SW8070824_Historical File_20071022

CartermBurgess
5811 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
Phone: 919.783,5988
Fax: [phone]
www.c-b.com
CVS/pharmacy — Carolina Shores Store
STORMWATER MANAGEMENT REPORT AND
CALCULATIONS
Prepared by: Carter & Burgess, Inc.
5811 Glenwood Avenue
Suite 300
Raleigh, NC 27612
[phone]
[phone] fax
www.c-b.com
August 20, 200 7
Carter & Burgess, Inc. Carter & Burgess Consultants, Inc.
C&B Architects/Engineers, Inc. C&B Architects/Engineers, P.C. C&B Nevada, Inc.

Carter - gurges.
Glr-lwood Avg
-Vox: 915'.783.5832
•vVrv.c•h.CC r:
CVS/pharmacy — Carolina Shores Store
STORM`Vii'ATER MANAGEMENT REPORT AND
CALCULATIONS
Prepared by: Carter & Burgess, Inc.
5811 Glenwood Avenue
Suite 300
Raleigh, NC 27612
[phone]
[phone] fax
www.c-b.com
August 20, 2007
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AUG 2 0 7007
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TABLE OF CONTENTS:
SECTION 1: Project Narrative
SECTION 2: Design Summary Tabulations
SECTION 3: Existing & Proposed Drainage Area Maps
SECTION 4: Wetland Sizing Spreadsheet
• First Flush Volume Calculations (Simple Mcthod)
• Approximate Minimum Dimensions
SECTION 5: Pond Routing Calculations
• System Schematic
• Calculation Table of Contents
• Master Network Summary
• Watershed Executive Summaries
• Design Storms (1,10, & 25-year, Type III, 24 hour)
• Time of Concentration (Tc) Calculations
• Curve Number (CN) Calculations
• Runoff Hydrograph Summaries
• Pond Volume (Elevation — Area) Table
• Outlet Structure Data (Input Data, Individual Outlet
Curves, Composite Rating Curves)
SECTION 6:
Drawdown Time Calculations (2-5 day)
SECTION 7:
Rainfall Intensity Charts
SECTION 8:
Soils/Topo Information (USDA Data, USGS Quadrangle, and
CN Table)
SECTION 9:
Geotechnical Report
SECTION 10:
Anti -floatation Calculations
SECTION 11:
Level Spreading Curb Weir Calculations
SECTION 12: Wetlands Determination
SECTION 13: Riprap Outlet Calculations
SECTION 14: Ditch Sizing/Lining Calculations

CVS Pharmacy — Town of Carolina Shores Site
STORMWATER MANAGEMENT REPORT El' s•
CALCULATIONS w6- % 01W
Existing Site Description: Existing project site is located at the northwest col r of the
intersection of US Highway 17 and Calabash Road in the Town of Carolina Shores. The
existing 17.15 acres +/- tract consists of primarily a grassy farm field which has been left
unmanaged for some time now. The existing topography includes a small knoll located
immediately west of the proposed improvements. According to information provided to
us, no wetlands have been located on the project site. However, there are some cattails
located directly in front of some stormwater culverts within the NCDOT right-of-way and
the Owner has pursued a wetlands determination. Preliminary findings by the wetlands
consultant indicate that the NCDOT ditches adjacent to the site are not likely to be
considered as wetlands but the USACE has been contacted and has performed a site visit
(report of findings not yet released). Stormwater runoff from the project area eventually
chains to Persimmon Swamp.
Proposed Project: The proposed project consists of the construction of a 13,225 sf CVS
Pharmacy on the existing tract of land as described above. The development proposed
with this application includes approximately 1.64 acres of impervious area on the 17.15
acre tract. This translates into a percent impervious less than 10%.
The soil material according to the geotechnical report: the surface material consists of
6" to 12" of topsoil. This is underlain by the subsurface material which consists mainly
of; fine sandy silty clays, silts and silty sands. The foundation for the building will likely
be on constructed piles. Approx. two to three feet of material will be required as
embankment material for the building pad.
The construction sequence will generally be; 1) Install the erosion control measures per
the approved plan. 2) Conduct the site grading and pile installation 3) construct the
building 4) construct the drives and walks 5) finalize stabilizing the site with any
permanent measures as required. 6) complete wetland grading and planting.
Stormwater Management Approach: At less than10% impervious, this project is
proposed as a low density commercial development with a pocket of high density.
Stormwater from the project area will flow via surface conveyance (sheet flow and gutter
flow) to a stormwater wetland on the west side of the site. This swale conveys the runoff
to the Calabash Road right-of-way. Stormwater management approach will also be
subject to the Town of Carolina Shores stormwater policies. The proposed stormwater
wetland is designed to meet all of the State's and Town's stormwater management
requirements for this site. To follow is a brief summary of the stormwater requirements
for this site:

NCDENR:
® 85% Average Annual Total Suspended Solids (TSS) removal (',:�
o Peak flow attenuation for the 1-year, 24 hr rainfall event 9, b ZpQI
Town. of Carolina Shores:
® Peak flow attenuation for the 10 and 25-year, 24 hr rainfall events
Included with this report are detailed design calculations to demonstrate compliance with
NCDENR-DWQ and Town of Carolina Shores requirements for the design of this
wetland and site.

DESIGN SUMMARY TABULATION
Project: CVS/pharmacy - Carolina Shores Store
Date: 16-Aug-07
Revision:
I. Hydrology Summary
Drainage Area
Curve Number
Time of Concentration
Peak Flows
1-Year
10-Year
25-Year
(Acres)
(CN)
(Hours)
(CFS)
(CFS)
(CFS)
Pre -developed 3.00
61
0.3059
1.23
6.29
7.93
Post -developed" 3.00
81
0.1000
0.66
4.67 1
6.34
" Post -developed information shown is based upon the combination of detained and undetained areas.
11. Wetland Design Summary
Drainage Area = 2.55 Acres
% Impervious to BMP = 64,71%
First Flush 1" Volume = 5853 Cubic Feet
Minimum Surface Area @ 1' Deep = 5853 Square Feet ' 3
Surface Area Provided = 11,522 Square Feet - Due to Town 25-year peak flow attenuation requirement
FFV Draw Down Time = 95 hours
Depth Regime Table:
Min. Required Area
(SF)
Provided Area
(SF)
% for
Provided Area
Shallow Land
1756
4460
38.70%
Shallow Water
2341
5035
43.70%
Deep Pool
585
2027
17.60%
elbo � �3 �r 5�ef_,�
J rlr 01
WI

N 59,160, .1"
ELEV. A2
EXISTING DRAINAGE AREA
3.00 ACRES
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Carter -:Burgess
C'"It"t. 11 1111"h9* 1191-6",, A,Iil-t,,,
C—t.-U- M ... g--t. ..d Rd.tW 5—ft..
CARTER & BURGESS, INC.
5811 GLENWOOD AVENUE, SUITE 300
TEL [phone]BB
FAX [phone]
E—MAIL: THOMAS.WAIN*RiGHToo-B.com
I COPYRIGHT 02007 CARTER AND BURGESS I
I L
S—. SEAL
pd.
It..
U G q 0 no
pharmacy
LOCATED AT THE NORTHWEST
CORNER OF US HIGHWAY 17 &
CALABASH ROAD.
DEVELOPER
REDD REALTY SERVICES
1254 OLD HILLSBORO ROAD
FRANKLIN, TN 37069
PHONE: [phone]
,1-41JT COORD:
PLANNING MGR:
Jc
TW
DRAWING BY:
JL/AP
DATE:
05 JULY 2007
JOB NUMBER:
291164;
TITLE.
EXISTING DA MAP
SHEET NUMBER:
Exhibit 'A
SHEET 5 OF
COMMENTS: CONSTRUCTION DOCUMENTS

N 453,
W,
DETAINED AREA 11 'If '/ ';`i -'
2.55 ACRES
%
I Al
�j
Ey
UNDETAINED AREA
C.
0.45 ACRES
a%
C4
ONCD
Carter:: Burgess
C..It,nL, Tn FlonnIng, EgInmoring. A,,hR,,tu,%
cnnalrva(Icn 14-9—t. ..d Rd.t" 5.rW...
CARTER & BURGESS, INC.
5811 GLENWOOD AVENUE. SUITE 300
TEL [phone]B
FAX [phone]
E-MAIL: THOMAS.WAiNWRiGHTOC-B.COM
COPYRGiT 02007 CARTER AND BURGESS
SEAL:
lK.' C, JT=
m
AUG 2 0 2007
CVS/
phummy
LOCATED AT THE NORTHWEST
CORNER OF US HIGHWAY 17 &
CALABASH ROAD.
MaOPED
REDD REALTY SERVICES
1254 OLD HILLSBORO ROAD
E
KU 14
r. TN 37069
2 ME. [phone]
LA i TCOORD:
JG
PLANNING MGR:
Tw
DRAWING BY.
JL/AP
DATE: 05 JULY 2007
JOB NUMBER:
2911649
TIME:
PROPOSED DA
MAP
SHEET NUMBER:
Exhibit
SHEET 5 OF
'B
COMMENTS: CONSTRUCTION DOCUMENTS
-1

US/Pharmacy - Wetland Sizing
Carolina Shores, NC
b/20(2007
The following design is based on requirements set forth in Chapters 3 & 91 of NCDENR's July 2, 2007 version of
"NCDENR Stormwater BMP Manual".
I. Constructed Wetland
1) Calculate percent impervious draining to pond.
Drainage Area = 2.55 acres�t{r r
Impervious Area = 1.65 acres
% Imperv. = 64.71 %
2) Determine Maximum Allowable Ponding Depth (Water Quality`Depth)
it.
3) Find the volume of the 1" storm using the 'Simple Method" (Schueler 1987):
The volume of the 1" storm must be detained in the pond above the permanent pool
and must be drawn down over a period of two to five days.
Rv = 0.05 + 0.009 (1)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
I = percent impervious
Rv = 0.05 + 0.009 ( 64.71 ) = 0.6324 inrn
Volume of 1 " storm (must exceed 3630 cf):
Qv(,i,,,,,e Rv x design rainfall x drainage area
0.6324 x 1" x 1/12 fuln x 2.55 0.134 acre feet
= 5853.38 cubic feet
4) Calculate required surface area based upon Qv°lume
Min. SA = Qvdume / Dplams =
5) Calculate approximate dimensions:
SA = 5853.4 square feet
for a 1.5:1 length to width ratio:
5853.4 square feet
1.5W L therefore, W = 62.47 ft.
and L = 93.70 ft.
A 3 I
n
&�,�?r,7
AU G e J 0 ZN7

Pre -Developed
Wetland
Q Po§t-Dev Undet
fao
A,
x
0
(D
__L
C)
Pre-dev OUT Post-dev OUT
Post-Dev to Pon(

Table of Contents
i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed....... Master Network Summary 1.01
*************** NETWORK SUMMARIES (DETAILED)
Watershed.......
1
Executive
Summary
(Nodes) ..........
2.01
Watershed.......
10
Executive
Summary
(Nodes) ..........
2.02
Watershed.......
25
Executive
Summary
(Nodes) ..........
2.03
Watershed.......
50
Executive
Summary
(Nodes) ..........
2.04
Watershed.......
100
Executive
Summary
(Nodes) ..........
2.05
****************** DESIGN STORMS SUMMARY *******************
Carolina Shores Design Storms 3.01
********************** TC CALCULATIONS *********************
POST-DEV TO POND Tc Calcs 4.01
POST-DEV UNDET.. Tc Calcs 4.03
PRE -DEVELOPED... Tc Calcs 4.05
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Table of Contents
ii
Table of Contents (continued)
********************** CN CALCULATIONS *********************
POST-DEV TO POND Runoff CN-Area ..................... 5.01
POST-DEV UNDET.. Runoff CN-Area ..................... 5.02
PRE-DEVELOPED....Runoff CN-Area ..................... 5.03
RUNOFF HYDROGRAPHS ********************
POST-DEV TO POND 1
Unit Hyd. Summary .................. 6.01
POST-DEV TO POND 10
Unit Hyd. Summary .................. 6.02
POST-DEV TO POND 25
Unit Hyd. Summary 6.03
POST-DEV TO POND 50
Unit Hyd. Summary 6.04
POST-DEV TO POND 100
Unit Hyd. Summary 6.05
POST-DEV UNDET.. 1
Unit Hyd. Summary .................. 6.06
POST-DEV
UNDET..
10
Unit
Hyd.
Summary ..................
6.07
POST-DEV
UNDET..
25
Unit
Hyd.
Summary ..................
6.08
POST-DEV
UNDET..
50
Unit
Hyd.
Summary ...............
6.09
POST-DEV
UNDET..
100
Unit
Hyd.
Summary ..................
6.10
PRE -DEVELOPED...
1
Unit
Hyd.
Summary ..................
6.11
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Table of Contents
iii
0
Table of Contents (continued)
PRE -DEVELOPED... 10
Unit Hyd. Summary .................. 6.1.2
PRE -DEVELOPED... 25
Unit Hyd. Summary .................. 6.13
PRE -DEVELOPED... 50
Unit Hyd. Summary .................. 6.14
PRE -DEVELOPED... 100
Unit Hyd. Summary .................. 6.15
*********************** POND VOLUMES ***********************
WETLAND......... Vol: Elev-Area 7.01
******************** OUTLET STRUCTURES *********************
Riser 2......... Outlet Input Data .................. 8.01
Individual Outlet Curves ........... 8.05
Composite Rating Curve ............. 8.25
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
MASTER DESIGN STORM SUMMARY
Network Storm
Collection:
Carolina
Shores
�OQ'7
0
Total
Depth
Rainfall
$Y:
Return Event
------------
in
------
Type
----------------
RNF ID
1
3.7000
Synthetic
Curve
----------------
TypeIII
24hr
10
7.0000
Synthetic
Curve
TypeIII
24hr
25
7.9000
Synthetic
Curve
TypeIII
24hr
50
8.6000
Synthetic
Curve
TypeIII
24hr
100
10.0000
Synthetic
Curve
TypeIII
24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
--
Event
------
cu.ft
----------
Trun
--
hrs
cfs
ft cu.ft
*POST-DEV
OUT
JCT
1
14208
---------
12.8200
--------
.66
--------------------
*POST-DEV
OUT
JCT
10
44529
R
12.3800
4.67
-rd-V L.
*POST-DEV
OUT
JCT
25
53210
R
12.3200
6.34
POST P4ZVELO-PED
*POST-DEV
OUT
JCT
50
60053
R
12.2900
8.12
SiTZ F LoWS
*POST-DEV
OUT
JCT
100
74246
R
12.2200
12.50
POST-DEV
TO POND
AREA
1
19520
12.1100
5.49
POST-DEV
TO POND
AREA
10
47577
12.1000
12.88
POST-DEV
TO POND
AREA
25
55531
12.1000
14.91
POST-DEV
TO POND
AREA
50
61764
12.1000
16.48
POST-DEV
TO POND
AREA
100
74320
12.1000
19.60
POST-DEV
UNDET
AREA
1
1162
12.1200
.28
POST-DEV
UNDET
AREA
10
4575
12.1200
1.29
POST-DEV
UNDET
AREA
25
5683
12.1100
1.60
POST-DEV
UNDET
AREA
50
6578
12.1100
1.86
POST-DEV
UNDET
AREA
100
8438
12.1100
2.38
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Q
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
a 2
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
�-
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
-
cu.ft
----------
Trun
--
hrs
cfs
ft
cu.ft
*PRE-DEV OUT
JCT
1
7242
---------
12.2800
--------
1.23
--------
------------
*PRE-DEV OUT
JCT
10
29423
12.2300
6.29
?PC- perVF-Lope-0
*PRE-DEV OUT
JCT
25
36682
12.2300
7.93
S%TE FLOV.SS
*PRE-DEV OUT
JCT
50
42559
12.2300
9.25
*PRE-DEV OUT
JCT
100
54799
12.2300
11.99
PRE -DEVELOPED
AREA
1
7242
12.2800
1.23
PRE -DEVELOPED
AREA
10
29423
12.2300
6.29
PRE -DEVELOPED
AREA
25
36682
12.2300
7.93
PRE -DEVELOPED
AREA
50
42559
12.2300
9.25
PRE -DEVELOPED
AREA
100
54799
12.2300
11.99
WETLAND IN
POND
1
19520
12.1100
5.49
WETLAND IN
POND
10
47577
12.1000
12.88
WETLAND IN
POND
25
55531
12.1000
14.91
WETLAND IN
POND
50
61764
12.1000
16.48
WETLAND IN
POND
100
74320
12.1000
19.60
WETLAND OUT
POND
1
13048
12.9800
.61
43.72
10563
WETLAND OUT
POND
10
39957
R
12.4200
4.17
44.60
22826
WETLAND OUT
POND
25
47530
R
12.3600
5.61
44.75
25115
WETLAND OUT
POND
50
53478
R
12.3200
7.20
44.84
26696
WETLAND OUT
POND
100
65811
R
12.2300
11.03
45.00
29275
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I
Type.... Executive Summary (Nodes) Page 2.01
Name.... Watershed Event: 1 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 1
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Carolina Shores
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.7000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
cu.ft
----------
Trun. hrs
cfs ft
Outfall POST-DEV OUT
JCT
14208
-----------
12.8200
-----------------
.66
POST-DEV TO POND
AREA
19520
12.1100
5.49
POST-DEV UNDET
AREA
1162
12.1200
.28
Outfall PRE-DEV OUT
JCT
7242
12.2800
1.23
PRE -DEVELOPED
AREA
7242
12.2800
1.23
WETLAND IN
POND
19520
12.1100
5.49
WETLAND OUT
POND
13048
12.9800
.61 43.72
WG 2 0 Jpzl
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c
Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 10 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 10
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Carolina Shores
Storm Tag Name = 10
-------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs
End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
cu.ft
----------
Trun. hrs
cfs ft
Outfall POST-DEV OUT
JCT
44529
-----------
R 12.3800
-----------------
4.67
POST-DEV TO POND
AREA
47577
12.1000
12.88
POST-DEV UNDET
AREA
4575
12.1200
1.29
Outfall PRE-DEV OUT
JCT
29423
12.2300
6.29
PRE -DEVELOPED
AREA
29423
12.2300
6.29
WETLAND IN
POND
47577
12.1000
12.88
WETLAND OUT
POND
39957
R 12.4200
4.17 44.60
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Type.... Executive Summary (Nodes) Page 2.03
Name.... Watershed Event: 25 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 25
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Carolina Shores
Storm Tag Name = 25
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
cu.ft
----------
Trun. hrs
cfs ft
Outfall POST-DEV OUT
JCT
53210
-----------
R 12.3200
-----------------
6.34
POST-DEV TO POND
AREA
55531
12.1006
14.91
POST-DEV UNDET
AREA
5683
12.1100
1.60
Outfall PRE-DEV OUT
JCT
36682
12.2300
7.93
PRE -DEVELOPED
AREA
36682
12.2300
7.93
WETLAND IN
POND
55531
12.1000
14.91
WETLAND OUT
POND
47530
R 12.3600
5.61 44.75
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Type.... Executive Summary (Nodes) Page 2.04
Name.... Watershed Event: 50 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 50
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) �-+l�/
DEFAULT Design Storm File, ID = Carolina Shores
Storm Tag Name
----------------
----_-----50----
Data Type, File, ID
----- -----------
= Synthetic Storm
-----
TypeIII
---------------
24hr
p,Y;
Storm Frequency
= 50 yr
Total Rainfall Depth= 8.6000
in
Duration Multiplier
= 1
Resulting Duration
= 24.0000
hrs
Resulting Start Time= .0000 hrs Step=
.1000 hrs
End= 24.0000
hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
-----------------
Type
--------------
cu.ft Trun.
hrs
cfs
ft
Outfall POST-DEV OUT
JCT
--
60053 R
---------
12.2900
--------
8.12
---------
POST-DEV TO POND
AREA
61764
12.1000
16.48
POST-DEV UNDET
AREA
6578
12.1100
1.86
Outfall PRE-DEV OUT
JCT
42559
12.2300
9.25
PRE -DEVELOPED
AREA
42559
12.2.300
9.25
WETLAND IN
POND
61764
12.1000
16.48
WETLAND OUT
POND
53478 R
12.3200
7.20
44.84
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

n
Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 100 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 100
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Carolina Shores
Storm Tag Name = 100 tt ry
----------------------------------------------------------------- --
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
-----------------
Type
----
cu.ft
----------
Trun. hrs
cfs ft
Outfall POST-DEV OUT
JCT
74246
-----------
R 12.2200
-----------------
12.50
POST-DEV TO POND
AREA
74320
12.1000
19.60
POST-DEV UNDET
AREA
8438
12.1100
2.38
Outfall PRE-DEV OUT
JCT
54799
12.2300
11.99
PRE -DEVELOPED
AREA
54799
12.2300
11.99
WETLAND IN
POND
74320
12.1000
19.60
WETLAND OUT
POND
65811
R 12.2300
11.03 45.00
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Design Storms
Name.... Carolina Shores
Page 3.01
I
File.... T:\JO13\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Title... Project Date: 8/20/2007
Project Engineer: Jamie E. Gollings, PE
Project Title: CVS - Carolina Shores
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = 1
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.7000 in ¢ PEii FSa-ve'Sw�GK �c�L1•+'C`9 �j'�tira�ysa'Cr 1�..
Duration Multiplier = 1 D�16�+1 MANUAL
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Carolina Shores
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 25
Data Type, File, Ill = Synthetic Storm TypeIII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 7.9000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 50
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 8.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= ..1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 10.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN:
Bentley PondPack (10.00.027.00) 1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Tc Calcs
Name.... POST-DEV TO POND
Page 4.01
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0130
Hydraulic Length 30.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .85 ft/sec
Segment #1 Time: .0098 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 325.00 ft
Slope .005000 ft/ft
Paved
Avg.Velocity 1.44 ft/sec
Segment #2 Time: .0628 hrs
------------------------------------------------------------------------
Total Tc: .0726 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .1000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Tc Calcs
Name.... POST-DEV TO POND
Page 4.02
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Tc Calcs
Name.... POST-DEV UNDET
Page 4.03
File.... T:\JOB\0902911649 CVS-CAL\CD`s\Stormwater\CVS-CarShores-Wetland.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1000 hrs
------------------------------------------------------------------------
S/N:
Bentley PondPack (10.00.027.00)
Total Tc: .1000 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .1000 hrs
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Tc Calcs
Name.... POST-DEV UNDET
Page 4.04
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
------------------------------------------------------------------------
Tc Equations used...
---------------------------------------------------------------------------
==== User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Tc Calcs
Name.... PRE -DEVELOPED
Page 4.05
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland,ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .1300
Hydraulic Length 200.00 ft
2yr, 24hr P 4.5000 in
Slope .010000 ft/ft
Avg.Velocity .20 ft/sec
Segment #1 Time: .2821 hrs
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 107.00 ft
Slope _010000 ft/ft
Unpaved
Avg.Velocity 1.61 ft/sec
Segment #2 Time: .0184 hrs
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .950000 ft/ft
Unpaved
Avg.Velocity 15.73 ft/sec
Segment #3 Time: .0053 hrs
------------------------------------------------------------------------
S/N:
Bentley PondPack (10.00.027.00)
Total Tc: .3059 hrs
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Tc Calcs
Name.... PRE -DEVELOPED
Page 4.06
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
------------------------------------------------------------------------
Tc Equations used...
--------------•-----------------------------------------------------------
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (.Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Runoff CN-Area
Name.... POST-DEV TO POND
Page 5.01
File.... T:\JOB\0902911649 CVS-CAL\CD,s\Stormwater\CVS-CarShores-Wetland.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Landscape - HSG B - Good 58 .900 58.00
Impervious 98 1.650 98.00
COMPOSITE AREA & WEIGHTED CN ---> 2.550 83.88 (84)
SIN:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Runoff CN-Area
Name.... POST-DEV UNDET
Page 5.02
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
--------------------------------
Landscape - HSG B
Impervious
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
------------- ----- --
58 .400 58.00
98 .050 98.00
COMPOSITE AREA & WEIGHTED CN ---> .450 62.44 (62)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Runoff CN-Area
Name.... PRE -DEVELOPED
Page 5.03
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Grassland HSG B - good 61 3.000 61.00
COMPOSITE AREA & WEIGHTED CN ---> 3.000 61.00 (61)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.01
Name.... POST-DEV TO POND Tag: 1 Event: 1 yr
File.... T.\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hrs Rain Depth = 3.7000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV TO POND 1
Tc (Min. Tc) _ .1000 hrs
Drainage Area = 2.550 acres Runoff CN= 84
Computational
Time Increment
= .01333
hrs
Computed Peak
Time
= 12.1067
hrs
Computed Peak
Flow
= 5.49
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time,
Interpolated
Output =
12.1102
hrs
Peak
Flow,
Interpolated
Output =
5.49
cfs
DRAINAGE AREA
ID:POST-DEV TO POND
CN = 84
Area = 2.550 acres
S = 1.9048 in
0.25 = .3810 in
Cumulative Runoff
-------------------
2.1088 in
19520 cu.ft
HYG..Volume... 19520 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *'-***
Time
Concentration,
Tc =
.10000
hrs (ID: POST-DEV TO POND)
Computational Incr,
Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
28.89
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.02
Name.... POST-DEV TO POND Tag: 10 Event: 10 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV TO POND 10
Tc (Min. Tc) = .1000 hrs
Drainage Area = 2.550 acres Runoff CN= 84
Computational
Time Increment
= .01333
hrs
Computed Peak
Time
= 12.1067
hrs
Computed Peak
Flow
= 12.91
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time, Interpolated
Output =
12.1002
hrs
Peak
Flow, Interpolated
Output =
12.88
cfs
DRAINAGE AREA
ID:POST-DEV TO POND
CN = 84
Area = 2.550 acres
S = 1.9048 in
0.2S = .3810 in
Cumulative Runoff
-------------------
5.1399 in
4757E cu.ft
HYG Volume... 47577 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.10000
hrs (ID: POST-DEV TO POND)
Computational Incr,
Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% cinder rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
28.89
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.03
Name.... POST-DEV TO POND Tag: 25 Event: 25 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 7.9000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV TO POND 25
Tc (Min. Tc) _ .1000 hrs
Drainage Area = 2.550 acres Runoff CN= 84
Computational
Time Increment
= 01333
his
Computed Peak
Time
= 12.1067
hrs
Computed Peak
Flow
= 14.93
cfs
Time
Increment for HYG
File =
.0100
his
Peak
Time, Interpolated
Output =
12.1002
hrs
Peak
Flow, Interpolated
Output =
14.91
cfs
DRAINAGE AREA
ID:POST-DEV TO POND
CN = 84
Area = 2.550 acres
S = 1.9048 in
0.2S = .3810 in
Cumulative Runoff
------------------
5.9993 in
55532 cu.ft
HYG Volume... 55531 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.10000
hrs (ID:
POST-DEV TO POND)
Computational Incr,
Tm =
.01333
hrs = 0.20000
Tp
Unit Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
28.89
cfs
Unit peak time
Tp =
.06667
hrs
Unit receding limb,
Tr =
.26667
hrs
Total unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.04
Name.... POST-DEV TO POND Tag: 50 Event: 50 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 50
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 50 year storm
Duration = 24.0000 hrs Rain Depth = 8.6000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV TO POND 50
Tc (Min. Tc) _ .1000 hrs
Drainage Area = 2.550 acres Runoff CN= 84
Computational Time Time Increment = .01333 hrs
Computed Peak Time = 12.1067 hrs
Computed Peak Flow = 16.50 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.1002 hrs
Peak Flow, Interpolated Output = 16.48 cfs
DRAINAGE AREA
ID:POST-DEV TO POND
CN = 84
Area = 2.550 acres
S = 1.9048 in
0.2S = .3810 in
Cumulative Runoff
-------------------
6.6727 in
61765 cu.ft
HYG Volume... 61764 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration, Tc =
.10000
hrs (ID: POST-DEV TO POND)
Computational Incr, Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333, K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak, qp =
28.89
cfs
Unit
peak time Tp =
.06667
hrs
Unit
receding limb, Tr =
.26667
hrs
Total
unit time, Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.05
Name.... POST-DEV TO POND Tag: 100 Event: 100 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV TO POND 100
Tc (Min. Tc) _ .1000 hrs
Drainage Area = 2.550 acres Runoff CN= 84
Computational -Time Increment = 01333 hrs
Computed Peak Time = 12.1067 hrs
Computed Peak Flow = 19.63 cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time,
Interpolated
Output =
12.1002
hrs
Peak
Flow,
Interpolated
Output =
19.60
cfs
DRAINAGE AREA
ID:POST-DEV TO POND
CN = 84
Area = 2.550 acres
S = 1.9048 in
0.25 = .3810 in
Cumulative Runoff
-------------------
8.0291 in
74322 cu.ft
HYG Volume... 74320 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.10000
hrs (ID: POST-DEV TO POND)
Computational Incr,
Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
28.89
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.06
Name.... POST-DEV UNDET Tag: 1 Event: 1 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration
= 24.0000 hrs Rain Depth =
3.7000 in
Rain Dir
= T:\JOB\0902911649
CVS-CAL\CD's\Stormwater\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= T:\JOB\0902911649
CVS-CAL\CD's\Stormwater\
HYG File - ID
= - POST-DEV UNDET
1
Tc (Min. Tc)
_ .1000 hrs
Drainage Area
= .450 acres Runoff CN= 62
Computational
------------------------
Time Increment =
.01333 hrs
Computed Peak
Time =
12.1333 hrs
Computed Peak
Flow =
.28 cfs
Time Increment
for HYG File =
.0100 hrs
Peak Time, Interpolated
Output =
12.1302 hrs
Peak Flow, Interpolated Output =
.28 cfs
DRAINAGE AREA
ID:POST-DEV UNDET
CN = 62
Area = .450 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
.7116 in
1162 cu.ft
HYG Volume— 1162 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.10000
hrs (ID:
POST-DEV UNDET)
Computational Incr,
Tm =
.01333
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K
= .7491 (also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
5.10
cfs
Unit peak time
Tp =
.06667
hrs
Unit receding limb,
Tr =
.26667
hrs
Total unit time,
Tb =
.33333
hrs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.07
Name.... POST-DEV UNDET Tag: 10 Event: 10 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV UNDET 10
Tc (Min. Tc) _ .1000 hrs
Drainage Area = .450 acres Runoff CN= 62
Computational
--------------------
Time Increment
= .01333
hrs
Computed Peak
Time
= 12.1200
hrs
Computed Peak
Flow
= 1.29
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time,
Interpolated
Output =
12.1202
hrs
Peak
Flow,
Interpolated
Output =
1.29
cfs
DRAINAGE AREA
ID:POST-DEV UNDET
CN = 62
Area = .450 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
2.8010 in
4575 cu.ft
HYG Volume... 4575 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMFTERS *****
Time Concentration,
Tc =
.10000
hrs (ID:
POST-DEV UNDET)
Computational Incr,
Tm =
.01333
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
5.10
cfs
Unit peak time
Tp =
.06667
hrs
Unit receding limb,
Tr =
.26667
hrs
Total unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.08
Name.... POST-DEV UNDET Tag: 25 Event: 25 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 7.9000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV UNDET 25
Tc (Min. Tc) _ .1000 hrs
Drainage Area = .450 acres Runoff CN= 62
Computational
----------------------
Time Increment
= _01333
hrs
Computed Peak
Time
= 12.1200
hrs
Computed Peak
Flow
= 1.61
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time, Interpolated
Output =
12.1202
hrs
Peak
Flow, Interpolated
Output =
1.61
cfs
DRAINAGE AREA
ID:POST-DEV UNDET
CN = 62
Area = .450 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
3.4792 in
5683 cu.ft
HYG Volume... 5683 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.10000
hrs (ID:
POST-DEV UNDET)
Computational Incr,
Tm =
.01333
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46o
under rising limb)
K =
483.43/645.333,
K =
.7491 (also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
5.10
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.09
Name.... POST-DEV UNDET Tag: 50 Event: 50 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 50
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 50 year storm
Duration = 24.0000 hrs Rain Depth = 8.6000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV UNDET 50
Tc (Min. Tc) _ .1000 hrs
Drainage Area = .450 acres Runoff CN= 62
Computational
Time Increment
= .01333
hrs
Computed Peak
Time
= 12.1200
hrs
Computed Peak
Flow
= 1.86
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time,
Interpolated
Output =
12.1202
hrs
Peak
Flow,
Interpolated
Output =
1.86
cfs
DRAINAGE AREA
ID:POST-DEV UNDET
CN = 62
Area = .450 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
4.0271 in
6578 cu.ft
HYG Volume... 6578 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.10000
hrs (ID: POST-DEV UNDET)
Computational Incr,
Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
5.10
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.10
Name.... POST-DEV UNDET Tag: 100 Event: 100 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth = 10.0000 in
Rain Dir = T:\JOB\0902911649 CVS-CAI,\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - POST-DEV UNDET 100
Tc (Min. Tc) _ .1000 hrs
Drainage Area = .450 acres Runoff CN= 62
Computational
Time Time Increment
= .01333
hrs
Computed Peak
Time
= 12.1067
hrs
Computed Peak
Flow
= 2.39
cfs
Time
Increment for HYG
File =
.0100
hrs
Peak
Time,
Interpolated
Output =
12.1102
hrs
Peak
Flow,
Interpolated
Output =
2.38
cfs
DRAINAGE AREA
ID:POST-DEV UNDET
CN = 62
Area = .450 acres
S = 6.1290 in
0.25 = 1.2258 in
Cumulative Runoff
-------------------
5.1658 in
8438 cu.ft
HYG Volume— 8438 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.10000
hrs (ID: POST-DEV UNDET)
Computational Incr,
Tm =
.01333
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6696
(solved from K = .7491)
Unit
peak,
qp =
5.10
cfs
Unit
peak time
Tp =
.06667
hrs
Unit
receding limb,
Tr =
.26667
hrs
Total
unit time,
Tb =
.33333
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.11
Name.... PRE -DEVELOPED Tag: 1 Event: 1 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 1
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hrs Rain Depth = 3.7000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - PRE -DEVELOPED 1
Tc = .3059 hrs
Drainage Area = 3.000 acres Runoff CN= 61
-------------------
Computational Time Increment = .04078 hrs
Computed Peak Time = 12.2754 hrs
Computed Peak Flow = 1.23 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2802 hrs
Peak Flow, Interpolated Output = 1.23 cfs
DRAINAGE AREA
ID:PRE-DEVELOPED
CN = 61
Area = 3.000 acres
S = 6.3934 in
0.25 = 1.2787 in
Cumulative Runoff
-------------------
.6651 in
7243 cu.ft
HYG Volume... 7242 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.30586
hrs (ID:
PRE -DEVELOPED)
Computational Incr,
Tm =
.04078
hrs = 0.20000
Tp
Unit Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K = 483.43/645.333,
K =
.7491 (also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit peak,
qp =
11.11
cfs
Unit peak time
Tp =
.20391
hrs
Unit receding limb,
Tr =
.81564
hrs
Total unit time,
Tb =
1.01955
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.12
Name.... PRE -DEVELOPED Tag: 10 Event: 10 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 7.0000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - PRE -DEVELOPED 10
Tc = .3059 hrs
Drainage Area = 3.000 acres Runoff CN= 61
Computational Time Increment = 04078 hrs
Computed Peak Time = 12.2346 hrs
Computed Peak Flow = 6.30 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2302 hrs
Peak Flow, Interpolated Output = 6.29 cfs
DRAINAGE AREA
ID:PRE-DEVELOPED
CN = 61
Area = 3.000 acres
S = 6.3934 in
0.2S = 1.2787 in
Cumulative Runoff
-------------------
2.7019 in
29424 cu.ft
HYG Volume... 29423 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.30586
hrs (ID: PRE -DEVELOPED)
Computational Incr,
Tm =
.04078
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
11.11
cfs
Unit
peak time
Tp =
.20391
hrs
Unit
receding limb,
Tr =
.81564
hrs
Total
unit time,
Tb =
1.01955
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.13
Name.... PRE -DEVELOPED Tag: 25 Event: 25 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 25
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 25 year storm
Duration = 24.0000 hrs Rain Depth = 7.9000 in
Rain Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID = - TypeIII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID = - PRE -DEVELOPED 25
Tc = .3059 hrs
Drainage Area = 3.000 acres Runoff CN= 61
------------------
Computational Time Increment = .04078 hrs
Computed Peak Time = 12.2346 hrs
Computed Peak Flow = 7.95 cfs
Time Increment for HYG File = .0100 hrs
Peak Time, Interpolated Output = 12.2302 hrs
Peak Flow, Interpolated Output = 7.93 cfs
DRAINAGE AREA
ID:PRE-DEVELOPED
CN = 61
Area = 3.000 acres
S = 6.3934 in
0.2S = 1.2787 in
Cumulative Runoff
-------------------
3.3686 in
36684 cu.ft
HYG Volume... 36682 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.30586
hrs (ID:
PRE -DEVELOPED)
Computational Incr,
Tm =
.04078
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor =
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
11.11
cfs
Unit
peak time
Tp =
.20391
hrs
Unit
receding limb,
Tr =
.81564
hrs
Total
unit time,
Tb =
1.01955
hrs
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Unit Hyd. Summary Page 6.14
Name.... PRE -DEVELOPED Tag: 50 Event: 50 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 50
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 50 year storm
Duration
= 24.0000 hrs Rain Depth =
8.6000 in
Rain Dir
= T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID
= - PRE -DEVELOPED 50
Tc
= .3059 hrs
Drainage Area
= 3.000 acres Runoff CN= 61
Computational
Time Time Increment = .04078 hrs
Computed Peak
Time = 12.2346 hrs
Computed Peak
Flow = 9.27 cfs
Time Increment
for HYG File = .0100 hrs
Peak Time, Interpolated
Output = 12.2302 hrs
Peak Flow, Interpolated Output = 9.25 cfs
DRAINAGE AREA
ID:PRE-DEVELOPED
CN = 61
Area = 3.000 acres
S = 6.3934 in
0.2S = 1.2787 in
Cumulative Runoff
-------------------
3.9083 in
42562 cu.ft
HYG..Volume... 42559 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.30586
hrs (ID:
PRE -DEVELOPED)
Computational Incr,
Tm =
.04078
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K
= .7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
qp =
11.11
cfs
Unit
peak time
Tp =
.20391
hrs
Unit
receding limb,
Tr =
.81564
hrs
Total
unit time,
Tb =
1.01955
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Unit Hyd. Summary Page 6.15
Name.... PRE -DEVELOPED Tag: 100 Event: 100 yr
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Storm... TypeIII 24hr Tag: 100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration
= 24.0000 hrs Rain Depth =
10.0000 in
Rain Dir
= T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
Rain File -ID
= - TypeIII 24hr
Unit Hyd Type
= Default Curvilinear
HYG Dir
= T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\
HYG File - ID
= - PRE -DEVELOPED 100
Tc
= .3059 hrs
Drainage Area
= 3.000 acres Runoff CN= 61
Computational
----------------------
Time Increment = .04078 hrs
Computed Peak
Time = 12.2346 hrs
Computed Peak
Flow = 12.00 cfs
Time Increment
for HYG File = .0100 hrs
Peak Time, Interpolated
Output = 12.2302 hrs
Peak Flow, Interpolated Output = 11.99 cfs
DRAINAGE AREA
ID:PRE-DEVELOPED
CN = 61
Area = 3.000 acres
S = 6.3934 in
0.2S = 1.2787 in
Cumulative Runoff
-------------------
5.0323 in
54801 cu.ft
HYG Volume... 54799 cu.ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.30586
hrs (ID: PRE -DEVELOPED)
Computational Incr,
Tm =
.04078
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak,
qp =
11.11
cfs
Unit peak time
Tp =
.20391
hrs
Unit receding limb,
Tr =
.81564
hrs
Total unit time,
Tb =
1.01955
hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Vol: Elev-Area
Name.... WETLAND
Page 7.01
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
(ft)
------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(cu.ft)
42.80
----- 10564
0
0
43.00
----- 10962
32287
2152
43.35
----- 11522
33723
3934
44.00
----- 13345
37267
8075
45.00
----- 17016
45430
15143
45.70
----- 19600
54878
12805
POND VOLUME EQUATIONS
Volume Sum
(cu.ft)
0
2152
6087 > FFV ; F e R5T SECor'D�D►'L�`r
14161 OIL% F I
29305
42110 Ffv ° 5, SS3 Cr-
* Incremental volume computed by the Conic Method for Reservoir Volumes_
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Outlet Input Data
Name.... Riser 2
Page 8.01
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
I
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 42.80 ft
Increment = .05 ft
Max. Elev.= 45.70 ft
OUTLET CONNECTIVITY
---> Forward
Flow
Only
(Upstream
to DnStream)
<--- Reverse
Flow
Only
(DnStream
to UpStream)
< --- > Forward
and Reverse Both Allowed
Structure
-----------------
No.
----
Outfall
E1, ft
E2, ft
Orifice-Circular
01
--->
-------
CO
------------------
43.350
45.700 ° �S
Stand Pipe
RO
--->
CO
44.300
45.700 4t" Q►SE1`
Orifice -Circular
00
--->
CO
42.800
45.700 iC 'b
Culvert -Circular
CO
--->
TW
42.800
45.700 !c IL%Sco-%pVi.,keL
Weir-XY Points
WO
--->
TW
44.700
45.700 4—� ��-��NC.��.,iCIP S�+►l.Gw��
TW SETUP, DS Channel
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Outlet Input Data
Name.... Riser 2
Page 8.02
r File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 01
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 3
Invert Elev. = 43.35 ft
Diameter = .3333 ft
Orifice Coeff. _ .600
Structure ID
= RO
Structure Type
------------------------------------
= Stand Pipe
# of Openings
= 1
Invert Elev.
= 44.30 ft
Diameter
= 2.0000 ft
Orifice Area
= 3.1416 sq.ft
Orifice Coeff.
_ .620
Weir Length
= 6.28 ft
Weir Coeff.
= 3.300
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
# of Openings = 1
Invert Elev. = 42.80 ft
Diameter = .1200 ft
Orifice Coeff. _ .600
S/N:
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Outlet Input Data
Name.... Riser 2
Page 8.03
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert -Circular
No. Barrels
= 1
Barrel Diameter
= 1.2500
ft
Upstream Invert
= 42.80
ft
Dnstream Invert
= 42.65
ft
Horiz. Length
= 30.00
ft
Barrel Length
= 30.00
ft
Barrel Slope
= .00500
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0220
Ke = .5000
Kb m .066516
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K =
.0098
Inlet Control M =
2.0000
Inlet Control c =
.03980
Inlet Control Y =
.6700
T1 ratio (HW/D) =
1.158
T2 ratio (HW/D) =
1.304
Slope Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 44.25 ft ---> Flow = 4.80 cfs
At T2 Elev = 44.43 ft ---> Flow = 5.49 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Outlet Input Data
Name.... Riser 2
Page 8.04
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = WO
Structure Type = Weir-XY Points
------------------------------------
# of Openings = 1
WEIR X-Y GROUND POINTS
X, ft
---------
Elev, ft
.00
---------
45.70
3.00
44.70
13.00
44.70
16.00
45.70
Lowest Elev. = 44.70 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
c£s
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.05
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert -Circular)
NUMBER OF OPENINGS = 3
EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING
Pond WS.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft
-------
ft
--------
ft
-------
+/-ft
+/-cfs
ft
+/-ft
42.80
.00
...
...
------
...
------
-------
Free
-------
Outfall
WS
below
an invert;
no flow.
42.85
.00
...
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
42.90
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
42.95
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.00
.00
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.05
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.10
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.15
.00
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.20
.00
...
Free
Outfall
WS
below
an invert;
no flow.
43.25
.00
...
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.30
.00
...
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.35
.00
..
...
...
...
Free
Outfall
WS
below
an invert;
no flow.
43.40
.01
43.40
Free
42.94
.000
.000
Free
Outfall
CRIT.DEPTH
CONTROL
Vh= .013ft
Dcr=
.036ft
CRIT.DEPTH
Hev=
43.45
.06
43.45
Free
42.98
.000
.000
Free
Outfall
.00ft
CRIT.DEPTH
CONTROL
Vh= .027ft
Dcr=
.073ft
CRIT.DEPTH
Hev=
43.50
.12
43.50
Free
43.04
.000
.000
Free
Outfall
.00ft
CRIT.DEPTH
CONTROL
Vh= .040ft
Dcr=
.109ft
CRIT.DEPTH
Hev=
43.55
.20
43.55
Free
43.10
.000
.000
Free
Outfall
.00ft
CRIT.DEPTH
CONTROL
Vh= .054ft
Dcr=
.146ft
CRIT.DEPTH
Hev=
.00ft
43.60
.31
43.60
Free
43.15
.000
.000
Free
Outfall
CRIT.DEPTH
CONTROL
Vh= .071ft
Dcr=
.178ft
CRIT.DEPTH
Bev=
.00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.06
File.... T:\JOB\0902911649 CVS-CAL\CD'S\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert -Circular)
NUMBER OF OPENINGS = 3
EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING
Pond WS.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan, TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft
-------
ft
--------
ft
-------
+/-ft
+/-cfs
ft
+/-ft
43.65
.42
43.65
Free
43.21
------
.000
------
.000
-------
Free
-------
Outfall
CRIT.DEPTH
CONTROL
Vh= .090ft
Dcr=
.210ft
CRIT.DEPTH
Hev=
43.70
.54
43.70
Free
43.26
.000
.000
Free
.00ft
Outfall
H
=.18
43.75
.61
43.75
Free
43.29
.000
.000
Free
Outfall
H
=.23
43.80
.67
43.80
Free
43.31
.000
.000
Free
Outfall
H
=.28
43.85
.73
43.85
Free
43.34
.000
.000
Free
Outfall
H
=.33
43.90
.78
43.90
43.36
43.36
.000
.000
Free
Outfall
H
=.38
43.95
.83
43.95
43.37
43.37
.000
.000
Free
Outfall
H
=.43
44.00
.88
44.00
43.39
43.39
.000
.000
Free
Outfall
H
=.48
44.05
.92
44.05
43.41
43.41
.000
.000
Free
Outfall
H
=.53
44.10
.96
44.10
43.42
43.42
.000
.000
Free
Outfall
H
=.58
44.15
1.00
44.15
43.43
43.43
.000
.000
Free
Outfall
H
=.63
44.20
1.04
44.20
43.45
43.45
.000
.000
Free
Outfall
H
=.68
44.25
1.08
44.25
43.46
43.46
.000
.000
Free
Outfall
H
=.73
44.30
1.12
44.30
43.47
43.47
.000
.000
Free
Outfall
H
=.78
44.35
1.13
44.35
43.55
43.55
.000
.000
Free
Outfall
H
=.80
44.40
1.09
44.40
43.65
43.65
.000
.000
Free
Outfall
H
=.75
44.45
1.03
44.45
43.78
43.78
.000
.000
Free
Outfall
H
=.67
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.07
u
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Ol
--------------------------------------
(Orifice -Circular)
Upstream ID =
(Pond Water Surface)
DNstream ID = CO
(Culvert -Circular)
NUMBER OF OPENINGS =
3
EACH FLOW = SUM OF OPENINGS x FLOW FOR ONE OPENING
Pond WS.
Device (into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q HW HGL DS HGL
DS HGL Error Error TW Error
ft
cfs ft ft
-----------------------
ft +/-ft +/-cfs ft +/-ft
-------
44.50
.95 44.50 43.93
------ --------------------
43.93 .001 .000 Free Outfall
H =.57
44.55
.86 , 44.55 44.09
44.09 .000 .000 Free Outfall
H =.46
44.60
.72 44.60 44.28
44.28 .001 .000 Free Outfall
H =.32
44.65
.46 44.65 44.52
44.52 .000 .000 Free Outfall
H =.13
44.70
* 44.70 44.70
44.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.75
* 44.75 44.75
44.75 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.80
* 44.80 44.80
44.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.85
* 44.85 44.85
44.85 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.90
* 44.90 44.90
44.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.95
* 44.95 44.95
44.95 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.00
* 45.00 45.00
45.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.05
* 45.05 45.05
45.05 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.10
* 45.10 45.10
45.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.15
* 45.15 45.15
45.15 .000 . .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.20
* 45.20 45.20
45.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.25
* 45.25 45.25
45.25 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.30
* 45.30 45.30
45.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.08
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = O1
--------------------------------------
(Orifice -Circular)
Upstream ID = (Pond
Water Surface)
DNstream ID = CO
(Culvert -Circular)
NUMBER OF OPENINGS =
3
EACH FLOW = SUM OF OPENINGS
x FLOW FOR ONE OPENING
Pond WS.
Device (into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q HW HGL DS HGL
DS HGL Error Error TW Error
ft
cfs ft ft
---------------
ft +/-ft +/-cfs ft +/-ft
-------
45.35
* 45.35 45.35
------ --------------------
45.35 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.40
* 45.40 45.40
45.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.45
* 45.45 45.45
45.45 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.50
* 45.50 45.50
45.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.55
* 45.55 45.55
45.55 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.60
* 45.60 45.60
45.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.65
* 45.65 45.65
45.65 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.70
* 45.70 45.70
45.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.09
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RO (Stand Pipe)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS
HGL
Error Error
TW
Error
ft
-------
cfs
--------
ft
-------
--------
ft
-------
ft
+/-ft +/-cfs
ft
+/-ft
42.80
.00
...
...
...
------ ------
... ...
-------
Free
-------
Outfall
WS
below
an
invert;
no
flow.
42.B5
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
42.90
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
42.95
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.00
.00
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.05
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.10
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
43.15
.00
...
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.20
.00
Free
Outfall
WS
below
an
invert;
no
flow.
43.25
.00
...
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.30
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
43.35
.00
...
...
.._
Free
Outfall
WS
below
an
invert;
no
flow.
43.40
.00
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
43.45
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
43.50
.00
...
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.55
.00
...
...
...
... ...
Free
Outfall
WS
below
an
invert;
no
flow.
43.60
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
43.65
.00
...
...
Free
Outfall
WS
below
an
invert;
no
flow.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.10
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure
--------------------------------------
ID = RO
(Stand Pipe)
Upstream
ID =
(Pond Water
Surface)
DNstream
ID = CO
(Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
-------
cfs
--------
ft
-------
ft
--------
ft
+/-ft
+/-cfs
ft
+/-ft
43.70
.00
...
...
-------
------
...
------
...
-------
Free
-------
Outfall
WS below
an invert;
no flow.
43.75
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
43.80
.00
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
43.85
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
43.90
.00
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
43.95
.00
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.00
.00
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.05
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.10
.00
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.15
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.20
.00
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.25
.00
...
...
Free
Outfall
WS below
an invert;
no flow.
44.30
.00
...
...
...
...
...
Free
Outfall
WS below
an invert;
no flow.
44.35
.23
44.35
Free
43.55
.000
.000
Free
Outfall
Weir: H =.05ft
44.40
.66
44.40
Free
43.65
.000
.000
Free
Outfall
Weir: H =.10ft
44.45
1.20
44.45
Free
43.78
.000
.000
Free
Outfall
Weir: H =.15ft
44.50
1.85
44.50
Free
43.93
.000
.000
Free
Outfall
Weir: H =.20ft
44.55
2.59
44.55
Free
44.09
.000
.000
Free
Outfall
Weir: H =.25ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.11
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABT,E FOR ONE OUTLET TYPE
Structure ID = RO
--------------------------------------
(Stand Pipe)
Upstream ID = (Pond Water Surface)
DNstream ID = CO
(Culvert -Circular)
Pond WS.
Device (into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q HW HGL DS HGL
DS HGL Error Error TW Error
ft
cfs ft ft
----------------
ft +/-ft +/-cfs ft +/-ft
-------
44.60
3.41 44.60 Free
------ --------------------
44.28 .000 .000 Free Outfall
Weir: H =.30ft
44.65
4.29 44.65 44.52
44.52 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.35ft
44.70
* 44.70 44.70
44.70 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.40ft
44.75
6.26 44.75 44.75
44.75 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.45ft
44.80
* 44.80 44.80
44.80 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.50ft
44.85
8.46 44.85 44.85
44.85 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.55ft
44.90
* 44.90 44.90
44.90 .000 .000 Free Outfall
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H =.60ft
44.95
* 44.95 44.95
44.95 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.00
* 45.00 45.00
45.00 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.05
* 45.05 45.05
45.05 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.10
* 45.10 45.10
45.10 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.15
* 45.15 45.15
45.15 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.20
* 45.20 45.20
45.20 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.25
* 45.25 45.25
45.25 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.30
* 45.30 45.30
45.30 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.35
* 45.35 45.35
45.35 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.40
* 45.40 45.40
45.40 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.45
* 45.45 45.45
45.45 .000 .000 Free Outfall
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
SIN: Inc.
, Bentley SystemsBentley PondPack (10.00.027.00) 1:58 PM ems, nc

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.12
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID
--------------------------------------
= RO
(Stand Pipe)
Upstream ID
= (Pond Water Surface)
DNstream ID
= CO
(Culvert -Circular)
Pond WS.
Device
(into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q
HW HGL DS HGL
DS HGL Error Error TW Error
ft
------
cfs
--------
ft
---------------
ft
ft +/-ft +/-cfs ft +/-ft
-------
45.50
*
45.50
45.50
------ --------------------
45.50 .000 .000 Free Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.55
*
45.55
45.55
45.55 .000 .000 Free Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.60
*
45.60
45.60
45.60 .000 .000 Free Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.65
*
45.65
45.65
45.65 .000 .000 Free Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
45.70
*
45.70
45.70
45.70 .000 .000 Free Outfall
FULLY CHARGED
RISER,
DOWNSTREAM CONTROL: Kev=O. Hev=0.000
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.13
File.... T:\JOB\0902911649 CVS-CAL\CD'S\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure
--------------------------------------
ID = 00
(Orifice -Circular)
Upstream
ID =
(Pond Water
Surface)
DNstream
ID = CO
(Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW Error
ft
cfs
ft
-------
ft
--------
ft
-------
+/-ft
+/-cfs
ft
+/-ft
42.80
------
------
-------
-------
.00
...
._.
Free
Outfall
WS below
an invert;
no flow.
42.85
.00
42.85
42.83
42.B3
.000
.000
Free
Outfall
CRIT.DEPTH
CONTROL
Vh= .020ft Dcr=
.030ft
CRIT.DEPTH
Hev= .00ft
42.90
.01
42.90
42.86
42.86
.000
.000
Free
Outfall
CRIT.DEPTH CONTROL
Vh= .033ft Dcr=
.067ft
CRIT.DEPTH
Hev=
42.95
.01
42.95
42.88
42.88
.000
.000
Free
.00ft
Outfall
H =.08
43.00
.02
43.00
42.88
42.88
.000
.000
Free
Outfall
H =.12
43.05
.02
43.05
42.89
42.89
.000
.000
Free
Outfall
H =.16
43.10
.02
43.10
42.90
42.90
.000
.000
Free
Outfall
H =.20
43.15
.03
43.15
42.90
42.90
.000
.000
Free
Outfall
H =.25
43.20
.03
43.20
42.90
42.90
.000
.000
Free
Outfall
H =.30
43.25
.03
43.25
42.91
42.91
.000
.000
Free
Outfall
H =.34
43.30
.03
43.30
42.91
42.91
.000
.000
Free
Outfall
H =.39
43.35
.04
43.35
42.91
42.91
.000
.000
Free
Outfall
H =.44
43.40
.04
43.40
42.94
42.94
.000
.000
Free
Outfall
H =.46
43.45
.04
43.45
42.98
42.98
.000
.000
Free
Outfall
H =.47
43.50
.04
43.50
43.04
43.04
.000
.000
Free
Outfall
H =.46
43.55
.04
43.55
43.10
43.10
.000
.000
Free
Outfall
H =.45
43.60
.04
43.60
43.15
43.15
.000
.000
Free
Outfall
H =.45
43.65
.04
43.65
43.21
43.21
.000
.000
Free
Outfall
H =.44
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.14
r
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert -Circular)
Pond WS.
Device
(into)
Converge
Next
DS HGL
Q SUM
DS Chan. TW
Elev.
Q
HW HGL
DS HGL
DS HGL
Error
Error
TW
Error
ft
cfs
ft
----
ft
--------
ft
-------
+/-ft
+/-cfs
ft
+/-ft
43.70
.04
43.70
43.26
43.26
------
.000
------
.000
-------
Free
-------
Outfall
H
=.44
43.75
.04
43.75
43.29
43.29
.000
.000
Free
Outfall
H
=.46
43.80
.04
43.80
43.31
43.31
.000
.000
Free
Outfall
H
=.49
43.85
.04
43.85
43.34
43.34
.000
.000
Free
Outfall
H
=.51
43.90
.04
43.90
43.36
43.36
.000
.000
Free
Outfall
H
=.54
43.95
.04
43.95
43.37
43.37
.000
.000
Free
Outfall
H
=.58
44.00
.04
44.00
43.39
43.39
.000
.000
Free
Outfall
H
=.61
44.05
.04
44.05
43.41
43.41
.000
.000
Free
Outfall
H
=.64
44.10
.04
44.10
43.42
43.42
.001
.000
Free
Outfall
H
=.68
44.15
.05
44.15
43.43
43.43
.000
.000
Free
Outfall
H
=.72
44.20
.05
44.20
43.45
43.45
.000
.000
Free
Outfall
H
=.75
44.25
.05
44.25
43.46
43.46
.000
.000
Free
Outfall
H
=.79
44.30
.05
44.30
43.47
43.47
.000
.000
Free
Outfall
H
=.83
44.35
.05
44.35
43.55
43.55
.000
.000
Free
Outfall
H
=.80
44.40
.05
44.40
43.65
43.65
.000
.000
Free
Outfall
H
=.75
44.45
.04
44.45
43.78
43.78
.000
.000
Free
Outfall
H
=.67
44.50
.04
44.50
43.93
43.93
.001
.000
Free
Outfall
H
=.57
44.55
.04
44.55
44.09
44.09
.000
.000
Free
Outfall
H
=.46
SIN:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.15
File.... T:\JOB\0902911649 CVS-CAL\CD'S\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00 (Orifice -Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = CO (Culvert -Circular)
Pond WS.
Device (into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q HW HGL DS HGL
DS HGL Error Error TW Error
ft
--------
cfs ft ft
-----------------------
ft +/-ft +/-cfs ft +/-ft
-------
44.60
.03 44.60 44.28
------ --------------------
44.28 .001 .000 Free Outfall
H =.32
44.65
.02 44.65 44.52
44.52 .000 .000 Free Outfall
H =.13
44.70
* 44.70 44.70
44.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.75
* 44.75 44.75
44.75 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.80
* 44.80 44.80
44.80 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.85
* 44.85 44.85
44.85 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.90
* 44.90 44.90
44.90 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
44.95
* 44.95 44.95
44.95 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.00
* 45.00 45.00
45.00 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.05
* 45.05 45.05
45.05 .000 .00.0 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.10
* 45.10 45.10
45.10 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.15
* 45.15 45.15
45.15 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.20
* 45.20 45.20
45.20 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLTNG STRUCTURE
45.25
* 45.25 45.25
45.25 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.30
* 45.30 45.30
45.30 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.35
* 45.35 45.35
45.35 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.40
* 45.40 45.40
45.40 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.45
* 45.45 45.45
45.45 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.16
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 00
--------------------------------------
(Orifice -Circular)
Upstream ID = (Pond
Water Surface)
DNstream ID = CO
(Culvert -Circular)
Pond WS.
Device
(into) Converge
Next DS HGL Q SUM DS Chan. TW
Elev.
Q
HW HGL DS HGL
DS HGL Error Error TW Error
ft
--------
cfs
--------
ft ft
---------------
ft +/-ft +/-cfs ft +/-ft
45.50
*
45.50 45.50
------- ------ --------------------
45.50 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.55
*
45.55 45.55
45.55 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.60
*
45.60 45.60
45.60 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.65
*
45.65 45.65
45.65 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
45.70
*
45.70 45.70
45.70 .000 .000 Free Outfall
FLOW PRECEDENCE SET
TO DOWNSTREAM CONTROLLING STRUCTURE
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.17
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
Pond WS.
Elev.
ft
42.80
42.85
42.90
42.95
43.00
43.05
43.10
43.15
43.20
43.25
43.30
43.35
43.40
43.45
43.50
43.55
43.60
43.65
Device
Q
cfs
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 2.90 cfs
UPstream ID's= 01, RO, 00
DNstream ID = TW (Pond Outfall)
(into) Converge Next DS HGL Q SUM
HW HGL DS HGL DS HGL Error Error
ft ft ft +/-ft +/-cfs
.00 ...
WS below an invert; no flow.
.00 42.83 Free Free
BACKWATER CONTROL.. Vh= .002ft
.01 42.86 Free Free
BACKWATER CONTROL.. Vh= .004ft
.01 42.88 Free Free
BACKWATER CONTROL.. Vh= .005ft
.02 42.88 Free Free
BACKWATER CONTROL.. Vh= .006ft
.02 42.89 Free Free
BACKWATER CONTROL.. Vh= .007ft
.02 42.90 Free Free
BACKWATER CONTROL.. Vh= .007ft
.03 42.90 Free Free
BACKWATER CONTROL.. Vh= .008ft
.03 42.90 Free Free
BACKWATER CONTROL.. Vh= .008ft
.03 42.91 Free Free
BACKWATER CONTROL.. Vh= .008ft
.03 42.91 Free Free
BACKWATER CONTROL.. Vh= .009ft
.04 42.91 Free Free
BACKWATER CONTROL.. Vh= .009ft
.05 42.94 Free Free
BACKWATER CONTROL.. Vh= .011ft
.09 42.98 Free Free
BACKWATER CONTROL.. Vh= .016ft
.16 43.04 Free Free
BACKWATER CONTROL.. Vh= .022ft
.24 43.10 Free Free
BACKWATER CONTROL.. Vh= .029ft
.34 43.15 Free Free
BACKWATER CONTROL.. Vh= .036ft
.46 43.21 Free Free
BACKWATER CONTROL.. Vh= .042ft
DS Chan. TW
TW Error
ft +/-ft
Free Outfall
.000 .001 Free Outfall
hwDi= .026ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .051ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .067ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .074ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .080ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .085ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .088ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .092ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .095ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .098ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .101ft Lbw-- 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .118ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .160ft Lbw= 30.0ft Hev= .00ft
.000 .000 Free Outfall
hwDi= .204ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
hwDi= .252ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .300ft Lbw= 30.Oft Hev= .00ft
.000 .002 Free Outfall
hwDi= .346ft Lbw= 30.Oft Hev= .00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.18
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 2.90 cfs
UPstream ID's= 01, RO, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device
(into)
Converge
Next
Elev. Q
HW HGL
DS HGL
DS HGL
ft cfs
----------------
ft
ft
ft
43.70 .57
-------
43.26
--------
Free
-------
Free
BACKWATER CONTROL.. Vh= .049f
43.75
.65
43.29
Free
Free
BACKWATER
CONTROL..
Vh= .052f
43.80
.71
43.31
Free
Free
BACKWATER
CONTROL..
Vh= .055f
43.85
.77
43.34.
Free
Free
BACKWATER
CONTROL..
Vh= .058f
43.90
.82
43.36
Free
Free
BACKWATER
CONTROL..
Vh= .060f
43.95
.87
43.37
Free
Free
BACKWATER
CONTROL..
Vh= .062f
44.00
.92
43.39
Free
Free
BACKWATER
CONTROL..
Vh= .064f
44.05
.96
43.41
Free
Free
BACKWATER
CONTROL..
Vh= .066E
44.10
1.01
43.42
Free
Free
BACKWATER
CONTROL..
Vh= .069f
44.15
1.05
43.43
Free
Free
BACKWATER
CONTROL..
Vh= .069f
44.20
1.09
43.45
Free
Free
BACKWATER
CONTROL..
Vh= .071E
44.25
1.13
43.46
Free
Free
BACKWATER
CONTROL..
Vh= .073f
44.30
1.17
43.47
Free
Free
BACKWATER
CONTROL..
Vh= .075f
44.35
1.41
43.55
Free
Free
BACKWATER
CONTROL..
Vh= .083f
44.40
1.79
43.65
Free
Free
BACKWATER
CONTROL..
Vh= .097f
44.45
2.28
43.78
Free
Free
BACKWATER
CONTROL..
Vh= .113f
44.50
2.85
43.93
Free
Free
BACKWATER
CONTROL..
Vh= .132ft
44.55
3.49
44.09
Free
Free
BACKWATER
CONTROL..
Vh= .154ft
DS HGL Q SUM DS Chan. TW
Error Error TW Error
+/-ft +/-cfs ft +/-ft
------ --------------------
.000 .001 Free Outfall
t hwDi= .389ft Lbw= 30.0ft Hev= .00ft
.000 .003 Free Outfall
t hwDi= .413ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .433ft Lbw= 30.0ft Hev= .00ft
.000 .004 Free Outfall
t hwDi= .451ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .466ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .482ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
t hwDi= .494ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .507ft Lbw= 30.Oft Hev= .00ft
.000 .003 Free Outfall
t hwDi= .519ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .531ft Lbw= 30.0ft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .541ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .551ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .561ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
t hwDi= .621ft Lbw= 30.Oft Hev= .00ft
.000 .002 Free Outfall
t hwDi= .708ft Lbw= 30.Oft Hev= .00ft
.000 .001 Free Outfall
t hwDi= .812ft Lbw= 30.Oft Hev= .00ft
.000 .000 Free Outfall
hwDi= .929ft Lbw= 30.Oft Hev= .00ft
.000 .002 Free Outfall
hwDi= 1.059ft Lbw= 30.Oft Hev= .00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.19
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 2.90 cfs
UPstream ID's= 01, RO, 00
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------------------------------------- ------ --------------------
44.60 4.15 44.28 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .182ft hwDi= 1.204ft Lbw= 30.Oft Hev=
44.65 4.77 44.52 Free Free .000 .001 Free Outfall
FULL FLOW ... Lfull=11.Olft Vh=.235ft HL=.524ft Hev= .00ft
44.70 5.19 44.70 Free Free .000 .060 Free Outfall
FULL FLOW ... Lfull=17.39ft Vh=.277ft HL=.737ft Hev= .00ft
44.75 5.30 44.75 Free Free .000 .958 Free Outfall
FULL FLOW ... Lfull=18.49ft Vh=.290ft HL=.792ft Hev= .00ft
44.80 5.41 44.80 Free Free .000 1.920 Free Outfall
FULL FLOW ... Lfull=19.64ft Vh=.302ft HL=.848ft Hev= .00ft
44.B5 5.52 44.85 Free Free .000 2.940 Free Outfall
FULL FLOW ... Lfull=20.66ft Vh=.314ft HL=.903ft Hev= .00ft
44.90 5.62 44.90 Free Free .000 4.014 Free Outfall
FULL FLOW ... Lfull=21.54ft Vh=.326ft HL=.957ft Hev= .00ft
44.95 5.73 44.95 Free Free .000 5.139 Free Outfall
FULL FLOW ... Lfull=22.37ft Vh=.338ft HL=1.011ft Hev= .00ft
45.00 5.83 45.00 Free Free .000 6.310 Free Outfall
FULL FLOW ... Lfull=23.10ft Vh=.351ft HL=1.066ft Hev= .00ft
45.05 5.93 45.05 Free Free .000 7.538 Free Outfall
FULL FLOW ... Lfull=23.81ft Vh=.363ft HL=1.119ft Hev= .00ft
45.10 6.07 45.10 Free Free .000 7.905 Free Outfall
FULL FLOW ... Lfull=23.67ft Vh=.380ft HL=1.169ft Hev= .00ft
45.15 6.17 45.15 Free Free .000 8.234 Free Outfall
FULL FL0W...Lfull=24.14ft Vh=.393ft HL=1.220ft Hev= .00ft
45.20 6.27 45.20 Free Free .000 8.552 Free Outfall
FULL FLOW ... Lfull=24.63ft Vh=.406ft HL=1.273ft Hev= .00ft
45.25 6.37 45.25 Free Free .000 8.960 Free Outfall
FULL FLOW ... Lfull=25.01ft Vh=.419ft HL=1.324ft Hev= .00ft
45.30 6.47 45.30 Free Free .000 9.158 Free Outfall
FULL FLOW...Lfull=25.46ft Vh=.431ft HL=1.378ft Hev= .00ft
45.35 6.56 45.35 Free Free .000 9.447 Free Outfall
FULL FLOW ... Lfull=25.74ft Vh=.445ft HL=1.428ft Hev= .00ft
45.40 6.66 45.40 Free Free .000 9.728 Free Outfall
FULL FLOW ... Lfull=26.04ft Vh=.45Bft HL=1.479ft Hev= .00ft
45.45 6.75 45.45 Free Free .000 10.005 Free Outfall
FULL FLOW ... Lfull=26.43ft Vh=.470ft HL=1.532ft Hev= .00ft
00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.20
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CO (Culvert -Circular)
--------------------------------------
Mannings open channel maximum capacity: 2.90 cfs
UPstream ID's= 01, RO, 00
DNstream ID = TW (Pond Outfall)
Pond WS.
Device
(into)
Converge Next
Elev.
Q
HW HGL
DS HGL DS HGL
ft
-------
cfs
--------
ft
-------
ft ft
45.50
6.85
45.50
-------- ------
Free Free
FULL FLOW
... Lfull=26.63ft
45.55
6.94
45.55
Free Free
FULL FLOW
... Lfull=26.84ft
45.60
7.04
45.60
Free Free
FULL FLOW
... Lfull=27.04ft
45.65
7.12
45.65
Free Free
FULL FLOW
... Lfull=27.41ft
45.70
7.21
45.70
Free Free
FULL FLOW
... Lfull=27.54ft
DS HGL Q SUM DS Chan. TW
Error Error TW Error
+/-ft +/-cfs ft +/-ft
------ --------------------
.000 10.269 Free Outfall
Vh=.484ft HL=1.582ft Hev= .00ft
.000 10.526 Free Outfall
Vh=.497ft HL=1.634ft Hev= .00ft
.000 10.778 Free Outfall
Vh=.511ft HL=1.686ft Hev= .00ft
.000 11.038 Free Outfall
Vh=.523ft HL=1.737ft Hev= .00ft
.000 11.275 Free Outfall
Vh=.537ft HL=1.788ft Hev= .00ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:5B PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.21
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-XY Points)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water
---------------
Notes
WS Elev.
Q
TW Elev Converge
-----------=--------------
ft
--------
cfs
-------
ft +/-ft
-------- -----
Computation Messages
--------------------------
42.80
.00
Free Outfall
WS
below an invert;
no
flow.
42.85
.00
Free Outfall
WS
below an invert;
no
flow.
42.90
.00
Free Outfall
WS
below an invert;
no
flow.
42.95
.00
Free Outfall
WS
below an invert;
no
flow_
43.00
.00
Free Outfall
WS
below an invert;
no
flow.
43.05
.00
Free Outfall
WS
below an invert;
no
flow.
43.10
.00
Free Outfall
WS
below an invert;
no
flow.
43.15
.00
Free Outfall
WS
below an invert;
no
flow.
43.20
.00
Free Outfall
WS
below an invert;
no
flow.
43.25
.00
Free Outfall
WS
below an invert;
no
flow.
43.30
.00
Free Outfall
WS
below an invert;
no
flow.
43.35
.00
Free Outfall
WS
below an invert;
no
flow.
43.40
.00
Free Outfall
WS
below an invert;
no
flow.
43.45
.00
Free Outfall
WS
below an invert;
no
flow.
43.50
.00
Free Outfall
WS
below an invert;
no
flow.
43.55
.00
Free Outfall
WS
below an invert;
no
flow.
43.60
.00
Free Outfall
WS
below an invert;
no
flow.
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.22
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-XY Points)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q
----------------
Tail Water
---------------
Notes
WS Elev.
Q
TW Elev Converge
--------------------------
ft
--------
cfs
-------
ft +/-ft
-------- -----
Computation Messages
--------------------------
43.65
.00
Free Outfall
WS
below an invert;
no
flow.
43.70
.00
Free Outfall
WS
below an invert;
no
flow.
43.75
.00
Free Outfall
WS
below an invert;
no
flow.
43.80
.00
Free Outfall
WS
below an invert;
no
flow.
43.85
.00
Free Outfall
WS
below an invert;
no
flow.
43.90
.00
Free Outfall
WS
below an invert;
no
flow.
43.95
.00
Free Outfall
WS
below an invert;
no
flow.
44.00
.00
Free Outfall
WS
below an invert;
no
flow.
44.05
.00
Free Outfall
WS
below an invert;
no
flow_
44.10
.00
Free Outfall
WS
below an invert;
no
flow.
44.15
.00
Free Outfall
WS
below an invert;
no
flow.
44.20
.00
Free Outfall
WS
below an invert;
no
flow.
44.25
.00
Free Outfall
WS
below an invert;
no
flow.
44.30
.00
Free Outfall
WS
below an invert;
no
flow.
44.35
.00
Free Outfall
WS
below an invert;
no
flow.
44.40
.00
Free Outfall
WS
below an invert;
no
flow.
44.45
.00
Free Outfall
WS
below an invert;
no
flow.
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.23
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = WO (Weir-XY Points)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
---------------- ---------------
Notes
WS Elev.
--------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- -----
44.50
--------------------------
.00 Free Outfall
WS below an invert; no
flow.
44.55
.00 Free Outfall
WS below an invert; no
flow.
44.60
.00 Free Outfall
WS below an invert; no
flow.
44.65
.00 Free Outfall
WS below an invert; no
flow.
44.70
.00 Free Outfall
WS below an invert; no
flow.
44.75
.34 Free Outfall
Max.H=.05; Max.Htw=free
out;;
W(ft)=10.30
44.80
.97 Free Outfall
Max.H=.10; Max.Htw=free
out;;
W(ft)=10.60
44.85
1.80 Free Outfall
Max.H=.15; Max.Htw=free
out;;
W(ft)=10.90
44.90
2.80 Free Outfall
Max.H=.20; Max.Htw=free
out;;
W(ft)=11.20
44.95
3.95 Free Outfall
Max.H=.25; Max.Htw=free
out;;
W(ft)=11.50
45.00
5.24 Free Outfall
Max.H=.30; Max.Htw=free
out;;
W(ft)=11.80
45.05
6.67 Free Outfall
Max.H=.35; Max.Htw=free
out;;
W(ft)=12.10
45.10
8.23 Free Outfall
Max.H=.40; Max.Htw=free
out;;
W(ft)=12.40
45.15
9.92 Free Outfall
Max.H=.45; Max.Htw=free
out;;
W(ft)=12.70
45.20
11.73 Free Outfall
Max.H=.50; Max.Htw=free
out;;
W(ft)=13.00
45.25
13.66 Free Outfall
Max.H=.55; Max.Htw=free
out;;
W(ft)=13.30
45.30
15.72 Free Outfall
Max.H=.60; Max.Htw=free
out;;
W(ft)=13.60
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Individual Outlet Curves
Name.... Riser 2
Page 8.24
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
RATING TABLF FOR ONE OUTLET TYPE
Structure ID = WO (Weir-XY Points)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water
---------------- ---------------
Notes
WS Elev.
--------------------------
Q TW Elev Converge
ft
--------
cfs ft +/-ft Computation Messages
------- -------- ----- --------------------------
45.35
17.89 Free Outfall
Max.H=.65; Max.Htw=free
out;;
W(ft)=13.90
45.40
20.18 Free Outfall
Max.H=.70; Max.Htw=free
out;;
W(ft)=14.20
45.45
22.59 Free Outfall
Max.H=.75; Max.Htw=free
out;;
W(ft)=14.50
45.50
25.11 Free Outfall
Max.H=.80; Max.Htw=free
out;;
W(ft)=14.80
45.55
27.75 Free Outfall
Max.H=.85; Max.Htw=free
out;;
W(ft)=15.10
45.60
30.50 Free Outfall
Max.H=.90; Max.Htw=free
out;;
W(ft)=15.40
45.65
33.38 Free Outfall
Max.H=.95; Max.Htw=free
out;;
W(ft)=15.70
45.70
36.36 Free Outfall
Max.H=1.00; Max.Htw=free
out;;
W(ft)=16.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Composite Rating Curve
Name.... Riser 2
Page 8.25
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
--------
cfs
-------
ft
-------=
+/-ft
-----
Contributing
Structures
42.80
.00
Free
Outfall
--------------------------
(no Q: O1,R0,O0,CO3W0)
42.85
.00
Free
Outfall
00,C0 (no 0:
O1,RO,W0)
42.90
.01
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
42.95
.01
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.00
.02
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.05
.02
Free
Outfall
OO,CO (no Q:
O1,R0,W0)
43.10
.02
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.15
.03
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.20
.03
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.25
.03
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.30
.03
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.35
.04
Free
Outfall
O0,C0 (no Q:
O1,R0,W0)
43.40
.05
Free
Outfall
O1,O0,C0 (no
Q: RO,WO)
43.45
.09
Free
Outfall
01,0O,CO (no
Q: RO,WO)
43.50
.16
Free
Outfall
01,OO,CO (no
Q: RO,WO)
43.55
.24
Free
Outfall
O1,OO,C0 (no
Q: RO,WO)
43.60
.34
Free
Outfall
01,0O,CO (no
Q: RO,WO)
43.65
.46
Free
Outfall
O1,O0,CO (no
Q: RO,WO)
43.70
.57
Free
Outfall
01,0O,CO (no
Q: RO,WO)
43.75
.65
Free
Outfall
O1,0O,CO (no
Q: RO,WO)
43.80
.71
Free
Outfall
01,OO,CO (no
Q: RO,WO)
43.85
.77
Free
Outfall
01,0O,CO (no
Q: RO,WO)
43.90
.82
Free
Outfall
O1,OO,CO (no
Q: RO,WO)
43.95
.87
Free
Outfall
01,0O,C0 (no
Q: RO,WO)
44.00
.92
Free
Outfall
O1,O0,CO (no
Q: RO,WO)
44.05
.96
Free
Outfall
01,0O,CO (no
Q: RO,WO)
44.10
1.01
Free
Outfall
O1,0O,CO (no
Q: RO,WO)
44.15
1.05
Free
Outfall
01,O0,CO (no
Q: RO,WO)
44.20
1.09
Free
Outfall
O1,OO,C0 (no
Q: RO,WO)
44.25
1.13
Free
Outfall
O1,OO,CO (no
Q: RO,WO)
44.30
1.16
Free
Outfall
O1,OO,CO (no
Q: RO,WO)
44.35
1.41
Free
Outfall
O1,R0,O0,C0
(no Q: WO)
44.40
1.79
Free
Outfall
O1,RO,OO,C0
(no Q: WO)
44.45
2.28
Free
Outfall
O1,R0,O0,C0
(no Q: WO)
44.50
2.85
Free
Outfall
O1,RO,0O,C0
(no Q: WO)
44.55
3.49
Free
Outfall
01,RO,0O,C0
(no Q: WO)
44.60
4.15
Free
Outfall
O1,RO,0O,C0
(no Q: WO)
44.65
4.77
Free
Outfall
O1,R0,O0,C0
(no Q: WO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Type.... Composite Rating Curve
Name.... Riser 2
Page 8.26
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
***** COMPOSITE OUTFLOW SUMIARY ****
WS Elev,
Total Q
Notes
----------------
--------
Converge
-----------------
Elev.
Q
TW Elev
Error
ft
--------
cfs
-------
ft +/-ft
-------- -----
Contributing
Structures
44.70
5.19
Free
Outfall
--------------------------
RO,CO (no
Q:
01,00,WO)
44.75
5.64
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
44.80
6.38
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
44.85
7.32
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
44.90
8.42
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
44.95
9.68
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.00
11.08
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.05
12.60
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.10
14.30
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.15
16.09
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.20
18.00
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.25
20.03
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.30
22.18
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.35
24.45
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.40
26.84
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.45
29.34
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.50
31.96
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.55
34.69
Free
Outfall
R0,CO3W0
(no
Q:
01,00)
45.60
37.54
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
45.65
40.49
Free
Outfall
RO,CO,W'O
(no
Q:
01,00)
45.70
43.58
Free
Outfall
RO,CO,WO
(no
Q:
01,00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:58 PM 8/15/2007

Appendix A
A-1
t
Index of Starting Page Numbers for ID Names
----- C -----
Carolina Shores... 3.01
----- P -----
POST-DEV TO POND... 4.01, 5.01,
6.01, 6.02, 6.03, 6.04, 6.05
POST-DEV UNDET... 4.03, 5.02, 6.06,
6.07, 6.08, 6.09, 6.10
PRE -DEVELOPED... 4.05, 5.03, 6.11,
6.12, 6.13, 6.14, 6.15
----- R -----
Riser 2... 8.01, 8.05, 8.25
----- W -----
Watershed... 1.01, 2.01, 2.02, 2.03,
2.04, 2.05
WETLAND... 7.01
S/N:
Bentley PondPack (10.00.027.00)
1:58 PM
Bentley Systems, Inc.
8/15/2007

Type.... Time-Elev
Name.... FFV DRAWDOWN OUT
Page 2.01
File.... T:\JOB\0902911649 CVS-CAL\CD's\Stormwater\CVS-CarShores-Wetland.ppw
TIME vs. ELEVATION (ft)
Time I
Output Time
increment
= 1.0000 hrs
hrs I
---------I--------------------------------------------------------------
Time on
left represents
time for
first value in
each row.
.0000 I
43.30
43.29
43.28
43.27
43.26
5.0000 I
43.25
43.24
43.23
43.22
43.21
10.0000 1
43.20
43.19
43.18
43.17
43.16
15.0000 I
43.16
43.15
43.14
43.13.
43.12
20.0000 I
43.11
43.11
43.10
43.09
43.08
25.0000 I
43.07
43.07
43.06
43.05
43.05
30.0000 I
43.04
43.03
43.03
43.02
43.01
35.0000 I
43.01
43.00
42.99
42.99
42.98
40.0000 I
42.98
42.97
42.97
42.96
42.96
45.0000 I
42.95
42.95
42.94
42.94
42.93
50.0000 I
42.93
42.92
42.92
42.92
42.91
55.0000 I
42.91
42.91
42.90
42.90
42.90
60.0000 f
42.90
42.89
42.89
42.89
42.89
65.0000 I
42.88
42.88
42.88
42.88
42.88
70.0000 I
42.87
42.87
42.87
42.87
42.87
75.0000 I
42.87
42.87
42.86
42.86
42.86
80.0000 I
42.86
42.86
42.86
42.86
42.86
85.0000 I
42.86
42.85
42.85
42.85
42.85
90.0000 I
42.85
42.85
42.85
42.85
42.85
95.0000 I
42.85
42.85
42.85
42.85
42.85
100.0000 I
42.84
42.84
42.84
42.84
42.84
105.0000 I
42.84
42.84
42.84
42.84
42.84
110.0000 I
42.84
42.84
42.84
42.84
42.84
115.0000 I
42.84
42.84
42.84
42.84
42.83
120.0000 I
42.83
SIN:
Bentley PondPack (10.00.027.00)
2:03 PM
Bentley Systems, Inc.
8/15/2007

Figure B-5 10-year, 24-hour rainfall
J.S. DEPARTMENT OF AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE
Figure B-6 25-year, 24-hour rainfall
EEEEEmmt>!s
U.S. DEPARTMENT OF AGRICULTURE
10-Year 24-Hour Rainfall (inches)
Albers EqualArsa Projection
25-Year 24- Hour Rainfall (inches)
Albers Equal Area Projection
B-4 (210-VI-TR-55, Second Rd., June 1986)
NATURAL RESOURCES CONSERVATION SERVICE

Figure B-7 50 year, 24-hour rainfall
Figure B-8 100-year, 24-hour rainfall
M�
v.a. U—M i men 1 Ur AUHIUUL 1 UHE
100-Year 24-Hour Rainfall (inches)
Albers Equal Area Projection
(210-VI-TR-55, Second Ed., June 1986)
NATURAL RESOURCES CONSERVATION SERVICE
B-5

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Soil Map —Brunswick County, North Carolina
Map Unit Legend
Brunswick County, North Carotina (NC019)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
GoA
Goldsboro fine sandy loam, 0 to
2 percent slopes
152.2
46.1 %
Lo
Leon fine sand
17.4
5.3%
Ly
Lynchburg fine sandy loam
38.9
11.8%
Me
Mandarin fine sand
9.7
2.9%
Mk
Muckalee loam
46.1
13.9%
On
Onslow fine sandy loam
26.4
8.0%
Re
Rains fine sandy loam
25.5
7.7%
Tm
Tomahawk loamy fine sand
3.3
1.0%
To
Torhunta mucky fine sandy
loam
10.9
3.3%
Totals for Area of Interest (AOI) 330.3 100.0%
)SSA Natural Resources Web Soil Survey 2.0 8/20/2007'
Conservation Service National Cooperative Soil Survey Page 3 of 3

Page 1 of 1
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http://gis.brunsco.net/outputB runswick_ARC-IMS-SERVER2644230069.jpg
8/6/2007

Exhibit A: Hydrologic Soil Groups for the United States
FRYREAR...................................... B
FT. DRUM ......................................
C
FUEGO...........................................
C
FUEGOSTA...................................D
FUGAWEE.....................................
B
FULCHER......................................0
FULCRUM......................................
C
FULDA............................................
D
FULLER ..........................................
D
FULMER.....................................
C.D
FULSHEAR....................................0
FULTS............................................D
FUNMAR........................................
C
FUNTER.........................................
D
FURLONG ......................................
A
FURNISS........................................
D
FURSHUR......................................
D
FURY..........................................
CID
FUSULINA......................................
D
FUSUVAR......................................D
GABBS...........................................0
GABE L............................................
C
GABINO..........................................
D
GABRIEL........................................
C
GACIBA..........................................
D
GADDES........................................0
GADONA........................................
B
GADWELL......................................
C
GAGEBY........................................
B
GAGETOWN..................................
B
GAHEE...........................................
B
GAIA...............................................
B
GAIBSON.......................................
D
GAILA.............................................
B
GAINESVILLE................................
A
GAKONA........................................
B
GALATA.........................................
D
GALBRETH....................................
D
GALCHUTT....................................
C
GALESTINA...................................
C
GALEY............................................
B
GALI E NTE......................................
C
GALILEE........................................0
GALLEGOS....................................
B
GALLEN.........................................
B
GALLIA...........................................
B
GALLIME........................................
B
GALLIMORE..................................
B
GALLION........................................
B
GALLIPOLIS..................................0
GALLUP.........................................
B
GALTSMILL...................................
B
GALVESTON.................................A
GALVEZ.........................................
C
GALVIN..........................................D
GALZUNI ........................................
C
GAM BOA .........................................
8
GAMBOGY.....:...............................
B
GAMELAKE...................................
B
GAMM............................................
D
GANADO........................................
D
GANAFLAN....................................
C
GANHONA.....................................
C
GANIS............................................
D
GANO.........................................
BID
GANSNER......................................
C
GANY.............................................
B
GAP................................................
B
GAPBUTTE....................................
B
GAPCOT........................................
D
GAPHILL........................................
B
GAPO.........................................
CID
GARCENO.....................................
C
GARCIA..........................................
C
GARCITAS.....................................
C
GARDELLA....................................
D
GARDENCAN................................
B
GARDENCREEK ...........................
D
GARDENISLE................................
B
GARDENS ......................................
D
GARDENVALE ...............................
B
GARDINER....................................
A
GARDNER'S FORK .......................
B
GARECK........................................
B
GAREY...........................................
B
GARFAN.........................................
D
GARHILL........................................
D
GARIPER.......................................
D
GARLAND......................................
B
GARLIC ..........................................
A
QARLIN..........................................
D
GARLO C K......................................
C
GARMON.......................................
C
GARMORE.....................................
B
GARNE...........................................
B
GARNEL.........................................
D
GARNER........................................
D
GARNES........................................
B
GARO............................................. D
GARR.............................................
D
GARRETT......................................
B
GARROCHALES ...........................
D
GARSID..........................................
C
GARTON........................................
C
GARVIN..........................................
D
GARWOOD....................................
D
GASPER .........................................
B
GASQUET......................................
B
GASSAWAY...................................
D
GASSVILLE...................................0
GASTON........................................
C
GASTROW.....................................
C
GASUP...........................................
D
GAT................................................
B
GATCHEL......................................
B
GATERIDGE..................................
C
GATESON......................................
C
GATEWALL....................................
B
GATLIN.......................................... B
GATTON.........................................
B
GAULD.......................................
BID
GAU LDY.........................................
B
GAUSE...........................................0
GAVEL............................................
B
GAVERS.........................................
C
GAVILAN........................................
C
GAVINS..........................................
D
GAY............................................
BID
GAYHART......................................
C
GAYLORD......................................
C
GAYVILLE......................................
D
GAZELLE .......................................
D
GAZWELL......................................
D
GEARHART...................................
A
GED................................................
D
GEE................................................
C
GEEBURG.....................................0
GEEMORE.....................................0
GEERTSEN...................................
B
GEISEL..........................................
B
GEISERCREEK .............................
B
GELSINGER..................................
C
GEM................................................
C
GEM, Stony....................................D
GEMELO........................................
B
GEMSON........................................
B
GENATS.........................................
D
GENEVA.........................................
B
GENTILLY......................................
D
GENTRY.........................................
D
GEOCONDA..................................0
GEORGECANYON ........................
B
GEORGECREEK ...........................
B
GERBANA......................................
D
GERBER........................................
D
GERLACH......................................
D
GERLANE......................................
B
GERMANO.....................................
B
GERMANTOWN ............................
B
GERMER........................................
C
GERRARD.....................................
B
GERSTLE.......................................
B
GESSNER..................................
BID
GESTRIN.......................................
B
GETA..............................................
B
GETCHELL....................................
C
GETRAIL........................................
D
GETZVILLE....................................
D
GEWTER........................................0
GEYSEN.........................................
C
GHOLSON..................................... B
GHORMLEY...................................
C
GIANELLA......................................
B
GIARCH..........................................
D
GIBBONSCREEK
.......................... C
GIBNEY..........................................0
GIBRALTAR...................................0
GIBSONVILLE ...............................
D
GIBWELL.......................................0
GICHIGAMI....................................
C
GIDEON.........................................0
GIDWIN..........................................
D
GIELOW.........................................0
GIESE.............................................
D
GIGGER.........................................
C
GILBERT........................................
D
G I LBOA..........................................
B
GILEAD..........................................0
GILES.............................................
B
GILFORD.......................................D
GILLAND........................................0
GILLENDER...................................
D
GI LLIAM.........................................
C
GILLIGAN.......................................
B
GILLS............................
................. C
G I LLSBU RG...................................
D
GILMAN..........................................
D
GILMORE.......................................
D
GILROY..........................................
C
GILT EDGE ....................................
D
GILWOOD......................................
B
GIMLETT........................................
B
GINAT.............................................
D
GINEX............................................D
GINGER.........................................D
GIN] ................................................
B
GINSBERG....................................
B
GIRARD..........................................
D
GIRARDOT....................................D
GIST...............................................
D
GITABYTE......................................
C
G ITAKU P........................................
C
GITAM............................................D
GIVEOUT.......................................
C
GIVIN..............................................0
G LA DDICE.....................................
C
GLADEVILLE.................................
D
GLANCE .........................................
B
GLASGOW.....................................0
GLASSNER....................................
D
GLAWE.......................................
BID
GLAZE............................................
B
GLEN..............................................
B
GLENBLAIR...................................0
GLENCARB...................................0
GLENCOE..................................
CID
GLENDENNING .............................
C
GLENDERSON ..............................
B
GLENDIVE.....................................0
GLENDO........................................
B
GLENEDEN...................................D
GLENEYRE....................................
D
GLENHAM......................................
B
GLENMEN......................................
B
G LENMORA...................................
C
GLENOMA.....................................
B
GLENPOOL...................................
A
GLENRIO.......................................
D
GLENROSS...................................D
GLENSTED....................................
D
GLENTON......................................0
GLENTOSH...................................A
GLENVIEW....................................B
GLENWOOD..................................
B
G LE NYO N......................................
B
GLIDE.............................................
B
GLOHM..............................
............ C
GLOIN............................................0
GLORIA..........................................
D
GLYNN...........................................0
GLYPHS.........................................
B
GNAWBONE..................................
B
GNOJEK.........................................
D
GOATBUTTE.................................
B
GOATJOE......................................
A
GOATROCK................................... B
GOATROCKS................................ B
GOBAR........................................... B
GOBBLER ...................................... B
GOBERNADOR ............................. D
GODDE..........................................D
GODECKE.....................................0
GODECKE, Clay Substratum .......D
GODWIN........................................D
GOEMMER....................................0
GOESSEL......................................D
GOFFPEAK.................................... B
GOGOMAIN ............................... BID
GOL................................................ C
GOLD CREEK ................................ D
GOLDAHO..................................... D
GOLDBEACH................................. C
GOLDCORD................................... D
GOLDEAGEL................................. C
GOLDEN........................................D
GOLDFINCH .................................. C
GOLDHEAD ............................... BID
GOLD H I LL, Loamy Substratum .... C
GOLDHILL...................................... D
GOLDIVIDE.................................... B
GOLDLAKE.................................... B
GOLDMAN..................................... C
----.......................................... -
GOLDSTON...................................0
GOLDSTREAM, Thawed ..............
B
GOLDSTREAM ..............................
D
GOLDVALE....................................
C
GOLDVEIN.....................................
C
GOLDYKE......................................
D
GOLETA.........................................
B
GOLIAD..........................................
C
GOLIME..........................................
C
GOLLAHER....................................
D
GOLONDRINA ...............................
8
GOLTRY.........................................
A
GOLVA...........................................
B
GOMERY........................................
B
GOMEZ..........................................
B
GOMINE......................................... D
GQNZALES.................................... D
GOODINGTON .............................. D
GOODLAND................................... B
GOODLOW....................................
B
GOODNESS ...................................
B
GOODPASTER ..............................
D
GOODRICH....................................
B
GOODSON.....................................
C
GOODVIEW................................... D
GOODWILL .................................... B
GOODWLN..................................... B
GOOLAWAY.................................. C
GOOSE CREEK ............................0
GOOSEBURY................................
B
GOOSENAWT ...............................
B
GOOVAL........................................
D
GORDONPOINT ............................
B
GORE.............................................
D
GOREEN........................................
D
GORESVILLE................................
B
GORGONIO...................................
B
GORHAM...................................
BID
GORIN............................................
C
GORMAN.......................................0
GORUS..........................................
B
GOSHAWK.....................................
B
GOSIL.............................................
A
GOSINTA.......................................0
GOSNEY........................................0
GOSPER........................................
B
GOTCHELL....................................
D
GOTEBO........................................
B
GOUGEVILLE ............................
AID
GOULDER......................................
B
GOULDSBORO .............................
D
GOURDIN......................................0
GOURLEY......................................
C
GOUVERNEUR .............................D
GOV E.............................................
B
7
(210-VI=PR-55, Second Ed., June 1986) A-15

58
shell fragments are present in most pedons. The soil
contains few to many dark minerals.
The A horizon has hue of i OYR or 5Y, value of 4 to 6,
and chroma of 1 or 2.
The Cg horizon has hue of 10YR to 5GY, value of 4- to
7, and chroma of 0 or 2. Mottles are in shades of brown.
Texture is fine sand, sand, or loamy sand.
Foreston Series
The Foreston series consists of moderately well
drained soils on uplands. The soils formed in moderately
coarse textured sediment. Slopes are 0 to 2 percent.
Typical pedon of Foreston loamy fine sand, 0.1 mile
west of the intersection of State Road 1415 and State
Road 1438, 0.1 mile north of State Road 1415, and 50
feet west of railroad:
A--O to 4 inches; dark gray (10YR 4/1) loamy fine sand;
weak medium granular structure; very friable;
common fine roots; strongly acid; clear wavy
boundary.
E--4 to 12 inches; yellowish brown (10YR 5/4) loamy
fine sand; weak medium granular structure; very
friable; few fine roots; strongly acid; clear wavy
boundary.
Bt1--12 to 26 inches; yellowish brown (10YR 6/6) fine
sandy loam; weak fine subangular blocky structure;
very friable; very strongly acid; gradual wavy
boundary.
Bt2--26 to 40 inches; yellowish brown (1 OYR 5/6) fine
sandy loam; few medium distinct light brownish gray
(10YR 6/2) and reddish yellow (7.5YR 6/8) mottles;
weak fine subangular blocky structure; very friable;
very strongly acid; gradual wavy boundary.
Btg-40 to 52 inches; light gray (10YR 7/2) fine sandy
loam; common coarse distinct yellowish brown
(10YR 5/8) mottles;. weak fine subangular blocky
structure; very friable; very strongly acid; gradual
wavy boundary.
BCg--52 to 78 inches; light gray (10YR 7/1) fine sandy
loam that has strata of loamy sand and small
pockets of clean sand grains; common, coarse
distinct brownish yellow (10YR 6/8) mottles; weak
fine subangular blocky structure; very friable; very
strongly acid; gradual wavy boundary.
Cg--78 to 85 inches; light gray (iOYR 7/2) loamy ;sand
that has strata of sandy clay loam and sandy loam;
common medium distinct brownish yellow (10YR
6/6) mottles; massive; very friable; very strongly
acid.
The sandy and loamy horizons extend to more than 60
inches. The soil is very strongly acid or strongly acid,
unless the surface layer has been limed.
The Ap or A horizon has hue of 1OYR or 2.5Y, value
of 3 or 4, and chroma of 1 or 2.
Soil Survey
The E horizon has hue of 10YR or 2.5Y, value of 5 to
7, and chroma of 3 or 4. Texture is loamy fine sand or
loamy sand.
The Bt horizon has hue of 10YR or 2.5Y, value of 5 to
7, and chroma of 4 to 6. Mottles in shades of gray are
Within 18 to 30 inches of the surface. The Btg horizon
has hue of 10YR or 25Y, value of 5 to 8, and chroma of
1 or 2. Mottles are in shades of yellow, brown, and red.
The Bt and Btg horizons are sandy loam or fine sandy
loam.
The BCg and Cg horizons have hue of 10YR or 2.5Y,
value of 6 or 7, and chroma of 1 to 6. These horizons
are stratified fine sandy loam, sand, loamy sand, sandy
loam, and sandy clay loam.
(aoids�oro Series
The Goldsboro series consists of moderately well
drained soils on uplands. The soils formed in moderately
fine textured sediment. Slopes are 0 to 2 percent.
Typical pedon of Goldsboro fine sandy loam, 0 to 2
percent slopes, 2.5 miles southeast of Waccamaw, 3.25
miles northeast of Longwood, 250 feet east of the
intersection of State Road 1323 and North Carolina
Highway 130, in an open field:
Ap-0 to 6 inches; grayish brown (10YR 5/2) fine sandy
loam; weak medium granular structure; very friable;
few fine and medium roots; very strongly acid;
abrupt smooth boundary.
Bt1---8 to 20 inches; yellowish brown (10YR 5/4) sandy
clay loam; common medium faint strong brown
(7.5YR 5/8) mottles; weak fine subangular blocky
structure; friable, slightly sticky and slightly plastic;
few fine roots; very strongly acid; gradual wavy
boundary.
Bt2-20 to 32 inches; yellowish brown (10YR 5/4) sandy
clay loam; common medium distinct light gray (10YR
6/1) and strong brown (7.5YR 5/8) mottles; weak
fine subangular blocky structure; friable, slightly
sticky and slightly plastic; few patchy clay films on
faces of peds; very strongly acid; gradual wavy
boundary.
Btg1-32 to 41 inches; light brownish gray (1OYR 6/2)
sandy clay loam; common medium distinct yellowish
brown (10YR 5/6) mottles and few fine prominent
red (I OR 4/8) mottles; weak fine subangular blocky
structure; friable, slightly sticky and slightly plastic;
few patchy clay films on faces of pods; very strongly
acid, gradual wavy boundary.
Btg2-41 to 54 inches; mottled light gray (10YR 7/1),
brownish yellow (10YR 6/8), and red (10R 4/8)
sandy clay loam; weak fine subangular blocky
structure; friable, slightly sticky and slightly plastic;
few patchy clay films on faces of peds; very strongly
acid; gradual wavy boundary.

Brunswick County, North Carolina
Btg3-54 to 70 inches; light gray (10YR 6/1) sandy clay
loam that has thin strata of sandy loam; few fine
distinct brownish yellow (10YR 6/8) mottles and few
medium prominent red (2.5YR 4/8) mottles; weak
fine subangular blocky structure; friable, slightly
sticky and slightly plastic; very strongly acid; gradual
wavy boundary.
Cg-70 to 80 inches; light gray (1 OYR 6/1) loamy sand;
common medium distinct light yellowish brown
(10YR 6/4) mottles; massive; very friable; very
strongly acid.
The loamy Bt horizons are more than 40 inches thick
over stratified sediment. The soil is very strongly acid or
_strongly acid, unless the surface has been limed.
The Ap or A horizon has hue of 10YR, value of 4 or 5,
and chroma of i or 2.
The E horizon, where present, has hue of 10YR, value
of 5 to 7, and chroma of 3 or 4. The E horizon is sandy
loam, fine sandy loam, or loamy sand.
The St horizon has hue of 1 OYR, value of 5 or 6, and
chroma of 4 to 6 in the upper part. Gray mottles are
within 18 to 30 inches of the surface. The Btg horizon
has chroma of 1 or 2 or is mottled in shades of red,
yellow, or brown. The Bt and Btg horizons are sandy clay
loam or sandy loam in the upper part and sandy clay
loam or sandy clay in the lower part.
The BCg horizon, where present, has hue of 10YR or
2.5Y, value of 5 to 7, and chroma of 1 or 2. Mottles are
in shades of red, yellow, or brown. Texture is sandy
loam, sandy clay loam, or loam.
Texture of the Cg horizon ranges from loamy sand to
sandy clay.
Grifton Series
The Griton series consists of poorly drained soils on
uplands. The soils formed in moderately fine textured
sediment mixed in soft marl. Slopes are 0 to 2 percent.
Typical pedon of Grifton fine sandy loam, 0.5 mile
west of Thomasboro, 150 feet north of the intersection
of U.S. Highway 17 and Little Caw Caw Canal:
Ap—O to 6 inches; dark grayish brown (10YR 4/2) fine
sandy loam; weak medium granular structure; very
friable; common fine roots; medium acid; clear wavy
boundary.
E-6 to 17 inches, grayish brown (iOYR 5/2) fine sandy
loam; few fine distinct brownish yellow (IOYR 6/6)
mottles; weak medium granular structure; very
friable; common fine roots; slightly acid; gradual
wavy boundary.
Btg1-17 to 26 inches; light brownish gray (10YR 6/2)
sandy clay loam; few pockets of sandy loam; few
fine distinct yellow (10YR 7/6) mottles; weak fine
subangular blocky structure; very friable; common
fine roots; slightly acid; gradual wavy boundary.
59
Btg2-26 to 33 inches; grayish brown (10YR 5/2) sandy
clay loam; few fine distinct yellowish brown (10YR
5/8) -mottles; weak fine subangular blockv structure:
friable, slightly sticky and slightly plastic; few patchy
clay films on faces of peds; neutral; gradual wavy
boundary.
BCg-33 to 60 inches; gray (10YR 6/1) sandy clay loam
that has thin lenses of sandy clay; common medium
distinct yellowish brown (1 OYR 5/8) and gray (N
5/0) mottles; weak fine subanguiar blocky structure;
firm, sticky and slightly piastic; moderately alkaline;
gradual wavy boundary.
20g1--60 to 70 inches; light gray (5Y 6/1) sandy loam
that has thin strata of greenish gray (5GY 6/1) clay;
massive; friable; moderately alkaline; gradual wavy
boundary.
20g2-70 to 80 inches; light gray (5Y 6/1) fine sand;
single grained; loose; moderately alkaline.
The loamy Bt horizons are 15 to 45 inches thick over
sandy or loamy material. Some pedons are over marl,
and the transitional horizons are absent. The A and E
horizons range from strongly acid to slightly acid, unless
the surface layer has been limed. The B and C horizons
range from slightly acid to moderately alkaline.
The Ap or A horizon has hue of 10YR, value of 3 to 5,
and chroma of 1 or 2.
The E horizon, where present, has slightly higher
chroma than the A horizon. The texture is fine sandy
loam or sandy loam.
The Btg horizon has hue of 10YR, value of 5 to 7, and
chroma of 1 or 2. Texture is sandy clay loam or sandy
loam.
The BCg and Cg horizons are similar in color to the
lower Bt horizons. The texture is sand, sandy clay loam,
or sandy loam, with thin lenses of sandy clay loam or
clay. The lower Bg horizon and Cg horizon contain
friable to hard marl fragments and iron and manganese
concretions in some pedons.
Johns Series
The Johns series consists of somewhat poorly drained
and moderately well drained soils on stream terraces.
The soils formed in moderately fine textured sediment.
Slopes are 0 to 2 percent.
Typical pedon of Johns fine sandy loam, 0.3 mile
southeast of the Waccamaw River Bridge on N.C.
Highway 904, 0.45 mile northeast of the intersection of
N.C. Highway 904 and forest road, 25 feet east of forest
road:
A-0 to 4 inches; dark grayish brown (1 OYR 4/2) fine
sandy loam; weak medium granular structure; very
friable; common fine roots; very strongly acid; clear
wavy boundary.

84
TABLE 4.--ACREAGE AND PROPORTIONATE EXTENT OF THE SOILS
Soil Survey
map
symbol; coil name
+ Acres
Percent
BaB IBaymeade fine sand, 1 to 6 percent slopes------------------------------------
55,973
I
; 10.2
and 6 to 12 percent slopes ----------------------------------
IBlantonefine
7,762
� 1.4
B S sandynOstol5,
, percent slopes -------------------------------------------I
16,127
I 2.5
BO Bohgiccket silty clay loam ------------------------------------------------------------
IBra
�
BrB fine sand loam 2 to 6 percent slope:s---------------------------------------i
CA
2,165
0.4
Carteret loamy fine sand ------------------------------------------------------------
IChowan
I 1,085
0.2
CH silt loam------------------------ _,_ -------------- ------- - _I
I
Co Corolla fine sand --------------------------._-_ ------_--_-----_-------------I
I
5 033
,989
� 0.9
CTCroatan muck ------------------ --------,._---.--__---_ --I
IDorovan
989
DO muck ------------------------------------------------------------------------
29,703
I
5.2
Du IDuckston fine sand ----------------»-----__,----_-_ _ -I
---------------------_--I
16,311
` 3.1
Fo iForeston loamy fine sand ------------------.-----_--_-_-_---
312
!
-p GoA Goldsboro fine sandy loam, 0 to 2 percent :slopes------------------------------------j
IGrifton
29,830
4.9
5.4
Gt fine sandy loam------------------------------------------------------------i
j
Jo (Johns fine sandy loam------------------- _ __ __ ____ __ _ -�
- - ----- - ~- y -- --I
IKureb
3r533
3,116
( 0.6
0.6
KrB' fine sand, l to 8 percent slopes---------------
LA iLafitte
16,573
I 3.0
muck----------------------------------------------------------------------
Lo
1,415
+ 0.3
ILeon fine sand, 0 to 2 percent slopes---------�-------------------------------------�
45,611
I 8.3
Lu Lumbee fine sandy loam ----------�-------------- - - -I
- -- ------------------------------I
ILynchburg
,
Ly fine sandy loam-
(Mandarin
4,127 I
22;023
0.7
4.0
Ma fine sand ---------------------- '---------_`•-_________--------__-I
IMuckalee
15,415 I
2.8
Mk loam ___-____-__,------------- _----^-
I
Mu IMurville mucky fine sand ---------------- ,------__---_-_-__-_--_----_-.,__-------__-I
39,490 I
5.2
7.2
NeE Newhan fine sand, 2 to 30 percent slopes -------------------------------------------- I
4,415 I
0.8
HhE percent - - -----�
(Norfolkfine
3,510 I
loamysand,
finedredged,
slopes---------------------------
NoB sand, 2 tot6 percent
p---------------------------------------I
21
13,439 ±
2.6
On iOnslow fine sandy loam----------P--_-_--_,-
0.3
0.7
PaA Pactolus fine sand, 0 to 2 percent slopes
Pe pe--^-----------»-------..__..---------------i
IPantego
,994
3,994 �
0.7
Pn mucky loam-
---------------------------------------------I
Pt(Pits---------------------------------- ---------------------
12,818 I
2.1
-------------I19
Ra +Rain fine sandy loam------------------------
+
TM (Tomahawk loamy fine sand- _I
-loam-------------» r ~^ -- - "' "'-~-____- --I
991
4,975
3.6
0.9
To Torhunta mucky fine sandy -- -------_I
47,740 +
Ur Urban land--------------------------------- -
WaB �Wando fine sand, 0 to 6 percent slopes ----------------------------------------------I
WdB
305 I
8�634
0.1
1.1
IWando-Urban land complex, 0 to 6 percent slopes------------------------------------)
I
0.1
Wo Woodington fine sandy loam --------------_._----_-_-_-_--------_-----------__-_--_---I
IYaupon
I
33
6.5
YaB silty clay loam, 0 to 3 percent slopes ----�----------------------------------i
012 I
0.5
Water-
'
-I
Total---------------------------------------------------------------------

Table 2-2.
Values of SCS CN and Rational C for various cover conditions
(Rased upon SCS,1986)
Cover Description
SCS Curve Number Rational C
Percent
HSG
HSTSG
THSG HSG
HSG
HSG HSG
Impervious
A
B
I A
B
C D
loped urban areas
n ace
Poor condition (<50%
68
79
86
89 0.36
0.58
0.72 0.78
ass
Fair condition (50 -75%
49
69
79
84 0.15
0.38
0.58 0.68
grass
Good condition (>50%
39
1
Z4
80 0.15
0.22
0.48 0.60
araccl
Impervious areas
Pavement, roofs
98
98
98
98
0.96
0.96
0.96
0.96
Gravel
76
85
89
91
0.52
0.70
0.78
0.82
Dirt
Urban districts
72
82
87
89
0.44
0:64
0.74
0.78
Commercial and
business
89
92
94
95
0.78
0.84
0..88
0.90
85
Industrial
Residential areas lot size
81
88
91
93
0.62
0.76
0.82
0.86
72
1/8 acre (town houses,
condos
77
85
90
92
0.54
0.70
0.80
0.84
65
1/4 acre
1/3 acre
1/2 acre
61
57
54
75
72
70
83
81
80
870.50
86
85
0.15
0.15
0.44
0.40
0.66
0.62
0.60
0.74
0.72
0.70
38
30
25
1 acre
51
68
79
84
0.15
0.36
0.58
0.68
20
2 acres
Agricultural areas
46
65
77
82
0.15
6-30
654
0.64
12
Pasture, grassland
Poor
68
79
86
89
0.36
0.58
0.72
0.78
Fair
49
69
79
84
0.15
0.38
0.58
0.68
Good
39
61
74
80
0.15
0.22
0.48
0.60
Meadow mowed
30
58
71
78
0.15
0.16
0.42
0.56
Brush
0.15
0.15
0.15
0.15
Poor
48
67
77
83
0.15
0.34
Fair
35
56
70
77
0.15
0.15
0.54
Good
30
48
65
73
0.15
0.15
A0.66
0.46
Woods and pass orchard
Poor
57
73
82
96
0.15
0.46
0.64
0.72
Fair
43
65
__76
82
0.15
0.30
0.52
0.64
Good
32
58
72
79
0.15
0.16
0.44
0.58
Woods
Poor
45
66
77
83
0.'15
0.2
0.54
0.66
Fair
36
60
73
79
0.15
0.20
0.46
0.58
Good
30
55
70 1
77
0.15
0.15
0.40
0.54
Row crops, straight, good
67
78
85 1
89
0.34
0.56
0.70
0.78
Row crops, contoured, good
65
75
82
86
0.30
0.50
0.64
0.72
Small grain, good
63
75
83
87
0.26
0.50
0.66
0.74
Farmsteads
59
74
82
86
0.18
0 a8
0.64
0.72
JU!A - um ur n auunai t- were cOMPUtOa trorn U = 0.020 UN -1.0
Copyright H. R. Malcom, 2003 [2-I 0]
Hydrologic estimates

January 11, 2007
Anna CC Disser
REDD REALTY SERVICES
1254 Old Hillsborough Road
Franklin, TN 37069
Re: Report of Subsurface Investigation
Proposed CVS Pharmacy @ Calabash Road & Hwy-17
Calabash, North Carolina
GeoTechnologies Project No. 1-06-1919-EA
Dear Ms. Disser:
3100
Raleigh. North r.'r:r,r: ,•.� !`.
F Clk C • : r" . i
0 ')0
GeoTechnologies, Inc. has completed the authorized subsurface investigation to evaluate site
grading and foundation support considerations for a proposed CVS Pharmacy to be constructed at the
northeast quadrant of the intersection between Calabash Road and Highway 17 in Calabash, North
Carolina. Subsurface conditions at the site were investigated by advancing 5 soil test borings at the
approximate locations shown on the attached Figure 1. These locations were established in the field by
taping distances and estimating right angles from existing site features and should therefore be considered
approximate. The borings were advanced to termination depths of between 20 to 65 feet below existing
site grade utilizing standard penetration test procedures at selected intervals to evaluate the consistency
and density of the subsurface soils. This report presents the findings of our investigation and our
recomrnendations for site grading and foundation support,
SITE AND PROJECT INFORMATION
It is our understanding that a parcel of land located at the northeast quadrant of the intersection
between Calabash Road and Hwy-17 in Calabash, North Carolina will be developed with a freestanding
CVS Pharmacy. The single story building will consist of 13,255 square feet of retail space. The site is
currently undeveloped and is relatively level. The CVS �;eotechnical investigation requirements indicate
the structure will have maximum column loads of 120 kips and maximurn wall loads of 3.5 kips per linear
foot. In addition to the proposed building there will be asphalt paved areas surrounding the building. The
asphalt pavements will be designed for a 20 year life and 18,000 equivalent 18 kip single axle loads
(FSAL's).
SUBSURFACE CONDITIONS
A generalized subsurface profile prepared frorn the test boring data is attached to this report
as Fir;-ure 2 to graphically illustrate subsurface conditions enCol.mtered at this site. More detailed
descriptions of the conditions encountered at the individual test boring locations are then, presented
on the attached test boring records.
it
C'e-ote-ctmicol Ind Construction Moteriols resting Services

Redd Realty Services
CVS —Calabash
January 11, 2007
Page: 2
Subsurface conditions at the site consist of a 6 to 12 inch layer of topsoil underlain by clayey
sands and sandy clays to 3 to 6 feet below site grade. Penetration resistances in these surface soils varied
from 1 to 7 blows per foot (bpf). With increasing depth, the soils transition into a layer of highly plastic
clays with penetration resistances ranging from 6 to 15 bpf These highly plastic clays extended to
approximately 13 feet below site grade. The borings typically then encountered a layer of clayey sands
with penetration resistances ranging from 5 to 22 bpf. These clayey sands were underlain by a layer of
peat. The peat laver was identified as shallow as 17 feet below site grade in test boring B-3 and
encountered to a depth no greater than 25 feet below site grade in test boring B-1. The peat layer was
underlain by clayey sands and/or highly plastic clays with penetration resistances ranging from 0 to 5 bpf
Test borings B-4 and B-5 were terminated at 20 feet below site grade. "test borings B-1 and 13=2 were
extended to 65 feet below site grade, and test boring B-3 was extended to 50 feet below site grade.
Beyond a depth of approximately 33 feet below site grade, test borings B-I, B-2, and B-3 encountered a
gravely clayey sand mixture with penetration resistances varying from 8 to 22 bpf. Apparent Marl was
encountered at 65 feet below site grade in test borings B-I and B-2.
Groundwater was encountered between 1 and 2 feet below the existing site grade at the time of
boring completion. Regional groundwater levels will fluctuate with seasonal and climatic changes and it
may be different at other times. It should be noted that the near surface plastic clays are conducive to the
development of temporary perched water conditions during periods of inclement weather.
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data,
our understanding of the proposed construction, and past experience with similar projects and subsurface
conditions. Should existing plans change significantly from those now under consideration, we would
appreciate being provided with that information so that these recommendations may be confirmed,
extended, or modified as necessary. Additionally, should subsurface conditions adverse to those indicated
by this report be encountered during construction, those differences should be reported to us for review
and comment.
Suitability of Site. Subsurface conditions on the site appear suitable for the proposed
construction; however, the shallow plastic clays are moisture sensitive and during wetter times of the year
will soften and likely require some undercut and replacement with compacted structural till.
Additionally, the very loose sands, soft clays, and peat layer encountered between depth of 17 to 33 feet
pose a potential risk of excessive settlements. We anticipate the most suitable type of foundation system
would be driven timber piles. Timber piles driven to depths of 35 to 40 feet below grade could achieve
allowable capacities of 20 tons per pile.
Site Grading Considerations. Site grading should start with the removal of any vegetation or
topsoil from the proposed building pads and pavement areas. After the removal of topsoil, those areas at
grade or designated to receive fill should be proofi-olled with a partially loaded dump truck or similar
piece of equipment in order to identify those areas needing additional repair. Any area which ruts or
pumps excessively in the opinion of the engineer should be undercut to firm bearing and be backtilled
with properly compacted structural fill or as directed by the engineer. The shallow plastic clays
encountered over much of the site are moisture sensitive and will soften during periods of wet weather.
The site should be graded to prornote surface drainage and minimize depressions where water- can pond.
If grading is performed during the wetter winter months it is likely that the plastic clays will soften and
II P oTethna agRi tc

Redd Realty Services
CVS — Calabash
January 11, 2007
Page: 3
construction traffic will rut the site providing areas for water to stand and further soften the clays. If the
site gradin' is performed during the wetter winter months, we recommend consideration be given to
placement of a 2 feet thick compacted granular till over the proposed building pad and pavement areas to
minimize the need for subgrade repairs.
The on -site near surface soils are not suitable for reuse as structural Fill. if off -site borrow will be
imported, we recommend importing a silty or clayey sand with USCS symbol SM or SC as structural fill.
All new till should be compacted to not less than 95% of the standard Proctor maximum dry density
except in the final Foot beneath pavements and floor slabs where this requirement should be increased to
98% of the standard Proctor maximum.
Pile Foundation Support. We recommend that the structure be supported on pile foundations.
In order to evaluate potential capacities, a static analysis was performed for an 8 inch tip timber pile
and a 12 inch concrete pile. Figure 3 shows plots of ultimate skin friction and ultimate total capacity
plotted versus depth in feet for timber piles. Timber piles with an ultimate capacity of 40 tons for a
design capacity of 20 tons would need to penetrate to a depth of 35 to 40 feet below existing site
grade.
It is recommended that several penetration test piles be driven at the start of construction in
order to establish pile driving criteria and to better evaluate the required length of piling before the
order is placed for the remaining production piles. We suggest obtaining slightly over -length piles
and then driving with the hammer selected for the project until achieving a dynamic set indicative of
the design capacity based on the old state building code or the Hiley equation. It should be
recognized that the actual required pile lengths may be different from those calculated using static
equations and actual lengths may be longer or shorter than the estimated lengths.
Slab -on -Grades. Provided plastic clays are not exposed or a significant amount of Fill(greater
than 24 inches) is not place during the earthwork operation, the near surface soils will provide adequate
support for lightly loaded slab -on -grades. if any soft soils or plastic clays are identified, repairs should
consist of undercutting to a depth of 12 inches below design subgrade and replacing witli structural till
compacted to 98°% of standard Proctor maximum dry density. Assuming that at least 12 inches of
compacted granular structural fill exists over the shallow plastic clays, the slab can be designed using an
assumed subgrade modulus of 100 Pei.
Even if structural loads are supported on driven piles, we do not anticipate the need for a
structural slab unless a significant amount of till will be placed on the site. If the site is loaded with fills
of 2 feet or greater. the potential exists for some settlement of the peat layer encountered between 17 and
25 feet below the existing site elevation. As such; if existing grades will be raised, consideration should
be given to pre -loading the slab areas to allow any settlements to subside prior to construction. A waiting
period of 30 days should be exercised to allow potential settlements to subside. Once the Final grades for
the slab areas are established, GeoTechnologies can assist in determining quantities need for pre -loading
the site.
General Pavement Design Considerations. No detailed laboratory testing was completed to enable
us to perform a Final paverent design; however, based on our experience with similar soil types, a design
CBR value of'_'% can be utilized for calculating a pavement section. Based on specifications provided by
CVS, a traffic loading of 60,000 ESAL can be assumed. The subgrade soils will not be stable under

Redd Realty Services
CVS — Calabash
January 11, 2007
Page: 4
traffic unless thev are either lime treated or an 18 to 24 inch thick layer of granular soil is placed over the
clays. If lime treatment is used, it should be performed by an experienced contractor using proper
equipment. Following subgrade repair, we anticipate a CBR value of 6% can be utilized resulting in a
pavement section consisting of 3 inches of asphalt over 8 inches of CABC base course. In addition, we
recommend that a concrete pad having a minimum thickness of 5 inches over 4 inches of ABC stone be
placed immediately in front of dumpster pads to better distribute the heavy front wheel loads or trucks
used to empty the dumpsters.
The most important actors affecting pavement life in the area of the site are the condition or the
subgrade immediately prior to base course stone placement and post -construction drainage. It is important
the site grades be detailed to promote positive drainage away from paved areas and that all subgrades be
recompacted to 98% of the standard Proctor maximum dry density immediately prior to base course stone
placement. As previously discussed, we recommend that the subgrades of all pavement areas be
proofrolled and that any yielding areas be identified and repaired during the initial grading operations.
We recommend that all pavement areas be properly graded to promote runoff of water and to prevent
ponding of water on the pavement surface which can lead to eventual saturation of subgrade soils and a
loss of pavement support.
Seismic Design Considerations. The results of the borings reveal the presence a soft soils profile
to 65 feet below existing site grade. Based on these conditions, our experience in the area; and our
knowledge of the North Carolina Building Code, we recommend that a site class "E" be utilized with
regard to seismic design considerations.
Geo'fechnologies, Inc. appreciates the opportunity to be of service on this phase of the
project. Please contact us if you have any questions concerning this letter or if we may be of
additional service on this of other projects.
Sincerely,
�e1sneiplrp:�aaair
GeoTechnologies, Inc. pF;1e.•••••a.� z/
SEAL
026472
Toby Mallik; P.E. s z
NC Registration No. 26472 '; • , Glpl-.a
TM/pr-els/lam
Attachments
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0.0
0.
3.
33.0
65.0
65.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n In In do An inn
To soil
sc
Tart Clayey Fine
0 Loose SAND
2-2-3
Stiff Brown & Gray Fuse Sandy CLAY
CH
3-4--4
5-6-5
i
5-7-8
1-1-1
Dense Tan Fine Silty SAND
SW
Stiff Brown & Gray Silty CLAY
1
CL
Very Solt Gray CLAY
CH
Very Loose Brown Fine SAND & Peat
i
Very Loose Gray Clayey Fine SAND
SC
WOH
Medium Dense Gray Gravelly SAND
4-7-7
.a
7-10-9
7-10-12
-0
10-8-8
s'
r
e
7-9-12
. p.
c
c
F
c
8-10-11
a
•o
4-3-50/2"
c
v.
�
a
Partially Weathered Rock
Borin.o terminated at 65.5'
F
Groundwater encountered at 2.0' at time of boring.
JOB NUMBER 1-06-1919-EA
BORING NUMBER B- 1
DATE 1-3-07
PAGE 1 OF 1

DEPTH
(FT.)
0.0
1.0
2.5
7.0
12.5
18.0
23.0
27.0
32.0
56.5
58.0
62.5
64.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
.1U SOT
SC
%
�
� �
� �
� �
2-1-2
I
2-2-4
667
6-4-7
2-2-2
1-1-1
3-4-5
5-6-6
3-4-4
9-6-5
3-3-5
5-9-5
5015"
Q
i
Loose Brown Clavev Fine SAND
Firm Orange Brown Fine Sandy CLAY
CH
Stiff Gray CLAY
CH
Medium Dense Light Gray Slihelty Silty Fine
SAND
SM
Peat
Very Loose Gray Clayey Fine SAND
SC
Very Soft Gray CLAY
CH
Medium Dense Gray Clayey Gravelly SAND
o
.o
X
Partially Weathered Rock - Possible Limestone
Q
Medium Dense Gray Ciayev Gravelly SAND
Partially Weathered Rock
Q
Boring terminated at 64.5'
GrOUndwater encountered at 1.5' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I

DEPTH
(FT.)
0.0
0.
7
13.1
17.1
22.4
28.(
31.4
50.5
TEST BORING RECORD
_j
DESCRIPTION ELEVATION PENETRATION BLOWS PER.
(FT.) (]BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
5 Topsoil CL -
Firm orange Brown Fine Sandy CLAY 1-2-1
I 3-3-d
Stiff Gray & Red Fine Sandy CLAY CH
457
1
Medium Dense Orange & Tan Silly Fine SAND STvI
9-II-lI
Peat
2-1-2
Very Loose Gray Clayey Fine SAND Sc
1-1-I
Very Soft Gray Fine Sandy CLAY CH
1-1-1
Medium Dense Gray Clayey Gravelly SAND X
'a
'd
6-7-7
.a.
Boring tenninated at 50.5' 5-6-6
4
i
F
c
a
c
a
`a
i,
c
F
C
Groundwater encountered a1 1.0' 24 housrs after time of boring.
JOB NUMBER 1-06-1919-EA
BORING NUMBER B- 3
DATE 1-3-07
PAGE I OF I
Groundwater encountered a1 1.0' 24 housrs after time of boring.
JOB NUMBER 1-06-1919-EA
BORING NUMBER B- 3
DATE 1-3-07
PAGE I OF I

DEPTH DESCRIPTION
(k T.)
0.0
0.8
3.0
6.5
12.5
20.5
TEST BORING RECORD
ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
To soli
Sm
1 1
3-3-4
3-5-1U
3-5-7
3-3-4
1
Veto Loose Brorwn Silty Fine SA\0
Firm Light Gray Clayey Fine SAND
Sc
Stiff Gray & Orange Fine Sandy CLAY
CH
Loose Orange & Tan Silty Fine SAND
SM
Boring terminated at 20.5'
I
Groundwater encountered at 1.5' at time of borinj.
JOB NUMBER 1-06-1919-EA
BORING NUMBER B- 4
DATE 1-3-07
PAGE 1 OF I
r
0

DEPTH
(FT.)
0.0
0.3
3.0
7.0
11.5
17.5
20.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n In I)n An Ln Yn!\
To soil
Sc
a
o
1-0-: L
4-7-6
2-4-4
2-2-3
a
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r
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m
0
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a
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_ Very Loose Brown Clayey Fine SANID
Medium Dense Orange Clayey Fine SAND
SC
Firm Orange & Gray CLAY
CH
Loose Tan Silty Fine SAND
SM
Peat
Boring tenninated at 20.5'
Groundwater encountered at 2.0' at time of boring.
JOB NUMBER 1-06-1919-EA
BORING NUMBER B- 5
''SATE l -3 -07
PAGE 1 OF 1
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kaquAeTcer
Optimizing
environmental resources i water. air. earth
P.O. Box 1187 Brentwood, TN 37027-1187 � Phone [phone] Fax [phone]
August 6. 2007
Ms. Anna Disser
Redd Realty, Services
1254 Old Hillsboro Road
Franklin TN 37069
071615
RE: Preliminary Report on the Wetlands Delineation of Proposed CVS Store #7420 at
the Northwest Corner of the Intersection of Calabash Road and U.S. Highway 17 in
Calabash, North Carolina
Dear Ms. Disser:
AquAeTer, Inc. (AquAeTer) conducted site reconnaissance on July 20-21. 2007 for the
Proposed CVS Store #7420 at the Northwest Corner of the Intersection of Calabash Road and
U.S. Highway 17 in Calabash. North Carolina. Prior to on -site activities. wetland indicator
species, soils, aerial photographs. National Wetland Inventory maps, and topographic reaps were
reviewed. Additionally, the proposed CVS site schematic provided by Redd Realty and a land
survey provided by Mr. Dean Scarfoni mere reviewed prior to site reconnaissance. The
delineation was performed by AquAeTer personnel, per the United States Army Corps of
Engineers (USACE) wetlands Delineation Manual, Y-87-1 (on-line edition).
WETLANDS DELINEATION
The subject property: is L54-acre and is located at Latitude N 33.9064. Longitude W
78.5862 in Calabash. Brunswick County, North Carolina. The property is located northwest of
the intersection of U.S. Highway 17 and Calabash Road (SR 1300). The nearest body of water to
the subject property is Persimmon Swamp. located approximately. 1,000-feet to the southeast.
across U.S. Highway 17. Isolated thundershowers occurred in the Calabash area on July 18.
2007 prior to on -site activities.
During wetlands delineation. vegetation, soils. and hydrologic indicators on the subject
property and adjacent drainage ditches were reviewed. AquAeTer found that the entire 1.54-
acre parcel and the adjacent man-made drainage ditches are non -wet based upon absence of
hydrologic indicators and hydric soils. All wetlands delineation findings are subject approval by
the United States Corps of Engineers (USAGE) and North Carolina Department of Environment
and Natural Resources (NCDENR). Division of Water Quality (DWQ).

Ms. Anna Disser, Redd Realty Services
August 6, 2007
PROFESSI 'NAL OPIl".^1 `f
071609
Page 2
AquAeTer is preparing the required documentation to request a Jurisdictional
Determination (JD) from the USAGE Wilmington District Regulatory Branch. The USACE «'ill
review the provided documentation and will conduct a site visit prior to issuing the JD. The
Corps is the lead agency for wetland determination and will pass information, if required, to
DWQ. The request for the JD will be submitted to USACE no later than August 9, 2007.
Additionally. AquAeTer is investigating if submitting a Pre -Construction Notification (PCN)
Form to USACE can accelerate the time line for receiving the JD and DWQ approval for the
subject property.
Relevant wetland and soil maps which indicate the subject property and adjoining ditches
are non -wetlands are provided as attachments. A copy of the 7.5-Minute United States Geologic
Survey, Calabash. North Carolina Quadrangle indicating the specific location of the subject site
and a site diagram are included as an attachment to this letter. These maps. diagrams. USACE
delineation data sheets, previous AquAeTer correspondence with the USACE Wilmington
District and the United State Department of Agriculture Farm Service Agency (FSA) will be
included in our request for JD to USACE. Due to the recent EPA rulemaking on USACE
Jurisdiction there is a backlog of permit and JD requests at the Wilmington District office. The
dine line to receive an approved Jurisdictional Determination is estimated to be 6 to 18 months.
All wetland delineations are subject to USACE approval and are not final until a USACE
Jurisdictional Determination is issued by the appropriate District Office.
If you have any questions or need further information. please feel free to contact us by
telephone at [phone], by FAX at [phone]. or by electronic snail at
a k-ilding�"tz:aquaeter.coni or careen itiaquaeter.com.
Sincerely,
AquAeTer, Inc.
Amanda R. Wilding
Project Biologist
Attachments

ATTACHMENTS

Historical Topographic Map
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TARGET QUAD
SITE NAME: Proposed CVS Pharmacy
CLIENT: AquAeTer, Inc.
N
NAME: CALABASH
ADDRESS: NEC of Calabash Rd/U-S Hwy
CONTACT: Christopher S. Green
MAP YEAR: 1990
Calabash, NC 28467
INQUIRY#. 1820094.4
LATILONG: 33.9067178.5859
RESEARCH DATE: 12/19/2006
SERIES: is
SCALE: 1:24000

10011 viol �%!OSIH3 -Gu qos IN $11"I Id I!
No
114

Sites at elevations higher ftn
or equal to tho target property
+ Sites at elevations lower than
the target property
A Manuhmiured Gn Plants
Sensitive Receptors
National Priority List sites
Landfill Sinks
Dept. Defense Sites
DETAIL MAP-1820094.2s
--------------
.<
Indian Reservations 81A Hazardous Sabstanos i
oil 6 Gas pipetines drspasat Sass
100-year Rood zone
y ` SOo-]rear flood zone
National wetland inventory
State Wetlands
This report includes Interactive Map Layers to
dis andfor hide map intormalion. The
legen nudes only those icons for the
delault map view.
SITE NAME: Proposed CVS Pharmacy CLIENT: AquAeTer, Inc.
ADDRESS: NEC of Calabash R&U.S. Hwy CONTACT: Christopher S. Green
Calabash NC 28467 INQUIRY /: 1820094.2s
LATfLONG: 33.9067178.5859 DATE: December 18, 2006 b.56 pm
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http://www.topozone.conVprint.asp?la-33.90677&lon=-78.58623&s=48&size=m&u=6&1... 7/17/2007

Calabash Road and US Highway 17, Carolina Shores, NC - Google Maps Page 1 of 1
Address Carolina Shores Pkwy & cvj � d'
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North Camlina. Secretary of Stale
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PO wart M22 Raislo, NO 27626,09n (019) -2000
Date: 8120/2W7
Click tier* to:
View acmument Filings
Print apre«popiilatod Annual Rgpert Form ! Annual Report Coant i Fite a" Aarsueil Repmet
Corporation Names
Mqy N4rr Typ*
NC u114 Oak K. LLC Legal
Limited UaWlity Company Information
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Status:
CV,rWt-jtWvG
Date Formed:
W1012004
Citizenship:
Domestic
State of Inc,;
NC
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Registered Agent
Agent Nance;
Scacaral'sni, Dean .t.
Rogistered Office Address,
618 Prino+se Vrest
MrAingtor+
C 28401
Rogistamd Mailing Address:
616 Printass Street
Wimington NC 28401
#rleoipml Office Address:
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W imington NC; 2$404
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616 Princelas $trials#
1Mrknington NO 28401
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SOSID: 7397050
Date Filed. 8119/ 4 2.05:00 PM
Elaine F. Madbail
State of North Carolina North Carolina Secretary of Stste
Department of the Secretary of State OW423100505
Limited Liability Company
ARVICI ES x +�u�iRr'�.P'AiriZAMOINT
Pursuant to §57C 2-20 of the General Statutes of North Carolina, the tmdersig,aed does bemby subrait
thesc Articles of Orgonintio'n for the purpose of forming a iliraked liability company.
l , The name of the iieerited liability company is: LIVE OAK NC, LLC
2, Ifthe HrWted i'eability cornpmw is to dissolve by a specific date, the latest done on wWch the lis *ed
liability company is to dissolve. (If no darts for dinolud on is specified, there shill be na ftwit on
the duration of the Uwfted liability company)
3. The name and address of'esch person ez=ting these ai*les of organization is as follows;
(Mate whether each person is executing thane artwks of mganfaarion in rho capacity of a
member, organizer or both).
De= Scarsfimi — 0rSan zerfMmnber
616 i'zkmw Street
VikbroN NC 29401
4. The street address rind county of the initial registered office of the limited liability eompew is:
Number and Street: 616 Pr7gwas Street
City, State, Zip Cote: WilmkWoz, Notrtl'x Garolioa 29401 County: New Hanover
The miiiliteg add &% V dWenXt f oom #Ike street address, of the irliti i registered oiFice is:
6. The xta ne of the k6tial registered agent is: Demon Scarafoni
7, primi pal office fidbrmstioo: (Selwt either a or b.)
a. The 11miitcd liability oompany has s principal off
me,
The street address and emmy of the principal ofitee of tits lktited liability onmpuny is;
Number and Street: 616 Primm Street
City, State. Zip Code: Wllmitigton, North Carollers 28401 County: New Hanover
The mailing ad&MB, VdWenamfivM the onset ad -ens, of the principal ot'ix of the earporatim is;
b. ❑ The firnited liability coeetQany does trot have a prinwipal office.
£/Z 'd 0!Z'ON V B ti ���6WdHa �SW�i��[M1 rS�dfV l�'FO Ol �ODZ 'nZ'��"

S. Chwk one of the following:
—? (i) 1i vmbvrwmm d LLiC; all members by virtue of their stgus as tueuftrs shall be
nanagen of U* limited liability company.
0) Mallr9P?-, LLC' except as provided by N-co.s. Section 57C-3-20(a), the
mmbers oftivs &Aed liability company shall not be mapagers by virtue of their states as
ems.
9. Any othcx pmvisiora which the limited liability oampaay elects to include we attached,
10. These articles wlu be effective upon filing.
This is the day coifAA.ugust, 2004.
scmar
ow � '8�rlMentber
NOTES:
1. F049 &a Is $125. This daement mwRt be it W whb the 9metary of fible.
CORPORATIONS DIVISION PA Box 29622
(RevbedJauoy 2002) ItALEICiI NC (Form Ob22
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CarternBurgess
TO: Janet Russel
LETTER OF TRANSMITTAL
DATE: 10-17-07
Div. of Water Quality, NCDENR FAX:
127 Cardinal Drive Extension
Wilmington, NC
919.788.5882
FROM: Tom Wainwright PHONE: [phone]
PROJECT: CVS-Carolina Shores Stormwater RECEIVED
PROJECT#: 291649 OCT 2 2 2007
Please find the following items for:
Review and Comment
0 Approval
0 Pick-up
0 Your Use
DWQ
Transmitted via: PROD # 5N 30—f0 824-
Fax
Mail
Delivery
FX Fed -Ex
# Of Fax pages
COPIES
DATE
DESCRIPTION
1
10-17-7
ORIGINAL — Operations and Maintenance Plan
1
10-17-7
ORIGINAL — Stormwater Agreement between Owner and Tenant
1
Paul's comments
I
REMARKS: Janet — Please put in the hands of whoever needs this. Sent to you per Paul's comments.
This should be the final documentation needed for permit issueance, I believe. Thanks, Tom
CARTER & BURGESS, INC., 5811 GLENWOOD AVENUE, SUITE 300, RALEIGH, NC 27612
TELEPHONE [phone] FAX [phone]

Re: CVS - Carolina Shores NCDENR Stormwater Agreement betwee...
Subject: Re: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From: Paul Bartlett <[e-mail]>
Date: Thu, 27 Sep 2007 09:08:34 -0400
To: [e-mail]
CC: Linda Lewis <[e-mail]>
Mr. Scarafoni,
All of our permits require that a change of ownership be submitted to and approved by
DWQ within 30 days of such a transfer. The requested change to Item 3 is consistent
with a requirement that will be in the permit when it is issued. The Agreement is to
insure that the permit is transferred to succeeding owners and the responsibility for
maintenance of the BMP is done by succeeding owners.
Paul Bartlett
Stormwater Permitting
[phone] X235 (ph)
email: [e-mail]
[e-mail] wrote:
ett,
I have been informed of the following change in the "Stormwater Agreement Between
Owner and Tenant" that NCDENR has requested:
/DEHNR came back and requested a change to # 3 on the attached stormwater agreement
that Diane Glass and Dean Scarfoni had signed./
/I have made the change as requested and attached the document for your approval
prior to having this .re -executed./
/The previous version read "the responsibility for the maintenance of the BMPs for
the stormwater system shall pass in the chain of title to the owners successor in
interest./
/The new version reads "....system can only pass to another owner upon the division
of water quality's receipt of an official request to transfer the permit and the
divisions approval of that request"/
// First, there was no mention of this condition in your email of August 16.
Beyond that, it places an unreasonable encumbrance on the property. Any sale is
already subject to the government regulations, permits, tax liens, etc. that are in
place, including this Stormwater Agreement - that is your agency's control. To
require that a sale and purchaser be reviewed and approved by NCDENR in advance is
inappropriate and an excessive burden on the owner and, for that matter, your
agency. Does anyone know how long this process would take? Again, you have ample
control through the permit process and enforcement of the conditions required by
the permit. I respectfully request that this late change to the Agreement be set
aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
1 of 1 9/970nm 4•nQ a r/

Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement b...
Subject: Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and
Tenant]
From: Linda Lewis <[e-mail]>
Date: Wed, 26 Sep 2007 07:43:32 -0400
To: Paul Bartlett <[e-mail]>
Paul:
The lateness of this last addinfo item is due to me reviewing the permit at your
request.
All of our permits require that a change of ownership be submitted to and approved by
the Division within 30 days of such transfer. Mr. Scarafoni's permit will be no
different. He appears to be trying to foist off the responsibility of seeing that the
maintenance is done to the succeeding owners without having to transfer the permit. He
makes it sound like we have the control, when in fact, we have to rely on him to
notify us of ownership changes. He just needs to change the agreement and be done with
it.
It sounds like he doth protest too much. We must have hit a nerve where he thought
he'd outsmarted us or something.
Linda
Paul Bartlett wrote:
Linda,
Please review the attached email from Dean Scarafoni to me & either call or email
me so we can discuss a response. I also received a voice mail from Dean re the
Item#3 language that you wanted in the Agreement. The language referred to the BMP
system, not the sale of the entire property which seems to be his concern. He
doesn't want to sign the Agreement as it stands now & I am interested in what you
might suggest for Item #3. The file is in WiRO.
Thanks,
Paul---------------------------------------------------------------------
Subject:
CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From:
[e-mail]
Date:
Fri, 21 Sep 2007 14:21:17 +0000
To:
[e-mail]
To:
[e-mail]
CC:
[e-mail], [e-mail]
Mr. Bartlett,
I have been informed of the following change in the "stormwater Agreement Between
Owner and Tenant" that NCDENR has requested:
/DEHNR came back and requested a change to # 3 on the attached stormwater agreement
that Diane Glass and Dean Scarfoni had signed./
/I have made the change as requested and attached the document for your approval
prior to having this re -executed./
/The previous version read "the responsibility for the maintenance of the BMPs for
the stormwater system shall pass in the chain of title to the owners successor in
interest./
/The new version reads "....system can only pass to another owner upon the division
1 of 2
9/27/2007 826 AN

Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement b...
of water quality's receipt of an official request to transfer the permit and the
divisions approval of that request"/
// First, there was no mention of this condition in your email of August 16.
Beyond that, it places an unreasonable encumbrance on the property. Any sale is
already subject to the government regulations, permits, tax liens, etc. that are in
place, including this Stormwater Agreement - that is your agency's control. To
require that a sale and purchaser be reviewed and approved by NCDFNR in advance is
inappropriate and an excessive burden on the owner and, for that matter. your
agency. Does anyone know how long this process would take? Again, you have ample
control through the permit process and enforcement of the conditions required by
the permit. I respectfully request that this late change to the Agreement be set
aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
2 of 2
9/77/2()07 R•U ATn

Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement b...
Subject: Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and
Tenant]
From: Linda Lewis <[e-mail]>
Date: Wed, 26 Sep 2007 07:47:25 -0400
To: Paul Bartlett <[e-mail]>
Paul:
Basically what we want is a signed agreement between the Division and Mr. Scarafoni to
maintain the pond and to make sure that the lease agreement between Mr. Scarafoni and
CVS doesn't make CVS (or the leasee) the sole responsible party for maintenance. We
want assurances in writing that Scarafoni will maintain the permitted system should
CVS not live up to their lease, or should they vacate the property.
Linda
Paul Bartlett wrote:
Linda,
Please review the attached email from Dean Scarafoni to me & either call or email
me so we can discuss a response. I also received a voice mail from Dean re the
Item#3 language that you wanted in the Agreement. The language referred to the BMP
system, not the sale of the entire property which seems to be his concern. He
doesn't want to sign the Agreement as it stands now & I am interested in what you
might suggest for Item #3. The file is in WiRO.
Thanks,
Paul------------------------------------------------------------------------
Subject:
CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From:
[e-mail]
Date:
Fri, 21 Sep 2007 14:21:17 +0000
To:
[e-mail]
To:
[e-mail]
CC:
[e-mail],
Mr. Bartlett,
[e-mail]
I have been informed of the following change in the "Stormwater Agreement Between
Owner and Tenant" that NCDENR has requested:
/DEHNR came back and requested a change to # 3 on the attached stormwater agreement
that Diane Glass and Dean Scarfoni had signed./
/I have made the change as requested and attached the document for your approval
prior to having this re -executed./
/The previous version read "the responsibility for the maintenance of the BMPs for
the stormwater system shall pass in the chain of title to the owners successor in
interest./
/The new version reads "....system can only pass to another owner upon the division
of water quality's receipt of an official request to transfer the permit and the
divisions approval of that request"/
// First, there was no mention of this condition in your email of August 16.
Beyond that, it places an unreasonable encumbrance on the property. Any sale is
already subject to the government regulations, permits, tax liens, etc. that are in
place, including this Stormwater Agreement - that is your agency's control. To
require that a sale and purchaser be reviewed and approved by NCDENR in advance is
inappropriate and an excessive burden on the owner and, for that matter, your
1 of2 Q/2',7L) 25 AIN,
40? 8:-

Re: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement b...
agency. Does anyone know how long this process would take? Again, you have ample
control through the permit process and enforcement of the conditions required by
the permit. I respectfully request that this late change to the Agreement be set
aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
2 of 2
9/270-007 8:25 ATM

[Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement betwe...
Subject: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant]
From: Paul Bartlett <[e-mail]>
Date: Tue, 25 Sep 2007 11:43:47 -0400
To: Linda Lewis <[e-mail]>
Linda,
Please review the attached email from Dean Scarafoni to me & either call or email me so we can discuss a
response. I also receilred a voice mail from. Dean re the Item#3 language that you wanted in the Agreement. The
language referred to the BMP system, not the sale of the entire property which seems to be his concern. He
doesn't want to sign the Agreement as it stands now & I am interested in what you might suggest for Item #3.
The file is in WiRO.
Thanks,
Paul
Subject: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From: [e-mail]
Date: Fri, 21 Sep 2007 14:21:17 +0000
To: [e-mail]
CC: [e-mail], [e-mail]
Mr. Bartlett,
I have been informed of the following change in the "stormwater Agreement Between Owner and Tenant" that NCDENR has
requested:
DEHNR came back am! requested a change to A 3 on the attached stormwater agreement that Diane Glass and Dean Scarfoni had
signed
I have made the change as requested and attached the document for your approval prior to having this re -executed
The. previous version read "the responsibilityfor the maintenance of the BMPs for the stormwater system shall pass in the chain -of title
to the owners successor in interest.
The new version reads "....system can only pass to another owner upon the division of water quality's receipt of an official request to
transfer the permit and the divisions approval of that request"
First, there was no mention of this condition in your email of August 16. Beyond that, it places an unreasonable encumbrance on the
property. Any sale is already subject to the government regulations, permits, tax liens, etc. that are in place, including this Stormwater
Agreement - that is your agency's control. To require that a sale and purchaser be reviewed and approved by NCDENR in advance is
inappropriate and an excessive burden on the owner and, for that matter, your agency. Does anyone know how long this process would
take? Again, you have ample control through the permit process and enforcement of the conditions required by the permit. I
respectfully request that this late change to the Agreement be set aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant.eml Content -Type: message/rfc822
Content -Encoding: 7bit
1 of 1 9/25/2007 11:44 Ali

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Michael F. Easley, Governor
FAX COVEWSHEET
William G. Ross, Jr., Secretary
Date: 9/18/07 j/ ' \,f.No. of Pages: . 3 (Incl. Cover)
To: Tom Wainwrighf From: Paul Bartlett
Company: C & B Water Quality Section - Stormwater
FAX #: [phone] FAX #: [phone]
Phone #: [phone] X235
DWQ Stormwater Project Number: SW8 070824
Project Name: CVS Carolina Shores Store
MESSAGE:
Tom,
Attached are marked copies of changes that we need to the 2 Agreements before we
can issue the permit.
Please delete the current Item#3 and have Item #3 of the Owner/Tenant agreement
read: "The responsibility for the maintenance of the BMP(s) for the Stormwater System
can only --pass to another owner upon the Division of Water Quality's receipt of an official
request to transfer the permit and the Division's approval of that request". Live Oak and
CVS will need to sign/date and have notarized as before.
The.Operations and Maintenance Agreement for the wetland BMP needs to be signed
by the Applicant/Signing Official to whom we are issuing the permit, Live Oak NC,
LLCiDean Scarafoni, Manager, and notarizedidated.
Please send or deliver originals of the 2 requested items to the Wilmington Office to
facilitate issuing the permit as follows:
NCDENR — Div. Of Water Quality J�aj
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Janet Russell [phone] (direct)
ENB1ptb: S:IWQSISTORMWATER\ADDINF0120071070824FAX.sept07
1617 Mail Service Center, Raleigh, NC 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

SEP-18-2007 TUE 12;27 PM NCDENR FAX NO, 9103502004 P. 03
STATE OF NORTH CAROLINA
BRUNSWICK COUNTY
STORMWATER AGREEMENT BETWEEN OWNER AND
THIS AGREEMENT, made and entered into this the day of , 2007, by
and between LIVE OAK NC, LLC, hereinafter referred to as Owner, and CVS 7420 NC, L.L.C.,
hereinafter referred to as Tenant.
WITNESSETH
THAT WHEREAS, Tenant is this day accepting responsibility for the stormwater device(s)
installed on that certain real property known as , as shown on the
plat thereof recorded in the Book of Maps , Page , Brunswick County Registry, hereinafter
referred to as the property; and
WHEREAS, subject to the terms and conditions of this Agreement, the Tenant accepts
responsibility for the operation and maintenance: of the proposed best management practices
for the stormwater devices :and associated stormwater conveyance systems (collectively, the "Stormwater
System") located on the property; and
WHEREAS, subject to the terms and conditions of this Agreement, the Owner will maintain the
BMP(s) at his expense if the Tenant should decide to vacate the property and at the Tenant expense if the
Tenant fails to provide the proper maintenance, as required by the State of North Carolina Department of
Environment and Natural Resources Division of Water Quality and the Stormwater Permit issued by the
Division of Water Quality; and
WHEREAS, the Tenant understands that this Agreement shall inure to the benefit of its
successors in title, whomsoever they may be in the future.
NOW, THEREFORE, it is understood and agreed by and between the parties:
1. The maintenance of the BMP(s) for the Stormwater System shall be the responsibility of
the Tenant during its occupancy of the property; provided, however, that if any stormwater runoff from
any other party is diverted to the Stormwater System the Owner, then Tenant shall only be responsible for
its pro rata share of the maintenance of the BMP(s) for the Stormwater System and the Owner would be
liable for the remainder of such maintenance.
2. The maintenance of the BMP(s) for the Stormwater. System shall be the sole
responsibility of the Owner, if the Tenant vacates property.
respo- s'Mbi fhty for the maintenance of the BMP(s) for the Stormwater System Gh4L`-"'A 0 t)
i y
b
T I
e-Vc d�,�a-q a ka S f -f v 7'`r' - el4—c -e P �-w� r f a",�
Own* . D)l /f r o yr 1' �� �� ✓a-P�Tenant•
r
F.
Title: o_,� LC
Date' 0,- l';1- -�
CVS 7420 NC, L.L.0 ��@ °�•
By:
Name; Diane onvi., Gs
Title, Assistant 5ecre4-Ar
CV51ega1 approval ley Susan B. Cadson, Mintz Levin
Date: r,7
Page I of 2

SEP-18-2007 TUE 12:29 PM NCDENR FAX NO. 9103502004 P. 12
n^
Operations and Maintenance Agrcemeut: r
d '
VS 7 20 NC L.L.C., hereby acknowledges that it is the fh=cially respons
C 4 Yible party for
maintenance of this impoundment. It will perform the maintenance as outlined above•�CCe�c�
CVS 7420 NC, L.L.C.
By: — Date: CI'1-0
Name• `Dian a_McMon4e Mass
Title: , Aaeletae+t ecretary
CVS Legal Approval: Susan E. Carlson, Mintz Levin
I, fir. Illa.r , a Notary Public for the State of = �''�� ",County of
do hereby certify that 13 personally appeared before
me this day of -5=. "—' _ .. 200i� and acimowledge due execution of the
foregoing instrument. Witness my hand and official seal rq L
Seal my commission expires:
pawn M Allard
Notory Public
State of Rhode Island
my Commission fuPlres 06/22/2011 �-
c&�

SEP-18-2007 TUE 12:26 PM NCDENR FAX NO. 9103502004 P. 01
ER
North Carolina, Department of Envirorimefftoe and Natural Resources
Wilmington Re9►onal 0
[phone] W il4tam G. Ross ]r Secrciary
altGha
e! F. Easley, Governor Y w tJ '7 0 6-24 C Y 5
FAX COVED SHEET
C x # pages
From;
To.
Fax:
Remarks:
p 7 .
ter: w A
7' 15 f FAX.
4<:,- -7f
e,(.
1/0 - -(16 - 7402- 0)

S'W8 070824 CVS Carolina Shores Store
Subject: SW8 070824 CVS Carolina Shores Store
From: Paul Bartlett <[e-mail]>
Date: Tue, 18 Sep 2007 12:06:16 -0400
To: Janet Russell <[e-mail]>
Janet,
Linda Lewis & I have been discussing CVS. We are not going to issue the permit
until more info is received from the applicant. Please retrieve the file and send it
to me (either Linda or Ed may have it). In the meantime, please FAX the 2 0&M
Agreements in the file to me at [phone]. I'll be sending an AI request to
them this Thurs & will need a copy of the Agreements before I send the AI request.
Thanks,
Paul
1 of 1 9/18/2007 12:06 PM

Re: SW8 070824
Subject: Re: SW8 070824
From: Paul Bartlett <[e-mail]>
Date: Tue, 18 Sep 2007 11:52:18 -0400
To: Linda Lewis <[e-mail]>
You're welcome. Always a pleasure doing business...
Paul J l0 �%n '`•J"�' 'f`� ! '
Linda Lewis wrote: I d-7 z'4 �(
Paul:
That sounds fine. Thanks for working with me on this.
Linda
Paul Bartlett wrote:
Linda,
Thank you for your review.& comments. Good call. I'll get Live Oak to sign an
0&M as well and strike Item#3 in the Agreement. How about replacing it with:
"Maintenance responsibility can only pass to another owner upon the Division's
receipt of an official request to transfer the permit and the Division's
approval of that request." (per the last line of your email)
Paul
Linda Lewis wrote:
I Paul:
As requested, I looked over the permit for this constructed wetlands. In the
absence of a dedicated high density shell for wetlands, I'm OK with altering
the pond shell. One thing that worries me is that the person we are writing
the permit to has not signed an 0 & M agreement. As w` we disc`u'ssed, the
JJeTiLL±ee shou require a easee o maintain the wetlands through the
"Stormwater Agreement B� n the
property, but the ermittee~needs to sign an 0 & M with the Divis The
permittee needs a separat protect itself, but
our perms.. is wi C, L riot with the CVS, therefore, we need a
separate 0 & M sign d by the permittee. The agreement should be clear in that
the ultimate responsibility for maintaining the wetland falls to the
permittee. The Division will not be enforcing against the CVS for failure to
maintain- it will be enforcing against the permittee.
I also don't care for the language in item #3 of the agreement that says the
responsibility for the maintenance of the BMP shall pass in the chain of
title to the Owner's successor i.n interest. Maintenance responsibility can
only pass to another owner upon receipt of an official request to transfer
the permit and the Division's approval of that request.
Linda
1 of 1 9/18/2007 11:52 AM

Re: SW8 070824
Subject: Re: SW8 070824
From: Linda Lewis <[e-mail]>
Date: Tue, 18 Sep 2007 11:02:50 -0400
To: Paul Bartlett <[e-mail]>
Paul:
That sounds fine. Thanks for working with me on this.
Linda
Paul Bartlett wrote:
Linda,
Thank you for your review & comments. Good call. I'll get Live Oak to sign an O&M
as well and strike Item#3 in the Agreement. How about replacing it with:
"Maintenance responsibility can only pass to another owner upon the Division's
receipt of an official request to transfer the permit and the Division's approval
of that request." (per the last line of your email)
Paul
Linda Lewis wrote:
Paul:
As requested, I looked over the permit for this constructed wetlands. In the
absence of a dedicated high density shell for wetlands, I'm OK with altering the
pond shell. One thing that worries me is that the person we are writing the
permit to has not signed an 0 & M agreement. As we discussed, the permittee
should require the leasee to maintain the wetlands through the "Stormwater
Agreement Between -Owner and Tenant", while the leasee is on the property, but
the permittee needs to sign an 0 & M with the Division. The permittee needs a
separate O&M signed by the leasee to protect itself, but our permit is with Live
Oak NC, LLC, not with the CVS, therefore, we need a separate 0 & M signed by the
permittee. The agreement should be clear in that the ultimate responsibility for
maintaining the wetland falls to the permittee. The Division will not be
enforcing against the CVS for failure to maintain- it will be enforcing against
the permittee.
I also don't care for the language in item #3 of the agreement that says the
responsibility for the maintenance of the BMP shall pass in the chain of title
to the Owner's successor in interest. Maintenance responsibility can only pass
to another owner upon receipt of an official request to transfer the permit and
the Division's approval of that request.
Linda
1 of 1 9/18/2007 11:50 AN

SW8 070824
Subject: SW8 070824
From: Linda Lewis <[e-mail]>
Date: Mon, 17 Sep 2007 16:16:16 -0400
To: Paul Bartlett <[e-mail]>
CC: Ed Beck <[e-mail]>
Paul:
As requested, I looked over the permit for this constructed wetlands. In the
absence of a dedicated high density shell for wetlands, I'm OK with altering the
pond shell. One thing that worries me is that the person we are writing the permit
to has not signed an 0 & M agreement. As we discussed, the permittee should require
the leasee to maintain the wetlands through the "Stormwater Agreement Between Owner
and Tenant", while the leasee is on the property, but the permittee needs to sign
an 0 & M with the Division. The permittee needs a separate O&M signed by the
leasee to protect itself, but our permit is with Live Oak NC, LLC, not with the
CVS, therefore, we need a separate 0 & M signed by the permittee. The agreement
should be clear in that the ultimate responsibility for maintaining the wetland
falls to the permittee. The Division will not be enforcing against the CVS for
failure to maintain- it will be enforcing against the permittee.
I also don't care for the language in item #3 of the agreement that says the
responsibility for the maintenance of the BMP shall pass in the chain of title to
the Owner's successor in interest. Maintenance responsibility can only pass to
another owner upon receipt of an official request to transfer the permit and the
Division's approval of that request.
Linda
P
1 of 1 9/17/2007 4:30 PM

CVS - Carolina Shores NCDENR Stormwater Agreement between ...
Subject: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From: [e-mail]
Date: Fri, 21 Sep 2007 14:21:17 +0000
To: [e-mail]
CC: [e-mail], [e-mail]
Mr. Bartlett,
I have been informed of the following change in the "Stormwater Agreement Between Owner and
Tenant" that NCDENR has requested:
DEHNR came back and requested a change to # 3 on the attached stormwater agreement that Diane
Glass and Dean Scarfoni had signed.
I have made the change as requested and attached the document for your approval prior to having
this re -executed.
The previous version read "the responsibility for the maintenance of the BMPs for the stormwater
system shall pass in the chain of title to the owners successor in interest.
The new version reads "....system can only pass to another owner upon the division of water quality's
receipt of an official request to transfer the permit and the divisions approval of that request"
First, there was no mention of this condition in your email of August 16. Beyond that, it places an
unreasonable encumbrance on the property. Any sale is already subject to the government regulations,
permits, tax liens, etc. that are in place, including this Stonnwater Agreement - that is your agency's
control. To require that a sale and purchaser be reviewed and approved by NCDENR in advance is
inappropriate and an excessive burden on the owner and, for that matter, your agency. Does anyone
know how long this process would take? Again, you have ample control through the permit process
and enforcement of the conditions required by the permit. I respectfully request that this late change
to the Agreement be set aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
1 of 1 9/25/2007 2:23 PM

[Fwd: CVS Carolina Shores NCDENR Stormwater Agreement bet...
Subject: [Fwd: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant]
From: Paul Bartlett <[e-mail]>
Date: Tue, 25 Sep 2007 11:43:47 -0400
To: Linda Lewis <[e-mail]>
Linda,
Please review the attached email from Dean Scarafoni to me & either call or email me so we can discuss a
response. I also received a voice mail from Dean re the Item#3 language that you wanted in the Agreement. The
language referred to the BMP system, not the sale of the entire property which seems to be his concern. He
doesn't want to sign the Agreement as it stands now & r am interested in what you might suggest for Item 43.
The file is in WiRO.
Thanks,
Paul
Subject: CVS - Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant
From: [e-mail]
Date: Fri, 21 Sep 2007 14:21:17 +0000
To: [e-mail]
CC: [e-mail], [e-mail]
Mr. Bartlett,
I have been informed of the following change in the "stormwater Agreement Between Owner and Tenant" that NCDENR has
requested:
DEHNR came back and requested a change to # 3 on the attached stormwater agreement that Diane Glass and Dean Scarfoni had
signed.
Ihave made the change as requested and attached the document foryour approval prior to having this re -executed.
The previous version read "the responsibilityfor the maintenance of the BMPs for the stormwater system shall pass in the chain of title
to the owners successor in interest.
The new version reads "....system can only pass to another owner upon the division of water quality's receipt of an official request to
transfer the permit and the divisions approval of that request"
First, there was no mention of this condition in your email of August 16. Beyond that, it places an unreasonable encumbrance on the
property. Any sale is already subject to the government regulations, pen -nits, tax liens, etc. that are in place, including this Stormwater
Agreement - that is your agency's control. To require that a sale and purchaser be reviewed and approved by NCDENR in advance is
inappropriate and an excessive burden on the owner and, for that matter, your agency. Does anyone know how long this process would
take? Again, you have ample control through the permit process and enforcement of the conditions required by the permit. I
respectfully request that this late change to the Agreement be set aside.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
- Carolina Shores NCDENR Stormwater Agreement between Owner and Tenant.eml
Content -Type: message/rfc822
Content -Encoding: 7bit
1 of 1 9/25/2007 2:06 PM

SW'807G&N CVS Carolina Shores
Subject: SW8070824 CVS Carolina Shores
From: Paul Bartlett <[e-mail]>
Date: Tue, 18 Sep 2007 14:05:21 -0400
To: Janet Russell <[e-mail]>
Janet,
Attached is the FAX I just sent to Tom Wainwright at C-B. I also left him a voice
mail about the 2 items and to look for the FAX. Thev will send or deliver
originals of the requested items to WiRO & your attention. Toms' phone # is (919)
786-7535 (dir).
Paul
070824FAX.sept07.doc Content -Type: application/msword
Content -Encoding: base64
1 of 1 9/18/2007 3:08 PM

Re: SWo C70824 CVS Carolina Shores Store
Subject: Re: SW8 070824 CVS Carolina Shores Store
From: Paul Bartlett <[e-mail]>
Date: Tue, 18 Sep 2007 12:39:18 -0400
To: Janet Russell <[e-mail]>
Sounds good ... will do.
Paul
Janet Russell wrote:
Paul:
I am getting ready to fax you what I think you want. Linda says if you will
make the calls and get them to send in or bring in what we need to the
Wilmington Office - we will finish up the paperwork and issue permit here. No
need to forward file back to you. Any additional information should be sent to
my attention so that I car. be sure it gets to Linda & the correct file. How
does that sound?
Janet
Paul Bartlett wrote:
Janet,
Linda Lewis & I have been discussing CVS. We are not going to issue the
permit until more info is received from the applicant. Please retrieve the
file and send it to me (either Linda or Ed may have it). In the meantime,
please FAX the 2 0&M Agreements in the file to me at [phone]. I'll
be sending an AI request to them this Thurs & will need a copy of the
Agreements before I send the AI request.
Thanks,
Paul
1 of 1 9/18/2007 3:07 PM

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Michael F. Easley, Governor
FAX COVER SHEET
William G. Ross, Jr., Secretary
Date: 9/13/07 No. of Pages: 3 (Incl. Cover)
To: Tom Wainwright From: Paul Bartlett
Company: C & B Water Quality Section - Stormwater
FAX #: [phone] FAX #: [phone]
Phone #: [phone] X235
DWQ Stormwater Project Number: SW8 070824
Project Name: CVS Carolina Shores Store
MESSAGE:
Tom,
Attached are marked copies of changes that we need to the 2 Agreements before we
can issue the permit.
Please delete the current Item#3 and have Item #3 of the Owner/Tenant agreement
read: "The responsibility for the maintenance of the BMP(s) for the Stormwater System
can only pass to another owner upon the Division of Water Quality's receipt of an official
request to transfer the permit and the Division's approval of that request". Live Oak and
CVS will need to sign/date and have notarized as before.
The Operations and Maintenance Agreement for the wetland BMP needs to be signed
by the Applicant/Signing Official to whom we are issuing the permit, Live Oak NC,
LLC/Dean Scarafoni, Manager, and notarized/dated.
Please send or deliver originals of the 2 requested items to the Wilmington Office to
facilitate issuing the permit as follows:
NCDENR — Div. Of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Janet Russell [phone] (direct)
ENB1ptb: S:IWQSISTORMWATERIADDINF0120071070824FAX. sept07
1617 Mail Service Center, Raleigh, NC 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

CVS- Stormwater
Subject: CVS- Stormwater
From: "Wainwright, Thomas J." <[e-mail]>
Date: Thu, 13 Sep 2007 10:54:53 -0500
To: <[e-mail]>
Paul,
We had some rounding errors etc. Bound application calculations are correct. See attached changes.
Formal copy to be submitted. Please let me know if you have problems with this sheet.
Thanks,
Tom
Thomas Wainwright I Carter & Burgess I Project Manager - Water Infrastructure, Raleigh 1919.786.7535
919.783.5882 fax I [e-mail] I www.c-b.com
Content -Description: Scan001 (10).pdf
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1 of 1 9/13/2007 12:42 PU

CarterommBurgess
TO: Paul Bartlett
NCDENR
a Is ury ree
th loor
Archdale Bldg. Raleigh, NC
FROM: Tom Wainwright
PROJECT: CVS- Carolina Shores - Stormwater
PROJECT#: G
Please find the following items for: UA
.WSi
Fx Review and Comment
0 Approval
0 Pick-up
0 Your Use
LETTER OF TRANSMITTAL
DATE: 9/13/07
FAX: [phone]
PHONE:
itted via:
0 Fax
0 Mail
Delivery
Fed -Ex
# Of Fax pages
COPIES
DATE
DESCRIPTION
2
9/13/07
Stormwater Agreement Between Owner and Tenant - Originals
2
9/13/07
Operations and Maintenance Plan -Originals
REMARKS:
CARTER & BURGESS, INC., 5811 GLENWOOD AVENUE, SUITE 300, RALEIGH, NC 27612
TELEPHONE [phone] FAX [phone]

5811 Glenwood Avenue, Suite 300
Raleigh, North Carolina 27612
Carter"'Burgess Phone: [phone]
Fax: [phone]
www.c-b.com
September 6, 2007
Mr. Paul Bartlett, P.E.
Environmental Engineer
Wetlands and Stormwater Branch
NCDENR
1617 Mail Service Center
512 N. Salisbury St.
Raleigh, NC 27604
RE: Response to the Request for Additional Information
Stormwater Project No. SW8 unassigned c-, 70 E7,4-
CVS Pharmacy Carolina Shores Store
Brunswick County
C$B No. 902911649
Dear Mr. Bartlett:
On behalf of Dean Scarafoni and Redd Realty, attached please find responses to your
comments of August 21, 2007 regarding the Stormwater Management Design at CVS- Carolina
Shores.
Two copies are being submitted of the changes for your use.
1.) Please either delineate.........
RESPONSE.
T" A note was added to Sheet C-SP-.01 that states the wetland delineation consultant did not
see evidence of wetlands on the site.
2.) Ple Cse clffy7 (a) Drainage Area 1 (to BMP) .........
RESPONSE: �)
Application has been revised to reflect square feet and corrected to drainage area.
3.) Please revise Rv.........
RESPONSE.
The calculations shown in Section 4 of the report is accurate based on drainage area to the
BMP. The Application has been revised (see p. 2 of 4) as noted above.
vt4.) Please clarify the scales.........
Carter & Burgess, Inc. Carter & Burgess Consultants, Inc.
C&B Architeds/Engineers, Inc. C&B Architects/Engineers, P.C. C&B Nevada, Inc.

Mr. Paul Bartlett, PE
September 6, 2007
Page 2 of 2
RESPONSE:
The scales have been changed as noted.
5.) Please label contour elevations.........
61
RESPONSE.
Contours have been labeled as requested.
`6.) Please add 3 columns to the Plants List.........
RESPONSE:
These columns have been added.
7.) Please clarify Stormwater Management Note # 2.........
RESPONSE.
The note has been revised to read correctly.
The -original" Operation and Maintenance Agreement and the Agreement between the Owner
and Tenant are being submitted under a separate package.
Should you have any questions regarding this revised information, please contact me.
Sincerely,
Tom Wainwright, P.E.
Project Manager
cc. Marlane Klintworth — Redd Realty
Dean Scarafoni — Live Oak NC, LLC
TV01310902911649 C10S-CAL\CD'sXNCDENR\ba. Llett9_o_07.doc
Carter & Burgess, Inc. Carter & Burgess Consultants, Inc.
C&B Architects/Engineers, Inc. C&B Architects/Engineers, P.C. C&B Nevada, Inc.

RE: FW: CVS - Carolina Shores NCDENR Liability Issue
Subject: RE: FW: CVS - Carolina Shores NCDENR Liability Issue
From: "Robertson, Steve" <[e-mail]>
Date: Wed, 22 Aug 2007 15:59:44 -0400
To: "Wainwright, Thomas J." <[e-mail]>, "Paul Bartlett"
<[e-mail]>
CC "Robert V anSant" <Ro'[e-mail]>
Attached is a proposed copy of the Stormwater Agreement between Owner
and Leasee for item 3 below.
Let me know if you require any changes or additional information.
Thanks,
Steve Robertson
Construction Manager
REDD REALTY SERVICES
6700 Rollingwood Drive
Raleigh, NC 27613
[phone] Mobile
[phone] Fax
[e-mail]
-----Original Message -----
From: Wainwright, Thomas J. [mailto:[e-mail]]
Sent: Wednesday, August 22, 2007 1:53 PM
To: Paul Bartlett
Cc: Robertson, Steve
Subject: RE: FW: CVS - Carolina Shores NCDENR Liability Issue
Paul,
I just left a voice mail as well. Redd Realty is wondering how to
address item No. 3, part b) which requires a recorded access easement
to the BMP.
I suggested that the agreement state: The access easement for said BMP
to be recorded prior to CO of the building.
Then your approval letter for the BMP could condition the final
approval/CO of the building on receiving a satisfactory recorded
document that shows the access easement(s) for the CVS - BMP's. Or
something to that effect. I'm open to suggestions.
Thanks,
Tom
-----Original Message -----
From: Paul Bartlett [mailto:[e-mail]]
Sent: Thursday, August 16, 2007 10:12 AM
To: [e-mail]; Wainwright, Thomas J.; Gollings, Jamie E.
Subject: Re: FW: CVS - Carolina Shores NCDENR Liability Issue
Dean/Tom/Jamie,
Thank you for your patience. The permit application and
maintenance/liability approach should be as follows:
1. The permit will be issued to the Owner. Dean, if you are the Owner
of record, you are both the Applicant and Owner per Section I.1 and 1.2
of the application. If the Owner of the property is Live Oak
Development Company, they will be the Applicant and Dean can sign as
President per NC Administrative Code Section 15A NCAC 2H.1003(e)(1).
1 of 2 8/23/2007 9:38 AM

RE: FW: CVS - Carolina Shores NCDENR Liability Issue
2. The proposed project will be considered under a common plan of
development for the 17 ac tract. The Total Project Area per Section
III.3 of the application will be 17 ac. The proposed CVS leased and
built -upon area within the tract will be considered a pocket of high
density even if the balance of the 17 ac tract remains within low
density thresholds with or without future development. Therefore, the
permit will be reviewed as a high density permit and the -high density
application fee applies. The proposed BMP(s) may either be designed for
just the proposed CVS project or to handle projected BUA for the 17 ac-
tract at build -out. Bear in mind, the permit will be issued for the
entire 17 ac tract with future permit modifications and new permits
required depending on how the tract will be sub-divided/developed.
3. The Agreement between the Owner and Leasee should: (a) state that
the tenant is responsible for operation and maintenance of the proposed
BMP(s) and associated stormwater conveyance systems; (b) include a
recorded access easement to the BMP(s) and associated stormwater
conveyance systems; and (c) include a clause that the Owner will
maintain the BMP(s) at his expense if the Tenant should decide to vacate
the property and at the Tenant's expense if the Tenant fails to provide
the proper maintenance, as required by the Agreement and DWQ Stormwater
Permit.
Paul T. Bartlett, P.E.
Stormwater Permitting
[phone] X235 (ph)
[phone] (FAX)
[e-mail]
[e-mail] wrote:
-------------- Forwarded Message: --------------
From: [e-mail]
To: [e-mail]
Cc: [e-mail], [e-mail],
[e-mail], [e-mail]
Subject: CVS Carolina Shores NCDENR Liability Issue
Date: Sat, it Aug 2007 15:07:37 +0000
Mr. Bartlett,
I am the owner of a property that has an Express Stormwater Permit
review scheduled for August 20. The permit is being submitted for
a proposed CVS store by Tom Wainwright of Carter & Burgess. CVS
will be leasing the land from me. They will responsible for
building and maintaining the improvements on the property,
including the stormwater system. Can you tell me what I need to
do from NCDENR's perspective to assign the maintenance/liability
responsibility to CVS? I can be reached via email or the phone
number below. Thank you.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
2 of 2 8/23/2007 9:38 AM

STATE OF NORTH CAROLINA
COUNTY
STORMWATER AGREEMENT BETWEEN OWNER AND LEASEE
THIS AGREEME114T, made and entered into this the day of _ .20
by and between Owner , hereinafter referred to as Owner, and
hereinafter referred to as Tenant/Leasee;
WITNESSETH
THAT WHEREAS, Leasee is this day accepting responsibility for the stormwater device(s)
installed on that certain real property known as , as shown on the
plat thereof recorded in the Book of Maps , Page County Registry,
hereinafter referred to as property; and
WHEREAS, the Leasee accepts responsibility for the operation and maintenance of the proposed
BMP(s) and associated stormwater'conveyance systems; and
WHEREAS, the Owner will maintain the BMP(s) at his expense if the Leasee should decide to
vacate the property and at the Leasee expense if the Leasee fails to provide the proper maintenance, as
required by the Agreement and DWQ Stormwater Permit; and
WHEREAS, the Leasee understands that this Agreement shall endure to the benefit of his
successors in title, whomsoever they may be in the future.
Owner:
Owner
Date:
NOW, THEREFORE, it is understood and agreed by and between the parties:
1. The maintenance of the BPM(s) and Stormwater conveyance systems shall be the
responsibility of the Leasee during occupancy of property.
2. The maintenance of the BPM(s) and Stormwater conveyance systems shall be the sole
responsibility of the Owner, if the Leasee vacates property.
3. The responsibility for the maintenance of the BPM(s) and Stormwater conveyance systems
shall pass in the chain of title to the Owner's successor in interest.
Leasee:
Lease
Date:
Page 1 of 3

Page 2 of 3

NORTH CAROLINA
COUNTY
I, THE UNDERSIGNED notary Public of the County and
State aforesaid, certify that personally appeared before me this day and
acknowledged the due execution of the foregoing instrument.
WITNESS my hand and notarial seal, this the day of ,
Notary Public
My Comm. Exp.
Page 3 of 3

t/c01Z4c)7_ © �ceST
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality C)
Wetlands and Stormwater Branch cc
1617 Mail Service Center
Raleigh, NC 27699-1617
vl;lr-
Michael F. Easley, Governor William G. Ross', Jr., Secretary
FAX COVER SHEET
Date: 8121/07 No. of Pages: 4 (Inci. Cover)
To: Tom Wainwright From: Paul Bartlett
Company: C & B Water Quality Section - Stormwater
FAX #: [phone] FAX #: [phone]
Phone #: [phone] X235
DWQ Stormwater Project Number: SW8 witszkjned-
Project Name: Ci/S Pharmacy Carolina Shores Store
MESSAGE:
Tom,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Scarafoni, and a copy will be mailed to you.
If you use a courier service, please send to my attention at:
NCDENR — Div. Of Water Quality
Archdale Building, 12th floor, Room1209E
512 N. Salisbury St.
Raleigh, NC 27604
lacti
ENB1ptb: S:IWQSISTORMWATERIADDINFO\20071unassigned_CVS.aug07
1617 Mail Service Center, Raleigh, NC 27699-1617 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

OF W ATFR
�• Q
o -c
August 21, 2007
Mr. Dean Scarafoni, Manager
Live Oak NC, LLC
616 Princess Street
Wilmington, NC 28401
Subject: Request for Additional Information �-,092-4--
Stormwater Project No. SW8 unassigned
CVS Pharmacy Carolina Shores Store
Brunswick County
Dear Mr. Scarafoni:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for CVS
Pharmacy Carolina Shores Store on August 20, 2007. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
lans that none exist. ,i
se clarify: (a) Draina a Ar 1 (to BMP) (111,078 sf or 2.55 ac per
al ulations/plans and 13 er the application, Section 111.6); and (b)
ervious Area in DA1 1 sf or 1.65 ac er the calculations/plans and 7 ,2�f
r 1.7 ac per the applic III. to - Please repor�ia f5u"ilt-upon areas In
re feet on the application. (Marked application, page 2 attached0.
Please revise Rv, Qvol, and surface area calculations and plans for consistency based
on the response to Item #2 above.
. l•� ?Aease clarify the scales for Sheet #6 and Sheet #X1. It appears that the scale should
'be 1 "= - ,for both sheets instead of the 1 "=10' scale shown on the scale bars.
5. Please label contour elevations on Sheets #5 and #6 for the stormwater wetlands above
the ermanent pool elevation.
6. Please add 3 columns to the Plants List table on Sheet #X1 and complete the new
columns: umber of Plants (enter number for each), Shallow Water and Shallow Land
ss C/ (enter " " or check mark where applicable).
7. P �selarify Stormwater Management Note #2 on Sheet #6. It should read:... "pocket
r ., f high density... within an overall low density development."
� e
s derstanding that an original, signed/dated, and notarized wetlands Operation and
n ce Plan and that an original, signed/dated, and notarized Agreement between Owner and
t QTe t ill be provided either before or with the above items.
N�" ee hCarolina
AatarWIlly
Wetlands and Stormwater Branch 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone]
Intemet: h2o.ennstate.nc.us 512 N. Salisbury St. Raleigh, NC 27604 FAX [phone]
An Equal OppMunitylAffinnallve Action Employer — 50% Recycled110% Post Consumer Paper

Mr. Dean Scarafoni, Member
August 21, 2007
Stormwater Application No. SW8 unassigned
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to September
5, 2007, 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 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.
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.
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] X235.
Since ly,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:IWQSISTORMWATERIADDINFO120071unassigned_CVS.aug07
cc: Tom Wainwright, P.E., Carter & Burgess
Paul Bartlett
2

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4, Additional Project Requirements (check applicable blanks):
_CAMA Major —Sedimentation/Erosion Control _404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will mainly sheet flow from the parkin/store area into a
level spreader and then into a constructed wetlands pond.
2. Stormwater runoff from this project drains to the Lumber
River basin.
3.. Total Project Area: 17.15 acres 4. Project Built Upon Area: 9.9 96
5. How many drainage areas does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Infoiination . °
Drainage Area. 1.
Drainage Area 2
Receiving Stream Name
persimmon Swamp
same
Receiving Stream Class
c : SW
same
Drainage Area
3. 0 ac . = 13o a8o sr-
14 . 15 ac T(oty 3';q .5
Existing Impervious* Area
na
na
Proposed Impervious*Area
1 7 = 4F 05z gi+
% Impervious" Area (total)
Itpervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
0.3 0 a 13 '2Z.5 SF
0
On -site Streets
na
0
On -site Parking
1. 3 ac . ' Sor 628 sr-
0
On -site Sidewalks
E{ Vs & bF
Other on -site
Off -site
Total: 1. 7 ac . _ -4 y, 7Z.0q SI`
Total: U
impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

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NC G.L C
LETTER OF TRANSMITTAL
20 August 2007
NONE:
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Fax # Of Fax pages
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- rd
CC ._ — �RIPTION,,
2rmwater Express Review Submittal Package k.,e-t &pr ef,/-7
REMARKS:
Paul,
Please find attached two copies of our express review submittal documents.
CARTER & BURGESS, INC., 5811 GLENWOOD AVENUE, SUITE 300, RALEIGH, NC 27612
TELEPHONE [phone] FAX [phone]

CarternmemBurgess
TO: Mr. Paul Bartlett
NCDENR - DWQ
FROM: Thomas Wainwright, PE
PROJECT: CVS (Store # 07
PROJECT#: 0902911.649
Please find the following items for:
x0 Review and Comment
0 Approval
0 Pick-up
Your use
DATE:
FAX:
LETTER OF TRANSMITTAL
20 August 2007
Ned Pe0-Q4
J
PHONE: '
D - s7-�x.w��u- WdIwPS
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0 Fax # Of Fax pages %
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p qq
Icy I F U 5
�t%�,y►ld if�iV r�l�, f��^ar-�
COPIES
DATE
DESCRIPTION ®D
REMARKS:
Paul,
Please find attached two
O
'"� PB /7,
Lr v" 40al YC-
of our express review submittal documents.
!•' 9(4 59 f9 6�F'�
1 WAW
CARTER & BURGESS, INC., 5811 GLENWOOD AVENUE, SUITE 300, RALEIGH, NC 27612
TELEPHONE [phone] FAX [phone]

Carter:Gurge.ss
TO: Mr. Paul Bartlett DATE:
NCDENR - DWQ FAX:
FROM. Thomas Wainwright, PE PHONE:
PROJECT: CVS (Store # 07420)
PROJECT#: 0902911.649
Please find the following items for:
x0 Review and Comment
0 Approval
Q Pick-up
xQ Your Use
LETTER OF TRANSMITTAL
20 August 2007
Transmitted via:
0 Fax # Of _Fax pages
Mail
n Delivery
COPIES
DATE
DESCRIPTION
2
8/20/07
Stormwater Express Review Submittal Package
REMARKS:
Paui,
Please find attached two copies of our express review submittal documents.
CARTER & BURGESS, INC., 5811 GLENWOOD AVENUE, SUITE 300, RALEIGH, NC 27612
TELEPHONE [phone] FAX (919) 783�5882

A*A
SUJ 764 f� Reviewer
NCDENR
North Carolina Department of Environment and Natural Resources Submit o7
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone]
Time
Request for Express Permit Review Confirm
FILL-IN all information below and CHECK required Permit(s).
FAX io Express Coordinator along with a detailed narrative and vicinity ma o of the project location.
Projects must be submitted by 5.00 pm the day before the review date, unless prior arrangements are made.
APPLICANT Name / Title Dean Scarafoni, Manager ' +fir �d'� � J e�V7c0r
Company Live Oak NC.LLC
Address 616 Princess st. City Wilmington, NC Zip 28401 County New Hanover
Phone [phone] Fax [phone] Email dscarafoniO-Iiveoakdev.com
PROJECT Name CVS Pharmacy — Carolina Shores Store County Brunswick
PROJECT DRAINS TO Persimmon Swamp in the Lumber RIVER BASIN
ENGINEER/CONSULTAN
Nang7homas J. Wainwright V f ct wt j P ��i r 4rls I e 16 (� �o -7
Company a r - umess, nc. L T
Address 5811 Glenwood Ave.. Sui a 300 CityRaleigh a e C Zip 7612 /,/0 7 �u
Phone [phone] Fax [phone] Email Thomas.Wainwright0c-b.com
--------------------------------------------- —____—_--------___-----------
State or National Environmental Policy Act (SEPA or NEPA) — EA or EIS Required? ❑Yes ® No
---------------------------------------------- ------ -- ---- ------------------
STREAM ORIGIN DETERMINATION # of Stream calls Stream Name
--------------------------------------- ---------------------------------------------------------------------------
® STORMWATER ❑ Low Density (w/ pocket High Density)❑ High Density -Detention Pond® High Density - Other
(check all that apply)- ❑ Low Density -Curb & Gutter ❑ High Density -Infiltration Off -site
Wetlands MUST be addressed below B Plan Revision
------ —---- ----------------------------------------------- ------------------------------------------------
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
---------------------------------------------------------------------------
------------------------- ---------
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed
--__— --------- _---- __
Yes
VIETLANDS (401) Wetlands on Property ? ❑ No Isolated Wetlands on Property? ❑ Yes ® No
(Check all that apply) Wetlands will be impacted? ❑ Yes ® No Wetland impacts: acre(s)
Wetlands delineation has been completed? ® Yes ❑ No ❑ Buffers impacted: Acre(s)
USACOE Approval of Delineation completed? ® Yes ❑ No
404 Application in Process w/USACOE? ❑ Yes ® No / Permit recv'd from USACOE❑Yes ® No
401 Application Required? ❑ Yes ® No If Yes, ❑ Regular ❑ Express
---------------------------------------------------------------------------------------------
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
Total Fee:$ Stormwater $ Date Received
CAMA $
LQS $
401 $

Project Name:_ CVS Pharmacy -Carolina Shores Store
Stormwater Express Questionnaire (8/8/2007)
1. What is the applicant's full legal name? Dean Scarafoni
If a corporation, LLC or Partnership is involved, what is that name? Live Oak NC,LLC
If it's an LLC, is it ❑ manager -managed or ❑ member -managed?
Whatis the applicants title wicr iiii Tree corporation, LLC or partnership? Mana er
Will an agent (someone other than the applicant) be signing the application? 1j Yes ®No
If Yes, what is the agent's name and title?
❑Please note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
2 Where is the project located?
County Brunswick Nearest Town/City Town of Carolina Shores
(Attach a detailed vicinity map with both ocal Street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc.
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NC, US or interstate highway.)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase ll Post -
Construction rules will apply.
3. What is the name of the receiving stream? Persimmon Swamp
4. What River Basin is it located in? Lumber
What is the classification of the receiving stream? C;Sw
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property comer closest to the SA
or SR receiving stream must be drawn on the map.
5. If the project is high density, what type of stormwater management BMP's are being proposed?
check all that apply)
Wet Detention Infiltration Trench HAltemative
Infiltration Basin HOffsite
Sand Filter
Bio-retention Wetlands
Dry Detention H Other
How many separate BMP's are being proposed? 1 2 3 4 5 6 7 8 9 10 11 12 Other
5. Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
the proposed BMP's on the project and is not being diverted? ❑ Yes ® No
6. Is an access road across other property required to access the project? ❑ Yes ® No
7. Is there any existing development or pre-1988 existing BUA located on the pro erty?
(Please provide documentation & delineate and identify on the plans.) � Yes ® No
8. For high density projects, has all of the proposed BUA been collected? ❑ Yes ® No
(If not, attach a separate explanation sheet)
9. Will the project involve the subdivision and sale of property? ❑ Yes ® No
Is the subdivision ❑ residential or ❑ commercial?
Page 1 of 2

Project Name: CVS Pharmacy -Carolina Shores Store
How many lots are proposed?
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Have the wetlands been delineated? ® Yes [:]No
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
11. Are wet detention ponds or other engineered controls proposed to be located ad'acent
wetlands? Yes ER No
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHINT must be provided to demonstrate that the permanent pool of the BMP is above the
SHIN and will not dewater the wetlands over time. Mere possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report? ❑ Yes ® N/A
If yes, what was the date of the site visit?
Include a copy of the consultant's soil report with the application.
13. Does the project propose Level Spreaders at the outlet of all engineered controls and swales
prior to entering surface waters or wetlands? ❑ Yes ® No
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project a modification to an existing permit, part of a larger subdivision, or is it a lot that
will be treated in a BMP under a previously issued permit? ❑ Yes ® No
If yes, what is the name of the permitted facility?
What is the permit number of the permitted facility?
Is the permitted facility in compliance with its permit? Yes VNo
Have the deed restrictions been recorded? Yes
Have the deed restrictions been submitted? Yes
Has the Designer's Certification been submitted? Yes
15. Do the plans reflect all information as listed in 15A NCAC 2H.1003 (g)? ® Yes ❑ No
16. Have all of the design requirements of each proposed BMP been met? ® Yes ❑ No
(If not, attach a separate explanation sheet. Please note that ;he Express progmm is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet swale projects, has a
drainage area delineation map been provided? ® Yes" No
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
Page 2 of 2

CVS Pharmacy — Town of Carolina Shores Site
STORMWATER NARRATIVE
AUGUST 20, 2007
Existing Site: Existing project site is located at the northwest corner of the intersection
of US Highway 17 and Calabash Road in the Town of Carolina Shores. The existing
17.15 acre +/- tract consists of primarily a grassy farm field which has been left
unmanaged for some time now. The existing topography includes a small knoll located
immediately west of the proposed improvements. According to information provided to
us, no wetlands have been located on the project site. However, there are some cattails
located directly in front of some stormwater culverts within the NCDOT right-of-way.
AquAeTer performed an on -site reconnaissance of the area on July 20, 2007 and have
made a determination that there are no wetlands on the site. Stormwater runoff from the
project area eventually drains to Persimmon Swamp.
Proposed Project: The proposed project consists of the construction of a 13,225 sf CVS
Pharmacy on the existing tract of land as described above. The development proposed
with this application includes approximately 1.7 acres of impervious area on the 17.15
acre tract. This translates into a percent impervious less than 10%.
The soil material according to the geotechnical report: the surface material consists of
6" to 12" of topsoil. This is underlain by the subsurface material which consists mainly
of; fine sandy silty clays, silts and silty sands. The foundation for the building will be on
constructed piles. Approx. two to three feet of material will be required as embankment
material for the building pad.
The construction sequence will generally be; 1) Install the erosion control measures per
the approved plan. 2) Conduct the site grading and pile installation 3) construct the
building 4) construct the drives and walks 5) finalize stabilizing the site with any
permanent measures as required.
Stormwater Management Approach: At less than 10% impervious, this project is
proposed as a low density commercial development. NCDENR has determined that this
project area contains a pocket of high density development. St :,nnwater from the project
area will flow via surface conveyance (sheet flow and gutter flow) to either a grassed
swale or pretreatment level spreader and then to a constructed stormwater wetland.
Stormwater management approach will also be subject to the Town of Carolina Shores
stormwater policies.

Re: FW: CVS � Carolina Shores NCDENR Liability Issue
Subject: Re: FW: CVS - Carolina Shores NCDENR Liability Issue
From: [e-mail]
Date: Fri, 17 Aug 2007 13:42:43 +0000
To: Paul Bartlett <[e-mail]>, "Wainwright, Thomas J."
<[e-mail]>, "Gollings, Jamie E." <[e-mail]>
Paul,
Thank you. This is the information that I was looking for.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
-------------- Original message --------------
From: Paul Bartlett <[e-mail]>
> Dean/Tom/Jamie,
> Thank you for your patience. The permit application and
> maintenance/liability approach should be as follows:
> 1. The permit will be issued to the Owner. Dean, if you are the Owner
> of record, you are both the Applicant and Owner per Section I.1 and I.2
> of the application. If the Owner of the property is Live Oak
> Development Company, they will be the Applicant and Dean can sign a$
> President per NC Administrative Code Section 15A NCAC 211.1003(e)(1).
> 2. The proposed project will be considered under a common plan of
> development for the 17 ac tract. The Total Project Area per Section
> 111.3 of the application will be 17 ac. The proposed CVS leased arid!
&g t; built -upon area within the tract wiii be considered a pocket of high
> density even if the balance of the 17 ac tract remains within low
> density thresholds with or without future development. Therefore, the
> permit will be reviewed as a high density permit and the high density
> application fee applies. The proposed BMP(s) may either be designed for
> just the proposed CVS project or to handle projected BUA for the 17 ac
> tract at build -out. Bear in mind, the permit will be issued for the
> entire 17 ac tract with future permit modifications and new permits
> required depending on how the tract will be sub-divided/developed.
> 3. The Agreement between the Owner and Leasee should: (a) state that
> the tenant is responsible for operation and maintenance of the proposed
> BMP(s) and associated stormwater conveyance systems; (b) include a
> recorded access easement to the BMP(s) a! nd asso ciated stormwater
> conveyance systems; and (c) include a clause that the Owner will
1 of 2 8/20/2007 9-21 AM

Re: FW: CVS 4, Carolina Shores NC1)F,NR Liability Issue
> maintain the BMP(s) at his expense if the Tenant should decide to vacate
> the property and at the Tenant's expense if the Tenant fails to provide
> the proper maintenance, as required by the Agreement and DWQ Stormwater
> Permit.
> Paul T. Bartlett, P.E.
> Stormwater Permitting
> [phone] X235 (ph)
> [phone] (FAX)
> [e-mail]
>
> [e-mail] wrote:
> >-------------- Forwarded Message: --------------
> > From: deanscarafoni@comcast-net
> > To: [e-mail]
> > Cc: [e-mail], [e-mail],
> > [e-mail], [e-mail]
>.> Subject: CVS _ Carolina Shores NCDENR Liability Issue
> > Date: Sat, 11 Aug 2007 ! 15:07:3 7 +0000
> > Mr. Bartlett,
> > I am the owner of a property that has an Express Stormwater Permit
> > review scheduled for August 20. The permit is being submitted for
> > a proposed CVS store by Tom Wainwright of Carter & Burgess. CVS
> > will be leasing the land from me. They will responsible for
> > building and maintaining the improvements on the property,
> > including the stormwater system. Can you tell me what I need to
> > do from NCDENR's perspective to assign the maintenance/liability
> > responsibility to CVS? I can be reached via email or the phone
> > number below. Thank you.
> > Dean Scarafoni
> > President
> > Live Oak Development Company
> > 910-538-5855
> > [e-mail]
2 of
$/20/2.007 8-21 ,AM

Re:. [Fwd: M CVS - Carolina Shores NCDENR Liability Issue]
Subject: Re: [Fwd: FW: CVS - Carolina Shores NCDENR Liability Issue]
From: Paul Bartlett <[e-mail]>
Date: Tue, 14 Aug 2007 17:43:01 -0400
To: Linda Lewis <[e-mail]>
Thanks Linda,
Will do.
Paul
Linda Lewis wrote:
i Paul:
if this is the email you're asking about- I haven't had time to read it through all
the way, but.--- permit should be issued to owner. The paperwork between the owner
and the leasee is the place to deal with the issues of responsibility for
maintaining the system. Make sure their agreement includes a recorded access
easement to the basin and a clause that the owner will maintain the pond at his
expense should the tenant vacate the property, and at the tenant's expense should
the tenant fail to provide proper maintenance.
I agree that the common plan of development should be applied to this site.
Linda
Paul Bartlett wrote:
Linda,
I had a preliminary meeting on 7/24/07 for this CVS project with Dean Scarafoni
(Live Oak NC LLC) and Tom Wainwright & Jamie Gallings of Carter & Burgess. CVS
intends to lease approx. 1.5 ac that is within a 17 ac tract owned by Live Oak.
CVS intended to be the applicant and apply under low density rules by using the
17 ac as a project area (density > 50% within 1.5 ac CVS leased area). I told
Dean at the meeting the the owner (Live Oak) needs to apply for the permit for
the entire 17 ac tract that at least assumes a BUA at build -out since "Common
Development" would apply to the balance of the 17 ac & the proposed CVS project
is a pocket of HD even if the balace of the 17 ac isn't developed. I told them
to plan ahead & locate the BMP(s) at the most favorable location within the 17
ac. This wasn't what they wanted to hear since treatment options are limited.
Attached is their email response & I am interested in your opinion before I
proceed with them.
Previous experience with issuing a SW permit to a leasee (Carteret Crossing) has
involved receiving a contractual agreement between the owner & leasee that the
leasee is responsible for the BMP & associated collection & conveyance
systems/easements. Shall we take a similar approach to Carteret Crossing here?
In this case the BMP will likely be outside the 1.5 ac, and, I believe, should
be either designed for or the permit worded to modify the permit for build -out
of the 17ac.
Thanks,
Paul
Subject:
FW: CVS - Carolina Shores
From:
[e-mail]
Date:
Sat, 11 Aug 2007 15:09:26
To:
[e-mail]
NCDENR Liability Issue
+0000
1 of 2
R00/9,017 R•99 AIU

Re: [Fwd: FVJ. CVS - Carolina Shores NCDENR Liability Issue]
To:
[e-mail]
-------------- Forwarded Message: --------------
From: [e-mail]
To: [e-mail]
Cc: [e-mail], [e-mail],
[e-mail], [e-mail]
Subject: CVS Carolina Shores NCDENR Liability Issue
Date: Sat, 11 Aug 2007 15:07:37 +0000
Mr. Bartlett,
I am the owner of a property that has an Express Stormwater Permit
review scheduled for August 2.0. The permit is being submitted for
a proposed CVS store by Tom Wainwright of Carter & Burgess. CVS
will be leasing the land from me. They will responsible for
building and maintaining the improvements on the property,
including the stormwater system. Can you tell me what I need to
do from NCDENR's perspective to assign the maintenance/liability
responsibility to CVS? I can be reached via email or the phone
number below. Thank you.
Dean Scarafoni
President
Live Oak Development Company
910-538-5855
[e-mail]
2 of 2 8/20/2007 R-72 AM

Re: CV5-..C4eolina Shorees: Constructed Wetland Design
Subject: Re: CVS - Carolina Shorees: Constructed Wetland Design
From: Paul Bartlett <[e-mail]>
Date: Tue, 14 Aug 2007 09:10:20 -0400
To: "Gollings, Jamie E." <[e-mail]>
CC: "Wainwright, Thomas J." <[e-mail]>
Jamie,
Correct - Shallow land max 12" depth above permanent pool elevation per Hunt, Doll,
2000 ref on p. 9-11 & Fig. 9-7a.
Correct - Shallow water 3" - 6" below permanent pool elevation (note: identified as
primary cause of failure if this layer >611).
Almost Correct - Deep Pool 18" - 36" below bottom of shallow water, therefore 21" -
42" below PP elev per Figs. 9-7a & 9-7b. Forebay area (10%) can be distributed since
using pretreatment. A deep pool (5 - 10% of wetland area, approx. 5 ft diam) is
needed at the outlet structure.
Correct - Quest re 6" - 18" below PP elev: per Figs 9-7a & 7b this depth is in the
"Deep Pool" zone.
Notice per Fig. 9-7a: design forebay and deep pools so they are 6" or more *below*
seasonably *low* water table to keep wet.
Paul
Gollings, Jamie E. wrote:
Paul,
The BMP Manual seems to have a glitch or two in the depth zones. From what I can
see (cross section from high to low):
* Shallow Land (12" above normal pool - 30-40% of wetland area): Section
9.3.3 specifically lists 12". The major design elements
states maximum of 12". *This should be a maximum of 1211, correct?*
* Shallow Water (3-6" below normal pool - 40% of wetland area)
* Deep Pool. (18-36" below normal pool - 5-10% of wetland area)
* Forebay typically 5-10%. However, we do not have a traditional
forebay system as we discussed. Therefore, forebay area to be
distributed across other zones.
*In addition to the question behind the first bullet, how do we account for the
depth zone.between 6-18" below normal pool? Is this part of the deep pool?* This
seems to be an omission.
Thanks.
Jamie E. Gollings, PE I Carter & Burgess I Sr. Engineer 1 919.786.7544 1
919.783.5882 fax I [e-mail] I www.c-b.com
------------------------------------------------------------------------
This message contains confidential information and is intended only for the
individual named. If you are not the named addressee you should not disseminate,
distribute or copy this e-mail. Please notify the sender immediately by e-mail if
you have received this e-mail by mistake and delete this e-mail from your system.
E-mail transmission cannot be guaranteed to be secured or error -free as information
could be intercepted, corrupted, lost, destroyed, received late or incomplete, or
could contain viruses. The sender therefore does not accept liability for any error
or omission in the contents of this message, which arises as a result of e-mail
transmission. If verification is required, please request a hard -copy version from
the sender.
1 of 1 8/20/2007 8:23 AM

about:blank
Amanda:
If there are NO proposed wetland impacts, you will not need any wetland certification from DWQ.
The Army Corps will look at findings and either concur or not. If they concur, they will provide
paper.
If there are proposed impacts to wetlands, then you can make application simultaneously to the Corps
and DWQ.
As far as stormwater project submittal through Express or DWQ, when the submittal is made - any
wetlands on the site or adjacent to the property lines need to show up on the site plan. The signed
delineation or JD letter from the Corps should accompany the submittal.
If there are no wetlands on the property or adjacent to the project, that should be stated on the plans
and in the narrative.
Hope this answers your question.
Janet
Amanda Wilding wrote:
Ms. Russell:
We spoke this morning regarding the proposed location of a CVS Pharmacy in Calabash, Brunswick
County. A wetlands delineation was conducted on July 21-22, 2007. The findings of this report are not
finalized at this time, but the subject property and surrounding drainage ditches appear to be non -wetland
areas.
am aware of the current backlog at the Wilmington District Corp office and NCDENR, and I would like to
know if is possible to submit our findings to both the Corp and to the state simultaneously. Any
suggestions on how to streamline the process for the DWQ certification for the subject property would be
appreciated.
Thank you for you time and assistance, please let me know if you need any additional information.
Sincerely,
Amanda R. Wilding, M.S.
Biologist
AquAeTer, Inc.
615-373-8532
1 of 1 7/26/2007 9:35 AM

Calabash„ 1VC Property
Subject: Calabash, NC Property
From: "Amanda Wilding" <[e-mail]>
Date: Wed, 25 Jul 2007 15:46:59 -0500
To: <[e-mail]>
CC: "Amanda Klink" <[e-mail]>, "Chris Green" <[e-mail]>
Ms. Russell:
We spoke this morning regarding the proposed location of a CVS Pharmacy in Calabash, Brunswick County. A
wetlands delineation was conducted on July 21-22, 2007. The findings of this report are not finalized at this
time, but the subject property and surrounding drainage ditches appear to be non -wetland areas.
I am aware of the current backlog at the Wilmington District Corp office and NCDENR, and I would like to know
if is possible to submit our findings to both the Corp and to the state simultaneously. Any suggestions on how
to streamline the process for the DWQ certification for the subject property would be appreciated.
Thank you for you time and assistance, please let me know if you need any additional information.
Sincerely,
Amanda R. Wilding, M.S.
Biologist
AquAeTer, Inc.
615-373-8532
1 of 1 7/26/2007 9:17 AM

Re: C".VS-Carolina Shores
Subject: Re: CVS- Carolina Shores
From: Paul Bartlett <[e-mail]>
Date: Mon, 30 Jul 2007 08:37:10 -0400
To: "Wainwright, Thomas J." <[e-mail]>
CC: "Gollings, Jamie E." <[e-mail]>, [e-mail], Janet Russell
<[e-mail]>
Tom,
Mon., Aug 20 @ 9:00 for review meeting with applicant and you. Come to my office
first. I'll reserve conference room on 12th floor, Archdale Bldg.
Wainwright, Thomas J. wrote:
Paul,
Thanks again for meeting with us the other day. We would really like to get on
your calendar for express review on August 20th. I'm not sure what your
schedule is, but I also left a voice mail regarding the same.
Thanks,
Tom
Thomas Wainwright I Carter & Burgess I Project Manager - Water Infrastructure,
Raleiqh 1 919.786.7535 1919.783.5882 fax I [e-mail]
www.c-b.com
------------------------------------------------------------------------
This message contains confidential information and is intended only for the
individual named. If you are not the named addressee you should not disseminate,
distribute or copy this e-mail. Please notify the sender immediately by e-mail
if you have received this e-mail by mistake and delete this e-mail from your
system. E-mail transmission cannot be guaranteed to be secured or error -free as
information could be intercepted, corrupted, lost, destroyed, received late or
incomplete, or could contain viruses. The sender therefore does not accept
liability for any error or omission in the contents of this message, which
arises as a result of e-mail transmission. If verification is required, please
request a hard -copy version from the sender.
1 of 1 7/31/2007 8:40 AM

CVS - Carolina Shores
Subject: CVS - Carolina Shores
From: "Goslings, Jamie E." <[e-mail]>
Date: Wed, 25 Jul 2007 07:52:58 -0500
To: <[e-mail]>
CC: "Wainwright, Thomas J." <[e-mail]>, <[e-mail]>
Paul,
Thank you very much for meeting with us yesterday. Attached is a summary of our notes from yesterday's
pre -application meeting. Please review and let us know if you have any corrections or additions.
Regards,
Jamie E. Gollings, PE I Carter & Burgess I Sr. Engineer 1919.786.75441919.783.5882 fax
[e-mail] I www.c-b.com
This message contains confidential information and is intended only for the individual named. If you are
not the named addressee you should not disseminate, distribute or copy this e-mail. Please notify the
sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from
your system. E-mail transmission cannot be guaranteed to be secured or error -free as information could
be intercepted, corrupted, lost, destroyed, received late or incomplete, or could contain viruses. The
sender therefore does not accept liability for any error or omission in the contents of this message, which
arises as a result of e-mail transmission. If verification is required, please request a hard -copy version
from the sender.
NCDENR-DWQ Meeting_N
Content -Description: NCDENR-DWQ Meeting Notes.doc
Content -Type: application/msword
Content -Encoding: base64
i of 1 7/26/2007 9:44 AM

Cartern Bur
Meeting Notes
Meeting for Stormwater Permitting: Pre -application Meeting
®ate: July 24, 2007
Attendees:
Paul Bartlett: NCDENR-DWQ
Thomas Wainwright: Carter & Burgess, Inc.
Jamie Gollings: Carter & Burgess, Inc.
Location: NCDENR Office — Raleigh, NC
Items Discussed:
1. Tom introduced the project including general location (Intersection of
Hwy 17 & Calabash Road in the Town of Carolina Shores).
2. Paul went over some key items on the Application, particularly related to
the applicant. Paul suggests that as the owner, Live Oak Development
should be the applicant. It may be possible to list Reddland as the
applicant with an appropriate documentation that shows that Reddland
will be responsible for all aspects of the bmp(s). Whoever is the
applicant, they need to be properly registered with the State of NC
Secretary of State and signatures must come from appropriate individuals
within the applicant's organization.
3. An appropriate representative of the applicant must attend the Express
Review. This would include Dean Scarafoni if ownership of the pond is
not transferred.
4. Though this project is only a CVS, Paul considers this project to be part
of a "common development". As such, he considers this project to be
••overall low density with pocket of high density"
5. Paul strongly encouraged that the overall developer prepare a master
plan, including a master stormwater plan for permitting. However, he
understands that ultimately that work may come in the future as a
separate project from CVS.
6. Tom and Jamie explained that our intent for the project is to treat this as
a low density application since we were well under the built -upon
threshold for low density development. We explained that whatever bmp
is installed as part of this project could very well be obliterated and
replaced with a semi -regional bmp in the future. However, Paul insists
that this project must be developed as if it is a high density project.
7. We discussed design requirements which will be 85% TSS removal for
the first 1" of runoff. Also, Brunswick County is a Phase II community
Page 1 of 2

and peak flow attenuation for the 1-year, 24 hour storm will be required.
Note that this attenuation requirement is less than that of the Town of
Carolina Shores so it will not have a significant impact to the overall
design.
&. BMP design shaii be per NCDENWs recently adopted ( July 2007) BMP
Manual.
9. Options for BMP's? After considerable discussion, it was determined that
the only reasonable bmp options would be a constructed wetland or an
infiltration device. However, due to an existing high groundwater
elevation, the infiltration device might be difficult. Should an infiltration
device be pursued, additional geotechnical investigation would be needed
to determine infiltration rates and actual seasonal high groundwater
elevations. Standard tables for soil permeability will not be accepted. If
the constructed wetland is pursued, no further geotechnical work is
required (notify Vincent Lewis of NCDENR prior to any additional soils
investigation).
10. The design of a constructed wetland would include a level spreading _
depression at the top of bank since a traditional forebay would probably
be impractical. A standpipe/barrel system with riprap protection at the
outlet would be acceptable.
11. Express Review for Stormwater includes a $4,000 fee (Regular review is
$420). Re -review, if applicable, would include fees up to an additional
$4,000 depending on the extent of changes requested. We discussed in
detail what our intents would be under both the infiltration as well as the
constructed wetland options in order to clarify what types of
modifications would require additional fees. The requirements for
infiltration devices are not as clearly defined as they are for constructed
wetlands and we requested leniency in assessment of additional fees, if
required.
12. Paul will be on vacation for a week beginning August 27th. If we can
resolve our issues and provide the application package by August 20th, he
may be able to do the Express Review prior to leaving for vacation, We
discussed that we needed to determine internally .ghat path we wal—Ited
to pursue and also verify with the Town that this path will be acceptable
to them. After doing so, we would let Paul know our schedule.
Jamie E. Gollings_ prepared these meeting notes. Any corrections or additions
should be e-mailed to [e-mail]
Page 2 of 2

r.
234
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CVTCC,f;o
�/�
4135

CVS Gum Branch Jacksonville
Subject: CVS Gum Branch Jacksonville
From: Mary Jean Naugle <[e-mail]>
Date: Tue, 17 Jul 2007 17:32:53 -0400
To: Paul Bartlett <[e-mail]>, Linda Lewis <[e-mail]>, Rhonda Hall
<[e-mail]>, [e-mail], David Cox <[e-mail]>,
[e-mail], Cameron Weaver <[e-mail]>, Ed Beck
<[e-mail]>, Scott Vinson <[e-mail]>
f yi
i returned this project after the 3rd ad info was not returned in time. They changed
the design several times from bio retention to ponds to sand filters and never
provided the shwt and it appeared to be too high, this was also a common plan of
development from one of John Pierce LLCs, etc... = multiple issues each go round.
i thought i would let you know because i heard that there have been prior problems
with other CVS and it may be because they are not completing due diligence prior to
purchase of land.
MJ
......... . .__ __..... .......
Mary Jean Naugle NC DENR Express WiRO <Mary.Naugle(&,ncmail.net>
Express
DWQ
NC DENR
1 of 1 7/19/2007 8:18 AM

Ft V,
J ..-16-2007 MON 11:07 AM NCDENR FAX NO. 9103502004 P. 01
Nort CDENR
}7 Carolina Department of Environment and Natural Resaurt;es
-76 � / wilmington Regional Once
Michael F, Easley, Goverrl rr (910) 15
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�JUL-16-2007 MON 11:08 AM NCDENR . FAX NO, 9103502004 P. 02
AizffiyA
NCDIF11R►
North Carolina Pepartment of Environment and Natural Resources
127 Cardinal Drive Fixtension, Wilmington, NC 28405 [phone] FAX (91
Request for Express Permit Review
Reviewer
Submit
Time
Confirm
FILL-IN all information below and CHECK required Penrut(s).
FAX to Express Coordinator along with a detailed narradve and vicinity man of the project location.
Projects must be submitted by 5:00 pm the day before the review date, unless prior arrangements are made.
r'r f*�
APPLICANT Name 1 Title Marlane Klintworth _ V/ ��
Company Redd Realty Servioes-� (�"
Address 1254 old Hillsboro Road City Franklin TN Zip 370691 County Williamson
Phone [phone] Fax Email MarlaneK .aol.com
PROJECT 'Name CVS Pharmacy - Carolina Shores Store County Brunswick
PROJECT DRAINS TO Persimmon Swamp in the Lumber RIVER BASIN
ame Thomas J. Wainwright
Company Carter & Burgess
ve. Suite 300 City Raleigh State NC Zip-27612
one 919-786--7535 F x 919-783-5882 Email [e-mail]
State or Nationa nmental Policy Act (SEPA or NEPA) - EA or EIS Required? , []Yes Z No
®STR M ORIGIN DETERMINATION BD # of Stream calls Stream
Ne le M c,�9 , J C °�
--------_------------------ a._—.-.._.--_-------------
;.; Z"S;TORMWATER ❑ Low Densit
y ❑High Density -Detention Pond ❑High Density -Other
`'�chuck all that apply)-TSD ❑ Low Densi Curb & Gutter El High Density -Infiltration Off -site
Wetlands MU T be addressed below B Plan Revision
`COASTAL Y
❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
rMANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
--._—_-..------ ------- —..-------------..... --....__-____----.-._.._.____._._--��.-_.-�_-.-
=: ®'.LAND QUALITY ❑ Erasion and Sedimentation Control Plan with acres to be disturbed
-----_-.-.---- ..... -..........
WETLANDS (401) Wetlands on Property ? ❑ Yes ❑ No Isolated Wetlands on Property? ❑ Yes ❑ No
(Check all that apply) Wetlands will be impacted? ❑ Yes ❑ No Wetland impacts: acre(s)
TBD Wetlands delineation has been completed? ❑ Yes ❑ No ❑ Buffers impacted; Acres)
USACOE Approval of Delineation completed? ❑ Yes ❑ No
404 Application in Process w/USACOE? ❑ Yes ❑ No 1 Permit recv'd from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ❑ No If Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for �--��-
subsequent reviews due to the insufficiency of the permit application.
Total Fee:$ Stormwater $ Date Received
LAMA $
LQS $
401 $

JUL-16-2007 MON 11:09 AM NCDENR FAX NO. 9103502004 P. 03
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JUL-16-2007 MON 11:10 AM NODENR FAX NO. 9103502004 P. 04
Project Name, CVS Pharmacy -Carolina Shores Store
Stormwater Express Questionnaire (6/1512007)
1, What is the applicant's full legal name? Redd Realty Services. Inc.
plf a corporation, LLC or Partnership is involved, what is that name? Redd Realty Services.
! „c
Ids an LLC, is it 0 manager -managed or ® member mans e � f 6 Vf� �
What is the icant's t in a corporation, LLC or partnership? l't�
Will an agen o other than the applicant) be signing the application? LJ Yes IN No
If Yes, what is the agent's name and title?
OPlease note the application signature requirements are listed in NCAC 2H.1003 (e). In
summary, only the sole proprietor of a sole proprletorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that spelling, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on file with the NC Secretary of State.
2 Where is the project located?
County Brunswick Nearest Town/City Town of Carolina Shores
(Attach a detailed vicinity map with both local street names and SR, NC, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc,
Show the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
3 digit NO, US or interstate highway.)
If the project is located in Brunswick, Onslow or New Hanover Counties, NPDES Phase 11 Post -
Construction rules will apply.
3. What is the name of the receiving stream? Persimmon Swamp V
4. What River Basin is 4 located in? Lumber
What is the classification of the receiving stream? C;Sw Ill s- 23 P 2- I
For SA or SR waters, a separate scaled topographic map will be required. The project must be
accurately located on the map and the % mile radius from the property comer closest to the SA
or SR receiving stream must be drawn on the map.
5. If the project Is high density, what type ut storaTwater management SFAP's'are being proposed?
(check all that apply) To Be Determined
Wet Detention Infiltration Trench Infiltration Basin ❑ Sand Filter
Bio-retention Wetlands Alternative Offsite
Dry Detention Other
Mow many separate BMP's are being proposed? 1 2 3 4 5 6 7 8 9 10 11 12 Other TBD
S. Is there offsite runoff from the adjacent properties or public right-of-way that will drain into any of
the proposed BMP's on the project and is not being diverted? [l Yes Z No
6. Is an access road across other property required to access the proje(V ❑ Yes ® No
7. Is there any existing development or re-1988 existing BUA located on the pro a ?
(Please provide-locumentat'on & delineate and identify on the plans)-- - o
Far high density projects, has all of the proposed BUA been collected? Yes o
(If not, attach a separate explanation sheet) ❑ N
Page'I'--

JUL-16-2007 MON 11:10 AM NCDENR FAX NO, 9103502004 P. 05
Project Name: CVS Pharmacy -Carolina Shores Store
9. Will the project involve the subdivision and sale of property? ❑ Yes ® No
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed?
(Dead restrictions are require or all residential, commercial, low density or high density sub-
divi rts. ecific language for the various types of subdivisions is available from DENP.)
Have-th wetlands been delineated? ❑ Yes � No
�41fp ects-rec�ire either we an s e ineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.) No wetlands are located onsite. Potential wetlands
along NCDOT right-of-way are being evaluated.
11, Are wet detention ponds or other engineered controls proposed to be located ad'acent
wetlands? Yes [0 No
(if, yyas, a physical means to prevent the dewatedng of the wetland must be provided, or the
SHOT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders),
12. For infiltration projects, has a site visit been completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report? ❑ Yes Z NiA
If yes, what was the date of the site visit?
Include a copy of the consultant's soil report with the application.
Site Is not suitable for infiltration due to high groundwater.
13. Does the project propose level Spreaders at the outlet of all engineered controls and swales
prior to entering surface waters or wetlands? TBD ❑ Yes [:]No
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14, Is this project a modification to an existing permit, part of a larger subdivision, or is it a lot that
will be treated in a BMP under a previously issued permit? ❑ Yes ® No
If yes, what is the name of the permitted facility?
What is the permit number of the permitted facility?
Is the permitted facility in compliance with its permit?
Yes
No
Have the deed restrictions been recorded?
Yes
No
Have the deed restrictions been submitted?
Yes
No
Has the Designer's Certification been submitted?
Yes
No
15. Do the plans reflect all information as listed in 15A NCAC 2H.1003 (g)? [] Yes
No
Plans not yet complete. Plans will provide required information.
16. Have all of the design requirements of each proposed BMP been met? ❑ Yes
❑ No
(if not, attach a separate explanation sheet. Please note that the Express program is not set up
to handle any type of deviation from the standard design.) Plans not yet complete.
17. For each BMP in all high density projects, and low density curb outlet Swale projects, has a
drainage area delineation map been provided? Will be provided with plan submittal.
❑ Yes U No
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and suppiarnents should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement.
Page 2 of 2

JUL-16-2007 MON 11:11 AM NODENR FAX NO. 9103502004 P. 06
about:blank
Mr. Wainwright:
We are in receipt of the Request for Express Review. However, the following is needed before we
can schedule a
date and tune .for submittal of the project:
1. A completed Review request with the questions answered.
2. A Vicinity Map with road names.
3. A project narrative that discusses the stormwater containment measures and site conditions.
4. If the proposed stormwater treatment is an infiltration basin., additional information will be
needed for the soil scientist.
All blanks for the types of express permits being applied, for have been checked (Stream Origin,
Stormwater, Coastal Management, Land Quality). However, no further information has been given.
We need clarification on this.
Please provide as soon as possible.
Janet Russell.
Express Permitting
1 of 1 7/9/2007 11:47 AM