20061804 Ver 12_Woodlands Site Calcs_20161215

Woodlands @
Flowers Plantation
Dan Ryan Builders
3131 RDU Center Drive
Suite 120
Morrisville, NC 27560
Phone:
SEAL i
19843 '
'i .ij •. GIN
STOCKS ENGINEERING, P.A. 7`6!!d
801 East Washington St. Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: [e-mail]

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Project: Woodlands @ Flowers Planta
Date: June 30, 2016
Page: 1 of 1
Post -Development
Runoff Computations
10 -Year Storm
EINIM
Runoff Computations
10 -Year Storm

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
. slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
(°70)
(ft)
(ft)
(ft)
(ft)
No.
1
JB#2-FES#1
27.05
30 C
42.0
240.00
247.14
17.000
241.74
248.88
0.86
248.88
End
2
DI#3-JB#2.
5.28
18 c
133.0
247.46
252.12
3.504
249.60
253.00
We
253.00j
1
3
CB#4-DI#3
5.04
18 c
14.0
252.32
252.60
2.000
253.25
253.46
n/a
253.46 j
2
4
CB#5-CB#4
3.76
18 c
20.0
252.80
253.20
2.000
253.75
253.94
n/a
253.94j
3
5
JB#6A-JB#2
21.77
24 c
77.0
247.46
247.85
0.506
249.46*
250.17*
0.75
250.92
1
6
CB#6-JB#6A
1.39
24 c
8.0
247.90
248.30
5.000
251.66*
251.66*
0.00
251.67
5
7
CB#7-JB#6A
20.38
24 c
40.0
247.90
248.10
0.500
251.01*
251.34*
0.33
251.66
5
8
DI#8-CB#7
13.17
24 c
101.0
251.91
252.92
1.000
253.01
254.21
0.30
254.21
7
9
DI#9-DI#8
8.01
18 c
139.0
253.02
272.48
14.000
254.48
273.56
Na
273.56j
8
10
JB#13-DI#9
1.53
18 c
140.0
272.68
276.88
3.000
274.09
277.35
n/a
277.35j
9
11
DI#14-JB#13 '
1.53
18 c
48.0
277.08
277.56
1.000
277.50
278.03
n/a
278.03
10
12
CB#15-DI#14
1.15
18 c
19.0
277.66
278.00
1.789
278.19
278.41
n/a
278.41 j
11
13
CB#10-DI#9
5.59
18 c
101.0
272.68
274.70
2.000
273.94
275.60
n/a
275.60j
9
14
CB#11-CB#10
3.13
18 c
137.0
274.90
280.38
4.000
275.95
281.06
n/a
281.06j
13
15
DI#12-CB#11
1.34
18 c
69.0
280.58
281.96
2.000
281.30
282.40
n/a
282.40j
14
Project File: PIPE CALCS.stm
Number of lines: 15
Run Date: 06-30-2016
NOTES: c = cir; e = ellip; b = box; Known Os only ; *Surcharged (HGL above crown). ; j - Line contains hyd. jump.
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL On
EL Up
slope
down
up loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
CB#17-FES#16
7.18
24 c
114.0
230.00
232.28
2.000
230.95
233.23
0.56
233.23
End
2
CB#19-CB#17
3.16
18 C
91.0
232.48
233.39
1.000
233.55
234.07
We
234.07 j
1
3
CB#18-CB#17
3.41
18 c
102.0
232.48
233.50
1.000
233.54
234.20
n/a
234.20j
1
PIPE CALCS II
Number of lines: 3
Run Date: 06-30-2016
NOTES: c = cir; e = ellip; b = box; Known Qs only ; j - Line contains hyd. jump.
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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
No.
1
MH#1-EX. SS
0.06
8 c
226.0
203.80
215.10
5.000
203.92
215.22
n/a
215.22
End
2
MH#12-MH#1
0.01
8 c
51.0
229.00
229.51
1.000
229.04
229.56
0.01
229.56
1
3
MH#11-MH#1
0.01
8 c
50.0
229.00
229.50
1.000
229.04
229.55
0.01
229.55
1
4
MH#2-MH#1
0.04
8 c
219.0
231.00
239.76
4.000
231.06
239.85
We
239.85
1
5
MH#3-MH#2
0.04
8 c
269.0
241.76
249.83
3.000
241.82
249.92
n/a
249.92
4
6
MH#10-MH#3
0.01
8 c
287.0
250.03
252.90
1,000
250.07
252.95
0.01
252.95
5
7
MH#4-MH#3
0.03
8 c
282.0
251.83
265.93
5.000
251.88
266.01
0.01
266.01
5
8
MH#5-MH#4
0.03
8 c
198.0
266.13
271.16
2.540
266.19
271.24
0.02
271.24
7
9
MH#6-MH#5
0.01
8 c
46.0
271.36
273.66
5.000
271.39
273.71
n/a
273.71
8
10
MH#7-MH#5
0.02
8 c
340.0
271.36
274.76
1.000
271.42
274.83
0.02
274.83
8
11
MH#8-MH#7
0.01
8 c
86.0
274.96
279.26
5.000
274.99
279.31
n/a
279.31
10
12
MH#9-MH#7
0.01
8 c
142.0
274.96
275.81
0.599
275.01
275.86
We
275.87j
10
Project file: Sewer Calcs.stm
Number of lines: 12
Run Date: 06-30-2016
NOTES: c = cir; e = ellip; b = box; Known Os only ; j - Line contains hyd. jump.
Hydraflow Storm Sewers 2005

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8 _

Permit No.
(to be provided by DWO)
/� pp
Project name
Contact person
Phone number
Date
Drainage area number
II.'DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
%Impervious
Design rainfall depth
Storage Volume: Non-SAWaters
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-hrrunoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prepost control of the lyr 24hr stone peak Bow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall Intensity: 1 -yr, 24-hrstorm
Pre -development 1 -yr, 24 -hr peak Bow
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 108 vegetated shelf elevation
Bottom of 10ft 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 top of the additional volume
252.459.8196
NA
338,4619'
130,244 if
36.48 %
1.0 in
11,197 is
12,220 ft"
OK, volume provided is equal to or in excess of volume required.
to
to
to
to
as
Y (Y or N)
2.9 In
0.35 (uni0ess)
0.58 (uniffess)
0.12 infer OK
0.23 fts/sec
0.23 f?/sec
0.00 fts/sec
140.80 final
139.50 final
130.00 final
140.00 fmsl
139.00 final Data not needed for calculation option #1, but OK if provided.
137.00 fmsl
135.00 fmsl Data not needed for calculation option #1, but OK if provided.
2.00 B
Yes (Y or N)
140.8 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2
WA
CDEN
NCDENR
P t
'
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filed out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
II.'DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
%Impervious
Design rainfall depth
Storage Volume: Non-SAWaters
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-hrrunoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prepost control of the lyr 24hr stone peak Bow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall Intensity: 1 -yr, 24-hrstorm
Pre -development 1 -yr, 24 -hr peak Bow
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 108 vegetated shelf elevation
Bottom of 10ft 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 top of the additional volume
252.459.8196
NA
338,4619'
130,244 if
36.48 %
1.0 in
11,197 is
12,220 ft"
OK, volume provided is equal to or in excess of volume required.
to
to
to
to
as
Y (Y or N)
2.9 In
0.35 (uni0ess)
0.58 (uniffess)
0.12 infer OK
0.23 fts/sec
0.23 f?/sec
0.00 fts/sec
140.80 final
139.50 final
130.00 final
140.00 fmsl
139.00 final Data not needed for calculation option #1, but OK if provided.
137.00 fmsl
135.00 fmsl Data not needed for calculation option #1, but OK if provided.
2.00 B
Yes (Y or N)
140.8 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit
Il. DESIGN INFORMATION- _
Surface Areas
(to be pmvrded by DWQ)
Area, temporary pool
14,179 11°
1,144 fe
Area REQUIRED, permanent pool
8,462 fit?
SAIDA ratio
2.50 (unidess)
Average depth calculated
Area PROVIDED, permanent pool, A._,,
9,999 ft
OK
Area, bottom of 1011 vegetated shelf, Aw_mw
5,619 8`
11
Area, sediment cleanout, top elevation (bottom of pond), Ab,, a
1,144 ft`
Volumes
Drawdown through orifice?
Volume, temporary pool
18,852 Rs
Insufficient. Volume does not agree with data previously entered.
Volume, permanent pool, V,.,2,
31,192 11s
2.00 in
Volume, forebay(sum of forebays if more than one forebay)
6,14311s
Forebay % of permanent pool volume
19.7% %
OK
SAIDA Table Data
0.60 (unidess)
Design TSS removal
90 %
0.33 it
Coastal SAIDA Table Used?
N (Y or N)
N
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
Weir type
SAIDA ratio
2.50 (unldess)
Average depth (used in SAIDA table):
(unidess)
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, V°e„,,,
31,192 ft'
Driving head (H)
Area provided, permanent pool, A._y,
9,999 ft
Average depth calculated
3.10 it
OK
Average depth used In SAIDA, d°„ (Round to nearest 0.511)
3.0 ft
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Storage volume discharge rate (through discharge orifice or weir)
Area provided, permanent pool, Ace _p d
9,99911`
Area, bottom of 1 Oft vegetated shelf, Ay L ,w
5,619 fe
2.40 days
Area, sediment cleanout, top elevation (bottom of pond), Ab,,„,
1,144 fe
'Depth” (distance blw bottom of 1Oft shelf and top of sediment)
2.00 it
Average depth calculated
it
Average depth used in SAIDA, d°„ (Round to down to nearest 0.5ft)
11
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Co)
0.60 (unidess)
Driving head (H°)
0.33 it
Drawdown through weir?
N
(Y or N)
Weir type
(unifless)
Coefficient of discharge (Ca)
(unidess)
Length of weir (L)
it
Driving head (H)
11
Pre -development 1 -yr, 24 -hr peak flow
0.62 1131sec
Post -development 1 -yr, 24 -hr peak flow
0.59 11slsec
Storage volume discharge rate (through discharge orifice or weir)
0.06 fts/sec
Storage volume drawdown time
2.40 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 a
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
5.3 :1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
N
(Y or N)
OK
Recorded drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Valve and Drawdown
Form SW401 Met Detention Basin-Rev.9A/l Oft Parts I. & II. Design Summary, Page 2 of 2

Permit
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ 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),
- Basin dimensions,
- Pretreatment system,
- High Flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- 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 Feld investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 1 of 1

Operation & Maintenance Agreement
Project Name:
Project Location:
Woodlands @ Flowers Plantation (Pod NE -6)
Flowers Plantation, Clayton, NC
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a I
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately.
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & corresponding O&M tables
Bioretention Cell Quantitv:l 1 I Location
Dry Detention Basin Quantity:
Grassed Swale Quantity:
Green Roof Quantity:
Infiltration Basin Quantity:
Infiltration Trench Quantity:
Level Spreader/VFS Quantity:
Permeable Pavement Quantity:
Proprietary System Quantity:
Rainwater Harvesting Quantity:
Sand Filter Quantity:
Stormwater Wetland Quantity:
Wet Detention Basin Quantity:
Disconnected Impervious Area Present:
User Defined BMP Present:
Location(s),
Location(s),
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
1
No
No
g in a known set locatio
These deficiencies can
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
* Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Signature:
County of
personally appeared before me this
Edwin Woods
Vice President, Dan Ran Builders NC, LLC
3131 RDU Center Drive, Suite 120
Morrisville, NC 27560
[phone]
[e-mail]
, a Notary Public for the State of
do hearby certify that
day of
acknowledge the due execution of the Operations and Maintenance Agreement.
Witness my hand and official seal,
My commission expires
Version 1.4
Date:
and
9/2/2016
=V1 Mallual Page 1 of 7

STORM -EZ 9/2/2016
Version 1.4 O&M Manual Page 2 of 7

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.
- Wheeled or tracked equipment will NEVER be driven over the bioretention planting surface.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- If standing water is present,2 days after rainfall, conduct an infiltration test of the soil media.
After the bioretention cell is established, inspect it quarterly. Inspection activities shall be performed as follows and maintenance
activites shall commence immediately to remediate any problems observed per the table below.
BMP element:
Potential problem:
How to remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil to remove the gully, and plant a ground cover and
erosive gullies have formed.
water until it is established. Provide lime and a one-time fertilizer
application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale to smooth it over and provide erosion control
swale.
devices such as reinforced turf matting or riprap to avoid future
problems.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The pretreatment area
Flow is bypassing
Regrade if necessary to route all flow to the pretreatment area.
pretreatment area and/or
Restabilize the area after grading.
gullies have formed.
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than three
possible. Remove the sediment and restabilize the pretreatment area.
inches.
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 practices.
vegetation
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
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 can kill the tree if not removed).
six months after planting.
STORM -EZ 9/2/2016
Version 1.4 O&M Manual Page 3 of 7

Bioretention Maintenance Requirements (continued)
BMP element:
Potential problem:
How to remediate the problem:
The bioretention cell:
soils and mulch
Mulch is breaking down or
has floated away.
Spot mulch if there are only random 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 - remove and replace either just
clogged with sediment.
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 recommended per the soil test and
pH has dropped or heavy
toxic soils shall be removed, disposed of properly and replaced with
metals have accumulated in
new planting media.
the soil media.
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 local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
STORM -EZ 9/2/2016
Version 1.4 O&M Manual Page 4 of 7

Wet Detention Pond Maintenance Requirements
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off-site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
a depth greater than the
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
original design depth for
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the problem: soils, hydrology, disease, etc.
dying.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates it is
necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
STORM -EZ 9/2/2016
Version 1.4 0&M Manual Page 5 of 7

The main treatment area
Sediment has accumulated to
Search for the source of the sediment and remedy the problem if
a depth greater than the
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not
readily penetrate into accumulated sediments.
STORM -EZ 9/2/2016
Version 1A O&M Manual Page 6 of 7

Wet Detention Pond Design Summary
Wet Pond Diagram
WET POND ID FOREBAY MAIN POND
0 Permanent Pool EI. 239.5 Permanent Pool EI. 239.5
Temporary Pool EI: 240.5 Temporary Pool EI: 240.5
Pretreatment otherrNo
No Clean Out Depth: 4.5 Clean Out Depth: 4.5
than forebay? Sediment Removal EI: 235 Sediment Removal El: 235
Has Vag. Filter? Bottom Elevation: 234 Bottom Elevation: 232
STORM -E2 9/2/2016
Version 1.4 O&M Manual Page 7 of 7

SPANGL,ER
ENVIRONMENTAL, INC.
Environmental Planning Environmental Permitting Environmental Consulting Environmental Construction Management ExpertTestimony
May 31, 2016
Mr. Rob Shank
Dan Ryan Builders, Inc.
3131 RDU Center Drive, Suite 120
Morrisville, NC 27560
RE: Flowers Townhomes
SHWT Determination
Rob:
Please find attached an exhibit showing the field data for the above -referenced tract. The SHWT was determined to
be in excess of of 54 inches BLS in the location of the proposed stormwater BMPs 1, 2, and 4, and at 52 inches BLS
at location 3, as shown on the exhibit.
Please feel free to contact me directly should you have any questions.
Regards,
Spangler Environmental, Inc,-
1%
nc, "; •'
\ 1
�Z
•1rt��
James A. angler, CEI, A.W.A-SCE__,
President "�;,;;
CC: Mike Stocks, PE
4338 Bland Road Raleigh, N.C. 27609 phone [phone] fax [phone]
1-866-SPANGLER www.spanglerenvironmental.com

._ ,}yam^'f :'

FOREBAYIPOND VOLUME COMPARaM 0
WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME
POND VOLUME
ELEVATION
SURFACE INCREMENTAL
AREA VOLUME
234
446
546.0
235.0
646.0
763.0
236.0
880.0
1,012.0
237.0
1,144.0
1,289.5
238.0
1,435.0
1,593.5
239.0
1,752.0
939.3
239.5
2,005.0
SUM=
6,143.3
Forebay is of Pond.
Pond Average Depth: Feet
POND VOLUME
ELEVATION
SURFACE INCREMENTAL
AREA VOLUME
232
845
1,129.5
233
1414
1,719.0
234
2024
2,349.0
235.0
2,674.0
3,021.0
236.0
3,368.0
3,730.0
237.0
4,092.0
4,467.5
238.0
4,843.0
5,231.0
239.0
5,619.0
3,402.0
239.51
7,989.0
SUM =
25,049.0

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [gccnc] = 147 pcf
Unit Weight of Water [gw] = 62.4 pcf
Base Length [L] = 4 feet Same if Extended Moorbase
Base Width [W] = 3 feet Same if Extended Moorbase
Known:
Inside Diameter of Wetwell (ft) =
ID
Outside Diameter of Wetwell (ft) =
OD
Depth of Structure (ft) =
D
Minimum Base Slab Thickness (in) =
T
Minimum Top Slab Thickness (in) =
Tts
Average Invert Thickness (in) =
Ti
Base Slab Area (ft) =
A
Displacement Volume, Wetwell (ft) =
Vw
Displacement Volume, Base Slab (ft) =
Vbs
Buoyant Force =
B
Effective Weight of Soil Over Slab Extension =
S
Structure Weight, Walls =
Ww
Structure Weight, Invert =
Wi
Structure Weight, Top Slab =
Wts
Structure Weight, Base Slab =
Wbs
Structure Weight, Total =
W
Table of Calculations:
2.78
3.44
8.8
6
0
6
2'X3' Box
2'X3' Box
(L x W) or pi(L/2)`
pi(OD/2)2D
A(T/12)
(Vw + Wbs) x 9,
(gsat - gw) x (A-pi(OD/2)2)D
(pi(OD/2)2 - pi(ID/2)2)Dgconc
pi(I 13/2)2Tigconc
pl(O D/2)2(Tts/12)gc.nc
A(T/12)gconc
W. + W; + Wt. + Wbs
Vw I
Vbs
B I
S
W +S=l 7195.62
(fts) I
(fts)
(lbs) I
(Ibs)
B =1 5492.85
FOS
81.751
6.281
5492.851
1657.81
Is W + S > B? YES
1 1.31
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the wetwell,
the resistance to buoyant force is provided.

Watershed Model Schematic
1 - Pre -Development
BD
Project: Pre vs Post Calcs.gpw
Hydraflow Hydrographs by intellsolve v9.22
2 - Post Development
3 - Outflow W
Monday, Jun 27, 2016

2
Hydrograph Return Period Recap
Hydraflow Hydrographs by Intelisolve 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
-------
0.624
-------
-------
-------
-------
------
-------
-------
Pre -Development
2
SCS Runoff
-------
13.89
------
-------
-------
-------
-------
-------
-------
Post Development
3
Reservoir
2
0.594
-------
-------
-------
-------
-------
-------
-------
Outflow
Proj. file: Pre vs Post Calcs.gpw
Monday, Jun 27, 2016

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
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0.624
2
720
4,404
----
------
------
Pre -Development
2
SCS Runoff
13.89
2
718
27,796
----
------
------
Post Development
3
Reservoir
0.594
2
820
26,240
2
240.82
16,527
Outflow
Pre vs Post Calcs.gpw
Return Period: 1 Year
Monday, Jun 27, 2016

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 27, 2016
Hyd. No. 1
Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge =
0.624 cfs
Storm frequency
= 1 yrs
Time to peak =
720 min
Time interval
= 2 min
Hyd. volume =
4,404 cuft
Drainage area
= 7.770 ac
Curve number =
55
Basin Slope =
10.0%
Hydraulic length =
950 ft
To method =
KIRPICH
Time of conc. (Tc) =
3.71 min
Total precip. =
2.89 in
Distribution =
Type Il
Storm duration =
24 hrs
Shape factor =
484
Pre -Development
Q (cfs) Hyd. No. 1 -- 1 Year
1.00
0.90
[Sri#]
0.70
0.60
0.30
0.20
0.10
000
Q (cfs)
1.00
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.22
Hyd. No. 2
Post Development
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area
= 7.770 ac
Basin Slope
= 4.0%
Tc method
= KIRPICH
Total precip.
= 2.89 in
Storm duration
= 24 hrs
Q (cfs)
14.00
12.00
10.00
RM
M
A61#11
Post Development
Hyd. No. 2 -- 1 Year
u
Monday, Jun 27, 2016
Peak discharge = 13.89 cfs
Time to peak =
718 min
Hyd. volume =
27,796 cuft
Curve number =
78
Hydraulic length =
950 ft
Time of conc. (Tc) =
5.29 min
Distribution =
Type II
Shape factor =
484
Q (cfs)
14.00
12.00
10.00
MI
. I�
EWX
2.00
0.00 1 1 1 I I'� 1 I I I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 3
Hyd. volume
Outflow
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post Development
Reservoir name
= Wet Detention Pond 1
Storage Indication method used.
Q (cfs)
14.00
12.00
W9
MM
m
2.00
0.00 ' '
0 480
— Hyd No. 3
•.E
Outflow
Hyd. No. 3 -- 1 Year
Monday, Jun 27, 2016
Peak discharge = 0.594 cfs
Time to peak
= 820 min
Hyd. volume
= 26,240 cuft
Max. Elevation
= 240.82 ft
Max. Storage
= 16,527 cuft
Q (cfs)
14.00
12.00
10.00
VWX
.of
m
2.00
0.00
1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
— Hyd No. 2 ® Total storage used = 16,527 cuft

Pond Report 7
Hydraflow Hydrographs by Intelisolve v9.22 Monday, Jun 27, 2016
Pond No. 1 - Wet Detention Pond 1
Pond Data
Contours - User -defined contour areas. Average end area method used for volume calculation. Begining Elevation = 239.50 It
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cult) Total storage (cuft)
0.00 239.50 9,994 0 0
0.50 240.00 12,352 5,587 5,587
1.50 241.00 14,179 13,266 18,852
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
LD1
Rise (in)
= 36.00
2.00
0.00
0.00
Crest Len (ft)
= 10.00
30.00
0.00
0.00
Span (in)
= 36.00
2.00
0.00
0.00
Crest EI. (ft)
= 240.80
240.85
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 236.00
239.50
0.00
0.00
Weir Type
= Riser
Broad
---
---
Length(ft)
= 60.00
0.10
0.00
0.00
Multistage
= Yes
No
No
No
Slope (%)
= 10.00
1.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
-
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
2.00
1.80 -
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
Note: CulveNOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s
Stage / Discharge
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
- Total Q
Elev (ft)
241.50
241.30
241.10
lVIVIq
240.70
240.50
240.30
240.10
239.90
239.70
239.50
8.00
Discharge (cfs)

rf,w a s. nl r- (o
a
S
D
i:' u cc a ,v 4

Permit Number:
(to be provided by DWQ)
♦`^
�m�
ATFOv
2�/e�ryp9
Impervious area
~
NCDENR
P1 V
Design rainfall depth
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Peak Flow Calculations
401 CERTIFICATION APPLICATION FORM
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
BIORETENTION CELL SUPPLEMENT
1 -yr, 24 -hr runoff depth
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
PROJECT INFORNIAT
Project name Woodlands @ Flowers Plantation (NE -6)
Contact name Kevin Vamell
Phone number
Date
Drainage area number
Site Characteristics
252.459.8196
June 27. 2016
Drainage area
76,666 ft'
Impervious area
51,836 ft2
Percent impervious
67.6% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
to
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
1 -yr, 24 -hr runoff depth
2.89 in
1 -yr, 24 -hr intensity
0.12 in/hr
Pre -development 1 -yr, 24 -hr peak flow
0.189 ft'/sec
Post -development 1 -yr, 24 -hr peak flow
0.134 Whim
Pre/Post 1 -yr, 24 -hr peak control
-0.055 ft'/sec
Storage Volume: Non -SA Waters
Minimum volume required
4,217.0 ft'
Volume provided
4,876.0 ft' OK
Storage Volume: SA Waters
OK
1.5' runoff volume
ft'
Pre -development 1 -yr, 24 -hr runoff
to
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 ft
Surface area of the top of the biorelention cell
5,351.0 it' OK
Length:
ft
Width:
ft
-or- Radius
It
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-sdu soil.
Soil permeability
0.101n/hr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil:
Soil permeability
3.50 Inmr
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 (unifless)
OK
Form SW401-Bioratengon-Rev.9
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 safely is used for sizing the underdralns? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planfing 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 flown?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feel 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)
Permit Number:
(to be provided by DWQ)
229.00 fmsl
Y (Y or N) OK
N (Y or N)
228 fmsl
inches
226 fmsl
2 f
0.33 ft
Y (Y or N)
4 Insufficient number of clean out pipes provided.
2 OK
1 f
224.67 fmsl
220 fmsl
4.67 ft OK
N (Y or N)
fmsl
228 ft
0
IM 111MIAL6
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
Is the area surrounding the cell likely to undergo development in N (Y or N) OK
the future?
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an 'X7 in the shaded cell)
Gravel and grass
(flinches gravel followed by 3-5 it of grass)
Grassed Swale
Forebay
Other
Form SW401-Bloretention-Rev.e
June 26, 2010
i7r
Parts I and II. Design Summary, Page 2 of 2

Permit No:
(to be assigned by ..
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
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.
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
3. Section view of the biorelention cell (1" = 20' or larger) showing:
- 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]
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
- P -index.
5. 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.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including Onderdrain 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-Bioretention-Rev.7 Part In, Page 1 of 1

FLm.Ar-&-s ^(C -(,
4
-W la") !

Watershed Model Schematic
1 - Pre Development
M
Project: Pre vs Post Bioretention.gpw
HydraFlow Hydrographs by Intellsolve v9.22
2 - Post Development
3 - Outflow W
Monday, Jun 27, 2016

2
Hydrograph Return Period Recap
Hydraflow Hydrographs by Intelisolve 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
-------
0.189
-------
-------
-------
------
-------
-------
-------
Pre Development
2
SCS Runoff
-------
5.716
-------
-------
------
-------
-------
-------
-------
Post Development
3
Reservoir
2
0.134
-------
------
-------
-------
-------
-------
-------
Outflow
Proj. file: Pre vs Post Bioretention.gpw
Monday, Jun 27, 2016

K3
Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
0.189
1
719
998
----
------
------
Pre Development
2
SCS Runoff
5.716
1
715
10,306
----
------
------
Post Development
3
Reservoir
0.134
1
736
146
2
229.01
4,950
Outflow
Pre vs Post Bioretention.gpw
Return Period: 1 Year
Monday, Jun 27, 2016

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 27, 2016
Hyd. No. 1
Pre Development
Hydrograph type
= SCS Runoff
Peak discharge =
0.189 cfs
Storm frequency
= 1 yrs
Time to peak =
719 min
Time interval
= 1 min
Hyd. volume =
998 cuft
Drainage area
= 1.760 ac
Curve number =
55
Basin Slope
= 7.0%
Hydraulic length =
300 ft
Tc method
= KIRPICH
Time of cone. (Tc) =
1.75 min
Total precip.
= 2.89 in
Distribution =
Type II
Storm duration
= 24 hrs
Shape factor =
484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15 -
0.10
0.05
000
Pre Development
Hyd. No. 1 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

5
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.22
Monday, Jun 27, 2016
Hyd. No. 2
Post Development
Hydrograph type =
SCS Runoff
Peak discharge
= 5.716 cfs
Storm frequency =
1 yrs
Time to peak
= 715 min
Time interval =
1 min
Hyd. volume
= 10,306 cuft
Drainage area =
1.760 ac
Curve number
= 88
Basin Slope =
4.0%
Hydraulic length
= 300 ft
Tc method =
KIRPICH
Time of conc. (Tc)
= 2.18 min
Total precip. =
2.89 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
Me
3.00
2.00
1.00
0.00 '
0 120 240
Hyd No. 2
Post Development
Hyd. No. 2 -- 1 Year
360 480 600 720 840
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200
Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 3
Hyd. volume
Outflow
Max. Elevation
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 -Post Development
Reservoir name
= Bioretention
Storage Indication method. used. EAltration extracted from Outflow.
Q (cfs)
6.00
5.00
4.00
M11
2.00
1.00
0.00 '
0 60 120
Hyd No. 3
Outflow
Hyd. No. 3 -- 1 Year
0
Monday, Jun 27, 2016
Peak discharge = 0.134 cfs
Time to peak
= 736 min
Hyd. volume
= 146 cuft
Max. Elevation
= 229.01 ft
Max. Storage
= 4,950 cuft
Q (cfs)
6.00
W11111I111
K8
3.00
2.00
1.00
0.00
180 240 300 360 420 480 540 600 660 720 780
Time (min)
— Hyd No. 2 ®Total storage used = 4,950 cuft

Pond Report 7
Hydraflow Hydrographs by Intelisolve v9.22
Monday, Jun 27, 2016
Pond No. 1
- Bioretention
Pond Data
Contours - User
-defined contour areas.
Average end
area method
used for volume calculation. Begining Elevation =
228.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area
(scift)
Incr. Storage (cuft)
Total storage (cuft)
0.00
228.00
4,401
0
0
1.00
229.00
5,351
4,876
4,876
2.00
230.00
6,358
5,855
10,731
2.50
230.50
7,422
3,445
14,176
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24.00 0.00
0.00
0.00
Crest Len (ft)
= 10.00 10.00
0.00
0.00
Span (in)
= 24.00 0.00
0.00
0.00
Crest El. (ft)
= 229.00 230.00
0.00
0.00
No. Barrels
= 1 0
0
0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert EI. (ft)
= 224.00 0.00
0.00
0.00
Weir Type
= Riser Broad
--
--
Length (ft)
= 32.00 0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 6.58 0.00
0.00
n/a
N -Value
=.013 .013
.013
n/a
Orifice Coeff.
= 0.60 0.60
0.60
0.60
Exfil.(in/hr)
= 3.500 (by Contour)
Multi -Stage
= n/a No
No
No
TW Elev. (ft)
= 0.00
Nota: Culvert/Orifice outflows are anal zed under inlet (Ic) and outlet (so) control. Weir risers checked for orifice conditions
(k,) and submergence (s).
Stage (ft)
3.00
2.00
1.00
0.00 '
0.00 4.00
Total Q
Stage / Discharge
8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Elev (ft)
231.00
230.00
229.00
' 228.00
48.00
Discharge (cfs)

Skimmer Sediment.Basin Worksheet
(Drainage Area Nfust be Less Than 10 Acres)
Area Disturbed = Z. 3Z Acres
Runoff Area ' = Z-3 7. Acres
Q10 = C x I x A= o. x x 2•37-
•mq cfs
Basin Volume Calculation:
Volume of Sediment = ( 2_37- Ac.) x (1800 cf sed./year) x (1 year) '
= A. 1.7 LQ cf
Assume Z foot of basin depth, therefore area of the pit Z,obZ Square Feet
Try ( go wide) x ( long) x ( foot deep) Sediment Basin.
Surface Area Calcufationr
Surface Area (SF) = Qto x 325 sf/cfs
x 325 sf/cfs
� 47 Surface Area —
Use ( wide) x (. long) x ( foot deep) Sediment Basin
Surface Area —
Weir Design and VefocitV Check;
Q10 = cfs; Q = CLH"2; H = [Q/CL]2i3
_ [ 6.4" / (2.68)( Aa )las
_ o. 3`7 feet
Velocity Check -> ( )/( 1 ) ( 0• -7) _ • 6 Z fps, OK 4

Skimmer Orifice Design
0.25
.5
1
2
3
5
7
10
O.f 1 1
1000 10000
Basin Volume (From Worksheet:
Basin Dewatering Time (1-3 Days):
100000
Skimmer Oriface, Diameter- (From, Chart): 1
1 11 1 0. 1
1000000

d — Ce
Skimmer Sediment.Basin Worksheet
(Draivagc Area Must be Less Thair 10 Acres)
Area Disturbed = Acres
Runoff Area WO Acres
Q10=C x I x A =0. x x i•
cfs
Basin Volume Calculation:
Volume of Sediment = ( Ac.) x (1800 cf sed./year) x (1 year)
cf
Assume foot of basin depth, therefore area of the pit IG -74 Square Feet
Try ( wide) x ( 70 long) x (• foot deep) Sediment Basin.
Surface Area Calculation:
Surface Area (SF) = Qjo x 328 sf/cfs
O x 325 sf/cfs
- sf
(.:i4 70_ /� Surface Area - 61C
Use ( wide) x (. long) x ( foot deep) Sediment Basin
Surface Area -
Weir Design and VelOCit1/ Check:
QIo so cfs; Q = CLH3i2; H = [Q/CL]zrs
= [ / (2.68)(
® _
0•3Z• feet
Velocity Check 3 ( °�. ®)/( fC) ) ( a-37) /° 7C) -fps, OK 4
M

0.25
.5
2
3
5
O.i 6-
1000
Skimmer Orifice Design
10000
Basin Volume (From Worksheet:
Basin Dewatering Time (1-3 Days):
Skimmer Oriface Diameter- (From, Chart)
100000
3'
1000000

Skimmer Sediment -Basin Worksheet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = 7.( Z. Acres
Runoff Area _ . 8 2 Acres
Q10=C x I x A oss x"73%x �•�
2 o cfs
Basin Volume Calculation:
Volume of Sediment = LIS 7- Ac.) x (1800 cf sed./year) x (1 year)
o=1(® cf
Assume Z foot of basin depth, therefore area of the pit 7, o39 Square Feet
Try ( wide) x ( long) x ( . foot deep) Sediment Basin
®191 SF L -16E
Surface Area Calculation;
Surface Area (SF) = Q10 x 325 sf/cfs
ZO x 325 sf/cfs
.. = (Ssf
Surface Area —
Use ( wide) x (. long) x ( foot deep) Sediment Basin
Surface Area —
Weir Design and Velocity Check:
Qio = cfs; Q = CLH3/2;
H = (Q/CL12/3
=[-2P--2,O/(2.68)( bo ))2/3
o feet
Velocity Check ( )/( 30 ) (0.40) /. �� fps, ox 4

Skimmer Orifice Design
0
M
4 0.25 day 0.5 day I ..
y I
S days . ! .-- �.ID days .
a.f I I I L I I I 1-11, 0.1
1000 10000 -100000 1000000
Basin Volume (From Worksheet: Iff 19'7
Basin Dewatering Time (1-3 Days): .3
Skimmer Oriface Diameter, (From, Chart): •✓�,