20061804 Ver 6_Stormwater Info_20130829

Strickland, Bev
From: Lucas, Annette
Sent: Thursday, August 2O.201312:55PM
To: Strickland, Bov� Dennison, Laurie
Cc: Dovano.Boyd
Subject: 00'1804v? Flowers Plantation Pod 7B
Attachments: Final SMP Submittal—POD 7B-07-10-13.pdf
Debbiejust submitted this phase of Flowers Plantation for SVV plan review. She and | have already chatted about this so
ifno one minds, | will do the review. Bev—will you please ATF? Laurie —when you get the hard copy processed, will you
please send ittome?
I think it will be version 8 but you all will want to verify that.
From: Deborah Shirley
Sent: Thursday, August 29, 2013 10:07 AM
To: Lucas, Annette
Subject: RE: O6-18O4v6 Flowers Plantation Pod 713
Annette,
Here isan the electronic copy ofPOD 7B/vve will send a hard copy for your review.
reTalm
FINITIM
Deborah Edwards Shirley
Soil & Environmental Consultants, PA
919-846-S900 (office)
919-673-8793 (mobile)
ATHINK BEFORE YOU PRINT

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Pax: (919) 846 -9467
www.SandEC.com
July 10, 2013
S &EC Project # 6658.P6
To: N.C. Division of Water Quality
WEBSCAPE Unit
Attn: Karen Higgins /Annette Lucas
512 N. Salisbury Street -9th floor
Raleigh, NC 27603
Re: The Village at Flowers Plantation
Stormwater ,Management Plan -POD 7B
DWQ Project #20061804, Ver.3 /Certification No. 3766
Johnston County, NC
On behalf of Mrs. Rebecca Flowers, please find the attached Stormwater Management Plan for
POD 7B. According to the Individual 401 Water Quality Certification Approval Certification No.
3766, Condition No. 9, "a final, written stormwater management plan for each phase of this
project shall be submitted to the DWQ 401 Oversight/Express Permitting Unit for review and
approval'. Therefore, please see attached Stormwater Management Plan for your review and
anticipated Approval. Please contact me at Sirley (,5eSn.com or (919) 846 -5900 if you
have any questions.
Attachments:
1) Flowers Plantation Pod 7B Sitework Calculations
2) Overall POD map (east side of Buffalo Rd.)
3) POD 7B Overall Site Plan -C -1
4) POD 7B Street Plan & Profiles -C -2 & C -3
5) POD 7B Wet pond Details -C -4
6) POD 76 Erosion & Sediment Control Plan-C-5, C -6 & C -7
7) POD 7B Utilities Details -D -01 & D -02

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STn.-.-("-.IKS, ENGINEERINTGa P.A.
9
1100 Eastern avenue Phone: 252.459,8196
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: [e-mail]

Stocks Engineering, P.A.
1100 Eastem Avenue
PO Brno 1108
NashVhie, NC 27856
Project: Flowers - Pod 713
Date: June 3, 2013
Page: 1 of 1
Post - Development
Pmt- nevelonment
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244.33
249.79
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1
Project File: New.stm
Number of lines: 2
Run bate: 06 -03 2013
NOTES: c = cir; e = ellip; b = box; Known Qs only ; i - Inlet control.
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5
Flowers Pod 7B
Number of lines: 6
Run Date: 06-03 -2013
NOTES: c = cir; e = ellip; b = box; Known Qs only ; *Surcharged (HGL above crown). ; i - Inlet control.
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Permit No.
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be tilled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, rifled out and submitted along with all of the required information.
I. PROJECT INFOKA'ATION
Project name Flowers - Pod 713
Contact person Kevin Vamell
Phone number 252.459.8196
Date 3- Jun -13
Drainage area number 1
VI
m�0kA ,c
II. DESIG iI INFORMATION
Site Characteristics
Drainage area
458,251 fe
Impervious area, post - development
138,956 ft2
% impervious
30.32 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post - development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the lyr 24hr stone peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre-development
Rational C, post - development
Rainfall intensity, 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24-hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre/Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm, pool elevation)
Top of 1Oft vegetated shelf elevation
schom. of !Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the stale - required temp. pool?
Elevation of the lop of the additional volume
12,220 ft3
12'802 ft" OK, volume provided is equal to or in excess of volume required,
ft3
ft3
113
ft
to
Y (Y or N)
2.9 in
0.35 (unilless)
0.57 (unilless)
0.13 in/hr OK
1.13 fl3tsec
0.79 ft3lsec
-0.34 ft3lsec
242.50 fmsi
241.5U fmsi
239.00 fmsl
242.00 fmsl
MI An fm¢I flala nnl needed for oaloL.latinn onfinn $1 h. it ill( if prnvv_lad,
235.W fist
234.00 fmsi Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
242.5 fmsl OK
Form SW401 -Wet Detention Basin Rev.9- 4118112 Parts I. ✓f II. Design Summary, Page 1 of 2

Ill. DESIGN INFORMATION
Surface Areas
Area, temporary pool 15,900 ft'
Area REQUIRED, permanent pool 8,707 fe
SAIDA ratio 1.90 (unitless)
Area PROVIDED, permanent pool, A,„y,a 12,247 fe OK
Area, bottom of 1Oft vegetated shelf, An.L�ndi 10,583 ft
Area, sediment deanout, top elevation (bottom of pond), Ae„_,m 2,053 ft`
Volumes
OK
Volume, temporary pool
12,802 ft3
Volume, permanent pool, Vp„_pd
39.405 ft3
_
Volume, forebay (sum of forebays if more than one forebay)
7,752 ft3
Forebay % of permanent pool volume
19.7% %
SAIDA Table Data
OK
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
1.90 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, Vce,m_,d
39,405 ns
_
Area provided, permanent pool, APH„_pw
12,247 ft`
_
Average depth calculated
3.10 It
Average depth used in SAIDA, d,,,, (Round to nearest 0,51t)
3.0 ft
Calculation option 2 used? (See Figure 10 -2b) —
N (Y or N)
Area provided, permanent pool, A,,,,&
12,247 fe
Area, bottom of 10ft vegetated shelf, A�„ �„n
10,583 ft`
Area, sediment cleanoul, top elevation (bottom of pond), A�,,pv13
2,053 ftz
"Depth' (distance blw bottom of 1 Oft shelf and top of sediment)
6.00 It
Average depth calculated
It
Average depth used in SAIDA, d„„ (Round to down to nearest 0.5ft)
ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (ff- non - circular)
Coefficient of discharge (Cp)
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 odfice 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
it?
0.50 (unifless)
1.00 it
N (Y or N)
(unitless)
(unitless)
ft
_ H
113 ft3 /sec
0.79 ft3 /sec
0.06 ff3 /sec
2.40 days
a
OK
OK
OK
OK, draws down in 2 -5 days.
Permit No.
(to be provided by DWC)
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
Y (Y or N)
OK
1.0 It
OK
N (Y or N)
OK
Y (Y or N)
OK
Y (Y or N)
OK
Inlet Pipe with Valve
Form SW401 -Wel Delenton Basin- Rev.9- 4!18112 Paris i. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWO)
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. R a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
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 (ROME,
Overflow device, and
- Boundaries of drainage easement.
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,
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.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
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 5W401 -Wet Detention Basin- Rev.9- 4118112 Part Ill. Required Items Checklist, Page 1 of 1

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FOREBAY/POND VOLUME COMPARISON 614/2013
POND 1 - FLOWERS POD 7A
FOREBAY VOLUME
ELEVATION
SURFACE
AREA
INCREMENTAL
VOLUME
238.0
1,458.0
235.0
2,053.0
1,661.5
239.0
1,865.0
236.0
2,924.0
2,081.0
240.0
2,297.0
237.0
3,747.0
2,526.0
241.01
2,755.0
238.0
5,820.0
1,483.5
241.51
3,179.0
239.0
ISUM= 7,752.0
Forebay Is 20% of Pond.
Average Depth = Pond Volume Below Permanent Pool 39.405 CF
Surface Area @ Permanent Pool 12,802 SF
Average Depth - 3.1 FT
POND VOLUME
ELEVATION
SURFACE
AREA
INCREMENTAL
VOLUME
235.0
2,053.0
2,488.5
236.0
2,924.0
3,335.5
237.0
3,747.0
4,783.5
238.0
5,820.0
6,142.5
239.0
6,465.0
6,799.5
240.0
7,134.0
3,740.5
241.0
7,828.0
4,362.8
241.0
9,623.0
SUM= 31,653
Average Depth = Pond Volume Below Permanent Pool 39.405 CF
Surface Area @ Permanent Pool 12,802 SF
Average Depth - 3.1 FT

Watershed Hydraflow Hydrographs by Intelisolve v9.22
1 - Pre Development 2 - Post Development
3 - Outflow
Project: Pond Calcs.gpw Tuesday, Jun 4, 2013

Hydrograph Return Period Recap HydraflowHydrographs by IntelisDIvev9.22
Hyd.
Hydrograph
Inflow
Peak Outflow (efs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1 Yr
2 -Yr
3 -Yr
5 -Yr
10-Yr
25 -Yr
50 -Yr
100 -Yr
i
SCS Runoff
- --
1.131
--
- ---
____
_..—
_ _
— _
____.
Pre Development
2
SCS Runoff
- --
19.02
- -• -
- - --
- ---
-- •--
--
– --
- - ---
Post Development
3
Reservoir
2
0.787
Outflow
Proj. file: Pond Calcs.gpw
Tuesday, Jun 4, 2013

Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
1.131
1
719
5,963
—
-- --
- --
Pre Development
2
SCS Runoff
19.02
1
716
33,147
- - --
---- --
--
Post Development
3
Reservoir
0.787
1
809
20,564
2
142.74
18,453
Outflow
Pond Ca)cs.gpw
Return Period: 1 Year
Tuesday, Jun 4, 2013

Hydrograph Repoill
HydraflowHydrographs by Intelisolve v9.22
Hyd. No. 1
Hyd. volume =
Pre Development
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 10.520 ac
Basin Slope
= 8.0%
Tc method
= KIRPICH
Total precip.
= 2.89 in
Storm duration
= 24 hrs
Q (cfs)
2.00
1.00
0.00 A
0 2 4
-- Hyd No. 1
4
Tuesday, Jun 4, 2013
Peak discharge = 1.131 cfs
Time to peak
= 11.98 hrs
Hyd. volume =
5,963 cuft
Curve number =
55
Hydraulic length =
380 ft
Time of conc. (Tc) =
2.00 min
Distribution =
Type 11
Shape factor =
484
Pre Development
Hyd. No. 1 — 1 Year
6 8 10 12 14 16 18 20 22 24
Q (cfs)
2.00
1.00
-d-- 0.00
26
Time (hrs)

Q (cfs)
21.00
15.00
12.00
• "I
6.00
OKIJ
0.00
0 2 4
—® Hyd No. 2
6 8
Post Development
Hyd. No. 2 — 1 Year
Q (cfs)
21.00
1 8.00
15.00
12.00
111M
M 11
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
5
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve 0.22
Tuesday, Jun 4, 2013
Hyd. No. 2
Post Development
Hydrograph type
= SCS Runoff
Peak discharge
= 19.02 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 1 min
Hyd. volume
= 33,147 cuft
Drainage area
= 10.520 ac
Curve number
= 75.7
Basin Slope
= 8.0%
Hydraulic length
= 350 ft
Tc method
= KIRPICH
Time of cone. (Tc)
= 1.88 min
Total precip.
= 2.89 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
15.00
12.00
• "I
6.00
OKIJ
0.00
0 2 4
—® Hyd No. 2
6 8
Post Development
Hyd. No. 2 — 1 Year
Q (cfs)
21.00
1 8.00
15.00
12.00
111M
M 11
3.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

6
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Tuesday, Jun 4, 2013
Hyd. No. 3
Outflow
Hydrograph type
= Reservoir
Peak discharge
= 0.787 cfs
Storm frequency
= 1 yrs
Time to peak
= 13.48 hrs
Time interval
= 1 min
Hyd. volume
= 20,564 cuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 142.74 ft
Reservoir name
= Wet Pond
Max. Storage
= 18,453 cuft
Storage Indication method used.
Outflow

Fond Report '
Hydraflow Hydrographs by Inteiisolve v9.22 Tuesday, Jun 4, 2013
Pond No. 9 - Wet Pond
Pond Data
Contours - User - defined contour areas. Average end area method used for volume calculation. Begining Elevation = 141.50 ft
Stage ! Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0,00 141.50 12,802 0 0
0.50 142.00 14,785 6,897 6,897
2.20 142.70 16,299 26,421 33,318
Culvert 1 Orifice Structures
Weir Structures
[A]
1131
[C]
[PrfRsr]
[A]
[B]
[C]
1D]
Rise (In)
= 24.00
1.50
0.00
0.00
Crest Len (ft)
= 10.00
20.00
0.00
0.00
Span (in)
- 24.00
1.50
0.00
0.00
Crest El. (ft)
= 142.70
143.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 141.50
141.50
0.00
0.00
Weir Type
= Riser
Broad
---
--
Length (ft)
= 40.00
1.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 20.00
1.00
0.00
n/a
N -Value
= .013
.013
.013
We
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(Infhr)
= 0.000 (by
Contour)
Multi -Stage
= n1a
No
No
No
TW Elev. (ft)
= 0,00
Note: CuWrf/Orff" ouBlows are analyzed under inlet (lo) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
3.00
2.00
1.00
0.00 1 '
0.00 2.00 4.00 6.00
Total Q
Stage 1 Discharge
8.00
10.00
12.00
14.00
Elev (ft)
144.50
143.50
142.50
---�- 141.50
16.00
Discharge (cfs)

0-
4's
S.kknmer Svotdiment Basin NTiforksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed Acres
Runoff Area = wo Acres
Qio = C x I x A = x lr, f t x -1 . UP
= z I 1 60 Cfs
Volume of Sediment = ( Ac.) x (1800 cf sed./year) x (1 year)
cf
Assume . foot of basin depth, therefore area of the pit Square Feet
Try (_ wide) x (_ long) x (_ foot deep) Sediment Basin
Eturface PLrea Calculation:
Surface Area (SF) = Qj() x 325 sf/cfs
I-f3,o x 325 sf/cfs
-Z of�.'s sf
Surface Area-. C"�Ac
Use (_ wide) x long) x (_ foot deep) Sediment Basin
Surface Area -
Y' it De -icon and Veloci!y Check:
Q10 = n cfs; Q = CLH 3/2; H = [Q/CL]213
Z LB-50 (2.68)( A!';_ )]213
0 el _/ feet
Velocity Check -> ( 2-VAR )/( Zf-, ) ( ) = /, 64-4 - fps, OlKvl�r tc,",

b,
xm w.to
geain Water Slaage Volume 013)
Figure 2. Skimmer oriflce diameter as a function of the basin volume and basin dewatering time.
Basin !Volume (From Worksheet: _, �`i,c►00
Basin Dewatering Time (1 -3 Days):
Skimmer Orifice Diameter (From Chart),

Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = 1'. 2z") Acres
Runoff Area 17'
Acres
Qjo = C x -1 x A f,x 4-J3, x*. °`
bf s
Basin Volume Calculation:
o ' V lume of Sediment Ac.) x (1800 cf sed./year) x (1 year)
Assume foot of basin depth, therefore area of the pit Square Feet
Try wide) x (_ long) x foot dee . p) Sediment Basin
Surface Area Gaicullation:
Surface Area (SF) = Q'O x 325 sf/cfs
!Aa x 325 sf/cfs
s f
Surface Area – dar c�it
Use wide) x li-N long) x foot deep) Sediment Basin
Surface Area – I
Weir Design, G-49-IC14 Velocity
Q10 j 2. A> cfs; Q = Cl-H312. H = [Q/CLI 113
12' , _ t (2.68)( )12/3
—0- q5 feet
Velocity Check 4), 2- fps, OK

Skimmer Orlffc6 Design.
2
O
F
4
T
U;WA WAIV SI..q. V.4.!.. ('17
Figure 2. Skimmer orifice dlanelw as a function of !h bISIR volun6 and bash davaleong Ifire.
Basin Volume (From works'hoet'
Basin- Dewa'tering Time (1-3 Days); -
Skimmer Oriface Diameter- (Fr6m,Ch art):

Channel Report
Hydraflow Express by Intelisolve
= 0.90
Temporary Diversion - Bare Soil
Triangular
Area (sgft)
Side Slopes (z:1) =
2.00, 2.00
Total Depth (ft) =
1.50
Invert Elev (ft) =
100.00
Slope ( %) =
8.00
N -Value =
0.200
Calculations
Compute by: Known Q
Known Q (cfs) = 1.81
Elev (ft)
102.00
101.50
101.00
100.50
100.00
41"t
Friday, Jun 7 2013
Highlighted
Depth (ft)
= 0.90
Q (cfs)
= 1.810
Area (sgft)
= 1.62
Velocity (ft/s)
= 1.12
Wetted Perim (ft)
= 4.02
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 3.60
EGL. (ft)
= 0.92
Section
Depth (ft)
Z.00
1 2 3 4 5 6 7
Reach (ft)
1.50
1.00
0.50
-0.50

Channel Report
Flydraflow Express by lntelisolve
Temporary Diversion - Vegetated
Triangular
= 1.810
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope ( %)
= 8.00
N -Value
= 0.350
Calculations
= 1.11
Compute by:
Known Q
Known Q (cfs)
= 1.81
Elev (ft)
1a2.o0
101.50
101.00
100.50
100.00
Section
Friday, Jun 7 2013
Highlighted
Depth (ft)
= 1.10
Q (cfs)
= 1.810
Area (sqft)
= 2.42
Velocity (ft/s)
= 0.75
Wetted Perim (ft)
= 4.92
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 4.40
EGL (ft)
= 1.11
1 2 3 4 5 6
Reach (ft)

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