20110521 Ver 1_401 Application_20110511

LCQ N
1 i.
201 1052 1
May 27, 201 1
Falcon Engineering Project # E10041.01
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: James Lastinger
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
From: Sean Clark
Falcon, Engineering, Inc,
1210 Trinity Road, Suite 1 10
Raleigh, NC 27607
Re: Firestone Complete Auto Care Site, Apex, NC
~~ 7E~p(ZNMIATER BftANC~i
On behalf of the owner, Lee-Moore Capital Company (Attn: Mr. Kirk Bradley) please find attached a complete application and
supplemental information requesting written concurrence from the U.S. Army Corps of Engineers (USAGE) and the N.C. Division of
Water Quality (DWQ) that the activities proposed below may proceed under Nationwide Permit 39 and General Water Quality
Certifications 3821. The applicant is also requesting Neuse River Riparian Buffer Authorization from the N.C. Division of Water
Quality (DWQ) for the activities proposed below. Please contact me at [phone] if you have any questions or require
additional information.
PRC~ IFC'T SIIMMARY
Pro~ect Name Firestone Com lete Auto Care Site
Project T e Commercial Site
Owner / A licant Lee-Moore Ca ital Com an
Count Wake
Nearest Town A ex
Waterbod Name Middle Creek
Basin /Sub-basin 03-04-02
Index Number 27-43-15- 1
Class C; NSW
USGS Catalo in Unit 03020201
IAAPGr"T CI IAA AAG RV
Stream Impact (acres): 0
Wetland Impact (acres): 0.1977
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.1977
Total Stream Impact (linear feet): 0
Total Neuse River Riparian Buffer Impact (square
feet 597 (139Zone 1 & 458 Zone 2)
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization Form
USGS Topographic Site Vicinity Map
NRCS Soil Survey Site Vicinity Map
EEP Preliminary Acceptance letter for wetland mitigation
EBX Statement of Availability for buffer mitigation
Impact Maps
Stormwater Information (2 copies, DWQ Only)
$240 Application Fee (DWQ Only)
1210 Trinity Road, Suite 110 Raleigh, North Carolina 27607
N.C. Division of Water Quality ~~~(~M~ n
401 Oversight and Express Permits Unit ~ 't ~°.'
Attn: Ian McMillan/Amy Chapman ;J
512 North Salisbury St., 9~h Floor , ^ ,,1
Raleigh, NC 27604 MAY 2 `~

0/~~0¢ryWjA tF~9OG
> 1 IV_wV~
p ~ -c
201 1052 1
Office Use Only:
Corps action ID no.
DWO project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PCN Form s
A. A licant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps: -
®Section 404 Permit ^ Section 10 Perfnit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ®Yes ^ No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification -Regular ^ Non-404 Jurisdictional General Permit
^ 401 Water Quality Certification -Express ®Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
^ Yes ®No For the record only for Corps Permit:

^Yes ®No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ®Yes ^ No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ^Yes ®No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ^Yes ®No
2. Project Information
2a. Name of project: Firestone Complete Auto Care Center Site
2b. County: Wake
2c. Nearest municipality /town: Apex
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information
3a. Name(s) on Recorded Deed: Lee-Moore Capital Company
3b. Deed Book and Page No. 07791/0397
3c. Responsible Party (for LLC if
applicable): Kirk Bradley, President
3d. Street address: 1740 Williams Street
3e. City, state, zip: Sanford, NC 27331
3f. Telephone no.: [phone]
3g. Fax no.: [phone]
3h. Email address: [e-mail]
Page 1 of 11
PCN Form -Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is: ®Agent ^ Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street addre55:
4e ~-~it~~ ~sfie~~,~ziR~
4f. `T~Tis'p°hoii`e`no~:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Sean Clark
5b. Business name
(if applicable): Falcon Engineering, Inc.
5c. Street address: 1210 Trinity Road, Suite 110
5d. City, state, zip: Raleigh, NC 27607
5e. Telephone no.: (919) 871-080
5f. Fax no.: [phone]
5g. Email address: [e-mail]
Page 2 of 11
PCN Form -Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 0741748641
Latitude: 35.713468 Longitude: -
1 b. Site coordinates (in decimal degrees): 78.838406
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 3.58 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Middle Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: C NSW
2c. River basin: Neuse
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The subject property is adjacent to US 1 Highway and Highway 55 to the north and west respectively and is bounded by
Lufkin Road to the south. Middle Creek flows along the eastern border of the property. A large, regularly maintained
utility easement runs through the property immediately paralell and adjacent to Lufkin Road. The utiltiy easement is
primarily low growing shrubs and herbaceous species. The shrubs appear to be regularly treated with herbicides to
control their growth and were all dead at the time of field evaluation. The remaining portion of the property is wooded and
contains trees ranging in age to about 30 years old. The dominant tree species is Loblolly Pine.
The surrounding properties are primarily industrial (manufactoring plants). There is a motel located off of Lufkin Road to
the northeast of the property and there are commercial properties (e.g. restaurants, gas stations, etc.) located along
Highway 55.
3b. List the total estimated acreage of all existing wetlands on the property:
0.433 acre
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
670 LF (along easternproperty line, there are no streams contained entirely on the property)
3d. Explain the purpose of the proposed project:
The proposed project will provide a commercial facility for a Firestone Complete Auto Care Store.
3e. Describe the overall project in detail, including the type of equipment to be used:
The overall project is a commercial facility for the Apex location of the Firestone Auto Service Store.Associated with the
store's building, the project will also include the construction of a required parking lot, entrance road, and stormwater
devices. Onsite construction will be completed using the typical heavy machinery associated with land clearing and
grading etc. The property will retain 34.1 % of its area in forrested vegetation.
Page 3 of 11
PCN Form -Version 1.3 December 10, 2008 Version

J'•
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
®Yes ^ No ^ Unknown
Comments: A site meeting was held with Mr. James
Lastinger (USAGE) on 11-23-10 to obtain USAGE approval
of the delineation.
4b. If the Corps made the jurisdictional determination, what type
^ Preliminary ®Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: Falcon Engineering, Inc.
Name (if known): Sean Clark Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
A written determination was not requested or received due to an expected short timeline of the permit request, therefore
an Action ID number was not assigned.
5. Project History
5a. Have permits or certifications been requested or obtained for ^Yes ®No ^ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ^Yes ®No
6b. If yes, explain.
Page 4 of 11
PCN Form -Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ^ Streams -tributaries ®Buffers
^ Open Waters ^ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ -non-404, other) (acres)
Tem orar T
W1 ®P ^ T fill (road) emergent wetland ^ Yes
® No ®Corps
^DWQ 0.1637
W2 ^ P ®T road construction emergent wetland ^ Yes
® No ®Corps
^DWQ 0.0340
W3 ^ P ^ T ^ Yes ^Corps
^ No ^DWQ
W4 ^ P ^ T ^ Yes ^Corps
^ No ^DWQ
W5 ^ P ^ T ^ Yes ^Corps
^ No ^ DWO
W6 ^ P ^ T ^ Yes ^Corps
^ No ^DWQ
2g. Total wetland impacts 0.1977
2h. Comments: The Temporary Impacts identified above are for the silt fencing and construction space (i.e. no fill). This 0.340
acre area is not to be filled.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWO -non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ^ P ^ T ^ PER ^Corps
^ INT ^DWQ
S2 ^ P ^ T ^ PER ^Corps
^ INT ^DWQ
S3 ^ P ^ T ^ PER ^Corps
^ INT ^DWQ
S4 ^ P ^ T ^ PER ^Corps
^ INT ^ DWO
S5 ^ P ^ T ^ PER ^Corps
^ INT ^DWQ
S6 ^ P ^ T ^ PER ^Corps
^ INT ^DWQ
3h. Total stream and tributary impacts 0
3i. Comments:
Page 5 of 11
PCN Form -Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Tem orar T
01 ^P^T
02 ^P^T
03 ^P^T
04 ^P^T
4f. Total open water impacts 0
4g. Comments:
5. Pond or Lake Construction
If and or lake construction ro osed, then com lete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
Sf. Total
5g. Comments:
5h. Is a dam high hazard permit required?
^ Yes ^ No If yes, permit ID no:
5i. Expected pond surface area (acres): N/A
5j. Size of pond watershed (acres): N/A
5k. Method of construction: N/A
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an im acts re uire miti ation, then ou MUST fill out Section D of this form.
6a.
® Neuse ^Tar-Pamlico ^ Other:
Project is in which protected basin? ^ Catawba ^ Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name mitigation (square feet) (square feet)
Tem orar T im act re uired?
B1 ®P ^ T road fill Middle Creek ~ Nos 139 458
62 ^ P ^ T ^ Yes
^ No
B3 ^P^T ^Yes
^ No
6h. Total buffer impacts 139 458
6i. Comments: Buffer impacts are due to the entrance road's sideslopes. No stream impacts are proposed.
J
Page 6 of 11
PCN Form -Version 1.3 December 10, 2008 Version

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Other entrance locations which would significantly reduce or avoid the proposed impacts were investigated however were not
possible due to Town of Apex and/or NC Department of Transportation (DOT) requirements on the placement of the entrance
road in relation to an existing driveway entrance across Lufkin Road and the proximity of the intersection of Lufkin Road and
Hwy 55.
The NC Department of Transportation (DOT) will not allow an entrance to the property off of Hwy 55 for safety reasons
associated with the short distance (approximately 460 feet) between the existing Lufkin Road intersection and the US 1 on
ramp from Hwy 55. The entire road frontage on Highway 55 is a NCDOT controlled acces.
Given the fixed point of intersection to Lufkin Road some impacts to wetlands and buffers were unavoidable with the exception
of building a bridge which would not be financial feasible for a site of this size. In order to reduce impacts as much as possible
the entrance road was designed to take an immediate hard bend west to avoid any additional impacts to streams, wetlands,
and riparian buffers.
Progress Energy typically requires access be provided from either side of a road passing through one of their easements. The
site designer further reduced impacts by working with Progress to allow the ellimination of an access route to the east, which
would have increased the wetland and buffer impacts and served very little purpose.
The Town of Apex is requiring that 25% of the property remain undisturbed in forested vegetation. The site will exceed this
requirement and provide 34.1 % of it's overall area as undisturbed.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
As mentioned above, additional impacts to wetlands and buffers were reduced by immediately turning the entrance road west.
In an effort to further minimize impacts to the hydrology of the unimpacted wetlands, the stormwater devices on property will
outlet to the wetland areas after passing over a velocity dissipater.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for ®Yes ^ No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply): ^ DWQ ®CorpS
^ Mitigation bank
2c. If yes, which mitigation option will be used for this
®Payment to in-lieu fee program
project?
^ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
Page 7 of 11
PCN Form -Version 1.3 December 10, 2008 Version

3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ®Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ^ warm ^ cool ^cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: 0.25 acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments: Due in part to the low quality of wetlands within the utility easement, a 1:1 mitigation ratio was agreed to by
Mr. James Lastinger of the USACE, which would require 0.16 acre of wetland mitigation, however EEP provides credits in
0.25 acre increments, thus the difference in the mitigation request and the impact totals. Please note that approved mitigation
banks were contacted prior to obtaining EEP approval but required wetland credits were not available within this HUC. The
EEP's preliminary acceptance letter is attached.
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a Permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
N/A
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) -required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ®Yes ^ No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 road fill 139 3 (2 for Catawba) 417
Zone 2 road fill 458 1.5 687
6f. Total buffer mitigation required: 1104
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
Permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
Buffer mittigation will be satisfied by purchasing credits from the Forrest Creek Mitigation Bank owned by EBX (formerly
EarthMark North Carolina, LLC). A Statement of Availability is attached.
6h. Comments:
Page8of11
PCN Form -Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ®Yes ^ No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
®Yes ^ No
Comments:
2. Stormwater Mana ement Plan
2a. What is the overall percent imperviousness of this project? 20.6
2b. Does this project require a Stormwater Management Plan? ^Yes ®No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: Impervious surface is less than 24% in
all subdrainages. The Town of Apex is however requiring a stormwater plan and is cu rrently reviewing the plan. A copy of
the stormwater plan is attached. The Town's approval is expected within the month of June.
2d . If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
® Certified Local Government
2e . Who will be responsible for the review of the Stormwater Management Plan? ^DWQ Stormwater Program
^ DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? Town of Apex
® Phase II
3b . Which of the following locally-implemented stormwater management programs ^ NSW
^ USMP
apply (check all that apply): ^ Water Supply Watershed
^ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ^Yes ®No
attached?
4. DWQ Stormwater Pro ram Review
^ Coastal counties
^ HQW
4a. Which of the following state-implemented stormwater management programs apply ^ ORW
(check all that apply):
® Session Law 2006-246
^ Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ®Yes ^ No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ®Yes ^ No
5b. Have all of the 401 Unit submittal requirements been met? ®Yes ^ No
Page 9 of 11
PCN Form -Version 1.3 December 10, 2008 Version

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ^ Yes ®No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ^ Yes ^ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
^ Yes
^ No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ^ Yes ®No
or Riparian Buffer Rules (15A NCAC 26 .0200)?
2b. Is this an after-the-fact permit application? ^ Yes ®No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ^ Yes ®No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The project will tie into existing Town of Apex sewer lines that are adjacent to the site.
Page 10 of 11
PCN Form -Version 1.3 December 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ^ Yes ®No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ^ Yes ®No
impacts?
^ Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
^ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
The NC Natural Heritage Program's virtual workroom was utilized to determine the presence of federally listed species.
No federally listed species were located within 2 miles of the project.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ^ Yes ®No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
The South Atlantic Habitat and Ecosystem IMS site was used.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ^ Yes ®No
Rt~fIIC IP,rr_, National I-lictnric: Tn~ct rlPSi~n_atinn pr n_rn_n_artiPg c_i~nifi~ant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
SHPO's digital KMZ files were used to determine that there were no historic sites listed in or around the project site.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in aFEMA-designated 100-year floodplain? ^ Yes ®No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? The Wake County GIS website was used.
Sean Clark ~~~~~ May 27, 2011
Applicant/Agent's Printed Name Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is rovided.
Page 1 ] of 11
PCN Form -Version 1.3 December 10, 2008 Version

AGENT AUTHORIZATION FORM
PROJECT NAME /DESCRIPTION: Firestone Complete Auto Care Center (Lufkin Road Site)
PARCEL ID: #0741748641 (Real Estate ID #0379057)
PROPERTY OWNER (PRINTED): ~,~,~~- ~/~'~©o eC~ C~~' ~~. ~~lM ('A.N
PROPERTY OWNER (SIGNATURE}: ~ ~ ~~ • ~?/~U+ ~{ Petsrbe
OWNER ADDRESS:
~~v~fvYd , t~C. ?~-~1
TELEPHONE #: ~~ I~~ ~~ ~ ` (..POD
THE UNDERSIGNED, REGISTERED PROPERTY OWNER(S) OF THE ABOVE NOTED PROPERTY, DO
HEREBY AUTHORIZE SEAN CLARK , OF FALCON ENGINEERING, INC. TO ACT ON MY
BEHALF AND TAKE ALL ACTIONS NECESSARY FOR THE PROCESSING, ISSUANCE AND
ACCEPTANCE OF SHE PERMIT OR CERTIFICATION AND ANY AND ALL STANDARD AND SPECIAL
CONDITIONS ATTACHED.
NOTICE: THIS AUTHORIZATION, FOR LIABILITY AND PROFESSIONAL COURTESY REASONS, IS
VALID ONLY FOR GOVERNMENT OFFICIALS TO ENTER THE PROPERTY WHEN ACCOMPANIED BY
FALCON STAFF. PLEASE CONTACT THE ABOVE FALCON AGENT TO ARRANGE A SITE MEETING
PRIOR TO VISITING THE SITE.
FALCON JOB #: E10041
www.FalconEngineers.com ~""'
Engineering ~ Inspection I Testing I RgRncy CM
2736 Rowlond Road I Raleigh, North Carolina 27615 ~ T 919.871.0800 I F 919.871.0803

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Project #: Figure 1 -Apex, NC
E 10041.00
Project Mgr.: USGS QUQd A L C O N
Sean Clark
date: Firestone Complete Auto
10/21/2010 Care Site 2736 Rowland Road ~ Raleigh, North Carolina
scale: CE Group, InC. 27615 I T 919.871.0800 ~ F 919.871.0803
1 ^:2000 Apex, NC

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Project #: Figure 2 -Sheet 75
etoo4t.oo Wpke County Soil Survey
Project Mgr.: A ~ ~ O N
Sean Clark
date: Firestone Complete Auto
10/21/2010 Care Site 2736 Rowland Road ~ Raleigh, North Carolina
Scale: CE Group, InC. 27615 ~ T 919.871.0800 ~ F 919.871.0803
r~a32o' A ex, NC

~•-
--~ ~~stem
PROGRAM
March 22, 2011
Kirk Bradley
Lee-Moore Capital Company
PO Drawer 9
Sanford, NC 27331 Expiration of Acceptance: December 22, 2011
Project: Firestone Complete Auto Care Center County: Wake
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to accept
payment for impacts associated with the above referenced project. Please note that this decision does not assure that the payment will
be approved by the permit issuing agencies as mitigation for project impacts. It is.the responsibility of the applicant to contact these
agencies to determine if payment to the NCEEP will be approved. You must also comply with all other~tate federal or local
This acceptance is valid for nine months from the date of this letter and is not transferable. If we have not received a copy of the
issued 404 Permit/401 CertificatioWCAMA permit within this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice will be issued based
on the required mitigation in that permit and payment must be made prior to conducting the authorized work. The amount of the In
Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the following
table.
River
Basin CU
Location Stream (feet) Wetlands (acres) Buffer I
(Sq. Ft.) Suffer II
(Sq. Ft.)
Cold Cool Warm Ri arian Non-Ri arian Coastal Marsh
Impact Neuse 03020201 0 0 0 0.16 0 0 0 0
Credits Neuse 03020201 0 0 0 Up to
0.32 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies require
mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional mitigation, the
applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The mitigation will be performed
in accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In-Lieu Fee
Instrument dated July 28, 2010.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Willia .Gilmore, PE
Director
cc: Ian McMillan, NCDWQ Wetlands/401 Unit
James Lastinger, USACE-Raleigh
Sean Clark, agent (Falcon Engineering)
File
Restoru2~... E .. Protectu~ Ou,~ .ftat~
~'
K~DE~lR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-04761 www.nceep.net

Forrest Creek Riparian Buffer Mitigation Bank
May 16th, 2011
NC Division of Water Quality U.S. Army Corps of Engineers
Ms. Lia Myott Gilleski Mr. Monti Matthews
401 Oversight/Express Permitting Unit CESAW-RG-R
1650 Mail Service Center Raleigh Regulatory Field Office
Raleigh, NC 27699-1650 3331 Heritage Trade Center, Suite 105
Wake Forest, NC 27587
Re Project:
This document confirms that Lee-Moore Capital Companv (Applicant) has expressed an interest
to reserve and contractually commit to the purchase of 1104 Square feet of Riparian Buffer
Mitieation Credits/Units from the Forrest Creek Riparian Buffer Mitigation Bank.
The Forrest Creek Riparian Buffer Mitigation Bank (Banker) attests to the fact that 1104 Square
Feet of Mitieation is currently available for immediate transfer from its Official Bank Credit
Ledger to Applicant as of this date.
Banker will notify applicant if the 1104 credits/units become considered "At Risk" of not being
available upon permit issuance. Credits are not considered secured until payment in full is
received from the Applicant resulting in the issuance of a Bill of Sale and Affidavit of Sale by the
bank acknowledging that the applicant has fully secured credits from the bank and the Banker
has accepted full responsibility for the mitigation obligation requiring the credits/units.
The Banker will issue the Affidavit of Sale within ten (10) days of receipt of the balance of the
Purchase Price. Banker shall provide to Applicant with a copy of the Affidavit of Sale and a
documented copy of the debit of credits from the Bank Official Credit Ledger showing the
permit number and the resource type secured by the applicant. A copy of the Affidavit of Sale,
with an updated Official Credit Ledger will also be sent to regulatory agencies showing the
proper documentation.
If any questions need to be answered, please contact me at 239-872-1678
Best Regards
Matthew R. Fisher
EarthMark North Carolina, LLC
An Affiliate of EBX
909 Capability Drive Suite 3100
Raleigh, NC 27606

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Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documen#ation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. If a requirement has not been met, attach justification.
In~ials Pagel Plan
Sheet Mo.
3A~'"1 1. Plans {1" - 50' or larger) of the entire site with labeled drainage area boundaries
~?~ -System dimensions (length, width, and depth} for both the sedimen#ation chamber and the filter
chamber,
-Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
-~ -Off-site drainage (if applicable), and
-Boundaries of drainage easement.
~j1 °T, ~~ 2. Plan details (1" = 30' or larger} for the sand filter showing:
- System dimensions (length, width, and depth} for both the sedimentation chamber and the filter
chamber,
-Maintenance access,
- Flow splitting device,
-Vegetative filter strip dimensions and slope (if SA waters),
-Proposed drainage easement and public right of way (ROW},
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
~~ -Boundaries of drainage easement.
3. Section view of the sand filter {1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand fitter chamber,
- Depth of sand filter media,
- Connec#ion between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
-Outlet pipe, and
l~~~t~ Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (rf
~~ applicable),
4, A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by pWQ, by completing & submitting the soils
investigation reques# form. County soil maps are not an acceptable source of soils information.
/ ~~~'~-? 5. Supporting calculations (including drainage calculations)
~ ~'~ 6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required}.
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 1 of 1

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Soil Horizons, Inc.
<- ' PO Box 1063
Youngsville, North Carolina 27596
:, r
~:
May 9, 2011
Mr. Joe Faulkner, RLA
CE Group, Inc.
11000 Regency Parkway
Suite 410
Cary, NC 27511
Reference: Proposed Apex Auto care Center High Water Table Assessment
PIN: 0741748641 Wake County, NC
Dear Joe
Soil Horizons, Inc. is pleased to provide you with this report for the seasonal high water table
assessment performed at the above-referenced site. Soil Horizons understands that the purpose
of this assessment is to assist you in the design of a stormwater BMP for this site.
The seasonal high water table assessment was performed by advancing a hand auger boring to a
depth of approximately 48 inches below the existing ground surface in the vicinity of the
proposed BMP as identified on your site plan. During the hand auger advancement, soils were
evaluated by a Licensed Soil Scientist for evidence of seasonal high water table influence. This
assessment involved looking at the actual moisture content in the soil and observing the matrix
and mottle colors. Depending on the soil texture, the soil color will indicate processes that aze
driven by seasonally high water table fluctuations, such as iron reduction and oxidation and
organic matter staining.
Based on the assessment of an auger boring in the proposed BMP location, the seasonal high
water table was found to be 38 inches below existing ground surface as evidenced from the
observed iron reduction resulting in a gray soil color. See Sheet 2 for location of hand auger
boring.
The representative soil in this azea has a sandy loam surface horizon approximately 10 inches
thick. The subsoil horizon consisted of a clay and it extended down to at least 48 inches below
the ground surface. No free water was observed in the hand auger boring during the site visit.
The hand auger boring was flagged in the field with blue and white tape. Also, two existing
geotechnical borings by others were observed. One was approximately 36 feet to the south and
the other was approximately 32 feet to the west of the hand auger boring. Neither one of these
borings had any free water less than six feet below ground surface.
Please note that this seasonal high water table assessment is based on secondary evidence and
not on direct groundwater level measurements. Groundwater levels fluctuate for numerous
reasons and these findings do not indicate that groundwater levels have not or will not rise above
the noted depths.
Soil Assessments For On-Site Wastewater Systems
Wastewater System Design And Permitting
Stream and Wetland Delineations and Permitting
Subsurface Wastewater System Operation

•
High Water Table Assessment at Proposed Apex Auto Care Center
Wake County, NC
Soil Horizons, Inc. appreciates the opportunity to provide these services to CE Group, Inc. Please
contact us if you have any questions regarding this report.
Sincerely,
John R. Davis, Jr., L.S.S.
Licensed Soil Scientist
Encl. Soil Profile Description
Sheet 2 Existing Conditions
Soil Assessments For On-Site Wastewater Systems
Wastewater System Design And Permitting
Stream and Wetland Delineations and Permitting
Subsurface Wastewater System Operation
p.2

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SITElSO1L EVALUATION FOR SUBSURFACE WASTEWATER DISPOSAL SYSTEMSRef. #
owner L-ee Yl'1 vo y ~, b;) Gv~ Pnone Fax
OwnePs Addl,ress n Date(s) Evaluated ~ 1~6 i 1
Property ID #~
Property Size
Location
feet Facility
Water Supply: Private Well; ,~ CommunityMon-community Public Well;
Evaluation Method By: _~ Auger Boring; Pit
SOIL FACTORS PROFILE NUMBERS
N 35. ?!3~ 1
Landscape a w+on
POSitionlShaoe n a s a n e i h G N Y
County
Other (see remarks)

Soil Wetness ~? A ~~ M o {{1ef / oY/~ ~~' ~L ~prn,r pv, Mt ~ Y~ ~~CS.
Restr.Horizons --~
Pm/Sap/Rock
Classification --
(Lpp1 1
Soil Moisture Status at Time of Evaluation: Mo~~-T Site LTAR: gpd~
SRe Classification: Parent Material : ,Z+~; ~ sv ~ -~ •~ f Evaluated By: ;~^^' L.S
Others Present: _ _ _ -- Available Space:
stnrch,re („rnrv.lav
Mineralogy I : 1
Mineralogy 1 ~ 1

F~~s~n~ ~or~plet~ Auto ~~r~ ~~nt~r

.~~a~~
Storm Water Management Calculations
March, 2010
Revised April, 2010
Group, inc
LAND 1=LANNING
CI~/tL ~NGINEEIZING
LAND S U IZU' EYI N G
I 1000 Regnecy Parkway Suite 4 ! O -Cary NC 275 18
Voice {9 19) 367-5790 -fax [phone] I

TABLE OF CONTENTS
PROJECT NARRATIVE
NRCS SOILS MAP
USGS QUADRANGLE MAP
PRE -DEVELOPMENT CALCULATIONS
POST-DEVELOPED INFLOW 11YDROGRAPIIS FOR DRY DETENTION
SAND FILTER S1Z1NG CALCULATIONS
NCDWQ REQUIRED ITEMS ChECK LIST
NCDWO SAND FILTER SUPPLEMENT
SAND FILTER OPERATION AND MAINTENANCE
SPLITTER BOX ROUTING CALCULATIONS
DRY DETENTION ROUTING CALCULATIONS
Q- ! 0 SUBSURFACE DRAINAGE CALCULATIONS
OUTLET DfSSiPATER DESIGN
TEMPORARY SKIMMER BASIN DESIGN CALCULATIONS
INSERT -POST DRAINAGE AREA MAPS

STORMWATER NARRATIVE
FIRESTONE COMPLETE AUTO CARE CENTER
1401 Wf LLIAMS STREET
APEX, N C
The proposed project ~s located on a +/- 3.578 acre lot located ~n the northeast
duadrant of the intersection with NC Hrghway 55 (Williams Street) and Lufkin Road. The site ~s
currently covered mainly with 1 O-1 2 year old pines and mixed hardwoods. There is a small area
along NC 55 with no trees, this was an old building area m the past. Topography is gently
sloping with elevations ranging from elevation 429 along the northern property Ime at the U5 I
and NC 55 mtersect~on to elevation 405 along Middle Creek. The site area currently drains to
the creek running along the eastern most property Ime. The existing site has numerous existing
overhead and underground utilities along with easements over each respectively. The creek
located along the eastern property !me rs a Perennial stream which will require 50-foot Neuse
buf#ers (Zones I ~ 2) along with an addit~ona! 50-foot Town buffer {Zone 3). There is also a
wetland located under the existing overhead power easement closest to Lufkin Road. We are
currently in the process of submitting for impact approval from the ALOE and NCDWQ.
This proposal plans for the development of a +/-8,838 s.f. Auto Service Store and
associated parking {ot. The total proposed ~mperv~ous area ~s 32,291 s.f. or 20.7% of the
total site area. The proposed site plan will provide for an overall stormwater management plan
that includes a dry subsurface detention to detain the increase storm water runoff in addition to
the installation of a subsurface water duality Sand filter as a structural Best Management
Practices to treat the first one-inch rainfall. The water duality sand Biter has been desEgned to
incorporate a large storm by-pass directed to the sub-surface detention basin.
The flow leaving the stormwater subsurface dry basin will be routed to the existing natural channel
and released at or below the pre-developed Q-1 24 hour storm peak rate. Below ~s a summary
of pre-developed and post-developed peak runoff rates exiting the dry basin:
Difference
Pre-Deve%ped Q- / Storm Post-Deve%ped Q- / Storm Decrease
/.29 cfs 1. l 9 cfs O. lO cfs
Pre-Deve%ped Q- lO Storm Post-Deve%ped Q- /O Storm Neutral
206 cfs 2.OG cfs O cfs
The proposed dry detention holds all praposed storm events while releasing the Q- I and Q- I 0
storm events at or below the pre-developed condition. Middle creek in this location has an
upstream drainage area of approximately 480 acres, so this increase for the 25-year and 100-
year are negligible relatwe to impact on the existing downstream or upstream drainage.

Custom Soi( Resource Report
Soil Map
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0 50 100 200 300

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Custom Soil Resource Report
Map Unit Legend
CaC Carbonton-Brickhaven complex, 6 to 1 p percent
slopes 0.1 4.5%

CnA - -------
Colfax sandy loam, 0 to 3 percent slopes
2.2
23.0°~
CrB2 Cresdmoor sandy loam, 2 to 6 percent slopes,
moderately eroded 0.5 5.2°~
CrC2 Creedmoor sandy loam, 6 to 10 percent slopes,
moderately eroded 2.1 21.7°.6
Mg8 Mayodan gravelly sandy loam, 2 to 6 percent
slopes 2.0 21.4%
Mgt32 Mayodan gravelly sandy loam, 2 to 6 percent
slopes, moderatety eroded 0.4 4.2%
WyA Worsham sandy loam, 0 to 3 percent slopes 2.3 24.0%
Totats for Area of Interest 8.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties ofthe soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
Gasses. Consequen#ly, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor sails have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database far a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
10

~~

ir1 ~11t _\-
FIRESTONE COMPLETE AUTO CARE
APIX, NORTH CAROLINA
USGS OVERLAY EXIYIBIT
~~
~i
~`
l
~;
~I
MARCH 4, 20» Group ,~.
1000' 500' 6 _ ?
~~ li~Na PLANNING
CIVIL ENGINEERING
4ANC? Y,URVEYING
~~ooogpn~ ~ar~7o.an~ac. ~ra~e
Wrlh CruMU Isles / G 7739
NORTH SCALE: 1" = 7,400' `m°""°""°'"°'a"'a"'

PRE DEVELOPMENT
TOTAL AREA WOODS GRASS 1MP. COMPOSITE "C" 1(7 YEAR) 1(10 YEAR) A (,? ~ (,? 1~
Drainage Area 1 45,877 29,461 14,485 0 0.27 4.52 7.22 1.D5 1.29 2.06
PRE DEVELOPMENT
TOTAL AREA WOODS GRASS iMP, COMPOSITE °C" ! {25 YEAR} ! (100 YEAR) A (~ s6 (,Z ~~
Drainage Area 1 45,677 29,461 14,465 0 0.27 8.80 9.66 1.05 2.51 2.76

DESIGN FtEQUIREIVIENTS: Design subsurface detention system that detains the difference between the pre-developed and post-developed
peak flow rate.
Raleigh-Durham
Rainfall Depths (24-1v duration):
2-yr 4
10•yr 5
25-yr 6
50-yr ",
100-yr 8
1-YR 3
SOILS ~
CrC2
Composite CN
Overall Drainge-Area
Area = 1.03 ac.
Raleigh-Durham
Rainfall lnte~ity coeff
Ret. t'etiod g h
2 332 ...........18.,
70 195 ~~
25 j 232 23
50 261 24 ,`:
100: 290 25
t i 104 18 i
Mayodan Silt Loam xydraulic Soit Crroup 13
Creedmoor Sandy Loam Hydrmtlic soil croup C
Weighed G CN-
C-Value vatae Area Value Weighted
HSG B Paved Area = 0.95 0 os4 1b,000 98.00 35
H3G B Grass Area = 0.35 0 0.09 11,856 61.00 l b
HSG C Paved Area = 0.95 # 0.36 17,019 98.00 37
HSG C Grass Area = 0.35 # o.oo - 74.00 0
0.79 44,875 88
Drainage Area, (DA)
Overland Flow
Elevation of most remote point, {Hl) _
Elevation of point of design, {FI2) _
Length of travel, (L} _
Mull. factor=
Travel Time (Overland) _~
Channel Flow
Elevation of most remote point, (H I) _
Elevation of point of design, (H2) _
Length of travel, (L) _
Molt. factor =
Travel Time (Channel} _
Channel Flow
Elevation of most remote point, (H I) -
Elevation of point of design, {H2) _
Length of travel, (L} =
Mull. factor
Travel Time (Pipe)
Time of Concentration, (Tc) _>
Intensity, (I) _
Composite Runoff Coefficient, {C) =>
Peak Release Rate, (Q3) =>
1.03 acres
100.0 feet
99.0 feet
0.0 feet
2.0
0.0 minutes
99.0 feet
98.0 feet
0.0 feet
1.0
0.0 minutes
98.0 feet
97.0 feet
270.0 feet
1.0
5.0 minutes
5.0 minutes Use 5.0 min
4.52 inches/hr
0.79
3.b8 cfs
b:1181310002NP1C51127-185 ia1low-rev0i0111.x15 p6ntaA: M75f2011 1:57 PM

Drainage Area, (DA) = 1.03 acres
Overland Flow
Elevation of most remote point, (H 1) = 100.0 feet
Elevation of point of design, (H2) = 99.0 feet
Length of travel, (L} = 0.0 feet
Mutt factor = 2.0
Travel Time {Overland} = 0.0 minutes
Channel Flow
Elevation of most remote point, (Hl) = 99.0 feet
Elevation of point of design, (F12) = 98.0 feet
Length of travel, (L) = 0.0 feet
Mult factor = 1.0
Travel Time (Channel) = 0.0 minutes
Pipe Flow
Elevation of most remote point, (Hl) = 98.0 feet
Elevation of point of design, (H2) = 97.0 feet
Length of travel, {C,) = 270.0 feet
Mult. factor ° 1.0
Travel Time (Pipe) = 5.0 minutes Use 5.0 min
Time of Concentration, (Tc) _> 5.0 minutes
Intensity, m = 7.22 incheslhr
Composite Runoff Coefficient, (C} _> 0.79
Peak Release Rate, (Q~o) _> 5.88 cfs
Drainage Area, (DA) = 1.03 acres
Time of Concentration, (Tc)=> SA minutes
Intensity, m = 8.28 inches/Iv
Composite Runoff Coefficient, (C) _> 0.79
Peals Release Rate, (Qs~ _> 6.75 cfs
Drainage Area, {DA} = 1.03 acres
Time of Concentration, {Tc) _> 5.0 minutes
intensity, (I) = 9.66 inches
Composite RuaoffCoefficient, (C) _> 0.79
Peak Release Rate, (Qi~) _> 7.88 cfs
s:~~s~~~oz~w~~n•~as Ana..-revao~n ~ a+n~ee: ansnoii ~:sr wrt

Peak Cnflow, (Qi) _> 3.7 cfs
Time to Peak Calculation: CN= 88` P- 2.9 in. S= ].33 in.
Q*= 1.75 in. (depth of runoff]
Vo1= 6,534 cf (vol, ofrunoff)
Time to Peak, {Tp) _> 2127 ninnies
(SCS TR-SS)
Q/Op t Q
min cfs
0.00 0.000 0 0.00
0.09 0.022 2 4.06
0.19 0.085 4 0.31
0.28 0.184 6 0.68
0.38 0.310 8 ].I4
0.47 0.453 10 , 1.67
0.56 0.600 12 221
0.66 0.738 14 2.72
0.75 0.856 16 3.15
0.85 0.943 18 3.47
0.94 0.991 20 3.65
1.03 0.997 22 3.67
].13 0.960 24 3.54
1.22 0.883 26 325
1.32 0.784 28 2.89
1.41 0.694 30 2.56
1.50 O.bI4 32 2.26
1.60 0.543 34 2.00
1.69 0.481 36 1.77
1.79 0.426 38 1.57
C.88 0.377 40 1.39
1.97 0.333 42 1.23
2.07 0.295 44 1.09
2.16 0.261 46 0.96
2.26 0231 48 0.85
2.35 0.204 SO 0.75
2.44 0.181 52 0.67
2.54 0.160 54 0.59
2.63 0.142 S6 0.52
2.73 0.125 58 0.46
2.82 0.111 60 0.41
2.91 0.098 b2 0.36
3.01 0.087 64 0.32
3.10 0.077 66 0.28
3.20 0.068 68 0.25
3.29 0.060 70 0.22
3.38 0.053 72 0.20
3.48 0.047 74 0.17
3.57 0.042 76 0.15
3.67 0.037 78 0.14
3.76 0.033 80 0.12
3.85 0.029 82 0.11
3.95 0.026 84 0.09
4.04 0.023 86 0.08
4.14 0.020 88 0.07
4,23 0.018 90 0.07
4.32 0.016 92 0.06
4.42 0.014 94 0.05
4.51 0.012 96 0.05
4.61 0.011 98 0.04
4.70 0.010 100 0.04
4.79 0.004 102 0.03
4.89 0.008 104 0.03
4.98 0.007 106 0.02
5.08 0.006 108 0.02
5.17 0.005 110 0.02
5.27 0.005 112 0.02
s:\1311V000$1Ce1a1127-1381rd1ow-rcv040112x1s printed: U15MOti 1:57 PAt

5.36 0.004 114 0.02
5.45 0.004 116 0.01
5.55 0.003 lI8 0.01
5.64 0.003 120 0.01
5.74 0.003 122 0.01
5.83 0.002 124 0.01
5.92 0.002 126 0.01
6.02 0.002 128 0.01
b.ll 0.002 130 0.01
6.21 0.001 132 0.01
6.30 0.001 l34 0.00
6.39 0.001 13b 0.00
6.49 0.001 138 0.00
6.58 0.001 140 0.00
6.68 0.001 142 0,00
6.77 0.001 144 0.00
b.8b 0.001 146 0.00
s1131150002~Ytcs1127-135 inflow-~ev010131.xis printetl: U152011 1:57 PM

Peak Inflow, (Q10) - 5.9 cfs
Time to Peak Calculation: CN= 88.2245794 P= 5.28 in.
Q'= 3.96 in. (depth of runoff)
Vol= ]4,805 cf (vol. of runoff}
Time to Peak, (Tp) _> 30.17 minutes
(SCS TR-55)
Q/Qp t Q
mia cis
o.oo o.ooo o.ao o.oo
0.07 0.o t t 2.00 0.06
0.13 0.043 4.00 0.25
0.20 0.094 6.00 0.56
0.27 0.164 8.00 0.96
0.33 0.247 10.00 1.46
0.40 0.342 12.00 2.01
0,46 0.444 14.00 2.61
0.53 0.548 16.00 3.22
0.60 0.649 18.00 3.82
0.66 0.745 20.00 4.38
0.73 0.830 22.00 4.88
0.80 0.900 24.00 5.30
0.86 0.954 26.00 S.6]
0.93 0.987 28.00 5.81
0.99 1.000 30.00 5.88
1.06 0.991 32.00 5.83
1.13 0.461 34.00 5.65
1.19 0.911 36.00 5.36
1.26 0.844 38.00 4.97
1.33 0.774 40.00 4.56
1.39 0.710 42.00 4.18
1.46 0.652 44.00 3.84
1.52 0.598 46.00 3.52
1.59 0.549 48.00 3.23
1.66 0.503 50.00 2.96
1.72 0.462 52.00 2.72
1.79 0.424 54.00 2.49
1.86 0.389 56.00 2.29
1.92 0.357 58.00 2.10
1.99 0.327 60.00 1.92
2.05 0.300 62.00 1.77
2.12 0.275 64.00 1.62
2.19 0.253 66.00 1.49
2.25 0.232 68.00 1.36
2.32 0.213 70.00 1.25
239 0.195 72.00 1.15
2.45 0.179 74.00 1.05
2.52 0.164 76.00 0.97
2.59 0.151 ?8.00 0.89
2.65 0.138 80.00 0.81
2.72 0.127 82.00 0.75
2.78 0.116 84.00 0.68
2.85 0.107 86.00 0.63
2.92 0.098 88.00 0.58
2.98 0.090 90.00 0.53
3.05 0.082 92.00 0.48
3.12 0.076 94.00 0.44
3.18 0.069 9b.00 0.41
3.25 0.064 98.00 0.37
3.31 0.058 100.00 0.34
3.38 0.054 102.0(} 0.32
3.45 0.049 104.00 0.29
3.51 0.045 106.00 0.27
3.58 0.041 108.00 0.24
3.65 0.038 110.00 0.22
3.7I 0.035 112.00 0.20
S=
1.33 in.
6:5131110002Wkstl27.135 inf1oxnrev040711 x18 prinbC: U75120711:57 PM

3.78 0.032 114.00 0.14
3.84 0.029 116.00 0.17
3.9I 0.027 118.00 , O.I6
3.98 0.025 120.00 0.15
4.04 0.023 122.00 0.13
4.1 ] 0.021 124.00 0.12
4.18 0.019 126.00 0.11
424 0.017 128.00 0.10
4.31 0.016 130.00 0.09
4.38 0.015 132.00 0.09
4.44 0.013 134.00 0.08
4.SI 0.012 136.00 0.07
4.57 0.011 138.00 0.07
4.64 0.010 140.00 0.06
4.71 0.010 142.00 O.Ob
4.77 0.009 144.00 0.05
4.84 0.008 146.00 0.05
4.91 0.007 148.00 0.04
4.97 0.007 150.00 0.04
5.04 0.006 152.00 0.04
5.10 0.006 154.00 0.03
5.17 0.005 156.00 0.03
5.24 0.065 158.00 , 0.03
5.30 0.004 160.00 0.03
5.37 0.004 162.00 0.02
5.44 0.004 164.00 0.02
5.50 0.003 166.00 0.02
5.57 0.003 168.00 0.02
5.63 0.003 170.00 0.02
5.70 0.003 172.00 0.02
5.77 0.002 174.00 0.01
5.83 0.002 176.00 0.0]
5.90 0.002 178.00 0.0]
5.97 0.002 180.00 0.01
6.03 0.002 182.00 0.01
6.10 0.002 184.00 0.01
6.16 0.001 18b.00 0.01
6.23 0.001 188.00 0.01
6.30 0.001 190.00 0.01
b.36 O.OOI 192,00 O.Oi
6.43 0.001 194.00 0.01
6.50 O.OOI 196.00 0.01
6.56 0.001 198.00 0.01
6.63 0.001 200.00 , 0.00
6.70 0.001 202.00 0.00
6.7b 0.001 204.00 0.00
6.83 0.001 206.00 0.00
6.89 0.001 208.00 0.00
6.96 0.001 210.00 0.00
7.03 0.000 212.00 0.00
7.13 0.000 215.00 0.00
7.23 0.000 218.00 0.00
7.32 0.000 221.00 0.00
7.42 0.000 224.00 0.00
7.52 0.000 227.00 0.00
7.62 0.000 230.00 0.00
7.72 0.000 233.00 0.00
7.82 0.000 236.00 0.00
7.92 0.000 239.00 0.00
8.02 0.000 242.00 0.00
8.12 0.000 2as.oo o.oo
s:113111000ZtCaks1127.135 hAIpMl.tgv040111 xLS printe0: 4!1517011 1:57 PM

Peak Inflow, (Qty) _
Time to Peak Calculation:
Time to Peak, (Tp) ->
(SCS TR-55)

0.00
0.05
0.11
O.I6
0.21
0.27
0.32
0.37
0.43
0.48
0.53
0.59
0.64
0.69
0.75
0.80
0.85
0.91
0.96
1.01
1.07
1.12
1.17
1.23
1.28
1.33
1.38
1.44
1.49
1.54
1.60
1.6s
] .70
1.76
1.81
1.86
1.92
1.97
2.02
2.08
2.13
2.i8
2.24
2.29
2.34
2.40
2.45
2,50
2.56
2.b 1
2.66
2.72
2.77
2.82
2.88
2.93
2.98
s:1131110t1021raN3tl27.135 inibw-rav0.10711 ~7s
7.88 cfs
CN= 88.2245794 P= 8 in.
Q*- 6.59 in. (depth of runoff)
Vol= 24,662 cf (vol. of runoff}
37.55 nvnutes
Q/Qp t Q
mia cFs
0.000 0.00 0.00
0.007 2.00 0.06
o.a28 a.oo o.2z
O.D62 6.00 0.49
D.108 8.00 0.85
0.165 10.00 1.30
0.232 12.00 ] .82
0.306 14.00 2.41
0.385 1b.00 3.03
0.468 18.00 3.b8
0.551 20.00 4,34
0.633 22.00 4.99
0.712 24.00 5.61
0.784 26.00 6.18
0.849 28.00 6.68
0.904 30.00 7.12
0.947 32.00 7.46
0.978 34.00 7.70
0.996 36.00 7.84
1.000 38.00 7.87
0.989 40.00 7.79
0.96b 42.00 7.61
0.929 44.00 7.32
0.880 46.00 6.93
0.824 48.00 6.49
0.768 50.00 6.05
0.717 52.00 5.65
0.669 54.00 5.27
0.624 56.00 , 4.92
0.583 58.00 4.59
0.544 60.00 4.28
0.507 62.00 3.99
0.473 64.00 3.73
0.442 66.00 3.48
0.412 68.00 3.25
0.385 70.00 3.03
0.359 72.00 2.83
0.335 74.00 2.64
0.312 76.00 2.46
0.291 78.00 2.30
0.272 80.00 2.14
0254 82.00 2.00
0.237 84.00 1.86
0.221 86.00 1.74
0.206 88.00 1.62
0.192 90.00 1.52
0.180 92.00 1.41
0.168 94.00 1.32
0.156 96.00 1.23
0.14b 98.00 L 15
0.136 100.00 1.07
0.127 102.00 1.00
0.118 104.00 0.93
0.111 106.00 0.87
0.103 108.00 0.81
0.096 110.00 0.76
a.o9o 112.DO 0.71
prtnteG: (/15/2011 5:57 PM
S=
1.33 in.

3.04 0.084 114.00 0.66
3.09 0.078 116.00 0.62
3.14 0.073 118.00 0.57
3,20 0.068 120.00 0.54
3.25 0.064 122.00 O.SO
3.30 O.OS9 124.00 0.47
3.36 O.OSS 126.00 0.44
3.41 0.052 128.00 0.41
3.46 0.048 130.00 0.38
3.52 0.045 132.00 0.35
3.57 0.042 134.00 0.33
3.62 0.039 136.00 0.31
3.68 0.037 138.00 0.29
3.73 0.034 140.00 0.27
3.78 0.032 142.00 0.25
3.84 0.030 144.00 0.23
3.89 0.028 146.00 0.22
3.94 0.026 148.00 0.20
4.00 0.024 150,00 0.19
4.OS 0.022 152.00 0.18
4.10 0.021 154.00 0.17
4.15 0.020 156.00 0.15
4.21 0.018 158.00 0.14
4.26 0.017 160.00 0.13
4.31 0.016 162.00 0.13
437 0.015 164.00 0.12
4.42 0.014 166.00 0, I 1
4.47 0.013 168.00 0.10
4.53 0.012 170.00 0.09
4.58 O.OII 172.00 0.09
4.63 0.010 174.00 0.08
4.69 0.010 176.00 , 0.08
4.74 0.009 178.00 0.07
4.79 0.009 180.00 0.07
4.85 0.008 182.00 O.Ob
4.90 0.007 184,00 0.06
4.95 0.007 186.00 0.05
S.OI 0.006 188.00 0.05
5.06 0.006 190.00 0.05
S. ] I 0.006 192.00 0.04
5.17 0.005 ] 94.00 0.1}4
5.22 0.005 196.00 0.04
5.27 0,005 I98.00 0.04
5.33 0.004 200.00 0.03
5.38 0.004 202.00 0.03
5.43 0.004 204.00 0.03
5.49 0.003 206.00 0.03
5.54 0,003 208.00 0.03
S.S9 0.003 210.00 0.02
5.65 0.003 212.00 0.02
5.70 0.003 214.00 0.02
5.75 0.002 216.00 0.02
5.81 0.002 218.00 0.02
5.86 0.002 220.00 0.02
5.91 0.002 222.00 0.02
5.97 0.002 224.00 0.01
6.02 0.002 226.00 0.01-
6.07 0.002 228.00 0.01
6.13 O.Q02 230.00 0.01
6.18 0.001 232.00 0.01
6.23 0.001 234.00 0.01
6.29 0.001 236.00 0.01
6.34 0.001 238.00 0.01
6.39 0.001 240.00 0.01
6.45 0.001 242.00 0.01
6.50 0.001 244.00 0.01
6.55 0.001 246.00 0.01
6.61 0.001 248.00 0.01
6.6b 0.(101 250.00 0.01
6.71 0.001 252,00 0.01
6.76 0.001 254.00 0.01
6.82 0.001 256.00 0.00
s:H511WOQ21cala5\727-135 inflewtevWOH l.xls prhried: M75/2011 L•57 PM

6.87 O.OOi 258.00 0.00
6.92 0.001 260.00 0.00
6.98 0.000 262.00 0.00
7.03 0.000 264.00 0,00
7.08 0.000 266.00 0.00
7.14 0.000 268.00 0.00
7.19 0.000 270.00 0.00
7.24 0.000 272.00 0.00
7.30 0.000 274.00 0.00
7.35 0.000 276.00 0.00
7.40 0.000 278.00 0.00
7.46 Q000 280.00 0.00
7.51 0.000 282.00 0.00
7.56 0.000 284.00 0.00
?.62 0.000 286.00 0.00
7.67 0.000 288.00 0.00
7.72 0.000 290.00 0.00
7.78 0.000 292.00 0.00
7.83 0.000 294.00 0.00
7.88 0.000 296.00 0.00
7.94 0.000 298.00 0.00
7.99 0.000 300.00 0.00
8.04 0.000 302.00 0.00
8.10 0.000 304.00 0.00
8.15 0.000 306.00 0.00
8.20 0.000 308.00 0.00
8.26 0.000 310.00 0.00
8.31 0.000 312.00 0.00
8.36 0.000 ;14.00 0.00
8.42 0.000 316.00 O.QO
8.47 0.000 318.00 0.00
8.52 0.000 320.00 0.06
8.58 0.000 322.00 0.00
8.63 0.000 324.00 0.00
8.68 0.000 326.00 0.00
8.74 0.000 328.00 0.00
8.79 0.000 330.00 0.00
8.84 0.000 332.00 0.00
8.90 0.000 334.00 0.00
ut1311100021catcs1127-135 In}lox-revV40111 xls pMtetl: 4/15ROi 1 1:57 PM

Peak Inflow, (Q25) = 6.8 cfs
Time to Peak Calculation: CN= 88.2245794 P= 6.48 in.
Q'= 5.1 I in. (depth of runoff}
VoI° 19,126 cf (vol. of runoff)
Time to Peak, (Tp) _> 33.97 minutes
(SCS TR-55)
Q411 E 4
min
0.00 0.000 0.00 0.00
0.06 0.009 2.00 0.06
0.12 0.034 4.00 0.23
0.18 0.075 6.00 0.51
0.24 0.131 8.00 0.88
0.29 0.199 10.00 1.34
0.35 0.278 12.00 1.87
0.41 0.364 14.00 2.45
0.47 0.454 16.00 3.07
0.53 0.547 18.00 3.69
0.59 0.638 20.00 4.30
0.65 0.724 22-00 4.88
0.71 0.802 24.00 5.41
0.77 0.870 26.00 5.87
0.82 0.926 28.00 6.25
0.88 0.967 30.00 6:53
0.94 0.992 32.00 6.69
1.00 1.000 34.00 6.75
1.06 0.991 36.00 6.69
1.12 0.966 38.00 6.52
1.18 0.924 40.00 6.24
1.24 0.868 42.00 5.86
1.30 O.SOb 44.00 5.44
1.35 0.746 46.00 5.04
1.41 0.691 48.00 4.67
1.47 0.641 50.00 4.32
1.53 0.593 52.00 4.01
1.59 0.550 54.00 3.71
1.65 0.509 Sb.00 3.44
].71 0.472 58.00 3.18
1.77 0.437 60.00 2.95
1.82 0.405 62.00 2.73
1.88 0.375 64.00 2.53
1.94 0.347 66.00 2.34
2.00 0.322 68.00 2.17
2.06 0.298 70.00 2.01
2.12 0.276 72.00 1.86
2.18 0.256 74.00 1.73
2.24 0.237 76.00 1.60
2.30 0.219 78.00 1.48
2.35 0.203 80.00 1.37
2,41 0.188 82.00 1.27
2.47 0.174 84.00 1.18
2.53 0.162 86.00 1.09
2.59 0.]50 88.00 1.01
2.65 0.139 90.00 0.94
2.71 O.I28 92.06 0.87
2.77 0.119 94.00 0,80
2.83 6.110 96.06 0.74
2.88 0.102 98.00 0.69
2s4 a.o9s loo.oo o.6a
3.00 0.088 102.00 0.59
3.06 0.081 104.00 0.55
3.12 0.075 106.00 0.51
3.18 0.070 108.00 0.47
3.24 0.064 110.00 0.44
3.30 0.060 112.00 0.40
S=
i.33 in.
s:usn+aao2ratcs~tz~-tas~nnow-mvaont.~is prinleC ~/15720117:57PM

3.36 0.055 114.00 0.37
3.41 0.051 116.00 0.35
3.47 0.047 1 ] 8.00 0.32
3.53 0.044 120.00 0.30
3.59 D.041 122.00 0.27
3,65 0.038 124.00 0.25
3.71 0.035 12b.00 0.24
3.77 0.032 128.00 0.22
3.83 0.030 130.00 0.20
3.89 0.028 132.00 0.19
3.94 0.026 134.00 0.17
4.00 0.024 136.00 0.16
4.06 0.022 138.00 0.15
4.12 0.020 140.00 0.14
4.18 0.019 142.00 0.13
4.24 0.0]8 144.00 0.12
4.30 0.016 146.00 0.11
4.36 0.015 ]48.00 0.10
4.42 0.0]4 180.00 0.09
4.47 0.013 152.00 0.09
4.53 0.012 154.00 0.08
4.59 0.011 156.00 0.07
4.65 0.010 158.00 0.07
4.71 O.OlO 160.00 O.D6
4.77 D.009 162.00 0.06
4.83 0.008 164.00 0.06
4.89 0.008 166.00 0.05
4.95 0.007 168.00 0.05
5.00 0.006 170.00 0.04
5.D6 0.006 172.00 0.04
5.12 0.006 174.00 0.04
5.18 0.005 176.00 0.03
5.24 0.045 178.00 0.03
5.30 O.D04 180.00 0.03
5.36 0.004 182.00 0.03
5.42 0.004 184.00 0.03
5.47 0.004 18b.00 0.02
5.53 0.003 188.00 0.02
5.59 0.003 190.00 0.02
5.65 0.003 192.00 0.02
5.71 0.003 i 94.00 0.02
5.77 0.002 196.00 0.02
5.83 0,002 198.00 0.02
5.89 O.OD2 200.00 0.01
5.95 O.D02 202.00 0.01
6.00 0.002 204.00 0.01
6.06 0.002 206.00 0.01
6.I2 0.002 248.00 0.01
6.18 0.001 210.00 0.01
6.24 0.001 212.00 0.01
6.30 0.001 214.00 0.01
6.36 0.001 216.00 0.01
6.42 0.001 218.00 0.01
6.48 0.001 220.00 0.01
6.53 D.001 222,00 0.01
6.59 0.001 224.00 0.01
6.65 0.001 226.00 0.01
6.71 0.001 228.00 0.00
6.77 0.001 230.00 0.00
6.83 0.001 232.00 0.00
6.89 0.001 234,00 0.00
6.95 0.001 236.00 0.00
7.01 0.000 238.00 0.00
7.06 0.000 240.00 0.00
7.12 0.000 242.00 0.00
7.18 0.000 244.00 0.00
7.24 0.000 246.00 0.00
7.30 0.000 248.00 0.00
7.36 0.000 250.00 0.00
7.42 0.000 252.00 0.00
7.48 0.000 254.00 0.00
7.54 0.000 256.00 0.00
0:1101110002Whs1127-135 inflow-rev0101i1.xia pnMad: W15120111:57 PM

7.s9 0.000 2ss.oo o.oo
7.6s 0.000 260.00 0.00
7.71 0.000 262.00 0.00
7.77 0.000 264.00 0.00
7.83 0.000 266.00 0.00
7.89 0.000 268.00 0.00
7.95 0.000 270.00 0.00
8.01 0.000 272.00 0.00
s.o7 0.000 274.ao , o.oo
8.12 0.000 276.00 0.00
8.18 0.000 278.00 0.00
8.24 0.000 280.00 0.00
8.30 0.000 282.00 0.00
8.36 0.000 284.00 0.00
8.42 0.000 286.00 0.00
8.48 0.000 288.00 0.00
s11 31110 0 011~ICSV127.135 inflav-rev010111 ~1s gSnteE: U15l2D11 7:57 PU

SAND FILTER SIZING -FIRESTONE COMPLETE AUTO CARE CENTER
APEX, NC
Total Site Drainage Area = 1.030 Acres
Impervious Area = 0.758 Acres
Lawn /Tree Area 11,856 s.f.
Impervious Area 33,019 s.f.
TOTAL AREA 44,875 s_f.
Composite C Value
Area C-value Composite
Lawn Area 11,856 0.35 0.09247
Impervious Area 33,019 0.95 0.699009
0.79
Volume of water to be treated (Design Storm 1 "}
Impervious % 74°~
The storage volume for the 1"storm (Schueler Method) would be:
RV= 0.71
Volume = (Design Rainfall) * (RV)*(Drainage Area)
WQV = 0.0611 ac.ft.
WQV (cf) = 2,663 cf
WQVadj(cf)~ 1,998 cf WQV adj (cf)=WQV (cf)
Minimum Sedimentation Bed Surface Area
As (sf) _ (240*Rv *DA (ac)) * Rd
As (sf) = 176 sf
Minimum Sand Fitfier Bed Surface Area 5.12
Af (sf) _ (WQv) (df) / (k) (t) (ha+cif)
df = 1.50 ft
k= 3.5 fUday
t= 1.66 days
ha= 1.59
Af (sf) = 222.87 sf
H max fitter = WQV adj (cf)
As (sf) + Af (sf)
H max filter = 3.17 As (sf) + Af (sf) = 630
[Af (sf) + As (sfl] x [h max filbar (sf)] ? WQV adj (sf)
1998 ~ 1,998
Af = 315 sf Sediment Chamber Area
As = 315 sf Sand Chamber Area
Minimum Length of Sand Filter 78.75
Sediment Chamber Length 3.75
Sand Chamber Length 82.5
Chamber comes in pre-cast 7.75' lengths so, 11 lengths = 85.25 Long Sand Filler Required

Draw Down CalcWatlons
Orifice Equation
Ouliet Diameter
Avg. Head =
g=
Cd =
A=
Q=
Drawdown Volume =
w,dth =
Length =
Depth =
0.25 ft
1.5 ft.
322 ft/sec 2
0.6
0.05 sf
0.29 cfs
144x.5 c.f. (from Weir Elevation to bottom of sand filter)
4
80.25
4.5
Drawdown time = (Volume /outflow)
4,992.69 Sac
83.21 Min
1.39 Hours

Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project, initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the
agent may initial below. M a requirement has not been met, attach justification.
Initials Page! Plan
Sheet Ho.
31k~ 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
~?) -System dimensions ((ength, width, antl depth) for both the sedimentation chamber and the filter
chamber,
-Maintenance access,
- Flow splitting device,
-Proposed drainage easement and public right of way (ROVII),
- Design at ultimate build-out,
-Oft-site drainage {if applicable}, and
- Boundaries of drainage easement.
314, l3 2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth} for both the sediments#ion chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative fitter strip dimensions and slope ('rf SA waters),
- Proposed drainage easement and public right of way {ROUI~,
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
3, Section view of the sand filter {1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
-Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
-Outlet pipe, and
A~-r°facwn~-Clearance from the surface of the sand fitter to the bot#om of the roof of the underground structure (if
~~ applicable}.
4. A soils report that is based upon an actual figld investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
~ `'~~ 5. Supporting calculations (including drainage calculations) C • `
~ 6. Signed and notarized operation and maintenance (0&M) agreement ~ Sf ~~
7. A copy of the deed restrictions {if required).
Form SW401-Sand Fitter-Rev.S 2009Sept17 Part In, Page 1 of 1

Permit Number:
(to be provided by DWQ)
N
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out an line, printed and submitted with alt of the required information.
A9ake sure to also fill out and submit the Required Items Checklat (Section l/lJ and the /&MAgreement (Section /l7
Project name
Contact name
Phate numis~
Date
Drainage area number
pp~~''pF WA7FR
~3~~
o~
Firt}stone Complete Auto Care;Center
Joe'Faullmer, RLA LEED AP
April t 5, 7(11 ~
1.

Site Characteristics

Drainage area {Ap} ____
.1.43 ft~ OK
Impervious area Q.7G ft2
Impervious (IA} 73.6°l0 96
Design rainfall deP~ {R~) 1.d0 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.~ ` in
1-yr, 24-hr intensity ` 4.52 _ ` irtltlr
Pre-development 1-yr, 24-hr runoff > 1.29 -: ft'lsec
Post~development 1-yr, 24-hr runoff 3.68 ft lsec
PrelPost 1-yr, 24-hr peak control 2,3g ft'/sec
Storage Volume
Design volume (WQV} 2,663:OQ ft'
Adjusted water quality volume (WQV~) 1,997.25 fta
Volume contained in the sedimentation basin and on top of the sand filter 1,998OO:ft'
Top of sand filter/grate elevation 474:75 $ timer
Weir elevation (between chambers) 412 ft timer
Maximum head on the sedimentation basin and sand filter (hEf) 3.17 ft
Average tread on the sedimentation barn and sand finer {hA) 1.5g ft
Runoff Coefficient (Rv) 0.71(unitless)
Type of Sand Filter
Open sand filter'/ N Y or N
SHWT elevation - 408:8iT ft amst
Bottom of the sand filter elevation 407,50 ft timer
Clearance (ds~) -1:30
Closed/pre-cast sand filteR Y Y or N
SHWT elevation 408.80 ft amsl
Bottom of the sand filter elevation ::407.50 f! amsl
Clearance {ds~) -1.30
ff ibis is a dosed, underground cbsed sand filter: The clearance between -
the surface of the sand filter and the bottom of the roof of the underground 3,00 ft
structure (ds~Ca)
OK
OK
OK
Form SW401-Sand Fiflar-Rev.S 2009Sepi17 Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (AS)
Sedimentation basinlchamber depth
Sand Flter
Surface area of sand fil#er (Ar)
Top of sand media filter bed elevation
Bottom of sand media Sher bedldrain elevation
Depth of the sand mega filter bed {dr)
Coefficient of permeability for the sand filter {k)
Outlet diameter
Outlet dischargelSowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Irdormation
Does volume in excess of the deign volume bypass the sand filter?
Is an off-line Sow-splitting device used?
ff draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated fifler?
What is the length of the. vegetated filter?
Does the design use a level spreader to evenly distribute f1oN/?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
ff not a dosed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public IZght of Way (ROW)?
What is the width of the sedimentaton chamberfforebay (W~)?
What is the depth of sand over the outlet pipe (dpipe)?

,341.OOft~ vn_ rvron[~ rnnrununr, uur urdy urea ru uC urueaeev w
nnnran~tin.nn.a.n,+.,ni..n..:c,,...,.,,nan.e+.,.nnn
525' ft
32,I~flQit~ rrrrae~esurrautarea.Ilasvnuarsuuw7raseure
n.min..de nI.:IS.. M nnnln:n 1M n.16 mV..d ,...dn...,,nIH,.
_
-. 409!00 ft amsl
~;:~
.
.
4,07.50: fl amsl
1.50 fl
&50 (ft/day)
fi.00 in
0.41 ft /sec
1.40. hours OK. Submit drainage calculations.
0.06 days
Y _- YorN OK
y YorN OK
YorN
<fl
- fJ Y or N Show how flow is evenly distributed.
,Y YorN OK
Y or N
YorN
Y _ Y or N OK
" 4.OQ fl OK
_ 1:50 ft OK
Forrn SVV401-Sand Filter-Rev.S 2009Sept17 Parts I and 11. Project Design Summary, Page 2 of 2

Permit Number:
(to be provided by DYYQJ
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after maintenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.

Entire BMP Trash debris is resent. Remove the trash/debris.
Adjacent pavement (if Sediment is present on the Sweep or vacuum the sediment as soon as
applicable) avement surface. ssible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed. gully, and then plant a ground cover and
water until it is established. Provide lime
and aone-tune fertilizer a lication.
Vegetation is too short or too long. Maintain vegetation at an appropriate
hei ht.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
damn a is too lar a for re air.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
im acts to streams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
roblems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than s ra '
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 1 of 3

Fil#er bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 24 hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filer bed media and replace. If water still
onds, then consult an a ert.
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is dama ed Re air or re lace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 401 Oversi ht Unit at 919-733-1786.
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 2 of 3

Permit Number:
(to be provided by DWG
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name: Firestone Complete Auto Care Center -Apex, NC
BMP drainage area number:l
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, ~ ,, a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
,and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Sand Filter O&M-Rev.4 2009Sept17 Page 3 Of 3

SPLITTER BOX ROUTING
There is a bypass overflow built into the sand filter (see sand filter calcula#ivns and
details) which outlets to a splitter box downstream to divert flow to the subsurface
drainage system which detains the Q-1 and Q-10 storm event, while bypassing the
difference in the Q-25 and Q-100 storm events.
The splitter box Weir Elevation is set to the Q-10 Elevation of the subsurface drainage
sy#em, which is elevation 411.22.
splitter Box Weir Elevation = 411.25
Rim Elevation = 414.4
Post-Developed
Q 25 = 6.75 cfs
Q 100 = 7.88 cfs
Flow #hrough subsurface detetion system = 2.06 cfs
So, maximum flow over By-pass weir = 5.82 cfs
BYPASS FLOW
Weir Length in Box = 5 ft Elev = 411.25
Cw = 3.33
H = 0.50 ft
Q = 5.89 cfs
So, maximum water surface elevation inside splitter box = 411.75
Rim Elevation = 414.4
Freeboard = 2.65 feet

Table of Contents sand filter-pipe routing-rev.gpw
Hydraflow Hydrographs by lntelisolve Friday, Apr 15 2011, 2:52 PM
Hydrograph Return Period Recap ................................................................... 1
1 -Year
Summary Report .............................................................................................................. 2
Hydrograph Reports ........................................................................................................ 3
Hydrograph No. 3, Reservoir, Pipe Detention ................................................................ 3
Pond Report .....................................................................................~--...................... 4
1 ~ -Year
Summary Report .............................................................................................................. S
Hydrograph Reports ........................................................................................................ 6
Hydrograph No. 3, Reservoir, Pipe Detention ................................................................ 6
Pond Report .............................................................................................................. 7

Hydrograph Return Period Recap
Hyd. Hydrograph IMtow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr

1 i
Manual
-----
3.670
i --
----
---
5.880
---
----
-----
<no description>
2 Reservoir 1 3.764 ----- --- ---- 5.869 ---- ------- Sand Filter
3 Reservoir
i 2 1.192 -- ---- ---- 2.057 ---- --_-_ ------ Pipe Detention
Proj. file: sand filter-pipe routing-rev.gpw Friday, Apr 15 2414, 2:52 PM --~
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No. Hydrograp
type
(origin) h Peak
flow
(cfs) Time
interval
(min} Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
{ft} Maximum
storage
(tuft} Hydrograph
description
1 Manual 3.670 2 22 6,636 -- --- ---- <no description>
2 Reservoir 3.764 2 22 6,613 1 412.33 2,173 Sand Finer
3 Reservoir 1.192 2 44 6,604 2 408.73 2,091 Pipe Detention
sand filter-pipe routing-rev.gpw Retum Period: 1 Year Friday, Apr 15 2411, 2:52 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisotve Friday, Apr 15 2011, 2:52 PM
Hyd. No. 3
Pipe Detention
Hydrograph type = Reservoir Peak discharge = 1.192 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyd. No. = 2 Max. Elevation = 408.73 ft
Reservoir name = Underground Pipe Storage Max. Storage = 2,091 cult
Storage Indication method used . Hydrograph Volume = 6,604 cult
Q (cfs)
4.00
3.00
2.00
1.00
O.oO
OA 0.7 1.3 2.0 2.7 3.3
Hyd No. 3 Hyd No. 2
Pipe Detention
Hyd. No. 3 --1 Yr
Q (cfs)
4.00
3.00
2.00
1.00
o 00
4.0 4.7 5.3 6.0
6.7 7.3
Time (hrs)
3

Pond Report
Hydraflow Hydragraphs by Intelisolve Friday, Apr 15 2011, 2:52 PM
Pond No. 1 -Underground Pipe Storage
Pond Data
Pipe dia. = 4.00 ft Pipe tang#h = 119.0 ft No . Barrels = 4.0 Slope = 0.00 % invert elev. = 407.30 ft
Stage /Storage Table
Stage {ft} Elevation {ftj Contour area {sgft) Incr. Storage (cuff} Total storage {cult)
0.00 407.30 00 0 0
0.20 407.50 00 123 123
0.40 407.70 00 218 340
0.60 407.90 00 275 615
0.80 408.10 00 3]6 931
1.00 408.30 00 348 1,279
1.20 408.50 00 371 1,650
1.40 408.70 00 390 2,040
1.60 408.90 00 401 2,441
1.80 409.10 00 412 2,854
2.00 409.30 00 415 3,269
2.20 409.50 00 415 3,683
2.40 409.70 00 412 4,096
2.60 409.90 00 403 4,499
2.80 410.10 00 388 4,887
3.00 410.30 00 371 5,258
3.20 410.50 00 347 5,606
3.40 410.70 00 316 5,921
3.60 410.90 00 275 6,196
3.80 411.10 00 218 6,414
4.00 411.30 00 122 6,536
Culvert !Orifice Structures Weir Structures
[A] [B] [Cl IDl LAl ISl iC1 [D]
Rise (in) = 6.50 0.00 0.00 0.00 Crest Len (ft) = 0.00 0,00 0.00 0.00
Span (in) = 6.50 0.00 0.00 0.00 Crest EI. (ft} = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Welr Caeff. = 3.33 0.00 0.00 0.00
Invert HI. (ft) = 407.30 0.00 0.00 0.00 Weir Type = --_ __ ___ W
Length (ft} = 71.00 0.00 0.00 0.00 Multistage = No No No No
Slope (°k) = 1.00 0.00 0.00 0.00
N•Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multistage = n/a No No No Exfiitration = 0.000 inlhr {V4/et area} Tailwater Elev. = 0.00 ft
Note: Culvertlt)rlfice outflows have been analyzed under Inlet and outlet control. Weir riser checked for orifice conditions.
Stage (ft) Stage /Discharge stage {ft)
5.00
4.00
3.00
2.00
1 AO
000
_i
i
5.00
4.00
3.00
2.00
1.00
000
4

0.00 0.50 i.oo 1.50 2.00 2.50 3.OD
Discharge (cfs)
Total C!

Hydrograph Summary Report
Hyd.
No. Hydrograph
I type
(origin) Peak
flow
{cis) Time
Interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd{s) Maximum
elevation
{ft) Maximum
storage
(cuff) Hydrograph
description
1 Manual 5.880 2 30 15,100 - ---- - <no description>
2 Reservoir 5.869 2 30 15,076 1 412.45 2,251 Sand Filter
3 Reservoir

I 2.057 2
I
~ 60 15,067 2 411.01

I 6,315 Pipe Detention
sand filter-pipe routing-rev.gpw Return Period: 10 Year Friday, Apr 15 2011, 2:52 PM
Hydraflow Hydrographs by IntelisoNe

E
Hydrograph Plot s
Hydraflow Hydrographs by Inteiisolve Friday, Apr 15 2011, 2:52 PM
Hyd. No, 3
Pipe Detention
Hydrograph type =Reservoir Peak discharge = 2.057 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 2 Max. Elevation = 41 '! .01 ft
Reservoir name =Underground Pipe Storage Max. Storage = 6,315 cult
Storage Indication method used.
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Pipe Detention
Nyd. Na. 3 -- 10 Yr
Hydrograph Volume = 15,067 tuft
Q (cfs}
6.00
5.00
4,00
3.00
2.00
~.oa
0 00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0 8.7
Time (hrs)
Nyd No. 3 Hyd No. 2

Pond Repor#
Hydraflow Hydrographs by Intelisolve Friday, Apr 15 2011, 2:52 PM
Pond No. 7 -Underground Pipe Storage
Pond Data
Pipe dia. = 4.00 ft Pipe length = 119.0 ft No. Barrels = 4.0 Slope = 0.00 % Invert elev. = 407.30 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (curt) Total storage (tuft)
0.00 407.30 00 0 0
0.20 407.50 00 123 123
0.40 407.70 00 218 340
0.60 407.90 00 275 615
0.80 408.10 00 316 931
1.00 408.30 00 348 1,279
1.20 408.50 00 371 1,650
1.40 408.70 00 390 2,040
1.60 408.90 00 401 2,441
1.80 409.10 00 412 2,854
2.00 409.30 00 415 3,269
2.20 409.50 00 415 3,683
2.40 409.70 00 412 4,096
2.60 409.90 00 403 4,499
2.80 410.10 00 388 4,8$7
3.00 410.30 00 371 5,258
3.20 410.50 00 347 5,606
3.40 410.70 00 316 5,921
3.60 410.90 00 275 6,196
3.80 411.10 00 218 6,414
4.00 411,30 00 122 6,536
Culvert /Orifice Structures Weir Structures
G°-3 IB] I~l IDl [Al IBI IDI ID]
Riss (in) = 6,50 0.00 0.00 0.00 Crest Len (ft) = O.DO 0.00 0.00 0.00
Span {in) = 6.50 0.00 0.00 D.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Cceff. = 3.33 0.00 0.00 0.00
invert EI. (ft) = 407.30 0.00 OAO 0.00 Weer Type = --- -- - -_
Length {ft) = 11.00 0,00 0.00 0.00 Multi-Stage = No No No No
slope {~o) = 1.00 D.oo o.oD o.D0
N-V81ue = .013 .013 .013 .000
Orif. Cceff. = 0.60 0.60 0.60 0.00
Multi-Stage = Na No No No Exflltration = OA00 in/hr {Wet area) Tailwater Elev. = 0.00 ft
Note: CulverUOriflce oumows have been analyzed under inlet and outlet control. Weir riser checked for orifice conc~flore.
Stage (ft) Stage !Discharge Stage (ft)
5.00
4.00
3.00
2.00
1.00
a.ao
~-

~ I/L t i
0.00
Total Q
5.00
4.00
3.40
2.00
1.oD
0.00
0.50 1.00 1.50 2.00 2.50 3.00
Discharge {cfs)
7

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T U fl LL
w ' O .
O 0 0 0 0 C I C] O O
U Z
~ ~
Q _! ~ J J _I W

~
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N ~Ny
N ~Ny
NO [Ny
N
N
N
N
N l~
~N'
a
Z Z
~ ~ f4~ ~ i~ ti r n Irn n n r= ~:
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Firestone Compiete Auto Care Hwy 55 US 1
Dissipater Design
e ' " • +- DATE DESIGN PHASE
a 02/21/11-.`'- PRELIM
PROJECT NAME PROJECT NO CONSTR X
Firestone Com fete Auto Care H 55 & US 1 927-135 REVISION
LOCATION BY RECORD
A : x,'NC ACS OTHER
ADDITIONAL INFORMATION CHECKED BY (SPECIFY)
FES MPA
Storm Outlet Structure
FES No.= FES - 6 # of Barrels
Pipe Dia= 24 in 7
Q25 = 8.66 cfs
Qfu11= 23.73 cfs
Vfull = 7.53 fps
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From Fig. 8.06.b.2:
L
V
3
Lergth
Zone
D50
D~nax
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Weight of Rip-rap
Q9o/Qfull = 0.36
VNfull = 0.91
V = 6.9 fps
Use 24in for chart
_
= 8 in
_ '! 2 in
= B
= 18 in
= 12.0 ft
= 6 ft
= 6.00 Tons
For multiple barrels, Zone and length talcs include 9.25 factor of correction.
P:1127 (Mixellaneous Jobs)4127-135 (Firestone - US1-Hwy55 Apex)tCalcslFlosion Control Ceks5127-135 dissipater-design.xls
LATEST REVISION:4/1512011 3:04 PM Page 1 OF 1

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Permit Number:
(to be provided by DWQ)
F WATF
~~~ OHO ~~G
~ r
~~ ~
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section Ill) and the l&MAgreement (Section lV)
! PRO.16£3 ~ , ,
Project name Firestone Complete Auto Care Center
Contact name Joe Faulkner, RLA LEED AP
Phone number -
~.~~
Date April 15, 2011
Drainage area number 1
..~
Site Characteristics
Drainage area (AD) 1.03 ft OK
Impervious area 0.76 ftz
Impervious (IA) 73.6%
Design rainfall depth (Rp) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 2.90 in
1-yr, 24-hr intensity 4.52 inihr
Pre-development 1-yr, 24-hr runoff 1.29 ft3/sec
Post-development 1-yr, 24-hr runoff 3.68 ft3/sec
Pre/Post 1-yr, 24-hr peak control 2.39 ft3/sec
Storage Volume
Design volume (WQV) 2,663.00 ft3
Adjusted water quality volume (WQVAdi) 1,997.25 ft3
Volume contained in the sedimentation basin and on top of the sand filter 1,998.00 ft3
Top of sand filterlgrate elevation 414.75 ft amsl
Weir elevation (between chambers) 412 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxF;,,e,) 3.17 ft
Average head on the sedimentation basin and sand filter (hA) 1.59 ft
Runoff Coefficient (R~) 0.71 (unitless)
Type of Sand Filter
Open sand filter? N Y or N
SHWT elevation 408.80 ft amsl
Bottom of the sand filter elevation 407.50 ft amsl
Clearance (dsHwr) -1.30
Closedlpre-cast sand filter? Y Y or N
SHWT elevation 408.80 ft amsl
Bottom of the sand filter elevation 407.50 ft amsl
Clearance (dsH~) -1.30
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground 3.00 ft
structure (tlsPa~e)
OK
OK
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2

Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (Ar)
Top of sand media filter bed elevation
Bottom of sand media filter bedldrain elevation
Depth of the sand media filter bed (dr)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet dischargelflowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Add itiona I Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamberlforebay (Wsed)?
What is the depth of sand over the outlet pipe (dpipe)?
,
341
00 ~ Vf\. IVICCIJ IIIII IIIIIUIII, UUl Illdy IICCU LV UC II II:ICdJCU lU
.
. nnn•n~n ~L.n .nn. ~~.n.~l ..nl~ ~n.n ~i n..nr ~ ~n.Jn. C4n.n nn
5.25 ft
321
00 ftz uwledse sunaL;e alea.l IuJ wul dlsu ulL;roase uIC
. n..n1n...~n n4+~liFi 4n nnnlnin 41.n n.J~~~ninrl ...non. ..~~nli4.i
409.00 ft amsl
407.50 ft amsl
1.50 ft
3.50 (ft/day)
6.00 in
0.41 ft3lsec
1.40 hours OK. Submit drainage calculations.
0.06 days
Y Y or N OK
y Y or N OK
YorN
IL
N Y or N Show how flow is evenly distributed.
Y Y or N OK
YorN
YorN
Y Y or N OK
4.00 ft OK
1.50 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 2

Permit Number:
(k~ he prorrdrd In' Ull'OI
Drainage Area Number:
Sand Filter Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted u1 the inspection will be corrected, repaired or
replaced inunediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
J
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the sand filter.
- The sedimentation chamber or forebay will be cleaned out whenever sediment depth exceeds
six inches.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after mantenance.
The sand filter will be inspected quarterly and within 24 hours after every storm event greater than
1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in
a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
_,^----
-- -
RMPe a nt: ,, 7'° 'li Tni„'~• ,; ~T+~F7:;.4: ~~: wa a:x:..

Entire BMP
TraslY debris is resent. ~_. _ _.
Remove the trash/debris.
Adjacent pavement (if Sediment is present on the ,Sweep or vacuum the sediment as soon as
applicable) aveinent surface. ossible.
Perimeter of sand filter Areas of bare soil and/or erosive Regrade the soil if necessary to remove the
gullies have formed- gully, and then plant a ground cover and
water until it is established. Provide lime
and aone-time fertilizer a lication.
Vegetation is too short or too long. Maintain vegetation at an appropriate
hei ht.
Flow diversion structure The structure is clogged. Unclog the conveyance and dispose of any
sediment offsite.
The structure is damaged. Make any necessary repairs or replace if
dams a is too lac a for re air.
Forebay or pretreatment area Sediment has accumulated to a Search for the source of the sediment and ~
depth of greater than six inches. remedy the problem if possible. Remove
the sediment and stabilize or dispose of it
in a location where it will not cause
im pacts to sh•eams or the BMP.
Erosion has occurred. Provide additional erosion protection such
as reinforced turf mating or riprap if
needed to prevent future erosion
roblems.
Weeds are present. Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than s ra in .
Forni SW401-Sand Filter O~iv1-Rev.4 2009Sept17
Page 1 of 3

~~

BMP el: ment: .tl<..
PPtenh r lem:
Ha : ~, e; ' eiri:
Filter bed and underdrain Water is ponding on the surface for Check to see if the collector system is
collection system more than 2-i hours after a storm. clogged and flush if necessary. If water
still ponds, remove the top few inches of
filter bed media and replace. If water still
onds, then consult an ex ert
Outlet device Clogging has occurred. Clean out the outlet device. Dispose of the
sediment offsite.
The outlet device is llama ell Re air or re lace the outlet device.
Receiving water Erosion or other signs of damage Contact the NC Division of Water Quality
have occurred at the outlet. 407 Oversi ht Unit at 919-733-1786.
Form SW401-Said Filter OEM-Rev.4 2009Sept17 Page 2 of 3

Pern~it Number:
I!n h~~ prurida~d !n• DIt'O1
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. 1 agree to notify DWQ of any problems with the system or prtior
to any changes to the system or responsible party.
Project nu~rrc~: Firestone Complete Auto Care Center -Apex NC
BMP druil~age urea nrlmher:
}~ ,, ~ p
Print name: ~~.~ `UV \. ~~,~~~(!~A
Title: ~1~~'~.'~~'' C~~' C~(~~YU ~°~ 1 lam,
A
Pho
Sigr
Date: s~l~~ //
Note: The legally responsible party should not be a homeo~~~ners association unless more than So% of the lots have been
sold and a resident of the subdivision has been named the president.
I, 1~ ~'~ ~'-2 l.1 l/~1 ~ 1 , 2-U-~ , a Notary Public for the State of
5-11 ~ Y~ 0 t ~ , County of ~ 1;~. ~~ U , do hereby certify that
~e~±~~ ~ Y L1.h' ~ personally appeared before me this ~ day of
~~~~_, ~~_, and acknowledge the due execution of the forgoing sand filter
maintenance requirements. Witness my hand and official seal,
~~~
LYt~SEY YVEIB~G
NOTARY OUBLIC - STATE OF ILLNr01S
~ COA~SION EtO+IRE3:1?ll~V12
SEAL

My commission expires ~~ 2-~; -L-~-
Form SW40]-Sand Filter O8M_Rev.4 2009Sept17 Page 3 Of 3

BUOYANCY ANALYSIS
VAULT DIMENSION
Length 85.25 ft
Width 8.50 ft
Headroom 7.00 ft
Walls 4.00 in
Top Slab 8.00 in
Base Slab 7.00 in
ROOF OPENINGS (USE AVERAGE SIZES FOR MULTIPLE OPENINGS
# Rectangular 4
Length 24 in
Width 24 in
# Circular 4
Diameter 24 in
SIDEWALL OPENINGS (USE AVERAGE SIZES FOR MULTIPLE OPENINGS
# Rectangular 0
Length 0 in
Width 0 in
# Circular 0
Diameter 0 in
ADDITIONAL WEIGHT
Concrete Fill 0 kip
Baffle 56.5 kip
Hardware 0 kip
FIELD CONDITIONS
Unit Weight of Soil
Unit Weight of Water
120 pcf
62.4 pcf
FIELD ELEVATIONS
Tank Invert 407.50 ft
Finished Grade 415.08 ft
Ground Water 408.80 ft
BUOYANCY
Weight of Concrete
Wt. Sat. Soil on Structure
Wt. Unsat. Soil on Structure
Total Weight
Displaced Water
Buoyant Force (Fb)
Factor of Saftey Req'd
Factor of Saftey Actual
267.40 kip
0.00 kip
0.00 kip
267.40 kip
1483.26 cubic feet
92.56 kip
1.20
2.89
SHEET # OF
2.89>1.2 Therefore Design Okay.

BUOYANCY ANALYSIS
ANTI-FLOTATION SHELF DESIGN
Shelf Height 7 in
Shelf Width 0 in
SOIL COVER ON SHELF
Depth of Fill 7.67 ft
Area of Soil 0.00 square feet
BUOYANCY
Weight of Shelf 0.00 kip
Wt. Sat. Soil on Shelf 0.00 kip
Wt. Unsat Soil on Shelf 0.00 kip
Original Weight 267.40 kip
Total Weight 267.40 kip
Fb of Shelf 0.00 kip
Original Fb 92.56 kip
Fb Total 92.56 kip
Factor of Saftey Req'd 1.20
Factor of Saftey Actual 2.89
SHEET # OF
2.89>1.2 Therefore Design Okay.