20080652 Ver 3_Stormwater Info_20080602

urban design planning civil engineering landscape architecture
TRANSMITTAL
223 North Graham Street, Charlotte, NC 28202
V: 704.333.0325 F: 704.332.3246 E. x P ©g • 0 (p S 2L V
DATE: 5/30/2008 NUMBER OF PAGES: 1
PROJECT NAME: Hadley PROJECT #: 1007154
TO: Joesphn Gyamfi BUS. PHONE: vi a
NCDENR BUS. FAX: 1, V L?
2321 Crabtree Blvd. Suite 250 BUS. MOBILE: JUN ?, 208
DEW QUAU
-WATERWMCH
Raleigh NC 27604 S???
. y??IDS AND
CC:
PAY
WE ARE SENDING: VIA: PURPOSE:
DRAWINGS
? SPECIFICATIONS
[Tcl APPLICATIONS
FEES
? REDLINES
? DISK/ CD
? OTHER
? MAIL
? FAX
? COURIER
? FEDEX GROUND
FEDEX OVERNIGHT
? HAND DELIVERY
? PICK UP
? EMAIL
? APPROVAL
? YOUR USE
? YOUR INFORMATION
? REVIEW/ COMMENT
? YOUR REQUEST
? SIGNATURE
QUANTITY: ITEM: DESCRIPTION:
3 set 2x 36 plan sheet SMP Submittal
3 sets Application Express Review Stormwater Management Plan Application
BMP Supplement and Required Items Check List
3 sets Forms Operation and Maintenance Agreements
Check #1066 in the amount of $1,500.00
3 sets Agreements Engineering Calculation Books
1 Check
2 Books
NOTES
FROM: Frank J. McMahan, PE
flm
If this document was delivered via FAX, the accompanying transmission contains confidential information intended only for the use of the individual of the entity named above.
If you are not the intended recipient, you are hereby notified that any disclosure, copying, distribution or the taking of any action in reliance on the contents of this facsimile
information is strictly prohibited. If you have received this FAX in error, please immediately notify us by telephone to arrange for disposition or return of the documents to us.
Charlotte NC
Washington DC Tampa FL Asheville NC Pinehurst NC Charlotte NC Nashville TN Beijing PRC
Permit No. UP 68 - C) 10 S a u 3
o be provided by DWO)
OF W A TF9
h
A-ZA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I.' PFRWEC'F INFORMATM
Project name HADLEY
Contact person FRANK J. MCMAHAN, PE
Phone number 704-333.0325
Date 28-May-08
Drainage area number SB-1
JIL N 0Fi;ItdA1VN
Site Characteristics
Drainage area 713,513.00 ft3
Impervious area 577,946.00 ft
% impervious 81.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 46,318.00 ft3
Volume provided 48,261.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth N/A in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.64 in
Rational C, pre-development 0.25 (unitless)
Rational C, post-development 0.70 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.11 in/hr
Pre-development 1-yr, 24-hr peak flow 6.15 ft3/sec
Post-development 1-yr, 24-hr peak flow 42.43 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 36.28 ft3/sec
Basin Elevations
Basin bottom elevation 612.00 ft
Sediment cleanout elevation 613.50 ft
Bottom of shelf elevation 617.50 ft
Permanent pool elevation 618.00 ft
SHWT elevation * see attachment ft p ? V
Top of shelf elevation 618.50 ft ttt???
Temporary pool elevation 621.00 ft JUN 2 2008
DEW - WAFER UUAL; I
WETLANDS AND STORMWATER BRANCH
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWO)
IL DESKIN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 2.84 (unitless)
Surface area at the bottom of shelf 13,521.00 ftz
Volume at the bottom of shelf 19,170.00 ft3
Permanent pool, surface area required 20,256.00 ft3
Permanent pool, surface area provided 20,278.00 ftz OK
Permanent pool volume 69,673.00 ft3
Average depth for SA/DA tables 3.44 ft OK
Surface area at the top of shelf 17,860.00 ft2
Volume at the top of shelf 8,426.00 ft3
Forebay volume 14,548.00 ft3
Forebay % of permanent pool volume 20.88 % OK
Temporary pool, surface area provided 25,685.00 -ft'
Drawdown Calculations
Treatment volume drawdown time 3.16 days OK
Treatment volume discharge rate 0.17 ft3/s
Pre-development 1-yr, 24-hr discharge 6.15 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.75 ft3/s OK
Additional Information
Diameter of orifice 3 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.73 :1 OK
Length to width ratio 3.78 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.65 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies DRAIN VALVE
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
* per discussions with the Geotechnical engineer the SHWT is significantly deeper than
the pond bottoms on site. Furthermore, all pond will have a clay liner and will not have
an effect on the SHWT.
Permit No.
`'f (to be provided by DWQ)
,y r
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initia Sheet No.
1. Plans (1" 50' or larger) of the entire site showing:
G" I ?t C ? 8; Design at ultimate build-out,
C-?•9 Off-site drainage (if applicable),
C-2 3 Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
x-2.c- 2, 3 Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
C'4.5 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
E 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
C- 2.v- 6-2.1 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
AL 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Permit
r- A
*A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along With all of the required information.
(to be provided by DWQ)
OBOE W AT
r
O ? T
I. PA
CT INFORMATION
Project name HADLEY
Contact person FRANK J. MCMAHAN, PE
Phone number 704-333-0325
Date 28-May-08
Drainage area number SB-2
q. N O TV11
Site Characteristics
Drainage area 413,820.00 ftz
Impervious area 223,453.00 ftz
% impervious 54.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 18,484.00 ft3
Volume provided 20,593.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth N/A in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.64 in
Rational C, pre-development 0.25 (unitless)
Rational C, post-development 0.70 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.11 in/hr
Pre-development 1-yr, 24-hr peak flow 85.27 ft3/sec
Post-development 1-yr, 24-hr peak flow 134.07 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 48.80 ft3/sec
Basin Elevations
Basin bottom elevation 594.00 ft
Sediment cleanout elevation 596.00 ft
Bottom of shelf elevation 601.50 ft
Permanent pool elevation 602.00 ft
SHWT elevation ' see attachment ft
Top of shelf elevation 602.50 ft
Temporary pool elevation 605.20 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
il. DE$WN # O:OWTMN
Volume and Surface Area Calculations
SA/DA ratio 2.03 (unitless)
Surface area at the bottom of shelf 17,745.00 ft2
Volume at the bottom of shelf 24,825.00 ft3
Permanent pool, surface area required 8,400.00 ftz
Permanent pool, surface area provided 21,687.00 ftZ OK
Permanent pool volume 83,332.00 ft3
Average depth for SA/DA tables 3.84 ft OK
Surface area at the top of shelf 25,820.00 ftZ
Volume at the top of shelf 11,877.00 ft3
Forebay volume 20,319.00 ft3
Forebay % of permanent pool volume 24.38 % Must be approx. 20%, Adjust pond dimensions
Temporary pool, surface area provided 21,687.00 -ft'
Drawdown Calculations
Treatment volume drawdown time 2.87 days OK
Treatment volume discharge rate 0.08 ft3/s
Pre-development 1-yr, 24-hr discharge 85.27 ft3/s OK
Post-development 1-yr, 24-hr discharge 70.35 ft3/s OK
Additional Information
Diameter of orifice 2.5 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 4.15 :1 OK
Length to width ratio 4.46 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.16 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies DRAIN VALVE
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
* per discussions with the Geotechnical engineer the SHWT is significantly deeper than
the pond bottoms on site. Furthermore, all pond will have a clay liner and will not have
an effect on the SHWT.
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Init' Sheet No.
'' C-1.3
ro, --al y--,> e-118
C-q.7JCFy, a
C• 2.2•, C• L.. 3

Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
10; C-8. l 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
1 3. Section view of the dry detention basin (1" = 20' or larger) showing:
C - 2.2 , C - 2. 3 Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.

,xv
6A& 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
_ 6'?U: NJ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
Ak 7. The supporting calculations.

8. A copy of the signed and notarized operation and maintenance (0&M) agreement.

9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Permit No.
(to be provided by DWQ)
OBOE W ATFROG
?AX
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name HADLEY
Contact person FRANK J. MCMAHAN, PE
Phone number 704-333-0325
Date 28-May-08
Drainage area number SB-3
11. DESIGN INFORMATION
Site Characteristics
Drainage area 669,082.00 ft
Impervious area 501,811.00 ftz
% impervious 75.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 40,243.00 ft3
Volume provided 41,209.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth N/A in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.64 in
Rational C, pre-development 0.25 (unitless)
Rational C, post-development 0.70 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.11 in/hr
Pre-development 1-yr, 24-hr peak flow 85.27 ft3/sec
Post-development 1-yr, 24-hr peak flow 134.07 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 48.80 ft3/sec
Basin Elevations
Basin bottom elevation 617.00 ft
Sediment cleanout elevation 618.50 ft
Bottom of shelf elevation 622.50 ft
Permanent pool elevation 623.00 ft
SHWT elevation ' see attachment ft
Top of shelf elevation 623.50 ft
Temporary pool elevation 625.40 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Volume and Surface Area Calculations
SAIDA ratio 2.61 (unitless)
Surface area at the bottom of shelf 18,501.00 ft3
Volume at the bottom of shelf 25,601.00 ft3
Permanent pool, surface area required 17,463.00 ft2
Permanent pool, surface area provided 21,690.00 ft2 OK
Permanent pool volume 70,966.00 ft3
Average depth for SAIDA tables 3.27 ft OK
Surface area at the top of shelf 25,098.00 ft2
Volume at the top of shelf 11,697.00 ft3
Forebay volume 14,010.00 ft3
Forebay % of permanent pool volume 19.74 % OK
Temporary pool, surface area provided 28,420.00 ft
Drawdown Calculations
Treatment volume drawdown time 3.02 days
Treatment volume discharge rate 0.15 ft3/s
Pre-development 1-yr, 24-hr discharge 85.27 ft3/s
Post-development 1-yr, 24-hr discharge 70.35 ft3/s
Additional Information
Diameter of orifice
Design TSS removal
Basin side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
3
85
3.00
10.00
10.00
3.30
1.55
Y
1.84
N
Y
Y
DRAIN VALVE
in
ft
(Y or N)
ft
(Y or N)
(Y or N)
(Y or N)
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Design must be based on 90% TSS removal
OK
OK
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
* per discussions with the Geotechnical engineer the S1 WT is significantly deeper than
the pond bottoms on site. Furthermore, all pond will have a clay liner and will not have
an effect on the SHWT.
°
Permit
(to be provided by DWQ)
III: REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initi Sheet No.
m i C- 4,
C_ Z' a

Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
( A- C 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
u € `' 3. Section view of the dry detention basin (1" = 20' or larger) showing:
z;c-2.3 Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
g Q?f, ,F

-ape
(At c t
y
v
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
X 0 -oto52v
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied far use as an original QI
1. GENERAL INFORMATION
JUN 2 2008
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project): DENR .WATER Q U41' 1 BRAN
ARROWOOD STATION LLC i ANDS 0,0 STORO
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
MATT BROWDER - ASSOCIATE
3. Owner Mailing Address for person listed in item 2 above: /60p CWorn aEjy 90Al>
City: CHARLOTTE State: NC Zip. 28203
Phone Number: 04 887-4765 Fax Number: ?) 342-3453 Email Address: matt@harrisdevelopmentgroupig
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, inspection and maintenance agreements, etc.):
HADLEY
5. Location of project (Street Address):
7500 ENGLAND STREET
City: CHARLOTTE
County: MECKLENBURG
6. Directions to project site (from nearest major intersection):
From the intersection of South Blvd. and E. Arrowood Dr heading westerly along E Arrowood Dr
making a left on England Street.
7. Latitude: 35.13255249021852 Longitude: -80.88072011566 of project
8. Contact person who can answer questions about the project:
Name: Frank J. McMahan, PE Telephone Number: L04)333-0325
Fax Number: 704 376-8235 Email Address: fmcmahan(a7landdesign.com
1/2008 Version 1.0 Page 1 of 5
II. PERMIT INFORMATION
1. Specify whether project is (check one): ? New Renewal Modification
.' .0 ibis A a newaproject;iunder which local government's jurisdiction does the project fall (e.g. Town of
Cary, City of Raleigh, or Wake County)? City of Charlotte
3. Is there a state-approved stormwater management program implemented by the local government or state
under any of the following programs (Check all that apply)?
Phase lI Post Construction Water Supply Watershed Neuse or Tar Pamlico NSW
Randleman WSWS USMP Coastal Counties HQW ORW
4. If this application is being submitted for a renewal or modification to an existing permit, list the existing
permit number and its issue date (if known)
5. Specify the type of project (check one):
Low Density ? High Density Redevelopment General Permit Other
6. Additional Project Requirements (check the ones applicable):
_CAMA Major Sedimentation/Erosion Control 404/401 Permit _ NPDES Stormwater Other
CVWQ -0Og - 0652 ApproveD) _ _
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
in. 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.
Storm water shall be treated utilizing a Wet Detention Basin and the NCDENR SAIDA Ratio
2. Stormwater runoff from this project drains to the Catawba River basin.
3. Total Project Area: 46.778 acres
5. How many drainage areas does the project have? 3

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 Information
Receiving Stream Name Drainage Area 1
Kin s Branch Drainage Area 2
Kin s Branch
Receiving Stream Class C C
Drainage Area 16.38 ac 9.5 ac
Existing Impervious* Area 0 0
Proposed Impervious*Area 13.26 ac 5.13 ac
% Impervious* Area (total) 81 54
Project Built Upon Area: 64
1/2008 Version 1.0 Page 2 of 5
Impervious" Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings 3.20 2.50
On-site Streets 2.80 1.93
On-site Parking 0 0
On-site Sidewalks 1.14 .7
Other on-site 2.20 0
Off-site 3.92 0
Total: 13.26 ac Total: 5.13 ac
impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off-site impervious area listed above derived? Offsite impervious area was based on
possible future build out conditions and drainage patterns
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built-upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer
authorization or General Certification numbers DWQ #08-0652 as issued by the
Division of Water Quality. These covenants may not be changed or deleted without the consent of the
State.
2. No more than N/A square feet of any lot shall be covered by structures or impervious
materials. Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material
but do not include wood decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossing.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater
control system. These connections to the stormwater control system shall be performed in a manner that
maintains the integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required above, that the covenants will be binding on all parties
and persons claiming under them, that they will run with the land, that the required covenants cannot be
changed or deleted without concurrence from the State, and that they will be recorded prior to the sale of any
lot.
1/2008 Version 1.0 Page 3 of 5
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP
specified for this project. The most current form(s) located on the 401/wetlands unit website at
http://b2o.enr.state.nc.us/su/bmp forms.htm must be used. Please include both the Design Summary and the
Required Items Checklist along with all required items and supporting design calculations.
Bioretention Supplement
Wet Detention Supplement
Dry Detention Supplement
Level Spreader/Filter Strip/Restored Buffer Supplement
Stormwater Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Infiltration Trench Supplement
Infiltration Basin Supplement
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space
provided next to each item. Iuiti 1
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BUT
• Application processing fee (payable to DWQ)
• Detailed narrative description of stonmwater treatment/management
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
1/2008 Version 1.0 Page 4 of 5
Section 6 Continued
Basin Information Drainage Area 3
Receiving Stream Name Kings Branch
Receiving Stream Class C
Drainage Area 15.36 ac
Existing Impervious Area 0
Proposed Impervious Area 11.52
% Impervious Area total 75

Impervious Surface Area Drainage Area 3
On-site Buildings 1.2
On-Site Streets 1.3
On-site Parkin 0
On-site Sidewalks 0.4
Other on-site 7.9
Total: 11.52
VU. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):
Mailing Address:
City: State: Zip:
Phone: Fax:
VIII. APPLICANT'S CERTIFICATION
I, (print or type name ofperson listed in General Information, item 2) Matt Brower
certify that the information included on this application form is, to the best of my knowledge, correct and that
the project will be constructed in conformance with the approved plans, that the required deed restrictions and
protective covenants will be recorded, and that the proposed project complies with the requirements of ISA
NCAC 2H.1000.
Signature: Date: S Z 0/c)
8
112008 Version 1.0 Page 5 of 5
ay'v b&- 065a us
STORMWATER MANAGEMENT NARATIVE FOR HADLEY
Purpose
The purpose of this study is to analyze the Water Quality/ Detention for Pre and Post
conditions and size the proposed Wet Ponds.
Stormwater Management
The objective of the BMP is to minimize the effects of the development by meeting the
runoff characteristics of the pre developed state of the project site. The main objective of
the BMP is to remove pollutants. The removal mechanisms used for this project are Wet
Detention Basins. Within the Wet Detention Basin forebays are utilized as settling basins
near the inlet to dissipate energy of the incoming stormwater and to settle the larger
incoming sediment particles. The Wet Detention Basins have been designed to achieve
85 Percent TSS removal efficiency, this was achieved by using the surface area to
drainage area ratio tables.
Engineering Background
Detention
Wet Pond #1, Wet Pond #2 and Wet Pond #3 will match the pre development peak storm
water release rates for the 2 and 10 year, 24 hour storm events for the on site drainage
area. The offsite drainage areas will bypass the aforementioned Wet Ponds. However, the
bypass flow and the flow from Wet Ponds #2 and #3 have the same discharge point,
therefore it will be demonstrated within these calculations that the pre and post developed
flows for Wet Pond #2, Wet Pond #3 and the bypass flow will be combined.
Wet Pond #1 has also been designed to detain the additional 2.36 acres from the CATS
Volume #3 plans as requested by CATS. Wet Pond #1 has been adjusted so that the pre
development peak storm water release rates for the 2 and 10 year storm events for the on
site drainage areas.
Water Quality
Wet Pond 91, Wet Pond #2, and Wet Pond 43 have been designed to provide detention
for the 1" storm event above the Permanent Pool Elevation. The detention provided for
the 1" storm event is for on site drainage areas. The water quality volume formulas used
were based on the SA/DA Ratio.
Wet Pond #1 has been designed to provide detention for the additional 2.36 acres from
the CATS Volume #3 plans as requested by CATS for the 1" storm event above the
Permanent Pool Elevation.
JUN 2 2008
yJ? l ? iiN17SHxU gSORM`NATER
Summary of Results
Wet Pond #1
• Temporary Water Quality Pool Volume:
Required:
Provided:
• Forebay Volume:
Required:
Provided:
• 2 year, 24 hour Design Storm
Pre Developed Runoff
Post Developed Runoff (no control):
Post Developed (w\ pond):
Max. Stage:
• 10 year, 24 hour Design Storm
Pre Developed Runoff:
Post Developed Runoff (no control)
Post Developed (w\ pond):
Max. Stage:
Wet Pond #2 and Wet Pond #3
46,318 cf
48,261 cf @ Elevation 620.1
13,935 cf
14,548 cf (21%)
9.39 cfs
53.26 cfs
1.92 cfs
621.38
22.94 cfs
91.23 cfs
21.54 cfs
622.67
• Temporary Water Quality Pool Volume (Wet Pond #2):
Required: 18,484 cf
Provided: 20,593 cf @ Elevation 602.90
• Forebay Volume (Wet Pond 92):
Required: 16,666 cf
Provided: 20,319 cf (24%)
• Temporary Water Quality Pool Volume (Wet Pond #3):
Required: 40,423 cf
Provided: 41,209 cf @ Elevation 624.64
• Forebay Volume (Wet Pond #3):
Required: 14,193 cf
Provided: 14,010 cf (19%)
• 2 year, 24 hour Design Storm (Wet Pond #2, #3 and Bypass)
Pre Developed Runoff: 104.69 cfs
Post Developed Runoff (no control): 167.61cfs
Post Developed (w\ pond): 91.28 cfs
Max. Stage: 604.46 (Wet Pond 92)
625.62 (Wet Pond #3)
• 10 year, 24 hour Design Storm (Wet Pond #2, #3 and Bypass)
Pre Developed Runoff: 194.20 cfs
Post Developed Runoff (no control): 285.39 cfs
Post Developed (w\ pond): 190.32 cfs
Max. Stage: 605.34(Wet Pond #2)
626.51 (Wet Pond #3)
Conclusion
The engineering analysis presented herein this document demonstrates the ability that
Wet Pond #1, Wet Pond #2, and Wet Pond #3 to meet the design requirements for water
quality and detention.
The calculations show the Wet Ponds have sufficient volume to meet the requirements
for BMPs. Moreover, the routing calculations show the Wet Ponds ability to detain flows
to pre-developed rates.
???yr???Il
i.?
UN ? Z!l08
p1f. WA7EP; A WJ N, Permit Number:
WEtlAND3 P, 1) STQRN (to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BUM elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
lon [approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair
.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 1.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 2.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(flll in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 602
597.5 1
---------------
FOREBAY
/--ft Min.
Sediment
Storage
Pool
Sediment Removal Elevation 596 Volume
---------------------------------------- ------
Bottom Elevation
1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:HADLEY
BMP drainage area number:SB-2
Print name:MATT BROWDER
Title:ASSOCIATE
Address: 1600 CAMDEN ROAD CHARLOTTE NORTH CAROLINA 28203
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, -?;? uvN%ckn , a Notary Public for the State of
1?f? Gs-Ic01? , County of O e in Ir2 , do hereby certify that
?• ?? personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
F R E E4 f 44,
?O
?o;dcV
Coo"
?r\?oo 2Q
0
OR T H G
I I P? ??????\`•
SEAL
My commission expires 11;rflug
Form SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4
Date: . A /0 IrqP
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BNT. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BNT.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.?i
This system (check one): 0 `-' ?
? does ® does not incorporate a vegetated filter at the outlet. UN 2 2008
This system (check one): o ",?? STTo?MW??e
F1 does ® does not incorporate pretreatment other than a forb"
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
?Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the lants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plan ts rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the roblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 1.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 1.5 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 618
613.5 Pe ane Pool
--------------- -- Volume Sediment Removal Elevation 613.5 Volume
612 ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 612 1-ft
n
Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:HADLEY
BMP drainage area number.SB-1
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,??bnr,?q? , a Notary Public for the State of
County of 1 , do hereby certify that
personally appeared before me this @
Ict?l
day of ` , o 8 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
NNA
i
Notr 92
2 Un/ nount
C
O
CAR
"111111
SEAL
My commission expires 9 (A"71 ()3
Form SW401-Wet Detention Basin O&M-Rev3 Page 4 of 4
Print name:MATT BROWDER
Title:ASSOCIATE
Address: 1600 CAMDEN ROAD CHARLOTTE NORTH CAROLINA 28203
JUN 2 2008
DENR • WATER CUA R BRANCH
Permit Number: D 8- O to S 2, u 3
LANDS AND S7DRMW (to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMW elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
rVe eta tion is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
"rte n
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ver if a soil test indicates
necessary.
Weeds are present. he weeds, preferably by
L
m
an
d.
esticide is used, wipe it on
rather than spraying.
The main treatmen t area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the al al growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 1.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 1.55 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 623
Sediment Removal
Bottom
6185--------- Pe manen Pool
-- Volume ------Sediment Removal Elevation 618.5----------- Volume
617 -ft Min.
Sediment Bottom Elevation 617 1-ft n
Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:HADLEY
BMP drainage area number:SB-3
Print name:MATT BROWDER
Title:ASSOCIATE
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of _ o lr1 p,,nbLL!r? , do hereby certify that
Mme` ?? • f ??,.?cX? personally appeared before me this R-Ij-
day ofr , opCkJ? , and acknowledge the due execution of the
forgoing wet detention `basin maintenance requirements. Witness my hand and official
seal, a II I ALL C\ ,
Notory Public c
Union County
?Pb
SEAL
My commission expires (a1 ??g
Form SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4
Address: 1600 CAMDEN ROAD CHARLOTTE, NORTH CAROLINA 28203
Tai and Associates, PLLC
V3
?.xP o8- *Irr.
5561 McNeely Dr., Suite 101 ? Raleigh, NC 27612 ? [phone] ? [phone] (FAX)
April 12, 2007
Mr. Matt Browder
Harris, Murr & Vermillion, LLC
1600 Camden Road
Charlotte, North Carolina 28203
Re: Preliminary Subsurface Exploration Services
Arrowood Station
Charlotte, North Carolina
Tai Job No. 07-121-1 MAY 2 7 2008
Dear Mr. Browder: ?DEvR-WgTER.?n
MID STORNW E? BRMIgr
In accordance with your authorization, we have completed a preliminary subsurface exploration
and geotechnical engineering program for the referenced project. The work items performed are in general
conformance with our March 6, 2007 proposal, and include the drilling of forty (40) soil borings, site
visits, analyses of data, and the preparation of a report. This report presents the results of the subsurface
exploration program.
FIELD EXPLORATION
The field exploration program consisted of the drilling of forty (40) soil borings (B-1 through B-43
excluding B-35, 36, 40) to a maximum depth of 55.0 feet below the existing ground surface. The borings
were drilled by a CME 550 drill rig using 2-'/4" inside diameter hollow stem augers to advance the
boreholes. Standard Penetration Tests (ASTM D-1586) were performed at depths of 1.0, 3.5, 6.0, 8.5 feet
and at every five-foot interval thereafter.
The boring locations were determined by measuring from existing site features and should be
considered approximate. The approximate locations and logs of the forty (40) soil borings are shown on
the attached "Boring Location Plans" and "Boring Logs".
SURFACE OBSERVATIONS
The project site is bound by South Boulevard, Sweden Road and England Street. There is an
existing City of Charlotte Maintenance Facility occupying the south side of the site. The remaining
portion of the project site is mostly heavily wooded. A Park and Ride lot and the construction access road
is located beyond the north side of the site.
A fueling facility is located near Boring B-11. Debris and other construction dump is noticed in
the general area of Borings B-13, 19, 28 and 30.
Y • I'Mr. Matt Browder '
Re: Tai Job No. 07-121-1
April 12, 2007
Page 2
LABORATORY TESTING PROGRAM
All soil samples were classified on the basis of texture and plasticity in accordance with the
Unified Soil Classification System (ASTM D-2488). The description for each soil sample is indicated in
the soil type on the boring logs. The various soil types were grouped into the major types noted on the
boring logs. The stratification lines designating the interfaces between earth materials on the boring logs
and profiles are approximate.
SUBSURFACE MATERIALS
Based on the results of the field exploration/testing and the visual classification of the soil, the
subsurface materials at the project site consist of the following units:
Topsoil and Pavement: The topsoil encountered in the borings was mostly 8.0 to 10.0
inches thick and consisted of organics. Root mat may extend to a deeper depth. Boring B-
1 encountered 1.1 feet of topsoil. The pavement systems typically consisted of 2 to 3
inches of asphalt over 8.0 inches of ABC stone and is encountered in Borings B-11, 18,
26, 27, 34, 41 and 42.
Fill: Up to 18.5 feet of man-placed fill or backfill material was found in seventeen (17) of
the forty (40) boreholes drilled. Deeper fill and backfill may exist elsewhere on site. The
fill/backfill is soft. Trash fill is found in Borings B-28, 31, 39, 41 and 42. Surface trash is
found on the north side of the site. Four (4) feet of asphalt and concrete fill is found in B-
27.
Soft Soil: In Borings B-7, 16, 22, 24, and 31, a relatively thick layer of soft alluvial
deposit is found down to 7.0 to 11.0 feet deep. This unit of soil is wet, very soft to soft;
and is not suitable for any use. This unit of material should be wasted off site along with
most of the existing fill material.
4. Residual Soil: Below the fill and above the weathered rock is a layer of residual soil
consisting mostly of stiff to very stiff to hard, natural, clayey-silty soil, with varying
amounts of find sand and mica, which is present in most borings. It is the by-product of
in-place weathering of the parent rock. This unit of soil is of moderate to good
engineering quality, and contains boulders.
Weathered Rock: The density of the residual soil usually increases with depth to very
hard or dense, weathered rock. Weathered rock (WR) is defined as very hard, rock-like
material having an N-value of 50 blows per-foot or more. It was encountered at shallow
depths below the ground surface in Borings B-9, 10, 15, 20, 21, 23, 32 and 43 and much
deeper elsewhere. The weathered rock layer contains boulders.
Mr. Matt Browder
Re: Tai Job No. 07-121-1
April 12, 2007
Page 3
Partially Weathered Rock: The hardness of the weathered rock also increases with depth
to partially weathered rock (PWR). For this project, PWR is defined as very hard, rock
like material having an N value of 50 blows per two (2.0) inches or less. PWR is
encountered only in Borings B-1 and B-9.
Rock and Boulders: Defined by auger refusal, hard rock was encountered in Borings B-I
at 46.0 feet and B-9, 32 at 11.0 and 8.0 feet below the existing ground surface. Shallow
rock ledges may exist between borings.
Groundwater: The water table was encountered in borings B-7, 16, 22 and 24 at depths of
6.0 to 9.0 feet below the ground surface. These groundwater levels most likely represent
springs or perched water table.
The subsurface materials encountered in the forty (40) borings are shown in the "Summary of
Subsurface Materials" attached to this report.
PROPOSED PROJECT
The project information available at the time of this report is preliminary and very limited. Our
understanding of the proposed project will consist of the demolition of existing City of Charlotte structures
and the design/construction of two (2) parking garages with nurnerous wood framed condos, town homes,
and apartment buildings. The grading plan is not available. We assume that up to 10.0 feet of cut and fill
will probably be required. Retention systems, basement walls, etc will probably be required. We also
assume that the structure loads will be heavy for the two (2) parking decks, but light for the wood
residential structures.
ENGINEERING BEHAVIOR OF SOILS
The project site soils are sensitive to surface water damage. Grading operations performed in the
cold, wet season of November through March will be difficult, time-consuming and expensive. Rock,
partially weathered rock, boulders and rock ledges will be encountered in the deep cut areas, especially in
the general area of Borings B-8, 9, 15, 20, 21, 23, 32, and 43.
RECOMMENDATIONS
Shallow Foundations
It appears all the building columns and walls should be supported on a shallow foundation system
consisting of single, continuous, or combined footings. The footings supported on new, controlled fill and
the stiff natural residual soil should be designed for a net allowable bearing pressure (or net contact
pressure) of 3,000 to 4,000 pounds per square foot. The net allowable bearing pressure (net contact
pressure) refers to the pressure, which may be transmitted to the foundation bearing material in excess of
Mr. Matt Browder
Re: Tai Job No. 07-121-1
April 12, 2007
Page 4 _
the final minimum surrounding overburden pressure. Those footings supported on hard soil and weathered
rock in the general areas of Borings B-8, 9, 15, 20, 21, 23, 32, and 43 should be designed for a net
allowable bearing pressure of 8,000 to 12,000 pounds per square foot. All footings should be supported on
either the improved subgrade, new controlled fill, hard residual soil, or weathered rock, but not on the
existing fill or the soft alluvial soils found in Borings B-6, 7, 11, 16, 17, 18, 22, 24, 25, 26 thru 31, 33, 39,
41, and 42. Deep undercut (10.0+) and backfill is required in Borings B-28, 39, 41 and 42 to remove trash
fill.
Fill and Cut Slope
In the natural soil, a two (2) horizontal on one (1) vertical cut and fill slope should offer sufficient
margin of safety in any area not protected by a temporary or permanent shoring system. The soil in the cut
slope is very susceptible to surface erosion in localized areas.
Shoring
It appears some of the proposed deep excavation may require shoring system along the England
Street to protect the roadway. Additionally, the temporary excavation between two different finished floor
levels may also require shoring. When the site plan and grading plans become available, the proposed
excavation should be re-evaluated for potential shoring locations. We can provide this service upon
request.
It appears that a soil nail wall will be the most cost-effective shoring system to retain natural soil
and weathered rock, but not the existing fill or soft soils. This system utilizes top-down construction. The
temporary shoring system should be designed by a registered engineer in accordance with FHWA soil nail
wall design guidelines, and applicable building codes, and properly maintained at all times during
construction.
Seismic
For the design of the two (2) parking decks, the site subsoil belongs to Seismic Class C according
to the International Building Code 2000.
CONSTRUCTION CONSIDERATIONS
Soft Fill/Soil
All the existing soft fill and alluvial deposits found on site should be removed and wasted off site.
As an alternate, the existing fill can be selectively mixed with dry soil and be used as new fill in the non-
structural areas such as yard fill. It may be feasible to over excavate the borrow areas or the retention
ponds and backfill partially with the unsuitable soils.
Mr. Matt Browder
Re: Tai Job No. 07-121-1
April 12, 2007
Page 6
CLOSURE
We appreciate the opportunity to work with you on the preliminary phase on this project. If there
are any questions with regard to the infonnation and recommendations contained in this letter report, or if
we may be of further service to you in any way, please do not hesitate to contact us.
Very truly yours,
Tai and Associates, PLLC
Attachments:
1. Boring Location Plans (1)
2. Summary of Subsurface Materials
3. Boring Logs (40)

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SUMMARY OF SUBSURFACE MATERIALS
ARROWOOD STATION
CHARLOTTE, NORTH CAROLINA
DEPTH (FT.) OF
BORING FILL SOFT WR PWR AR GW
NO. SOIL
B-1 - - 33.0 40.0 46.0 -
B-2 - - 15.0+ _ _ _
B-3 - - 15.0+
B-4 - - 15.0+
B-5 - _ _ _
B-6 2.0 -
B-7 - 8.0 - - - 7.5
B-8 - - 3.0 - _ _
B-9 - - 1.0 8.0 11.0 -
B-10 - _
B-11 4.0 - -
B-12 - - 15.0+ _ _ _
B-13 - - 33.0 - _ _
B-14 4.0 - 9.0 - _ _
B-15 - - 2.8 - _ _
B-16 - 7.0 - - - 8.5
B-17 6.5 - 15.0+ _ _ _
B-18 6.5 - 15.0+ _ _ _
B-19 - - 15.0+ - _ _
B-20 - - 2.5 - _ _
B-21 - - 0.2 - - -
B-22 - 7.0 12.5 - - 6
0
B-23 - - 3.0 - _ .
_
B-24 6.0 9.5 - - - 9.0
B-25 4.0 - 9.0 - -
_
SUMMARY OF SUBSURFACE MATERIALS
ARROWOOD STATION
CHARLOTTE, NORTH CAROLINA
DEPTH (FT.) OF
BORING FILL SOFT WR PWR AR
NO. SOIL
B-26 9.0 - - - -
B-27 4.0 - 15.0 - -
B-28 16.0* - 20.0+ - -
B-29 4.0 - 15.0+ - -
B-30 2.5# - 12.0 - -
B-31 7.5 11.0 11.0 - -
B-32 - - 3.5 - 8.0
B-33 3.5 - 8.5 - -
B-34 - - 15.0+ 8.0 -
B-35 DID NOT DRILL
B-36 DID NOT DRILL
B-37 - - 8.5 - -
B-3 8 - - 12.0 - -
B-39 15.5* - 20.0 - -
B-40 DID NOT DRILL
B-41 9.0* - 15.0+ - -
B-42 18.5* - 20.0+ - -
B-43 - - 2.5 - -
*Contain Trash
# Surface Dumping
GW
TAI JOB NO 07-121-1 APRIL, 2007
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
r)P PT14
T-) r7 Qr DiDTI nT.I
BORING NO. B-1
PAGE 1 OF-2-
DATE: April 2 2007
0 N-VALUE (ASTM D-1586)

0.8 -
Topsoil J V

3.0 Tan brown, very stiff fine sandy
SILT 15

5
5 Tan-brown, very firm silty SAND 23
.
Tan-brown, firm silty SAND 16
1

12.0 Tan-brown, dense silty SAND

Dry /
18
Tan-brown, very firm silty SAND
3
1
26

Tan-brown, dense silty SAND 3

Tan-brown, very dense silty fine

_A0 - SAND, Weathered Rock
5
TA I inn xin n7_1 TAI and ASSOCI ATES- PLL C
5
0
5
5561 McNEELY DRIVE. SUITE 101 , RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-1
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 2 OF 2
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 2, 2007
f1GPT-1 ® N-VALUE (ASTM D-1586)
W reran m-rl.V vv I:LL V ?J 5U 9
Partially Weathered Rock or
Boulders
1
46.
Boring Terminated at 46.0 Feet
Auger Refusal at 46.0 Feet

5(
5(
TAI JOB N0. 07-121-1 1 lAi diiu f-l30Ut_ 1A 1 LN, FLLC.
5561 McNEELY DRIVE. SUITE 101, RALEIGH. NC 27612, 919-782-9525
BORING LOO
PROJECT: ARROWOOD STATION BORING NO. B-2
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 2007
0 N-VALUE (ASTM D-1586)
F)rPTa nccrDio-rInri
n p Soil

2-9 Orange, stiff silty CLAY 2
? P4

Tan-brown, very firm silty SAND

Dr 19

19
15.0 l 2 1
Boring Terminated at 15.0 Feet

TAI I n D AIn n-7 -,') , -, TAI and ASSOCI ATFS_ PTT c
5561 McNEELY DRIVE. SUITE 101. RALEIGH, NC 27612,919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-3
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 2, 2007
® N-VALUE (ASTM D-1586)
nr- nru nr_cOoin?,nr.I

11 V L'LGV IU SU 9

3.6 Tan-gray hard fine sandy SILT 8
2

S Tan brown, very stiff fine sandy
SILT

r

24
2

15.0 Tan-gray hard fine sandy SILT
3
Boring Terminated at 15.0 Feet

TA i inR \in n 7 -1 9 1 -1 TAI and ASSOCI ATES. Pi .t .C
5561 McNEELY DRIVE.., SUITE 101, RALEIGH, NC 27612, 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nrnTu
nr-crain-nnni
nur CI cV
BORINGNO. B-4
PAGE 1 OF 1
DATE: April 3, 2007
0 N-VALUE (ASTM D-1586)
Topsoil

4.0 Gray-tan, firm clayey SILT
\ 7
11
Orange, stiff silty CLAY
Dr
?
13
Tan brown, very stiff fine sandy 19
SILT

15.0 Tan-brown, dense silty SAND
3
Boring Terminated at 15.0 Feet

TA, TIIn *,I, „-,-, ')1 -1 TAI and ASSOCI ATES- PTJ .C
90
5561 WNEELY DRIVE, SUITF 101, RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
DFPTH
ncc?n?nr?.-„
BORING N0. B-5
PAGE I OF I
DATE: April 3 2007
® N-VALUE (ASTM D-1586)

8
To
il uw tLLV 10 50 9
. so
2.-S Reddish brown, very stiff CLAY 2
r
2

Tan brown, very stiff fine sandy
SILT
Dr-
2 0

15.0 I
1
2

Boring Terminated at 15.0 Feet

TAI JOB Nn_ 07-121-1 TAI a nd A SSOCI ATFS. P1.1 C
5561 McNEELY DRIVE. SUITE 101. RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nF o-ru

BORING N0. B-6
PAGE 1 OF -1
DATE: April 2 2007
® N-VALUE (ASTM D-1586)

.0
To soil J V Y
2,0 FILL--CLAY and Gravel 6
Orange, stiff silty CLAY ? 11
Dry
11
Reddish brown, stiff clayey
SILT 9
5.0 14
Boring Terminated at 15.0 Feet

'rA 1 intl rin n -7 -1 ?, _., TAI and ASSOCI ATES. PLL C
5561 WNEELY DRIVE. SUITE 101. RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
r)PPT14 nuornylvr 1
BORING NO. B-7
PAGE 1 OF -1
DATE: April 3 2007
® N-VALUE (ASTM D-1586)
Topsoil

,7 Tan-gray, stiff to firm silty
CLAY, wet 10

Brown
soft sand
micaceous 4
,
y
SILT, wet
7.
5

Tan, stiff clayey SILT 11
12.0

15.0 Tan-gray, very stiff fine sandy
SILT

20
Boring Terminated at 15.0 Feet

TAI 10P KI ) n7-1 91 -i TAI and ASSOCI ATES. Pi.f .C
5561 WNEELY DRIVE. SUITE 101. RALEIGH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD S'T'ATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
F) P PT fJ F-1 L7 c(' D I DT I r) X i nu; cr r_'i
BORING N0. B-8
PAGE 1 OF 1
DATE: April 4 2007
® N-VALUE (ASTM D-1586)
To soil
Tan-brown, very firm silty SAND 20
7
Tan-brown, very dense silty fine
SAND, Weathered Rock
Dr

1
15.0 1 7:
Boring Terminated at 15.0 Feet

)0
5
TAI JOB NO. 07-121-1 1 Al an(I XSti )UU1A I LS, YLLU
5561 MCNEELY DRIVE. SUITE 101. RALEIGH. NC 27612,919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nrPTH

BORING NIO. B-9
PAGE 1_ OF 1
DATE: April 2 2007
® N-VALUE (ASTM D-1586)

0
8
T
il VW LLCV IO 50 ?.
. o so

Tan-brown, very dense silty fine
SAND, Weathered Rock

Dr 1
.0
Partially Weathered Rock
11.0
Boring Terminated at 11.0 Feet
Auger Refusal at 11.0 Feet 41

L
Li
-
TAI JOR NO 07-121-1 TAI a nd A SSOCI ATFS_ PT.f. C
5(
.4
5(
5C
.1
SC
C
5561 MCNEELY DRIVE, SUITE 101. RALFIGFI. NC 27612, 919-752-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING N0. B-10
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 3, 2007
0 N-VALUE (ASTM D-1586)
DFPTI-I rWQ0D!o-r?r1 1
----- - cv i v ?U y

Orange, stiff silty CLAY t 1
1 2
2

8.0 14

Tan-gray hard fine sandy SILT Dr
3
Ij--

5.0 Tan brown, very stiff fine sandy
SILT I

2
Boring Terminated at 15.0 Feet

TAI MR NC) n7-1 ?l -l TAI and ASSOCI ATES. PT.i .C
5561 MCNEELY DRIVE. SUITE 101, RALEIGH, NC 27612 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nr-vru
BORING NO. B-11
PAGE 1 OF 1
DATE: April 5, 2007
® N-VALUE (ASTM D-1586)

Asphalt and Base Course Vvv ULCV IU ? O

4.0 FILL--Reddish brown silty CLAY ?1
2

Brown-orange, very stiff fine
sandy-silty CLAY
Dry

2 2

5.0 l
2
Boring Terminated at 15.0 Feet

TAI JOBNO. 07-121-1 itil nilu IA33 k.1AILi, FLL(.
5561 McNEELY DRIVE. SUITE 101. RALEIGH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
I)FPT14 flc c rr o In- nTI
BORINGNO. B-12
PAGE 1 OF 1
DATE: April 4,2007
® N-VALUE (ASTM D-1586) Dv 9
.8 To soil

Orange, stiff silty CLAY •
1 12

14

8.0 14
Dr 4 10

15.0 Reddish brown, stiff clayey
SILT

a

9
Boring Terminated at 15.0 Feet

TA I inR rin n,7 - i ? 1 - TAI and ASSOCI ATES. PI .T C
5561 McNEELY DRIVE. SUITE 101, RALEIGH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-13
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF -2
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5 2007
N
F) FP
0. 6 it

Brown-orange, very stiff fine
sandy-silty CLAY 17

7
6.5
2
17 1
Dr I
19

Tan brown, very stiff fine sandy I
17
SILT, some mica, moist
I

1
2
33.

40. Tan-gray, very hard sandy SILT,
Weathered Rock
TA n-7_, 7, _, TAI and ASSOCI ATES- PLL T1-I nrcr•oinrinri nw c, "1
C
90
i0
5
i0
5
-V u V 5561 WNEELY DRIVE. SUITE 101, RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nrp,ri-i
BORING NO. B-13
PAGE OF 2
DATE: April 5 2007
® N-VALUE (ASTM D-1586)
V Vv CLC V I U 5 0 9
I

54.5 Tan-brown, very dense silty fine
SAND, Weathered Rock

Boring Terminated at 54.5 Feet

TA I InR Tin n 7 - T ? T - T TAI and ASSOCI ATES. Pf.f .r
5(
5561 McNEELY DRIVL. SUITE 101. RALf=1GH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
r)PPT-1 r"COOD, DTI-I
BORING NO. B-14
PAGE 1 OF 1
DATE: April - 4, 2007
® N-VALUE (ASTM D-1586)
iU JU y
FILL--Reddish brown silty CLAY 20
23

9.0 Tan brown, very stiff fine sandy
SILT
Dr
2
6
Tan-gray, very hard sandy SILT,
Weathered Rock
Boring Terminated at 15.0 Feet

TA I inD MCI n'7-, 7, _, TAI and ASSOCI ATES. PLL C
i0
5
5561 WNEELY DRIVE. SUITE 101. RALEIGH. NC 27612 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
r r PTU
r,CC! n, --
BORING NO. B-15
PAGE 1 OF 1
DATE: April 3, 2007
® N-VALUE (ASTM D-1586)
0.9 Topsoil

2. Tan brown, very stiff fine sandy
SILT 16
55
Tan-gray, very hard sandy SILT,
Weathered Rock
Dry

5
15.0
Boring Terminated at 15.0 Feet

50
.5
50
.5
'IAI JOB NO. 07-121-1 irsL auU HJJVI to IhN, FLLU
5561 McNI=[:I_Y DRIVE.. SUITE 101. RALEIGH. NC27612.919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
n F PTia
BORING N0. B-16
PAGE 1 OF 1
DATE: April 3,2007
* N-VALUE (ASTM D-1586)

.5
Topsoil U W LLL V 10 50 9

Tan-gray, soft to firm silty
CLAY, wet 5

6
7.0 8
Orange, stiff silty CLAY 8.5
2

Tan brown, very stiff fine sandy
SILT, some mica

1

25
Boring Terminated at 15.0 Feet

i
------------- - -------
TAI JnR Nn 07-1 ?1 -1 TAI and ASSOCI ATES- PT.i .C
5561 WNEELY DRIVE.. SUITE 101. RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nr-n•rN
nGCrDIDTIrlr[
n- ci r
BORING NO. B-17
PAGE l OF -1
DATE: April 5, 2007
® N-VALUE (ASTM D-1586)

FILL--Reddish brown silty CLAY 1 1
15

Tan-brown, firm silty SAND,
Dr 13
14
some loose sand
9
Boring Terminated at 15.0 Feet

TA inn „,-. 0-7-1 _, TAI and ASSOCI ATES- PLF C
90
v 5561 McNEELY DRIVE. SUITE 101. RALEIGH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-18
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5, 2007
® N-VALUE (ASTM D-1586)
nFPTH ncc onvr ni
--
and Base Course Vvv LLL.V f U )U 9

FILL--Reddish brown silty CLAY 20

18

Tan-brown, firm silty SAND,
Dry 6

7
some mica
I

20
Boring Terminated at 15.0 Feet

TAI InR Nin A7-1 ?1 -1 TAI and ASSOCI ATF5
5561 MCNEEI Y DRIVE, SUITE 101.. RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
f)PPTI-1
nccnnio'rInn
BORING N0. B-19
PAGE 1 OF -1
DATE: April; 4, 2007
0 N-VALUE (ASTM D-1586)
0.5 Topsoil
1
10 3

Reddish brown, stiff silty CLAY

11 13
15.0 11
Boring Terminated at 15.0 Feet

TA i inR nn 07-1 ')l _, TAI and ASSOCI ATES. PLL C
5561 McNEELY DRIVE, SUITE 101. RALEIGH. NC' 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-20
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 4,2007
DEPTH 0 N-VALUE (ASTM D-1586)
DESCRIPTION GW ELEV 10 50 90
0.2 Topsoil
Tan-brown, firm silty SAND 2
2. S
1
Dry
Tan-brown, very dense silty fine
SAND, Weathered Rock
15.0
Boring Terminated at 15.0 Feet
TAI JOB NO. 07-121-1 TAI and ASSOCIATES, PLLC
5561 McNEELY DRIVE. .SUITE 101, RALEIGH. NC 27612, 919-782-9525
5C
C
3C
5C
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nF-PTLJ
n co?n?nm,?w?
BORING NO. B-21
PAGE 1 OF 1
DATE: April 4, 2007
® N-VALUE (ASTM D-1586)
To soil

Tan-brown, very dense silty fine
SAND, Weathered Rock Dry

Boring Terminated at 15.0 Feet

TA i inR t in TAI and ASSOCI ATE,';- PI.I .C
0
5C
r
5C
r
5C
5C
G
50
.5
5561 McNEELY DRIVE. .SUITE 101, RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-22
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 3 2007
DEPTH 0 N-VALUE (ASTM D-1586)
0.8 Topsoil DESCRIPTION GW ELEV 10 50 90
Tan-gray, soft to firm silty 1
CLAY, wet
7.0 21
Tan-gray, very stiff fine sandy
SILT 2
Tan-gray, very hard sandy SILT,
15.0 Weathered Rock
Boring Terminated at 15.0 Feet
TAI JOB N0. 07-121-1 TAI and ASSOCIATES, PLLC
5561 McNECLY DRIVE. SUITE IOI, RALEIGH, NC 27611 919-782-9521
3C
.G
BORING LOG
PROJECT: ARROWOOD STATION BORINGNO. B-23
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: Aprii 3, 2007
® N-VALUE (ASTM D-1586)
f1FPTla T1F CrDIDTIn I

3.0 Tan-gray hard fine sandy SILT 4

Tan-gray, very hard sandy SILT,
Weathered Rock
Dry
15.0
Boring Terminated at 15.0 Feet

TAI InQ Aic? n-7 -, '79 -, TAI and ASSOCI ATF,S. PI.i ,C
50
.5
50
.4
50
.4
50
.3
5561 MCNEELY DRIVE. SUITE- 101. RALEIGH. N('27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING N0. B-24
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5 2007
DEPTH ® N-VALUE (ASTM D-1586)
DESCRIPTION GW ELEV 10 50 90 -T;F -
nd ase Course
FILL--Reddish brown silty CLAY,
some plastic clay
7
6.0
Brown, soft sandy micaceous 3
SILT, wet 9.0
9.5 13
Tan, stiff clayey SILT
12.0
Tan-gray hard fine sandy SILT
4
19,
Boring Terminated at 15.0 Feet
TAI JOBNO. 07-121-1 TAI and ASSOCIATES, PLLC
5561 MNENEELY DRIVE. SUITE 101. RALEIGH, NC 27612, 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-25
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF -1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5, 2007
f1F PTI-1 nccnI - - 0 N-VALUE (ASTM D- 1586)
0.5

4.0 FILL--Reddish brown silty CLAY
ol /' 16
Gray-tan, firm clayey SILT 8
6.0

9.0
Tan, stiff clayey SILT

Dry 1

Tan-brown, very dense silty fine
SAND, Weathered Rock
Boring Terminated at 15.0 Feet

TAI IOa rin (17-1 91 -1 TAI and ASSOCI ATFS_ PT J ,C
i0
5
0
5
5561 McNEELY DRIVE, SUITE 101. RALEIGH. NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
BORING NO. B-26
PAGE 1 OF 1
DATE: April 5, 2007
® N-VALUE (ASTM D-1586)
ELEV 10 SU 4^

I I I
1 4.I I

TAI JOB NO. 07-121-1
TAI and ASSOCIATES, PLLC
5561 WNEELY DRIVE:. SUITE 101. RALEIGH, NC' 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING NO. B-27
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5, 2007
® N-VALUE (ASTM D-1586)
nFPTI-4 hccr'D IDTT-I
----"""•"•
halt and Base Course Vvv L;LLV fU ? ? [?

4. FILL--Asphalt and Concrete
14

Tan-brown, firm silty SAND

Dry 17

16
12.5

15.0 Tan, stiff clayey SILT 1 2
Boring Terminated at 15.0 Feet

TA 110P kin n 7 -1 ? 1 -1 TAI a nd A SSOCI ATES. PT I C
5561 WNEEL.Y DRIVE, SUITE 101. RALEIGH, NC27612, 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORING N0. B-28
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 4 2007
® N-VALUE (ASTM D-1586) ?Ev
f1FPT14 r?cc?omT,nw.
O sol.l
1 3
FILL--Reddish brown silty CLAY,
some organic matter, plastic
clay and trash, soft 6

7
ry
I

8
16.0

20.0 Tan, stiff clayey SILT \
14
Boring Terminated at 20.0 Feet

TAI JORNn n7-1 91 -1 TAI a nd A SSOCI ATFS_ PT I .C

5561 WNEELY DRIVE..SU11 E 101. RALEIGH. NC 27612.919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
n1-PTW nccr DroTi nXi n111 r., "I
BORINGNO. B-29
PAGE 1 OF -1
DATE: April 4, 2007
® N-VALUE (ASTM D-1586)
10 50 qn
.5 Topsoil

.0 FILL--Reddish brown silty CLAY
soft 5

11

9.0 Tan, stiff clayey SILT
ry
14
19

15.0 Tan brown, very stiff fine sandy
SILT

?

27
Boring Terminated at 15.0 Feet

TAI JOBN0. 07-121-1 1,u anCl E'l??lJl 1A It,), YLLU
5561 WNEELY DRIVE. SUIT F 101. RALEIGH. NC' 27612 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORINGNO. B-30
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 4, 2007
® N-VALUE (ASTM D-]586)
nFPTI i nccr?inTn?i
.4 Topsoil
2.5 FILL--Reddish brown silty CLAY 9
Orange, stiff silty CLAY \ 4
Dry 15
Tan-brown, firm silty SAND 16
12.0

15.0 Tan-brown, very dense silty fine
SAND, Weathered Rock
Boring Terminated at 15.0 Feet

-.q, ,,,o X,f-N n-, - , -„ -, TAI and ASSOCI ATES. PI.I ,C
90
6
5561 McNEELY DRIVE, SUITE 101, RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
r)PPT I r r_c?nmr ?BORING NO. B-31
CLIENT: HARRIS, MURR AND VERMILLION, LLC
PACE 1 OF -1
DATE: April ,2, 2007
0 N-VALUE (ASTM D-1586)
---..... .._...
Topso , .. i.??.. i V III ?i

FILL--Reddish brown silty CLAY,
with trash, cinder, wood

6 9

7.5
Dry 16
T
Tan-gray, soft to firm silty
CLAY, wet 6
11.0

15.0 Tan-brown, very dense silty fine
SAND, Weathered Rock
1
Boring Terminated at 15.0 Feet

TA IinRr,n n7-1') i - i TAI andASSOCI ATF.S_PT.[ .CC

8
5561 MCNEELY DRIVE, SUITE 101. RALEIGH, NC 27612.919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
nFPTP
BORING NO. B-32
PAGE I OF 1
DATE: April 3,2007
* N-VALUE (ASTM D-1586)

To soil Vw L"LI:V lU 5 0 9

3.5 Tan-gray, very stiff fine sandy
SILT 18
Tan-gray, very hard sandy SILT, Dr y 7

.0 Weathered Rock
Boring Terminated at 8.0 Feet
Auger Refusal at 8.0 Feet

TAI.10RNn 07-121-1 TAI and A SSOCI ATES- PLI .C
7
50
.5
i0
0
5561 MCNEELY DRIVE. SUITE 101. RALEIGH, NC27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
DFPTIN nccr ID1o-nnni
BORING NO. B-33
PAGE 1 OF 1
DATE: April, 5, 2007
0 N-VALUE (ASTM D-1586)
TQp s o i 1

3.5
FILL--Reddish brown silty CLAY 1
\ 8
0

.5 Tan-brown, dense silty SAND
3
0

15.0 Tan-brown, very dense silty fine
SAND, Weathered Rock Dry
Boring Terminated at 15.0 Feet

_
T 1

TAI Inpmn n7-1*)l -1 TAI and ASSOCI ATES. PT.( .C

5_
5561 McNEELY DRIVE, SUITE 101. RALEIGH, NC 27612 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORINGNO. B-34
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 5, 2007
hGPTIa N-VALUE (ASTM D-1586)
nccnn mT?..r
____._.. ..._...
Asphalt and Base Course v.. . .vv IU -) U )
2.7 Tan-gray, very stiff fine sandy
SII,T 1
11

Tan brown, very stiff fine sandy
SILT, some mica Dry

4

10 13
15.0 4 0 10
Boring Terminated at 15.0 Feet

'rAl InR t in n-7-i ) i --i TAI and ASSOCI ATF,S_ PT.T .C,

5561 McNLELY DRIVE. SUITE 101, RALEIGH, NC 27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
n F PT-I
BORING NO. B-37
PAGE 1 OF 1
DATE: April 3, 2007
0 N-VALUE (ASTM D-1586)
0 4 uw tLr_V 10 50 C
apaQi_1

Tan-gray hard fine sandy SILT 3

3

.5 Dr 6

15.0 Tan-gray, very hard sandy SILT,
Weathered Rock

-

Boring Terminated at 15.0 Feet
0
3) 0
.5
i0
5
)_)bi McNLL-LY DRIVE. SUITE 101. RALEIGH, NC 27612, 919-782-9525
IAlJOBNO. 0/-121-1 1'A'all(' /AN )U lAIES,FLLC
BORING LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
n FPTF-I
nCC('D1r) I)n 1
BORINGNO. B-38
PAGE 1 OF 1
DATE: April 4,2007
0 N-VALUE (ASTM D-1586)
To soil

Reddish brown, stiff silty CLAY 13
15

8.0 13

Tan-gray hard fine sandy SILT ry
4
3
12.0

15.0 Tan-brown, very dense silty fine
SAND, Weathered Rock
Boring Terminated at 15.0 Feet

TAI InR Tin n7-i ?i -i TAI and ASSOCI ATES. PT.T .C
5C
C
5561 McNEEI_Y DRIVE, SUITE 101. RALEIGH, NC27612. 919-782-9525
BORING LOG
PROJECT: ARROWOOD STATION BORINGNO, B-39
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 3, 2007
® N-VALUE (ASTM D-1586)
nFPTI-I nccroforinni
0.5 ---
Topsoil Vvv L,LLV I U 50
9
10

FILL--Reddish brown silty CLAY
some topsoil and plastic clay Dry

8
16

0.0 Tan, stiff clayey SILT J
11

Boring Terminated at 20.0 Feet

TAI JOR Nn 07-121-1 TAI a nd A SSOCI ATES. P1J .

5561 WNEELY DRIVE. SUITE 101. RALEIGH. NC27612. 919-782-9525
BOFTNQ LOG
PROJECT: ARROWOOD STATION
LOCATION: CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
r r' PTu
BORING NO. B-41
PAGE 1 OF 1
DATE: April 5, 2007
® N-VALUE (ASTM D-1586)

0.8
Asphalt and Base Course v vv CLC V J U 50

FILL--Reddish brown silty CLAY,
some organic matter 10
18

9.0
Dry 4
19

.o Tan brown, very stiff fine sandy
SILT I

1

17
Boring Terminated at 15.0 Feet

TAI InR Nn n7-1 21 -1 TAI a nd A SSOCI ATES- PT.i .C
5561 WNEELY DRIVE. SUITE 101. RALEIGH, NC' 27612. 919-782-9525
BODING LOG
PROJECT: ARROWOOD STATION
LOCATION: ' CHARLOTTE, NORTH CAROLINA
CLIENT: HARRIS, MURR AND VERMILLION, LLC
DFPTH nGCrnia-rinn
BORING NO. B-42
PAGE 1 OF 1
DATE: April 5, 2007
0 N-VALUE (ASTM D-1586)

Aai2halt and Base Course iv JU /

D 9
11

FILL--Reddish brown silty CLAY,
some organic matter ry

20.0 Orange, stiff silty CLAY 13
Boring Terminated at 20.0 Feet

To i inp mr) n"7 -1 71 -1 TAI and ASSOCI ATES_ PT.L C
y y y 5561 McNEELY DRIVE, SUITE 101 RALEIGH, NC 27612, 919-7820525
BORING LOG
PROJECT: ARROWOOD STATION BORINGNO. B-43
LOCATION: CHARLOTTE, NORTH CAROLINA PAGE 1 OF 1
CLIENT: HARRIS, MURR AND VERMILLION, LLC DATE: April 4,2007
® N-VALUE (ASTM D-1586)
nr-P'fFf nrc(,oI -nai

0.8 - -- "'
Topsoil V vv L:LL V I U )U

2.5 Tan brown, very stiff fine sandy
SILT 19
62
Tan-brown, very dense silty fine
SAND, Weathered Rock
ry
15.0
Boring Terminated at 15.0 Feet
I
i
i

TAI Inn Nn n7-1 ?1 -1 TAI and ASSOCI ATFS_ PLL CC
7
5(
G
5(
5C
,L
5561 WNEELY DRIVE. SUITE 101, RALEIGH. NC 27612, 919-782-9525