20121140 Ver 1_Stormwater Info_20130827 (2)

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 jmailto :bhaertling @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 Gdleece,lll, & Associates PA
875 Walnut St Ste 360 Cary NC 27511
(0) 919 -469 -1101
(M) 919 -605 -5562
(F) 919 -460 -7637
From: Donald Sever fmailto:donald.severC&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.
Dun
Donald A. Sever, P.E.
Hugh J. Gilleece, III & Associates, P.A.
875 Walnut Street Suite 360
Cary, NC 27511
919 469 -1101
1

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AREA OF CHANNEL IMPACT- 1. 132 90 SF (0 03 ac
® ZONE 1 IMPACT AREA- 0.047 02 SF (0 16 6C )
® ZONE 2 IMPACT AREA- 7. 140 00 SF (O fS ac )
IMPERVIOUS AREA PER REPORT IS 38.000 SF IMPERVIOUS
EXISTING
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Hugh A Gilleece, III & Associates, P.A. 875 Walnut Surety Suite 360
Cory North Carolina 27511
Consulting Engineers - (919) 469 -1101
giAeeceQbellsouth.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 [e-mail].
Sincerely,
cAR04
I OQ� ��ssio
Donald A. Sever, P.E. Z' Qom°
SEAS
024627
O FNC3tN�� oQ'
CC: Lyle Gamer (LBJ Cary Associates LLC) p
Jay Keller � LID �P
Jay Gilleece
ZUobs %17000 Iamey Pointe_ 501DoaunentsUftrs\6 24 -2013 NCDENR DWQ2012- 1140.doc

Hydraflow Table of Contents
Hydraflow Hydrographs Bdension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc v8
kilamey 9pw
Tuesday, Jun 25, 2013
Watershed Model Schematic ...................................................... ............................... 1
Hydrograph Return Period Recap .............................................. ............................... 2
1 -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 Hydrdow Hydrographs Extension for AutoCADO Civil 3D@ 2011 by Autodesk, Inc. vfI

Hydrograph Return Period Rec# yPraflow Hydrographs; Bdension for AutoCAD ® Civil 3D®2011 by Autodesk, Inc. v8
Hyd.
Hydrograph
Inflow
Peak Outflow (cis)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3-yr
6-yr
10 -yr
25-yr
60-yr
100-yr
1
SCS Runoff
3.253
4.529
—
6.575
8.242
10.57
1246
14.40
Pre condition
2
SCS Runoff
4.391
5.525
7207
8.521
10.32
11.76
13.23
Post development
3
i
Reservoir
2
3.759
5.249
7.023
8.303
10.05
11.47
1293
Post through pond
Proj. file: kilamey.gpw
Tuesday, Jun 25, 2013
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Hyd rog ra p h Summary Report Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. vs
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(dfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
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
Reserver
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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Q (cfs)
4.00
3.00
2.00
1.00
0.00 '
0 2 4
— Hyd No. 1
6 8
Pre condition
Hyd. No. 1 —1 Year
Q (cfs)
4.00
3.00
F410I01
100
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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4
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc v8
Tuesday, Jun 25, 2013
Hyd. No.1
Pre condition
Hydrograph type
= SCS Runoff
Peak discharge
= 3.253 cis
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
Q (cfs)
4.00
3.00
2.00
1.00
0.00 '
0 2 4
— Hyd No. 1
6 8
Pre condition
Hyd. No. 1 —1 Year
Q (cfs)
4.00
3.00
F410I01
100
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
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5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 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
4.00
3.00
2.00
1.00
0.00 '
0.0 2.0
— Hyd No. 2
4.0 6.0 8.0
Post development
Hyd. No. 2 —1 Year
Q (cfs)
5.00
4.00
3.00
Willi]
1.00
0.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)
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Storage Indication method used.
Post through pond
(s) Hyd. No. 3 —1 Year Q (s)
5.00 5.00
r.
4.00 „' - 4.00
1
3.00 3.00
2.00 2.00
1.00 I I I I i 1.00
0.00 - ! 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
-- Hyd No. 3 — Hyd No. 2 EE= Total storage used = 3,729 cult Time (hrs)
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6
Hydrograph
t
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2011 by Autodesk, Inc. A
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
(s) Hyd. No. 3 —1 Year Q (s)
5.00 5.00
r.
4.00 „' - 4.00
1
3.00 3.00
2.00 2.00
1.00 I I I I i 1.00
0.00 - ! 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
-- Hyd No. 3 — Hyd No. 2 EE= Total storage used = 3,729 cult Time (hrs)
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Pond Report '
Hydraflow Hydrographs Extension for AutoCADV Civil 3D® 2011 by Autodesk, Inc W
Tuesday, Jun 25, 2013
Pond No.1 - Biopond 1
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Beglning Elevation = 420.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft)
Total storage (tuft)
0.00 420.00 4,200 0
0
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
000
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
000
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
EAL(In/hr)
= 0.000 (by
Contour)
Multistage
= n/a
No
No
No , .
TW Elev. (ft)
= 000
Note Culvert/Orifice outllowa are analyzed under Inlet (iy and outlet (oc) control Weir nsers checked for orifice conditons (c) and submergence (s)
Stage (ft) Stage / Discharge Elev (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
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 (afs)
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Hydrograph Summary Report Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuR)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
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
I
Reservoir
5.249
2
718
8,743
2
i
420.90
3,890
Post through pond
kilamey.gpw
Return Period: 2 Year
Tuesday, Jun 25, 2013
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9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 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 cult
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
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
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Post development
Q (S) Hyd. No. 2 — 2 Year Q (s)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
I
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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10
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc %e
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 cult
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 (S) Hyd. No. 2 — 2 Year Q (s)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
I
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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Storage Indication method used
Post through pond
Q (s) Hyd. No. 3 - 2 Year Q (mss)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 -- -- — I - — - -- - -- - 2.00
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 22.0
Hyd No. 2 Time (hrs)
�-� Hyd No. 3 y (T� Total storage used = 3,890 cult
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11
Hydrograph
Report
Hydmffchv Hydrographs Extension for AutoCAD® CNi13D® 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
Q (s) Hyd. No. 3 - 2 Year Q (mss)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 -- -- — I - — - -- - -- - 2.00
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 22.0
Hyd No. 2 Time (hrs)
�-� Hyd No. 3 y (T� Total storage used = 3,890 cult
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Hydrograph Summary Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
6.575
2
716
13,306
—
—
—
Pre condibon
2
SCS Runoff
7207
2
716
15,654
—
—
—
Post development
3
Reservoir
7.023
2
718
12,609
2
420.93
4,030
Post through pond
kilamey.gpw
Return Period: 5 Year
Tuesday, Jun 25, 2013
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13
Hydrograph Report
Hydraflow Hydrographs F)dension for AutoCAD® Civil 3D® 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 It
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 (ds) Hyd. No. 1 - 5 Year Q (ds)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
' I
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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Hydrograph
Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 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
Post development
Q (S) Hyd. No. 2 — 5 Year Q (s)
8.00 8.00
I I
6.00 6.00
4.00 4.00
200 200
I
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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Hydrograph Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 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
Post through pond
Q (s) Hyd. No. 3 — 5 Year Q (s)
8.00 8.00
6.00 6.00
4.00 4.00
2.00
2.00
I
I
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. 3 — Hyd No. 2 Total storage used = 4,030 cult Time (hrs)
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Hydrograph Summary Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2011 by Autodesk, Inc. v8
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
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 AutoCAD® Civil 3DO 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 cons. (Tc)
= 5.00 min
Total precip.
- = 5.32 in
Distribution
= Type II -
Storm duration
= 24 hrs
Shape factor
= 484
Pre condition
Q (ds) Hyd. No. 1 —10 Year
10.00
8.00
6.00
4.00
2.00
0.00
I-
Q (cfs)
10.00
F:11I1]
lll�
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
-- Hyd No. 1 Time (hrs)
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Post development
Q (s) Hyd. No. 2 —10 Year Q (S)
10.00 10.00
I
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
I �
I
i
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
Time (hrs)
--- Hyd No. 2
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18
Hydrograph
Report
Hydraflow Hydrographs F)dension for AutoCAD® CMI 3D® 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
Post development
Q (s) Hyd. No. 2 —10 Year Q (S)
10.00 10.00
I
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
I �
I
i
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
Time (hrs)
--- Hyd No. 2
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19
Hydrograph Report
Hydraflow Hydrographs Bitension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. W
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
Q (s) Hyd. No. 3 --10 Year
10.00
8.00
6.00
4.00
2.00
0.00
i 7
i
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 1&0 20.0
—°— Hyd No. 3 Hyd No. 2 F Total storage used = 4,125 cuft Time (hrs)
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Permit Number:
(to be provided by DWO)
ot 4A
O�TFgOG
q Y
H=HR 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 111) must be printed, filled out and submitted along with all of the required infom►ation.
!. PROJECT INFORMATION
Project name Kilamey
Contact name Donald A Sever, P.E.
Phone number _ _ 919469-1101
Date June 25, 2013
Drainage area number 1
Ill. DESIGN INFORMATION
12 hr
Site Characteristics
ft'
Drainage area
54,000 fe
Impervious area
38,000 fe
Percent impervious
70A% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre/post control of the 1 -yr, 24-hr peak flow required?
1 -yr, 24-hr runoff depth
1 -yr, 24-hr intensity
Pre - development 1 -yr, 24-hr peak flow
Post - development 1 -yr, 24-hr peak flow
Pre/Post 1 -yr, 24-hr peak control
Storage Volume: Noe-SA Waters
Minimum volume required
Volume provided
N (Y or N)
in
inthr
ft'/sec
ft'Isec
ft'Isec
3,080.0 ft'
3,085.0 ft' OK
Storage Volume: SA Waters
12 hr
1.5' runoff volume
ft'
Pre-development 1 -yr, 24-hr runoff
ft3
Post - development 1 -yr, 24-hr runoff
ft'
Minimum volume required
0 ft
Volume provided
ft'
Cell Dimensions
1.00 inthr
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 if OK
Length.
60 ft OK
Width:
_ 70 ft OK
-or- Radius
ft
Media and Solis 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 inthr
OK
Planting media soil.•
Soil permeability
2.00 in/hr
OK
Sod composition
% Sand (by volume)
87%
OK
% Fines (by volume)
10%
OK
Form SW401- Bioretention -Rev 8
June 25, 2010 Parts I and II Design Summary, Page 1 of 3

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

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 tees/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
421.00 fmsl
n (Y or N)
y (Y or N) OK media depth
421 fmsl
3 inches OK
418 fmsl
3 f
0.33 It
Permit Number
(to be provided by DWO)
Are underdrains being installed?
y (Y or N)
How many dean 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 It
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 (Y or N)
OK
through a vegetated flfter?
What is the length of the vegetated finer?
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 (Y or N)
OK
SA waters)?
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 (Y or N)
OK
to a public Right of Way (ROW)?
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" %o?
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
(flinches gravel followed by 35 It of grass)
X
Grassed swale
OK
Forebay
Other
Form SW401- Moretention -Rev 8
June 25, 2010
Parts I and II Design Summary, Page 3 of 3

Pond Worksheet 90% TSS Removal
Project: Kilarney Pointe Basin: BI0#1
z:Wobs \1700 \Documents \Reports \PondW ork #1.xls
Total Area = 54800 s. f. = 1.26 acres
Factors used on this worksheet:
The following formulas from the SCS method are used:
S = 1000 /CN - 10 Tp = Vol. /1.390p
Q* = (P - 0.2S) ^ 2/(P + 0.8S)
Date:
To Basin
Impervious = 38000
Lawn, etc. = 16800
Woods, etc. = 0
Rational C = 0.733
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. /1.390p
Q* = (P - 0.2S) ^ 2/(P + 0.8S)
Date:
To Basin
Impervious = 38000
Lawn, etc. = 16800
Woods, etc. = 0
Rational C = 0.733
Storm
I
(!ph)
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 c. f.
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = . 69.3 % SA/DA Ratio =
Surface Area Required = 1 2174
SCS CN = 92.2
SCS S = 0.8489
mpervious
I = 69-34%
Rv = 0.6741
Bio- Retention Area (7% x C Factor x area
Surface Area'Required = 1 2812
Sand Filter (Required volume and area)
Chamber Volume = 1 679 c. f. (540 c. f. /ac.)
Chamber Surface Area = 1 453 s. f. (360 s. f. /ac.)
3.97%
6/25/13