20091126 Ver 1_Stormwater Info_20100301

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JAMESTOWN ENGINEERING GROUP, INC.
CIVIL ENGINEERS & SURVEYORS
LAND PLANNING • MUNICIPAL CONSULTING
L
r inc. 117 East Main Street • P.O. Box 365 • Jamestown, N.C. 27282
Telephone [phone] Fax [phone]
www.jamestownengineering.com
February 24, 2010
Re: Creekside Park Entrance
09-1126
Stormwater Management Plan
Annette Lucas, PE
NC Division of Water Quality - 401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
Dear Ms. Lucas:
With regard to the above referenced project, we offer the following plan as
requested in the Conditionally Approved 401 Certification.
Site improvements will result in 27,265 sf of impervious surface. During
construction, 18,001 sf of impervious surface will be removed. This will result in
a net addition of 9,264 sf of impervious surface. The enclosed plan includes a
bioretention cell that is designed to treat 14,080 sf of impervious surface from the
site.
Supporting documentation enclosed in this packet:
- Stormwater Management Permit application
- Soils Report
- $505 Review fee
- Deed of property
- Bioretention Cell Plan
- Bioretention Cell Supplement and O&M Agreement
- Soils Report
- Required Items Checklist
- Supporting Calculations
MAR '"' 2010
DENR - WATER QUALITY
WEPLAWS AND STOMATER BRANCH
Should you need have any questions or need any additional information, please
feel free to contact me at 336.886.5523 or [e-mail].
Sincerely,
Thomas R. (Rich) Glover, Jr., PE
Jamestown Engineering Group, Inc.
" DWQ USE ONLY
Date Received Fee Paid Permit Number

Applicable Rules: ,/ Coastal SW -1995 ,/ Coastal SW - 2008 Ph II - Post Construction
(select all that apply) ? Non-Coastal SW- HQW/ORW Waters ,/ Universal Stormwater Management Plan
Other WQ M t Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION F M ?Lt
This form may be photocopied for use as an original MAR 0 2C 10
1. GENERAL INFORMATION DEW-VATEt2i:1kl"'
1NETLS AND STORWIXIe bfkfk#geH
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
CREEKSIDE PARK ENTRANCE - CITY OF ARCHDALE
2. Location of Project (street address):
214 PARK DRIVE
City:ARCHDALE County:RANDOLPH Zip:27263
3. Directions to project (from nearest major intersection):
FROM THE INTERSECTION OF I-85 AND US HWY 311 GO SOUTH APPROX. 1 MILE - SITE WILL BE ON
THE LEFT
4. Latitude:35° 53'31" N Longitude: 79' 56' 13" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ?Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ?Not Started ?Partially Completed* ? Completed* *provide a designer's certification
Specify the type of project (check one):
?Low Density ®High Density ?Drains to an Offsite Stormwater System ?Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, 09-1126 and the previous name of the project, if different than currently
proposed, CREEKSIDE PARK SUBBASIN
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
?CAMA Major ®Sedimentation/Erosion Control: 2.5 ac of Disturbed Area
?NPDES Industrial Stormwater ®404/401 Permit: Proposed Impacts 72 LF INT. STREAM
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:S/EC 11/09/09 #RANDO 2010-006
401 02/22/10 DWO# 09-1126
Form SWU-101 Version 07July2009 Page 1 of 6
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:CITY OF ARCHDALE
Signing Official & Title:TERRY YARBOROUGH CITY MANAGER
b. Contact information for person listed in item 1a above:
Street Address:307 BALFOUR DRIVE
City:ARCHDALE
State:NC Zip:27263
Mailing Address (if applicable):PO BOX 14068
City:ARCHDALE
State:NC
Zip:27263
Phone: (336 ) 431-9141 Fax: (336 ) 431-2130
Email:
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
? Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
? Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
Zip:
City: State: Zip:
Phone: ( Fax: ( )
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organization: RICH GLOVER /JAMESTOWN ENGINEERING GROUP. INC.
Signing Official & Title:PROTECT ENGINEER
b. Contact information for person listed in item 3a above:
Mailing Address:PO BOX 365
City:]AMESTOWN State:NC Zip:27282
Phone: (336 ) 886-5523 Fax: (336 ) 886-5478
Email:RGLOVER®IAMESTOWNENGINEERING.COM
4. Local jurisdiction for building permits: RANDOPLH COUNTY
Point of Contact: Phone #:
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
ISA IN EXCESS OF THE AMOUNT OF THE NET INCRREASE IN IAS WILL BE TREATED WITH A
BIORETENTION CELL THEN DISCHARGED INTO AN EXISTING STORMWATER SYSTEM
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
Approval of a Site Specific Development Plan or PUD Approval Date:
? Valid Building Permit Issued Date:
? Other: Date:
b. Identify the regulation(s) the project has been designed in accordance with:
? Coastal SW -1995 ? Ph II - Post Construction
3. Stormwater runoff from this project drains to the DEEP River basin.
4. Total Property Area: 96 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 1.3 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:94.7 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal ?H?i gh Water HW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or Nm line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 6 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area Drainage Area _ Drainage Area _
Receiving Stream Name MUDDY CREEK
Stream Class *
Stream Index Number
Total Drainage Area (so 20,900
On-site Drainage Area (so 20,900
Off-site Drainage Area (so 0
Proposed Impervious Area** s 14,080
% Impervious Area** total 67%
Impervious" Surface Area Drainage Area 1 Drainage Area Drainage Area _ Drainage Area _
On-site Buildings/Lots (so 0
On-site Streets (so 2835
On-site Parking (so 10,030
On-site Sidewalks (so 1215
Other on-site (so 0
Future (so 0
Off-site (so 0
Existing BUA*** (so
Total (sf): 14,080
* Stream Class and Index Number can be determined at: http://h2o.enr.state.nc.us/bims/reports/rMortsWB.html
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**" Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is fn Trv rommrvd and 7nhirh mill ho ronlnrad h,l nv71? R1 TA
11. How was the off-site impervious area listed above determined? Provide documentation. N/A _
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhgp•//h2o.enr.state.nc.us/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from hft://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at hft://h2o.enr.state.nc.us/su/msi maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from h!W://h2o.enr.state.nc.us/su/bmp forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
htlp-/ /www.envhelp.org/pageE/onestoMxpress.ht3nl for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/ managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
I
fK6
9.. Copy of any applicable soils report with the associated SHWT elevations (Please identify P_
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5 x11„ copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1483 Page No: 1027 1161--
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC "y
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
htW://www.secretaKy.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
httl2://h2o.enr.state.nc.us/su/bml2 forms htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:THOMAS R (RICH) GLOVER, IR PE
Consulting Firm:1AMESTOWN ENGINEERING GROUP, INC.
Mailing Address:PO BOX 365
CityJAMESTOWN State:NC Zip:27282
Phone: (336 ) 886-5523 Fax: [phone]
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item 1b) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days, otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,00 per day, pursuant to NCGS 143-215.6.
Date'zFeea0A0 ! yz. -Z010
' v
? A, a Notary Public for the State oW ? a , )GZ County of
do hereby certify that a ,r personally appeared
before me this QJ- day of 1?0 r a 0-,a 10 , and a knowl7-<j-
a stormwater permit. Witness my hand and official seal,
Patsy =dueex lion of the application for
Dougherty
Notary Public
Randolph County, North Carolina
My commission expires Aug. 14, 2012
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires W,
I, (print or type name of person listed in Contact Information, item 2) JERRY YARBOROUGH
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21-1.1000, SL 2006-246 (Ph. H - Post Construction) or SL 2008-211.
Signature:
Date: A e-,F3agAa--( ZZ 2010
1, a Notary Public for the State of P)V (4N Q d ll 'fie, County of
-ZICJI I p do hereby certify that Cv) i r fir) Sr u "24 personally appeared
before me this day of rel, e- « 1 0 i O , and Zorlednttthhe due xec lion of the application for
a stormwater permit. Witness my hand and official seal, Patsy Dougherty
Notary Public
Randolph County, North Carolina
My commission expires Aug. 14, 2012
SEAL
My commission expires le! ?cS I ?'
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention 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 operation and maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance 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.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
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r--m c111nM nP.Wf D-.,'2
BMP element: Potential problems: How I will remediate the problem:
The pretreatment area Flow is bypassing Regrade if necessary to route all
pretreatment area and/or flow to the pretreatment area.
gullies have formed. Restabilize the area after grading.
Sediment has accumulated to Search for the source of the
a depth greater than three sediment and remedy the problem if
inches. possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand.
The bioretention cell: Best professional practices Prune according to best professional
vegetation show that pruning is needed practices.
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present Remove tree stake/ wires (which
six months after planting. can kill the tree if not removed).
The bioretention cell: Mulch is breaking down or Spot mulch if there are only random
soils and mulch has floated away. void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are Determine the extent of the clogging
clogged with sediment. - remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off-site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that Dolomitic lime shall be applied as
pH has dropped or heavy recommended per the soil test and
metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new lantin media.

BMP element: Potential problems: How I will remediate the problem:
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose of
the sediment off-site.
The drop inlet is damaged Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
L'-- C\77Ani /1D.AA Do.. 2 D--- Z -f'7
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Ceekside Park Entrance-City of Archdale
BMP drainage area number:
Print name:
J CR R,( ?AtZ PJb2oc.?l?
Title: C i-r--( ?AAu Aj:t=-2
Address: ?toZ PbAt ?¢- ?'o4a It lac?kpAl.E f K?- C. 27Lto3
Phone: C3? 4'?A - 74(.0
Date:
CIO
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 00 ?? C?t , a Notary Public for the State of
c?- , County of do hereby certify that
personally appeared before me this
day of { , ) o I ()_, and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
patsy Dougherty
Notary Public
Randolph County, North Carolina
My commission expires Aug. 14,201',
SEAL
My commission expires ??tiS I a ?? -
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4
WATERSHED DEVELOPMENT / STORM WATER PLAN
HYDRAULIC CALCULATIONS
FOR
CREEKSIDE PARK ENTRANCE
DEVELOPED BY.•
CITY OF ARCHDALE
FEBRUARY, 2010
,On,\N . CAf?o
• '•ESSIp?• ?y9

JAMESTOWN ENGINEERING GROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]
Bioretention Sizing
Note to User:
Yellow Cells Require User Input
Watershed Size Soil Type CN ;Blue Cells Have Been Previously Determined
0.48 acres Pink Cells are Calculations within this Spreadsheet
Percent Impervious
67 %
92 Selected Curve Number
Water Quality Storm Breakdown of Runoff
1 in
Q. 0.40 in/area 0.19 ac-in
First Flush Runoff
0.19 ac-in equation: based off SCS CN Method.
Average Depth
9 in
Surface Area
0.02 ac equation: Volume/ Depth
935 sf
Fill Soil Choice
Nitrogen Removal - Sandy Loam
K= 1 in/hr Soil Type: 12% Fines (Silt+Clay), 82-85% Sand, 3-6% Organic
Other Pollutant Removal - Loamy Sand
K= 2 in/hr Soil Type: 8% Fines (Silt+Clay), 86-90% Sand, 2-4% Organic
Il 1.5 in/hr
Underdrains
Minimum Flow
equation. Q = 2.3E-5 * K * A
0.03 cfs
Factor of Safety (range between 2 and 10)
8
Design Flow
0.26 cfs
Manning's Roughness Coefficient
0.011 smooth wall
0.015 corrugated wall
0.011 n
Internal Slope (recommended minimum 0.5%)
0.5 %
Pipe(s) Diameter(s)
4.79 inches
equation: D = 16 * (Q * n * s^0.5)^(3/8)
# of 4" diam. # of 6" diam. calculations assume n=0.011
Underdrains Underdrains
2 2
Note: A minimum of 2 underdrains recommended
Formulating Pre- & Post- Development Hydrographs
utilize small watershed method & center-weighted storm (Malcom)
Return Period 2 year RDU data
1= 4.60 in/hr
Cpre 0.63 (standard wood Rational C)
Cpost 0 8 (apartment Rational C see Adjoi ning Table)
A= acre
A= 20908.8 sf Rainfall 2.88 in (6 hr Depth assoc. with 10 yr GSO storm)
Qp= 1.4 cfs PRE CN 89
1 S= 1.24
Q*= 1.79 in
Qpost= 1.8 cfs POST CN 1
11
921 S= 0.87 Q*= 2.05 in
Vol - Pre 3122 cf 1.985075
Vol - Post 3568 cf
Tpre 27 min Time of Concentration (Kirpich Tc Equation)
Tpost 24 min Predevelopment
L 100 ft (Length of Overland Flow)
Time Step 1 min S 0.01 ft/ft (average overland slope)
tc 1.59 min bare soil
Time Q- pre Q-post tc 3.19 min grassed
min cfs cfs
0 0.00 0.00 Post Development
1 0.00 0.01 L 100: ft (Length of Overland Flow)
2 0.02 0.03 S 0.01 ft/ft (average overland slope)
3 0.04 0.07 tc 1.59 min bare soil
4 0.07 0.12 tc 3.19 min asphalt/concrete
5 0.12 0.18
6 0.16 0.25 Note: Compare this to a 5 minute minimum.
7 0.22 0.34
8 0.28 0.43
9 0.35 0.54
10 0.42 0.64
11 0.50 0.76
12 0.58 0.87
13 0.66 0.98
14 0.74 1.10
15 0.82 1.21
16 0.90 1.31
17 0.98 1.41
18 1.05 1.49
19 1.11 1.57
20 1.18 1.64
21 1.23 1.69
22 1.28 1.73
23 1.32 1.76
24 1.35 1.77
25 1.37 1.76
26 1.39 1.74
27 1.39 1.71
28 1.39 1.66
29 1.37 1.60
30 1.35 1.53
31 1.31 1.45
32 1.27 1.38
33 1.22 1.30
34 1.17 1.24
35 1.11 1.17
36 1.06 1.11
37 1.01 1.05
38 0.96 1.00
39 0.92 0.95
40 0.87 0.90
41 0.83 0.85
42 0.79 0.80
43 0.76 0.76
44 0.72 0.72
45 0.69 0.69
46 0.65 0.65
47 0.62 0.62
48 0.59 0.58
49 0.57 0.55
50 0.54 0.52
51 0.51 0.50
52 0.49 0.47
53 0.47 0.45
54 0.44 0.42
55 0.42 0.40
56 0.40 0.38
57 0.38 0.36
58 0.37 0.34
59 0.35 0.32
60 0.33 0.31
61 0.32 0.29
62 0.30 0.28
63 0.29 0.26
64 0.27 0.25
65 0.26 0.23
66 0.25 0.22
67 0.24 0.21
68 0.23 0.20
69 0.22 0.19
70 0.21 0.18
71 0.20 0.17
72 0.19 0.16
73 0.18 0.15
74 0.17 0.14
75 0.16 0.14
76 0.15 0.13
77 0.15 0.12
78 0.14 0.12
79 0.13 0.11
80 0.13 0.10
81 0.12 0.10
82 0.11 0.09
83 0.11 0.09
84 0.10 0.08
85 0.10 0.08
86 0.09 0.08
87 0.09 0.07
88 0.09 0.07
89 0.08 0.06
90 0.08 0.06
91 0.07 0.06
92 0.07 0.05
93 0.07 0.05
94 0.06 0.05
95 0.06 0.05
96 0.06 0.04
97 0.06 0.04
98 0.05 0.04
99 0.05 0.04
100 0.05 0.04
Hydrograph Routing through Bioretention
Watershed Area 0.48 ac
Surface Area 0.0 ac
Surface Area 935 sf
Average Depth 9 in
Average Depth 0,75 ft
Cumulative Volume 701 cf
Surf. Infiltration Rate 1.5 in/hr
If Sandy Loam, 1 in/hr, Loamy Sand, 2 in/hr
Volume lost to InfI 117 cf/hr
Bioretention Outlet Control
Type Structure: Weir
Dimensions
length 3 ft
width 3 ft
Total Length 12 ft
% occupied by grate 0.00% %
Effective length 12 ft
Height above soil 9 in
Height 0.75 ft
Number of Cells 1 cells
Time Inflow Volume in Cum Vol in Depth Ouflow Infilt Vol Out° Notes
rrVn cf4 cf cf ft cfs cf of
0 O.UU 0 0 0.00 0.00 0.00 0.00
1 0.01 0 0 0.00 0.00 0.45 0.45
2 0.03 2 2 0.00 0.00 1.77 1.77
3 0.07 4 4 0.00 0.00 1.95 1.95
4 0.12 7 9 0.01 0.00 1.95 1.95
5 0.18 11 18 0.02 0.00 1.95 1.95
6 0.25 15 31 0.03 0.00 1.95 1.95
7 0.34 20 50 0.05 0.00 1.95 1.95
8 0.43 26 74 0.08 0.00 1.95 1.95
9 0.54 32 104 0.11 0.00 1.95 1.95
10 0.64 39 141 0.15 0.00 1.95 1.95
11 0.76 45 184 0.20 0.00 1.95 1.95
12 0.87 52 234 0.25 0.00 1.95 1.95
13 0.98 59 291 0.31 0.00 1.95 1.95
14 1.10 66 355 0.38 0.00 1.95 1.95
15 1.21 72 426 0.46 0.00 1.95 1.95
16 1.31 79 502 0.54 0.00 1.95 1.95
17 1.41 84 585 0.63 0.00 1.95 1.95
18 1.49 90 673 0.72 0.00 1.95 1.95
19 1.57 94 765 0.82 0.64 1.95 40.32
20 1.64 98 823 0.88 1.69 1.95 103.22
21 1.69 101 821 0.88 1.65 1.95 100.98
22 1.73 104 824 0.88 1.71 1.95 104.49
23 1.76 105 825 0.88 1.73 1.95 105.53
24 1.77 106 825 0.88 1.74 1.95 106.07
25 1.76 106 825 0.88 1.73 1.95 105.62
26 1.74 105 824 0.88 1.71 1.95 104.32
27 1.71 103 822 0.88 1.67 1.95 102.15
28 1.66 100 820 0.88 1.62 1.95 99.18
29 1.60 96 817 0.87 1.56 1.95 95.45
30 1.53 92 813 0.87 1.48 1.95 91.03
31 1.45 87 809 0.87 1.41 1.95 86.40
32 1.38 83 805 0.86 1.33 1.95 81.95 <__= Max Ponding Depth 4"
33 1.30 78 801 0.86 1.26 1.95 77.73
34 1.24 74 798 0.85 1.20 1.95 73.73
35 1.17 70 794 0.85 1.13 1.95 69.94
36 1.11 67 791 0.85 1.07 1.95 66.35
37 1.05 63 788 0.84 1.02 1.95 62.94
38 1.00 60 785 0.84 0.96 1.95 59.70
39 0.95 57 782 0.84 0.91 1.95 56.64
40 0.90 54 779 0.83 0.86 1.95 53.73
41 0.85 51 776 0.83 0.82 1.95 50.97
42 0.80 48 773 0.83 0.77 1.95 48.36
43 0.76 46 771 0.82 0.73 1.95 45.88
44 0.72 43 768 0.82 0.69 1.95 43.53
45 0.69 41 766 0.82 0.66 1.95 41.30
46 0.65 39 764 0.82 0.62 1.95 39.18
47 0.62 37 761 0.81 0.59 1.95 37.17
48 0.58 35 759 0.81 0.56 1.95 35.27
49 0.55 33 757 0.81 0.53 1.95 33.47
50 0.52 31 755 0.81 0.50 1.95 31.76
51 0.50 30 753 0.81 0.47 1.95 30.13
52 0.47 28 751 0.80 0.44 1.95 28.59
53 0.45 27 749 0.80 0.42 1.95 27.14
54 0.42 25 748 0.80 0.40 1.95 25.75
55 0.40 24 746 0.80 0.37 1.95 24.44
56 0.38 23 744 0.80 0.35 1.95 23.19
57 0.36 22 743 0.79 0.33 1.95 22.01
58 0.34 20 741 0.79 0.32 1.95 20.89
59 0.32 19 739 0.79 0.30 1.95 19.83
60 0.31 18 738 0.79 0.28 1.95 18.82
61 0.29 17 737 0.79 0.27 1.95 17.86
62 0.28 17 735 0.79 0.25 1.95 16.96
63 0.26 16 734 0.79 0.24 1.95 16.10
64 0.25 15 733 0.78 0.22 1.95 15.28
65 0.23 14 731 0.78 0.21 1.95 14.51
66 0.22 13 730 0.78 0.20 1.95 13.77
67 0.21 13 729 0.78 0.19 1.95 13.08
68 0.20 12 728 0.78 0.17 1.95 12.42
69 0.19 11 727 0.78 0.16 1.95 11.79
70 0.18 11 726 0.78 0.15 1.95 11.19
71 0.17 10 725 0.78 0.14 1.95 10.63
72 0.16 10 724 0.77 0.14 1.95 10.10
73 0.15 9 723 0.77 0.13 1.95 9.59
74 0.14 9 722 0.77 0.12 1.95 9.11
75 0.14 8 721 0.77 0.11 1.95 8.65
76 0.13 8 720 0.77 0.10 1.95 8.22
77 0.12 7 719 0.77 0.10 1.95 7.81
78 0.12 7 719 0.77 0.09 1.95 7.42
79 0.11 7 718 0.77 0.09 1.95 7.05
80 0.10 6 717 0.77 0.08 1.95 6.70
81 0.10 6 716 0.77 0.07 1.95 6.37
82 0.09 6 716 0.77 0.07 1.95 6.05
83 0.09 5 715 0.76 0.06 1.95 5.75
84 0.08 5 714 0.76 0.06 1.95 5.47
85 0.08 5 714 0.76 0.05 1.95 5.20
86 0.08 5 713 0.76 0.05 1.95 4.95
87 0.07 4 712 0.76 0.05 1.95 4.71
88 0.07 4 712 0.76 0.04 1.95 4.48
89 0.06 4 711 0.76 0.04 1.95 4.26
90 0.06 4 710 0.76 0.04 1.95 4.06
91 0.06 3 710 0.76 0.03 1.95 3.86
92 0.05 3 709 0.76 0.03 1.95 3.68
93 0.05 3 709 0.76 0.03 1.95 3.50
94 0.05 3 708 0.76 0.02 1.95 3.34
95 0.05 3 708 0.76 0.02 1.95 3.18
96 0.04 3 707 0.76 0.02 1.95 3.04
97 0.04 3 707 0.76 0.02 1.95 2.90
98 0.04 2 706 0.76 0.01 1.95 2.77
99 0.04 2 706 0.75 0.01 1.95 2.64
100 0.04 2 705 0.75 0.01 1.95 2.53
Totals 3375.428 cf IN 2660.287 cf OUT
cumulative Volume 701.2334 715.1403
JAMESTOWN ENGINEERING GROUP, INC.
C 117 EAST MAIN STREET -
JAMESTOWN, NC 27282
r ???. SHEET NO.
PROJECT: C''-,LE >tt /'tf-tit DATE:
COMPUTED BY: CHECKED BY: PROJECT NO.
(3 C41-

-?? z4 ?il,Ff k--krili 2,99
5 rlr?r,
4 6
C.r

A C)
Char-Meck Bioretention Design Guidance (Hahne, 2004)
note: this is provided for you to see an alternative sizing guideline
WATER QUALITY VOLUME (WQ)
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009( 1 ) Where "I" _ % Impervious
("Simple Method" - Schueler, 1987)
NCDENR April 1999
v = 1.D"RvA
12
Fill in Values:
"I" = 67 Percent Impervious of Site
"A" = 0.48 Acres
Answer:
WQv = 0.026 Ac. Ft.
1138 Cubic Feet Required
RAIN GARDEN AREA
Formula:
Af = (WQv) (Dfl Where:
((k) (Hf+Df) (Tf)) Af = Surface area of Rain Garden (S.F.)
From Georgia Design Manual WQv = Water Quality Volume to be Captured
Section 3.2.3.6 Df = Filter Bed Depth (2 feet minimum)
(Based on Darcy's Law) k = permeability coefficient of filter media
(use 1.0 ft/day for sandy-loam)
Hf = Average height of water above filter bed
(use 3 inches, which is half of 6" ponding depth)
Tf = Design filter bed drain time in days
(2 Days or 48 hours )
Fill in Values:
"k" = 1 ft./day (1/2"/Hour)
Df = 3 Feet
Hf = 3 inches
Tf = 2 Days
Answer:
Af = 525 Square Feet Required
For Rain Garden
16 Width Approximate Size
32 Length ME
Water Draw Through Rate:
Darcy's Equation:
Q = (.0000232)*K*A*( H/L) = 0.012 cfs
Where:
Q = Flow (Rate of Draw) through Bioretentioin Soil (cfs)
K = Hydraulic Conductivity of soil ( Use 1"/Hour)
A = Surface Area of Bio-Retention Area (SF)
H = Height of Water above Drainage Pipe (Underdrain)
L = Thickness of Soil Bed (Usually 4' )
Assume ( H/L ) -1
Time to Drawdown water from Inundation to Saturation at Surface:
VolumelQ 21552 Seconds
6.0 Hours to Saturation
Time to lower Water Table to 2.0 feet below surface:
Assume 45% Porosity
Volume = Area x 2'x 0.45
= 472.6 Cubic Feet
38793 Seconds
10.8 Hours to Lower Water 2' below surface
SIZE UNDERDRAIµ
As a rule of thumb, the length of underdrain is based on 10% of Af
Source: (NY State Stormwater Manual)
L = 8 Feet in 3' wide stone bed
Required Diameter 4.1 Inches (Minimum 6 Inches)
Source: (NCSU Rain Garden Design Worksheet, Bill Hunt)
Or More Underdrains required
'`fA
??
NCDENR
Permit Number:
(to be provided by DWQ)
Q?oF w a rFgQ<
O c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name CREEKSIDE PARK ENTRANCE - CITY OF ARCHDALE
Contact name RICH GLOVER
Phone number 336-886-5523
Date February 15, 2010
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 20,900 ft2
Impervious area 14,080 ft2
Percent impervious 67.4% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth 2.88 in
1-yr, 24-hr intensity 0.24 in/hr
Pre-development 1-yr, 24-hr peak flow 1.4 ft3lsec
Post-development 1-yr, 24-hr peak flow 1.8 ft3lsec
Pre/Post 1-yr, 24-hr peak control 0.4 ft3lsec
Storage Volume: Non-SR Waters
Design volume 1,138.0 ft3
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 1,200.0 ft2 OK
Length: 20 ft OK
Width: 60 ft OK
-or- Radius ft
Storage Volume: SR Waters
1-yr, 24-hr depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Soils Report Summary
Drawdown time, ponded volume 6 hr OK
Drawdown time, to 24 inches below surface 16 hr OK
Drawdown time, total: 22 hr
In-situ soil:
Soil type CLAYEY SAND
Soil permeability 0.40 in/hr
Planting media soil:
Soil type SANDY LOAM
Soil permeability 1.50 in/hr OK
Soil composition
% Sand (by weight) 86% OK
% Fines (by weight) 10% OK
% Organic (by weight) 4% OK
Form SW401-Bioretention-Rev.1
Parts I and 11. Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Phosphorus Index (P-Index)
Basin Elevations
Temporary pool elevation
Planting elevation (top of the mulch)
Bottom of the cell
Planting depth
Depth of mulch
SHWT elevation
Are underdrains being installed?
Total: 100%
20 (unitless) OK
776 fmsl Insufficient temporary pool elevation.
775 fmsl
771.75 fmsl
3.25 ft
3 inches OK
765 fmsl OK
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
Distance from bottom to SHWT
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
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 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet 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)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8'inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Y (Y or N)
2 OK
5
1ft
770.75 fmsl
5.75 ft OK
N (Y or N)
Y (Y or N) OK media depth
5 OK
17 OK
15 OK
Y (Y or N)
N (Y or N) Excess volume must pass through filter.
NIA ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N)
Y (Y or N)
Y (Y or N) OK
Y (Y or N) OK
1 ft/sec OK
N (Y or N)
N (Y or N) OK
Y (Y or N) OK
OK
X
Form SW401-Bioretention-Rev.1 Parts I and II. Design Summary, Page 2 of 2
Permit No: _
(to be assigned by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional Information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
C-1 1. Plans (1' - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
2. Plan details (1' = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-alt,
Off-site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
- Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
3
'
'
. Section view of the bioretention cell (1
= 20
or larger) showing:
Side slopes, 3:1 or louver
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre-treatment, pondirg depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdraars (d applicable),
SHWT level(s), and overflow structure]
[" t 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 DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. Ali
elevations shall be in feet mean sea level (hsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and

??1"V r P-index.
5. A detailed planting plan (1° = 2u' or larger) prepared by a qualified individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6
. An assurance that the installed system will meet design specifications upon initial operation once the
proiect is complete and the entire drainage area is stabilized
.
A
construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized,
:
c s 11r
E u m - ?+- r r ! F, S_ - -::f,a?•rr
u- 9 * :apt JT T.
1!7
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.
a
e
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Porm SW407-Sier_te *iun-Re'd 7
oaf* '11, pa-cie 5
v.
RANDOLPH COUNTY REGISTER OF DEEDS - UNOFFICIAL RECORD
End .3P"v1027
WDOUH AUNTY NC 12/31/96
$138.00
11 otE
NaN
%VL1INA S

Reel Estate
Excise Tax

.
z -w- Tax $138.00 I Recording Tine, Book and Page
Tax Lot No. Parcel Identifier No.
Verified by .. ........ ...._...... ............ . _.... County on the day of
_..__ _..__. ..__ ...., 19........_..
by .... ....... ..... ........... _._..._..__..........
r
Mail after recording to WilliaR.. P, Miller Roberson Haworth & Reese, P.L.L.C.
Po.st_,offiQe_Box 155.0,.High Point, North Carolina 27261
This instrument was prepared by _...William I!.. Miller .. Attorney-at-Law (ssw)
Brief description for the Index
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this 3.0.th_.. day of _ _...9ECe,Lflb.e.__....... __ ......., 1996......., by and between
GRANTOR
ANNIS B. RUSH, By and Through
Her Attorney-in-Fact,
DONALD L. DAVIS
Pape t of 3
GRANTEE
CITY OF ARCHDALE
Post Office Box 14068
Archdale, North Carolina 27263
enter Is appropriate block for eseb party: nuns, .dd-, and, if aperopriats, ehuscler of entity, e.e. corporation or psrinership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and
shall include singular, plural, masculine, feminine or neuter ae required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land situated in the City of Trinity Township,
Randolph, _ County, North Carolina and more particularly described as follows:
See attached Schedule A which is incorporated herein by
reference the same as if fully set out herein.
N.^C. Rw Auo.^1 ^o ryNo. 3 0 1976, R-d a 1977 -........
. a ce, iT.. b. i>t, r.eu.,w. w. e f.a65 ?V APZ" I
RANDOLPH COUNTY REGISTER OF DEEDS - UNOFFICIAL RECORD Page 2 of 3
BR1483FIG 1028
The property hereinabove described was acquired by Grantor by instrument recorded in
B90k...6.Q:Z.,._.At.. Page.-511... and... ac-ox ...filg.,....at.. P.asa...11.2 ..................................
A map showing the above described property is recorded in Plat Book .._... z .......................... page 4 8.-1e
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to
the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey
the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and
defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
This conveyance is made subject to all applicable right-of-ways,
easements and restrictions of record, if any.
IN WITNEYY WHEREOF, the Grantee bee bereuntu e --- et his hand end last. OF it , bee this instrument to ba 1 aed V Its
corporate same by Its duly n first
abort written. Initialized atneen and Its meet to be her-at, affixed by apput?or syol-faIN Board[ of Dlnctors, the day Al lit
QM.M4.Z 1d•
_____________________________________________________________ --H _. -A b
(C-F.tata Nam.) a vA NIS B. U H, By and Through
Z DONALD L. DAVIS, Attorney-in-Fact
BY: -'____________________""---.-____----"'---------------
7i
______________________Presidant
ATTYeT: U
STATE OF NORTH CAROLINA
COUNTY OF GUILFORD
I, a Notary Public of said county, do hereby certify that
l? ?t y DONALD L. DAVIS, Attorney in Fact for ANNIS B. RUSH, personally
appeared before me this day, and being by me duly sworn, says that
Nra heexecuted the foregoing and annexed instrument for and in behalf
foE ANNIS B. RUSH, and that his authority to execute and acknowledge
N U said instrument is contained in an instrument duly executed and
1 _ acknowledged 061ce ofthe Register of Deeds 9 of Randolph County, a North Carolina,
9V
in Book 1219, at Page 1204, and that this instrument was executed
under and by virtue of the authority given by said instrument
granting him Power of Attorneyl that the said DONALD L. DAVIS
acknowledged the due execution of the foregoing and annexed
ihstrument for the purposes therein expressed for and in behalf of
the said ANNIS B. RUSH.
'r 'o ?• ? Stns my hand and official seal, this the 30th day of
01 A Jr Y'., December, 1996.
yew .?n
1 ua
G 515Q?Xili , 115. L?J?Q
U B,.,kn. :dry. .' -NOF UBLIC
t t
t(IV My Commission Expires:
March 27, 2001 - - --
The (ore(eln[ CerWicLLeG) of -----------
NORTH CAROLINA - Randolph County
...........
The foregoing cernficata(s) of .......... _._........ _.._....... ........................... ...........
1 ................ ....... ................... ........... _..... ..... ........................ ............................... ..................... _......_................... ............................. .....................................
b (vet) certified to lx mrrecL Thin In[tttatnea u prpenRed for agitation and recorded in this office at Book .......... IA00.3......_......... ,
?. M.
i'W`.O.arl... Thu ._...3\sr day of .....T ................. -. 19 .....?P...._. At ._...?41. o'clock ...............
Slu}v, AegistrrDads
By . .?1..... ... ... ..... Register of Deeds
N. C. Rar Auoc. Farm No. 3 i1 1976, Revised ©1977 - w anwe. a W.. iz.. eo• rn. va.?o.?w. w c. ]ros6
r,onr a saroT.m ..rcn rn, u.c a.. •„o.. -rear

RANDOLPH COUNTY REGISTER OF DEEDS - UNOFFICIAL RECORD Page 3 of 3
s, 1?113 °G 1029

BEING ALL of Lots 43, 44, 45, 46, 47, 48, 49, 50, 51 and 52 of
the Byerly Property as shown on Map No. 1 of the
Byerly Property as recorded in Plat Book 2, at Page. 48 y in
the Office of the Register of Deeds of Randolph County, North
Carolina.
This conveyance is made subject to all applicable right-of-ways,
easements and restrictions of record, if any, and is intended to
include all that property conveyed to R.L. Rush and wife, Annis
B. Rush by Deeds recorded in Book 607, at Page 511 and Book 618,
at Page 112, Randolph County Registry.
P"A
KJAr
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
Mr. Jerry Yarborough
City of Archdale
PO Box 14068
Archdale, NC 27263
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Yarborough:
February 22, 2010
DWQ# 09-1126
Randolph County
You have our approval, in accordance with. the attached conditions, to place fill and impact 72 linear feet of an unnamed
tributary to Muddy Creek in order to expand Creekside Park located in Archdale, NC in Randolph County, as described
in your application received by the Division on October 27, 2009, and additional information received on January 26,
2010. After reviewing your modification application, we have determined that this fill is covered by General Water
Quality Certification Numbers 3705, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands/rd wetlands _certifications.htm. This Certification allows you to use Nationwide
Permit Number 39 when it is issued by the U.S. Army Corps of Engineers. In addition, you should secure any other
applicable federal, state or local permits before you proceed with your project, including (but not limited to) those
required by Sediment and Erosion. Control (including trout buffer waivers as necessary), Non-Discharge, State
Stormwater, and Water Supply Watershed regulations. Also, this approval will expire when the accompanying 404
permits expire unless otherwise specified in the General Certification.
This approval is valid only for the purpose and design that you have described in your application. If you change your
project, you must notify us in writing, and you may be required to send us a new application for a new certification. If
the property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby
responsible for complying with all conditions. If total wetland fill for this project (now or in the future) exceeds one
acre, or total fill to perennial streams equals or exceeds 150 linear feet, additional compensatory mitigation may be
required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the conditions
listed in the attached certification, as well as the additional conditions listed below:
1. The following impacts are hereby approved as long as all other specific and general conditions of this
Certification are met. No other impacts, including incidental impacts, are approved:
Identifier Stream Impact length
Site S 1 UT to Mudd Creek 72 feet ermanent im act
Total 72 linear feet permanent impact
North Carolina Division of Water Quality, Winston-Salem Regional Office
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107
Phone: [phone] t FAX: [phone] Customer Service: 1-877-623.6748
Internet: vivwncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarolina
Naturattt,
Creeksside Park Site
DWQ# 09-1126
February 22, 2010
Page 2
2. A final, written stormwater managment plan (including a signed and notarized Operation and Maintenance
Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit (2321 Crabtree Blvd., Suite 250,
Raleigh, NC, 27604) within 90 days of the issuance of this 401 Water Quality Certification. The stormwater
management plan shall be approved in writing by this Office before the impacts specified in this Certification
occur.
The stormwater management plan must include stormwater management facilities that are designed to remove at
least 85% TSS according to the most recent published version of the NC DENR Stormwater Best Management
Practices Manual. The stormwater management plan must include a completed BMP Supplement Form for each
proposed BMP, with all the required items. The BMP Supplement Forms are available at the following website:
http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
Before any permanent building is occupied at the site, the diffuse flow facilities shall be constructed and
operational according to the design and specifications approved by this Office.
3. Upon finishing the project, the Applicant shall fill out and return the enclosed "Certificate of Completion" to
notify NCDWQ when all work included in the 401 Certification has been completed. This certificate should be
returned to the Winston-Salem Regional Office of the NCD WQ at the address listed on the form.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition
which conforms to Chapter 150E of the North Carolina General Statutes to the Office of Administrative Hearings, 6714
Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you
ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you
have any questions, please contact Sue Homewood in the DWQ Winston-Salem Regional Office at 336-771-4964 or at
[e-mail].
Sincerely,
C:oleen H. Sullins, Director
Division of Water Quality
cc: John Thomas, U. S. Army Corps of Engineers, Raleigh Regulatory Field Office (via email)
Ravindra Bissram, PE, Jamestown Engineering Group Inc. (via email)
DWQ Winston-Salem Regional Office
DWQ Wetlands/401
Creeksside Park Site
DWQ# 09-1126
February 22, 2010
Page 3
DWQ Project No.:
County:
Applicant:
Project Name:
Date of Issuance of 401 Water Quality Certification:
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return this certificate to the 401/Wetlands Unit, North Carolina
Division of Water Quality, 1621 Mail. Service Center, Raleigh, NC, 27699-1621. This form may be returned to DWQ by
the applicant, the applicant's authorized agent, or the project engineer. It is not necessary to send certificates from all of
these.
Applicant's Certi ication
1, , hereby state that, to the best of my abilities, due care and diligence was
used in the observation of the construction such that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and specifications, and
other supporting materials.
Signature:
Date:
Agent's Certification
1, hereby state that, to the best of my abilities, due care and diligence was
used in the observation of the construction such. that the construction was observed to be built within substantial
compliance and intent of the 401 Water Quality Certification and Buffer Rules, the approved plans and specifications, and
other supporting materials.
Signature:
Date:
Engineer's Certification
Partial 1` inal
1, , as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe (periodically, weekly, full time) the construction of the project,for the
Permittee hereby state that, to the best of my abilities, due care and diligence was used in the observation of the
construction such that the construction was observed to be built within substantial compliance and intent of the 401 Water
Quality Certification and Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature
Registration No.
Date
007

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SCALE (IN FEET) Y?
1000 2000 T
FIGURE 1
s 2000 0 SITE LOCATION MALE
REFERENCE: CREEKSIDE PARK ENTRANCE
USGS TOPOGRAPHIC MAP LLP ARCHDALE, NORTH CAROLINA
HIGH POINT EAST, NC
QUADRANGLE CAROLINAS ECS PROJECT 09.18050
DATED-1950, PHOTOREVISED 1982
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REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNIC?AL ENGINEERING ANALYSIS
CREEKSIDE PARK ENTRANCE
ARCHDALE,_NORTH CAROLINA
ECSCAROLINAS, LLP
PROJECT NUMBER 09.18050
PREPARED FOR
CITY OF ARCHDALE
ARCHDALE, NORTH CAROLINA
JIANUARY 7, 2010
ECS CAROLINAS, LILP "Setting the Standard for Service"
-?LLP
CARUCINA%s Geotechnical • Construction Materiels - Environmental , Facilities NC Registered Engineering Firm F-1078
January 7, 2010
City of Archdale
c/o Mr. Dan Pritchett, P.E.
Jamestown Engineering
PO Box 365
Jamestown, North Carolina 27282
ECS Project No. 09.18050
Reference: Report of Subsurface Exploration and Geotechnical Engineering Analysis
Creekside Park Entrance
Archdale, North Carolina
Dear Mr. Pritchett:
ECS Carolinas, LLP (ECS) has completed a subsurface exploration for the subject site
as authorized by acceptance of our Proposal No. 09.15660-P, dated November 16,
2009. The purposes of'this exploration were to explore the subsurface conditions at the
site and to develop geotechnical recommendations to guide design and construction of the
project. This report presents our evaluations and recommendations, the results of our
exploration, our scope of work, and our understanding of the project information.
This report is provided for the use of the: City of Archdale and Jamestown Engineering.
This report is not intended to be used or relied upon in connection with other projects or
by other unidentified_ third parties without the written permission of ECS. The
unauthorized use of this report by any undesignated third party or parties will be at such
party's sole risk and ECS disclaims liability for any such unauthorized third party use or
reliance.
ECS appreciates the opportunity to provide our professional services during this phase
of your project. Please contact us if you have questions concerning the following report.
Respectfully,
ECS C OLINAS,
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Russell A. B ndel, P.y7 4 30 ' 1teviewed by: Da d M. Cu ss/0ti9'•?
Principal Engineer U- Principal Engine egQ sFAL `'INE?• ??.?<'
Licensed NC 024430 ??is?`??:'^••••••••• ??.:,•? Licensed NCV22Q89022oe9
Attachments "+?`'?•
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4811 Koger Boulevard Greensboro, NC 27407 T. 336-856-7150 • F: 336-856-7160 - www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Mlid-Atlantic, LLC , ECS Southeast, LLC - ECS Texas, LLP
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
REPORT SUMMARY
We request you read the entire contents of this report. Recommendations and
clarifications are contained in the body that are not in the report summary.
Project Information
The project consists of the construction of a new entrance to the park. The park is located
on Highway 311 just west of Mose Road' in Archdale, North Carolina. The entrance will
consist of an asphalt paved road. Cuts and fills on the order of 3 to 5 feet are anticipated. A
parking lot will also be constructed on the east side of the entrance road.
Subsurface Conditions
The borings encountered topsoil underlain by fill, disturbed residual and undisturbed
residual soils. Partially weathered rock was encountered in two of the ten soil test
borings. Auger refusal was not encountered during our exploration.
The topsoil ranged in depth from 1 to 4 inches. The fill soils generally consisted of very
loose to medium dense, wet, fine to medium sand with traces of clay, silt, and gravel. Fill
depths ranged from 3 to 5 feet below existing ground.
The disturbed and undisturbed residual soils generally consisted of very loose to very
dense, moist to wet, fine to coarse sand with trace clay and some lenses of stiff clay or
silt.
Partially weathered rock was encountered in soil borings B-8 and B-9 at depths of 6.5
feet and 9.5 feet, respectively.
The borings were checked for the presence of groundwater at the completion of drilling.
Groundwater was encountered in soil borings B-1 and B-2 at depths of 2.7 and 1.9 feet,
respectively.
Recommendation Summary
We recommend the pavement section for the driveway consist of 1 inch NCDOT
SF9.5A, 2 inches of NCDOT 119.0B, and 8 inches of ABC stone.
We recommend the use of Mirafi HP270 or HP370 geotextile and 8 to 12 inches
of surge stone to be placed on existing ground prior to placing the fill material. At
a minimum, the geotextile section will be needed from approximately stations
0+50 to 1+70. Prior to placing fill over the surge stone, a non-woven geotextile
(6 oz per square yard) or the HP270/370 should be placed over the surge stone.
Also, the Mirafi HP270/HP370 could be used in other areas, in lieu of, or in
conjunction with, minor undercutting, where wet soils are encountered at planned
subgrade.
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
A French drain should be installed near station 1+25 to help drain the area during
and after construction.
The majority of the soils planned to be cut and used as fill are wet and will
require drying in order to achieve: compaction. If construction is planned during
the winter and early spring, chemical drying with lime would be necessary.
We do not expect ripping or rock excavation will be necessary for grading based
on the anticipated construction. Deeper excavations for utility trenches may
encounter some rock that may require jackhammering for removal.
ii
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
SITE CONSTRUCTION AND EARTHWORK
Excavation_ Conditions
Partially weathered rock and auger refusal materials were not encountered within planned
excavation depths for the project (except possibly for utility trenches). It should be possible to
excavate soils above partially weathered rock using conventional equipment (scrapers, loaders
and bulldozers). We recommend using pneumatic hammers to make confined excavations
(utility trenches) in any PWR.
The site soils are OSHA Type B and C soils for the purpose of excavation support.
Excavations should be constructed in compliance with current OSHA standards for
excavation and trenching safety. Excavations should be observed by a "competent person",
as defined by OSHA, who should evaluate the specific soil type and other conditions, which
may control the excavation side slopes or the need for shoring or bracing.
Groundwater Control
A French drain should be installed near station 1+25 to help drain the area during and after
construction. The French drain should consist of washed stone wrapped in geotextile fabric.
The drain should outlet into a stormwater manhole or ditch. Permanent groundwater control
is not expected to be necessary for this project beyond installation of the French drain.
Groundwater control is the purposeful drawdown of groundwater below subgrades,
foundations, slabs, or pavements to facilitate construction and to mitigate long term
problems associated with groundwater. It is the contractor's responsibility to plan for and
budget for temporary groundwater control. The means and methods of lowering the
groundwater are at the contractor's discretion. Temporary groundwater control measures
typically consist of gravity ditches, well points, sump pumps, pumping from gravel lined and
cased sumps, or other suitable methods. Whatever method used, the groundwater control
should be in place and operating continuously (around the clock) to achieve and maintain
the desired drawdown in advance cf excavation, proofrolling, compaction or other
construction. Permanent groundwater control measures typically consist of French drain
systems and/or permanent sumps.
Subcarade Preparation
Site preparation should begin with stripping all vegetation, root-zone, and all other soft or
unsuitable material from the proposed building and pavement areas. We expect a stripping
depth of at least 4 inches based on the borings. Stripping depths will vary depending on the
time of the year. During the wet seasons stripping may be deeper due to saturated soils on
the surface.
Following stripping and rough excavation, but prior to placing controlled fill, the exposed
subgrades should be proofrolled. Unstable areas identified by proofrolling should be
undercut to firm materials or stabilized. We recommend the use of Mirafi HP270 or HP370
geotextile and 8 to 12 inches of surge stone to be placed on existing'ground prior to placing
the fill material. Prior to placing fill over the surge stone, a non-woven geotextile (6 oz per
square yard) or the HP270/370 should be placed over the surge stone. Also, the Mirafi
HP270/HP370 could be used in other, areas, in lieu of, or in conjunction with, minor
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
undercutting, where wet soils are encountered at planned subgrade. If firm soils are not
encountered within 3 feet below subgrade elevation in pavement areas, the deeper unstable
materials should be evaluated by the project geotechnical engineer to determine if these
materials may remain in place. Any undercut areas should be backfilled with controlled fill.
Appropriate proofrolling equipment typically consists of a dump truck having a single rear
axle with axle weight of at least 10 tons, or a dump truck having a tandem rear axle with axle
weight of at least 20 tons. Alternate equipment, such as a fully loaded pan scraper, may be
utilized with approval of the geotechnical engineer responsible for evaluating the subgrade
during construction.
Proofrolling consists of driving the appropriate equipment over the subgrade at a walking
pace. The proofrolling equipment should make overlapping passes across the subgrade in
the same direction, with the overlap not exceeding 1/2 the width of the equipment. A second
set of overlapping passes should then be made in a direction perpendicular to the first set of
passes.
Earthwork
We do not anticipate undercutting, except minor undercutting (possibly 1 foot) may be
needed in areas where wet soils are at planned subgrade. If earthwork is performed during
winter or after appreciable rainfall then subgrades may be unstable due to wet soil
conditions, which could increase the amount of undercutting or stabilization required.
We anticipate that the majority of site soils will be too wet for reuse for compaction without
drying measures. Drying of wet soils, if encountered, may be accomplished by spreading and
discing or by other mechanical or chemical means. The ability to dry wet soils, and therefore
the ability to use them for fill, will be reduced if earthwork is performed during late winter or
spring.
When dry, the majority of the site soils should provide adequate subgrade support for fill
placement and construction operations. When wet, the soil may degrade quickly with
disturbance from construction traffic. Good site drainage should be maintained during
earthwork operations to prevent ponding water on exposed subgrades. Soil subgrades should
be protected from rain by "sealing" the subgrades prior to forecast precipitation. Sealing
subgrades can be performed by rolling with rubber-tired equipment, but ruts should not be
created, or by rolling with a smooth steel-drum roller without vibration. Subgrades that have
been sealed should be scarified prior to receiving additional fill.
If site soils are initially placed at planned subgrade elevations and are left exposed over a
period of time, the exposed soils may become soft and wet and may become holding areas
for trapped water. Even compacted fill soils left exposed for long periods of time will
degrade due to exposure. The lack of confinement at the surface and cycles of wetting and
drying through the seasons will soften and loosen the compacted fill, or in the case of cut
subgrades the removal of overburden pressure promotes rebound and can allow the
surficial soils to relax over time. The disturbance can extend as deep as 1 foot, or possibly
more depending on soil types and exposure conditions. Leaving site grades high allows for
a sacrificial layer of soil that can then be removed from the final subgrade at the time of
.future construction to reduce the need for undercutting and replacement below planned
grades.
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
Controlled Fill
The majority of site soils are too wet to use as controlled fill.
Controlled fill should be compacted to at least 95 percent of the maximum dry density
obtained in accordance with ASTM Specification D-698, Standard Proctor Method.
Aggregate base course (ABC) stone should be compacted to 100 percent density under
pavements.
The maximum loose lift thickness depends upon the type of compaction equipment used:
EQUIPMENT MAXIMUM LOOSE` LIFT
THICKNESS, IN.
Large, Self-Propelled Equipment CAT 815, etc. 6
Small, Self-Propelled or Remote Controlled
Rammax, etc. _ 6
Hand Operated (Plate Tamps, Jumping Jacks,
Wacker-Packers 4
Trackhoe Mounted rollers/Smooth Drum rollers 6
The moisture content at the time of compaction should be within 5 percent of the optimum
moisture content determined by ASTM D698. Some soils will require a moisture content
closer to optimum to facilitate compaction, while other soils can be adequately compacted at
moisture contents even more than 5 percent away from optimum. For this reason, the
moisture content of the fill should not be the sole reason for failing a field density test. If the
density test indicates the fill is adequately compacted but the moisture content is more than
5 percent away from the optimum moisture content, the density results should be reviewed
by the geotechnical engineer who should then recommend whether the fill should be
accepted or rejected.
Controlled fill should be soil that has less than 5 percent fibrous organic content and a liquid
limit and plasticity index less than 50 and 20, respectively. Soils with Unified Soil
Classification System group symbols of SP, SW, SM, SC, and ML are suitable for use as
controlled fill. Soils with USCS group symbol of CL which meet the restrictions for liquid limit
and plasticity index are also suitable for use as controlled fill. Soils with a liquid limit less
than 70 and a plasticity index less than 35 can be used as fill deeper than 4 feet below final
grade, but only if the soil can be adequately compacted. Soils with a higher liquid limit or
plasticity index should not be used as controlled fill.
Controlled fill should be benched into the sides of slopes steeper than 4:1 (H:V) to improve
the bond between the fill and the undisturbed soils. Each bench cut into a slope should be
at least 12 inches but not more than 60 inches high. The benches should be wide enough
to allow operation of the compaction equipment within the benched area so that fill can be
placed on the bench and over the rest of the fill in continuous layers.
Creekslde Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
We recommend that all fill operations be observed and tested by an engineering technician
to determine if compaction requirements are being met. The testing agency should perform
a sufficient number of tests to confirm that compaction is being achieved. For mass grading
operations we recommend a minimum of one density per 300 cubic yards of fill placed or
per 1 foot of fill thickness, whichever results in more tests. We recommend at least one test
per 1 foot thickness of fill for every 100 linear feet of utility trench backfill.
Density tests in the field should be performed using the Drive Tube Method (ASTM D2937),
the Sand Cone Method (ASTM D1556), or the Nuclear Method (ASTM D2922). If the
Nuclear Method is used, the moisture content determined by the nuclear density equipment
should be verified by performing one moisture content test per ASTM D2216 for every five
nuclear density tests.
Permanent Site Slopes
We recommend that permanent cut slopes less than 10 feet tall through undisturbed
residual soils be constructed at 2:1 (horizontal: vertical) or flatter. Permanent fill slopes less
than 20 feet tall may be constructed using controlled fill at a slope of 2.5:1 or flatter. A slope
of 3:1 or flatter may be desirable to permit establishment of vegetation, safe mowing, and
maintenance. The surface of all cut and fill slopes should be adequately compacted. All
permanent slopes should be protected using vegetation or other means to prevent erosion.
The edges of pavements placed near slopes should be located an appropriate distance from
the slope. The North Carolina Building Code lists the following requirements:
Pavements placed at the top of fill slopes should be placed at distance equal to
at least 1/3 of the height of the slope behind the crest of the slope, but that
distance need not be more than 40 feet.
• Pavements near the bottom of a slope should be located at least %s of the height
of the slope from the toe of the slope, but the distance need not be more than 15
feet.
• Slopes with structures located closer than these limits or slopes taller than the
height limits indicated, should be specifically evaluated by the geotechnical
engineer and may require approval from the building code official.
Fill slopes should be constructed by placing controlled fill in horizontal lifts which extend to
or slightly beyond the slope face. Each lift of fill should be compacted to the specified
minimum density before placing the subsequent lift. The compaction equipment should
travel parallel to the slope face to ensure that fill at the face of the slope is compacted to the
same level as the fill farther back from the face. If needed, tracked equipment or
compaction equipment can roll up and down the slope face to compact loose surficial soils
to reduce erosion, but this method should not be used to construct the slope. In some
cases it may be advantageous 'to overbuild the fill slope (place fill beyond the limits of the
slope face) and then cut back into the fill to leave a clean, compacted slope face exposed.
Fill slopes and fill pads should not be constructed by placing fill against berms. If not
prohibited by plan and specification, the grading contractor will sometimes construct berms
4
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
out of site strippings or unsuitable soil along the limits of fill slopes and then will place
controlled fill in horizontal lifts against the berms. This practice will produce a slope
constructed of uncompacted materials adjacent to a zone of compacted fill with a nearly
vertical interface between the two zones of fill. Over time, sometimes after appreciable
rainfall, the uncompacted slope material will settle or slough away which removes the
confining pressure holding the compacted fill in place. Without the confining pressure from
the slope material, the compacted fill will become unstable and will slough, slide, or push out
laterally. This can create problems for pavements and structures located close to the crest
of the slope.
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
PAVEMENT CONSTRUCTION
Pavements for the project will consist of light duty parking areas and heavy duty pavements
in driveway areas. Based on our experience with soils similar to those encountered at the
site, we recommend the following minimum pavement sections for the project provided the
subgrade can be successfully proofrolled during construction:
Asphalt Pavements
Pavement -- Asphalt Surface Asphalt Binder Aggregate Base
Type Course, In. Course, in. Course, in.
NC'DOT SF9.5A NCDOT119 0B NCDOT ABC Stone
Heavy Du 1 2.5 8
Light Du 2 -- 6
Concrete Pavements
Pavement ' Concrete Aggregate Base
Type (4,500 psi @`28---dayls) Course, In.
NCDOT ABC Stone
Hea Duty 6 4
The materials should be in accordance with NCDOT Standard Specifications for Roads and
Structures. Stabilization of subgrades as described in previous sections will likely be
necessary.
An important consideration with the design and construction of pavements is surface and
subsurface drainage. Where standing water develops, either on the pavement surface or
within the base course layer, softening of the subgrade and other problems related to the
deterioration of the pavement can be expected. Furthermore, good drainage should
minimize the possibility of the subgrade materials becoming saturated over a long period of
time. A French drain should be installed near station 1+25 to help drain the area during and
after construction.
Large, front-loading trash dumpsters frequently impose concentrated front-wheel loads on
pavements during loading. This type of loading typically results in rutting of the pavement
and ultimately pavement failures. We recommend that the pavement in trash pickup areas
consist of an 8-inch thick concrete slab. The slab should be sized to accommodate both the
dumpster and the entire truck.
We recommend performing one field density test for every 10,000 square feet of ABC stone
placed in pavement areas to verify compaction. The testing should be performed using the
Nuclear Method (ASTM D-2922) with direct transmission using a probe depth equal to the
thickness of the stone layer. After density testing and prior to placement of the asphalt
concrete, the surface of the stone base course should be proofrolled. Unstable areas should
be corrected prior to placement of asphalt concrete.
We recommend continuous monitoring of asphalt concrete placement and compaction by an
engineering technician. The temperature of the asphalt concrete should be checked prior to
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
spreading. The thickness and percent compaction of the asphalt concrete should be
checked by obtaining 6" diameter cores of the compacted asphalt.
We recommend obtaining one core for every 10,000 square feet of asphalt placed per lift,
with at least three cores per lift of asphalt concrete material per day. Each core should be
tested to determine the bulk specific gravity (BSG) according to AASHTO T-166, and the
percent compaction should be computed based on comparison of the BSG to the Rice
specific gravity of the material determined by AASHTO T-209 at the asphalt plant.
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPENDICES
Appendix A - Exploration Results
Appendix B - Exploration Procedures
Appendix C - Prolect Description
Appendix D - Report Qualifications
Appendix IE - Illustrations
Site Location Map
Boring Location Plan
Generalized Subsurface Profile
Legend Sheet and Unified Soil Classification System
Soil Test Boring Logs
Appendix F - LaboratoryTeet Results
Moisture Density Relationship Curve
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPENDIX A -EXPLORATION RESULTS
Site Conditions
The site is currently an open field with a gravel parking area. Wet areas were observed across
the northwestern portion of the site. A fill slope is located on the northern central portion of the
site. A baseball field is located immediately east of the site. Site grades generally slope from
the southeast down to the northwest with approximate 20 feet of elevation difference. We did
observe evidence of prior grading at the site.
Regional Geoloav
The site is located in the Piedmont Physiographic province of North Carolina. The Piedmont
extends generally from Alabama to southern Pennsylvania and extends from the Valley and
Ridge province in the west to the Coastal Plain province to the east. The soils in the
Piedmont were formed by in-place weathering of parent rock and are termed residual soils
(or saprolite). The typical residual profile consists of a clayey near surface horizon, where
weathering is most severe, transitioning to silts and sands with increasing depth. The
materials transition to partially weathered rock (PWR), which is designated for geotechnical
engineering' purposes as residual material with a Standard Penetration Test resistance in
excess of 100 blows per foot. The degree of weathering typically decreases with depth until
solid bedrock is encountered. Clue to differential weathering along seams and less resistant
materials, it is not uncommon to encounter seams and layers of harder materials within
partially weathered rock.
A review of the Geologic Map of North Carolina (1985) indicates the site is underlain by
metamorphosed granitic rock of the Charlotte Belt.
It is important to note that the natural geology within portions of the site may have been
modified in the past by the placement of fill materials. The quality of man-made fills can vary
significantly, and it is often difficult to assess the engineering properties of existing fills.
Furthermore, there is no specific correlation between N-values from the standard
penetration test and the degree of compaction of existing fill soils; however, a qualitative
assessment of existing fills can sometimes be made based on the N-values obtained and
observations of the materials sampled in the test borings.
Soil Conditions
The borings typically encountered topsoil and fill underlain by disturbed residual,
undisturbed residual soils and partially weathered rock derived from the in-place weathering
of parent rock. Hard, unweathered rock was not encountered by the borings. The
encountered conditions are summarized on the Generalized Subsurface Profile in Appendix
E. Additional information is provided on the soil boring logs in Appendix E.
The fill soils generally consisted of very loose to medium dense, wet, fine to medium sand
with traces of clay, silt, and gravel. Fill depths ranged from 3 to 5 feet below existing ground
Standard Penetration Test values within the fill ranged from 2 to 13 blows per foot. We
consider the encountered fill to be variably compacted based on these SPT values. We did
not find evidence of debris, trash, or excessive fibrous organic materials within the fill.
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
The undisturbed residual soils generally consisted of very loose to very dense, moist to wet,
fine to coarse sand with trace clay and some lenses of stiff clay or silt. The residual soils
typically had SPT resistance values ranging from 1 to 75 blows per foot. Partially weathered
rock was encountered in soil boring B-8 and B-9 at depths of 6.5 feet and 9.5 feet,
respectively. Auger refusal materials were not encountered by the borings.
Groundwater Conditions
Groundwater was encountered within approximately 2 to 3 feet of existing site grades in the
northwest portion of the site. Groundwater was not encountered in the remainder of the
borings. In our opinion, groundwater would be encountered in deeper excavations in the
northwest portion of the site. The borings caved-in at depths of 3 to 5 feet below existing
grades. In this geology, the cave-in depth of a boring is often an indication of the stabilized
water level although the water level may be a few feet below the cave-in depth and therefore
cannot be directly observed.
In general, shallow unconfined groundwater movement within the soils overlying bedrock is
controlled largely by topographic gradients. Movement in this water table is generally from
higher to lower elevations. Recharge occurs primarily by infiltration along higher elevations and
typically discharges into streams or other surface water bodies. The elevation of the shallow
water table is transient and can vary greatly with seasonal fluctuations in precipitation, surface
water runoff, and other factors. Normally, the highest groundwater levels occur in the late
winter and spring and the lowest groundwater levels occur in the late summer and fall.
10
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPENDIX B - EXPLORATION PROCEDURES
Soil Test Borinas
Ten soil test borings, denoted B-1 through B-10, were performed on December 7, 2009 at
the approximate locations shown on the Boring Location Plan in Appendix E. The boring
locations were selected by ECS and were staked in the field by measuring from existing site
features. Boring elevations were interpolated from topographic contours shown on the site
plan provided by Jamestown Engineering.
Drilling was performed by a Simco 2400 track-mounted drill rig using continuous-flight hollow
stem augers. Soil samples were obtained by means of the split-barrel sampling procedures
in accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-
inch O.D., split-barrel sampler is driven into the soil a distance of 18 inches by means of a
140-pound hammer falling 30 inches. The number of blows required to drive the sampler
through a 12-inch interval is termed the Standard Penetration Test (SPT) value and is
indicated for each sample on the boring logs. This value can be used to provide a
qualitative indication of the in-place relative density of cohesionless soils. In a less reliable
way, it also indicates the consistency of cohesive soils. This indication is qualitative, since
many factors can significantly affect the SPT value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer-rod-sampler assemblies.
Representative portions of each SPT sample were sealed in airtight containers and returned to
our laboratory for classification, testing, and storage. The soil samples were visually classified
in general accordance with the Unified Soil Classification System (USCS). The basic elements
of the USCS are described on a legend sheet attached in Appendix E and in ASTM D2487.
Additional information from each soil boring is provided on the individual soil test boring logs in
Appendix E.
Laboratory Testing Program
Selected SPT samples from borings B-5, B-9 and B-10 were tested for natural moisture content
in accordance with ASTM D2216. Results are indicated on the individual boring logs in
Appendix E.
11
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPENDIX C - (PROJECT DESCRIPTION
The project consists of the construction of a new entrance to the park. The park is located on
Highway 311 just west of Mose Road in Archdale, North Carolina. The entrance will consist of an
asphalt paved road. Cuts and fills on the order of '3 to 5 feet are anticipated. A parking lot will also
be constructed on the east side of the entrana: road.
Project information was provided by Mr. Dan Pritchett, P.E. of Jamestown Engineering and a
visit to the site.
12
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPENDIX D - REPORT QUALIFICATIONS
This report has been prepared in order to aid in the evaluation of this site and to assist the
Owner and Engineer in the feasibility study of the project. The report scope is limited to the
specific project and location described, and the project description represents our
understanding of the significant aspects relevant to soil and foundation characteristics.
The recommendations in this report have been developed using generalized subsurface
conditions based on the soil test borings performed. Subsurface conditions can vary
laterally and with depth, and significantly different conditions may exist at locations between
the borings. Conditions different from those: encountered by the borings and described in
this report may require modifications to the geotechnical recommendations for the project.
The recommendations in this report were developed based on assumptions made by ECS
regarding the likely pavement loads for 'the facility and the likely site earthwork. While we
believe our assumptions to be reasonable based on our experience with similar projects, it is
possible that specific project information may lead us to alter or modify our
recommendations. We strongly recommend that we be given an opportunity to review
design and construction information related to the project as soon as it becomes available
so we can assess whether additional exploration or analyses may be warranted.
We recommend that the construction activities be monitored by a qualified geotechnical
engineering firm to provide the necessary overview and to check the suitability of the
subgrade soils -for support of slabs, pavements, and footings. We would be pleased to
provide these services.
13
Creekside Park Entrance
Archdale, North Carolina
ECS Project No 09.18050
January 7, 2010
APPEND - ILLUSTRATIONS
14
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'File?felJai
SCALE (IN
1000 2000
FIGURE 1
2000 0 SITE LOCATION MAP
REFERENCE: CREEKSIDE PARK ENTRANCE
USGS TOPOGRAPHIC MAP ARCHDALE, NORTH CAROLINA
HIGH POINT EAST, NC
QUADRANGLE CAROLINAS ECS PROJECT 09.18050
DATED 1950 PN0TnuPvrc?+n , nom
a
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REFERI°_NCE NOTES FOR BORING LOGS
Drilling Sampling Symbols
SS Split Spoon Sampler ST Shelby Tube Sampler
RC Rock Core, NX, BX, AX PM Pressuremeter
DC Dutch Cone Penetrometer RD Rock Bit Drilling
BS Bulk Sample of Cuttings PA Power Auger (no sample)
HSA Hollow Stem Auger WS Wash sample
REC Rock Sample Recovery % ROD Rock Quality Designation %
II. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30
inches on a 2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is
commonly referred to as the N-value.
A. Non-Cohesive Solis (Silt, Sand, Gravel and Combinations)
Density Relative Properties
Under 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders 8 inches or larger
Cobbles 3 to 8 inches
Gravel Coarse 1 to 3 inches
Medium % to 1 inch
Fine X to % inch
Sand Coarse 2.00 mm to Y4 inch (dia. of lead pencil)
Medium 0.42 to 2.00 mm (dia. of broom straw)
Fine 0.074 to 0.42 mm (dia. of human hair)
Silt and Clay 0.0 to 0.074 mm articles cannot be seen
B. Cohesive Soils (Clay, Silt, and Combinations)
Unconfined

BlowslIt
Consistency
Comp. Strength Degree of Plasticity
p Ost)

Q P
Plasticity
Index
2 Very Soft Under 0.25 None to slight 0-4
3 to 4 Soft 0.25-0.49 Slight 5-7
5 to 8 Medium Stiff 0.50-0.99 Medium 8-22
9 to 15 Stiff 1.00-1.99 High to Very High Over 22
16 to 30 Very Stiff 2.00-3.00
31 to 50 Hard 4.00-5.00
Over 51 Ve Hard Over 8.00
Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave-In
WS While Sampling ACR After Casing Removal WCI Wet Cave-In
WD While Drilling V Est. Groundwater Level a Est. Seasonal High GWT
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.
CLIENT JOB # BORING N SHEET
CITY OF ARCHDALE 09.18050 B--1 1 of 1
E
E
PROJECT NAME ARCHITECT-ENGINEER M
LLP
CREEKSIDE PARK ENTRANCE JAMESTOWN ENGINE ERING
CAROLINAS
SITE LOCATION -¢ CALIBRATED PEN9OKETER
ARCHDALE, NORTH CAROLINA 1 2 TON99FT. 4 5+
PLASTIC
WATER
LIQUID
LO¢T X CONTENT X LDa'f X
a -
DESCRIPTION OF MATERIAL ENGLISH UNITS ----
---°
R
C

° w O
K QUALITY DESIGNATION & RECOVERY
R
z BOTTOM OF CASING W- LASS OF CIRCULATION 100 o QD%-- - - REC.%
s 20%-4O%-6OX-8OX-100%-
-
SURFACE ELEVATION STANDARD PENETRATION
®
I 766.5 ?
s BLOWS/FT
to .
10 20 30 40 60+
1 SS 18 16 TOPSOIL DEPTH 1" 4

2
SS
18
4 RESIDUAL: Yellowish Tan to 765
Orangish Brown and Gray, Clayey 7
Fine to Medium SAND, Wet, Very

5 3 SS 18 14 Loose to Loose, (SC) 2
Gray, Medium SAND, Trace
Gravel, Clay and Roots,
Saturated, Very Loose, (SP) 760
END OF BORING CP 5.0'
1
755
1
750
2
7
7
3
THE STRATIFICATION LPES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
5 Y In 3.0' WS OR ® BORING STARTED 12 - 0 7 - 09
TRL(BCR) TWgACR) -
BoRDtc coIIPLLRED 12-07-09 CAVE I DEPTH • 2.9'
- .. .?.........?? W......
"L 2.7' 0 EOD RIG SIM 2400DI? PRESLEY DRII].ING WITIOD HSA
IE
T JOB BORING
CL
N # # SHEET
CITY OF ARCHDALE 09.18050 B-2 1 OF 1 F04

PROJECT NAME
ARCI..MCT-ENGINEER QLLP
CREEKSIDE PARK ENTRANCE JAMf-STOWN ENGINE ERING CAROLINAS
SITE LOCATION -O- CAL MRATED PENETROMETER
TON3
Irf
ARCHDALE, NORTH CAROLINA 3
L 2
4 5+
PLASTIC RATER LIQUID
Lam X CONTENT X L UT X

v
w DESCRIPTION OF MATERIAL ENGLISH UNITS 9
.. ROCK QUALITY DESTGNATTON k RECOVERY
z
Q
BOTTOM OF CASING &- LOSS OF CIRCULATION 100% z ROD%- -- REC.%
20%-409-60X-BOX-100%
a SURFACE ELEVATION ® STANDARD PENETRATION
767.0 s w BLABS/Fr.
10 20 30 40 50+
1 SS 18 14 TOPSOIL DEPTH 2" 2
POSSIBLE RESIDUAL: Grayish Dark 76
2 SS 18 5 Tan, Fine to Medium SAND, Trace 1
Coarse Sand
Clay and Roots

3
SS
18
0 ,
,
Wet, Very Loose, (SP)
5
POSSIBLE RESIDUAL: Grayish Dark
Tan, Clayey Fine to Medium
SAND, Trace Roots, Saturated, 760
Very Loose, (SC)
Dark Tan, Fine to Medium SAND,
With Clay, Saturated, Loose,
1 (SC)
END OF BORING @ 5.0' 755
15
750
20-
-745
25-
-740
30 - -

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRMSITION MAY BE GRADUAL
7RL 2.5' Rs oR ® BORING STARTEI) 12-07-09
T RL(BCR) : f WgACR) BORING COMPLETED '12-07-09 CAVE IN DRI TA • 2.8'
TRL 1.9' 0 EOD RIG SIM 240CORMM PRESLEY DRUIMG IMMOD HSA
s
4
s
CLIENT JOB ;F BORING N SHEET
CITY OF ARCHDALE 09.18050 B-3 1 OF 1 Ec
PROJECT NAME ARCHITECT-ENGINEER q
LLP
CREEKSIDE P
ARK ENTRANCE JAMESTOWN ENGINE ERING
CAf20LINAS
SITE LOCATION -0 CALIBRATED PENETROMETER
ARCHDALE
NORTH CAROLINA TONS/Ff.
, 1 2
4 5+
PLASTIC WATER LIQUID
LWT X CONTENT X LOST X
_
S

?
DESCRIPTION OF MATERIAL. ENGLISH UNITS

23 ? x --------- n
-

° w ROCK QUALITY DESIGNAn TION k RECOVERY
z BOTTOM OF CASING W LASS OF CIRCULATION 100 c ROD%- - - REC.X
20%-40X- 60X-BOX-100%-
SURFACE ELEVATION 775
4 ® STANDARD PENETRATION
. BLOWS/FT,
0 10 20 30 40 50+
1 SS 18 14 TOPSOIL DEPTH 2"
3.
2 SS 18 18 DISTURBED RESIDUAL: Brown, Fine
to Medium SAND, With Roots, e
Trace Clay, Wei, Very Loose,
3 SS 18 18 (SC) 12
5 POSSIBLE RESIDUAL: Orangish 770
Brown, Cla ey Fine SAND, Wet,
4 SS 18 18 Loose, (SC? 11
Orangish and Grayish Brown,
Silty Fine SAND„ Moist, (Medium
1 Dense, (SM)
765
END OF BORING ® 7.5'
1
2
2
3
76
755
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY L11ES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Y Y WL DRY 1•S OR ® BORING STARTED 12-07-09
Y V UBCR) TW14ACR) BORING COMPLETED 12 - 0 7 - 0 9 cAVS Df DEPTH • 4.9'
YWL DRY 0 EOD RIG SIM 2400DRMN PRESLEY DRILIING METHOD HSA
CLIENT JOB # BORING # SHEET
CITY OF ARCHDALE 091.18050 B-4 1 OF 1
PROJECT NAME ARCHITECT-ENGINEER ETLLP
CREEKSIDE PARK ENTRANCE JAMESTOWN ENGINEERING CAROLINAS
SITE LOCATION -0- CALIBRATED Pwwmour m
ARCHDALE, NORTH CAROLINA 1 2 TONS3PT. 4 6+
PLASTIC 1/ATER LIQUID
Lum X CONTENT X LIMIT X
W
0
5
1
1
2
3
1 SS 18 13 TOPSOIL DEPTH 4"
DESCRIPTION OF MATERIAL. ENGLISH UNITS
pwp. ROCK QUALITY DESIGNATION k RECOVERY
°z F BOTTOM OF CASING &- LASS OF CIRCULATION 100 o RODX- - - REC.X
m 20X-40X-60Xr-80X-100X-
MW UTI
1 SURFACE ELEVATION 774.0 k ® STAND BBIDWS/I/FT. ON
10 20 30 40 60+

2 SS 18 18 FILL: Dark Brown, Silty Fine to
Medium SAND, With Roots, Trace
Rock and Coarse Sand
Moist

3
SS
18
18 ,
,
Loose, (FILL)
FILL: Grayish Dark Tan, Fine

4 SS
18
18 T, Moist, Firm;, (FILL)
Dark T
d C
an an
ray,
y SILT, Moist, Very
r
Fine to Coarse SAND,
Dry,Very
Dense, (SW)
END OF BORING ®, 7.5'
76
76
7
7
p THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETVEEN SOIL TYPES IM-SITU THE TRANSITION MAY BE GRADUAL
7 wL DRY WS OR ® BORING STARTED
12-07-09
III (BCR>nL(ACSI) BOLIIbIC coupIEreD 12-07-09 CAVES IN DEP77I • 4.7'
DRY 0 EOD RIG SIM 240VRum PRESLEY DRLLIasc ?rIIOD HSq
75
CLIENT JOB BORING # SHEET
CITY OF ARCHDALE 09.18050 B-5 1 OF 1
PROJECT NAME ARCIiITECT-ENGINEER ECT
CREEKSIDE PARK ENTRANCE JAMESTOWN ENGINEERING CAROLINAS
SITE LOCATION -L} CALIBRATED PMMMOMETER
ARCHDALE, NORTH CAROLINA I E Toxs3 T. 4 5+
PLASTIC WATER LIQUID
LD[1T X CONTENT X LDaT X

0
5
i
1
2
2
a DESCRIPTION OF MATI'sRIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION k RECOVERY
z BOTTOM OF CASING LASS OF CIRCULATION t00x 9 o RODX- -- - REC.X
00 20%-40%-60%-80%-100X-
SURFACE ELEVATION 780.0 k
® STANDARD
BLOWS/IRATION
9 PT.
07
10 20 30 40 50+
1 SS 18 15 TOPSOIL DEPTH 2"
2 SS 18 18 FILL: Gray and Ton, Clayey
Medium SAND, With Coarse Sand

3 SS
18
18 and Rock Fragments, Trace
Roots, Wet, Very Loose, (FILL)
FILL: Grayish Tan, Fine to

4 SS
18
18 Medium SAND, Trace Clay, Moist,
Medium Dense, (FILL)
RESIDUAL: Grayish Tan and
5 SS 18 18 Greenish Gray, Silty Fine SAND,
Trace Rock Fragments, Moist,
Dense to Medium Dense„ (SM)
Orangish Brown„ Fine to Coarse
SAND, Moist, Very Dense, (SW)
END OF BORING ® 10.0'
2
14.9
2
28;7
3
775 8.1 5
3
54
76
76
0
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Y 7 WL DRY WS OR (D BOBWG STARTED
12-07-09
Y ) TWI.(ACR) soRDTa CovrPLv= 12-07-09 CAVe Di D10'TH W 7.2'
Y AWL DRY ® EOD RIG SIM 2400DRE WAN PRESLEY DRILLING 'MOD HSA
CLIENT JOB BORING # SHEET
CITY OF ARCHDALE 09.18050 B-6 1 OF 1
PROJECT NAME ARMITECT-ENGINEER UCLLP
CREEKSIDE PARK ENTRANCE JAMESTOWN ENGINEERING C^Mcm- ^a
SITE LOCATION -O- CALIBRATED PENETtI010;'PER
ARCHDALE, NORTH CAROLINA 1 2 T0N93 ' 4 6+
PLASTIC WATER LIQUID
LIMIT X CONTENT X I= x
_ DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION h RECOVERY
z
Q BOTTOM OF CASING LASS OF CIRCULATION 100X F ROOX- - - REC.X
ry 20%-40X-607--80X-?-100X-
_
SURFACE ELEVATION 1

7 78
0 10'. STANDARD PENETRATION
BLO

0 . WS/rr.
10 20 30 40 60+
TOPSOIL DEPTH 2"
1 SS 18 18
5
1
2 SS 18 18 DISTURBED RESIDUAL: Dark Brown,
Fine to Medium SAND, 'rracIS 5
Gravel and Clay, Wet, Very 775
3 SS 16 17 Loose, (SP)
14
RESIDUAL: Orangish Tan, Clayey
Fine to Medium SAND, Wet,
4 SS 18 16 Loose, (SC) 1e
Orangish Tan, Fine to Coarse 770
SAND, With Clay, Moist, Medium
Dense, (SC)
END OF BORING ®, 7.5'
76
1
20
75
25
5 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Y Y? DRY WS OR ® BORING 8IARTED 12-07-09
?(B?) ,Tl(AcR> BORING curo?LSm 12-07-09 CAVE IN DEPTH . 4.7'
DRY 0 EOD ?G SIM 2400
DRI
+ PRESLEY D>DI.IaVG 1[EItIOD HsA

CLIENT JOB 1F BORING # SHEET
CITY OF ARCHDALE 09„18050 B-7 1 OF 1
E
M
PROJECT NAME ARCFRTECP-ENGINEER c
q LLP
CREEKSIDE PARK ENTRANCE JAME
STOWN ENGINE ERING
_ CAROLINA$
SITE LOCATION -O- CALIBRATED PpmMOKETER
ARCHDALE, NORTH CAROLINA 70N3/"'
L 2 3 4 b+
PLASTIC WATER LIQUID
LIKTr X CONTENT X MaT X
_ _
DESCRIPTION OF MATERIAL ENGLISH UNITS -----------
?
v ROCK QUALITY DESIGNATION & RECOVERY
BOTTOM OF CASING W-- LOSS OF CIRCULATION 100 o RQDX- - - REC.X
20X-40%-60Xr--80%-100X-
_
SURFACE ELEVATION m
-

782
0

s ® STANDARD PENETRATION
0 . LBW"/FT.
10 20 30 40 50+
1 SS 18 18 TOPSOIL DEPTH 2"
4
2 SS 18 18 FILL: Dark Brown, Fine to 780
Medium SAND, With Roofs, Trace 8
Rock and Clay, Wet, Very Loose
3 SS 1B 18 to Loose, (FILL)
5 10
POSSIBLE RESIDUAL: Grayish Tan,
CLAY, Wet, Stiff, (CH)
4 SS 18 18
RE
SID
UA
L: Orangish Tan, Fine to 775 19
A
oarse SAND, Trace Clay, Moist,
e
dium Dense, (SC)
1
END OF BORING ® 7.5'
7
1
76
20
76
7
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES M-SITU THE TRANSITION MAY BE GRADUAL
Y1rL DRY Ws OR ® BORING FT?ARTED
-07-09
WId?R> ?;WL (OCR) 13 W - cor?I.aTED - 0
7 - 0 9 cAVa IN DL?TII • 4.7'
El
A X12 DRY ® EOD RIO SIM 2400DREum PRESLEY DRILLING KMOD HSA

CLIENT
JOB 11
BORING # _
SHEET

CITY OF ARCHDALE
09„18050
B-8
1 OF 1 offom
M

PROJECT NAME
ARCHITECT-ENGINEER LLP
CREEKSIDE PARK ENTR
NC
A
E JA,MESTOWN ENGINE ERING
CAROLINAS
SITE LOCATION -0- CALIBRA
PEN OMLTER
ARCHDALE
NORTH CAROLINA TONS1r
, 1 2 s 4 5+
PLASTIC WATER LIQUID
LWT % CONTENT X LDaT X
-? b DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION k RECOVERY

x

?
BOTTOM OF CASING W LASS OF CIRCULATION too x
0
P RQDX-- - - REC.%

20X-40%-60X-80X-100X-

° ?

SURFACE ELEVATION
e
® STANDARD PENETRATION
781.0 s ? BLOWS/FT

0 .
10 20 90 40 60+
1 SS 18 18 TOPSOIL DEPTH 2°
780
2 SS 18 18 RESIDUAL: Orangish Tan„ Fine to
Coarse SAND, Trace Clay and 55
55
Roots, Moist, Medium Dense,
3 SS 18 16 (SC) 'r! 31
5- - _
Brownish Tan, Fine to
'

4 SS 12 9 Coarse SAND, Moist, Very Dense 775
to Dense
(SW)
,
PARTIALLY WEATHERED ROCK:
Orangish Ton, Fine to Coarse
1 SAND, With Gravel, Dry, (WR)
END OF BORING ® 7.0' 770
1
76
2
760
2
7
30-F -L -I-
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Y WL DRY RS OR (0, BORING STARTED 12-07-09
lIL(BCR) ]EOD ?L(ACR) BORIING COMPLETED _1 2 - 0 7 - 0 9 CA VS IN DEI"TH • 4.8'
TWL DRY ® RIC SIM 240 PRESLEY DRatnvc YEffIOD HSA

CLIENT JOB # BORING # SHEET
CITY OF ARCHDALE 09.18050 B-9 1 OF 1
PROJECT NAME ARCBIITECT-ENGINEER ECTLLP
CREEKSIDE PARK ENTRANCE JAMESTOWN ENGINEERING CAFZOLIf4^0
SITE LOCATION -0- CALIBRATED PEZ"FT 0Nr=
ARCHDALE, NORTH CAROLINA 1 2 70NS3I? 4 6+
PLASTIC WATER LIQUID
LWT X CONTENT X LIMIT X
X ------
0
5
1
1
20
DESCRIPTION OF MATERIAL ENGLISH UNITS £ -t G
w v ROCK QUALITY DESIGNATION & RECOVERY
x BOTTOM OF CASING LOSS OF CIRCULATION 100 RQDX- - - REC.%
y? < 20X-40X-60%-80X-10O%-
SURFACE ELEVATION 785.0 = ® STAND BW PENETRATION
o?
--
1 SS 18 18 TOPSOIL DEPTH 3"
2 SS 18 18 FILLi Dark, Brown, Fine to
Medum SND, With Roots, Trace
Gravel Fragmenis
Moist
Loos

3
SS
18
18 ,
,
e,
(FILL)
POSSIBLE FILL: Tan, Clayey Fine

4
SS
18
18 to Medium SAND, Wet, Loose,
(Possible Fill) .
RESIDUAL: Tan, Fine to Coarse
5 SS 17 17 SAND, Dry, Dense to Very Dense,
(SW)

PARTIALLY WEATHERED ROCK: Tan,
Fine to Coarse SAND, Dry, (WR)
END OF BORING @ 10.0'
7
76
10 20 90 40
7•
14.6
•
6.8
45
52
S THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARV LINES BETVEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
Y YwL DRY W$ 00R ® BOMMG STARTED 12-07-09
TWI4BCR) :TWgjA:CR) BORING COIQ?LLR®
12-07- 09 cAVt DV asPTx • 6.7'
T? DRY ® EOD PJG SIM 240QpPj? PRESLEY a&uIING 10STI;OD NSA
CLIENT JOB 10 BORING # SHEET
CITY OF ARCHDALE 09„18050 B-10 1 OF 1
PROJECT NAME ARC19TECT-ENGINEER WLLP
CR
SI
EEK
DE PARK ENTRANCE JAMESTOWN ENGINE ERING
CAROLINAS
SITE LOCATION -0- CALIBRATED 1'ENE90METER
ARCHDALE, NORTH CAROLINA 1 z TDNS3>-I 4 6+
PLASTIC MATER LIQUID
LWT X CONTENT X LWT X
X *-_______ 0
i5 DESCRIPTION OF MATERIAL ENGLISH ?

.. ROCK QUALITY DESIGNATION k RECOVERY
R
x BOTTOM OF CASING W- LASS OF CIRCULATION
q100 c OD%- - - REC.X
20X-4OX-60%-80X-100%-

a SURFACE ELEVATION 785.0 tq
F3 ® STANDAM PENETRATION
0 IO 20 30 40 50+
1 SS 18 18 TOPSOIL DEPTH 2" e
2 SS 18 16 F
ILL:
Tannish Brown, Fine to
V
edium SAND, With Clay, Wet, 10 •
oos
, (FILL)
e 19:3

5 3 SS 18 9 FILL: Dark Tan, Fine to Medium 13 •
SAND, With Rock Fragments, 780 22.9
Trace Clay, Wet, Loose, (FILL)
4 SS 18 18

RESIDUAL: Oran
ish T
Fi
t 2 .
g
an„
ne
o
Coarse SAND, Dry, Medium Dense ?!i

5
SS
16
17 to Very Dense, (SW)

1 ;1.. 53
775
END OF BORING ® 10.0'
15-j 1 1 1 1 F- 7
76
25-1 1 1 1 1 F-76
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
DRY ns OR ® BORING SrARM 12-07-09
7 WgBCR) TWUACR) BORING COHPLETBD 12-07-09 Cave IN DEI m • 7.3'
Y T*L DRY 0 EOD RIG Sim 24001 PRESLEY DRIII.fNG =MOD HSA