20061804 Ver 5_Stormwater Info_20130404

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
April 4, 2013
S &EC Project # 6658.P6
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 9 (Phase 1)
DWQ Project #20061804, Ver.3 /Certification No. 3766
Johnston County, NC
To Mrs. Higgins /Lucas:
On behalf of Mrs. Rebecca Flowers, please find the attached Stormwater Management Plan for
POD 9 (Phase 1). Please note that the bioretention cell for POD NW -8 was increased to
accommodate POD 9. 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 DEdwards(CD-SandEC.com or (919) 846-
5900 if you have any questions.
Sincerely,
Soil & Environmental Consultants, PA
Deborah Edwards
Environmental Specialist
Attachments:
1) Flowers Plantation Pod NW-8 and POD 9 Sitework Calculations
2) NW -8 and 9 Runoff Map
3) Signed and notarized Operations & Maintenance Agreement
4) Overall POD map (east side of Buffalo Rd.)
5) POD 9 PHI Overall Site Plan
6) POD 9 PHI Master Grading Plan
7) POD 9 PHI Erosion & Sediment Control Plan
8) POD 9 PHI Bioretention Details
9) POD 9 HP1 E &S Details 1 & 2

Flowers Plantation
Pod NW 8 and Pod 9
Bmioretentmion
Owner /Developer:
Rebecca Flowers
4880 NC 42 East
Clayton, NC 27520
Phone: [phone]
Am
==EBL
STOCKS ENGINEERING P.A.
1100 Eastern avenue Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: mstocks @stocksengineedng.com

1 1 YR: 5.76 cfs I
The current property is open field and/or forested. The post condition will utilize
a Bioretention cell for both nutrient reduction and peak flow reduction.
The proposed site will utilize a Bioretention cell to obtain an 85% TSS reduction.

Stocks Engineering, P.A.
1100 Eastern Avewe
PO Box 1108
Nashville, NC 27856
Project: Flowers - Pod 9
Date: March 20, 2013
Page: I of 3
Post - Develonment
Post - Develonment
5
la
1.55
0.65
7.4
7.46
5
lb
0.13
0.92
7.4
0.89
5
IC
0.21
0.88
7.4
1.37
5
Id
1.85
0.65
7.4
8.90
5
le
3.09
0.67
7.4
15.32
3.09
0.67
8.4
17.39
-
I Total
6.83
-
7.64
33.93
Post - Develonment
Runoff Computations
10 -Year Storm
25 -Year Storm
5
la
1.55
0.65
8.4
8.46
5
lb
0.13
0.92
8.4
1.00
5
IC
0.21
0.88
8.4
1.55
5
Id
1.85
0.65
8.4
10.10
5
le
3.09
0.67
8.4
17.39
-
Total
6.83
-
I 8.4 j
38.51
Runoff Computations
10 -Year Storm
25 -Year Storm

Channel Report
Hydreflow Express by Intellsolve
Swale 3 to 4 - Bare Soil
Triangular
= 17.39
Side Slopes (z:1)
= 8.00, 8.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 297.50
Slope ( %)
= 0.50
N Value
= 0.020
Calculations
= 0.99
Compute by:
Known Q
Known Q (cfs)
= 17.39
Elev (ft) Section
300.00
299.50
299.00
298.50
298.00
P!Y4-11l
297.00
Friday, Mar 22 2013
Highlighted
Depth (ft)
= 0.86
Q (cfs)
= 17.39
Area (sgft)
= 5.92
Velocity (ft/s)
= 2.94
Wetted Perim (ft)
= 13.87
Crit Depth, Yc (ft)
= 0.79
Top Width (ft)
= 13.76
EGL (ft)
= 0.99
7p�
Depth (ft)
2.50
2.00
1.50
1.00
0.50
0.00
I 5 10 15 20 25 30
Reach (ft)
35

Channel Report
Hydraflow Express by Intelimlve
Swale 3 to 4 - Vegetated
Triangular
= 17.39
Side Slopes (z:1)
= 8.00, 8.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 297.50
Slope ( %)
= 0.50
N Value
= 0.035
Calculations
= 1.12
Compute by:
Known Q
Known Q (cfs)
= 17.39
Elev,
300.00
299.50
299.00
298.50
298.00
297.50
297.00
'ft)
Section
v
5 10 15 20
Reach (ft)
Friday, Mar 22 2013
Highlighted
Depth (ft)
= 1.06
Q (cfs)
= 17.39
Area (sgft)
= 8.99
Velocity (f fs)
= 1.93
Wetted Perim (ft)
= 17.09
Crit Depth, Yc (ft)
= 0.79
Top Width (ft)
= 16.96
EGL (ft)
= 1.12
25 30 35
Depth (ft)
2.50
2.00
1.50
1.00
0.50
0.00
-0.50

Hvdrafiow Plan View
outran
4 9
6
5
2
Project File: New.stm No. Lines: 6 03 -22 -2013
woraftw strnm SOMM zoos

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
sirs
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(Cts)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
FES1 to CB2
33.94
30 C
38.0
290.00
293.80
10.000
291.95
295.75
1.33
295.75
End
2
C82 to D12A
15.32
24 C
90.0
293.90
294.35
0.500
296.44'
296.85"
0.37
297.22
1
3
CB2 to CB3
9.72
18 c
104.0
293.90
295.46
1.500
298.34'
297.23'
0.24
297.47
1
4
CB3 to C84
9.72
18 c
302.0
295.68
313.20
5.801
297.47
314.39
n1a
314.39 j
3
5
CB4 to CB5
0.89
15 c
20.0
313.30
313.50
1 000
315.03`
315.04"
0.01
315.04
4
6
CB4 to CB6
7.46
15 c
53.0
313.30
314.36
2.000
314.47
315.45
We
315.45 j
4
Project File: New.stm
Number of lines: 6
Run Date: 03-22 -2013
NOTES: c = cir; e = ellip. b = box; Known Qs only ; 'Surcharged (HGL above crown). ; j - Line contains hyd. jump.
Hydranoor Storm Sewers 2005

Hydraulic Grade Line Computations
Page i
Line
Size
Q
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
Invert
HO L
Depth
Area
Vel
Vet
EGL
Sf
Invert
HGL
Depth
Area
Vol
Vol
EGL
Sf
Ave
Enrgy
Slav
elev
head
elev
elev
Slav
head
elev
Sf
loss
(in)
(cfs)
(ft)
(it)
(ft)
(sgft)
(ftls)
(ft)
(ft)
(° %)
(ft)
(ft)
(ft)
(ft)
($4ff)
(ftf$)
(ft)
(ft)
(!'o)
(%)
(ft)
(K)
(ft)
1
30
33.94
290.00
291.95
1.95
4.10
8.27
1.06
293.01
0.757
38.0
293.80
295.75
1.95"
4.10
8.27
1.06
296.81
0.757
0.757
n/a
1.25
1.33
2
24
15.32
293.90
296.44
2.00
3.14
4.88
0.37
296.81
0.459
90.0
294.35
296.85
2.00
3.14
4.88
0.37
297.22
0.459
0.459
0.413
1.00
0.37
3
18
9.72
293.90
296.34
1.50
1.77
5.50
0.47
296.81
0.857
104
295.46
297.23
1.50
1.77
5.50
0.47
297.70
0.857
0.857
0.891
0.50
0.24
4
18
9.72
295.68
297.47
1.50
1.77
5.50
0.47
297.94
0.857
302
313.20
314.391
1.19"
1.50
6.47
0.65
315.04
0.912
0.864
n/a
1.50
n/a
5
15
0.89
313.30
315.03
1.25
1.23
0.73
0.01
315.04
0.019
20.0
313.50
315.04
1.25
1.23
0.73
0.01
315.04
0.019
0.019
0.004
1.00
0.01
6
15
7.46
313.30
314.47
1.17
1.14
6.26
0.61
315.08
1.154
53.0
314.36
315.45 J
1.09"
1.14
6.57
0.67
316.12
1.214
1.184
n/a
1.00
0.67
Project File: New.stm
Number of lines: 6
Run Date: 03-22 -2013
Notes: ; " Critical depth.; J -Line contains hyd. jump.
Hydmflow scam sewers 2005

Storm Sewer Profile
Elev. (ft)
311.00
306.00
301.00
K *11I#1
291.00
286.00
0
Proj. file: New.stm
N �
C i')
)
D
J
10 20 30 40
i
311.00
306.00
301.00
296.00
291.00
286.00
50 60 70 80 90 100 110 120 130
Reach (ft)
Hydraflow Storm Sewers 2005

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Cfnrm Cowor Prnfilo
Elev. (ft)
326.00
1 323.00
1 320.00
1 317.00
1 314.00
I 311.00
0
s
n c c O
Proj. file: New.stm
10 20 30 40 50 60 70 60
Reach (ft)
326.00 1
323.00 1
320.00 1
317.00 1
314.00 1
311.00 I
90 100
riyamnow Sloan sewers cuuo

Permit Number
fto be provided by DINO)
OFWATFq
WDENR a <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be hTled out printed and submilled.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along wlfh all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Flowers Plantation - Pod NW 81
Kevin Vamell
252.459.8196
March 22, 2013
1
Drainage area
628,994 ft2
Impervious area
268,250 ft2
Percent impervious
42.6% %
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
5.760 ft'/sec
Post - development 1 -yr, 24-hr peak flow
1.640 ft, /SeC
Pre/Post 1 -yr, 24-hr peak Control
-4.120 ft' /sec
Storage Volume: Non -SA Waters
Minimum volume required
22,539.0 ft'
Volume provided
22,920.0 ft OK
Storage Volume: SA Waters
1.5' runoff volume
fe
Pre-development 1 -yr, 24-hr runoff
ft'
Post-development 1 -yr, 24-hr runoff
ft'
Minimum volume required
0 ft'
Volume provided
ft'
Cell Dimensions
Ponding depth of water
12 Inches
OK
Ponding depth of water
1.00 it
Surface area of the top of the bioretention cell
22,920.0 ft2
OK
Length:
ft
Width'
ft
-or- Radius
ft
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
1" to say:
Soil permeability
0.10 in/hr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil.•
Soil permeability
2.00 inner
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- sloretention -Rev.8
June 25, 2010
Pena I and II. Design Summary, Page 1 of 2

Permit Number.
(to be pravided by DING
Basin Elevations
Temporary pod elevation
291.00 fmsl
Type of bioretention cell (answer ffr to only one of the two
following questions):
Is this a grassed cell?
Y (Y or N) OK
Is this a cell with treeslshrubs?
N (Y or N)
Planting elevation (top of the mulch or grass sod layer)
290 Bnsl
Depth of mulch
inches
Bottom of the planting media soil
288 fmsl
Planting media depth
2 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being Installed?
Y (Y or N)
How many dean out pipes are being installed?
23 OK
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
2 OK
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
1 ft
Bottom of the cell required
286.67 fmsl
SHWT elevation
P84 fmsl
Distance from bottom to SHWT
2.67 ft OK
Irel emal Water Storage Zone (IWS)
Does the design include IWS
N (Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
290 it
Planting Plan
Number of tree species
0
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell? Y (Y or N) OK
Does volume to excess of the design volume flow evenly distributed
through a vegetated filter? N (Y or N) Excess volume must pass through filter.
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet ff
SA waters)?
Is the BMP localed 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)?
Intel velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
0.22 ft/sec OK
N (Y or N) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stamized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an IR in the shaded ceM
Gravel and grass
(Winches gravel followed by 3.5 ft of grass)
Grassed Swale OK
Forebay X
Other
Form SW401- Bloretentlon -Rev.e
June 25, 2010 Parts I and 0. Design Summery, Page 2 of 2

.�yJ'����'r -r - ;`s°�.•u- 2�Q;.`'wy- �. --i�� z -�a �=' .', ir�'�"' •e�� .^ �. i,' `'''^`".'�,�_'S?;r`s��.�'"'.`; - u4
til;�..a'. - ...a.-- t+�.:,ccE --� _ ,: +,,,..;'.��i,..� +sz.;:��'�ed�Es`,""- y - -'�i� Fig•. -r�„x�"r?�%yx u�--:� .-cr.__ r� =:%ices
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package Will
result In o 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. Na
requirement has riot been met, attach Justification.
Page! Plan
Inidals Sleet No.
1. Plans (1' - 50 or larger) of the entire site showing:
- Design at ultimate build -out,
- Off-site drainage (d applicable),
- Delineated drainage basins (include Rational C coeificlent per basin),
- Coil dimensions,
- Pretreatment system,
- Hgh 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.
2. Plan details (1' = 30' or larger) for the biorelention 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-she drainage (If aWleable),
- Clean out pipe locations,
- Overflow device, and
- Boundaries of drainage easement.
- Indicate the P -Index between 10 and 30
Section view of the biorelention cell (1' = W or larger) showing:
- Side slopes, 3:1 or lower
- Underdrain system (if applicable), and
- Biorelention cell layers (ground level and slope, pre - treatment, ponding depth, mulch depth, fig media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure)
4. A soils report that is based upon an actual field investigation, soil borings, and 'mfiltration tests. The
results of the soils report must be verified In the field by DWO, by completing & submitting the soils
investigation request form. County sail maps are not an acceptable source of soils information. Ail
elevations shall be in feet mean sea level (trnsl). Results of soils tests of both the planting soil and the In
situ soil must include:
- Soil permeability,
- Soil composition (% sand, % fines, % organic), and
- Pandex.
5. A detailed planting plan (1' = ZY 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 detain
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretentlon cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calatlations (including underdrain calculations, if applicable).
8. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
9. A copy of the deed restriction.
Form SW401- 81oretendmi -Rev.7 Part III, Page 1 of 1

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Watershed Model Schematic
1 - Pre- Development
D
Project: Pre vs Post Calcs.gpw
Hydraflow Hydrographe by Intellsolve vg.22
2 - Post Development
3 - Outflow w
Friday, Mar 22, 2013

Hydrograph Return Period Recap
Hydraflow Hydrographs by InteUsolve v9.22
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1 Yr
2 -Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100 Yr
1
SCS Runoff
—
5.758
—
—
--
--
—
Pre - Development
2
SCS Runoff
26.30
--
- --
--
---
--
—
Post Development
3
Reservoir
2
1.643
---
----
--
--
—
—
Outflow
Proj. file: Pre vs Post Calcs.gpw
Friday, Mar 22, 2013

Hydrograph Summary Report HydrefiowHydrographsbylntellsolvev9 .22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfe)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuff)
Inflow
We)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
5.758
2
718
16,368
—
—
—
Pre- Development
2
SCS Runoff
26.30
2
718
52,632
—
---
—
Post Development
3
Reservoir
1.643
2
776
30,752
2
291.09
27,349
Outflow
Pre vs Post Cales.gpw
Retum Period: 1 Year
Friday, Mar 22, 2013

4
Hydrograph Report
Hydraflow Horographs by Intelisohre v9.22
Hyd. No. 1
Hyd. volume =
Pre - Development
Curve number =
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 14.440 ac
Basin Slope
= 10.0%
Tc method
= KIRPICH
Total precip.
= 3.00 in
Storm duration
= 24 hrs
Friday, Mar 22, 2013
Peak discharge = 5.758 cfs
Time to peak =
718 min
Hyd. volume =
16,368 cult
Curve number =
60
Hydraulic length =
1000 ft
Time of conc. (Tc) =
3.86 min
Distribution =
Type II
Shape factor =
484
Pre - Development
Q (cfs) Hyd. No. 1 —1 Year Q (Cfs)
6.00
5.00
4.00
3.00
2.00
1.00
000
6.00
5.00
4.00
3.00
2.00
1.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 2
Hyd. volume =
Post Development
Curve number =
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
14.440 ac
Basin Slope =
10.0%
Tc method =
KIRPICH
Total precip. =
3.00 in
Storm duration =
24 hrs
5
Friday, Mar 22, 2013
Peak discharge = 26.30 cfs
Time to peak =
718 min
Hyd. volume =
52,632 cuft
Curve number =
77
Hydraulic length =
1000 ft
Time of conc. (Tc) =
3.86 min
Distribution =
Type II
Shape factor =
484
Post Development
Q WS) Post
No. 2 --1 Year Q (�
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
�
- Hyd No. 2

6
Hydrograph Report
Hydraflow Hydrographs by hrteiisoive v9.22
28.00
Friday, Mar 22, 2013
Hyd. No. 3
Outflow
24.00
24.00
Hydrograph type
= Reservoir
Peak discharge
= 1.643 cfs
Storm frequency
= 1 yrs
Time to peak
= 776 min
Time interval
= 2 min
Hyd. volume
= 30,752 tuft
Inflow hyd. No.
= 2 -Post Development
Max. Elevation
= 291.09 ft
Reservoir name
= Bioretention
Max. Storage
= 27,349 cuft
Storage Indication method used.
. =iT-M
Q (Cfs) Hyd. No. 3 —1 Year Q WS)
28.00
28.00
24.00
24.00
20.00
20.00
16.00
16.00
12.00
12.00
8.00
8.00
4.00
4.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
-- Hyd No. 3 — Hyd No. 2 Il"1 EEIT Total storage used = 27,349 cult

Pond Report
7
Hydraflow Hydrographs by Intellsolve v9.22 Friday, Mar 22, 2013
Pond No. 1 - Bioretention
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 290.00 It
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuff)
0.00 290.00 22,920 0 0
1.75 291.75 27,072 43,743 43,743
Culvert I Orifice
Structures
[A]
[B]
[C]
[PrfRel
Rise (in)
= 24.00
0.00
0.00
0.00
Span (in)
= 24.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 287.00
0.00
0.00
0.00
Length (ft)
= 54.00
0.00
0.00
0.00
Slope (%)
= 15.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
We
Orifice Coeff.
- 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
000
Weir Structures
[A]
[B]
[CI
ID]
Crest Len (ft)
= 14.00
0.00
0.00
0.00
Crest El. (ft)
= 291.00
000
0.00
0.00
Weir Coeff.
- 3.33
3.33
3.33
3.33
Weir Type
= Riser
-
-
--
Mull -Stage
= Yes
No
No
No
Exfll.(Inlhr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note CiukvdfOrff ce oufflum ale a11aWW under IrM (!a) and outlet (oc) Wf1W. weir fi m deed for Office cor d6ons (ic) and submergence (9)
Stage I Discharge
Elev (ft)
292.00
291.80
291.80
291.40
291.20
291.00
290.80
290.60
290.40
290.20
290.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Discharge (cfs)

R :?Go 9 'J
Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = /• �o Acres
Runoff Area - / . 90 Acres
Qio =C x I x A =. _�Wx 7.4 x
q. q Z cfs
Basin Volume Calculation:
Volume of Sediment = • 10 Ac.) x (1800 cf sed. /year) x (1 year)
cf
Assume 3 foot of basin depth, therefore area of the pit /`10 Square Feet
Try ( Z$ wide) x ( !9'8 long) x ( 3 foot deep) Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Qto x 325 sf /cfs
-R� x 325 sf /cfs
sf
Surface Area — 6/�
Use ( wide) x ( long) x ( foot deep) Sediment Basin
Surface Area —
Weir Design and Velocity Check:
Q10 = cfs; Q = CLH3r2; H = [Q/CL]m
_ [ (2.68)( /o )]2'3
0.32 feet
Velocity Check 4 ( 9Z )/( /o ) (0.32) _ /• 5' 1 fps, OK ✓ JAc-,,

E
Skimmer Orifice Desion
n _
�— oEaaf- + —ose.Y ��foq �
_ I
O/
rom mw waoa fmaoao
use. wotm stmaQe volum (11131
Figure 2 Skimmer orifice diameter as a function of the basin volume and basin dewatering time.
Basin Volume (From Worksheet: 8 7 2
Basin Dewatering Time (1 -3 Days): 3
Skimmer Orifice Diameter (From Chart): I ��

rr,�s F>4.0 g' 4w
Skimmer Sediment Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed ?S Acres
Runoff Area — Z. `r$ Acres
Q10 =CxIxA = .319x7`(x Z.98
= 7.7 7- cfs
Basin Volume Calculation:
Volume of Sediment = ( Z-99 Ac.) x (1800 cf sed./year) x (1 year)
✓c (a `I cf
Assume 3 foot of basin depth, therefore area of the pit I 788 Square Feet
Try (_ 4 wide) x ( 7 Z long) x ( 3 foot deep) Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Q10 x 325 sf /cfs
= 7.7 Z x 325 sf /cfs
sf
Z�
5�2 1 Surface Area — oL
Use ( wide) x ( long) x ( foot deep) Sediment Basin
Surface Area —
Weir Desian and Velocity Check:
Qio = 7.7 2- cfs; Q = CLH3n; H = [Q /CL]2r3
_ [ 7.72. / (2.68)( 15 )]2j3
©.33 feet
Velocity Check 4 ( 7 77- )/( 16- ) ( 0 . 33 ) _ • 94, fps, OK ✓ 7fil✓

g$pVy6
a
„}5
C
II
N
Skimmer Orifice Design
WO IMW tm000 tam
unw. wOtN Simapa volufne (W3)
Figure 2. Skimmer orifice diameter as a function of the basin volume and basin dewatering time.
Basin Volume (From Worksheet:
Basin Dewatering Time (1 -3 Days): 3
Skimmer Orifice Diameter (From Chart):

Skimmer Sediment Basin Worksheet
(Drainage Area Mast be Less Than 10 Acres)
Area Disturbed = !6.34, Acres
Runoff Area - g• AP Acres
Qjo =CXIXA = .35"x7.&{x
= 2-1. Co SS cfs
Basin Volume Calculation:
Volume of Sediment = ( S•34 Ac.) x (1800 cf sed. /year) x (1 year)
= 15, 048 cf
Assume 3 foot of basin depth, therefore area of the pit S o /co Square Feet
Try ( 6ro wide) x ( I Zo long) x ( 3 foot deep) Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Qjo x 325 sf /cfs
Z . x 325 sf /cfs
= 7 034) sf
= 7 Zoo '*"' Z o 3(o Surface Area — v IL
Use ( wide) x ( long) x ( foot deep) Sediment Basin
Surface Area —
Weir Design and Velocity Check:
Q10 = Z • & T- cfs; Q = CLH312; H = [Q /CL]23
_ [ ZJ• (2.68)( 7.5- )]2'3
= D r¢A feet
Velocity Check 4 ( 21.45)/( 0.41a ) ( 25" ) _ • 80 fps, OK J5L✓

n
Cr
1
N
Skimmer Orifice Design
1010 tOCUO 100010 1'C00.D
GwIn Wator stotage VON" (tt•31
Figure 2 Skimmer orifice diameter as a function of the basin volume and basin dewatertng time.
Basin Volume (From Worksheet:
Basin Dewatering Time (1 -3 Days):
2 t, &00
3
Skimmer Orifice Diameter (From Chart): Z �

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
NashM% NC 27858
Project: Flowers -Pod 9
Date: March 25, 2013
Page:1 of 1
Post- Develooment
Runoff Computations
TEMPORARY DIVERSION CALCS.
10•Year Storm

Channel Report
Hydraffow Express by IntelisoNe
Temporary Diversion la - Bare Soil
Triangular
= 3.110
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope ( %)
= 0.50
N -Value
= 0.020
Calculations
= 0.75
Compute by:
Known Q
Known Q (cfs)
= 3.11
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
Monday. Mar 25 2013
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 3.110
Area (sqft)
= 1.31
Velocity (fds)
= 2.38
Wetted Perim (ft)
= 4.17
Crit Depth, Yc (ft)
= 0.59
Top Width (ft)
= 3.96
EGL (ft)
= 0.75
Section
1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

Channel Report
Hydraflow Express by Intellsolve
Monday, Mar 25 2013
Temporary Diversion la - Vegetated
Triangular
Highlighted
Side Slopes (z:1) = 3.00, 3.00
Depth (ft)
= 0.81
Total Depth (ft) = 1.00
Q (cfs)
= 3.110
Area (sgft)
= 1.97
Invert Elev (ft) = 100.00
Velocity (ft/s)
= 1.58
Slope ( %) = 0.50
Wetted Perim (ft)
= 5.12
N -Value = 0.035
Crit Depth, Yc (ft)
= 0.59
Top Width (ft)
= 4.86
Calculations
EGL (ft)
= 0.85
Compute by: Known Q
Known Q (cfs) = 3.11
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydraflow Express by IntelWve Monday, Mar 25 2013
Temporary Diversion lb - Bare Soil
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 0.40
Total Depth (ft)
= 1.00
Q (cfs)
= 0.830
Area (sgft)
= 0.48
Invert Elev (ft)
= 100.00
Velocity (ftfs)
= 1.73
Slope ( %)
= 0.50
Wetted Pedm (ft)
= 2.53
N -Value
= 0.020
Cdt Depth, Yc (ft)
= 0.35
Top Width (ft)
= 2.40
Calculations
EGL (ft)
= 0.45
Compute by:
Known Q
Known Q (cfs)
= 0.83
Elev (ft)
102.00 --1
101.50
101.00
100.50
100.00
99.50
Section
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydreflow Express by IntelisoNe
Temporary Diversion lb - Vegetated
Triangular
= 0.830
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope ( %)
= 0.50
N Value
= 0.035
Calculations
= 0.52
Compute by:
Known Q
Known Q (cfs)
= 0.83
Elev (ft)
102.00 =
101.50
101.00
100.50
11116111111
99.50
Monday, Mar 25 2013
Highlighted
Depth (ft)
= 0.50
Q (cfs)
= 0.830
Area (sgft)
= 0.75
Velocity (ft/s)
= 1.11
Wetted Perim (ft)
= 3.16
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 3.00
EGL (ft)
= 0.52
Section
1 2 3 4 5 6 7
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50

Channel Report
Hydraflow Express by IntaUsolve Monday, Mar 25 2013
Temporary Diversion Ila - Bare Soil
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 0.74
Total Depth (ft)
= 1.00
Q (cfs)
= 4.250
Area (sqft)
= 1.64
Invert Elev (ft)
= 100.00
Velocity (ft/s)
= 2.59
Slope ( %)
= 0.50
Wetted Perim (ft)
= 4.68
N -Value
= 0.020
Crit Depth, Yc (ft)
= 0.66
Top Width (ft)
= 4.44
Calculations
EGL (ft)
= 0.84
Compute by:
Known Q
Known Q (cfs)
= 4.25
Elev (ft)
102.00 -,
101.50
101.00
100.50
100.00
99.50
Section
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydratiow Express by Intelisolve Monday, Mar 25 2013
Temporary Diversion Ila - Vegetated
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 0.91
Total Depth (ft)
= 1.00
Q (cfs)
= 4.250
Area (sgft)
= 2.48
Invert Elev (ft)
= 100.00
Velocity (ft1s)
= 1.71
Slope ( %)
= 0.50
Wetted Perim (ft)
= 5.76
N -Value
= 0.035
Grit Depth, Yc (ft)
= 0.66
Top Width (ft)
= 5.46
Calculations
EGL (ft)
= 0.96
Compute by:
Known Q
Known Q (cfs)
= 4.25
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydraflow Express by IntelisoNe Monday, Mar 25 2013
Temporary Diversion llb - Bare Soil
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 0.57
Total Depth (ft)
= 1.00
Q (cfs)
= 2.050
Area (sqft)
= 0.97
Invert Elev (ft)
= 100.00
Velocity (ft/s)
= 2.10
Slope ( %)
= 0.50
Wetted Perim (ft)
= 3.60
N Value
= 0.020
Crit Depth, Yc (ft)
= 0.50
Top Width (ft)
= 3.42
Calculations
EGL (ft)
= 0.64
Compute by:
Known Q
Known Q (cfs)
= 2.05
Elev (ft)
102.00 =
101.50
101.00
100.50
100.00
99.50
Section
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
0.00
-0.50

Channel Report
Hydraflow Express by Intelisolve
Temporary Diversion Ilb - Vegetated
Triangular
= 2.050
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope ( %)
= 0.50
fd Value
= 0.035
Calculations
= 0.73
Compute by:
Known Q
Known Q (cfs)
= 2.05
Section
Monday, Mar 25 2013
Highlighted
Depth (ft)
= 0.70
Q (cfs)
= 2.050
Area (sgft)
= 1.47
Velocity (fUs)
= 1.39
Wetted Perim (ft)
= 4.43
Crit Depth, Yc (ft)
= 0.50
Top Width (ft)
= 4.20
EGL (ft)
= 0.73
101.50
101.00
100.50
100.00
99.50
0 1 2 3 4 5 8 7 8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
9114111
-0.50

Channel Report
Hydraflow Express by Intellsolve Monday, Mar 25 2013
Temporary Diversion Ilia - Bare Soil
Triangular
Highlighted
Side Slopes (z:1)
= 3.00, 3.00
Depth (ft)
= 1.03
Total Depth (ft)
= 1.50
Q (cfs)
= 10.31
Area (sgft)
= 3.18
Invert Elev (ft)
= 100.00
Velocity (ft/s)
= 3.24
Slope ( %)
= 0.50
Wetted Perim (ft)
= 6.51
N Value
= 0.020
Crit Depth, Yc (ft)
= 0.95
Top Width (ft)
= 6.18
Calculations
EGL (ft)
= 1.19
Compute by:
Known Q
Known Q (cfs)
= 10.31
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
I 1 2 3 4 5 6
Reach (ft)
7 8 9 10 11
Depth (ft)
2.00
1.50
1.00
0.50
0.00
WAIV6l

Channel Report
Hydrallow Express by IMelisolve
Temporary Diversion Ilia - Vegetated
Triangular
= 10.31
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope ( %)
= 0.50
N Value
= 0.035
Calculations
= 1.34
Compute by:
Known Q
Known Q (cfs)
= 10.31
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Monday, Mar 25 2013
Highlighted
Depth (ft)
= 1.27
Q (cfs)
= 10.31
Area (sqft)
= 4.84
Velocity (ft/s)
= 2.13
Wetted Perim (ft)
= 8.03
Crit Depth, Yc (ft)
= 0.95
Top Width (ft)
= 7.62
EGL (ft)
= 1.34
Depth (ft)
2.00
1 2 3 4 5 6 7
Reach (ft)
8 9 10 11
EN-111
STS
0.50
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6ROS of ION
G'b �
b air a C14

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention 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 operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it 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 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 problems-
How I will remediate the roblem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the
Areas of bare soil and /or
Regrade the soil if necessary to
bioretention cell
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.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
a livable ).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401- Bioretention O&M -Rev.3 Page 1 of 4

BMW element:
Potential problems:
How I will remediate the problem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and /or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
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.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
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.
Tree stakes/ wires are present
Remove tree stake /wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401- Bioretention O&M -Rev.3 Page 2 of 4

BW element:
Potential problems.
How I will remediate the problerm
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919 -
outlet.
733 -1786.
Form SW401- Bioretention O &M -Rev.3 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:Flowers Plantation Pod NW 8
BMP drainage area number:NA
Print name:Rebecca Flowers
Title:Owner / Developer
Address:4880 NC 42 East Clanton- NC 27520
SS3 - 3
—JO W [%F/ZEK�J
D.
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, T. Mc cka j ct,%� , a Notary Public for the State of
County of A's N , do hereby certify that
IZ a b.� c�a l o w arc ;S personally appeared before me this —Lv�
day of vl6ft 7013 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
I Noma mcit;J
Votary PuWlc
E.a.� Co., It C.
514�
SEAL
My commission expires S- Z Z015-
Form SW401- Bioretention I &M -Rev. 2 Page 4 of 4

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CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
I TANGENT
CHORD DIRECTION
CHORD LENGTH
C1
180.35
400.00
25'49'57"
91.73
S12 45'40 "E
178.82
C2
137.59
400.00
19.42'3 "
1 69.48
N0941'57 "W
136.91
C3
77.47
255.00
17'2426" 1
59.04
N28'15'2eW
77.17
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JURISDICTIONAL WETLAN , S ti r r �. y �� /11 (I i j ! 1 i 1 \ t ` \ \\ 1 ° t 1 \�ZO' Ly� ° �„ f t 8' is c. rl O °1 `, `'° ism- ,, E� \ l! c�► \ t
AREA - 5867 S.F. '" �� ! \t t t i !
1 -- ~' t �x ,�a 20 sasSL i ° .,
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25,
1 /4r 12 2" SF9.5A
COMPACTED SUBGRADE - PREPARE i
IN ACCORDANCE WITH GEOTECHNICAL
REPORT.
ALL CURB CROSS SECTION
SCALE: 1" = 10' -0"
GENERAL NOTES- (LOCAL JURISDICTION)
1. Any discrepancies In layout should be brought to the Engineer's
attention prior to construction.
2. Written dimensions supercede scaled dimension. All dimensions are
edge of pavement or face of curb, unless noted otherwise.
3. All materials, Installation, testing and Inspection of water and sewer
utilities to meet current Johnston County standards.
4. All streets noted as "PUBLIC" shall meet NCDOT minimum standards
for subdivision streets. All other shall meet the criteria shown.
5. All lots to be served by public water and public sewer.
6 A 10' t €li d i d r ad maintenance easement is reserved
W ty, ra nage an o
along and adjacent to all street right of ways.
7. Flared end sections are to be used on both Inlet and /or outlet ends of
storm sewer unless otherwise noted.
S. Fire hydrants are to be Installed as shown on plans.
9. Maintain minimum 3' cover for all water pipe.
10. Waterline pipe shall be C -900 class 200 PVC unless otherwise noted
and Installed a minimum of 4' off edge of pavement,
11. Corporation stops shall be rated a minimum of 300 PSI.
12, Where Waterline Crosses:
A. Sanitary Sewer: Waterline shall cross above and maintain 2'
vertical separation or 10' of horizontal separation. If this separation
cannot maintain or if waterline passes below sewer line then both
waterline and sewer line shall be class 50 ductile iron pipe for a
minimum of 10' each side of crossing.
B. Storm Sewer: Where waterline crosses above maintain 1' vertical
separation.
If this separation cannot be maintained or where waterline and /or
sanitary sewer crosses below storm sewer, waterline and /or sanitary sewer shall
be class 50 ductile iron pipe for minimum of 10' each side of crossing.
13. All gravity sewer line is SDR 35 PVC except as follows: All sewer line
less than 3' deep or greater than 14' deep shall be minimum class 50
ductile iron.
14. Each prime contractor performing excavations or underground work
shall be responsible for the location of any existing utilities in the area
of their work. Notify the utility locator service (1- 800 - 632 -4949) at least
48 hours prior to commencing construction In order that existing
utilities in the area may be flagged and staked. Contractor shall use
all care necessary when working in areas [known or suspected to
contain underground utilities, including hand digging.
15. The contractor Is responsible for relocating any existing utilities that
conflict with the proposed construction. In addition, the contractor is
responsible for repair and replacement of any utilities, curb and gutter,
pavement, etc. that may be damaged during construction, . Damaged
Items shall be repaired to at least the quality of the original
workmanship. The contractor shall field verify depth of existing utilities
and relocate If proposed grading causes utility cover to be less than
minimum required.
16. All temporary erosion control measures shall be Inspected after each
rain event and necessary repairs shall be done as required.
17. Each lot shall have a 4" sewer service at the center of the lot and a
3/4" water service located 3' from the property line.
18. Water services are to be "ganged" where possible. Where "ganged"
service crosses under the road, the line must be 11". All service pipe
under roads shall be sleeved.
19. Waterline to be pressure tested at minimum 175 psi.
20. Ductile iron pipe sanitary sewer must be Interior coated with Sewper Coat
or Protecto 401, per Johnston County requirements.
21. Contractor to test sewer & water line according to Aqua North Carolina's
2012 standards.
22. Contractor shall Install stub outs for sanitary sewer which shall have
a depth of no greater than 6' below the finished grade at the termination
of the lateral. The location shall be marked by a 4" PVC turn -up at „the
and of the lateral. Contractor will mark all sewer services with an S in
the face of the curb.
BEFORE YOU DIG
CALL TOLL FREE
1-800- 800 632 4949
NORTH CAROLINA
ONE -CALL CENTER
surLSL,ona: emp�d
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CQNTRACTOR TO VERi
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C J l 2s.5� / THE NE WITH 45 .
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\ , °j `\- / ADJUSr VALVE
i ,• _ - - _. \ 11 t J_� `� t j iYATCH� RO. sfW� / a�i r/i 1{ ° ( ! ! JJ`•�\\ \` l 1
SCALE: 1 " = 50'
6 50 100 125 150
� ®t�t�t, e'rrrrsr®
= SEAL
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GRADING NOTES: LENldAR CRITERIA)
\ t
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1 t 1. With regards to slopes on all Homesites:
,� f /�', / cf �'j 1 1 1:•� I 1 t 1 1 a. All slopes in the community shall be graded to the Engineering Plans.
1M5
1 �a / Ac . i \ I t b. Slopes shall not contain any organics, spoils, or other unsuitable material,
1 1 \ i and shall have proper footing.
c. All slopes shall be "walked in" by dozer.
d. All slopes shall b® properly stabilized with vegetative ground cover.
5� ,- - -- f %��:: • �� / / / �'g I { \ 1 1 i 1 2. Homesite shall be graded to a uniform slope from Right of Way to the front
building setback It as measured from top of curb at center of ham ®alts
Ile - " - / .� ' '� 12 �'• ,�^ j 1 \ I tit and shall be not less than 6" above top of curb, to not more than 18"
/ 1 \ t 1 i \ above curb.
�� ® �', h •• 30 5' F. 1 3. The Minimum Building Envelope (area Inside the building setbacks) of each
\ t\ \ \ \t homesite plus the required slopes must be completely cleared and grubbed,
.. -..1 Kc 42 // /i✓ ref,t �3r �� 4. Building pads shall be compacted to 95% standard proctor begirding across
POND , / / 1 i / ;� ✓ -- / \ the entire width of the Minimum Building Envelope from a point 5 In front
of the Minimum Building Envelope and extending to a point 10 feet behind
_ ERCY FLOWERS / / 1 t j 312 C , . '39 g gg /1/ {�, t \ \ 9 P g P
� STORE the rear Minimum Building Envelope.
V1G 42 �: ��'� ?sl AC. g"i� -" ✓ / j \ 1 O~
j. / J ® �q- .-' 1 i i 1 \ 5. On all "Fill" "Partial Partial Fill ar Homesites, the contractor shall provide owner with
31g a soil engineer's letter certifying (a) that the Building Pad of the homesite has
- __..:' ✓._ -- /-� /' •,,' 1 / 1 / / \/ "' /--' ,,,,.: ' �' ": �' ..... •- \ 1 t t i 4t \ been compacted to 95 °° standard proctor, and (b) the Building Pad of the
9, 72&
°�°' SKETCH --' -- --.• � / � _ ..- --� t J � t\ � ... 3'�� -: � `• ag 1 t t t t t homesite as a load bearing capacity of at least 3.000 p.s.f. OCA �. B ,-' ,, -- — ` -- _ _ / / / / ' � J J J J � t t r�1A d� gg' ♦ / �, ; . '!; �, +� M ?1`X� t t tt t \ "Cut" / i " / c, p ` e \ tt \ \ 6. On all Cut or "Partial Cut Homesites, the contractor shall provide owner with
HOT TO SCALE - . -- - -- _ r / / .. - 1 j / ® •- / /' :;,;,; ' .- '" �'t t 1 \ a soil engineer's letter certifying (a) that the Building Pad of the homesite has
J / I / t / / . / / ♦ / / '` � ` ' r � ` � J / ♦ I J f 5 �'g s .; : � . g0 ' \ �c, t\ t t t \t\ a load bearin capacity of at least 3 000 s.f.
/ r / / ., j 1 / U /e 1 t 9 P Y P•
,. r �• 00 s.F. ;�.� 1'�, .,•. ©. \ t 1 1 7. All lots shall be graded so that there is no standing water after a rain event.
.10 aF. ,,i ® \ it \ 1 t\ S. The building pad shall be loacted at the front building line of the Homesite,
% u / / / ��` y \ 2 \ i \t \ t l \\ 9. The building pad shall be constructed with a 2% side to side slope established
b { \\ t \ to adequately shed surface water, and a 2% front to rear slope established to
/ ! ! / / / / / / / / / �. ,, / .•.. -- •'�' .• / ..� j g / t / .- •'' Ap cr _'� t �.. _ _....• 23 s.F. t \ 1 \ •�•: � . q Y ° P
/ ! ! / / / / // // // I / / /' / ° - - - - --- ' _ _ _ _ - / / / t / ✓ ~- i �- 19• / ao \ C. �` -A it t i \\ adequately shed surface water.
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W-6 } I / ' \ 1 \t \ \ \ Notification of Land Resources Sediment and Erosion Control Self Inspect m Program•
\ \ \ 1 ! /t i l The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities
t I t 1� \ \ inspect a project after each phase of the project to make sure that the approved errosion and sedimentation control plan is
/ J 1 1. \ being followed Rules detailing the documentationof these inspections took effect October 1, 2010. The self inspection
t s1 �P ' ! J / \ 1 ! t program is separate from the weekly self monitoring program of the NPO>"S Stormwater Permit for Construction Activities.
LQ d' \acs 1 ,! ! t } \ l �\ \\ t \ The focus of the self inspection report Is the installation and maintenance of erosion and sedimentation control measures
1 } obPe ( \ according tot he approved plan. The inspections must be conducted after each phase of the project, continued until
�,'`• } ;' '��` / l I \ 1 1 permanent ground cover is established In accordance with NCGS 113A- -54.1 and 15A NCAC 48.0131. The Self inspection
Report Form Is ovailable as an Excel spreadsheet from {jilp I/www.&rmrstaicnrue&ago/jeAlmentgUm-new.html. . If you
/ ;�. •,� , � • � .' / 2 2� ( t1 1 \` \ have any questions or cannot access the farm, please contact NCOENR at 919.791.4200, See Eho Vegetative Practices
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INSPECT 7E1 ORARY DVERSIONS ONL'E A mw AND AFTER for RwAlL IMMwAaY REAIow awwr mw PE ROW ARFA AND
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IT.
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EXTENDS TO TOP OF BOX
RAIN AND JIAKE REPAIRS AS NEEDExI
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W/EXCELSIOR MATnNG
TOTAL AREA DISTURBED _ 8.51 Ac.
SKIMMER SEDIMENT BASIN
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NOSRHDROUSiNDEX ,: {,:30;:;;::i':;:;:;;
PERFORATED PVC SOCK DRAW
Conversion Procedure -- Sediment Basin to Bioretention Area
1. After the site is completely stabilized, contact Stocks Engineering ® 252 - 459 -8196 for verification
of completion and stabilizctlon.
2. Contact Thad Valentine of NCDENR —Land Quality Section 0 919 -791 -4200 for approval to remove
all temporary erosion contra! measures.
3. Upon approval from NCDEWR —Land Quality Section, begin the conversion of the bloretention area
from a temporary sediment trap to a permanent BMP as follows.
4. Construct slit fence around the toe of the Interior side slope of the bloretention area (BA) to
protect the BA from sedirnnent contamination during the Conversion Procedure. Leave an opening at
the downstream end of the BA just wide enough for construction machinery to enter /exit.
5. Bring the side slopes surrounding the BA to proposed grade.
6. Seed /sod the side slopes ws per specifications. {Contractor is responsible to maintain and
protect seed /sod to promote successful establishment during Conversion Procedure. If damage or
death to seed /sod occurs, Contractor must replace affected area immediately.}
7. Once seed /sod has been Installed, Contractor shall excavate the bottom of the BA to a depth
equal to the greater of tkse following:
a. 1 foot below any evideruas of sedimentation upon in situ soils; or,
b. 4 feet below the proposed bottom of BA elevation.
8. Excavated material must be disposed of in an approved off —site location.
9. Care must be taken to prevent any sedimentation /re— sedimentation during this process, as
contamination of the in stiu soils or the designed soli media will compromise the functionality of the
BA. If any sedimentation occurs during this process, Contractor shall remove sediment immediately.
10. Contact Stocks Engineering 0 252 - 459 -8196 to Inspect excavated BA before continuing
construction.
11. Upon approval of Stocks Engineering, continue constructing BA per details. Establish appropriate
permanent vegetation in EA as soon as possible.
12. Upon completion of BA construction, remove sediment from slit fence and dispose of at on
approved off—site location.
13. Contact Stocks Engineering 0 252- 459 -8196 to Inspect completed BA before removing slit fence
and placing the BA In ser°wlce.
CLASS B RIP RAP UNED
FORMA 12" IN DEPTH
.......,...
6" 057 STONE
v r �411 wl—lw r vw
BIORETENTION AREA PROFILE SOCK DRAiN
NOT TO SCALE
Centipede Sod Notes::
1. Centipede Sod shall have bean grown in sandy soils with an infiltration rate of 2— inches per hour
or greater.
2. Do not deliver more sod t?.-an can be installed in less than 24 hours.
3. Use a knife or sharp edge2' shovel to cut the sod to desired lengths. Do not tear sod.
4. Water sod Immedlatley upon Installation to a depth of 1 inch. Water daily for a period of 2 weeks
and then periodically until roots have been established.
WASHED SAND
GRADE
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EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of streets and utilities for POD -9 (Phase One) 0 Flowers
Plantation. The project is owned by The Riverdell Company. The site is currently undeveloped.
Approximately 9.51 acres will be disturbed during construction. The maximum fill will be 4--6 feet.
The project is scheduled to begin construction in April 2013 with project completion and final
stabs iza ion by June 2013. The erosion and sediment control program for this project will include
the Installation of a suitable construction entrance, silt fence, outfet protection, inlet protection,
and skimmer basins with temporary seeding of the site.
ADJACENT PROPERTY
The Riverdeli Company owns most land adjacent to the proposed construction area.
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and Johnston
County. The contractor shall also follow any additional requirements cs outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. onstruction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
droving.
3. Silt Fence: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
4. Rip Rap /Gravel Filter Sediment Basins: Construct basin to the shap�e and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2' with the berm built
above as dimensioned.
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or grodin
2. Tall Ditches shall be stabilized immediately following their construc8on. As an alternate, rock
check dams may be provided at their outlets and /or the terminal downstream end of
disturbance until ground cover is implemented.
3. Stockplie and /or waste areas must be maintained within the limits of the areas protected by the
proposed measures and otherwise temporarily seeded If to be left stockpiled over 15 calendar
4. Construction shall be planned so that grading operations can begin <and end as quickly as
assible.
. Slit Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows:
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptloncs
Perimeter dikes, swalee,
7 Days
None
ditches & slopes.
High Quality Water (HQW)
7 Days
None
Zones.
Slope steeper than 3:1
7 Days
If slopes ore UY or less In length are
not steeper than 2:1, 14 days are d1owed.
Slopes 3:1 or flatter.
14 Days
7 Days for stapes greater than 54 fast
In length.
All other areas with slopes
14 Days
None (Except for perimeters and F�Z;N
flatter than 4:1
Zones)
PERMANENT_ SEEDING SPECIFICATIONS
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
TALL FESCUE 200
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
PENSACOLA BAHIAGRAS 50
SEEDING NOTES
1. FROM SEPT, 1 - MAR. 1, USE UNSCARIFIED SERICEA SEED.
2. ON POORLY DRAINED SITES OMIT SERICEA AND INCREASE KOBE TO 30 LB /ACRE.
3. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA AND IN GREASE KOBE TO 40 LB /ACRE.
NURSE PLANTS
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB /ACRE GERMAN MILLET OR 15 LB /ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUG. 15 ADD 25 LB /ACRE RYE (GRAIN).
SEEDING DATES
BEST POSSIBLE
EARLY SPRING: FEB. 15 -MAR. 20 FEB. 15 -APR. 30
FALL: SEPT. 1 -SEPT. 30 SEPT. 1 -OCT. 31
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR APPLY 3,000 -5,000 LB /ACRE SEDANGRASS. PRIOR TO
MAY 1 OR AFTER AUG 15, ADD 25 LB /ACRE RYE (GRAIN).
MULCH
APPLY 4,000 LB /ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL
M&LffENANCE_
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILiZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB /ACRE 10 -10 -10 FERTILIZER. MOW AS NEEDED `NHEN SERICEA IS OMITTED FROM THE
MIXTURE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5
2. �aintain all seeded areas until uniform stand is acceptable.
3. If growth is not established by final project Inspection, continue spe_,d*dnak nohrdI1etbeea.)
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final Inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
Calculations
The practice utilized for the proposed site did require formal calculations. Calculations have been
provided.
OWNER
RIVERDELL COMPANY
4880 NC 42 EAST
Clayton, NC 27520
919.553.3086 (v)
CONSTRUCTION SEQUENCE:
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved erosion
control plan and permit on site. Call the NCDENR @ 919 - 791 -4200 to notify the State Inspector of a start date
prior to land disturbance.
2. Clear the area needed to construct the proposed construction entrance.
3. Construct the construction entrance as shown on the plans. Maintain the construction entrance daily to ensure that
mud and silt will not be tracked onto the paved surface. if mud is tracked onto the road surface, it is to be removed
immediately. .
4. Construction entrance location may not vary without prior approval from Engineer and NCDENR.
5. Clear the area needed to access and construct sediment basins.
6. Construct sediment basins. Stabilize immediately.
7. Clear the area needed to construct the perimeter erosion control measures including temporary diversion ditches,
silt fence, and rock check dams. Rock check dams downstream of level spreaders, pipes and ditches shall remain
in -place until permanent measures are stabilized.
8. Construct the temporary diversion and silt fence. Tie temporary diversions into sediment basins where applicable
diversions & basins shall be seeded, mulched, anchored upon installation.
9. Begin clearing, grubbing, and topsoil stripping for roadway rights-of-way.
10. Rough grade all roadways.
11. Construct sanitary sewer system throughout project.
12. Construct the storm sewer system throughout the project. Install inlet protection devices.
13. Construct curb and gutter and CABC on roadway.
14. Seed, straw and tack areas behind the curb and gutter that are graded to their final disposition.
15. Upon stabilization of seeded areas. See C -6 for Sediment Bastin to Bioretention Conversion procedures.
16. Complete the construction of storm sewer pipe.
17. Construct permanent outlet protection devices at pipe outlet.
18. Upon completion of the project, remove silt fence.
19. Seed, straw and tack any remaining exposed areas.
INFU
STRL
PVC END
PVC END CAP-•/
PVC TEE
mar ro scats
PVC ELBOW
PVC PIPE
i f f HOLES IN
UNDERSIDE
END VIEW
NOT TO SCALE
PI VC VENT
PE i-• SGHEDUIE 40 PVC PIPE
SCHEDULE 40 PVC PIPE
�- ORIFICE PLATE
FLEJQBLE HIS PVC TEE
0
FRONT VIEW
NOT TO SCALE
NOT TO SCALE
STRUCTURE
DEWATERINO
ZK
FILTER FABRIC
SEDIMENT STORAGE
ZONE
EMERGENCY
SPDl.WAY
BAFFLES 1' FREEBOARD
IEMBANKMENT
6' MIN. INVERT ELEVATION EMERGENCY
EMERGENCY SPILLWAY, SPILLWAY
CROSS-SECTION VIEW
NOT TO SCALE
PIPE OUTLET TO FLAT AREA
NO WELL - DEFINED CHANNEL
PLAN VIEW
LDl11S7RUCHON SPEaRCAPONS
1. aeor, grub, and strip the area under the awbankment of all vegetation and root mat Remove all surface soil containing high amounts of organic matter and
stocka#e or dispose of it properly. Haut oil 6jec11onabie material to the designated disposal area. Place temporary sediment control measures below basin as needed.
I Ensure that Rl materiel for the embankment is free of roots woody vegetation, organic matter, and other objectionable material. Place the R/ in lifts not to exceed
9 incheA and mochiue compact it Over it Ore embankment 6 inches to allow for settlement
.1 Shape the basin to the specNed dfinensons. Prevent the skimming device from settling into the mud by excavating a shallow pit under the skimmer or providing a
low support under the skimmer of stone or Ibber.
4. Place the barrel (typically 4 -tech Schedule 40 PYC pipe) on a firm, smooth foundation of impwWous soil. Do not use pervious material such as sand, grovel, or
crushed stone as backR1 around the pipe. Place the Rl material around the pipe spillway in 4 -inch layers and compact it under and around the pipe to at least the
some density as the adjacent embankment :Care must be taken not to raise the pipe from the frmn contact with its foundation when compacting under the pgae
hounches
Place a minimum depth of 2 feet of compacted backNI over the pipe spillway before crossing it with construction equipment In no case should the pipe conduit be
installed by cutting a trench through the dam after the embankment is complete.
5 Assemble the skimmer following the manufacturers ksbvctkx ,% or as desfgned.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the Inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position
the skimmer over the excavated pit or support 8e sure to attach a rope to the skimmer and anchor R to the side of The basin. this winll be used to pull the
skimmer to the side for maintenance
T. Earthen sp1woys - install the spAlway in undisturbed sail to the greatest extent possible The achievement of planned elevatlons, grade, design width, and entrance
and exit channel slopes are critical to the successful operation of the spillway. Me spllway should be lined with laminated plastic or impermeable geotexble fabric The
fabric must be wide and long enough to cols° the bottom and sides and extend onto the top of the dam for anchoring in a trench. The edges may be secured with
8-Inch staples or pins The fabric must be ;long enough to extend down the slope and exit onto stable ground Die width of the fabric must be one piece, not pined
or splice&, otherwise water can get under fir , fabric. If the length of the fabric is Insufficlent for the entire length of the spillway, multiple sections, spanning the
complete width, may be used the upper sevtlon(s) should overtop the lower section(s) so the water cannot flow under the fabric Secure the upper edge and sides of
the fabric in a trench with staples or pins
8 Inlets - Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or diversions with outlet protection to divert` sediment -laden
water to the upper end of the pool area to .t nprove basin trop efficiency.
9. Erosion control - Construct the structure .so that the disturbed area is minimized Divert surface water away from bare areas Complete the embankment before the
area is cleared Stabktze the emergency spOsay embankment and all other disturbed areas above the crest of the pdacool spillway immediately after construction.
10 install porous baffles as spedfled
1L After all the sediment productng areas Move been permanently stabr7iczed, reprove the structure and all the unstable sediment Smooth the area to blend I& the
adpining areas and stabAize properly:
MAINUANCE
Inspect skimmer sWiment baslns at least wvJdy and after each significant (one -half inch or greater) rainfall event and repair immediately. Remove sediment and
restore the basin to its original dimensions i6an sediment accumulates to one -half fhe height of the first baffle; Pull the skimmer to one side so that the
sediment underneath it can be excavated &movate the sediment from the entire basin, not just around the skimmer or the fmst cell. Make sure vegetation
growing In the bottom of the basin does ncht' hold down the skimmer.
Repair the baffles If they are damaged. R&- anchor the baffles if water is flowing undemeath or around them.
If the skimmer is dogged with trash and blare Is water In the basin, usually poking on the rope will make the skimmer bob up and down and dislodge the debris
and restore Bow. !f this does not work, puw'F<` the skimmer over to the side of the basin and remove the debris Also check the orifice inside the skimmer to see
if It is clogged if so, remove the debris
if the skimmer arm or barrel pipe Is dogged; the orifice con be removed and the obstruction cleared with a plumber's snake or by flushing with water. He sure
and replace the orifice before repasitiomng 6e skimmer.
Check the fabric lined spillway for damage Grid make any required repairs with fobdc that spans the full width of the spillway. Check the embankment, spilways,
and outlet for erosion damage, and inspect Oe embankment for piping and settlement Make all necessary repoks immediately. Remove ail trash and other
debris from the skimmer and pool areas
Freezing weather can result in ice forming k, the basin. Some special precautions should be taken io the winter to prevent the skimmer from plugging with ice.
GENERAL NOTES:
1. La THE LENGTH OF THE RIP RAP APRON.
2. d = L.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 67.
3, IN A WELL- DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS
TO AN ELEVATION OF 6• ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE
TOP OF THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE
RIP RAP AND SOIL FOUNDATION.
5. FLARED END SECTION IS OPTIONAL. SEE PLANS FOR REQUIREMENT.
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS.
M
Maintenance Notes:
1. Do not let any area re;_nained exposed for more than 7 or 14 calendar days according to chart without
applying temporary seedling.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion contDrol measures weekly and after each rainfall event. Repair as needed.
4. At the end of each day's storm drainage operation, construct a temporary pipe inlet protection device until
the next day's operation, continues.
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S££ EROSION CONTROL PLAN
FOR ACTUAL PIT DIMENSIONS
SET CLEAN - OUT-•1
STAKE AT 112
PIT VOLUME 1:1
SUPPORT ROPE• Tr!
•if1RE TO PREVENT
S4=M0
SUPPORT
24" IM I
OR Sit
FILTER FABRIC
NATURAL
GROUND
A
GENERAL NOTES:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containing high amounts of organic matter and stockpile. or dispose of it properly. Haul
all objectionable material to the designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact it.
Over fill the embankment 6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection between the riprap and the
soil from piping by using filter fabric or a keyway cutoff trench between the riprap structure and
the soil.
Place the filter fabric between the riprap and soil. Extend the fabric across the spillway
foundation and sides to the top of the dame or
Excavate a keyway trench along the centerline of the spillway foundation extending up the
sides to the height of the dam. The trench should be at least 2 ft. deep and 2 ft. wide
with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to facilitate sediment cieanout.
5. All cut and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft.
and a maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottorn width, as shown on the plans, with 2:1 side
slopes extending to the top of the over filled embankment. Keep the thickness of the sides of the
spillway outlet structure at a minimum of 21 inches. The weir must be level and constructed to
grade to assure design capacity.
8. Material used in the stone section should be a well- graded mixture of stone with a d size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches.,
The stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather- resistant.
9. Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream. Keep
the edges of the stone outlet section flush with the surrounding ground and shape the center to
confine the outflow stream (References: Outlet Protection).
10. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not damage
the embankment.
11. Stabilize the embankment and all disturbed areas above the sediment pool and downstream from the
trap immediately after construction (References: Surface Stabilization).
12. Show the distance from the top of the spillway to the sediment cleanout level (one -half the design
depth) on the plans and mark it in the field.
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CONSTRUCTION SPECIFICATIONS__
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS
SIDE ON THE BOTTOM ROW TO ALLOW POOL DRAINAGE. THE
FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES
BELOW THE CREST OF THE STORM DRAIN. PLACE THE
BOTTOM ROW OF THE BLOCK AGAINST THE EDGE OF THE
STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID
WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE
LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACIAG 2x4
WOOD STUDS THROUGH BLOCK OPENINGS. CAREFULLY FIT
HARDWARE CLOTH OR COMPARABLE
2. WIRE MESH WITH 1/2—INCH OPENING OVER ALL BLOCK
OPENING TO HOLD GRAVEL IN PLACE.
3. USE WASHED STONE PLACED 2 INCHES BELOW THE TOP OF
THE BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO
AN EVEN GRADE.
4. INSTALL 1/4 IN. WIRE MESH HARDWARE CLOTH, AND METAL
POSTS THAT ARE 5 FT. TALL. PLACE THE WIRE MESH A
MINIMUM OF 3 FT. HIGH, AND THE STONE A MINIMUM OF 1
FT. HIGH.
5. BEFORE COMMENCING CLEARING & GRUBBING OPERATIONS,
THE CONTRACTOR SHALL FIELD LOCATE ALL EX. INLETS WITHIN
THE OPERATIONS AREA AND INSTALL INLET PROTECTION.
(REFERENCE: EROSION AND SEDIMENT CONTROL PLANNING AND
DESIGN MANUAL, 6.52)
0
8' MAX. WITH WIRE
MAX. WITHOUT WIRE)
DEWATERING—
cffib 00
`10J 00CF-6 �Ioaorlo t.
SEE NOTE 4
:o
—2:1 SLOPE, WASHED STONE FILTER
r WIRE SCREEN
—DPW ERING
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WIT
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OP FABRIC TOP AND BOTTOM STRAND EXTENSION TRENCH FABRIC AND
NOTES SHALL BE 10 GAUGE MIN.
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARC STRENGTH OR
EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT
EXCEED 18" ABOVE THE GROUND SURFACE.
3. INSTALL THE FILTER FABRIC FROM A CONTINUOUS !ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS. WHEA JOINTS ARE
NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A
SUPPORT POST WITH OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH
FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING
HEAVY. DUTY WIRE STAPLES AT LEAST 1" LONG, OR TIE WIRES.
EXTEND THE WIRE MESH SUPPORT TO THE BOTTCk� OF THE TRENCH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A
MAXIMUM OF 10' APART. SUPPORT POSTS SHOULD BE DRIVEN
SECURELY IN TO THE GROUND TO A MINIMUM OF 24 ".
6. EXTRA STRENGTH FILTER FABRIC WITH 6' POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. STAPLE C,R WIRE THE FILTER
FABRIC DIRECTLY TO THE POSTS.
7. EXCAVATE A TRENCH APPROXIMATELY 4" WIDE AND 8" DEEP ALONG
THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. BACKFILL THE TRENCH WITH COMPACTED SOIL OR GRAVEL PLACED
OVER THE FILTER FABRIC.
9. DO NOT ATTACH THE FILTER FABRIC TO EXISTING TREES.
10. LOCATION OF TEMPORARY SEDIMENT FENCE SHOWI �' ON THE PLANS
IS NOT EXACT. CONTRACTOR SHALL FIELD LOCATE TEMP. SEDIMENT FENCE
AS CLOSE T0. THE DOWNSLOPE EDGE OF THE LIMITS OF CLEARING & GRUBBING
AS SPACE ALLOWS.
0
SCALE: N.T.S.
,1
GENERAL NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR OTHER
SUITABLE OUTLET.
4. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING W/2 INCH STONE.
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15
Installation and flee:
1. Place Dewatering Bag on the ground or on a trailer over a relatively level,
stabilized area.
2. Insert discharge pipe a minimum of 5ft. inside dewatering bag and secure
with a rope wrapped 6 times around the snout over a 6 inch width of the
bag.
3. Replace Dewatering Bag when half full of sediment or when the sediment
has reduced the flow rate of the pump discharge to an impractical amount.
Maintenance and Disposal;;
1. Remove and dispose of accumulated sediment away from waterways or
environmentally sensitive areas. Slit open Sediment Bag and remove
accumulated sediment GT:spose of bag at an appropriate recycling or solid
waste facility. OR, as directed by engineer or inspector.
SCALE: N.T.S.
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TEMPORARY DIVERSION
SCALE: N.T.S.
0
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12" OF #57
WASHED STONE
4'��i!t1i
CROSS SECTION
'ILT FENCE
1' -8" MIN.
CLASS B
EROSION CONTROL
STONE
2:1 FILTER SILT
FABRIC
SEE PLAN
F. • PR i_
1. CLEAR & GRUB THE AREA AROUND THE SILT FENCE
OUTLET AND PROPERLY DISPOSE OF DEBRIS.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AS SHOWN
PER THE DETAIL.
3. PROPERLY OVERLAP STONE BEYOND EDGES OF SILT
FENCE OPENING.
MAINTENANCE
0
INSPECT OUTLETS WEEKLY AND AFTER EACH RAIN EVENT.
IMMEDIA TEL Y REMO UE SEDIMENT FROM THE FL OW AREA
AND REPAIR AS NEEDED. CAREFULLY CHECK OUTLETS
FOR EROSION AND REPAIR IMMEDIA TEL Y. ENSURE THERE
IS NO SCOURING APPARENT DOWNSTREAM OF OUTLET.
IMMEDIA TEL Y STABILIZE ANY AREAS THAT NEED REPAIR.
SILT FENCE •
SCALE: N.T.S.
Erosion Control Maintenance Plan
All erosion and sedimentation control measures shall
be inspected weekly and after each runoff — producing
rainfall event. Structures that shall be inspected include
but are not limited to:
Silt Fence and Fabric Inlet Protection
Any fabric which collapses, tears, decomposes, or becomes ineffective
shall be replaced immediately. - Sediment deposits shall be removed
when sediment behind the fence reaches 6 ".
Seeding, Fertilizing, and Mulching
Seeded areas shall be inspected for failure and necessary repairs
and re— seeding shall be made within the some season.
Block and Gravel Inlet Protection.
Inspect the barrier after each rain, remove sediment
as necessary to provide adequate storage volume
for subsequent rains. Upon stabilization of drainage
area, remove all materials and any unstable
soil; either salvage or dispose of properly. Bring disturbed
disturbed area to proper grade, then smooth and compact
it. Stabilize all bare areas around the inlet.
Temporary Diversion Ditches
Sediment shall be removed from the flow area immediately
after each rainfall.
Temporary Gravel Construction Entrance /Exit
Maintain the gravel pad in a condition to prevent mud
or sediment from leaving the construction site. This may
require periodic topdressing with 2 --inch stone. After a
rainfall, immediately remove all objectionable materials
spilled, washed, or tracked onto roadways.
Sediment Basins and Pits
Sediment shall be removed from the structure and the
structure shall be restored to its original dimensions
when 1.0' of sediment has accumulated in the structure.
The sediment shall be disposed of off—site and the
contaminated part of the gravel shall be replaced.
The structure shall be inspected for damage and
repaired accordingly.
SCALE: N.T.S.
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