft)
= 0.00
Note: Culvervorifice outflows are analyzed
under inlet Iic) and outlet (oc) control. Weir risers checked for entice conditions
(ic) and submergence (s),
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.40
0.20
0.00
0.00 1.00
Total Q
Stage 1 Discharge
Elev (ft)
257.00
256.80
256.60
256.40
256.20
256.00
255.80
255.60
255.40
255.20
255.00
2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00
Discharge (cfs)

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STOCKS ENGINEERING, P.A.
I1100 EASTERN AVENUE PHONE: [phone]
Q P.O. BOX 1108 FAX: [phone]
NASHVILLE, N.C. 27856 MOBILE: [phone]
AIYF8 PFIL Ffs? #FA>2/ - NJSrFff Gi9�40 /MGPG4M
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-- REVISIONS
1
2
3 .
4
5
6
DATE: MAY 5, 2015 HORZ. SCALE: 1° = 60'
FILE -N0: 2015 =004 -- VERT. SCALE: - - - - - -- - - -_- — -
0

IMPACT TABLE
/ WETLAND UMI T
��•� TEMPORARY STREAM IMPACTS
PERMANENT STREAM IMPACTS
ZONE 1 BUFFER IMPACTS
ZONE 2 BUFFER IMPACTS
dig
f
\ -1
I i I
TOP OF BANK m
(APPROX.
qUF
,WA, lUA� � \„ -ZOO
\
IMIIIJ I / r %��� jai � ;>..''•:�;; � /,� %. �/ jr,�,'�,;, �
'000,Y PERM.
SWAM
Vop
s� 7EA4P,
?44, IMPACT `?�\
\\S%', *w000-
L
'27(5
<9y
DISTU BANCE
i,
N
o z CL
UNE
v�=
TOP OF BANK
FLOWERS PLANTATION CROSSING #6 (SCALE: 1 " = 40-P)
STOCKS ENGINEERING. P.A.
1100 EASTERN AVENUE
P.0. BOX 1108
NASHVILLE, N.C. 27856
PHONE: [phone]
FAX: [phone]
MOBILE: [phone]
FLOWERS CROSSINGS PERM /TYING
JOHNSTON COUNTY, N. C.
CROSSING JJ6 — DETAILED SITE PLAN
MAY 14, 2015 rev 7 -24 -15
C-06A
ORIGINAL
PROPOSED
PERM1 T
18
LF
20 LF
105
LF
105 LF
1, 024
SF
N/A
5, 425
SF
6, 976 SF
2, 979
SF
3,316 SF
,WA, lUA� � \„ -ZOO
\
IMIIIJ I / r %��� jai � ;>..''•:�;; � /,� %. �/ jr,�,'�,;, �
'000,Y PERM.
SWAM
Vop
s� 7EA4P,
?44, IMPACT `?�\
\\S%', *w000-
L
'27(5
<9y
DISTU BANCE
i,
N
o z CL
UNE
v�=
TOP OF BANK
FLOWERS PLANTATION CROSSING #6 (SCALE: 1 " = 40-P)
STOCKS ENGINEERING. P.A.
1100 EASTERN AVENUE
P.0. BOX 1108
NASHVILLE, N.C. 27856
PHONE: [phone]
FAX: [phone]
MOBILE: [phone]
FLOWERS CROSSINGS PERM /TYING
JOHNSTON COUNTY, N. C.
CROSSING JJ6 — DETAILED SITE PLAN
MAY 14, 2015 rev 7 -24 -15
C-06A

275
270
265
260
21+00
20'
cD
d-
N
N
END EX. ROAD
cn
EN Tr E R—�L � �
INE
w— s
20/
J
2" ASPHALT
--2%
F 1— III —I COMPACTED
-II Ii;,I II,;,,,,- SUBGRADE
1I-
n
N
W
I
w
ro
zorl-
Jill
1�
LUL_
r
di
48" RCP BURIED
9. BELOW
STREAM BED
22 +00
2%----N-
8` CABC
74 LF 48" RCP W/ 2 -6' FES
PIPE BURIED 9.5" BELOW STREAM
STOCKS ENGINEERING, P.A.
1100 EASTERN AVENUE
P.O. BOX 1108
NASHVILLE, N.C. 27856
PHONE: [phone]
FAX: [phone]
MOBILE: [phone]
mm-- --do
23 +00
14' 22'
No—s s
54-wSiw
(N. r. s)
FLOWERS CROSSINGS PERMITT/NG
JOHNSTON COUNTY, N. C.
CROSSING JJ6 — DETAILED SITE PLAN
MAY 14.0 2015 REV 7 -24 -15
C-06B