SW8890306_Historical File_20120618

-MEMORY TRANSMISSION REPORT
TIME :06-19-'12 13:18
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
805
DATE
06.19 13:16
TO
: 8 919103468637
DOCUMENT PAGES
9
START TIME
: 06.19 13:16
END TIME
: 06.19 13:18
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
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127 Cardinal priv 13xtenr1on. Wilmfr nj NC 28405 - (910) -198-7215 • An 1 ep 41 8mploya

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eam Perdue, Governor FAX COVER SHEET Dee Freemou, Secretary
Date: No. Pages (excl. cover):
To: ������' L From: Jo Casmer
co: �il� Gl«r�, G� Phone: [phone]
Fax: 7Fax: [phone]
iro42"l' 747 ---z
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] a An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :06-19-'12 13:13
FAX NO.1 :910-350-2018
NAME :DENR Wilmington
FILE NO.
803
DATE
06.19 13:10
TO
: 9 919108972329
DOCUMENT PAGES
9
START.TIME
06.19 13:10
END TIME
06.19 13:13
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
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127 Cardiat 15rlva BxYaraafaa. V Wlnfiug[oq NC 2*,WS - (911n 796-7213 - Ace Equal Opporlun[�. Air ptive /latlen Employ

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:'No. Pages (excl. cover):
To. V-
From: Jo Casmer
Co. ECG S �� c .
Phone: [phone]
Fax: �� - `�� 7 _ �� Z ` Fax: [phone]
Re: T«
Al-ew i , z /✓70d:501'r, , l • , -/- ".v --'! l S S v e =;,/ 4-- O, e' 4, N/
127 Cardinal Drive Extension, Wilmington, NC 28405 . [phone] a An Equal Opportunity Affirmative Action Employer

61 O W. CUMBERu►ND Sr. DUNN, NC 28334
A VETERAN OWNro COMPDA NY
11 11
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r ! To: 910.897.3257
� /�ih�� /��Wl� Date: Z
Company: .�. � . � V 6 h a'�'Pr �v M. G
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* We Transmit: I9n Accordance With Your Re clue t
The Following: Mfrawings ❑ preliminary ❑ Test Results (moo fi �
Other
For Your: ffApproval ❑ Use
❑ Review 8e Comment ❑
Record
Remarks:
Transmitted By: �p�,
__—__-- Copies IREC
JUN 1 5 2012
9 7 0.897.32S7 CP.P•�c� WWW.ZCdSINC.COM
9 t O.�Si7.2339 t<Ax'

i 1 C W. 0UM6ERL4i.No ST. CUNN, NC 28334
V O T E RAN 17 W N E O C O t i P A N Y -Engineering
r t -Construction Staking r
•Land Surveying
•Subsurface Utility Locating
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6/112
N.C. Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, N.C. 28405
Reference: Request for Additional Information — Express Review
Storm Water Project No. SW8 890306 Mod.
Piney Green Shopping Center, Onslow County
Attention: Linda Lewis
Environmental Engineer III
Ali
Dear Linda,
y
As per your review comments date 6/11/12 we are submitting revised plans and other information
to address each review comment as follows:
1) We have prepared a new wet pond supplement and a new associated checklist. We have addressed the
items you requested on this new supplement form.
2) This item has been corrected on the new supplement form which is included with submittal.
3) We are submitting a revised sheet #3 of 6 of the storm water application form (SWU-101) and have
corrected the stream classification and stream index information for Mott Creek.
4) We are providing a separate sheet (AITA survey of site) which has been color coded to indicate the
drainage area of the existing BUA flowing to the pond as well as to show the additional BUA added to
the pond from the offsite area (Glade Shoppes). We have also noted the areas and the C factors for each
portion of the overall drainage area. We have shown the drainage area for the Glade Shoppes area on a
separate sheet which is included with this submittal.
5) We have deleted the proposed sidewalk that was shown within the Glade Lane Right of Way. The
original numbers for the additional BUA only included the BUA within the project area so the numbers
on the application form as previously submitted are correct.
6) We have revised the ditch along Glade Lane to provide for a 3:1 slope on both sides of ditch.
7) We have revised the name of the pond layout detail to "As -built pond" and have furnished the survey
date and surveyor's name on the detail.
8) We have shown the location of the originally approved vegetated filter on the "As -built pond" detail.
JUN 15 ZO1Z
9 1 ❑.897.3257 OFFICE WWW.ECLSINC.CON1 9 FAX

1 L W. CL-IMBERLP."O S-r. OuNN, NC 28334
1 ! 1- — rJ C7 \V lV r I=> L: O n-1 P A N N,
F
E C L S .�
-Engineering
•Construction Slaking .1
•Land Surveying
•Subsurface Utility Locating
Note: The original application numbers are correct and sheet #3 of 6 has been revised and fZ:mished only
for the purpose of correcting the Stream classification and stream index number of Mott Creek.
The revised supplement did not change any numbers but simply shows more information as per your
request in your review comments.
This concludes the summary of our responses to your review comments. We are including two sets of
revised project plans dated 6/ 13/12 which reflect all the changes as outlined in this summary.
Sincerely,
it—
Te"i
ohnny Glenn Tew, P.E.
91 O.B97.3257 OFFICE WWW.ECLSINC.COM 91 0.B97.2329 Fsax

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A VF—TERAN QWrgM0 COMPANY
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To: ���d.� l�ewiS
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• We Transmit: � erewith In Accordance With Your Request
The Following: Ia-urawings ❑ Preliminary ❑ Test Results [LY
Other .
For Your: ® Approval ❑ Use ❑ Review & Comment ❑
Record
Number of Sets of Copies Date Description —j
C3r1 ihA ( -r (
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Remarks: �_------�' L u�y =Y .a�rv�a�i •{zr� C.�s��v�iG`1 'Fr a��c,, :�
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Transmitted By: /�/�J Copes To:
I�FC�IVED
JUN 0 7 ZU1Z
9 7 0.$97.3267 WWW-ECLSINC.CoM
910.897.2329 FAX'

Piney Green Shopping Center/Glade Shoppes
Storm Water Narrative & Calculations
Johnny Glenn Tew P.E.
ECLS, Inc.
610 West Cumberland Street
Dunn, NC 28334
Phone [phone]
i � o
JUN 0 7 201Z
t5VM030fo

Piney Green Shopping Center / Glade Shoppes
The proposed modification to Piney Green Shopping Center existing wet pond is for the purpose
of allowing the storm water from the Glade Shoppes project which is adjacent to the shopping center to
flow into the existing pond as well as the existing watershed area which includes the existing K-Mart and
Golden Corral parcels. While the Glade Shoppes were not a part of the original watershed area to the wet
pond the stornl water from the Glade Shoppes can be gravity fed back to the pond by filling the Glade
Shoppes site by approximately 2'.
We have completed an as -built survey of the existing ponds which we have used to justify that
the pond is sufficient in size to accommodate the proposed new Glade Shoppes project storm water into
the pond. The Piney Green Shopping Center was most recently modified on March 2, 2004 and the rules
that were in effect then are the rules that the current modification is being conducted under with the
exception of the Glade Shoppes parcel will be accounted for under the current storm water rules as it
relates to temporary storage volume required (1 % design depth) and required surface area required at
permanent pool elevation.
The design calculations for the proposed permit modification are as follows:
First we determine the required surface area at permanent pool elevation by considering the entire
watershed which includes the existing permit area plus the addition of the Glade Shoppes project. Note
that the existing pond has a permanent pool elevation of 31.59 (as shown on the as -built survey). We then
use the difference between the new permanent pool elevation of 32.00 and the pond bottom elevation of
25.00 (as shown on as -built survey) which results in a pond depth of 7'. We then enter table 10-2 to
determine the required SA/DA factor as is shown in the following calculations. We are using the
previously approved drainage area for K-Mart & Golden Corral (8.66 AC at 100% Impervious) and we
have determined the gross drainage area and impervious area for the proposed addition of Glade Shoppes
as shown below.
Permit Modification Calculations
Assumes the following:
(1) K-Mart AREA 8.66 AC Gross AREA
- 0 AC Grass -Pervious AREA
8.66 (AC Net Impervious AREA)
(2) Glade Shoppes 0.72 AC Gross AREA
-0.14 AC Grass -Pervious AREA
0.58 (AC Net Impervious AREA)
(New Watershed) (1) + ( 2) 8.66 + 0.72 = 9.38 AC Gross AREA
0 + 0.14 = -0.14 AC Grass -Pervious AREA
9.24 AC Net Impervious AREA
(New Watershed (1) + (2)) Percent Impervious 9.24 AC / 9.38 AC = 98.51% Impervious
1 .RECEIVED
JUN 0 7 Z01Z

Required Surface AREA (using 7.0' depth (32.0 — 25.00) & using 85% TSS chart 10-2)
*Note: New Permanent Pool Elev = 32.0' (currently 31.59')
90",4> Imp. Factor = 2.8
100"/01mp. Factor =3.2
SA factor for 98.51 % Impervious = (0.851)(0.4) + 2.8 = 3.14/100 = 0.0314
Surface AREA Required = 9.38 AC (0.0314) = 12,831.45 SF
Surface AREA Provided = 13,340 SF 3 OK
Next we determine the required temporary pool elevation as follows:
l) Using the simple method and assuming the required storage depth for existing permit area is 1" we
find the temporary storage depth as follows:
8.66 Impervious area
= 100%Impervious la
8.66 Total Watershed AREA
Rv = 0.05 + 0.9(la)
R,, =0.05+0.9(1.0)=0.95
V 3630(R„)(R�)(AAc)
V = 3630(I)(0.95)(8.66)
V = 29,864.01 ft3
where Ia = 1.0
where Rp = 1"
Rv = 0.95
AAc = 8.66
2) Also using simple method and assuming the required storage depth of 1 ''/2" we find the required
temporary storage depth for Glade Shoppes to be as follows:
0.58 Impervious area _
0.72 Total Watershed AREA — 81%Impervious = la
Rv = 0.05 + 0.9(Ia) where Ia = 0.81
Rv = 0.05 + 0.9(0.81) = 0.779
V = 3630(Rn)(Rv)(AAc) where Rp = 1 ''/z"
V = 3630(1.5)(0.772)(0.72) Rv = 0.779
V = 3,053.99 ft3 AAC = 0.72
Total required temporary storage volume for original permit watershed area plus the addition of Glade
Shoppes area is as follows:
Volume 1) 29,864.01 ft3
Volume 2) + 3,053.99 ft3
Total Volume Req. 32,918.00 ft3
RECEIVED
2 JUN 0 7 Z01Z
BY:

Total Temporary Volume provided (between elevations 32.00 and 34.50):
j(17,947 SF + 13,340 SF) T C _ �l� rt3 _r
2 -- X �.5 = 15,643.Hu SIB v 2-5 = J9,108.i 5 i —� U L
Drawdown Time Calculations
Average Driving head = 23 = 0.83'
Drawdown Volume (temporary pool) = 39,108.75 ft3
Drawdown rate = 0.6A 2gh where A = 0.034 ft', h = 0.83'
Q = 0.6(0.034 ft2)(7.31) = 0.149 ft3/sec
39,108.75 ft3 262,474.83sec 4,374.58minutes 72.91 hours
Drawdown time = 3 = _ _ = 3.04 days
ftt
0.149 60 sec/minute 60 minutes/hour 24 hours/day
sec
3.04 days is between 2 to 5 day 4 OK
Next we have used these areas and proposed new permanent pool elevation of 32.00 to route the 1 year,
10 year, and 100 year storms through the pond. A summary of the routing results is as follows (uses
permanent pool elevation = 32.00):
Storm Event
Peak Flow
(Before Routing)
Peak Flow
(After Routing)
Peak Elevation
1 year
39.47 cfs
12.40
34.07'
10 year
76.01 cfs
35.25
35.47'
100 year
131.75 cfs
92.18
36.91
Note: See attached Routing information to this narrative
Note: 1 year Post development peak flow (12.40 cfs) was found to be less than predevelopment 1 year
peak flow of 12.87 cfs which was calculated as follows:
Qi=cIA
Qi = (0.35)(3.92 in/hr)(9.38 AC) = 12.87 cfs
Note: We have also attached NOAA charts which were used to determine rainfall depths and intensities
for the Jacksonville area and for the design storm events.
RECEIVED
JUN 0 7 2012

NCDENk Stormwater BMP Manual Chapter Revised 06-16-09
AM._p.i --Surface area at permanent pool level, including forebay
(ft2)
Abed =Surface area at the bottom of the pond (ft2) (excludes the
sediment cleanout deptM)
Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Example:
■ Surface area at permanent pool: 10,000 ft2 including forebay
■ Surface area at bottom of shelf: 8,000 f1J2, including forebay
■ Surface area at bottom of pond: 2,000 ft2
■ Depth: 4.5 ft
Average Depth, d , =.25 x (1 + (8000/10,000)) + ((8000 + 2000)/2) x
4.5) / 8000 = 3.26 ft
Therefore use 3.0 to enter the SA/DA table. (To avoid multiple
interpolations, please round the average depth down to the nearest 0.5.)
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficien
in the Mountain and Piedmont Regions, Adapted from Driscoll,1986
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0.
4.0
-5.0
6.0
7.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0,26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency
in the Coastal Re 'on, Adapted from Driscoll,1986
Percent
Permanent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10%
0.9
0.8
0.7
0.6
0.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3A
3.0
2.6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
2.3
100%
8.2
7.4
6.8
6.2
5.6
5.0
4A
3.8
3.2
2.6
I�
l
Wet,Debention Basin 10-14 2007 _ DECEIVED
JUN 0 7 201Z

2S
Glade Lane Shops
Subcat Reach on
1S
Ext. K-M
Link
(new Pond)
EIVED
JUN 0 7 2012
BY:
:tv

Piney Green Shopping Center - Permit Modification
Piney Green
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.720
81 Glade Lane Shops
8.660
100 Ext. K-mart (1S)
9.380
TOTAL AREA
(2S)
RECEWED
JUN 0 7 ZO1Z
By:.
9

Piney Green Shopping Center - Permit Modification
Piney Green
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area
(acres)
Soil
Goup
Subcatchment
Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
9.380
Other
1 S, 2S
9.380
TOTAL AREA
DECEIVED
JUN 0 7 Z01Z
0

Piney Green Shopping Center - Permit Modification
Piney Green
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 4
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height
Number (feet) (feet) (feet) (ft/ft) (inches) (inches)
1 1 P 31.39 31.21 40.0 0.0045 0.025 24.0 0.0
vEC,EIVED
JUN 0 7 Z012
BY.-
1

Piney Green Shopping Center - Permit Modification
Piney Green Type 1124-hr 1 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>3.08"
Flow Length=1,280' Tc=8.8 min CN=100 Runoff=38.82 cfs 2.223 of
Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>0.60"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=0.69 cfs 0.036 of
Pond 1 P: (new Pond) Peak Elev=34.07' Storage=31,480 cf Inflow=39.47 cfs 2.259 of
Outflow=12.40 cfs 2.252 of
Total Runoff Area = 9.380 ac Runoff Volume = 2.259 of Average Runoff Depth = 2.89"
7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac
JUN 0 7 2012
u

Piney Green Shopping Center - Permit Modification
Piney Green Type 11 24-hr 1 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Ext. K-Mart
Runoff = 38.82 cfs @ 11.99 hrs, Volume= 2.223 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year Rainfall=3.46", AMC=1
Area (ac) CN Description
8.660 100 Ext. K-mart
8.660 100.00% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
1.6 80
0.0050
0.84
Sheet Flow, sheet flow to cb
Smooth surfaces n= 0.011 P2= 3.91"
7.2 1,200
0.0020
2.79
8.77 Pipe Channel, pipes in K-mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 1,280 Total
42
40
38
36
34
32
30
28
26
w 24
0 20
" 18
16
14
12
10
8
6
4
2
0
5
Subcatchment 1S: Ext. K-Mart
Hydrograph
38.82 cfs
❑ Runoff
Type 11 24-hr 1 year
Rainfall=3.46"
AMC=1
Runoff Area=8.660 ac
Runoff Volume=2.223 of
Runoff Depth>3.08"
Flow Length=1,280'
Tc=8.8 min
6 7 8 9 10 11 12 13 14 15
Time (hours)
0/0
CN=100
16 17 18 19 20
RECEIVED
JUN 0 7 ZOIZ
BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type/1 24-hr 1 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Glade Lane Shoos
Runoff = 0.69 cfs @ 12.02 hrs, Volume= 0.036 af, Depth> 0.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year Rainfall=3.46", AMC=1
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.7
160
0.0055
1.00
Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1
750
0.0020
2.04
2.50 Pipe Channel, pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 910 Total
0.75
0.7
0.65
0.6
0.55
0.5
0.45
N
=' 0.4
3
0.35
w
0.3
0.25
0.2
r •�
Subcatchment 2S: Glade Lane Shops
Hydrograph
0.69 cfs
❑ Runoff
Type II 24-hr 1 year
Rainfall=3.46"
AMC=1
Runoff Area=0.720 ac
Runoff Volume=0.036 of
Runoff Depth>0.60"
Flow Length=910'
Tc=8.8 m i n
AMC Adjusted CN=64
8 9 10 11 12 13 14 15 16
Time (hours)
17 18 19 20
RECEIVED
JUN 0 7 ZU14
BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type I/ 24-hr 1 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 1 P: (new Fond)
[82] Warning: Early inflow requires earlier time span
Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 2.89" for 1 year event
Inflow = 39.47 cfs @ 11.99 hrs, Volume= 2.259 of
Outflow = 12.40 cfs @ 12.25 hrs, Volume= 2.252 af, Atten= 69%, Lag= 15.3 min
Primary = 12.40 cfs @ 12.25 hrs, Volume= 2.252 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 34.07' @ 12.16 hrs Surf.Area= 17,112 sf Storage= 31,480 cf
Plug -Flow detention time= 29.2 min calculated for 2.243 of (99% of inflow)
Center -of -Mass det. time= 27.3 min ( 757.5 - 730.2 )
Volume Invert
Avail.Storage Storage Description
#1 32.00'
90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
32.00
13,340
0 0
33.00
15,127
14,234 14,234
34.00
16,985
16,056 30,290
35.00
18,905
17,945 48,235
36.00
20,909
19,907 68,142
37.00
23,626
22,268 90,409
Device Routing
Invert
Outlet Devices
#1 Primary
31.39'
24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 31.21' S= 0.0045'/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Primary
32.00'
2.5" Vert. Orifice/Grate C= 0.600
#3 Primary
34.44'
24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary
36.50'
60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary Out low Max=12.41 cfs @ 12.25 hrs HW=34.00' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 12.18 cfs @ 3.90 fps)
2=Orifice/Grate (Orifice Controls 0.23 cfs @ 6.63 fps)
3=OrificelGrate ( Controls 0.00 cfs)
4=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
.ECEIVED
JUN 0 7 201z

Piney Green Shopping Center - Permit Modification
Piney Green Type // 24-hr 9 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 9
Pond I P: (new Pond)
Hydrograph
44
42
40
38
36
34
32
30
28
— 26
24
U
3 22
0 20
LL 18
16
14
12
10
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Pond 1 P: (new Pond)
Stage -Discharge
37
36
m 35
a
c
0
A
d
w 34
33
32
0
Orifice/Grate
Orifice/Grate
Weir
i _i Inflow
❑ Primary
❑ Primary
10 20 30 40 50 60 70 80 90 100
Discharge (cfs)
RECEIVED
JUN 0 7 Z01Z
010 BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type // 24-hr 1 year Rainfall=3.46'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 10
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 Surface
❑ Storage
m 35
c
0
.a
m 34
w
33
32
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
RECEIVED
JUN 0 7'1012
BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type // 24-hr 10 year Rainfall=6.51 ", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 11
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1 S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>5.79"
Flow Length=1,280' Tc=8.8 min CN=100 Runoff=73.03 cfs 4.182 of
Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>2.40"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=3.00 cfs 0.144 of
Pond 1 P: (new Pond)
Peak Elev=35.47' Storage=57,588 cf Inflow=76.01 cfs 4.326 of
Outflow=35.25 cfs 4.312 of
Total Runoff Area = 9.380 ac Runoff Volume = 4.326 of Average Runoff Depth = 5.53"
7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac
RECEIVED
JUN 11 71012
BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type 1124-hr 10 year Rainfall=6.51 ", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1S: Ext. K-Mart
Runoff = 73.03 cfs @ 11.99 hrs, Volume= 4.182 af, Depth> 5.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 year Rainfall=6.51 ", AMC=1
Area (ac) CN Description
8.660 100 Ext. K-mart
8.660 100.00% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
1.6 80
0.0050
0.84
Sheet Flow, sheet flow to cb
Smooth surfaces n= 0.011 P2= 3.91"
7.2 1,200
0.0020
2.79
8.77 Pipe Channel, pipes in K-mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 1,280 Total
Subcatchment 1 S: Ext. K-Mart
Hydrograph
80
75 73.03 cfs
70 Type II 24-hr 10 year
65 Rainfal_I=6.51"
60 AMC=1
55
50 Runoff Area=8.660 ac
45 Runoff Volume=4.182 of
40
LL 35 Runoff Depth>5.79"
30 Flow Length=1,280'
25 Tc=8.8 min
20
15 CN=100
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff
RECEIVED
JUN 0 7 2012
BY:
uDJ

Piney Green Shopping Center - Permit Modification
Piney Green Type 1124-hr 10 year Rainfall=6.51 ", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 2S: Glade Lane Shops
Runoff = 3.00 cfs @ 12.01 hrs, Volume= 0.144 af, Depth> 2.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 year Rainfall=6.51 ", AMC=1
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.7
160
0.0055
1.00
Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1
750
0.0020
2.04
2.50 Pipe Channel, pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 910 Total
3
2
0k
5
Subcatchment 2S: Glade Lane Shops
Hydrograph
❑ Runoff
3.00 cfs
Type II 24-hr 10 year
Rainfall=6.51"
AMC=1
Runoff Area=0.720 ac
Runoff Volume=0.144 of
Runoff Depth>2.40"
Flow Length=910'
Tc=8.8 min
AMC Adjusted CN=64
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
RECEIVED
JUN 0 7 2012
BY:
V //

Piney Green Shopping Center - Permit Modification
Piney Green Type // 24-hr 10 year Rainfal1=6.51'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 14
Surnmary for Pond 1 P: (new Pond)
[82] Warning: Early inflow requires earlier time span
Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 5.53" for 10 year event
Inflow = 76.01 cfs @ 11.99 hrs, Volume= 4.326 of
Outflow = 35.25 cfs @ 12.12 hrs, Volume= 4.312 af, Atten= 54%, Lag= 7.5 min
Primary - 35.25 cfs @ 12.12 hrs, Volume= 4.312 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 35.47' @ 12.12 hrs Surf.Area= 19,847 sf Storage= 57,588 cf
Plug -Flow detention time= 31.0 min calculated for 4.311 of (100% of inflow)
Center -of -Mass det. time= 29.3 min ( 760.2 - 730.9 )
Volume Invert
Avail.Storage Storage Description
#1 32.00'
90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
32.00
13,340
0 0
33.00
15,127
14,234 14,234
34.00
16,985
16,056 30,290
35.00
18,905
17,945 48,235
36.00
20,909
19,907 68,142
37.00
23,626
22,268 90,409
Device Routing
Invert
Outlet Devices
#1 Primary
31.39'
24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 31.21' S= 0.0045 7' Cc= 0.900
n= 0.025 Corrugated metal
#2 Primary
32.00'
2.5" Vert. Orifice/Grate C= 0.600
#3 Primary
34.44'
24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary
36.50'
60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=34.97 cfs @ 12.12 hrs HW=35.45' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 19.49 cfs @ 6.20 fps)
2=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.80 fps)
3=Orifice/Grate (Orifice Controls 15.18 cfs @ 4.83 fps)
4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
CEIVED
JUN 0 7 2012
,BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type 11 24-hr 10 year Rainfall=6.51 ", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 15
Pond 1 P: (new Pond)
Hydrograph
85
80
75
70
65
60
55
50
N
45
ii 40
LL 35
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Pond 1 P: (new Pond)
Stage -Discharge
37
36
m 35
m
c
0
w
34
33
32 r
0
Orifice/Grate
Orifice/Grate
10 20 30 40 50 60 70 80
Discharge (cfs)
69
Weir
i' inflow
❑ Primary
❑ Primary
90 100
RECEIVED
JUN 0 7 Z01Z
]3 Y:

Piney Green Shopping Center - Permit Modification
Piney Green Type // 24-hr 10 year Rainfall=6.51 ", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 16
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 F Surface
❑ Storage
36
35
c
0
�a
34
w
33
32 r
0
Custom Stage Data
10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
IRECEIVED
JUN U 7 ZO12
�`Y:

Piney Green Shopping Center - Permit Modification
Piney Green Type 1124-hr 100 year Rainfall=11.10" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 17
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Ext. K-Mart Runoff Area=8.660 ac 100.00% Impervious Runoff Depth>9.88"
Flow Length=1,280' Tc=8.8 min CN=100 Runoff=124.52 cfs 7.130 of
Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>5.90"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=7.25 cfs 0.354 of
Pond 1 P: (new Pond)
Peak Elev=36.91' Storage=88,512 cf Inflow=131.75 cfs 7.484 of
Outflow=92.18 cfs 7.436 of
Total Runoff Area = 9.380 ac Runoff Volume = 7.484 of Average Runoff Depth = 9.57"
7.68% Pervious = 0.720 ac 92.32% Impervious = 8.660 ac
RECEIVED
JUN 0 7 2131z
BY:

i
Piney Green Shopping Center - Permit Modification
Piney Green Type 1l 24-hr 100 year Rainfall= 11. 10", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: Ext. K-Mart
Runoff = 124.52 cfs @ 11.99 hrs, Volume= 7.130 af, Depth> 9.88"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=11.10", AMC=1
Area (ac) CN Description
8.660 100 Ext. K-mart
8.660 100.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.6
80
0.0050
0.84
Sheet Flow, sheet flow to cb
Smooth surfaces n= 0.011 P2= 3.91"
7.2
1,200
0.0020
2.79
8.77 Pipe Channel, pipes in K-mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 1,280 Total
Subcatchment 1S: Ext. K-!Mart
Hydrograph
130 124.52 cfs
120 Type II 24-hr 100 year
110 Rainfall=11.10"
100 AMC=1
90 Runoff Area=8.660 ac
8070 Runoff Volume=7.130 of
LL 60 Runoff Depth>9.88"
50 Flow Length=1,280'
40 Tc=8.8 min
30 CN=100
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
W*
.ECEIVED
JUN 0 7 202
BY:

L
Piney Green Shopping Center - Permit Modification
Piney Green Type 11 24-hr 100 year Rainfall= 11. 10", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Glade Lane Shops
Runoff = 7.25 cfs @ 12.00 hrs, Volume= 0.354 af, Depth> 5.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=11.10", AMC=1
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.7
160
0.0055
1.00
Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1
750
0.0020
2.04
2.50 Pipe Channel, pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 910 Total
Subcatchment 2S: Glade Lane Shops
Hydrograph
8 7.25 cfs I
❑ Runoff
Type II 24-hr 100 year
Rainfall=11.10"
6 AMC=1
Runoff Area=0.720 ac
Runoff Volume=0.354 of
4 Runoff Depth>5.961'
U.
Flow Length=910'
Tc=8.8 m i n
2
AMC Adjusted CN=64
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
e . C'!..
JUN 0 7 ZGIZ

Piney Green Shopping Center - Permit Modification
Piney Green Type 1124-hr 100 year Rainfall=11.10'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions L LC Page 20
Summary for Pond 1 P: (new Pond)
[82] Warning: Early inflow requires earlier time span
Inflow Area = 9.380 ac, 92.32% Impervious, Inflow Depth > 9.57" for 100 year event
Inflow = 131.75 cfs @ 11.99 hrs, Volume= 7.484 of
Outflow = 92.18 cfs @ 12.08 hrs, Volume= 7.436 af, Atten= 30%, Lag= 5.2 min
Primary = 92.18 cfs @ 12.08 hrs, Volume= 7.436 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 36.91' @ 12.08 hrs Surf.Area= 23,394 sf Storage= 88,512 cf
Plug -Flow detention time= 30.7 min calculated for 7.433 of (99% of inflow)
Center -of -Mass det. time= 27.4 min ( 758.4 - 731.0 )
Volume
Invert Avail.Storage Storage
Description
#1
32.00'
90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
32.00
13,340
0
0
33.00
15,127
14,234
14,234
34.00
16,985
16,056
30,290
35.00
18,905
17,945
48,235
36.00
20,909
19,907
68,142
37.00
23,626
22,268
90,409
Device Routinq Invert Outlet D
#1
Primary
31.39'
24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 31.21' S= 0.0045 T Cc= 0.900
n= 0.025 Corrugated metal
#2
Primary
32.00'
2.5" Vert. Orifice/Grate C= 0.600
#3
Primary
34.44'
24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4
Primary
36.50'
60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary Out low Max=88.88 cfs @ 12.08 hrs HW=36.89' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 25.00 cfs @ 7.96 fps)
2=Orifice/Grate (Orifice Controls 0.36 cfs @ 10.54 fps)
3=Orifice/Grate (Orifice Controls 23.69 cfs @ 7.54 fps)
4=Broad-Crested Rectangular Weir (Weir Controls 39.83 cfs @ 1.69 fps)
RECEIVED
JUN 0 7 2012
BY:

Piney Green Shopping Center - Permit Modification
Piney Green Type 11 24-hr 100 year Rainfall= 11. 10", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 21
Pond 1 P: (new Pond)
Hydrograph
140
130
120
110
100
90
N
6 80
e 70
LL
60
50
40
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Pond 1 P: (new Pond)
Stage -Discharge
37
36
v 35
m
c
0
A
m
W 34
33
32 19
0
Orifice/Grate
Orifice/Grate
Broad -Crested Rectangular Weir
',.Inflow
❑ Primary
❑ Primary
10 20 30 40 50 60 70 80 90 100
Discharge (cfs)
E
l
JUN 0 7 Z01Z

Piney Green Shopping Center Permit Modification
Piney Green Type 1124-hr 100 year Rainfall=11.10'; AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/19/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 22
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 Surface
❑ Storage
37
36
35
c
0
R
d 34
w
33
32 L
0
Custom Stage Data
10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
RECEIVED
JUN 0 7 2012
BY:

PFDS: Contiguous US
Page 1 of 2
www.nws.noaa.gov
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NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES
DATA DESCRIPTION
Data type: precipitation intensity Units: english Time series type: partial duration
SELECT LOCATION
1. Manually:
a) Enter location (decimal degrees, use "2'for S and W ): latitude: longitude: submit
b) Selec: station: select station
2. Use map:
Pnr: Lim '0,41 ,--na^ r'n n.c,•:..dF4} New Yco':�v
oqr,
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LOCATION INFORMATION:
..o
t:a:, m1ore a u th r r *•
Name: Jacksonville, North Carolina,
a.rmir,9ha +,.-a Cdralina r,.-I
US*
a':;nr:.'
Latitude: 34.7271
.,, ::In Sao .rvnrt:rvilr
• .o.:: °
Longitude:-77.4027
o t:n.•-1,-.wr
Elevation: OR`
rm I,p.,y;,,, G,•urgla eu
0
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.. • _ 1100 mi „ :.n :.!cksar�•: le •-�:,, r::-: ;�.,. ...
..., .. , -source: Google Maps
http://hdse.nws
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, Volume 2, Version 3
PF tabular
L
Prinf Page - _ -.
PDS-based precipitation frequency estimates with 90% confidence intervals in inches/hour)'
Average recurrence interval(years)
1
2
5
10
25
50
100
200
500
1000
5-min IF
(5. 586.38)
(6. 297.51)
(7: 908.66)
(8: 9-9.74)
(9. 1-1 .0)
(101,12.0)
(10.9- 3.0)
(11.6-14.0)
(12.6-15.3)
(13.3 116.4)
4.70
5.54
6.41
7.20
8.09
8.83
9.53
10.2
11.7
11.9
10-min
(4.35-5.10)
(5.13-6.01)
(5.92-6.94)
(6.63-7.79)
(7.42-8.74)
(8.06-9.54)
(8.66-10.3)
(9.23-11.1)
(9.94-12.1)
(10.5-12.9)
15-min
3.92
(3.62-4.25)
4.64
(4.30-5.03)
5.41
(4.99-5.85)
6.07
(5.59-6.57)
6.84
(6.27-7.39)
7.45
(6.80-8.05)
8.03
(7.30-8.68)
8.80
(7.76-9.32)
9.33
(8.34-10.1)
9.93
(8.79-10.8)
30-min
2.69
(2.48-2.91)
3.21
(2.97-3.47)
3.84
(3.55-4.16)
4.40
(4.05-4.76)
5.07
(4.64-5.47)
5.81
(5.12-6.06)
6.15
(5.59-6.65)
6.70
(6.04-7.25)
7.42
(6.63-8.06)
8.04
(7.12-8.75)
60-min
1.67
(1.55-1.82)
2.01
(1.86-2.18)
2.46
(2.27-2.67)
2.86
(2.64-3.10)
3.37
(3.09-3.64)
3.80
(3.47-4.11)
4.24
(3.85-4.58)
4.70
(4.24-5.09)
5.33
1 (4.76-5.78)
5.87
(5.20-6.39)
2-hr
1.02
(0.935-1.71)
1.23
(1.13-1.34)
1.54
(1.42-1.68)
1.83
(1.68-2.00)
2.22
(2.02-2.41)
2.56
(2.32-2.78)
2.92
(2.63-3.17)
3.31
(2.96-3.59)
3.86
(3.42-4.20)
4.35
(3.81-4.75)
3-hr
0.730
(0.671-0.802)
0.884
(0.813-0.970)
1.11
1 (1.02-1.22)
1.33
1 (1.22-1.5)
1.63
(1.49-1.79)
1.91
(1.72-2.08)
2.20
(1.97-2.40)
2.52
(2.23-2.75)
2.99
(2.82-3.27)
3.41
(2.96-3.74)
0.445
0.539
0.681
0.816
COO
1.17
1.36
1.56
1.86
2.14
6-hr
(0.407-0.492)
(0.493-0.596)
(0.621-0.753)
(0.741-0.901)
(0.906-1.11)
(1.05-1.29)
(1.21-1.49)
(1.37-1.72)
(1.62-2.05)
(1.83-2.35)
0.261
0.316
0.401
0.483
0.599
0.704
0.820
0.950
1.14
1.32
12-hr
(0.237-0.291)
(0.286-0.352)
(0.363-0.447)
(0.435-0.538)
(0.534-0.665)
(0.624-0.780)
(0.720-0.907)
(0.825-1.05)
(0.977-1.27)
(1.11-1.46)
0.150
0.182
0.238
0.282
0.351
0.411
0.479
0.554
0.669
0.769
�A-ti.
(0.137-0.166)
1 (0.167-0.201)
1 (0.216-0.260) 11
(0.257-0.310)
1 (0.317-0.385)
(0.368-0.51)
(.
-
0.574-0-0.773�9�
0.649-0.854)
2Hiay 0.067 0.106 0.736 0.162 0.201 0.235
r
4 91T �i Y.,4lu■ 7
0.439
JUN Q 7 ZU.,3Z:.lAi
,noaa.gov/hdse/pfds/pfds_map_cont I?bkmrk=nc
4/3/2012
2 7
BY:

PFDS: Contiguous US
Pagel of 2
www.nws.noaa.gov
J.
'j.':1--lGo
!.
NOAA ATLAS 144 POINT PRECIPITATION FREQUENCY ESTIMATES
DATA DESCRIPTION
i
Data type: precipitation depth units: english Time series type: partial duration
SELECT LOCATION
1. Manually:
a) Enter location (decimal degrees, use"-" for Sand W): latitude: longitude: submit
b) Select station: select station
2. Use map:
,1
Or.,.,,,-n:,'" r�rvnsvwania Kew Ycm4:
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p q o
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(move crosshalr or double click)
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b) Click on station icon
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LOCATION INFORMATION:
nd:a O South t:..ro:e
Name: Jacksonville, North Carolina,
8 nningh9 r,,:,t CJM1111a p ,-t.1 'nr
US•
t•,': i', itl O n:a p 0 tnt t..
A'•fl"' � nrarr
Latitude: 34.7632
. , o ,. ,,,•, •,IF•
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Longitude:-77.5565
f tai,a- a 111:. irv,.e
Elevation: 6611'
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1
source: Google Maps
POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90 %CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, Volume 2, Version 3
PF tabular
_
http://hdse.nws
PDS-based precipitation frequency estimates with 90% confidence intervals (in )nches)1
Average
recurrence interval(years)
Duration
1
���������j
2
5
10
25
50
100
200
500
1000
5-min
0.483
(0.446-0.524)
0.569
(0.525-0.618)
0.659
(0.607-0.715)
0.739
(0.680-0.801)
0.834
(0,763-0.902)
0.909
(0.829-0.983)
0.983
(0.891-1.06)
1.06
(0.951-1.15)
1.15
(1.03-1.25)
1.23
1 (1.09-1.34)
10-min
0.771
(0.712-0.838)
0.910
(0.640-0.988)
1.06
(0.973-1.14)
7.18
(1.09-1.28)
1.33
(1.22-1.44)
1.45
(1.32-1.57)
1.58
(1.42-1.89)
1.68
(1.51-1.81)
7.82
(1.62-1.98)
1.94
(1.71-2.11)
15-min
0.963
(0.890-1.05)
1.14
(1.06-1.24)
1.34
(1.23-1.45)
1.50
(1.38-1.62)
1.69
(1.54-1.82)
1.83
(1.67-1.98)
1.98
(1.79-2.14)
2.11
(1.90-2.29)
2.29
(2.04-2.49)
2.44
(2.15-2.65)
30-min
1.32
(1.22-1.44)
1.58
(1.46-1.72)
1.90
(1.75-2.06)
2.17
(1.99-2.35)
2.50
(2.28-2.70)
2.76
(2.52-2.99)
3.03
(2.74-3.27)
3.29
(2.96-3.56)
3.65
(3.25-3.96)
3.94
(3.49-4.29)
60-min
1.65
(1.52-1.79)
1.98
(1.63-2.15)
2.43
(2.24-2.64)
2.82
(2.59-3.06)
3.32
(3.04-3.60)
3.74
(3.41-4.05)
4.17
(3.78-4.51)
4.62
(4.15-5.00)
5.23
(4.66-5.68)
5.76
(5.09-6.26)
2-hr
1.98
(1.82-2.17)
2.40
(2.21-2.63)
3.02
(2.77-3.31)
3.58
(3.27-3.91)
4.34
(3.94-4.73)
5.00
(4.52-5.45)
5.70
(5.12-6.21)
6.46
(5.76-7,04)
7.54
(6.66-8.23)
8.49
(7.43-9.29)
3-hr
2.14
(1.96-2.35)
2.59
(2.37-2.85)
3.27
(2.99-3.60)
3.90
(3.55-4.29)
4.79
(4.33-5.25)
5.58
(5.01-6.11)
8.43
(5.74-7.04)
7.37
(6.52-8.07)
8.75
(7.65-9.59)
9.99
(8.63-11.0)
6-hr
2.59
(2.37-2.87)
3.14
(2.86-3.48)
3.97
(3.61-4.40)
4.75
(4.31-5.26)
5.84
(5.27-6.45)
6.83
(6.11-7.53)
7.90
(7.01-8.69)
9.09
(7.98-10.0)
10.8
(9.39-11.9)
12.4
(10.6-13.7)
12-hr
3.05
(2.76-3.41)
3.70
1 (3.34-4.13)
4.70
(4.25-5.26)
5.65
(5.08-6.31)
7.01
(6.24-7.80)
8.24
(7.29-9.14)
9.59
(8.41-10.6)
11.1
(9.63-12.3)
13.4
(11.4-14.8)
15.4
(13.0-17.1)
24-hr
3.46
(3.17-3.83)
4.21
(3.85-4.68)
5.44
(4.97-6.00)
6.51
(5.92-7.17)
8.13
(7.33-8.94)
9.56
(B.52-10.5)
11.1
(9.84-
12.9
-14.3
15.7
13.4-17.4
18.1
15.2-20.1)
2-day 4.03 4.88 6.26 7.46 9.28 10.9 12
st. 1 7 i1. 0.
N"J _
JUN 0 7 ZU1Z
,noaa.gov/hdsc/pfds/pfds_map_cont.h ?bkmrk=nc
4/3/2
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3-DTupoQuads Cop) right © 1999 DeLorme Yarmouth, ME 040% Source Data: USGS 1 50 ft Scale: I
24,000 Detail: 13-5 Datum: V IGS84
JUN 0 Pi
BY.

Lewis,L[nda
From:
Glenn Tew [[e-mail]]
Sent:
Monday, June 18, 2012 9:24 AM
To:
Lewis, Linda
Cc:
'Christopher W. Bailey'
Subject:
RE: Piney Green Shopping Center
Linda
Yes, I agree with the way you have distributed the BUA. It just depends on what you specify as on -site versus off -site and
my definition was slightly different than yours. This still leaves the total DA of 408,593 sf which agrees with my numbers.
Glenn Tew
From: Lewis,Linda[mailto:linda.lewis(abncdenr.gov]
Sent: Friday, June 15, 2012 2:58 PM
To: Glenn Tew
Cc: Christopher W. Bailey
Subject: Piney Green Shopping Center
Glenn -
On the application, you have listed 403,365 as the onsite Drainage Area and 5,227 as the Offsite Drainage
Area. The 1989 Drainage Area was the same as the 1989 built -upon area which was 377,230. So, your onsite
DA would remain as 377,230 and your offsite DA (Glade Shoppes) would be 31,363, for a grand total DA of
408,593. I've changed the on -site and offsite DA numbers on the application. Please confirm.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

(Page 1 of 5)
BOPS 1698 PAOE 2 6 7
-O • THIS DOCUMENT PRESENTED TO
THE ONSLOW COUNTY TAX OF !CE
Prepared by Lanier & Fountain/fk DATE -0 l CLERK
F
STATE OF NORTH CAROI�Ydi� � "R ! I FX 1: 4 9
` COUNTY OF ONSLOW
DEED
THIS DEEP, made and entered into this the 3� day of Marc , 2001, by and between
THE FOURM MESHEKOFF FAMILY LIMITED PARTNERSHIP, a Delaware limited
partnership, hereinafter referred to as "Grantor", and PINEY GREEN, I.I.C., whose address
is P. 0. Box 400, Jacksonville, NC 28540, hereinafter referred to as "Grantee". The
designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors and assigns, and shall include singular, plural, feminine or neuter as required by
context.
WITNESSETH:
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto
the Grantee in fee simple, its one-half undivided interest in and to all those certain lots or
parcels of land situated in White Oak Township, Onslow County, North Carolina and more
v
particularly described as follows:
See Exhibit A attached hereto and made a part hereof by reference.
Together with all right, title and interest in and to the ingress and egress easement
attached hereto as Exhibit B and made a part hereof by reference.
TO HAVE AND TO HOLD the aforesaid lots or parcels of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in
fee simple, has the right to convey the same in fee simple, that title is marketable and free and
clear of all encumbrances except easements appearing of record.
RECEIVED
JUN 0 7 Z01Z
BY:
1698 Pace: 267 Sea: 1

(Page 2 of 5)
BOOK 1698 PAGE268
EXEMITA
PINEY GREEN SHOPPING CENTRE
. PINEY GREEN, LLC
Commencing at an existing NCGS monument entitled "Swan" and having N.C. Grid Values of
North 356,366.9937 and Eastern values of 2,502,313.292; and running thence from the said
existing NCGS monument South 87 degrees 42 minutes 13 seconds East and having a grid
distance of 475.80 feet to an existing iron stake located along the Northeastern right of way of
N.C. Highway 24 (250 foot right of way/Public) and the Northwestern margin of a 20 foot
permanent utility & access easement (as per map entitled "Easement Map - Exhibit "B" '
prepared by Parker & Associates Inc. dated June 5, 1997), said iron stake also being THE
TRUE POINT OF BEGINNING: thence from the described beginning and leaving the said
Northeastern right of way of N.C. Highway 24 and running along the said Northwestern
margin of the 20 foot permanent utility & access easement North 22 degrees 55 minutes 57
seconds East 209.94 feet to an existing iron stake; thence leaving the said Northwestern margin
of the 20 foot permanent utility & access easement and running North 67 degrees 02 minutes
48 seconds West 153,71 feet to an existing iron stake located Southeastern margin of Camp
Lejeune Marine Corps Railroad. 215 foot right of way; thence along the said Southeastern
margin of the Camp Lejeune Marine Corps Railroad 215 foot right of way North 67 degrees
53 minutes 26 seconds East 217.43 feet to an existing iron stake located along the
aforementioned 20 foot permanent utility & access easement; thence continuing along the said
Southeastern margin of the Camp Lejeune Marine Corps Railroad 215 foot right of way and
along the said 20 foot permanent utility & access easement North 67 degrees 57 minutes 31
seconds East 561.36 feet to an iron stake; thence leaving the said Southeastern margin of the
Camp Lejeune Marine Corps Railroad 215 foot right of way and the said 20 foot permanent
utility & access easement and running South 74 degrees 50 minutes 58 seconds East 185.99
feet to a P.K. Nail; thence North 63 degrees 51 minutes 21 seconds last 63.49 feet to an iron
stake located along the Northern margin of the aforementioned 20 foot permanent utility &
access easement; thence running along the said Northern margin of the 20 foot permanent
utility & access easement South 77 degrees 59 mihutes 46 seconds East 302.33 feet to an iron
stake; thence leaving the said Northern margin of the 20 foot permanent utility & access
easement and running North 57 degrees 32 minutes 34 seconds East 22.59 feet to an iron
stake; thence South 77 degrees 59 minutes 13 seconds East 219.48 feet to an iron stake; thence
South 10 degrees 13 minutes 06 seconds West 32.54 feet to an iron stake located along the
Northern margin of the said 20 foot permanent utility & access easement; thence leaving the
said Northern margin of the 20 foot permanent utility & access easement and running South 10
degrees 14 minutes 45 seconds West 40.70 feet to an iron stake; thence South 10 degrees 12
mintue 11 seconds West 466.25 feet to an. iron stake; thence North 80 degrees 59 minutes 39
seconds West 196.04 feet to an iron stake; thence South 10 degrees 14 minutes 10 seconds
West 219.99 feet to an iron stake located along the said Northeastern right of way of N.C.
Highway 24; thence along the said Northeastern right of way of N.C. Highway 24 the
following courses and distances: North 71 degrees 42 minutes 26 seconds West 5.10 feet to an
iron stake, thence along a curve -to the right having a radius of 5679.58 feet and a chord
bearing and distance of North 80 degrees 28 minutes 03 seconds West 115.20 feet to an iron
A-Zd-t
JUN 0 7 Z01Z
BY: . .
1698 Pane: 267 Sea: 2

(Page 3 of 5)
BOOK 1 6 9 E PAGE 2 6 9
stake; thence leaving the said Northeastern right of way of N.C. Highway 24 and running
North 10 degrees 39 minutes 30 seconds East 286.58 feet to a P.K. Nail; thence South 51
degrees 18 minutes 29 seconds West 164.91 feet to a P.K. Nail; thence South 11 degrees 57
minutes 36 seconds West 161.47 feet to an iron stake located along the said Northeastern right
of way of N.C. Highway 24; thence along the said Northeastern right of way of N.C. Highway
24 and along a curve to the right having a radius of 5679.58 feet and a chord bearing and
distance of North 78 degrees 05 minutes 51 seconds West 132.50 to an existing concrete
monument; thence leaving the said Northeastern right of way of N.C. Highway 24 and running
North 51 degrees 18 minutes 29 seconds East 44.89 feet to an iron stake; thence North 10
degrees 58 minutes 40 seconds East 188.30 feet to an existing iron stake; thence North 78
degrees 04 minutes 58 seconds West 347.76 feet to an existing P.K. Nail; thence South 17
degrees 09 minutes 40 seconds West 209.79 feet to an existing iron stake located along the said
Northeastern right of way of N.C. Highway 24; thence along the said Northeastern right of
way of N.C. Highway 24 and along a curve to the right having a radius of 5679.58 feet and a
chord bearing and distance of North 73 degrees 29 minutes 05 seconds West 40.11 feet to an
existing iron stake; thence leaving the said Northeastern right of way of N.C. Highway 24 and
running North 17 degrees 11 minutes 58 seconds East 206.61 feet to an existing P.K. Nail;
thence North 78 degrees 03 minutes 18 seconds West 139.98 feet to an existing iron stake;
thence North 73 degrees 12 minutes 46 seconds West 155.46 feet to an existing P.K. Nail;
thence South 67 degrees 52 minutes 43 seconds West 55.00 feet to an existing iron stake;
thence South 22 degrees 55 minutes 47 seconds West 152.48 feet to an existing iron stake
located along the said Northeastern right of way of N.C. Highway 24; thence along the said
Northeastern right of way of N.C. Highway 24 and along a curve to the right having a radius
of 5679.58 feet and a chord bearing and distance of North 70 degrees 03 minutes 06 seconds
West 40.06 feet to the point and place of beginning. Containing 15.12 acresl658,487.30
square feet, and being the property described in Deed Book 956 Page 889 of the Onslow
County Registry. The courses contained herein are correct in angular relationship and is
referenced to N.C. Grid North.
M
i �iVIED
JUN 0 7 Z01Z
1698 Page: 267 Sea: 3

(Page 4 of 5)
.. - BOOK 16 9 8- PAGE 2 7 0'.
EXHI$LT B
INGRESS & EGRESS EASEMENT
Commencing at a point where the centerline of NCSR 1406 (commonly known as Piney Green
Road/Public) intersects the centerline of a Camp Lejeune Marine Corps Railroad Track; and
.running thence along the said centerline of NCSR, 1406 South 00 degrees 29 minutes 58
seconds East 735.33 feet to a P.K, Nail; thence leaving the said centerline of NCSR 1406 and
running South S9 degrees 39 minutes 04 seconds West 29.99 feet to a P.K. Nail located along
the Northwestern right -of way of NCSR 1406, said P.K, Naii also being THE TRUE POINT
OF BEGINNING: thence from the described beginning and leaving the said Northwestern
right of way of NCSR 1406 and running South 89 degrees 38 minutes 57 seconds West 403.32
feet to an iron stake; thence South 01 degrees 54 minutes 12 seconds East 9.15 feet to an
existing iron pipe; thence South 88 degrees 38 minutes 36 seconds West 66.48 feet to an iron
stake; thence North 10 degrees 14 minutes 45 seconds East 40.70 feet to an iron stake; thence
North 89 degrees 20 minutes 09 seconds East 58.78 feet to an iron stake; thence South 85 -
degrees 24 minutes 26-seconds East 115.67 feet to an iron stake; thence North 89 degrees 39
minutes 09 seconds Fast 287.84 feet to an iton stake located along the said Northwestern right
of way of NCSR 1406; thence along the said Northwestern right of way of NCSR 1406 South -
00 degrees 35 minutes 59 seconds East 20.02 feet to the point and place of beginning.
Containing 0.26 acres/11124.63 square feet and being described as an Ingress & egress
easement and being the property described in Deed Book 727 Page 875, Deed Book 727 Page
877 and Deed Book 727 Page 895 of the Onslow County Registry, The courses contained -
herein are correct in angular relationship and is referenced to N.C. Grid North.
RECEIVED
JUN U 7 ZU1Z
BY:
1698 Page: 267 SeQ: 4

(Page 5 of 5)
■
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909K ! 5 9 8 Fk9E 2 71
IN WITNESS WHEREOF, the Grantor has hereunto set its hand and seal the day and
year first above written.
The FourM Meshhekoff F ily Limit
Partner ip, a Delaware I' ' ed
p&'taP -
BY: 1
Edward Meshekoff, tner
BY:
Helen Meshekoff, Partner
STATE OF NE YOR C)�4
COUNTY OF _�9ZS.l3 `�2�
I, a Notary Public of the County and State aforesaid, do hereby certify that EDWARD
MESHEKOFF and HELEN MESHEKOFF, partners of The FourM Meshekoff Family
Limited Partnership, a Delaware limited partnership, personally came before me this day and
acknowledged the due execution of the foregoing instrument on behalf of the partnership.
WITNESS my hand and official seal, this �d day of c�2001.
1
Notary Public
My Commission Expires
_ o1.As cnauar=
F:1Don1B-CLIENrSlBAn.EY1 Ur=nUB14t14E1WD.FourM mPj7, ry ruble, State of l;an Perk
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"iraa is. :i5 it
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:hc to eyoic tS ardficet M
artiried to hs eonsoL T6G t°°w1Oaat ■u 4,O„oted fat Too-6ou rteoeAim �°
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RECEIVE
JUN 0 7 Z01Z
B'S�:_.
1698 Pacre: 267 Bea: 5

AVkMWA
01
NCDETIR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
June 11, 2012
Warren G. Bailey, Manager
Piney Green, LLC
PO Box 400
Jacksonville, NC 28540
Subject: Request for Additional Information — Express Review
Stormwater Project No. SW8 890306 Mod.
Piney Green Shopping Center
Onslow County
Dear Mr. Bailey:
The Wilmington Regional Office received a modified Express application regarding the
State Stormwater Management Permit for Piney Green Shopping Center on June 7,
2012. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
1. Please complete the supplement form and the associated checklist.
Please fill in the appropriate Elevations (marking the shelf elevation blanks
as "nfa"; the Surface Areas (again marking the vegetated shelf blank as
'Wa"); and the Additional Information blanks for side slopes, trash rack,
capturing all the runoff and the emergency drain. Please ignore the 1 year
24 hour volumes and flowrates, as these do not apply to this project. The
design storm should be marked as 1" for the existing BUA and 1.5 for the
added BUA (Glade Shoppes).
✓ 2. Please note that the supplement currently reports an incorrect temporary
pool area of 35 square feet. Per sheet 7 of 9, the surface area provided at
the temporary pool elevation of 34.5 is 17,947 square feet.
f 3. The correct stream classification for Mott Creek, WOK02 19-16-3, is C
NSW.
4/ 4. Please label and delineate the total new drainage area boundary to the
pond, including the offsite drainage area. A highlighted map is most
helpful with the on -site DA outlined in one color and the offsite DA outlined
in a different color.
'Up'l-e Please show how the runoff from the proposed Glade Lane sidewalk
QJ, associated with the Glade Shoppes will be collected and directed into the
existing pond. All built -upon area associated with the project must be
collected and directed to the pond.
6. Please note that the ditch side slope adjacent Glade Lane must be 3:1 or
flatter.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX [phone] DENR Assistance: "77-623-6748 N Carohna
Internet www.ncweterqualihr.org Q,�urQ�L�
An Equal Opportunity l Affirmative Action Employer

Mr. Bailey
June 11, 2012
Stormwater Application No. SW8 890306 mod.
7. Please revise the name of the pond layout detail on Sheet 7 of 9 to "As -
built Pond" and include the date of the as -built survey and the name of the
surveyor.
✓ 8. Please show and label the location of the required vegetated filter after the
pond outlet as per the original permit.
Please note that a revision to one number may have a domino effect on other numbers,
which may require revision of the applications, calculations, supplements, plans, details,
and associated documentation. Please verify all numbers are correct to ensure
consistency in the application documents.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received in this Office prior to June 18,
2012, or the application will be returned as'incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter. The request must indicate the date by which you expect to submit the
required information. In the Express program, no more than 2 time extensions may be
granted, for a total of 10 days.
If this is a new project, the construction of any impervious surfaces, other than a
construction entrance under an approved Sedimentation Erosion Control Plan, is a
violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A. The proposed modification may not be constructed until the permit
modification is approved and issued.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at Iinda.lewisO-ncdenr.gov
Sincerely,
Linda Lewis
Environmental Engineer III
GDS/arl: S:1WQS1Stormwater\\Permits & Projects11989\890306 HD12012 06 addinfo1890306
CC: J. Glenn Tew, P.E., E.C.L.S.
Wilmington Regional Office Stormwater File
Page 2 of 2

North Carolina Secretary of State
Page 1 of 2
North Carolina,
--s,_ .
ENT Ot 'I IL
Elaine F. Marsheii
Secretary "":'DATATE
Date: 4/17/2012
Click here to:
View Document Filings I File an Annual Report I
';° Print a Pre -populated Annual Report Fillable PDF Form I Amended A Previous Annual Report I
Corporation Names
Name
Name Type
HC PINEY GREEN, LLC
LEGAL
Limited Liability Company Information
SOSID:
0582069
Status:
Current -Active
Effective Date:
2/23/2001
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
Office Address:
Mailing Address:
Principal Office
Office Address:
Mailing Address:
Officers
BAILEY, WARREN G
405-D WESTERN BLVD
JACKSONVILLE NC 28546
PO BOX 400
JACKSONVILLE NC 28541
405-D WESTERN BLVD
JACKSONVILLE NC 28546
PO BOX 400
JACKSONVILLE NC 28541
Title: MANAGER
Name: THE FORUM MESHEKOFF FAM LTD PTR
Business Address: 190 E 72ND ST
NEW YORK NY 10021
Title: MANAGER
Name: BAILEY & ASSOCIATES, INC
Business Address: 405-1) WESTERN BLVD.
JACKSONVILLE NC 28546
�RECEIVED
JUN 0 7 Z012
BY: --
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=5308379 04/17/2012

North Carolina Secretary of State
Page 2 of 2
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Vert
2594
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=5308379 04/17/2012

i•
i
SOSID: 582068
Date Filed: 2/23/2001 10:02 AM
Elaine F. Marshall
North Carolina Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
FOR
PINEY GREEN, LLC
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does
hereby submit these Articles of Organization for the purpose of forming a limited liability
company.
1. The name of the limited liability company is: PINEY GREEN, LLC
2. There shall be no limit on the duration of the limited liability company.
3. The name and address of the person executing these articles of organization as
organizer is as follows:
Charles S. Lanier
114 Old Bridge Street
Jacksonville, NC 28540
4. The street address and county of the initial registered office of the limited liability
company is:
405-D Western Blvd.
Jacksonville, North Carolina 28546
Onslow County
5. The mailing address.of the initial registered office is:
405 D Western Blvd.
Jacksonville, NC 28546
6. The name of the initial registered agent is: Warren G. Bailey
7. All members by virtue of their status as members shall be managers of this limited
liability company. .
8. The sole purpose of the limited liability company shall be to own, lease, manage,
sell, and operate the real property known as Piney Green Shopping Centre located
in Jacksonville, NC and to engage in any and all business activities related or
incidental thereto including but not limited to the execution of loan and related
documents for the financing of the said property.
9. These articles will be effective upon filing.
RECEIVED
JUN 0 7 ZOIZ
BY:

This is theik0-day of February, 2001.
SEA.
CHARLES S. LANIER, Organizer
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
I, a Notary Public of said County and State, do hereby certify that Charles S.
Lanier personally appeared before me this day and acknowledged the due execution of
the foregoing instrumcnt for the purposes and intents therein expressed.
Witness my hand and seal, this /6'aU day of February, 2001.
�P.IE E. /49\
IOTA q ,
Notary Public
My Commission Expires: 0 3— o
NOTES:
1. Filing fee is $125. This document and one exact or conformed copy of these articles must be ffied
with the Secretary of State.
F. Wws1B-CLIEIYTSIBdlLEYAmW G-M1L01PI147U01.wpd

Lewis,Linda
From:
Christopher W. Bailey [[e-mail]]
Sent:
Friday, April 20, 2012 3:43 PM
To:
Lewis, Linda
Cc:
'Glenn Tew'; Gary Pope ([e-mail])
Subject:
RE: PineyGreen; jacksonville
Attachments:
photo 2.pdf
Follow Up Flag:
Follow up
Flag Status:
Flagged
I have discussed this with Glenn and Johnny Williams[Surveyor] and they both are of the opinion that this scales out to
be approx.: 1.81 to 1. 1 know that it is less than the required 2 to 1, but I am afraid to disturb those slopes. They
currently are fully 'heavily' grassed with exception to a little bit of rock at the top of bank that looks to have pushed out.
None of that rock has moved completely down the slope. I see no signs of erosion down the banks into the pond.
Would you be agreeable to allowing us to re-establish gravel along the areas at top of slope in both pond areas where
the rock has pushed out and not disturb the existing vegetation?? We could have the same contractor do this for us
when he starts construction on our shops.
All cutting and cleanup was completed yesterday.
Christopher W. Bailey
Bailey and Associates, Inc.
Office 910-346-8443
Cell 910-5204676
Fax [phone]
[e-mail]
BaiiAP10 448 Ip*Ip--midNNC 20"
ley ley .a tom, tnc.
From: Lewis,Linda[mailto:linda.lewis(a-)ncdenr.govl
Sent: Friday, April 20, 2012 8:35 AM
To: Christopher W. Bailey
Subject: RE: PineyGreen; jacksonville
That's one area, but the steeper slopes are on the other side, in the smaller pond area.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Christopher W. Bailey rmaiito:cwbailey(abaileyandassociates.biz]
Sent: Thursday, April 19, 2012 3:00 PM
To: Lewls,Lii-iva
Subject: PineyGreen; jacksonville

Linda --is this the area??
Created using Skitch by Evernote.
Christopher W. Bailey
Sent from my Wad

Lewis,Linda
From:
Lewis,Linda
Sent:
Thursday, April 19, 2012 10:44 AM
To:
'Glenn Tew'
Cc:
Chris Bailey
Subject:
Piney Green
In discussion with Christine, Georgette and Central Office staff, we are pretty much in agreement that the "as -
built" condition of the pond can be used to determine if the added drainage area and built -upon area can be
accommodated.
The original permit used 377230 sf =DA=BUA (100% impervious). I can allow you to continue to use 377230
as the old drainage area, and just add the 0.72 acre Glade Shoppes drainage area to that, i.e., new DA = 9.38
acres. If you prefer, you can use a 9.01 acre watershed and add the 0.72 acre Glade Shoppes DA to that, i.e.,
new DA = 9.73. But, you're better off using a total DA of 9.38 acres.
In either case, the previously approved 377,230 sf of BUA is going to have to be reported on the application as
the "Existing" BUA for the project. The as -built does not show sufficient deviation from the permitted layout to
support reducing the BUA number that has been in this permit since 1989. Total BUA for the project = 9.24
acres.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

Lewis,Linda
From: Lewis,Linda
Sent: Wednesday, April 18, 2012 4:53 PM
To: Patterson, Robert; Bennett, Bradley; Scott, Georgette; Vinson, Scott; Dumpor, Samir;
Johnson, Kelly
Subject: As-builts and pond modifications
All
I have an old existing 1989 permitted pond. In 1989, ponds were sized for just the impervious area as the
drainage area. This one was 8.66 acres. The actual DA was 9.01 acres. The owner wants to add more
drainage area (0.72 ac) and more BUA (.58 ac) to this old pond. The as -built indicates that the pond was
overexcavated and the orifice was installed about a foot too low.
They want to now use the as -built pond to demonstrate that the pond can handle the additional DA and BUA
without being "enlarged", i.e., it doesn't have to be redesigned to the new design requirements. They will be
physically moving the orifice from its current incorrect elevation (31.6) to 32.0, but this is still 6" lower than what
we permitted in 1989. They are leaving the temporary pool elevation alone.
Can all this be vested under the old rules, even though elevations are changing? The engineer had reduced
the 8.66 acre impervious area from the original permit to 8.46 acres, but I told him that unless he could pinpoint
where the difference of 9,000 square feet occurred, he would have to keep the originally approved 8.66 acres
of existing BUA and add his new BUA to that.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

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0 S` 8t j V30 ForDENRUseONLY SCoQ�
ll Reviewer: .e-- e-
1Nf r
A0North Carolina Department of Environment and
Natural Resources Submit _��— Z�
Request for Express Permit Review Time: [ O°�
NCDENR Confirm:
FILL-IN all the information below and CHECK the PermN(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF tile) and vicinity map (same items ezvected in the application
ap ckaae of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson&ncdenraov EMr NUMMU OVI
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david lee�ncdenr aov Permits of Request
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or Patrick groganAncdennnov SW
• Washington Region -Lyn Hardison 252-948-3842 or ln.hardisonCdncdenrgov SW
• Wilmington Region -Janet Russell 910-796-7302 orlanetrusseli®ncdenraov SW
SW
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaverencdenroov SW
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: PINEY GREEN SHOPPING CENTER County: ONSLOW
Applicant: WARREN BAILEY Company: THE CORRAL GROUP OF PINEY GREEN, LLC MFi'ro
Address: P.O. BOX 400 City: JACKSONVILLE, State: N.C. Zip: 28540-_
Phone: [phone]. Fax: [phone], Email: [e-mail]
Physical Location:405-D WESTERN BOULEVARD, JACKSONVILLE, N.C. 28546
Project Drains into MOTT CREEK waters — Water classification CNSW (for classification see-http://h2o.enr.stag.nc.us/bims/reports/repo&VD.htmi
Project Located in WHITE OAK River Basin. Is ptoject draining to class ORW waters? N, within Y2 mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: JOHNNY GLENN TEW Company: ECLS. INC.
Address: 610 WEST CUMBERLAND STREET City: DUNN, State: N.C.. Zip: 28334-_
Phone: [phone], Fax: [phone]. Email: Ig [e-mail] MAR 14 Z U 1 Z
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treahnent Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (far DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ❑ No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Received from US ACOE ❑ Yes ❑ No
_For DENR use only
Fee Split for multiple permits: (Check # 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance ( Maj; Min)
$
SW (EI HD, LD, Gen)
$
401:
$
LQS
$
Stream Deter,_
$
M O XI P„N
�Prs-bu�l�
NCDENR EXPRESS June 2011
s w,r ve-\
&'Ja,rl= s s A--\'4, 00 ram-! 1 %.4

Glade Lane Shops Storm Water Narrative
The proposed Glade Lane Shops are to be located on a 0.6 Acre parcel located in the
southwest quadrant of the intersection of Glade Lane and Evergreen Avenue in Jacksonville,
N.C. The parcel is presently owned by Bailey & Fuller Properties, LLC and is recorded in Deed
Book 2700, Page 803. The project is to include the 0.6 acre tract plus the portion of Evergreen
Avenue that slopes toward the tract (0.72 AC Gross Area). The net impervious area for the
project will be 0.61 AC (0.72 AC Gross — 0.11 AC Grass = 0.61 AC Imp.)
The purpose of the scoping meeting for this project is to request that the storm water
from Glade Lane Shops be allowed to flow into the existing storm water pond located on the
Piney Green Shopping Center which is adjacent to and west of the proposed Glade Lane Shops.
The proposed connection to the Piney Green storm water system is to be made by the
connection of a pipe from the shops site into a catch basin on the shopping center site which
will then carry the water to the existing storm water pond. The existing Piney Green Storm
Water Pond is permitted as Permit No. SW8 890306 dated 3/2/2004. The permitted storage
volume for the pond is currently 35,711 ft3 while the required storage volume is only 29, 864
ft3. This means that the pond has an excess storage volume available of 5,847 ft3 (35,711 ft3 29,864 ft). The proposed Glade Lane Shops has a gross project area of 0.72 AC with a net
impervious area of 0.61 AC which gives an impervious percentage of 84.7% for the Glade Lane
project (0.61 AC / 0.72 AC). The required storage volume for the Glade Lane Shops using a
rainfall depth of 1 f" is as follows:
Rv = 0.05 + 0.9(IJ where la = 0.847
Rv = 0.05 + 0.9(0.847) =0.812
V = 3630(Rp)(Rw)(AAc) where Rp = 1 %"
V = 3630(1.5)(0.812)(0.72 AC) RV = 0.812
V = 3,183.36 ft3 AAc = 0.72

Since 3,183.36 ft3 is less than the 5,847 ft3 excess volume in the pond, the Glade Lane Shops
Storm Water can be added to the existing pond without exceeding the available temporary
storage volume in the pond. The existing pond has an excess of surface area at permanent pool
elevation of 2,559 SF (16,894 SF—14,335 SF). The required surface area for the Glade Lane
Shops would be 1,348.52 SF when using the S/A factor from Table 10-4 (90% TSS removal with
85% impervious coverage and 0.72 AC total project area). Since 1,348.62 SF is less than 2,559
SF the addition of the Glade Lane Shops project to the existing pond would also stay within the
available excess surface area available for the pond.
This concludes the storm water narrative for the proposed Glade Lane Shops project
Johnny Glenn Tew, P.E.
03/14/12
L��: V,FD
MAR 1 4 ZU11
BY:

PIMA
NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
March 15, 2012
Mr. Lat W. Purser, III, Manager
LPA-Richlands, LLC
4530 Park Road, Suite 300
Charlotte, NC 28209
Division of Water Quality
Charles Wakild, P. E.
Director
Subject: State Stormwater Management Permit No. SW8 110416 - Correction
Gene Taylor Commercial Subdivision
High Density Subdivision Wet Pond Project
Onslow County
Dear Mr. Purser:
Dee Freeman
Secretary
On April 26, 2011, the Wilmington Regional Office issued a State Stormwater Management
Permit to you for the Gene Taylor Commercial Subdivision. A review of the file for this project
revealed that were items were missing from the permit incl Ing an Operation and Maintenance
Agreement, the High Density Commercial Subdivision dedd restrictions, and protective
convenances, and documentation supporting yourself as the manager of LPA-Richlands, LLC.
The information provided on March 13, 2012 addresses these items. The previous staff review
of the plans and specifications had determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Session L,sw 2008-211 and Title 15A NCAC 2H.1000.
We are forwarding a corrected and reissued Permit No 110416 dated March 14, 2012, for the
construction, operation and maintenance of the'BMP's and built -upon area associated with the
subject project. Please replace the permit issued on April 26, 2011 with the corrected permit
enclosed with this letter.
This permit shall be effective from the date of issuance until April 26, 2021, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, procedures for changes of ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the
permit, or to renew the permit, will result in future compliance problems.
If you have any questions, or need additional information concerning this matter, please contact
Christine Nelson, at [phone].
Sincerely,
% Charles Wakild, P.E., Director
Division of Water Quality
GDS/can: SAWQS1StormwaterlPermits & Projects12011\110416 HD12012 03 permit —correction 110416
cc: Jason Houston, Parker & Asociates, Inc
Onslow County Inspections
Wilmington Regional Office Stormwater File
Wilmington Regional office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: 910-M-20041 DENR Assistance:1-877-623-6748 NofthCarolina
Internet: www.ncwaterqualiti.org Naturally
An Equal opportunity 1 Affirmative Action Employer

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Glade Lane, Jacksonville, NC - Google Maps
Page 1 of 1
Google
To see all the details that are visible on the
screen, use the "Print' link next to the map.
http://maps.google.com/maps
3/14/2012

Piney Green Shopping Center / Glade Shoppes
The proposed modification to Piney Green Shopping Center existing wet pond is for the purpose
of allowing the storm water from the Glade Shoppes project which is adjacent to the shopping center to
flow into the existing pond as well as the existing watershed area which includes the existing K-Mart and
Golden Corral parcels. While the Glade Shoppes were not a part of the original watershed area to the wet
pond the storm water from the Glade Shoppes can be gravity fed back to the pond by filling the Glade
Shoppes site by approximately 2'.
We have completed an as -built survey of the existing ponds which we have used to justify that
the pond is sufficient in size to accommodate the proposed new Glade Shoppes project storm water into
the pond. The Piney Green Shopping Center was most recently modified on March 2, 2004 and the rules
that were in effect then are the rules that the current modification is being conducted under with the
exception of the Glade Shoppes parcel will be accounted for under the current storm water rules as it
relates to temporary storage volume required (1 % design depth) and required surface area required at
permanent pool elevation.
The design calculations for the proposed permit modification are as follows:
First we determine the required surface area at permanent pool elevation by considering the entire
watershed which includes the existing permit area plus the addition of the Glade Shoppes project. Note
that the existing pond has a permanent pool elevation of 31.59 (as shown on the as -built survey). We then
use the difference between the new permanent pool elevation of 32.00 and the pond bottom elevation of
25.00 (as shown on as -built survey) which results in a pond depth of 7'. We then enter table 10-2 to
determine the required SA/DA factor as is shown in the following calculations. We have determined the
existing areas and existing impervious areas within the total watershed and we are using the as -
determined quantities in the following calculations.
Permit Modification Calculations
Assumes the following:
(1) K-Mart AREA 9.01 AC Gross AREA
-0.55 AC Grass -Pervious AREA
8.46 (AC Net Impervious AREA)
(2) Glade Shoppes 0.72 AC Gross AREA
-0.14 AC Grass -Pervious AREA
0.58 (AC Net Impervious AREA)
(New Watershed) (1) + ( 2) 9.01 + 0.72 = 9.73 AC Gross AREA
0.55 + 0.14 = -0.69 AC Grass -Pervious AREA
9.04 AC Net Impervious AREA
(New Watershed (1) + (2)) Percent Impervious 9.04 AC / 9.73 AC = 93% Impervious

Required Surface AREA (using 7.0' depth (32.0 — 25.00) & using 85% TSS chart 10-2)
*Note: New Permanent Pool Elev = 32.0' (currently 31.59')
90% Imp. Factor = 2.8
100% Imp. Factor = 3.2
SA factor for 93% Impervious = (0.3)(0.4) + 2.8 = 2.92/100 = 0.0292
Surface AREA Required = 9.73 AC (0.0292) = 12,376 SF
Surface AREA Provided = 13,340 SF 4 OK
Next we determine the required temporary pool elevation as follows:
1) Using the simple method and assuming the required storage depth for existing permit area is 1" we
find the temporary storage depth as follows:
8.46 Impervious area
9.01 Total Watershed AREA
Rv = 0.05 + 0.9(Ia) where Ia = 0.94
Rv = 0.05 + 0.9(0.94) = 0.896
V = 3630(RD)(Rv)(AAc)
V = 3630(1)(0.896)(9.01)
V = 29,305 ft3
where RD = 1"
Rv = 0.896
AAc = 9.01
= 94% Impervious Ia
2) Also using simple method and assuming the required storage depth of 1 %2" we find the required
temporary storage depth for Glade Shoppes to be as follows:
0.581mpervious area _
0.72 Total Watershed AREA — 81%Impervious =1a
Rv = 0.05 + 0.9(Ia) where Ia = 0.81
Rv = 0.05 + 0.9(0.8 1) = 0.779
V = 3630(RD)(Rv)(AAc) where RD = 1 ''/z"
V = 3630(1.5)(0.772)(0.72) Rv = 0.779
V = 3,053.99 ft3 AAc = 0.72
Total required temporary storage volume for original permit watershed area plus the addition of Glade
Shoppes area is as follows:
Volume 1) 29,305.00 ft3
Volume 2) + 3,053.99 ft3
Total Volume Req. 32,358.99 ft
2

Total Temporary Volume provided (between elevations 32.00 and 34.50):
�(17,947 SF + 13,340 SF) 1 X 2.5' = 150643.50 SF X 2.5' = 39,108.75 ft3 -� OK
2 J
Drawdown Time Calculations
Average Driving head = zz = 1.25'
Drawdown Volume (temporary pool) = 39,108.75 ft3/sec
Drawdown rate = 0.6A 2gh where A = 0.034 ftz, h = 1.25'
Q = 0.6(0.034 W)(8.97) = 0.183 Be
Drawdown time =
3.9,108.75 ft3 217,270.83 sec 3,621.18 minutes 60.35 hours _
_ _
0.183 ft3 = 60 sec/minute 60 minutes/hour 24 hours/day._ 2.S day s
sec
2.5 days is between 2 to 5 day 4 OK
Next we have used these as -built areas and proposed new permanent pool elevation of 32.00 to route the 1
year, 10 year, and 100 year storms through the pond. A summary of the routing results is as follows (uses
permanent pool elevation = 32.00):
Storm Event
Peak Flow
Before Routing)
Peak Flow
After Routin
Peak Elevation
1 year
28.86 cfs
9.27
33.38'
10 year
68.58 cfs
29.67
35.12'
100 year
128.83 cfs
83.81
36.86'
Note: See attached Routing information to this narrative
Note: 1 year Post development peak flow (9.27 cfs) was found to be less than predevelopment 1 year
peak flow of 11.44 cfs which was calculated as follows:
Q,=cIA
Q, = (0.3)(3.92 in/hr)(9.73 AC) = 11.44 cfs
Note: We have also attached NOAA charts which were used to determine rainfall depths and intensities
for the Jacksonville area and for the design storm events.

NCDENR Sbarmwater Me Manual Chapter -Revised 06-16.09
• Apmpm =Surface area at permanent pool level, including forebay
2
At e- =Surface area at the bottom of the pond (fte) (excludes the
sedim,wa cleaneut depth)
■ Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Example:
■ Surface area at Permanent 10,000 ft2, including forebay
■ Surface area at bottom of s�� 8,000 ftZ, including forebay
■ Surface area at bottom of pond: 2,000 ft2
Depth: 4.5 ft
Average Depth, d,, =15 x (i + (8000/10,000)) + ((8000 + 2000)/2) x
4.5) / 8000 = 3.26 ft
Therefore use 3.0 to enter the SA/DA table. (To avoid muItipk
intenpolations, please round the average depth dO wn to ft nearest 0.5.)
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Poe] Stiy;.,a +., A,16,.. nc D..........a
PolluCant RemovalWfidency
- -p -- ---. v w a "w,,, L,"
in the Mountain and piedmont Regions, Adapted from DriscolL 1986
Percent
Permanent Pool Average Depiii (ft)
Impervious
Cover
3.0.
4.0
-5.0
6.0
7.0
8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0,26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
- 1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Table 10-2
Surface Area to Drainage Area Ratio fOr Permanent Pool Sian: +n ArM u. or, ^ &Free
Pollutant
Removal
in the Coastai Re 'on, Ada
o d from Driscoll,1986 `w
Percent
Pew ►ent Pool Average Depth (ft)
Impervious
Cover
3.0
3.5
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5'
10%
0.9
0.8
0.7
0.6 .
0.5
0
0
0
0
0
20%
1.7
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
0.9
40%
3.4
3.0
2:6
2.4
2.1
1.9
1.6
1.4
1.1
1.0
50%
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
6.0
5.2
4.5
4.1
3.7
3.3
2.9
2.5
2.1
1.8
80%
6.8
6.0
5.2
4.7
4.2
3.7
3.2
2.7
2
2.0
90%
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
2.3
100%
8.2
7.4
6.8
6.2
5.6
&0
4.4
3.8
3.2
2.6
Wet,Detention Basin 10-14
July 2007

r 1s
Ext. K-Ma
2S 1
Glade Lane Shops
1P
(new Pond)
Subcat Reach Z 6onLinkDrainage Diagram for Piney Green
Prepared by Jordan-Tew & Associates, P.A., Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 0 2009 HydroC:AD Software Solutions LLC
I`'7,

Piney Green Piney Green Shopping Center- Permit Modification
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Pa e 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.720 (2S)
81 Glade Lane Shops
9.010
94 Ext. K-mart (1S)
9.730
TOTAL AREA
n

Piney Green Piney Green Shopping Center- Permit Modification
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCADO 9.00 sin 05976 © 2009 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area
Soil
Subcatchment
(acres)
Goup
Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
9.730
Other
1 S, 2S
9.730
TOTAL AREA

I
Piney Green Piney Green Shopping Center- Permit Modification
I.
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD@ 9.00 s/n 05976 ©2009 HvdroCAD Software Solutions LLC Page 4
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height
Number (feet) (feet) (feet) (ft/ft) (inches) (inches)
1 1 P 31.36 31.21 40.0 0.0037 0.025 24.0 0.0

Piney Green Shopping Center- Permit Modification
Piney Green Type ll 24-hr 1 year Rainfall=3.46'; AMC=9
Prepared by Jordan-Tew &Associates, P.A. Printed 4/3/2012
HydroCADO 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 5
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment IS: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>1.83"
Flow Length=1,280' Tc=8.8 min AMC Adjusted CN=85 Runoff=28.18 cfs 1.377 of
Subcatchment 28: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>0.60"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=0.69 cfs 0.036 of
Pond 1 P: (new Pond) Peak Elev=33.38' Storage=20,290 cf Inflow=28.86 cfs 1.413 of
Outflow=9.27 cfs 1.408 of
Total Runoff Area = 9.730 ac Runoff Volume =1.413 of Average Runoff Depth =1.74"
100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac
C

Piney Green Shopping Center- Permit Modification
Piney Green Type 1124-hr 9 year Rainfa//=3.46" AMC=9
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 U 2009 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment IS: Ext. K-Mart
Runoff = 28.18 cfs @ 12.00 hrs, Volume= 1.377 af, Depth> 1.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year Rainfall=3.46", AMC=1
Area (ac) CN Description
9.010 94 Ext. K-mart
9.010 94 Weighted Average, AMC Adjusted CN = 85
9.010 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
1.6 80 0.0050 0.84 Sheet Flow, sheet flow to cb
Smooth surfaces n= 0.011 P2= 3.91"
7.2 1,200 0.0020 2.79 8.77 Pipe Channel, pipes in K•mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 1,280 Total
Subcatchment IS: Ext. K-Mart
Hydrograph
30 28.18 cfs
28 Type II 24-hr 1 year
26
24 Rainfall=3.46"
22 AMC=1
20
F 18 Runoff Area=9.010 ac
; 16 Runoff Volume=1.377 of
EC 14 Runoff Depth>1.83"
1
10- Flow Length=1,280'
8- Tc=8.8 min
6 AMC Adjusted CN=85
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
C] Runoff

1
I
Piney Green Shopping Center- Permit Modification
Piney Green Prepared by Jordan-Tew &Associates, P.A. Type 1! 24-hr 9 year Ralnfa!l=3.46", AMC=9
Printed 4/3/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC "
Page 7
Summary for Subcatchment 2$: Glade Lane Shops
Runoff = 0.69 cfs @ 12.02 hrs, Volume= 0.036 af, Depth> 0.60"
I
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type If 24-hr 1 year Rainfall=3.46", AMC=1
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
,r
2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31,
8.8 910 Total n= 0.015 Concrete sewer w/manholes & inlets
0.75
0.7
0.65
0.6
0.55
0.5
rn 0.45
-' 0.4
0 0.35
U.
0.3
0.25
0.2
0.15
0.1
0.05
0
5
Subc,itchment 2S: Glade Lane Shops
Hydrograph
0.69 cfs
Type II 24-hr 1 year
Rainfall=3.46"
AMC=1
Runoff Area=0.720 ac
Runoff Volume=0.036 of
Runoff Depth>0.60ee
Flow Length=910'
Tc=8.8 min
AMC Adjusted CN=64
6 7 a 9 10 11 12 13 14 15 16 17 16 19 20
Time (hours)
b Runoff

Piney Green Shopping Center- Permit Modification
Piney Green Type // 24-hr 1 year Rainfall=3.46" AMC=9
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 8
Summary for Pond 1 P: (new Pond)
Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 1.74" for 1 year event
Inflow 28.86 cfs @ 12.00 hrs, Volume= 1.413 of
Outflow = 9.27 cfs @ 12.17 hrs, Volume= 1.408 af, Atten= 68%, Lag= 10.0 min
Primary = 9.27 cfs @ 12.17 hrs, Volume= 1.408 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 33.38' @ 12.17 hrs Surf.Area= 15,828 sf Storage= 20,290 cf
Plug -Flow detention time= 26.8 min calculated for 1.408 of (100% of inflow)
Center -of -Mass det. time= 25.2 min ( 808.4 - 783.2 )
Volume Invert Avail.Storage Storage Description
#1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
32.00 13,340 0 ^ p
33.00 15,127 14,234 14,234
34.00 16,985 16,056 30,290
35.00 18,905 17,945 48,235
36.00 20,909 19,907 68,142
37.00 23,626 22,268 90,409
Device Routing Invert Outlet Devices
#1 Primary 31.36' 24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 31.21' S= 0.0037 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Primary 31.59' ' 2.5" Vert. Orifice/Grate C= 0.600
#3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=9.23 cfs @ 12.17 hrs HW=33.37' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 9.03 cfs @ 3.55 fps)
2=Orifice/Grate (Orifice Controls 0.21 cfs @ 6.03 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
=Broad -Crested Rectangular Weir ( Controls 0,00 cfs)
IN

Piney Green Shopping Center- Permit Modification
Piney Green Type 1124-hr 1 year Rainfall=3.46" AMC=1
Prepared by Jordan-Tew &Associates, P.A. HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Printed 4/3/2012Page 9
Pond 1 P: (new Pond)
Hvdroaraoh
3:
3(
2f
2E
24
22
20
18
3 16
0
X 14
12
10
8
6
4
2
0
37
36
y 35
d
0
0
w 34
33
P1
iz 1s 14 15 16 17 18 19 20
Time (hours)
Pond 1 P: (new Pond)
Stage-Discharcie
Discharge (cfs)
Inflow
❑ Primary
❑ Primary

Piney Green Shopping Center- Permit Modification
Piney Green Type // 24-hr 1 year Rainfall=3.46" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCADO 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 10
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 8,000 10.000 12.000 14 nnn lF nnn -in nnn
37
36
d 35
c
0
34
w
33
32
1,
w,vvv 4v,vvv au,vvu 4U.UUU 50,000 60,000 70,000 80,000 90,000
Storage (cubic -feet)
Surface
0 Storage

Piney Green Shopping Center- Permit Modification
Piney Green Type 11 24-hr 10 year Rainfall=6.51" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Page 11
Time span=5.00-20.00 hrs; dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>4.48"
Flow Length=1,280' Tc=8.8 min AMC Adjusted CN=85 Runoff=65.59 cfs 3.363 of
Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>2.40"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=3.00 cfs 0.144 of
Pond 1 P: (new Pond) Peak Elev=35.12' Storage=50,525 cf Inflow=68.58 cfs 3.507 of
Outflow=29.67 cfs 3.496 of
Total Runoff Area = 9.730 ac Runoff Volume = 3.507 of Average Runoff Depth = 4.33"
100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac
KID

Piney Green Shopping Center- Permit Modification
Piney Green Prepared by Jordan-Tew &Associates, P.A. Type 11 24-hr 10 year Rainfall=6.51 ", AMC=1
Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1 S: Ext. K-Mart
Runoff - 65.59 cfs @ 12.00 hrs, Volume= 3.363 af, Depth> 4.48"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 year Rainfall=6.51 ", AMC=1
Area (ac) CN Description
9.010 94 Ext. K-mart
9.010 94 Weighted Average, AMC Adjusted CN = 85
9.010 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.6
80
0.0050
0.84
_
Sheet Flow, sheet flow to cb -�
7.2
1,200
0.0020
2.79
Smooth surfaces n= 0.011 P2= 3.91"
8.77 Pipe Channel, pipes In K-mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8
1,280
Total
Subcatchment 1 S: Ext. K-Mart
Hydrograph
70 65.59 cfs
65 Type 1124-h r 10 year
60 Rainfall=6.51"
55
50 AMC=1
45 Runoff Area=9.010 ac
40 Runoff Vol.ume=3..363.. of
35
U. 30 Runoff Depth>4.48'•
25 Flow Length=1,280'
20 Tc=8.8 min
15 AMC Adjusted CN=85
,o
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Runoff
�O

Piney Green Shopping Center- Permit Modification
Piney Green Type 11 24-hr 90 year Rainfall=6.59" AMC=9
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Pagee 13,
Summary for Subcatchment 2S: Glade Lane Shops
Runoff = 3.00 cfs Q 12.01 hrs, Volume= 0.144 af, Depth> 2.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 year Rainfall=6.51 ", AMC=1
N
U
0
LL
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
2.7 160 0.0055 1.00 Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1 750 0.0020 2.04 2.50 Pipe Channel, pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3,9' r= 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
8.8 910 Total
3
2
0�
5
Subcatchment 2S: Glade Lane Shops
Hydrograph
3.00 cfs
Type 1124-hr 10 year
Rainfall=6.51"
AMC=1
Runoff Area=0.720 ac
Runoff Volume=0.144 of
Runoff Depth92.40'"
Flow Length=910'
Tc=8.8 min
AMC Adjusted CN=64
6 7 8 9 10 11 12 13 14 15 16 17 18 19
Time (hours)
I Runoff

Piney Green Shopping Center- Permit Modification
Piney Green Type 1124-hr 10 year Rainfall=6.51" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCADO 9.00 s/n 05976 O 2009 HvdroCAD Software Solutions LLC Pape 14
Summary for Pond 1 P: (new Pond)
Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 4.33" for 10 year event
Inflow = 68.58 cfs @ 12.00 hrs, Volume= 3.507 of
Outflow = 29.67 cfs @ 12.13 hrs, Volume= 3.496 af, Atten= 57%, Lag= 8.0 min
Primary = 29.67 cfs @ 12.13 hrs, Volume= 3.496 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 35.12' @ 12.13 hrs Surf.Area= 19,136 sf Storage= 50,525 cf
Plug -Flow detention time= 30.8 min calculated for 3.484 of (99% of inflow)
Center -of -Mass det. time= 29.4 min ( 792.5 - 763.1 )
Volume
Invert Avail.Storage Storage
Description
#1
32.00'
90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
32.00
13,340
0
0
33.00
15,127
14,234
14,234
34.00
16,985
16,056
30,290
35.00
18,905
17,945
48,235
36.00
20,909
19,907
68,142
37.00
23,626
22,268
90,409
Device Routing Invert Outlet Devices
#1 Primary 31.36' 24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert-- 31.21' S= 0.0037 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Primary 31 59 . 2.5" Vert. Orifice/Grate C= 0.600
#3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Shvc�r� bye Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
3 Z. o
rimary OutFlow Max=29.36 cfs @ 12.13 hrs HW=35.10' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 17.93 cfs @ 5.71 fps)
2=Orifice/Grate (Orifice Controls 0.30 cfs @ 8.75 fps)
3=Orifice/Grate (Weir Controls 11.12 cfs @ 2.67 fps)
=Broad -Crested Rectangular Weir ( Controls 0.00 cfs)
ME

i
Piney Green Shopping Center- Permit Modification
( Piney Green
-
Type 11 24-hr 10 year Rainfall=6.61 ", AMC=1
I Prepared by Jordan-Tew & Associates, P.A.
Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Paoe 15
Pond 1 P: (new Pond)
i
Hydrograph
75
6.8.58 cfs
❑ Primary
70
Inflow Area=9.730 ac
60
Peak Elev=35.12'
55
Storage=50,525
50
cf
45
40
1
a° 35
29.67 cfs`
30
r`
25
20
i
15
10
5
I =
i�y
•✓ � li rr i -
0.5
7
.12 .13.
6
8 9 10 1,1..
Time (hours)
14 1,5, ..16... 17. ..18. ..1
9 20
Pond 1 P: (new Pond)
Stage -Discharge
37
35
c
0
A
d
w 34
33
32
Discharge (cfs)
Primary

Piney Green Shopping Center- Permit Modification
Piney Green Type 1124-hr 90 year Rainfall=6.5i- AMC=9
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 16
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22.000 Surtace
0 Storage
37
36
i 35
5
w 34
33
32
u
iu,uuu 2u,uuu 30,000 40,000 50,000 60.000 70,000 80,000 90,000
Storage (cubic4eet)

Piney Green Shopping Center- Permit Modification
Piney Green Type/1 24-hr 100 year Rainfall=11.10" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCADO 9.00 s/n 05976 O 2009 HvdroCAD Software Solutions LLC Page 17
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1 S: Ext. K-Mart Runoff Area=9.010 ac 0.00% Impervious Runoff Depth>8.65"
Flow Length=1,280' Tcr8.8 min AMC Adjusted CN=85 Runoff=121.59 cfs 6.491 of
Subcatchment 2S: Glade Lane Shops Runoff Area=0.720 ac 0.00% Impervious Runoff Depth>5.90"
Flow Length=910' Tc=8.8 min AMC Adjusted CN=64 Runoff=7.25 cfs 0.354 of
Pond 1 P: (new Pond) Peak Elev=36.86' Storage=87,298 cf Inflow=128.83 cfs 6.845 of
Outflow=83.81 cfs 6.804 of
Total Runoff Area = 9.730 ac Runoff Volume = 6.845 of Average Runoff Depth = 8.44"
100.00% Pervious = 9.730 ac 0.00% Impervious = 0.000 ac

Piney Green Shopping Center- Permit Modification
Piney Green Type li 24-hr 100 year Rainfall=11.10" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 ©2009 HydroCAD Software Solutions LLC Page 18
Sucamary for Subcatchment 1S: Ext. K-Mart
Runoff = 121.59 cfs @ 12.00 hrs, Volume= 6.491 af, Depth> 8.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=11.10", AMC=1
Area (ac) CN Description
9.010 94 Ext. K-mart
9.010 94 Weighted Average, AMC Adjusted CN = 85
9.010 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.6
80
0.0050
0.84
Sheet Flow, sheet flow to cb
Smooth surfaces n= 0.011 P2= 3.91"
7.2
1,200
0.0020
2.79
8.77 Pipe Channel, pipes in K-mart
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.015 Concrete sewer w/manholes & inlets
8.8
1.280
Total
Subcatchment 1S: Ext. K-Mart
Hydrograph
130 121.59 cfs
120 Type 1124-hr 100 year
"° Rainfal 1=11.10"
100
90 AMC=1
_ 80 Runoff Area---9.010 ac
70 Runoff Volume=6.491 of
rL 60 Runoff Depth>8.65"
50 Flow Length=1,280'
40 Tc=8.8 min
30 AMC Adjusted CN=85
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
O RunotF

L
L
Piney Green Shopping Center- Permit Modification
Piney Green Type 1124-hr 100 year Rainfall= 11. 1011, AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD89.00 s/n 05976 02009 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Glade Lane Shops
Runoff = 7.25 cfs @ 12.00 hrs, Volume= 0.354 af, Depth> 5.90"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=1 1 .10", AMC=1
Area (ac) CN Description
0.720 81 Glade Lane Shops
0.720 81 Weighted Average, AMC Adjusted CN = 64
0.720 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
2.7
160
0.0055
1.00
Sheet Flow, sheet flpw to cb
Smooth surfaces n= 0.011 P2= 3.91"
6.1
750
0.0020
2.04
2.50 Pipe Channel; pipes in Shops site
15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31'
n= 0.015 Concrete sewer w/manholes & inlets
8.8
910
Total
Subcatchment 2S: Glade Lane Shops
Hydrograph
8
7.25 cfs
7 Type 1124-hr 100 year
Rainfall=11.10"
5
AMC=1
5 Runoff Area=0.720 ac
a Runoff Volume=0.354 of
4
LL Runoff Depth>5.90"
3 Flow Length=910'
2
Tc=8.8 min
AMC Adjusted CN=64
1
5 8 7 8 9 10 11 12 13 14 15 16 17 18 n, 19' 0
Time (hours)
p Runoff
0

Piney Green Shopping Center- Permit Modification
Piney Green Type 11 24-hr 100 year Rainfall= 11. 10") AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 © 2009 HydroCAD Software Solutions LLC Page 20
Summary for Pond 1 P: (new Pond)
[82] Warning: Early inflow requires earlier time span
Inflow Area = 9.730 ac, 0.00% Impervious, Inflow Depth > 8.44" for 100 year event
Inflow = 128.83 cfs @ 12.00 hrs, Volume= 6.845 of
Outflow = 83.81 cfs @ 12.10 hrs, Volume=' 6.804 af, Atten= 35%, Lag= 6.1 min
Primary = 83.81 cfs @ 12.10 hrs, Volume= 6.804 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 36.86' @ 12.10 hrs Surf.Area= 23,246 sf Storage= 87,298 cf
Plug -Flow detention time= 29.8 min calculated for 6.780 of (99% of inflow)
Center -of -Mass det. time= 27.0 min ( 777.1 - 750.1 )
Volume Invert Avail.Storage Storage Description
#1 32.00' 90,409 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
32.00 13,340 0 0
33.00 15,127 14,234 14,234
34.00 16,985 16,056 30,290
35.00 18,905 17,945 48,235
36.00 20,909 19,907 68,142
37.00 23,626 22,268 90,409
Device Routing Invert Outlet Devices
#1 Primary 31.36' 24.0" Round 24 inch barrel
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 31.21' S= 0.0037 '/' Cc= 0.900
n= 0.025 Corrugated metal
#2 Primary 31.59' 2.5" Vert. Orifice/Grate C= 0.600
#3 Primary 34.44' 24.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 36.50' 60.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary Out low Max=83.00 cfs @ 12.10 hrs HW=36.86' TW=31.80' (Fixed TW Elev= 31.80')
1=24 inch barrel (Barrel Controls 24.88 cfs @ 7.92 fps)
2=Orifice/Grate (Orifice Controls 0.37 cfs @ 10.83 fps)
3=Orifice/Grate (Orifice Controls 23.51 cfs @ 7.48 fps)
=Broad -Crested Rectangular Weir (Weir Controls 34.24 cfs @ 1.61 fps)
-2�

Piney Green Shopping Center- Permit Modification
Piney Green Type // 24-hr 100 year Rainfall=11.10" AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD® 9.00 s/n 05976 OO 2009 HydroCAD Software Solutions LLC Page 21
Pond 1 P: (new Pond)
Hydrograph
140 128.83 cfs Q inflow
Primary
130 Inflow Area=9.730 ac
120 k ' Peak Elev=36.86'
110
100 JStorage=87,298 cf
90 r 83.81 cfS
80
3 70
o �
60
50. a' I
40
30
20
10
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
Pond 1 P: (new Pond)
Stage -Discharge
37
ply
d 35
w
`o
i
d
w 34
33
32 A
0
i
,^ Orifice/Grate
Weir
;u zu 30 40 50 60 70 80 90 100
Discharge (cis)
❑ primary
6 C

Piney Green Shopping Center- Permit Modification
Piney Green Type // 24-hr 100 year Rainfall=11.10", AMC=1
Prepared by Jordan-Tew & Associates, P.A. Printed 4/3/2012
HydroCAD@ 9.00 s/n 05976 © 2009 HvdroCAD Software Solutions LLC Pape 22
Pond 1 P: (new Pond)
Stage -Area -Storage
0 2,000 4,000 6,000 6,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 1 Surface
❑ Storage
37
36
35
c
0
m
m 34
w
33
32
.v,vvv av,vvu aU,uUU 4U.000 bU,ODU 60,000 70,000 80,000 90,000
Storage (cubic -feet)
IN

PFDS: Contiguous US
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NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES
DATA DESCRIPTION
Date type: precipitation intensity Units: english Time series type: partial duration
SELECT LOCATION
1. Manually:
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b) Select station: select station
2. Use map:
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POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atha 14, Volume 2, Version 3
PF tabular
I- T
Duration
5-min
10-min
15-min
30-min
min
2-hr
3-hr
6-hr
12•hr
PDS-based
1
5.8a
(5.45-8.38)
4.70
(4.35-5.10)
3.92
(3.62-4.25
2.69
2.48-2.91)
1.
1.02
0.730
(0.511-OAM)
0.445
(0.407-0.482)
0261
(0.237-0.291)
precipitation frequency
2 S
&92 8.00
(6.42-7.61) (7.39-8.66
5.54 6.41
(5.13-6.01) (5.92-6.94)
4.64 SA1
(4.30-5.03) 4.99-5.85)
3.21 3.54
2.97-3.47) (3.55-4.16)
2.01
.-2.67)
1.23 1.54
(1.42-1.68)
0.884 1.11
(0.813-0.970) (1.02-1.22)
0.539 DAIII
(OA93-0.596) (0.621-0.753)
0316 0.401
8a0
estimates
Avera9e
with
recurrence
90% confidence
interval(yeato)
intervals
fin inches/hour),
10
9.00
(8.29-9.74)
7.20
(6.63-7.79)
6.07
(5.59-6.57)
4AC
4.05-4.16)
2.80
(.6-3.10)
1.33
1.88-2.00
133
1.22-1.46)
OJ316
(0.741-0.901)
OA83
(04606a)
1125
10.2
(9.31-11.0)
8.09
(1.42-8.74)
&84
(6.27-7.39)
&07
(4.64-5A7)
3.37
(3.09-3.64)
2.22
202-2.41)
1.83
(1.49-1.79)
1,00
0.�9
.�
50
11.1
(10.1-12.0)
8.83
(8.06-9.54)
7.46
(8.80-8.06)
5.61
5.12-O.Oft
3.80
47-4.11
2.55
(2.32-2.78)
1.91
1.72-2.08)
1.17
(1.05-1.29)
0.704
..
100
12.0
(10.9-13.0)
0.53
(&66-10.3)
8.03
(7.30-8.68
B.1S
(6.59-8.85)
200
12.9
(11.8-14.0)
10.2
(9.29-11.1)
BA
(7.76-9.32)
SDO11
14.1
12.6-15.3)
11,1
(9.94-12.1)
9.33
8.34-10.1)
1000
15.1
(13.3-16.4)
11.9
(10.5-12.9)
9.93
(8.79-10.8)
6.70
.04-7.25)
7A2
(8.83-8.00
8.04
(7.12-8.76)
4.4
325
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8.33
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5.070.6!17.82)
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6.20-&
i 2.20
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1.36
(1.21-1.49)
0.B20
.(02
.31
3.59)
2.62
(223-2.75)
3.56
(3.42-4.20)
2.99
(2-62-3.27)
4.359(0.935-1.11)
(3.81-4.75)
3A1
(2.96-3.74)
1.56
(1.37-1.72)
1.88
(1.82-2.05)
2.14
(1.83-2.95)
5
(...
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7.11-19.48
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24-hr.
0.150
(0.137-4766
&182
0.167-00
0.2360
0.282
..
.
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0 4
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0
(0.57-0739)
(0.60419.7.-380.2 )
2-day.0.087
0.100
.
0.162 IF
0.235
031i
0.382
F 0.430
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds�map_cont 1?bkmrk=nc 4/3/2012
(2 7)

PFDS: Contiguous US Page 1 of 2
www.nws.noaa.gov
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NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES
DATA DESCRIPTION
Data type: precipitation depth Units: english Time series type: partial duration
SELECT LOCATION
1. Manually:
a) Enter location (decimal degrees, use =" for sand W): latitude: longitude: I gu(png
b) Select station: select station
2. Use map:
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LOCATION INFORMATION:
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Name: Jacksonville, North Carolina,
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Latitude: 34.7632
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Longitude:-77.5565
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Elevation:661t
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POINT PRECIPITATION FREQUENCY (PF) ESTIMATES
WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14, VaWrne 2, Version 3
PF tabular „
PDS-based precipitation frequency estimates with 90% confidence intervals in Inches)'
Duration
Average
recurrence
interval(years
1
2
5
10
25
50
100
200
Soo
1000
6-min
10-min
GAS3
(0.446-O.S24
0.771
(0.712-DAN)
D-569
(0.525-0.818)
0.910
(0.840-0.988)
0.059
(0.607-0.715)
1.06
0,973-1.14)
0.739
0.680-0.801)
1.18
{1.09-1.28)
0.834
(0.783-0.902J
1.33
(1.22-1.44)
0.909
(0.829-0.983)
1A5
(1.32-1.57)
D.983
(0.891-1.06)
1.56
(1.42-1.69)
1.06
(0.951-1.15)
1.68
(1.51-1.81
1.15
(1A3-1.25)
1.82
0.62-1.98)
129
(1.09-1.34)
1.94
(1.71-2.11)
15-min
0.963
(0.890-1.05)
1.14
(1.08-1,24)
1.34
(1.23-1.45)
1.50
1.38-1.62)
1.89
(1.54-1A2
1.63
(1.67-1.8Ef)
1.98
(1.79-2.14)
2,11
(1.90-2.29)
2.28
2,04-2-49)
2.44
(2.15-2,65)
30-min
1.32
0.22-1.44
1,58
(1.46-1.72
1.90
(1.75-2.06)
2.17
(1.99-2.35)
2.50
(226-2.70)
2-76
(2.52-2.99)
3.03
(2.74-927)
3.29
2-96-3.5,G
3.05
(3.25-3.98)
3.94
(3.49-429)
80-min
7.85
(1.52-1,79)
1.96
(1.83-2.15)
2.49
(2.24-2.64)
2.82
(2.59-3.06)
3.32
(3.04-3.5o)
3.74
(3.41-4.05)
4.17
(3.78-4.51)
4.62
(4.15-5.00)
5.23
(4.�-5.68)
5.76
(&09-&26)
2-hr
1•�
(1J32-T.17}
2.AO
2,21-2.63)
3.02
(2.77-3.31)
3.58
(327-3.91)
4.34
(194-4.73
5J)0
(4.52-5.45)
6.70
6.48
7,54
aA9
3-hr
2.14
T.S9
3.27
3.90
4.79
5.68
(5,12-6.21)
6.43
(6.76-7.04)
7.37
(6.66-8.23)
8.75
(7.43-9.28)
9.99
(1.96-2.35)
(2.37-2.86)
(2.99-3.80)
(356-4.28)
(4.33-5.25)
(5.01-6.t1)
5.74-7.04)
6,52-&07
(7.65-9.59)
8.63-11.0)
8-hr
2.59
3.14
3.97
4.75
5.94
6.63
7.90
9.09
10.8
12A
(2.37-2.87)
(2.8B-3.48)
(3.61-4.40)
(4.31-5.28)
(5.27-6.45)
(6.11-7,53)
(7.01-8.69)
7.98-10.0)
(9.39-11.9)
12-hr
3.05
(2.78-3.41)
3.70
(3.94-4.12)
4.70
(4.25-5,26)
4.86
(&OB-8.a1)
7.01
(8.24-7.80)
8.24
(7Z9-9,14)
9.58
(8.41-10.6)
11.1
8.83-1Y.9)
13A
(11.4-14,8)
(10.6-13.7)
16.4
3.1�7-3.83)_II
9`8 4,66
497-8.00
S.B2 17)
(7.8 ' )
(a.52-105)
(8,114-12.3)
(11312.9
4,9)13A-17.4)
(13.0-17.1)
2-day
8.2B
2.
10.9
12.6
14.7
17,7
(15.2-20.1
20.3
http://hdsc.nws.noaa.gov/hdse/pfds/pfds_map_cont.h�?bkmrk=nc 4/3/2012
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