20121140 Ver 1_Stormwater Info_20130827

Higgins, Karen
From: Lucas, Annette
Sent: Tuesday, August 27, 2013 1:23 PM
To: Higgins, Karen; Matthew Flynn
Subject: FW: DWQ 2012 -1140 SW Cary Parkway Daycare
Attachments: Conceptual Layout_7- 19- 13.pdf, Kilarney Pointe storm water management report 6 25
2013.pdf
Good afternoon,
I'd like to discuss this with you both.
Thanks,
Annette
From: Brad Haertling [ mailto :bhaertlinaCa)bellsouth.net]
Sent: Tuesday, August 27, 2013 1:15 PM
To: Lucas, Annette
Subject: FW: DWQ 2012 -1140 SW Cary Parkway Daycare
Brad Haertling
Hugh J Gilleece,lll, & Associates P.A.
875 Walnut St. Ste. 360 Cary NC 27511
(0) 919- 469 -1101
(M) 919 - 605 -5562
(F) 919- 460 -7637
From: Donald Sever [mailto:donald.sever(a)att.net]
Sent: Friday, July 19, 2013 3:25 PM
To: Annette Lucas
Cc: Jay Gilleece; Brad Haertling
Subject: DWQ 2012 -1140 SW Cary Parkway Daycare
Annette,
attached is a revised site plan that now uses a bioretention basin on site for storm water management. A copy of
a drainage report has been developed for this bioretention basin.
Please advise if you have any further questions.
Don
Donald A. Sever, P.E.
Hugh J. Gilleece, III & Associates, P.A.
875 Walnut Street Suite 360
Cary, NC 27511
919 469 -1101

Hugh J. Gilleece, III & Associates, P.A. 875 Walnut Street, Suite 360
Cary, North Carolina 27511
Consulting Engineers — (919) 469 -1101
gilleece@bellsouth. net
June 25, 2013
NCDENR DWQ
Wetlands, Buffers, Stormwater - Compliance (Webspace) Unit
1650 Mail Service Center
Raleigh, NC 27699 -1650
Attention: Annette Lucas
Re: DWQ 2012 -1140 Wake County
SW Cary Parkway Daycare
Additional Information
Dear Ms. Lucas:
This letter is to provide for additional information for the above referenced project. The
attached site plan shows a revised layout with a bioretention basin for storm water
management purposes.
The storm water management report shows the pre / post condition for the parcel. An
impervious area of 38,000 square feet is used in the computations. A larger surface area is
being provided then what is needed to contain the larger storm event within the one foot
maximum ponding within the BMP. This is conceptual layout only.
Should you have any questions or requests, please contact me at the phone number or e-
mail address donald.sever @att.net.
Sincerely,
DIJ,
Donald A. Sever, P.E.
CC: Lyle Garner (LBJ Cary Associates LLC)
Jay Keller
Jay Gilleece
"0 �� ... .....
r�tGSSIOjy ®•. ®�
_ SENL
's 02.4621
Z:\Jobs \1700\Kilarney Pointe_ 50 \Documents \Letters \6 24- 2013_NCDENR_DWQ2012- 1140.doc

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
kilarney.gpw
Tuesday, Jun 25, 2013
Watershed Model Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
- Year
SummaryReport .......................................................................................... ............................... 3
HydrographReports
.................................................................................... ............................... 4
Hydrograph No.
1, SCS Runoff, Pre condition .......................................... ............................... 4
Hydrograph No.
2, SCS Runoff, Post development .................................. ............................... 5
Hydrograph No.
3, Reservoir, Post through pond ..................................... ............................... 6
PondReport
- Biopond 1 ...................................................................... ............................... 7
2 - Year
SummaryReport .......................................................................................... ...............................
8
HydrographReports .................................................................................... ...............................
9
Hydrograph No. 1, SCS Runoff, Pre condition .......................................... ...............................
9
Hydrograph No. 2, SCS Runoff, Post development ................................ ...............................
10
Hydrograph No. 3, Reservoir, Post through pond ................................... ...............................
11
5 - Year
SummaryReport ........................................................................................ ...............................
12
HydrographReports .................................................................................. ...............................
13
Hydrograph No. 1, SCS Runoff, Pre condition ........................................ ...............................
13
Hydrograph No. 2, SCS Runoff, Post development ................................ ...............................
14
Hydrograph No. 3, Reservoir, Post through pond ................................... ...............................
15
10 -Year
SummaryReport ........................................................................................ ...............................
16
HydrographReports .................................................................................. ...............................
17
Hydrograph No. 1, SCS Runoff, Pre condition ........................................ ...............................
17
Hydrograph No. 2, SCS Runoff, Post development ................................ ...............................
18
Hydrograph No. 3, Reservoir, Post through pond ................................... ...............................
19
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Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
You created this PDF from an application that is not licensed to print to novaPDF printer (http: / /www.novapdf.com)

E
Hydrograph Return Period Rec &y�
y raflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
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
- - - - --
3.253
4.529
- - - - - --
6.575
8.242
10.57
12.46
14.40
Pre condition
2
SCS Runoff
- - - - --
4.391
5.525
- - - - - --
7.207
8.521
10.32
11.76
13.23
Post development
3
Reservoir
2
3.759
5.249
- - - - - --
7.023
8.303
10.05
11.47
12.93
Post through pond
Proj. file: kilarney.gpw
Tuesday, Jun 25, 2013
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Hydrograph Summary Report
K
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
3.253
2
718
6,511
- - - - --
- - - - --
- - - - --
Pre condition
2
SCS Runoff
4.391
2
716
9,233
- - - - --
- - - - --
- - - - --
Post development
3
Reservoir
3.759
2
720
6,189
2
420.86
3,729
Post through pond
kilarney.gpw
Return Period: 1 Year
Tuesday, Jun 25, 2013
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4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 1
Pre condition
Hydrograph type
= SCS Runoff
Peak discharge
= 3.253 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 6,511 cuft
Drainage area
= 1.600 ac
Curve number
= 79
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre condition
Q (cfs)
Hyd. No. 1 -- 1 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 1
Time (hrs)
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5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 2
Post development
Hydrograph type
= SCS Runoff
Peak discharge
= 4.391 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 9,233 cuft
Drainage area
= 1.250 ac
Curve number
= 92
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
ON
3.00
2.00
1.00
0.00
0.0 2.0 4.0
Hyd No. 2
6.0 8.0
Post development
Hyd. No. 2 -- 1 Year
Q (cfs)
5.00
II
3.00
2.00
1.00
--- I I I I
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 3
Post through pond
Hydrograph type
= Reservoir
Peak discharge
= 3.759 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 6,189 cuft
Inflow hyd. No.
= 2 -Post development
Max. Elevation
= 420.86 ft
Reservoir name
= Biopond 1
Max. Storage
= 3,729 cuft
Storage Indication method used.
Post through pond
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Pond Report '
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Tuesday, Jun 25, 2013
Pond No. 1 - Biopond 1
Pond Data
Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 420.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
Contour area (sqft)
Incr. Storage (cult)
Total storage (cult)
= .013
.013
0.00
420.00
Orifice Coeff.
4,200
0.60
0
0.60 Exfil.(in /hr) = 0.000 (by Contour)
0
= n/a
No
1.00
421.00
4,500
4,349
4,349
2.00
422.00
4,500
4,500
8,848
Culvert / Orifice
Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 420.71
420.80
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 417.00
0.00
0.00
0.00
Weir Type
= 1
Rect
- --
- --
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope ( %)
= 1.00
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) = 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: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
422.00
421.80
421.60
421.40
421.20
421.00
420.80
420.60
420.40
420.20
420.00
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00
Total Q Discharge (cfs)
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Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
4.529
2
718
9,123
- - - - --
- - - - --
- - - - --
Pre condition
2
SCS Runoff
5.525
2
716
11,787
- - - - --
- - - - --
- - - - --
Post development
3
Reservoir
5.249
2
718
8,743
2
420.90
3,890
Post through pond
kilarney.gpw
Return Period: 2 Year
Tuesday, Jun 25, 2013
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9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 1
Pre condition
Hydrograph type
= SCS Runoff
Peak discharge
= 4.529 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 9,123 cuft
Drainage area
= 1.600 ac
Curve number
= 79
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre condition
Q (cfs)
Hyd. No. 1 -- 2 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 1
Time (hrs)
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10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 2
Post development
Hydrograph type
= SCS Runoff
Peak discharge
= 5.525 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 11,787 cuft
Drainage area
= 1.250 ac
Curve number
= 92
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post development
Q (cfs)
Hyd. No. 2 -- 2 Year
Q (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0.0 2.0
4.0 6.0 8.0
10.0 12.0 14.0 16.0
18.0 20.0
Hyd No.
2
Time (hrs)
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11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 3
Post through pond
Hydrograph type
= Reservoir
Peak discharge
= 5.249 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 8,743 cuft
Inflow hyd. No.
= 2 -Post development
Max. Elevation
= 420.90 ft
Reservoir name
= Biopond 1
Max. Storage
= 3,890 cuft
Storage Indication method used.
Post through pond
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Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
6.575
2
716
13,306
- - - - --
- - - - --
- - - - --
Pre condition
2
SCS Runoff
7.207
2
716
15,654
- - - - --
- - - - --
- - - - --
Post development
3
Reservoir
7.023
2
718
12,609
2
420.93
4,030
Post through pond
kilarney.gpw
Return Period: 5 Year
Tuesday, Jun 25, 2013
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13
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 1
Pre condition
Hydrograph type
= SCS Runoff
Peak discharge
= 6.575 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 13,306 cuft
Drainage area
= 1.600 ac
Curve number
= 79
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre condition
Q (cfs)
Hyd. No. 1 -- 5 Year
Q (cfs)
7.00
7.00
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2
4 6 8 10
12 14 16 18 20
22 24
Hyd No.
1
Time (hrs)
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14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 2
Post development
Hydrograph type
= SCS Runoff
Peak discharge
= 7.207 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 15,654 cuft
Drainage area
= 1.250 ac
Curve number
= 92
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
8.00
"I
0.00
0.0 2.0
Hyd No. 2
Post development
Hyd. No. 2 -- 5 Year
4.0 6.0 8.0 10.0 12.0
Q (cfs)
8.00
IS
2.00
14.0 16.0 18.0 20.0
Time (hrs)
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Hydrograph
Report
15
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 3
Post through pond
Hydrograph type
= Reservoir
Peak discharge
= 7.023 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 12,609 cuft
Inflow hyd. No.
= 2 -Post development
Max. Elevation
= 420.93 ft
Reservoir name
= Biopond 1
Max. Storage
= 4,030 cuft
Storage Indication method used
Q (cfs)
8.00
KO
0.00
0.0 2.0
Hyd No. 3
Post through pond
Hyd. No. 3 -- 5 Year
4.0 6.0 8.0
Hyd No. 2
10.0 12.0 14.0 16.0 18.0
O Total storage used = 4,030 cuft
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Q (cfs)
8.00
SS
2.00
0.00
20.0
Time (hrs)

Hydrograph Summary Report
16
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
8.242
2
716
16,765
- - - - --
- - - - --
- - - - --
Pre condition
2
SCS Runoff
8.521
2
716
18,727
- - - - --
- - - - --
- - - - --
Post development
3
Reservoir
8.303
2
718
15,682
2
420.95
4,125
Post through pond
kilarney.gpw
Return Period: 10 Year
Tuesday, Jun 25, 2013
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17
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 1
Pre condition
Hydrograph type
= SCS Runoff
Peak discharge
= 8.242 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 16,765 cuft
Drainage area
= 1.600 ac
Curve number
= 79
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre condition
Q (cfs)
Hyd. No. 1 -- 10 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2
4 6 8 10
12 14 16 18 20
22 24
Hyd No.
1
Time (hrs)
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18
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 2
Post development
Hydrograph type
= SCS Runoff
Peak discharge
= 8.521 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 18,727 cuft
Drainage area
= 1.250 ac
Curve number
= 92
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.32 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
. 99
M
2.00
0.00
0.0 2.0
Hyd No. 2
Post development
Hyd. No. 2 -- 10 Year
4.0 6.0 8.0 10.0 12.0
Q (cfs)
10.00
IS
M
2.00
14.0 16.0 18.0 20.0
Time (hrs)
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19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2011 by Autodesk, Inc. v8
Tuesday, Jun 25, 2013
Hyd. No. 3
Post through pond
Hydrograph type
= Reservoir
Peak discharge
= 8.303 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 15,682 cuft
Inflow hyd. No.
= 2 -Post development
Max. Elevation
= 420.95 ft
Reservoir name
= Biopond 1
Max. Storage
= 4,125 cuft
Storage Indication method used.
Post through pond
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MAN'ti"Ahl
NCDENR
Permit Number:
(to be provided by DWQ)
OaO� W ATF9QG
� v
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
Contact name
Phone number
Date
Drainage area number
Kilarney
Donald A. Sever, P. E.
June 25, 2013
1
Site Characteristics
Drainage area
54,000 ft'
Impervious area
38,000 ft'
Percent impervious
70.4% o
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24 -hr peak flow required?
N (Y or N)
1 -yr, 24 -hr runoff depth
in
1 -yr, 24 -hr intensity
in /hr
Pre - development 1 -yr, 24 -hr peak flow
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
ft3 /sec
Storage Volume: Non -SA Waters
Minimum volume required
3,080.0 ft'
Volume provided
3,085.0 ft'
OK
Storage Volume: SA Waters
1.5" runoff volume
ft 3
Pre - development 1 -yr, 24 -hr runoff
ft 3
Post - development 1 -yr, 24 -hr runoff
ft 3
Minimum volume required
0 ft3
Volume provided
ft 3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
4,200.0 ftz
OK
Length:
60 ft
OK
Width:
70 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
12 hr
OK
Drawdown time, to 24 inches below surface
36 hr
OK
Drawdown time, total:
48 hr
In -situ soil:
Soil permeability
1.00 in /hr
OK
Planting media soil:
Soil permeability
2.00 in /hr
OK
Soil composition
% Sand (by volume)
87%
OK
• Fines (by volume)
10%
OK
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 1 of 3

% Organic (by volume) 3% OK
Total: 100%
Phosphorus Index (P- Index) of media
10 (unitless) OK
Permit Number:
(to be provided by DWQ)
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 2 of 3

Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
421.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell?
n
(Y or N)
Is this a cell with trees /shrubs?
y
(Y or N)
OK media depth
Planting elevation (top of the mulch or grass sod layer)
421 fmsl
Depth of mulch
3 inches
OK
Bottom of the planting media soil
418 fmsl
Planting media depth
3 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being installed?
y
(Y or N)
How many clean out pipes are being installed?
5
OK
What factor of safety is used for sizing the underdrains? (See
2
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
416.67 fmsl
SHWT elevation
414 fmsl
Distance from bottom to SHWT
2.67 ft
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
Y
(Y or N)
Elevation of the top of the upturned elbow
419 fmsl
Separation of IWS and Surface
2 ft
OK
Planting Plan
Number of tree species
2
Number of shrub species
3
Number of herbaceous groundcover species
3
OK
Additional Information
Does volume in excess of the design volume bypass the
y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
(Y or N)
OK
through a vegetated filter?
y
What is the length of the vegetated filter?
20 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 if
(Y or N)
OK
SA waters)?
y
Is the BMP localed at least 100 feet from water supply wells?
y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
(Y or N)
OK
to a public Right of Way (ROW)?
y
Inlet velocity (from treatment system)
1 ft/sec
OK
Is the area surrounding the cell likely to undergo development in the
n
(Y or N)
OK
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 "X" in the shaded cell)
Gravel and grass
(8'inches gravel followed by 3 -5 ft of grass)
x
Grassed swale
OK
Forebay
Other
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 3 of 3

Pond Worksheet 90% TSS Removal
Project: Killarney Pointe Basin: 1131O #1
z:\ Jobs\ 1700\ Documents \Reports \PondWork #1.xls
Total Area = 54800 s. f. = 1.26 acres Impervious =
Lawn, etc. _
Factors used on this worksheet: Woods, etc. _
Rational C =
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* _ (P - 0.2S) 112 /(P + 0.8S)
Storm
Rational C
SCS CN
Woods, etc.
0.21
76
Lawn, etc.
0.22
79
Impervious
0.96
98
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.39Qp
Q* _ (P - 0.2S) 112 /(P + 0.8S)
Storm
I
i h
Qp
cfs
P
in.
Q*
in.
Tp
min.
1 year
4.52
4.20
3.00
2.1772
28.4
2 year
5.76
5.36
3.60
2.7497
28.1
5 year
6.58
6.12
4.65
3.7665
33.7
10 year
7.22
6.71
5.38
4.4802
36.5
25 year
8.19
7.62
6.41
5.4930
39.5
50 year
8.96
8.33
7.21
6.2827
41.3
100 year
9.72
9.04
8.00
7.0643
42.8
Treatment volume = 1 0.0707 acre -ft. = 3078
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 69.3 % SA /DA Ratio =
Surface Area Required = 1 2174 s. f.
SCS CN =
SCS S =
Impervious
1=
Rv =
Bio- Retention Area (7% x C Factor x area
Surface Area Required = 2812 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 1 679 c. f. (540 c. f. /ac.)
Chamber Surface Area = 1 453 s. f. 1(360 s. f. /ac.)
Date
To Basin
38000
16800
0
0.733
3.97 %
92.2
0.8489
69.34 %
0.6741
6/25/13

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