SW4090903_HISTORICAL FILE_20110908

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW40M3
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
O10IIl7glJ4Y
YYYYMMDD

Homewood, Sue
From: Homewood, Sue
Sent: Thursday, September 08, 2011 3:43 PM
To: 'Frank Fawcett'
Subject: RE: Mocks ville pipes corrected
Thank you.
All that's left is for us to receive an Engineer's Certification on the pond, and then to
watch it and make sure it hold water at the proper elevation now that it has been retrofitted
with a liner. Please send the certification in as soon as possible.
Sue Homewood
NC DENR Winston-Salem Regional Office
Division of Water Quality
S85 Waughtown Street
Winston-Salem, NC 27107
Voice: [phone]
FAX: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
-----Original Message -----
From: Frank Fawcett[mailto:[e-mail]]
Sent: Thursday, September 08, 2011 3:28 PM
To: Homewood, Sue
Subject: FW: Mocks ville pipes corrected
Sue, we fixed the pipes from the roof drains as noted in your voicemail at the Mocksville NC
Dollar General site.
Thanks
Frank Fawcett
-----Original Message -----
From: Russ [mailto:[e-mail]]
Sent: Friday, August 26, 2011 4:30 PM
To: Frank Fawcett
Subject: Mocks ville pipes corrected
1

■ Complete items 1, 2, and 3. Also complete
A Signature
'
item 4 If Restricted Delivery Is desired.
X
t
❑ Agent
■ Print your name and address on the reverse
❑ A91dreFne
so that we can return the card to you.
eceived by (Printed Namel
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■ Attach this card to the back of the mailpiece,
t
or on the front if space permits.
1
D. is delivery address different from ite 1
❑ Y s I
1. Article Addressed to:
If YES, enter delivery address below:
❑ No
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Mr. Frank Fawcett
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PRIMAX Properties, LLC
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1
1065 E. Morehead Street, 4th Floor
f 3. Service Type
'
Charlotte, NC 28204
53.egrtified Mail ❑ Express Mail
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❑ Registered 0 Return Receipt for Merchandise f
❑ Insured Mail 13 C.O.D.
,
4. Restricted Delivery? (Edra Fee)
❑ Yes l
2_
7010 2780 0001 4221'16078 I`ll ` 3�� Noel J
Ps form 3811, February 2004 Domestic Return Receipt 7 _ 7 _ 102595-02•M-1540

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
June 30, 2011
CERTIFIED MAIL 7010 2780 0001 4221 6078
RETURN RECEIPT REQUESTED
Mr. Frank Fawcett
PRIMAX Properties LLC
1065 E. Morehead St. 4`11 Floor
Charlotte NC 28204
Subject: Stormwater Permit No. SW4090903
Notice of Violation #NOV-2011-PC-0328
Mocksville Dollar General
Davie County
Dear Mr. Fawcett:
The Division of Water Quality. (Division) is in receipt of your Violation Response and plan of corrective action
dated June 28, 2011. The Division has reviewed your letter and requires the following action to be taken within
30 days of receipt of this letter:
• The outlet structure will be modified to bring it in compliance with the approved specifications.
• A pipe will be installed within the conveyance Swale beside the building to collect runoff from the
roof that is not currently reaching the wet detention basin.
• The swale beside the parking lot will be regarded and vegetated to ensure proper conveyance of
stormwater to the wet detention basin.
• A clay liner will be installed in the bottom of the wet detention basin.
Please submit a new engineer's certification for the wet detention basin modifications, and an As -Built survey
(as noted in your letter) of the front parking lot and both conveyance swales to show proper drainage patterns.
North Carolina Division of Water Quality, WrnstonSalem Regional Office
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity t Affirmative Action Employer
Nne
orthCarolina
Aatura!!y

Mr. Fawcett
June 30, 2011
Page 2 of 2
I
Thank you for your attention to this matter. This Office is still considering sending a Recommendation for
Enforcement to the Director of the Division of Water Quality regarding these issues and any future/continued
violations that may be encountered. Your above -mentioned response to this correspondence will be considered
in this process. This office requires that the violations, as detailed above, be abated immediately. These
violations and any future violations are subject to civil penalty assessment of up to $25,000.00 per day for each
violation. Should you have any questions regarding these matters, please contact Sue Homewood at this office
at 336-771-4964 or [e-mail] or myself at 336-771-5000.
cc: WBSCaPE Unit
DWQ WSRO
■ Complete items 1, 2, and 3. Also complete
item,4 if Restricted Delivery is desired.
■ Pririt your name and address on the reverse
so that we can return the card to you.
■ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Mr. Frank Fawcett
PRIMAX Properties, LLC
1o65 E. Morehead Street
4th Floor
Charlotte, NC 28204
Sincerely, r
W. Corey Basinger
Water Quality Regional Supervisor
Winston Salem Regional Office
Signature
X ❑ Agent
❑ Addressee
B. Received by (Printed Name) C. " of Oeliv r•�
D. is delivery address different from item 1? ❑ Yes
If YES, enter delivery address below: ❑ No
r
1 e.nlie-w-e-a Ill UiMS
3. S9rvIce Type
Certlfled Mail ❑ Express Mail
❑ Registered ❑ Return Receipt for Merchandise
❑ Insured Mail ❑ G.O.D. r
4. Resist-11d Delver (Extra Fee) ❑ Yes
z. Arty -- -7010 z780 0001-4221 S149' ".NO Pc,
PS Form 3811, February 2004 - Domestic Return Receipt, y 10259"2-M-1540'1

RUDER
RUDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
May 26, 2011
CERTIFIED MAIL 7010 2780 0001 4221 51
RETURN RECEIPT REQUESTED
Mr. Frank Fawcett
PRIMAX Properties LLC
1065 E. Morehead St. 41h Floor
Charlotte NC 28204
Subject: Stormwater Permit No. SW4090903
Inspection Report and Notice of Violation #NOV-2011-PC-0328
Mocksville Dollar General
Davie County
Dear Mr. Fawcett:
On September 25, 2009 the Division of Water Quality (Division) issued a High Density Commercial Property
Stormwater Permit for the proposed Dollar General of Mocksville in Mocksville, NC in Davie County. On
May 19, 2011, Sue Homewood, Robert Patterson and Brian Lowther from this Division conducted a routine
inspection of the approved Wet Detention Basin. The following items were noted during their inspection and a
subsequent file review:
Condition 11.5 of Permit No. SW4090903 requires that "the facilities shall be constructed as shown on
the approved plans." The site inspection determined the following discrepancies.
o' The outlet structure does not provide the approved elevation difference between the pvc
drawdown pipe and the intermediate weir, therefore the wet detention basin does not provide the
required storage volume.
o The stormwater collection/drainage system was not constructed as approved. Curb and gutter
was not present around the entire parking lot as indicated on the approved plans and drainage
swales were not present adjacent to the parking area and building on both sides of the property in
order to capture and convey the water to the pond.
2. Condition I1.3 of Permit No. SW4090903 requires that "the pennittee shall at all time provide the
operation and maintenance necessary to assure the permitted stormwater system functions at optimum
efficiency." The following maintenance problems were noted during the inspection:
North Carolina Division of Water Quality, Winston-Salem Regional Office
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107 One
Phone: [phone] FAX: [phone] Customer Service: 1-877.623.6748 North Carolina
Internet: www.ncwaterquality.org Naturally
An Equal Opportunity 1 Affirmative Action Employer

Mr. Fawcett
May 26, 2011
Page 2 of 3
It appears that maintenance of the forebay had recently occurred, and the Division commends
you for attention to the stormwater treatment system, however the wet detention basin did not
have the annronriate minimum water level nresent at the time of the incnectinn_
Required_ Response
Accordingly, you are directed to respond to this letter in writing within 30 calendar days of receipt of this
Notice. Your response should be sent to this office at the letterhead address and include the following:
1. A copy of all inspection, repair, and maintenance records, or a statement of why records cannot be
provided as required by Condition II.4 of Permit No. SW4090903.
2. A proposed maintenance and corrective action plan to bring stormwater drainage system and the wet
detention basin back into compliance with the approved plans and permit conditions.
Thank you for your attention to this matter. This Office is considering sending a recommendation for
enforcement to the Director of the Division of Water Quality regarding these issues and any future/continued
violations that may be encountered. This office requires that the violations, as detailed above, be abated
immediately and properly resolved. Environmental damage and/or failure to secure proper authorizations
have been documented on the subject tract as stated above. Your efforts to undertake activities to bring the
subject site back into compliance is not an admission, rather it is an action that must be taken in order to begin
to solve ongoing environmental issues.

Mr. Fawcett
May 26, 2011
Page 3 of 3
Pursuant to G.S. 143-215.6A, these violations and any future violations are subject to a civil penalty
assessment of up to a maximum of $25,000.00 per day for each violation. Your above -mentioned response
to this correspondence, the degree and extent of harm to the environment and the duration and gravity of the
violation(s) will be considered in any civil penalty assessment process that may occur. Should you have any
questions regarding these matters, please contact Sue Homewood at this office at 336-771-4964 or
sue.homewood(cUncdenr.p,o or myself at 336-771-5000.
Sincerely,
W. Corey Basinger
Water Quality Regional Supervisor
Winston Salem Regional Office
cc: DWQ WSRO

C®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Frank Fawcett
Primax Properties, LLC
1065 E. Morehead Street
Charlotte, NC 28204
Dear Sir or Madam,
Coleen H. Sullins
Director
October 1, 2009
Subject: Post -Construction Notification
Project ID: Davie-2010-004
Project: Dollar General
Davie County, North Carolina
_RE CEIVE1)
N,C. [)Out. or ENR
OCT 0 6 2009
vvinstorn-iaiem
Regiona4 Office
Dee Freeman
Secretary
A review of the Financial Responsibility/Ownership (FRO) form required under the
Sedimentation Pollution Control Act received on September 28, 2009 has determined that the Dollar
General project may be subject to a State Stormwater Permit for Post -construction.
Unless excluded under the provisions of Session Law 2006-246, Section 8, you must submit
within 30 days an application for a Post -Construction Stormwater Permit to:
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Stormwater Permitting Unit
Post -Construction Application
1617 Mail Service Center
Raleigh, NC 27699-1617
The Post -construction permit is in addition to a North Carolina General Permit (NCG010000)
permit received for construction activity from the Division of Water Quality. For more information
regarding MSI Post -Construction and Phase II Session Law 2006-246 please visit:
http://li2o.eiir.state.nc.us/sLi/NI'DC-S_Pliase_II_Stormwater- Program.htm
If you have any questions concerning.this matter please feel free to call me at 919-807-6379 or e-
mail me at [e-mail].
Sincerely,
Jennifer Jones
cc: Winston-Salem Regional Office, Surface Water Protection Section
'Stormwater Permitting Unit Files
Wetlands and Stormwater Branch One
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 NorthCaro 1 i nit
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748 ;Vattfrally
Intemet: www.ncvvaterquality.arg
An Equal Oppodunity 1 Affirmative Action Employer

First Submittal ❑ Re-su
Development/Project Name:
Receiving stream name P_
Application Completeness Review
Date Received: 4 o Date Reviewed: ? r °9 By
A G � - �t o�xsvl�
L4 5-wi , �f_
classification: C
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-1, WS-I1, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water weds): •r/
Latitude and Longitude: -A s' ss o Z. "At �o' 3Y' S� i✓ Jurisdiction
Project Address: . .60 e-m-oe_)oV1 L-GPc
Engineer name and firm: Mo4t7Jf pw _r- Ow , 7 -r1Z1AAA' S PGA 6
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets ITHigh Density ❑ Other
❑ 4011404 impacts o surface waters, wetlands, and buffers (add language to cover letter and/or addinfo letter)
Er`BUA 2;
V" Check for $505.00 included
Cr'- Original signature (not photocopy) on application
C!D
liedc_
egal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
vp 91 149
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided
which includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
Q�-- Sealed, signed & dated calculations
a- Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
Q-Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site .
❑ NCDOT Linear Road
c'1' Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Narrative Description of stormwater management provided
Soils report provided
Wetlands delineated or a note on the plans that -none exist on site and/or adjacent property
CV Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
Gr Dimensions & slopes provided
9( Drainage areas delineated R(Pervious and impervious reported for each ❑ Areas of high density
GY Inspection and maintenance agreements provided
%Application complete MIXpplication Incomplete Returned: D (Date)
Comments c+#0e.9 _y)e4w 'raww c}yCs .
May 14, 2008 Revision

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density projects .,
❑ No more than two "dwelling units per acre or 24% built -upon area;
❑ Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
High density projects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the. predevelopment discharge rate for the
one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended, solids: •': '
❑ For.BMPs that require,a separation from the seasonal high-water table (SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c); .x
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters,
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Post -Construction Runoff Controls for T&E Species "J
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffers
❑ 200' undisturbed buffers on perennial streams
0 100' undisturbed buffers on intermittent streams
Low -density projects
❑ All built upon area shall be limited to 10 percent.
❑ Use of vegetated conveyances to the maximum extent practicable;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
High -density projects.
❑ The stormwater control measures must control and treat the difference between the pre -development and
post -development conditions for -the 1-year-24-hour storm. - . - ----•
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ All structural stormwater treatment systems must be designed to achieve 85% average annual removal of
total suspended solids; .
❑ Stormwater management measures must comply with the General Engineering Design.Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c)
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
High Density Projects that require a 401/404 within.an NSW
❑ 85% TSS
❑ 30% TN
❑ 30% TP
May 14, 2008 Revision

WET DETENTION 0 & M Inspection Checklist
I
NIA
1. Inlets are located per the approved plans:
2. Inlet device (swale or pipe) is free of damage, clogs or erosion:
El
EJ
D
3. Forebay berm is in place and without erosion: bIc.'
El
9
El
El
4. Forebay is free of excessive sediment:
�
El
0
El
PPES'ANIXBANKS' �q 4�
....... .. .
5. Vegetated slopes are 3:1 or less:
El
El
El
6. Banks are stable and free of erosion or bare soil:
9
El
F-1
El
7. Slopes or berms are free of woody vegetation:
.5
El
El
EJ
S. Free of muskrats or beaver activity:
X.
El
El
El
9. Grass is being maintained and mowed (not scalped) as required:
El
El
F-1
ILA t R AND,MAIN IBAY-j;�
10. Vegetated shelf is 6:1 or 10:1 as permitted and properly vegetated:
[I
El
0
11. Algal growth covers less 50% of the area:
1:1
31
1:1
12. Cattails, phragmites or other invasive plants cover less than 50% of the basin surface:
EJ
1:1
E.
El
13. Main treatment area is free from excess sediment accumulation:
�
13
13
El
M-1`TT^4f
14. Swale or emergency outlet bypass is in the correct place and is in good condition:
t!l-
El
El
El
15, Drawdown device is correctly sized free of damage or clogging:
P5
El
El
0
16. Orifice size matches the approved plans
El
�
El
11
17. Outlet is free of erosion or other signs of damage:
0
El
E]
18. Trash rack is installed
[I
D
D
19. Vegetated filter is in place (if applicable)
El
El
Z
D
20. Relative elevations match approved plans
El
El
0
9
21. Fountain pump (if permitted) is less than or equal to the maximum allowable size:
El
El
9
El
V3.309

FAR
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: PRIMA..- PROPERTIES, LLC
SECRETARY OF STATE L.L.C. ID NUMBER: 0382061
NATURE Of BUSINESS: hivesmtew Properties
REGISTEREDAGENT: SE1iL1OUR, IVILLbbVG
ljW �� ] -606-49h l 359
STATE OF INCORPORATION: NC
REGISTERED OFFICE MAILING ADDRi3SS: 1065 Etrsi Morehead Street, 4th Floor
Charlotte, A'C 28204-2812
REGISTERED OFFICE STREET ADDRESS: 1065 East Morehead Street, 4th Floor
Charlotte, NC 28204-2812 Hecklenhurg Coturty
SIGNA'I'URE OF 'rf E NEW REGISTERED AGENT -
PRINCIPAL OFFICE TELEPHONE NUMBER: [phone]
PRINCIPAL OFFICE MAILING ADDRESS:
PRINCIPAL OFFICE STREET ADDRESS
MANAGERS/NE- MBERS/ORGANIZERS :
SIGNATURE CONSTITUTES CONSENT'I'O nn'. APPOINTMENT
1065 East Morehead Street, 41h Floor
Charloite, A'C 28204-2812
1065 East Morehead Street, 41h Floor
Charlotte, NC 28204-2812
Nance: I11illiam G Sevntour Name: Emma C Selmrour
Title: Manager Title: Alcvrager
Address: Address:
1065 East lt4orehead Street, 41h Floor 1065 Last Morehead Street, 41h Floor
Charlotte, NC 28204-2812 Charlotte, NC 28204-2812
CERTIFICATION OF ANNUAL REPORTMUST- BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
FORM MUST BE SIGNET) BY A MANAGERIAIEAIBER
DATE
TYPE OR PRINT Nt"IE TYPE OR PRINTTITLE
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State • Corporations Division • Post Office Box 29525 • Raleigh, NC 27626-0525

Page 2
accordance with the application for this mining permit, which is hereby approved by t
De rtment of Environment and Natural Resources, hereinafter referred to as the De rtment,
and in conformity with the approved Reclamation Plan attached to and incorporate as part of
this per t provisions must be made for the protection of the, surrounding enviro ment and for
reclamatio of the land and water affected by the permitted mining operation. his permit is
expressly co ditioned upon compliance with all the requirements of the appr ved Reclamation
Plan. Howev�r, completed performance of the. approved Reclamation PI is a separable
obligation, secu 4
the expiration, re
d by the bond or other security on file with the Depart ent, and may survive
'ocation or suspension of this permit.
This permit is not transferable by the permittee with the following ception: If another .
operator succeeds to th� interest of the.permittee in the permit# d mining operation, by virtue
of a sale, lease, assignment or otherwise, the Department m release the permittee from the
duties imposed upon him by the conditions of his permit an by the Mining Act with reference
to the permitted operation, and transfer the permit to the ccessor operator, provided that
both operators have complied with the requirements of e Mining Act and that the successor
operator agrees to assume the duties of the permitte with reference to reclamation of the
affected land and posts a suitable bond or other se rity.
In the event that the Department deteHines thprf the permittee or permittee's successor is not
complying with the Reclamation Plan or other erms and conditions of this permit, or is failing
to achieve the purposes and requirements the Mining Act, the Department may give the
.operator written notice of its intent to mod' , r voke or suspend the permit, or its intent to
modify the Reclamation Plan as incorpo ated in he permit. The operator shall have right to a
hearing at a designated time and plac on any proposed modification, revocation or
suspension by the Department. Alt natively and inkaddition to the above, the Department
may institute other enforcement p cedures authorized, by law.
Definitions
Wherever used or referred o in this permit, unless the contex ]early indicates otherwise,
terms shall have the samg meaning as supplied by the Mining A t, N.C.G.S. 74-49.
Expiration Date
This permit shall b(�'effective from the date of its issuance until March 26�\2019.
Conditions
This permit s all be subject to the provisions of the Mining Act, N.C.G.S. 74-4 et. seq., and
to the folio (nq conditions and limitations:
A. Any wastewater processing or mine dewatering shall be in accordance wit the
permitting requirements and rules promulgated by the N.C. Environmental
Management Commission.

0
Storm Water & Erosion Control Design
Calculations
August 31, 2009
Dollar General Development
US Highway 601
Davie County, NC
Prepared for:
Primax Properties, LLC
Attn. Frank Fawcett
1065 E. Morehead Street, 4th Floor
Charlotte, NC 28204
704-954-7229
Prepared by:
Triangle Site Design, PLLC SEP o 9 2009
165 Trantham Trail OUAL
Clayton, NC 27527 &
919-553-6570

TABLE OF CONTENTS
OVERVIEW
STORMWATER NARRATIVE
FIGURES
SOILS SURVEY & SOIL INFORMATION
SUBSURFACE INVESTIGATION REPORT
STREAM INDEX CLASSIFICATION
USGS TOPOGRAPHIC MAP
DRAINAGE AREA MAPS
SEDIMENT BASIN DRAINAGE AREA MAP
WATER QUANTITY/QUALITY
WET DETENTION POND
'TIME OF PEAK'
CN VALUES
POND SUMMARY
PRE -DEVELOPMENT HYDROGRAPHS
POST -DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION -VOLUME -FLOW SUMMARY
POND OUTLET/STRUCTURE SUMMARY
EROSION CONTROL CALCULATIONS
TEMPORARY BASIN DESIGN
RIP -RAP APRON DESIGN

OVERVIEW
Background
This report contains the storm water and erosion control calculations for the proposed Dollar
General retail site. The project site is located on US Highway 601 south of the intersection
of US Highway 601 and Koontz Road. The project consists of approximately 1.59 acres and
will be developed as a Dollar General retail store. Approximately 1.4 acres will be disturbed
as part of this project for the construction of the site improvements. The proposed storm
water management facility (wet detention pond) outlined in this report has been designed to
treat 1.1 acres of the site with a maximum impervious area of 60.4% for the drainage area.
The site is designed to treat a 1.0" design storm and 90% TSS.
Erosion Control
Erosion control measures have been designed in accordance with the NCDENR erosion
control standards and regulations to minimize sediment laden runoff from exiting the site.
Silt fence will be installed along the low sides of the site prior to construction. The
construction entrance will be installed prior to construction commencing. Inlet protection
will be installed around all existing inlets and will be utilized for the proposed curb inlets and
drop inlets.
Soils
The Davie County Soils Survey indicates that Clifford sandy clay loam soils are present on
the site.
Site Stabilization
After final grading is completed, permanent vegetation shall be applied in accordance with
the seeding requirements and landscape plan for this site.
Stormwater Analysis
Storm water runoff from the developed areas of the site will be treated within a wet
detention pond. The pond has been designed to treat a drainage area of 1.1 acres. The site
grading and storm drainage pipe systems are used to divert storm water runoff from the site
to the wet pond. The storm water management pond is designed for an impervious area of
60.4% for the drainage area.

Water Quantity
Post -development peak flows from the site will not exceed pre -development flows for the 1-
year and 10-year storms. The site is designed for the 1.0" storm and 90% TSS. The wet
detention pond will utilize a concrete riser structure with a low flow orifice, intermediate
weir, and an emergency spillway to reduce peak flows. Please reference the Water Quantity
section of this report for details regarding drainage areas and stormwater routing.
Water Quality
For water quality purposes the site is designed so that storm water runoff is treated in a wet
detention BMP pond. The proposed wet detention pond will provide 90% removal of Total
Suspended Solids (TSS).
Methods
The stormwater conveyance system was analyzed using "Hydraflow Storm Sewers" and
"Hydraflow Hydrographs" computer software program.
Conclusion
Based on the analysis provided herein, this design meets the stormwater and erosion control
requirements of NCDENR. Pre -development flows will not exceed post -development flows
for the 1-year and 10-year storm events.

Stormwater Narrative
Dollar General
US Highway 601
Mocksville, NC
Site Information:
Total Site Area = 1.59ac
Disturbed Area = 1.4ac
Wetland
Area = No on -site wetlands
No impact to existing wetlands
Developer = Primax Properties, LLC
Frank Fawcett
1065 E. Morehead Street
4t' Floor
Charlotte, NC 28204
704-954-7229
Engineer = Triangle Site Design, PLLC
Matt Lowder, PE
165 Trantham Trail
Clayton, NC 27527
919-553-6570
Development Plan: A stormwater wet pond will be constructed at the time of the Dollar
General construction.
The existing site conditions are an existing single family house with
accessory structures along with the associated driveway. The remainder
of the site consists of grass in good condition with trees along most of
the perimeter of the property.
Phasing: The proposed Dollar General store will be constructed at this time along
with the proposed wet pond.
Utility Systems: Domestic water supply will be provided via a new service line from the
existing Town of Mocksville water system. Sanitary sewer will be
provided via a new service to the existing Town of Mocksville sanitary
sewer system.
Historic/Public Money: The property does not contain any historic sites and is not being funded
with public monies.
NCDENR: There are not any non-compliance issues with DENR Agencies.

Stormwater Information:
River Basin: Yadkin
Stream Classification: C
Stream Index #: 12-102-15
Stormwater Design: State Stormwater
Density Option: High Density
Development Type: Commercial
Impervious Area:
Dollar General: 28,934sf
Proposed Treatment Measures: BMP Wet Pond (Designed for 90% TSS)
Will all built -upon areas be collected: The proposed buildings and parking lots will drain to the
BMP wet pond. A small portion of the project driveway
drains onto Highway 601 to the existing storm sewer
system.
Buffer Requirements: None
On-site/off-site runoff: No off -site drainage is draining towards the site and none will be
collected and/or treated by the proposed BMP system.
Road Construction Requirements: A deceleration lane will be constructed on US Highway
601 as part of the development of this project.

FIGURES

Soil Map —Davie County, North Carolina
35, 55' 3"
35. 54' 59"
Map Scaie'. 1:783 if printed cn A size (8.5" a 11") sheet.
Meters
N o ,0 20 40 so
Feet
0 40 80 160 240
USDA Natural Resources Web Soil Survey
S Conservation Service National Cooperative Soil Survey
814l2009
Page 1 of 3
35' 55' 3"
35' 54' 54'

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AD I)
Soils
Soil Map Units
Special
Point Features
Blowout
®
Borrow Pit
Clay Spot
6
Closed Depression
Gravel Pit
Gravelly Spot
Landfih
4
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Ly.
Perennial Water
v
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
`•
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Soil Map -Davie County, North Carolina
Very Stony Spat
Wet Spot
a Other
Special Line Features
Gully
Shod Steep Slope
Other
Politicat Features
p Cities
Water Features
Oceans
Streams and Canals
Transportation
++-+ Rails
y� Interstate Highways
US Routes
Major Roads
Local Roads
MAP INFORMATION
Map Scale: 1:763 if printed on A size (8.5' x 11") sheet.
The soil surveys that comprise your AQI were mapped at 1 24,000
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http;l/websoilsurVeyLnres.usda.gov
Coordinate System: UTM Zone 17N NAD83
This product is generated from the USDA-NRCS certified data as of
the version dates) listed below.
Soil Survey Area: Davie County, North Carolina
Survey Area Data: Version 8, Jun 17, 2009
Date(s) aerial images were photographed: 6/20/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 8/4/2009
�� Conservation Service National Cooperative Soil Survey Page 2 of 3

Hydrologic Soil Group —Davie County, North Carolina
Hydrologic Soil Group
j Hydrologic Soil Group-- Summary by Map Unit — Davie County, North Carolina I
Map unit symbol A Map unit name I Rating I Acres in AOI I Percent of A01
CfB2 Clifford sandy clay loam, 2 to 8 B 2.8 100.0%
percent slopes, moderately eroded
Totals for Area of Interest 2.8 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.• None Specified
Tie -break Rule: Lower
USIA Natural Resources Web Soil Survey
." Conservation Service National Cooperative Soil Survey
8/4/2009
Page 3 of 3

ATC Associates of North
2725 E. Millbrook Rd
Suite 121
Raleigh, NC 27604
919-871-0999
Fax [phone]
www.ateassociates.com
July 2, 2009
Mr. Frank Fawcett
Primax Properties
1065 East Morehead Street
4th Floor
Charlotte, NC 28204-2812
FFawcett(a primaxpror)erties_.com
ATC Project No, 45.27739.0042
Carolina, PC
Reference: Report of Subsurface Exploration Services
Proposed Dollar General
Mocksville, North Carolina
Dear Mr. Fawcett:
ATC Associates of North Carolina, PC is pleased to present this report of subsurface exploration and
geotechnical analysis for the Dollar General in Mocksville, NC. This report contains the results of our
subsurface exploration, boring logs, and laboratory test information. It is expected that the findings of
this exploration will aid in the design and construction of foundations, pavements, earthwork, and
other soil related aspects of the construction.
We have enjoyed being of service to Primax Properties during the design phase of this project. If you
should have any questions regarding the information and recommendations contained in the
accompanying report or if we can be of further assistance, please do not hesitate to contact us.
Respectfully,
ATC ASSOCIATES OF NORTH CAROLINA, PC
Mike Harwood, P.E.
Project Manager
Tooie. Hales(a),atcassociates.com
Benjamin V. Wilson, P.E.
Principal Engineer
[e-mail]

TABLE OF CONTENTS
PROJECT OVERVIEW PAGE
Executive Summary 1
Scope of Work 2
Purposes of Exploration 3
Project Characteristics 3
EXPLORATION PROCEDURES
Surface Exploration Procedures 4
Subsurface Exploration Procedures 4
Laboratory Testing Program 5
EXPLORATION RESULTS
Site Conditions 6
Regional Geology 6
Subsurface Conditions 6
Groundwater Observations 7
ANALYSIS AND RECOMMENDATIONS
• Seismic Site Classification
8
• Foundations
8
Slab on Grade Design
9
Below Grade Walls
10
Drainage
10
Exterior Pavements
11
Fill Design and Construction
12
Subgrade Preparation and Earthwork Operations
13
Difficult Excavation and Rock Excavation
15
Construction Considerations
15
Closing
15
APPENDIX
I Site Location and Aerial Photos
li Boring Location Diagram and Site Layout
III Soil Boring Logs
IV Laboratory Test Data
V Site Photos
TREA,�J0,(-1 ATES tNC, Environmental, Geotechnical and Materials Professionals

TABLE OF CONTENTS
PROJECT OVERVIEW PAGE
Executive Summary 1
Scope of Work 2
Purposes of Exploration 3
Project Characteristics 3
EXPLORATION PROCEDURES
Surface Exploration Procedures 4
Subsurface Exploration Procedures 4
Laboratory Testing Program 5
EXPLORATION RESULTS
Site Conditions 6
Regional Geology 6
Subsurface Conditions 6
Groundwater Observations 7
ANALYSIS AND RECOMMENDATIONS
Seismic Site Classification
8
Foundations
8
Slab on Grade Design
9
Below Grade Walls
10
Drainage
10
Exterior Pavements
11
Fill Design and Construction
12
Subgrade Preparation and Earthwork Operations
13
Difficult Excavation and Rock Excavation
15
Construction Considerations
15
Closing
15
APPENDIX
I Site Location and Aerial Photos
li Boring Location Diagram and Site Layout
III Soil Boring Logs
IV Laboratory Test Data
V Site Photos
YMASS{.. CIATE1 hN- C. Environmental, Geotechnical and Matenafs Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page I
PROJECT OVERVIEW
Executive Summary
This report presents the results of our subsurface exploration and geotechnical
engineering analysis for the proposed Dollar General to be located at the east side
of Yadkinville Road south of the intersection with County Lane, in Mocksville, North
Carolina. Based on the information provided, the project will consist of the
construction of a typical Dollar General Prototype Building of approximately 9,100
square feet consisting of load bearing masonry walls with steel frame structure and
slab on grade, and associated parking areas and access.
The site is vacant and mostly grassed and relatively flat. The subsurface conditions
at the site are generally uniform and consist of SILT with varying amounts of fine
sand and clay.
In summary, we recommend that the proposed building be supported on a shallow
spread footing foundation system. The spread footings may be designed to bear on
either compacted Engineered Fill or suitable natural soils. For footings designed as
discussed herein, a net allowable soil bearing pressure of 3,000 pounds per square
foot (psf) may be utilized for column and wall footings. In order to attain this
allowable capacity, it will be necessary to adhere to the design and construction
recommendations discussed in the text of this report. Based on the design bearing
pressure and the anticipated structural loads, total settlements are anticipated to be
less than 314 inch with long term differential settlements of approximately one-half
this amount.
Care should be taken to design the site for positive drainage to prevent saturation of
the SILTS at the site. In addition it is IMPORTANT that the site not be graded during
the wet periods of the year because of the moisture sensitivity of the soils
encountered at the site.
\YRWA5S00'AT'1_75 rNc` Environmental, Geotechnical and Materials Professionals

ap
Dollar General, Mocksville, North Carolina
ATC Job # 45,27739.0042 - July 2, 2009
Page 2
Further information regarding the subsurface exploration procedures used;
groundwater conditions; foundations; floor slab and pavement design; building and
pavement area earthwork operations; and construction considerations is included in
the text of this report.
Scope of Work
The conclusions and recommendations contained in this report are based upon our
field exploration, which consisted of a site visit by an engineer of this office and 5
soil test borings. Laboratory testing performed on several representative samples
obtained during the field exploration aided in the evaluation of the field data.
Borings were located in the field by ATC representatives by measuring distances
and estimating right angles from existing site features. The locations shown on the
boring location diagram provided in the Appendix should be considered
approximate.
The recommendations contained herein were developed from our interpretation of
the subsurface data obtained from the soil test borings. The borings indicate
subsurface conditions at specific locations at the time of the exploration. If, during
the course of construction, variations appear evident, the Geotechnical Engineer
should be informed so that the conditions can be addressed. Design
recommendations were developed based on design criteria considered typical for
this type of project. Should structural loading characteristics differ from those
discussed herein, ATC should be contacted for review of these conditions and
possible revisions to the recommendations of this report.
Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 — July 2, 2009
Page 2
Further information regarding the subsurface exploration procedures used;
groundwater conditions; foundations; floor slab and pavement design, building and
pavement area earthwork operations; and construction considerations is included in
the text of this report.
Scope of Work
The conclusions and recommendations contained in this report are based upon our
field exploration, which consisted of a site visit by an engineer of this office and 5
soil test borings. Laboratory testing performed on several representative samples
obtained during the field exploration aided in the evaluation of the field data.
Borings were located in the field by ATC representatives by measuring distances
and estimating right angles from existing site features. The locations shown on the
boring location diagram provided in the Appendix should be considered
approximate.
The recommendations contained herein were developed from our interpretation of
the subsurface data obtained from the soil test borings. The borings indicate
subsurface conditions at specific locations at the time of the exploration. If, during
the course of construction, variations appear evident, the Geotechnical Engineer
should be informed so that the conditions can be addressed. Design
recommendations were developed based on design criteria considered typical for
this type of project. Should structural loading characteristics differ from those
discussed herein, ATC should be contacted for review of these conditions and
possible revisions to the recommendations of this report.
lyme-1.55'00ATES AC Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739,0042 - July 2, 2009
Page 3
Purpose -of Exploration
The purpose of this exploration was to explore the soil and groundwater conditions
at the site and to develop engineering recommendations to aid the design and
construction of the project. This was accomplished by drilling soil test borings,
performing a site reconnaissance, performing laboratory testing on representative
samples obtained from the borings, and analyzing the field and laboratory data to
develop appropriate engineering recommendations regarding earthwork
specifications and the design of foundations, slabs, and pavements.
Proiiect Characteristics
Based on the information provided, the proposed Dollar General will be located at
the center portion of the site and will consist of the construction of a typical Dollar
General Prototype Building consisting of load bearing masonry walls with steel
frame structure and slab on grade, and associated parking areas and access.
Based on existing site characteristics we anticipate that cut and fill operations will be
minimal to bring it to grade.
A 5S!'�ouF�� lr^��• Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45,27739.0042 —July 2, 2009
Page 4
EXPLORATION PROCEDURES
Surface Exploration Procedures
A representative of ATC performed a reconnaissance of the project site and laid out
boring locations. The site was cleared by calling the North Carolina One -Call Center
prior to drilling operations. During the site visit, visual observations of drainage and
surface water conditions, vegetation, and shallow subgrade conditions were made.
The results of this field visit are discussed under Site Conditions. Photos of the site
are included in the appendix to this report.
Subsurface Exploration Procedures
In order to characterize the general subsurface conditions at the site, a total of 5 soil
test borings were performed.
Four borings were performed in the proposed building area (D-1 through D-4) and
one in the proposed parking 1 drive area (DP-1). The borings were advanced to a
depth of 15.0 feet below the ground surface in the building area and 10.0 feet in the
parking area. All borings were performed with Truck -mounted drilling equipment
utilizing continuous -flight, hollow -stem augers to advance the boreholes. Drilling
fluid was not used in this process.
Representative soil samples were obtained by means of the split -barrel sampling
procedure in accordance with ASTM Specification 0-1586. In this procedure, a 2-
inch O.D., split -barrel sampler is driven into the soil a distance of 24 inches by a
140-pound hammer failing 30 inches. The number of blows required to drive the
sampler through a 12-inch interval is termed the Standard Penetration Test (SPT),
N-value and is indicated for each sample on the boring logs. This value can be
used as a qualitative indication of the in -place relative density of cohesioniess soils.
In a less reliable way, it also indicates the consistency of cohesive soils. Many
factors can significantly affect the Standard Penetration resistance value and
prevent a direct correlation between drill crews, drill rigs, drilling procedures, and
•M�1.S�"� it�0 � ft. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 6
EXPLORATION RESULTS
Site Conditions
The project site is located at the east side of Yadkinville Road south of the
intersection with County Lane, North Carolina. The site is currently occupied by an
existing residential house that is located on the property boundary between the
project site and the adjacent parcel to the north. The site is mostly grass -covered
and has a thin veneer of topsoil, with a wooded area located at the east end of the
property, where the topography goes downward to an existing draw. The western
two-thirds of the site is relatively flat.
Photos of the site conditions are included in the appendix to the report.
Regional Geology
The project site lies in the Piedmont Physiographic Province, in the Inner Piedmont
Belt geologic area. The soils in this area consist of silts, sandy silts, and clayey silts
weathered from the underlying amphibolite and biotite gneiss, with interlayer
hornblende gneiss, mica schist and granitic rock.
Subsurface Conditions
Boring logs describing the soil conditions encountered in the soils borings are
included in the appendix of this report. A general description is included in the table
below:
'YMASSCI IATE JNC, Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 — July 2, 2009
Page 6
EXPLORATION RESULTS
Site Conditions
The project site is located at the east side of Yadkinville Road south of the
intersection with County Lane, North Carolina. The site is currently occupied by an
existing residential house that is located on the property boundary between the
project site and the adjacent parcel to the north. The site is mostly grass -covered
and has a thin veneer of topsoil, with a wooded area located at the east end of the
property, where the topography goes downward to an existing draw. The western
two-thirds of the site is relatively flat.
Photos of the site conditions are included in the appendix to the report.
Regional Geology
The project site lies in the Piedmont Physiographic Province, in the inner Piedmont
Belt geologic area. The soils in this area consist of silts, sandy silts, and clayey silts
weathered from the underlying amphibolite and biotite gneiss, with interlayer
hornblende gneiss, mica schist and granitic rock.
Subsurface Conditions
Boring logs describing the soil conditions encountered in the soils borings are
included in the appendix of this report. A general description is included in the table
below:
IrMA550Ci TES AC. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 — July 2, 2009
Page 8
ANALYSIS AND RECOMMENDATIONS
Seismic Site Classification
Based on the results of our exploration, we calculate that the SEISMIC SITE
CLASSIFICATION will be C for this site under the 2000 International Building Code.
Foundations
Based on the results of our exploration, we anticipate that the proposed structure
can be supported by shallow spread footing foundation systems placed to bear on
the existing natural soils.
We recommend that the proposed building be supported on a shallow spread
footing foundation system. The spread footings may be designed to bear on either
compacted Engineered Fill or suitable natural soils. For footings designed as
discussed herein, a net allowable soil bearing pressure of 3,000 pounds per square
foot (psf) may be utilized for column and wall footings. In order to attain this
allowable capacity, it will be necessary to adhere to the design and construction
recommendations discussed in the text of this report. Based on the design bearing
pressure and the anticipated structural loads, total settlements are anticipated to be
less than 3/4 inch with long term differential settlements of approximately one-half
this amount.
The net allowable soil bearing pressure refers to that pressure which may be
transmitted to the foundation bearing soils in excess of the final minimum
surrounding overburden pressure. The bearing capacity at the final footing elevation
should be verified in the field by an experienced Soils Engineer to assure that the in -
situ bearing capacity at the bottom of each footing excavation is adequate for the
design loads.
ly=A5 0CIAIES WC. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 8
ANALYSIS AND RECOMMENDATIONS
Seismic Site Classification
Based on the results of our exploration, we calculate that the SEISMIC SITE
CLASSIFICATION will be C for this site under the 2000 International Building Code.
Foundations
Based on the results of our exploration, we anticipate that the proposed structure
can be supported by shallow spread footing foundation systems placed to bear on
the existing natural soils.
We recommend that the proposed building be supported on a shallow spread
footing foundation system. The spread footings may be designed to bear on either
compacted Engineered Fill or suitable natural soils. For footings designed as
discussed herein, a net allowable soil bearing pressure of 3,000 pounds per square
foot (psf) may be utilized for column and wall footings. In order to attain this
allowable capacity, it will be necessary to adhere to the design and construction
recommendations discussed in the text of this report. Based on the design bearing
pressure and the anticipated structural loads, total settlements are anticipated to be
less than 3/4 inch with long term differential settlements of approximately one-half
this amount.
The net allowable soil bearing pressure refers to that pressure which may be
transmitted to the foundation bearing soils in excess of the final minimum
surrounding overburden pressure. The bearing capacity at the final footing elevation
should be verified in the field by an experienced Soils Engineer to assure that the in -
situ bearing capacity at the bottom of each footing excavation is adequate for the
design loads.
INC. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 10
We recommend that the floor slab be isolated from the foundation footings so
differential settlement of the structure will not induce shear stresses in the floor slab.
Also, in order to minimize the crack width of any shrinkage cracks that may develop
near the surface of the slab, we recommend mesh reinforcement be included in the
design of the floor slab. The mesh should be in the top half of the slab to be
effective.
We recommend the slabs -on -grade be underlain by a minimum of 6 inches of clean,
angular gravel (crushed stone) having a maximum aggregate size of 1,5 inches. No.
57 Stone is considered suitable for this purpose. This porous fill layer will facilitate
the fine grading of the building pad, provide more uniform bearing conditions, and
help prevent the rise of water to the bottom of the slab (capillary action). As an
alternate, should select off site borrow be readily available on this project, the
porous fill layer can consist of 12 inches of relatively clean Sand classified as SP,
SW or better with a maximum 5% passing the No. 200 sieve. Before placement of
concrete, a polyethylene vapor barrier should be placed on top of the granular
material to provide additional moisture protection. Slabs supported by well -
compacted on site borrow or firm, natural subgrades treated as discussed herein
can be designed assuming a Modulus of Subgrade Reaction (Ks) of 100 pounds per
cubic inch.
Below Grade Wails
At this time there is no indication that retaining walls will be used at the project.
Drainage
As indicated previously groundwater is not expected to be an issue.
Positive drainage should be provided around the perimeter of the buildings to
minimize moisture infiltration into the foundation soils. We recommend landscaped
areas adjacent to the buildings or pavements be provided with a fall of at least 3 to
5% for the first 10 feet outward from the wall.
IV=A5SO"--iATE.ri INC. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksvilie, North Carolina
ATC Job # 45,27739.0042 — July 2, 2009
Page 11
Exterior Pavements
For the construction of exterior pavements, we recommend that topsoil and any
other soft or unsuitable materials be removed from the paved areas prior to fill
placement. The stripped or filled surfaces should be proofrolled and carefully
observed at the time of construction immediately prior to placement of the Stone
Base in order to aid in identifying any localized soft or unsuitable materials. Such
materials should be removed prior to Stone placement.
The grading information provided indicates that most of the proposed pavement
areas will be supported on slight fill or existing fills. Based on topographic data and
anticipated grading requirements for the site, soil classification performed on the on
site materials, we estimate soaked CBR values of 4 in a saturated condition and 12
in a dry condition at 95 percent compaction. These values have been utilized in our
pavement design according to AASHTO standards. The following minimum
pavement sections are recommended on this project:
Heavy Duty Pavements
EAL = 150,000
(Main traffic and truck access lanes if applicable)
Subgrade: Stable and compacted to a dry density of at least 95% of that soil's
Standard Proctor maximum dry density (ASTM D-698) to a depth of 10.0
inches.
Aggregate Base: 8.0 inches Aggregate Base (NCDOT Aggregate Base Course)
Asphalt Base: 2.0 inches Asphalt Concrete Base (NCDOT Superpave B-25.0B or
equivalent).
Asphalt Surface: 1.0 inches Asphalt Concrete Surface (NCDOT Superpave SF-9.5A
or equivalent).
IYAWASSO IATES INC, Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 -- July 2, 2009
Page 11
Exterior Pavements
For the construction of exterior pavements, we recommend that topsoil and any
other soft or unsuitable materials be removed from the paved areas prior to fill
placement. The stripped or filled surfaces should be proofrolled and carefully
observed at the time of construction immediately prior to placement of the Stone
Base in order to aid in identifying any localized soft or unsuitable materials. Such
materials should be removed prior to Stone placement.
The grading information provided indicates that most of the proposed pavement
areas will be supported on slight fill or existing fills. Based on topographic data and
anticipated grading requirements for the site, soil classification performed on the on
site materials, we estimate soaked CBR values of 4 in a saturated condition and 12
in a dry condition at 95 percent compaction. These values have been utilized in our
pavement design according to AASHTO standards. The following minimum
pavement sections are recommended on this project:
Heavy Duty Pavements
EAt_ = 150,000
(Main traffic and truck access lanes if applicable)
Subgrade: Stable and compacted to a dry density of at least 95% of that soil's
Standard proctor maximum dry density (ASTM D-698) to a depth of 10.0
inches.
Aggregate Base: 8.0 inches Aggregate Base (NCDOT Aggregate Base Course)
Asphalt Base: 2.0 inches Asphalt Concrete Base (NCDOT Superpave B-25.OB or
equivalent).
Asphalt Surface: 1.0 inches Asphalt Concrete Surface (NCDOT Superpave SF-9.5A
or equivalent).
T=AS SOGATFi INC, Environmental, Geotechnical and Materials Professionals

Itp
Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 13
Subgrade Preparation and Earthwork Operations
The near -surface soils at the site are typically medium -dense, to dense fine grained
medium to low plasticity SILT (ML) and should provide adequate support at grade.
However, there may be isolated areas where clay content and plasticity may exceed
typical levels. Some areas may require some undercutting and/or re -compaction.
Care should be taken to design the site for positive drainage to prevent saturation of
the SILTS at the site. In addition it is IMPORTANT that the site not be graded during
the wet periods of the year because of the moisture sensitivity of the soils
encountered at the site.
In addition, any old foundations associated with the existing residential structure
should be removed from the building and parking areas. Areas of old foundations
should be proofrolled and backfilled according to the recommendations of this report
after removal of the old foundations.
The soils observed in our borings are fine grained and moderate to low plasticity and
are moisture sensitive. We recommend that the grading operations at this site be
performed during the drier periods of the year (April 1st to November 30th). If
grading is attempted during the wet winter months, extra cost for undercutting of
saturated soils wmay be incurred. However, during the drier periods of the year, the
moisture content of these soils may be adjusted using discing or other drying
procedures to achieve moisture contents consistent with good compaction results.
After stripping to the desired grade and prior to fill placement, the stripped surface
should be observed by an experienced Soils Engineer or his authorized
representative. Proof -rolling using a dump truck or other construction equipment
loaded to one-half capacity is recommended because of the proximity of the existing
building. Any soft or unsuitable materials encountered during this proof rolling
should be removed and replaced with engineered fill.
Xmi-415SOCIATES iNC, Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 13
Sub4rade Preparation and Earthwork Operations
The near -surface soils at the site are typically medium -dense, to dense Fine grained
medium to low plasticity SILT (ML) and should provide adequate support at grade.
However, there may be isolated areas where clay content and plasticity may exceed
typical levels. Some areas may require some undercutting and/or re -compaction.
Care should be taken to design the site for positive drainage to prevent saturation of
the SILTS at the site. In addition it is IMPORTANT that the site not be graded during
the wet periods of the year because of the moisture sensitivity of the soils
encountered at the site.
In addition, any old foundations associated with the existing residential structure
should be removed from the building and parking areas. Areas of old foundations
should be proofrolled and backfilled according to the recommendations of this report
after removal of the old foundations.
The soils observed in our borings are fine grained and moderate to low plasticity and
are moisture sensitive. We recommend that the grading operations at this site be
performed during the drier periods of the year (April 1st to November 30th). If
grading is attempted during the wet winter months, extra cost for undercutting of
saturated soils wmay be incurred. However, during the drier periods of the year, the
moisture content of these soils may be adjusted using discing or other drying
procedures to achieve moisture contents consistent with good compaction results.
After stripping to the desired grade and prior to fill placement, the stripped surface
should be observed by an experienced Soils Engineer or his authorized
representative. Proof -rolling using a dump truck or other construction equipment
loaded to one-half capacity is recommended because of the proximity of the existing
building. Any soft or unsuitable materials encountered during this proof rolling
should be removed and replaced with engineered fill.
TMADXIATLS INC. Environmental, Geotechnical and Materials Professionals

Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 - July 2, 2009
Page 14
Following stripping, proof rolling, and subgrade preparation procedures, Engineered
Fill can be placed. Subgrades which are clean and stable and to be covered by
Engineered Fill need not be compacted. Fill used to support any part of the
proposed foundation system and pavements should be placed in lifts not exceeding
8 inches in loose thickness, moisture conditioned to within +1- 3% of the optimum
moisture content and compacted to at least 95% of the maximum dry density
obtained in accordance with ASTM Specification D-698, Standard Proctor Method.
Field density testing of subgrades and each lift of fill should be performed at a rate
of no less than one test per 5,000 square feet in the building area and one test per
10,000 square feet in the pavement areas.
It is recommended that the construction contract include a unit rate for undercut and
backfill below subgrade elevations. The construction contract should also provide
for a unit price for importation of a clean fill for placement to design subgrades.
The following fill types are recommended for use on this project:
Engineered Fill (on site)
SM, SC or better.
Engineered Fill (imported)
SW, SM, SC or better.
Soil Material obtained on site classified as ML or MH,
Soil Material obtained off site classified as ML, SP,
Porous Fill: Clean crushed gravel (No. 57 Stone) with a maximum aggregate size
of 1.5 inches placed in a minimum 6 inch layer or clean Sand classified as SP, SW,
or better with a maximum 5% passing the No. 200 Sieve placed in a minimum 12
inch layer.
Aggregate Base: Aggregate Base Course.
'YNCAS SO IATa a PDX. Environmental, Geotechnical and Materials Professionals

f
Dollar General, Mocksville, North Carolina
ATC Job # 45.27739.0042 — July 2, 2009
Page 15
Difficult Excavation and Rock Excavation
Based on the boring data it does not appear that rock will be encountered in the
excavations at this site unless excavations are extended beyond the boring depths.
Construction Considerations
Proper compaction control of fill is an essential aspect of this project. Therefore, we
recommend that all cut and fill operations be observed full-time by a qualified Soil
Technician to determine if minimum earthwork and compaction requirements are
being met.
C os'n
We recommend that the construction activities be monitored full time by a qualified
geotechnical engineering firm to provide the necessary overview and to check the
suitability of the subgrade soils for supporting the footings. We would be most
pleased to provide these services.
This report has been prepared in order to aid in the evaluation of this property and
to assist the architect and/or engineer in the design of this project. The scope is
limited to the specific project and locations described herein and our description of
the project represents our understanding of the significant aspects relative to soil
and foundation characteristics. In the event that any change in the nature or
location of the proposed construction outlined in this report are planned, we should
be informed so that the changes can be reviewed and the conclusions of this report
modified or approved in writing by the soil and foundation engineer. It is
recommended that all construction operations dealing with earthwork and
foundations be reviewed by an experienced soils engineer to provide information on
which to base a decision as to whether the design requirements are fulfilled in the
IM.J V A JSOCATES M. Environmental, Geotechnical and Materials Professionals

APPENDIX I
SITE LOCATION AND AERIAL. PHOTOS
'FRgASS00ATES INC. Environmental, Geotechnical and Materials Professionals

APPENDIX 16
BORING LOCATION DIAGRAM
AND SITE LAYOUT PLANS
TREASSMAM INC.Environmeotat, Geotechnicai and Materials Professionals

CMA D-zfisliv P.0,viorn,hIP
j65
Job Nlamk!,
6 0 of, 100:'r, satura!ioil
Millar lefseral- ior soecllic jrz1,;"-JC!s quill
155
tiampik.t Mo. H 2.6
145 - D.
dayj trace mica 140
Maxinjiiiij Dry Do)sitv (ff), 1.4,")
135
L
j
Optimum klc6sttiri.- 7 110 F
98'-!;, Max. Dy Dc-nsity
2 1
95,;", Max. Dry CpnsA,)
I t
121)
job khlmb��I- _VT
45.27739.0042
Dale
Ady 3, 2009
ia
H.H. - I_;
'L. Jll'., Tem �Ivleth�nf
ASTN4 D698
fes;
A
95 L
90
M t
J..J.''...
tot)
_tj
AMM
75
�A
TO RIO 70 JA
rr...
65
0 10 N 10
N-foisture Con[cm - }dice(} Dry Weiz1p ht

r � i i crrj�
I �
I r
I '
i s I
r I
� r I 1`i +
Ir el
I f IK I
>r l r
I I
r-.
f
�..1AIL
r6,:f
4 ! `
t r r
PROPOSED SITE LAYOUT AND BORING LOCATIONS
SOURCE: Primax Properties
SITE LAYOUT
ATC PROJECT NO. NTC
Subsurface ExpYoration Services 45.27739.0042
Proposed Dollar General SCALE: NTS
Mocksv&e, North Carolina

I
1',15 2
1-140
J,
A
1380 U
12 5 E
12 -1'!"
V
9
Al 2,
A -A
Area Topography SITE
SOURCE Davie County GIS
Topographic Map
Subsurface Exploration Services
Proposed Dollar General
Mocksville, North Carolina
ATC PROJECT NO
45.27739,0042
SCALE: NTS

APPENDIX M
;dill.. BORING LOGS
T/GKIAMCIATFS INC. Environmental, Geotechnical and Materials Professionals

CVV)725 Fa,, P01416,100k RoPCI, �'i TIF',ST BOi-I%IN(d'
FI;:4�ifihi, MC 2760,;
�) � �1-11117 1-0999
I,f Rix
D-I
roc, 3crT NA-m;-:7 Dollar ggnq .r.11 - Mork-svillp Joe 45.27739.0042
I.C(ATIOw Hwy
-N-2!Lh -qa —rOI I fLa8VW-
DWLIX- ' , arrISAMPU', INFOR:F IrJ,1! TE 3 T Q,' T A
SIPM Hammer,Vt. JAIL-s- Mjla 6129/09 Hammer Drop
Drill 179f9man Mario I
Rrjc 4!-,Ofe DO-J. N/A in. I
Borlsk] W-1hod HSA SfWhJy Tub? 01) __NIA in.
'r, 13
6 :L v cc t7
:i Z
5,011L CLASSIFICATK)Hal
Z.
s v
0
SVRFI,CE L G /A'F 10 il',
� 2 T;
Is viz` 0 'XI
I �.
00,dwm De gyreSfL F, MrAm, f
thl topsoil
1 Jv Fi 12
Pe"Isih bro*n Ctwa)rsy SIP T, Timjim
Wor4fmr,
&5 - Omen -1401 Spoon
ST - PrezSM- SNiby Tube
CA - coukinmus F" Auger
RC - Rocs Core
CU - Cu*nqs
CT - Con6n uous T tite
's s 17
4
L
1-
3 5 1 04 1
12
I)ekLfi tv(37rog, Iw? e,
Pl,ted on Orbring 70-ms ME f:.
Aa Czm*,Iiejn (in ay.,qers", NE ft.
Aj CompleCon (Open, ho'eL_NE ft.
Alma h0u;s ft.
After hours '
q Cave Dept —TOTS- --. ft
cav9-in al
8Gfi2q,L%--etqqd
HSA - Holtow s!?.JqI Augei-,q
FA - Com mujus e Right A�,rt.1
- rs
DC (]riving Casing
MCI Mud DHOng
Page

Y
272AIIiiqil
(;rift, F2 0 ,3t1itF, 1 1RP, MC TT ° t;J pp11t ! r
�1 �•iS1 �-Uiii1�.1
t;l_7Cs;'f NTlrtkl'x NfQ E f£3 13rF1NG 4 i }
Fie ME - Dollar c3artra1-- Mcx kgyille, �..�....._...._ . .__ rr�1 a ._� 45.27739.0042 - — -- ---
;ar,•.:�f r'��CTts,tr NCxy_601 -_.. - __..._._.�._ --- ctirrr;ar_MH NIQck vii1q,i!io1 4'iarolirl�._—�.------ —•--- APPw—j'iEO8y Qil ---
t1wuJN+G rlr1 sr?14iW1-!i f1; OlP iRMA-f s()N 7 PST - .4 1A _
f�,�¢e5rarx:sS--61281U8- Liato'nerYY, �q0
Dare Crrntrl5ly<f 61291h9 _—,---_ Hammer Vrac .-------.•_- 3Q n�. � i � I � f
�!
Voit T!wesnan Mario ar;rrort Sam kv ]Ci z I,Z. f
Rocx Core Ufa. _ _.._ N/A In.
Boivnq f61e1hod ,A Sh4,-" Tt,,bt OD _N/A in.
i_n 0
CLEVATtOk
SO!I. CLASSJPiCATIGFI
1 UPFACL, r u' 77f '1 rb Ix
! t� oz i, U n: 4 v c rz I —n.. _' I a
tfEf Ftedrf str BrcEm, all? A1ri;}, L,1«dir m [`Anus. Some
Clay [AAIi { 1 inC,h t]c;ril
Y
loci i1D
pmcio k'(own Clayey ;'M F. �ta:k fsd;9irt41, iv'4i� .
;tiN(Wro Cianse !r•.14)
Saraale Tim
rJ,iveyr SPR Spoor.
61 - Pre-Ised Sbrelby Tube
CA Colfm,;ouzPOjtaAuWr
�C • Rohr. ery,,,.
�i1 - uuCir':gs
CT - Cpwrriircrnus Tuoe
a 1 ZS
cepih to GfQt mwaref
q ,11owl on Dry cools NE ff ,
;F At COM*,Wr. ('rr, a-sgersL NE f1.
9, At Cf;mpTetfan (open Wet NE ft..
T. Nter _ hot,rs _ P.
A,r krours tt.
a Cave Depth 10,31n.
CaVe-41 ct i0'2"
Borina Method
FfSA - Hollow Stem Augers
CFA Conlinuaus 6=1t'gh1 Au,7eas
OC - Dri"nq Casing
NO - Mud Drifting
Page 1 of

2725 Ea.-, iP iAn 12.1 f ES i' F3C)RiNG' j Ok:'.�
0_Fnx
9�-i571 C39
gt?I
r 1„ Inc r rit, mE _ Dollar _er1 r�I wMocksvillN __,._.. Jr"G v !�-?77.',9.0OA �- --
pP�idE;;r u,cn rt��t.__ NC Hwy. BQ1 _ _—..____..M._......._......__..._..__ � - DF%M,NN y°r.._ MH ---
_ _-W� _K41—OU. lgrt_h��ro l l _...__��_�_ __� _� ;%PPROS /ED BY B WII
rrILL_ S firr1 T
DateN?�tli.10 _,...�. �i ._ rl:�fniTt`:r �'.lS, 1li� _ IG4.
I
Gzlo comptopff 61291QN _.._._._., I wmm'�r Drop _ ... 30 ir,.
fyrdf Forvmars Marto SF;vdr+ SamptCr SNa _--2 iri.
3ru,t;er:lrr ._...--- ._..__._. {rrc"�C,:ta��'It• ..,....._..,f":Ila it7. 1�! � � � r� _ � +{}`ij I 1 I
II -v
F'r)r'7f4sF Mt:[tlr7ri {_i,5/a Sh�it; � i!�'.3a {Ji7 __..,._ �![IAin. ,r n. ;° :� I a a;
1
£;VRFAC FIC/�TiL1t _ oIf '-
s) of rn r aJ L L. _-'. - I -.l I Q
t_=fAy+(MU ; ' } I -i i;Xil k)n;,;il 0
Pe7d+sh Src-lin S;tayc:y SILT; BtaO. rActiling, MbeA,
Medfurn Cewe (ML)
S'$ - Drkpm .` piii Soojn
Sr - P(9ssed Shetby TkrbP
A.. - �. W..'Irwmit, Fkhl auger
?r; - f?iEk Care
CT - C,.7FWTN,;m* 3ube
I � ,
_._�
t
-', 4�
71
tom../ tiF y
t
r
Qom.' rr'rgl.-ak�i
9 Noted orr Dnl;ino Taois NE A.
# Al Ce)mpiotk r (.r aX4z:,-3L,_ EVE It,
93- Al Crnriptntfrn (Oper nohk;_ NE ft.
. Amr _ hViurs
T ijfer _ _ t4Atlf`a
0 CaveDepth ft.
Gave -In at iOl
Bcrfrra Method
HSA • Haflow Stern Augers
CPA - Conllnuous FRgrl Au,jers
D(' - Drodrng Caslnrr
100 - Mud Lrillin.l
Page 1 ;v 1

2 `25 t 275;t !'Aiti:? C�;'c
2 7 �j 0
f 3) () R I N
Priarax
D-4
PR("'JE; f, ,J1,4VAE _—__Dollar General.- Wx*sVille
.1-02 �j
415.27739-0042
`R!1JE4� T LCjC;Jl0N -01
F, 3y
MH
ville. North Cafolma
P Krlvir e"
f3VVV
;we, '5AMPLIN"_'
TE :-!T DATA
u re S;Srtod 6/29109 Hammel VA.
140 i rA,
8129109 HammerE;frc;
30 jrr,
D, W Po,,eMai) Mario jo,)n Sampiu OD
2
H
impecPw Prck ccrc Gia,
N/A :n.
E3,),erg MM,ix,-,J HSA 131*lby Tut` 00
NIA -im
j 11
SOIL r1,L_A_1z.__1;::fr_jkTjOfj
4) IL
7a
SURFACE ELEVATION F- E N
n �5 z m —
`4 loz� 40 0&1 0
keddish Bfmr, SILT. Mwf. M,!dlum Ckamse, �me
Ciay VZO
_aMpie T Jai
SS Dmfert SPR', Spoon
ST • Pressed S?ien;l Tube
CA Comrmtrcws Ftl�hl AMeF
RIC - Rack Core
C42 - - 01. tino;4
CT - 6nit*mDwi Ta;b-_
rzo
r
f_-j u.
E
Lid
f
at 162"
J
r
Qywh to Grricnevj;3te
-9 Noted, on Drilling Toois NE AL
:1 At Crm ptelicn (in augef sj, NE tt.
q, At Completion f,Vem hnie' NE f:
_y After hcjrs ft,
AAeT hours ft.
CI ' X, Depth P,
aaoiwietnod
HSA' - H'oJ?cw Stem AKaf .9
CFA Contnuous Flight At.gers
DC Driving Casing
N11-- %hic DrVing
Rage '1 0', 1

272-S E-,ust PAjIf,,r;ior< Ro;� d, tji :y 111
9
Fp<, f194371 J3315
Prirrlax Qgq[e —
�;?
_--
�Mo�ksyifie,�iorthC;aroiirta
DRILLING and SA.i1Pt_10G' INFC)RMAT1CF;
t7ase ti.a t� r
6129/09
f3r,t: ;-r,;rr ar, _
MarI0
.viofi'helh
i"{SA
Iaamme0l.1t. ___
740 it.5.
hammtw Drop .._,_
30 ir-
:�paxn Sampler of?
2 in.
Ror. Gofe C7 a,
iti/ai in,
.Sbalt;7Ttjb,-.OD
NIA -in.
T�! 1 HORING Ll fit;
COFING UP-1
DRAWN a'( MH
APPROVED B-(—E3VW
sarmf6e Tv! e r-Intts to Geoonduater 99L9_ leti��+i
- F,rixa Split Spoon g Meted an oriffinq TaeIS ME ft. WSA - Hotlow S',en, augers
S. T - Pressed She>by Tubb # At Cmpfetior! !n au er,, NE 1i. CFA - Continuous Fligbt Augzxs
CP: - Continuous Fligh$ Auger CC - Driving Casing
R'C - Rack Core £� Al Ccmpfel'icn (epEn Wei i jE fL MD _ Mud Drilog
CU - Cuttings g After hours ft-
CT - Cclb*R-nws Tut7e I After _ _ hours _ _ I Page 'i of i
�a Caue Depth s'1i}" ft.

APPENDIX !V
LABORATORY TESL' DATA
ASSO IATES INC. Environmental, Geotechnicai and Materials Professionals

ATC , ssor:#atns of North C:nroliwj PC.;
CI
2725 E. Mil(brook f1d
/ATCsuito 1z'I I AD&
ri1
Raleigh, NC 27604 pn8H7r) nyn
Nkpisture C.'oritt�nt'fublc
f'rei-VxI Name: Dill<ir General- Moicktville
f'ro.)-oo idui bob: 45.27734.0042
l.i:ite: 7/3/2004)
Boring Sample Depth miiist. rout. !boos; SF
Number Number 0-10 (`%,
D-4
S2
3.5-510
37.0
4.0
D-4
S3
6.0-7.5
38.7
3.0
D-4
�S4
9.5-10
40.6
1.J
D-4
SS
13.5-15
3<i.7
f,R
I

APPENDIX V
SITE PHOTOS
'FAftASSOCATES INC. Environmental, Geotechnical and Materials Professionals

Name of Stream
Description
Curr. Class
Date
Basin
Stream Index #
YADKIN RIVER
From a point 0.3 mile
WS-V
08/01/98
Yadkin
12-(98.5)
downstream of U.S.
Hwy. 64 to a point 1.0
mile upstream of mouth
of Dutchmans Creek
Dutchman Creek,
From source to Davie
B
05/01/70
Yadkin
12-102-(1)
including
County SR 1002
proposed
reservoir
Dutchman Creek
From a point 0.9 mile
WS-IV
0.8/01/98
Yadkin
12-102-{I7.5)
upstream of mouth to
Yadkin River
Dutchman Creek
From Davie Countyy SR
C
08/01/98
Yadkin
12-102-(2)
1002 to a point 0.9
mile upstream of mouth
Bryant Branch
From source to
C
04/06/55
Yadkin
12-102-10
Dutchman Creek
Frost Mill Creek
From source to
C
04/06/55
Yadkin
12-102-11
Dutchman Creek
Noland Creek
From source to
C
04/06/55
Yadkin
12-102-12
Dutchman Creek
Cedar Creek,
From source to Davie
B
05/01/70
Yadkin
12-102-13-(1)
including
County SR 1410
proposed
reservoir
Cedar Creek
From Davie County SR
C
04/06/S5
Yadkin
12-102-13-(2)
1410 to Dutchman Creek
Sugar Creek,
From source to
B
09/01/14
Yadkin
12-102-13-3-(l)
including
Interstate Hwy. 40
proposed
reservoir
Sugar Creek
From Interstate Hwy.
C
04/06/55
Yadkin
12-102-13-3-(2)
40 to Cedar Creek
Cub Creek
From source to Cedar
C
04/06/55
Yadkin
12-102-13-4
Creek
Buffalo Creek
From source to
C
04/06/55
Yadkin
12-102-14
Dutchman Creek
Elisha Creek
From source to
C
09/01/74
Yadkin
12-102-15
Dutchman Creek
Nelson Creek
From source to Elisha
C
09/01/74
Yadkin
12-102-15-1
Creek
Leonard Creek
From source to
C
08/01/98
Yadkin
12-102-16
Dutchman Creek
Ellsworth Creek
From source to Davie
B
08/01/98
Yadkin
12-102-16.5-(1)
County SR 1606
Ellsworth Creek
From Davie County SR
C
08/01/96
Yadkin
12-102-16.5-(2)
1606 to Dutchman Creek
No Creek
From source to
C
08/01/98
Yadkin
12-102-17
Dutchmans Creek
Humpy Creek
From source to a point
C
08/01/98
Yadkin
12-102-18-(1)
0.3 mile upstream of
mouth
Page 2 of 4 2009-08-29 07:i0:24

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LEGEND:
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PRIA /AW
PROPERTIES, LLC
D]3�NA��DTES: � � m GRADING NOTES:
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(030)559-L570
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Charlotte, NC 28804
(704)P64-7220
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DRAINAGE PLAN
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REQUI�EtF.�d.r
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WATER QUALITY/QUANTITY

Precipitation Frequency Data Server
http://hdsc.nws.noaa.gov/cgi-bi n/hdsc/bui Idout.perl?type=pf&units=u
POINT PRECIPITATION A�y�'```
8 $ FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 :yM na
North Carolina 35.831 N 80.459 W 698 feet
FTorn "Pre cipitalion- Frequency Atlas oFthe United States" NOAA Atlas 14, Volume 2. Version 3
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D, Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Tie Aug 4 2009
i
I I
t ,
Precipitation Frequency Estimates (inches)
ARP
5
10
° 15
30
60
120 ,
'
� 10
'E 20 30 45 60
, 3 hr ' 6 hr
j 12 hr:24 hr'48 hr4 day
'7 day
(years}:
min
.min
,min
min
i min
.min
`
3
1
day
dam day d� day
1
0.38
;0.61
:0.76
1.04
1.30
1.50
1.60 :1.94
:2.29 �2.75
3.19
3.59
4,14
;4.72
;6.34 7.$5 9.88 1 f .7$
2
:0.45
,0.72
,0.91
125
.1.57
;1,82
1.94 i2.34
2.76 •3.31
3.83
'4.30
4.93
15.61
7.49 �9.23 11.56 13.72
5
i0.53
�0.84
:1.07
0.52
1.94
'2.27
2.42 !2.93
3.46 '4.16
�4.77
5.30
5.99
:6.73
:8.84 110.71 �13.19 15.47
..
10
'0.58
10.93
11.17
'1.70
2.21
12.60
2.79 3.38
--........5.49
4.01 ...82
6.08
6.83
7.6111.85
9,91- i
9.91 , i 14.44 ;16.81
25
'0.64
;1.02
11.29
A.91
.`2.54
13.04
3.27 �398
4.76 '5.71
16,46
1,7,14
17.96
8.78
1 1.35 ,13.34 .16.07 18.52
50
�0 68
AM
11.37
:2.06
2.79
3.36
3.64 4.45
`5.35 '6.42
17.23
7 98
8.86 -19,70
;.12.47 ;14.48 17.30 , 19.81
100
10,71
11.13
11.43
,2.19
3.02
13,68
4.00 A.92
:5.96 7.14
'8.00
•8.83
9,76
10.63
.13.61 15.61 18.50 21.05
200
0.74
11.18
j1.49
i2.31
3.24
;3 99
'4.37 ,5.40
6.58 ,7.89
18.79
i9.70
10,69
•[ 1.56
14.76 116,73 '19.67 '22.24
500
'0.78
i1.23
1.54
'2.46
3.52
4.40
4.85 ;6.05
':7.43 ,8.90
;9.86
10.88
,11,95
12.$2
1b.31 ,1$.21 21,21 23.77
1000
.0.80
,1.25
' 1.58
,2.55
,'3.73
4.70
'5.21 16.54
8,08 -9.69
10.69 ;1 1,81
12.93
13.80
17.5 l 19.34 22.36 24.91
OF 1

Sheet Flow
Time of Concentration Calculation (Tc)
Drainage Area: 1.1
Surface description = Short Grass
Roughness, n = 0.15
Length, L = 160 ft
Average slope, s = 0.047 ft/ft
Two-year 24-hour rainfall, P2 = 3.5 in
Shallow Concentrated Flow
Surface =
Length, L =
Average slope, s =
Velocity =
Channel Flow 1
Cross Sectional Flow Area, A =
Wetted Perimeter, Pw =
Hydraulic Radius, r = A / Pw =
Channel slope, s =
Roughness, n =
Flow Length, L =
Channel Flow 2
Cross Sectional Flow Area, A =
Wetted Perimeter, Pw =
Hydraulic Radius, r = A / Pw =
Channel slope, s =
Roughness, n =
Flow Length, L =
Unpaved
80 ft
0.300 ft/ft
3.7 fps
Total Time T, = Tt, + Tt2 + Tt3 + .....+ Ttm
41 ft2
17 ft
2.41 ft
0.030 ft/ft
0.024
Oft
60 ff
21 ft
2.86 ft
0.012 ft/ft
0.024
Oft
See TR-55 Table 3-1
0.007 nL °'6
Tt = (P2)0.5 So.a
T, = 0.1616 hr
+ See TR-55 Figure 3-1
T, = L / 3600V
T, = 0.0061 hr
Velocity = 1.49 ra.667 sa.s
n
Velocity = 19.34 fps
T, = L / 3600V
Tt= 0hr
Velocity =
1.49 ro.667 s°.s
n
Velocity =
13.52 fps
T, =
L / 3600V
Tt =
0 hr
T, = 0.1677 hr
- 10.06 miry

Dollar General -
Triangle Site Design, PLLC
BMP Pond
Drain ge Area (acres).
Curve Number Calculation (CN)
Post -Developed Conditions
1.1
Existin soil Grou s'
5od Group Map Symbo!
B CfB2
Proposed_ Land_ Uses.
Land Use Description
Open Space - Good Condition
Impervious - Pavement/Bldg
Soil Description Acres Percent of DA_
Clifford Sandy Clay Loam 1.1 100%
Existing 8oil_Group Acres Curve # Weighted GN
CfB2 CfB2 0.43 61 23.8
Cf62 Cf82 0.67 98 59.7
Cumulative Curve # = 83.5

Dollar General -
Triangle Site Design, PLLC
BMP Pond
Drainage Area (acres)
Existing Soil Groups
Existing Land Uses:
Curve Number Calculation (CN)
Pre -Developed Conditions
1.1
Soil Group Map Symbol
B CfB2
Land Use Description
Open Space - Good Condition
Impervious - Pavement/Bldg
Soil Descri tion Acres Percent of DA
Clifford Sandy Clay Loam 1.1 100%
Existing Soil Group Acres Curve # Weighted CN
CfB2 1.03 61 57.1
CfB2 0.07 98 6.2
Cumulative Curve # = 63.4

Pond Summary - BMP Pond
Drainage Area (acres):
Curve Number:
Time of Concentration (minutes):
Q 1-year (cfs):
Q 10-year (cfs):
Q 50-year (cfs):
Outlet Controls:
Permanent Pool Elevation:
Min. Required Surface Area (so:
Surface Area provided (so:
Design Storm :
design storm storage volume required (co:
design storm storage volume provided (co:
Drawdown time for design storm (days):
Design Storm control.
Incremental Weir elevation:
Incremental Weir width (in):
Incremental Weir height (in).
# Weir Openings:
Q 1-year routed through pond (cfs):
1-year storm elevation:
Q 10-year routed through pond (cfs):
10-year storm elevation:
Riser structure outfall:
Emergency Spillway Elevation:
Emergency Spillway Width:
Q 50-year routed through pond (cfs):
50-year storm elevation:
Top of dam elevation:
Pre -Developed
1.1
63.4
10
4.032
6.274
7.389
836.5
1,682
3,775
1"
2,369
2,812
2.27
1" opening @ 836.5
837.1
24
4
2
2.096
837.43
2.888
837.8
15" HDPE
837.9
16
3.637
837.98
839
Post -Developed
1.1
83.5
5
4.728
7.277
8.547
Post -Developed
routed through
pond
(Based on 90% T55 Removal)
< Q 1-year pre -developed
< Q 10-year pre -developed
Riser is emergency spillway
< Q 50-year pre -developed
2.096
2.888
3.637

Proposed Wet Pond #1
Project Information
Project Name: Dollar General
Project #:
Designed by: MEL Date:
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location:
Drainage To Proposed Pond#1
Drainage Area (DA) =
1.1 Acres
fmpervious Area (IA) =
0.66 Acres
Percent Impervious (I) =
60.4 %
Required Surface Area
Permament Pool Depth: 3 ft
SA/DA = 3.51 (90% TSS Removal via Wet Pond)
Min Req'd Surface Area = 1,682 sf (at Permanent Pool)
Required Storage Volume
Design Storm =
Determine Rv Value =
Storage Volume Required
1 inch
0.05 + .009 (1) = 0.59 in/in
2,369 cf (above Permanent Pool)
Elevations
Top of Pond Elevation =
839.00 ft
Temporary Pool Elevation =
837.10 ft
Permanent Pool Elevation =
836.50 ft
Shelf Begining Elevation =
837.00 ft
Forebay Weir =
836.00 ft
Shelf Ending Elevation =
836.00 ft
Bottom Elevation =
831.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 3,775 sf
Volume of Temporary Storage = 2,812 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes
Is Temporary Storage Volume Sufficient (yes/no)? Yes
3775 >
2812 >
1682 ) sf
2369 ) cf

Incremental Drawdown Time
Project Information
Project Name:
Project #:
Designed by:
Checked by:
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD
Date:
Date:
Water Quality_ Orifice_
' Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) =
Cd =
Ei =
Zone 1 Range =
Zone 2 Range =
Zone 3 Range =
Qs = 0.0437 Cp ' Dz (Z-Dl24-Ei)^""
Qz = 0.372 Co ' D'(Z-Ei)^Ivzi
Q, = 0
1 in
0.6
836.5
Orifice Inv.
to 836.5
836,5
to 836.7
836.7
to 24.9
Incremental Drawdown Method
Countour
Contour
Afea
Incremental
Volume
Stage, Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
836.50
3,775
0
0.00
2.00
0.000
--
836.70
4582
836
0.20
3.00
0.010
1,335
836.90
4965
955
0.40
3.00
0,016
1,014
837,00
5116
504
0.50
3.00
0.018
473
837.10
5238
518
0.60
3.00
0.020
440
Total
2,812
--
3,262
Drawdown Time = Incremental Volume 1 Q 160seclmin
Summary
Total Volume = 2,812 cf
Total Time = 3,262 min
Total Time = 2.27 days
8/31 /2009
Prop Wet Pond.xls
Iof1

Project:
Pond # 1
Date: 8/4/2009
Pond Contours -Volumes
Elevation
Pond
Forebay
Total -Areas
Incremental Vol.
Accumulated Vol.
Description
839
7,702
0
7,702
7,177
22,665
838
6,652
0
6,652
5,350
15,488
837.1
5,238
0
5,238
518
10,137
837
5,116
0
5,116
504
9,620
836.9
4,965
0
4,965
955
9,116
836.7
4,582
0
4,582
836
8,161
836.5
2,465
1,310
3,775
1,604
7,325
A2 (Perm_Poo))
836
1,660
980
2,640
2,278
5,722
Al (Bottom_Shelf)
835
1,250
665
1,915
1,600
3,444
834
900
385
1,285
1,018
1,844
833
600
150
750
556
827
832
362
0
362
271
271
831
179
0
179
0
0
A3 (Bottom -Pond}
830
Forebay Contours -Volumes
Elevation
FBI
FB2 FB3 Total -Areas
Incremental Vol.
Accumulated Vol.
836.5
1,310
1,310
424
1,514
836
980
980
565
1,090
835
665
665
333
525
834
385
385
193
193
833
150
150
75
75
832
0
0
0
0
Average Depth (Option 1)
1.9405 *At least 3' average depth
Forebay Volume
0.2066 *Above 20%
Average Depth Calculation (Option 2)
Al (Bottom_Shelf):
2,640
A2 (Permanent -Pool):
3,775
A3 (Bottom -Pond).-
179
Depth:
5
Average Depth =
3.09

Project Information
Proposed Wet Pond #1
Project Name: Dollar General
Project #:
Designed by: MEL Date:
Revised by. Date:
Checked by: Date:
Site Information
Sub Area Location:
Drainage Area (DA) _
Impervious Area (IA) _
Percent Impervious (1) _
Orifice Sizing
Drainage to Proposed Pond
1.1 Acres
0.7 Acres
60.4 % (Drainage Area)
Orifice Size = 1.0 in (Diameter)
Drawdown Time = 2.3 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
Anti -Flotation Device
4' x 4' Inlet Structure
Area:
16.0
sf
Volume:
128.0
cf
Weight:
7987
Ibs
Factor of Safety
1.20
WT Req'd of Anti -Flotation Device:
9,585
Ibs
Volume of Concrete Req'd:
63.9
cf
Volume Provided: 77.6 cf
Sediment Storage
L20=2.3CA(.0091+.05)
C =
50.00
mgll
A =
1.10
ac
I =
60.36
%
L20 =
75.05
cf
depth
1.00
ft
Area required
75
sf
Area Provided
6,274
sf
Depth of Sediment Storage Required
0.01
ft
Depth of Sediment Storage Provided
1.00
ft
(Water Displaced - Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(4'x4' riser x 2.6' = 41.6cf, 6'x6' footing x 1' = 36cf)

Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3M 2009 by Autodesk, tnc. v6.066
Hyd. No. 1
BMP Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 1.100 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 2.21 in
Storm duration
= 24.00 hrs
2
Tuesday, Aug 4, 2009
Peak discharge = 4.032 cfs
Time to peak =
726 min
Hyd. volume =
8,810 cuft
Curve number =
63.4
Hydraulic length =
0 ft
Time of cone. (Tc) =
10.00 min
Distribution =
Synthetic
Shape factor =
484
BMP Pre -Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q MS)
5.00 5,00
4.00 4.00
3.00 3,00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960
- Hyd No. 1 Time (min)

fHydrograph Report
7
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Aulodesk, Inc. v6.066
Tuesday, Aug 4, 2009
Hyd. No. 1
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Peak discharge
= 6.274 cfs
Storm frequency =
10 yrs
Time to peak
= 726 min
Time interval =
1 min
Hyd. volume
= 18,587 cuft
Drainage area =
1.100 ac
Curve number
= 63.4
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
USER
Time of conc. (Tc)
= 10.00 min
Total precip. =
4.65 in
Distribution
= Synthetic
Storm duration =
24.00 hrs
Shape factor
= 484
BMP Pre -Developed
Q (cfs)
Hyd. No. 1 -- 10 Year
Q (cfs)
7.00
7.00
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 -
0.00
0 120
240 360 480 600 720
840 960
1080 1200
Hyd No. 1
Time (min)

4
Hydrograph Report
11
Hydrailow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. I
BMP Pre -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
50 yrs
Time interval =
1 min
Drainage area =
1.100 ac
Basin Slope =
0.0
Tc method =
USER
Total precip. =
8.08 in
Storm duration =
24.00 hrs
0 (cfs)
8.00
MIIrl
4.00
2.00
0,00 f- I I I
0 120 240 360
-- Hyd No. 1
BMP Pre -Developed
Hyd. No. 1 -- 50 Year
480 600
Tuesday, Aug 4, 2009
Peak discharge = 7.389 cfs
Time to peak
= 726 min
Hyd. volume
= 32,258 cuft
Curve number
= 63.4
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 10.00 min
Distribution
= Synthetic
Shape factor
= 484
Q (cfs)
8.00
. 11
4.00
2.00
I I I I I 1 0.00
720 840 960 1080 1200 1320 1440
Time (min)

Hydrograph Report
R]
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3DQ 2009 by Autodesk, Inc. v6.066
Hyd. No, 2
BMP Post -Developed
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
1 min
Drainage area =
1.100 ac
Basin Slope =
0.0 %
Tc method =
USER
Total precip. =
2.21 in
Storm duration =
24.00 hrs
'Tuesday, Aug 4, 2009
Peak discharge = 4.728 cfs
Time to peak
= 724 min
Hyd. volume
= 9,085 cuft
Curve number
= 83.5
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Synthetic
Shape factor
= 484
BMP Post -Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
5,00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 1,100 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 4.65 in
Storm duration
= 24.00 hrs
Q (cfs)
8.00
.MI
4.00
2.00
0.00 -'
0 120
Hyd No. 2
BMP Post -Developed
Hyd, No. 2 -- 10 Year
Tuesday, Aug 4, 2009
Peak discharge = 7.277 cfs
Time to peak
= 724 min
Hyd. volume
= 19,168 cuft
Curve number
= 83.5
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Synthetic
Shape factor
= 484
240 360 480 600 720 840 960 1080
Q (cfs)
8.00
OEM
4.00
2.00
0.00
1200
Time (min)

a Hydrograph
Report
Hydraflow Hydrographs Extension for Au[oCAD® Civil 30® 2009 by Autodesk, Inc. v6 066
Hyd. No. 2
BMP Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 1 min
Drainage area
= 1,100 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 8.08 in
Storm duration
= 24.00 hrs
Q (cfs)
10.00
M
. M
4.00
2.00
0.00 J
0 120 240
Hyd No. 2
BMP Post -Developed
Hyd. No. 2 -- 50 Year
360 480 600 720 840
12
Tuesday. Aug 4, 2009
Peak discharge = 8.547 cfs
Time to peak =
724 min
Hyd. volume =
33,266 tuft
Curve number =
83.5
Hydraulic length =
0 ft
Time of cons. (Tc) =
5.00 min
Distribution =
Synthetic
Shape factor =
484
Q (cfs)
10.00
M
4.00
2.00
1 ;_ �. 0.00
960 1080 1200 1320 1440
Time (min)

j ^ Pond Report
Hydraflow Hydrographs Extension for AutOCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Pond No. 1 - BMP Pond
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 836.50 ft
Stage ! Storage Table
Stage (ft) Elevation (ft)
0,00
836.50
0.20
836.70
0.40
836.90
0.50
837.00
0,60
837.10
1.50
838.00
2.50
839.00
Contour area (sgft)
3.775
4,582
4,965
5,116
5,238
6,652
7.702
Culvert 1 Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in)
= 15.00
1.00
4.00
0.00
Span (in)
= 15.00
1.00
24.00
0,00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 836.50
836.50
837.10
0.00
Length (ft)
= 30.00
0.50
0.50
0.00
Slope (%)
= 0.67
1.00
1.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0,60
0.60
Multi -Stage
= nla
Yes
Yes
No
Incr. Storage (cult)
0
834
954
504
518
5,337
7,170
Total storage (cult)
Weir Structures
0
834
1,789
2,293
2,810
8.148
15,317
G1
Tuesday, Aug 4, 2009
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
0.00
0.00
0.00
Crest El. (ft)
= 837.90
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= Riser
---
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(inlhr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet
(icl and outlet (oc) control. weir risers
checked for orifice conditions (ic) and submergence (s).
Stage 1
Storage 1
Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C
PrfRsr WrA Wr B
Wr C Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs cfs
0.00
0
836.50
0.00
0.00
0.00
0.00 --
--- --- --- --- 0.000
0.20
834
836.70
0.01 is
0.01 is
0,00
--- 0.00
--- 0,010
0.40
1,789
836.90
0.02 is
0.02 is
0.00
--- 0.00 ---
--- --- -- --- 0,015
0.50
2,293
837,00
0.02 is
0.02 is
0.00
--- 0.00 --
- 0.017
0.60
2,810
837.10
0.02 is
0.02 is
0.00
--- 0.00 ---
--- --- --- --- 0.019
1.50
8,148
838.00
3.86 oc
0.01 is
2,17 is
--- 1.68 ---
--- --- -- 3.861
2.50
15,317
839.00
8.00 oc
0,00 is
0,37 is
--- 7.63 s ---
--- - - 8.003

1.
4
Hydrograph Report
Hydrafiow Hydrographs Extension
for AuloCADQ Civil 3D D 2009 by Autodesk, Inc. v6.066
Tuesday, Aug 4, 2009
Hyd. No. 3
Post Through Pond
Hydrograph type =
Reservoir
Peak discharge
= 2.096 cfs
Storm frequency =
1 yrs
Time to peak
= 731 min
Time interval =
1 min
Hyd. volume
= 7,777 cuft
Inflow hyd. No. =
2 - BMP Post -Developed
Max. Elevation
= 837.43 ft
Reservoir name =
BMP Pond
Max. Storage
= 4,754 cuft
Storage Indication method used,
Post Through Pond
Q (cfs)
Hyd. No. 3 -- 1 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.oa
2.00
1.00
1.00
o.00 -
0.00
0 120 240 360 480 600 720 840 960 1080
1200 1320
Hyd No. 3
- Hyd No. 2 Total
Time (min)-
storage used = 4,754 cuff

{ Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. A.066
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used.
Elev (ft)
839.00
838.00
837.00
836.00 ' I'
0 2 4
1, BMP Pond
Post Through Pone!
Hyd. No. 3 -- 1 Year
Tuesday, Aug 4, 2009
Peak discharge = 2.096 cfs
Time to peak = 731 min
Hyd. volume = 7,777 cuft
Max. Elevation = 837.43 ft
Max. Storage = 4,754 cuft
6 8 10 12 14 16 18 20 22
Elev (ft)
839.00
838.00
837.00
-L 836.00
24
Time (hrs)

.Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCADO CivR 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - BMP Post -Developed
Reservoir name = BMP Pond
Storage Indication method used.
Q (cfs)
8.00
. 11
4.00
0.00 -
0 120 240
Hyd No. 3
Post Through Pored
Hyd. No. 3 -- 10 Year
360 480 600
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, Aug 4, 2009
= 2.888 cfs
733 min
= 17,798 tuft
= 837.80 ft
= 6,982 cuft
Q (cfs)
8.00
. 11
111
2.00
0.00
720 840 960 1080 1200 1320 1440
Time (min)
a.� 11, Total storage used = 6,982 tuft

Hydrograph
Report
Hydraflow Hydrographs Extension forAutoCADO C'M1 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used.
Elev (ft)
839.00
: 11
837.00
836.00 ' ' '
0 2 4
1. BMP Pond
Post Through Pond
Hyd. No. 3 -- 10 Year
Tuesday, Aug 4, 2009
Peak discharge = 2.888 cfs
Time to peak
= 733 min
Hyd. volume
= 17,798 cult
Max. Elevation
= 837.80 ft
Max. Storage
= 6,982 tuft
6 8 10 12 14 16 18 20 22
Elev (ft)
839.00
837.00
—L 836.00
24
Time (hrs)

Hydrograph
Report
HydraFlaw Hydrographs Extension for AutoCAD AO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used.
Post Through Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
13
Tuesday, Aug 4, 2009
= 3.637 cfs
= 733 min
= 31,844 cuft
= 837.98 ft
= 8,006 tuft
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 - Hyd No. 2 ,,,r 9 Time (min)
Total storage used = 8,006 cu#t

Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civi! 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
Post Through Pond
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - BMP Post -Developed
Reservoir name
= BMP Pond
Storage Indication method used.
Elev (f#)
839.00
838.00
837.00
836.00 ' ' — '
0 2 4
— 1. BMP Pond
Post Through Pond
Hyd. No. 3 -- 50 Year
Tuesday, Aug 4, 2009
Peak discharge = 3.637 cfs
Time to peak
= 733 min
Hyd. volume
= 31,844 tuft
Max. Elevation
= 837.98 ft
Max. Storage
= 8,006 tuft
6 8 10 12 14 16 18 20 22
Elev (ft)
839.00
837.00
' 836.00
24
Time (hrs)

Hydrograph Summary Re PP'
Hydr-afTow Hydrographs Extension for AutoCAD® Civii 3D® 2449 by Aufodesk, Inc. v6.466
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
4.032
1
726
8,810
------
------
BMP Pre -Developed
2
SCS Runoff
4.728
1
724
9,085
------
------
------
BMP Post -Developed
3
Reservoir
2.096
1
731
7,777
2
837.43
4,754
Post Through Pond
Mocksville_Pond.gpw
Return Period: 1 Year
Tuesday, Aug 4, 2009

Hydrograph Summary Repp
lydrra#iow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
6.274
1
726
18,587
------
—
------
BMP Pre -Developed
2
SCS Runoff
7.277
1
724
19,168
—
------
------
BMP Post -Developed
3
Reservoir
2.888
1
733
17,798
2
837.80
6,982
Post Through Pond
Mocksvi(le_Pond.gpw
Return Period: 10 Year
Tuesday, Aug 4, 2009

10
Hydrograph Summary Repr
ydra ow Hydrographs Extension for AutoCRD R0 Civil 3D® 2009 by Autodesk. Inc. v6.066
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
N
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
7.389
1
726
32.258
------
------
------
BMP Pre -Developed
2
SCS Runoff
8.547
1
724
33,266
------
----
------
BMP Post -Developed
3
Reservoir
3,637
1
733
31,844
2
837.98
8,006
Post Through Pond
Mocksville_Pond.gpw
Return Period: 50 Year
Tuesday, Aug 4, 2009

EROSION CONTROL CALCULATIONS

- w
SEDIMENT TRAP CALCULATIONS
EROSION CONTROL CALCS -CUSTOM BASIN
Project Information
Project Name:
DG-Mocksville
Project #;
002005
Designed by:
Date.
Revised by:
Date:
Checked by.
Date:
Sediment Basin
10-year Runoff (Q10)
A =
1.20 Ac
C =
0.50
T� =
5.00 min
i10 =
7.03 in/hr
Q10 =
4.2 efs
Surface Area Required
SA =
435 x 010
SA =
1335 sf
Volume Required
VR =
3600 cl/Ac x AD
VR =
4320 cf
Sediment Trap Dimensions
L =
62 ft
W =
30 ft
D =
3.3 ft
Sideslopes =
2 : 1
L lop
L ioQ =
68 It
W �.p =
36 fi
W ico
W"
Lb., =
49 ft
L boi
W bey =
17 ft
Description
Elevation
Area
Elevations & Areas
Top of Berm
838.8
2448
Cleanout Elev.
835,7
Spillway
837,3
1860 Surface Area Provided
Bottom
834.0
820
Volume Provided
VP =
4420 cf
Spillway - 10Year Storm
h =
0.5 ft
C. =
3.1
Lw=
4.0 It (sized
to pass 01o) (10.0' Minimum)
Sediment Basin.xls 8/13/2009
Page 1of1

,
EROSION CONTROL CALCS (RIP -RAP CALCULATIONS)
Project Information
Project Name: Dollar General - Mocksville
Project #1 _ 0020_C5 _
Designed by: Date:
Revised by: Data:
Checked by: Date:
Pipe Outfalllti
Pond Outfall
Pipe Diameter d= 12
Pipe Slope s= 05 %
Manning's number n= 0.013
Flow 0= 1 5 cis
Velocity V = 2 00 IVs
Dissipater DimensionsZone = 2
Slone Fitting Class = t3
Entry Width {3X Do)= 30 ft
Length { 6 X Do) = 6.0 ft
Width (La . Ds) = 7.0 it
Min. Thickness = 22 inches
Min. Slone Diameter-- 6 inches
6.0
r 1
3.0 7.0
NI unss are n feel
❑is"tor pad d espned for full saw of pipe
Pipe Diameter d= 15 in
Pipe Slope 5= 0.8 %
Nl8m1ing'S numbs( n= 0,013
Flow o= 2.9 cis
Velocity V = 2.00 IV$
Dissipater Dimensions' Zone = 2
Slone Filling Class = B
Entry Width X Do = 3.8 ft
Length { 6 X Do) = 7.5 ft
Width (La * Do) = 8.8 ft
Min. Thickness = 22 inches
Min. Stone Dwmetsr- 6 inches
h 7.5
r
3.8 8.8
' NI untie are in feet
Ll"petor pad desgned for full 11— of pipe
RIP-RAP.xIs
8113/2009
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