SW6100704_HISTORICAL FILE_20100722

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SWw�(�UZD�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

July 15, 2010
Carolinas Golf Association
PO Box 319
West End, North Carolina 27376
Attention: Mr. Jack Nance
"ENR-FRO
Re: Supplemental SHWT and Soil Infiltration Rate Testing
JUL 22 2010
Proposed CGA Headquarters
Pine Needles Country Club
DWO
1010 Midland Road
Southern Pines, North Carolina
Terracon Project No. 70095057
Dear Mr. Nance:
Terracon Consultants, Inc. (Terracon) has completed the supplemental seasonal high water table (SHWT)
and soil infiltration rate testing for the above referenced project. Terracon consulted with a licensed soil
scientist to perform the field work for the project. A report prepared by the soil scientist is enclosed that
contains results of the SHWT evaluation and infiltration testing. The report indicates that no SHWT was
identified to a depth of 13 feet below the existing ground surface at the site in the vicinity of the proposed
storm water infiltration basins. Two infiltration tests were performed at depths corresponding with the
elevations of the base of the proposed infiltration basins at accessible locations at the site. Based on the
results of the permeability testing, the soils at the site are relatively free draining exhibiting infiltration
rates of 35 in/hr and 55 in/hr.
The soil and groundwater conditions encountered in the current test borings are similar to those
encountered during the previous exploration for the proposed CGA headquarters (see Terracon Project
No. 70095057 dated October 28, 2009).
We appreciate the opportunity to be of service to you on this project. If you have any questions, or if we may
be of further service, please contact us.
Sincerely,
Terracon Consultants, Inc.
ARaymo "Levi" Den on, II, P.E.
Geotechnical Manager
Enclosures: Seasonal High Water Table and Permeability Evaluation
cc: 2 -Addressee
cc: 1 -File
Terracon Consultants, Inc. 5240 Green's Dairy Road Raleigh, NC 27616
` P [9191 873 2211 F [9191873 9555 terracon.conn

FRED D. SMITH SOIL CONSULTING. INC.
July 12, 2010
Mr. Levi Denton
Terracon Engineering
5240 Green's Dairy Rd
Raleigh, NC 27616
Subject: Report of a Soil Evaluation for Stormwater Treatment Ponds
Pine Needles Golf Course
Southern Pines, NC
Dear Mr. Denton,
This letter concerns the soil evaluation I performed at the above mentioned site in Southern
Pines, NC. You authorized me to perform a soil evaluation of the surface soils on the site, to
determine the depth to the `seasonal high water table', and to perform in -situ soil permeability
testing in the vicinity of the proposed stormwater ponds. The work was done in general
accordance with the rules for stormwater disposal { 15A NCAC 02H .1008 (d)).
You provided me with an existing and proposed site plan showing two proposed stormwater
ponds. I was asked to perform one permeability test in each pond area. However, due to
electrical and water utilities in the traffic island I could not perform a boring in that area. I did
two tests in the vicinity of the pond closest to the street.
My work consisted of several hand auger borings to observe and describe physical properties
such as texture, color, structure, consistency, depth to seasonal or perched groundwater, parent
material, and restrictive horizons.
The attached drawing shows the hand auger boring locations at the site. Soil descriptions are
shown on the soil permeability test form.
The soil at the site is sand to a depth of more than 13 feet beneath the surface. No evidence of
seasonal high groundwater was present to 13 feet. Groundwater was not encountered.
The soil permeability was measured using an Aardvark Soil Permeameter. The Aardvark
Permeameter maintains a constant head of water in a bore hole. The rate of water movement is
measured over time. The results are entered into an Excel spreadsheet program that computes
the,permeability value in inches per hour. Prior to actually beginning to measure the rate of
water movement, the hole is soaked so that pore spaces in the natural soil are saturated. The test
locations are shown on the attached drawing.
Tests I and 2 have saturated hydraulic conductivities (permeability) of 35 inches per hour and
55 inches per hour, respectively. Test 1 was performed at 72 inches beneath the surface. Test 2
was at about 100 inches beneath the surface.
Office/Mobile [phone]—Fax [phone]
Post Office Box 1175 — Nashville, North Carolina 27856

I appreciate the opportunity to work with you on this project. Please contact me if you have
questions or need additional information.
Cor pally,
Fred D. Smith
Licensed Soil Scientist
Soil Descriptions
HA1

Percolation or Ksat Rates using Aardvark Soil Permeameter
Perc Rate: min/in
Ksat: 35 in/h
LR: gdsf
Site: PINE NEEDLES
Date: 715/2010 Operator: FDS Boring Number: 1
Soil Series: LAKELAND-like Soil Horizon: C Boring Depth (in) : 72
Diameter of Hole(in): Water Column Height (in): F_731 Head Conversion Factor (HCF): 1.2
Boring Conversion Factor (BCF): 1.65 Design Loading Rate = Ksat•14.96'safety factor of 0.05 to 0.5 system dependent
Boring Conversion Factor (BCF) = (rad)squared/5.06 for Aardvark Reservoir
BCF of 4 in auger is 4.25 in diameter boring = 1
BCF of 3.25 in auger is 3.5 in diameter boring = 1.65
BCF of 2.75 in auger is 3.0 in diameter boring = 2.25
Head Conversion Factor (HCF) = Water Column Ht inches / 6 inches, or Htcm/15cm
Example is 3.5in boring with 7 in water column in boring, 0.5 in head drop over 45 minutes
in a structureded clay loam soil
F Value (Radcliffe and West, 2000)
Borehole diameter
Texture
3.5 in
4.0 in
3.0 in
Sands
0.107
0.124
0.09
Structured loams and clays
0.082
0.096
0.068
Unstructured
loams and clay
0.048
0.057
0.041
Time TO
Time x
Time
Hours
Reservoir
Reservoir
Reservoir
Percolation
BCF
HCF
Percolation
F value
Ksat
Design Loading
2400 hours
2400 hours
Elapsed
Elapsed
Reading, in
Reading in
Change
Rate (miNin)
Rate
from table
= F(1/P)
Rate gdsf
tl
t+1
(ti+1)-ti
dt/60min/hr
hi
h+1
(h+1)-hi
dt/dh
Adjusted
with a 0.10
dt
dh
(P`HCF)/BCF
Safety Factor
initial
next
initial
next
P
Adj P
of Ksat
min
hr
in
in
in
min(n
miNin
in/hr
gdsf
Example 08:00
8:45
45
0.75
14.5
14
0.5
90
1.65
1.17
64
0.082
0.08
0.12
0
0
15
15
0
#DIV/O!
1.65
12
0.107
0.00
1
0.016667
15
10
5
0.2
1.65
1.2
1 0
0.107
44.14
132.06
1
0.016667
10
6.5
3.5
0.285714286
1.65
1.2
0
0.107
30.90
92.44
1
0.016667
6.5
3
3.5
0.285714286
1.65
1.2
0
0.107
30.90
92.44
0.75
0.0125
3
0
3
0.25
1.65
1.2
0
0.107
35.31
105.65
0.00
0.00
0.00
0.00
STEADY STATE ARITHMETIC AVERAGE of
last 3 readings
35
406
Pedon Description
Depth
Horizon
Color
Texture
Structure
Horizon Notes
0 to 6
A
gr brown
S
s
6 to 33
C
7.5YR 5/6
S
s
33 to 96
C
5YR5/8
S
s
96 to 126
C
5YR5/8
S
sg
7.5YR 7/4 streaks
126 to 156
C
7.5YR 5/8
S
sg
some loamy sand lenses and nodules
Site Notes:

Percolation or Ksat Rates using Aardvark Soil Permeameter
Perc Rate: min/in
Ksat: 55 in/h
LR: gdsf
Site: PINE NEEDLES
Date: 7/5/2010 Operator: FDS Boring Number: 2
Soil Series: LAKELAND-like Soil Horizon: C Boring Depth (in) : 100
Diameter of Hole(in): Water Column Height (in): Head Conversion Factor (HCF): 1.2
Boring Conversion Factor (BCF): 1.65 Design Loading Rate = Ksat'14.96'safety factor of 0.05 to 0.5 system dependent
Boring Conversion Factor (BCF) _ (rad)squared/5.06 for Aardvark Reservoir
BCF of 4 in auger is 4.25 in diameter boring = 1
BCF of 3.25 in auger is 3.5 in diameter boring = 1.65
BCF of 2.75 in auger is 3.0 in diameter boring = 2.25
Head Conversion Factor (HCF) = Water Column Ht inches / 6 inches, or Htcm/15cm
Example is 3.5in boring with 7 in water column in boring, 0.5 in head drop over 45 minutes
in a structureded clay loam soil
F Value (Radcliffe and West, 2000)
Borehole diameter
Texture
3.5 in
4.0 in
3.0 in
Sands
0.107
0.124
0.09
Structured loams and clays
0.082
0.096
0.068
Unstructured
loams and clay
0.048
0.057
0.041
Time TO
Time x
Time
Hours
Reservoir
Reservoir
Reservoir
Percolation
jBCF
HCF
I Percolation
Fvalue
Ksat
Design Loading
2400 hours
2400 hours
Elapsed
Elapsed
Reading, in
Reading in
Change
Rate (min/in)
Rate
from table
te gdsf
ti
t+1
(ti+1)-ti
dt/60min/hr
hi
h+1
(h+1)-hi
dVdh
Adjusted
h a 0.10
dt
dh
(P-HCF)/BCF
ety Factor
Initial
next
initial
next
P
Adj P
ain/hrgdsf
f Ksat
min
hr
in
in
in
min/in
min/in
Example 08:00
8:45
45
0.75
14.5
14
0.5
90
1.65
1.17
64
0.0820.12
0
0
15
15
0
#DlV/0!
1 1.65
1.2
0.107
0.00
1
0.016667
15
8.8
6.2
0.161290323
1.65
1.2
1 0
0.107
54.73
163.75
1
0.016667
8.8
3.8
5
0.2
1.65
1.2
0
0.107
44.14
132.06
0.5
0.008333
3.8
0
3.8
0.131578947
1.65
1.2
0
0.107
67.09
200.73
0.00
0.00
0.00
0.00
0.00
STEADY STATE ARITHMETIC
AVERAGE
of
last 3 readings
Pedon Description
Depth
Horizon
Color
Texture
Structure
Horizon Notes
0 to 6
A
gr brown
S
s
6 to 33
C
7.5YR 516
S
s
33 to 96
C
5YR5/8
S
s
96 to 126
C
5YR5/8
S
sg
7.5YR 7/4 streaks
126 to 156
C
7.5YR 5/8
S
sg
some loamy sand lenses and nodules
Site Notes:

INFILTRATION BASIN NO., 2�(-
DEPTH - IB'
SUNFA E AREA AT a. 45L00' ((TiOP OE s'."' 1,45J' 4
SURFACE AREA AT EL. 450..H1' OR
STORAGE) .1526 SG ,
E RE ERMANEW INPLTMDON BASIN SINLL BE
HYDRO -SEEDED A VEGETATION ESIARUSHE0.
SEE VNCS G PL S.
INFILTRATION BASIN NO. 1
BEPIN - 15
SUXFALE AREA AT EL 450. W' (TOP OF SIOMCE) ].BBO sG
SURFACE AREA AT EL MB]5' (BOTTOM OF STOWAGE) . 2,425 SF
ENTIRE AREA of PFAWNW NHLTRATION aAsm SHALL BE
M O—SEEDED AND PERM ENi YECETATION ESTABUSHED.
SEE LWDSfIPING PLWS.
L •,
MURE
/ EGA HEADOUARE1151 !_
Y�. FAHiH PAD EiE. 451.10
YY `. 1 I
CURB
Tic-
- �� INv 44v sa I
1
l Existing
Fro S,ng10 Stor
1 Osne'oj * 0nstructi
11 4p FFE.t , 92es Fdng
' t PORTEECOCHERE 106.
I
±� NNCIIOH BOA 12
EXISTING IB'CPP
\ LW. N 446.56
sLovE _1sox, rm F„R,xr IrcPP @.

DWQ USE ONLY
Date Received
Fee Paid
P/ermit Number
% D
�(O Oa a
Applicable Rules:
(select all that apply)
❑ Coastal SW - 1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
❑ Non -Coastal SW- FIQW/ORW Waters ❑ Universal Storm water Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fornn may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Pine Needles Country Club
2. Location of Project (street address):
P.O. Box 88
City:Southern Pines County:NCLip:28387
3. Directions to project (from nearest major intersection):
From the Intersection of U.S. Hwy 1 and Midland Road, go west northwest along Midland Road for 0.5 miles,
turn right on Ridge Road, project is on the left.
4. Latitude:35° 11' 46" N Longitude:-79° 23' 34" W of the main entrance to the project.
IL PERMIT INFORMATION:
].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
�2-?—Specify-the type of -project (check one):
®Low Density ❑High Density ❑Drains to an Offsite Stormwater System ❑Other
37--If--this application.is-berg 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, and the previous name of the project, if different than currently
proposed,
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: 3.6 ac of Disturbed Area
❑NPDESIndustrial Stormwater ❑404/401 Permit: Proposed Impacts
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07Jun2010
Page I of6

III. CONTACT INFORMATION
I. 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/Organ ization:Pine Needles Country Club
Signing Official & Title:Kelly Miller
b.Contact information for person listed in item la above:
Street Address:P.O. Box 88
City:Southern Pines State:NC Zip:28387
Mailing Address (if applicable):
City:
Phone: (910 ) 692-7111 Fax:
Email:
check the appropriate box. The applicant listed above is:
a property owner (Skip to Contact Information, item 3a)
see* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
chaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
(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/ Organ ization:Pine Needles Country Club
Signing Official & Title:Kelly Miller
b.Contact information for person listed in item 2a above:
Street Address:P.O. Box 88
City:Southern Pines State:NC Zip:28387
Mailing Address (if applicable):
City: State: Zip:
Phone: (910 ) 692-7111 Fax:
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:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax:
Email:
Form SWU-101 Version 07Jun2010 Page 2 of 7

4. Local jurisdiction for building permits: Town of Southern Pines
Point of Contact:Brent Lockamy
Phone #: [phone]
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stonnwater runoff will be treated.
Stormwater run-off will be treated with two (2) bioretention basins
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.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph 11- Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 10.62 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:10.62 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 High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landwward from the NHW (or MHW) title. Tile resultant project area is used to
calculate overall percent built upon area (BLIA). 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 = 21.66 %
9. How many drainage areas does the project hav ?1 (For high density, count T for each proposed engineered
stontnwater BMP. For low density and other projecttsriise 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.
Form SWU-101 Version 07Jun2010 Page 3 of 7

Basin Information -
DrainageAreaT
`Draina e-Area _
Drainage Area
Drainage Area
Receiving Stream Name
McDeeds Creek
\
Stream Class *
/WSIII;1-IQW:<h
Stream Index Number * /
18-23-11-4
Total Drainage Area (sf)
34,970
1
On -site Drainage Area (sf) /
34,970
Off -site Drainage Area (sf)
0
Proposed Impervious Areal* (so
22,416
/
% Impervious Area** total \
64.1
Impervious** Surface Area
Draina e Area 1
Draina e Area _
Draina e Area
Draina e Area
On -site Buildings/Lots (sf)
8,964
On -site Streets (so
0
On -site Parking (so
60,838
On -site Sidewalks (so
8,650
Other on -site (sf)
0
Future (so
0
Off -site (so
0
Existing BUA*** (so
21,616
Total (so:
100,068
Strean Class and Index Number can be deternnined at: httn://nortaLncdenr.orp/webhnq(ps/csu/clnssifcntinns
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidetoalks, gravel areas, etc.
Report only that amount of existing BUA that will remnin after development. Do not report any existing BUA that
is to be removed and which Will be replaced by ne¢o BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. Computer
See Map DA-5 in calculation book
Projects in Union Cmmty: Contact DfpQ Central Office svtfifto check ifthe project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stornneater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state storm water 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
from http://12ortaLncdenr.ory/web/wq/ws/su/bap-manual.
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 fromhttp://portaLncdenr.org/web/wg/ws/su/statesw/forms does. 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 httLi://poitaLncdenr.org/tveb/wq/ws/su/maps.)
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 httLi://kiortal.ncdenr.org/web/wq/ws/su/statesw/fornts_Liocs.
Initials
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 ✓
http://www.envhelp.org/pages/onestopexpress.litntl 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.)
FormSWU-101 Version07Jun2010 Page 4of7

5. A detailed narrative (one to two pages) describing the stormwa ter 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'h mile of the site boundary, include the V2
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.
in. 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).
9. Copy of any applicable soils report with the associated SFIWT elevations (Please identify
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"xll" 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 o site visit for DWQ to verifij the SHWT prior
to submittal, [phone].) —ice
10. A copy of the most current property deed. Deed book: MB 1,2,3 Page No: 45 31 60 T18C � t hS"
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC --
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 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.
http://www.secretary.state.nc.us/Corporations/CSLarch.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
ham://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. 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.
Form SWU-101 Version 071un2010 Page 5 of 7

Vill. 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 K. Goodwin, PE
Consulting Firm: Hobbs, Upchurch and Associates, P.A.
Mailing Address:P.O. Box 1737
City:Southern Pines State:NC Zip:28388
Phone: (910 ) 692-5616
Email:[e-mail]
Fax: (910 ) 692-7342
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) Kelly Miller , certify that I
own the property identified in this permit application, and thus give permission to (print or hype name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item la) 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 rant. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of C it.
Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of enaltiess of to 5,000 per day, pursuant to NCGS 143-215.6. Signature: / Date: / %
A44
I, SA r �/LA n0P62MAn/ , a Notary Public for the State of �%� County of
AA66&E do hereby certify that I�CELLY R - I"rl1i62 personally appeared
before me this 1k day of ::S t k-L4 O b, and a knowledge the` ue execution of the application for
a stormwater permit. Witness my hand and official seal,
SANDRA COOPERMAN
NOTARY PUBLIC
MOORE COUNTY, INC
SEAL
My commission expires �/2���I
Form S WU-101 Version 07Jun2010 Page 6 of 7

OL!r,k.iq yj:

X. APPLICANT'S CERTIFICATION
1, (print or type name of person lister! in Contact Information, item 1a)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be�istructed in conformance with the approved plans, that the required deed restrictions
and protective covenapXs will be recorded, and that the proposed project complies with the requirements of the
applicable storm r es un r 1 2H .1000, SL 2006-246 (Ph. II -Post Construction) orrSSSL 2008-211.
Signature: / Date: 711P ` 0
I, t Ne�R� �� IE�I "N a Notary Public for the State of / Y C County of
t do hereby certify that kaJ� L/ k- V A�1 ('rR personally appeared
before me this day of -suLg 20(., and anowlledge the e execution of the application for
a stormwater permit. Witness my hand and official seal,, Aeai
SANDRA COOPERMAN
NOTARY PUBLIC
MOORE COUNTY, NC
SEA].
My commission expires D � L21(II
Form SWU-101 Version 07Jun2010 Page 7 of 7

:/A1iFrzi
`t0OJ ArwHr�Ll
01-11OU9 YFIATOA
ONA ,YTAUO0 EPOOM

TRANSMITTAI
® Hobbs, Upchurch
& Associates, P.A.
Consulting Engineers
P.O. Bor 1737
300 S.W. Broad Street
Southern Pines, North Carolina 28388
(91 i1) 692-5616 FAX [phone]
TO: Mike Lawyer IiUA PROJECT # S110917
225 Green Street
Suite 714, Systel Bldg.
Fayetteville, NC 28301
FROM: Tom Goodwin HUA FILE NO. # SP0917
Hobbs, Upchurch & Associates, P.A.
DATE: July 21, 2010
RE: Pine Needles Country Club
MESSAGE: Please find the following Enclosed:
1- Check $505 (#15200) Permit Application Processing Fee
1- Original and copy of the Stormwater Management Permit Application
1- Original of the Bioretention Supplement Forms and O&M agreements for each pond
1- Copy of the sealed, signed and dated calculations including Project Summary, Soil
Map, and USGS Map
2- Sets of plans
1- Copy of the soil testing by Terracon
Please contact our office for any questions or concerns.
Thank you
®FAIR--FR®
JUL 2 Z 2010
DVVQ
U.YIMIT3001nansnritml dHpfapeaerille 072010.doc

STORM WATER CALCULATIONS
Prepared for:
Pine Needles Country Club
Southern Pines, NC
Prepared by:
HOBBS, UPCHURCH & ASSOCIATES, P.A.
300 S.W. BROAD STREET
SOUTHERN PINES, NORTH CAROLINA
May, 2010
SP0917

TABLE OF CONTENTS
PROJECT SUMMARY
CALCULATIONS BIORETENTION BASIN # 1
CALCULATIONS BIORETENTION BASIN # 2
APPENDIX
• NOAA PRECIPITATION FREQUENCY AND INTENSITY ESTIAMTES
• DA-1 PRE -DEVELOPED COMPUTATION/ DRAINAGE AREA MAP
• DA-2 PRE -MITIGATION POST -DEVELOPED COMPUTATION/DRAINAGE AREA
MAP
• DA-3 POST-MITIGA'I'ION POST' -DEVELOPED COMPUTA'I'ION/DRAINAGE
AREA MAP
• DA-4 EXISTING ON -SITE IMPERVIOUS AREA MAP
• DA-5 PROPOSED ON -SITE IMPERVIOUS AREA MAP
• USGS TOPO QUAD MAP
• SOIL MAP

PROJECT SUMMARY
Location:
The project is located between Ridge Road and Midland Road in Southern Pines near
Pine Needles Country Club.
River Basin:
The project is located in the Cape Fear River Basin
Stormwater Requirements:
The project is draining to and located within 1 mile of McDeed's Creek which is
classified as WS 111, HOW, therefore stormwater devices will be used on the project.
Stormwater Treatment:
The project will use two (2)-bioretention basins for stormwater treatment. The
bioretention basins have been sized for the I" rainfall depth and the 10-year, 6-hour
storm with a peak outflow of 0 CFS. All bioretention basins will be landscaped.
General Stormwater Notes:
All stormwater devices on the project have been designed using the following data:
10-year design storm, 6 hour storm duration (See NOAA data in Appendix)
Tc: 5 minutes
Runoff coefficients = 0.9 for pavement, sidewalks, ect. and 0.3 for grassed areas
Rainfall Intensity: 8.00 in/hr
Precipitation frequency = 3.93 in.
Drainage areas can be referenced on the pre and post -development drainage maps (See
Appendix)

No. 1
culvert SP0917 porN cover
T44 PM on Dale. 7/612010 Page 1 of 1
'

Formulating Pre- & Post- Development Hydrographs
utilize small watershed method & center -weighted storm (Malcom)
Return Period
101year
1=
8.00 in/hr
Cpre
1 0.581(composite woods/soil Rational C)
Cpost
1 0.681(Composite Rational C)
A=
1111 0.58 acre
A=
_
25 199 sf Rainfall i
_. 3.973in (6 hr Depth assoc. with
10 yr Moore. Co. storm)
in
Qpost=
3.16
cis POST CNi
76.76II
S= 3.03II
Q'= L074 in
Vol -Pre
cf
Vol - Post
3,654 cf
Tpre
19
10.19 min
Tpost
14 min
Time Step _1.1min
Time
Q- pre
A.
Q-post
R11n
cfs
0
0.00
0.00
1
0.06
0.04
2
0.25
0.16
3
0.53
0.35
4
0.90
0.60
5
1.30
0.90
6
1.71
1.24
7
2.09
1.59
8
2.39
1.94
9
2.59
2.27
10
2.68
2.57
11
2.64
2.82
12
2.48
3.00
13
2.22
3.11
14
1.95
3.15
15
1.72
3.10
16
1.51
2.98
17
1.33
2.78
18
1.17
2.54
19
1.03
2.32
20
0.91
2.11
21
0.80
1.92
22
0.70
1.75
23
0.62
1.59
24
0.55
1.45
25
0.48
1.32
26
0.42
1.20
27
0.37
1.10
28
0.33
1.00
29
0.29
0.91
30
0.25
0.83
31
0.22
0.76
32
0.20
0.69
33
0.17
0.63
34
0.15
0.57
35
0.13
0.52
36
0.12
0.47
37
0.10
0.43
38
0.09
0.39
39
0.08
0.36
40
0.07
0.33
41
0.06
0.30
C-Factor Calculation
Project: Carolina Golf Association
Location: Moore County
Pre Developed
C-factor (CF)
Cover description CF Area(Sq. Foot)
Impervious Area 0.9 11857
Lawns, soils,vegetatio 0.3 13354
PERCENTIMP 0.47
CF (weighted(: 0.58
TO
Area: 25,199 Sq. Foot
- ac or Calculation
Project: Carolina Golf Association
Location: Moore County
Post Developed
C-factor (CF)
Cover description CF Area(Sq. Foot)
Impervious Area 0.9 16072
Lawns, soils,vegetatio 0.3 9127
PERCENT IMP 0.64
CF (weighted): 0.68
Total Area: 25,199 Sq. Foot
Carolina Golf Association
Inflow
1 of 2

42
0.05
0.27
43
0.05
0.25
44
0.04
0.22
45
0.04
0.20
46
0.03
0.19
47
0.03
0.17
48
0.03
0.15
49
0.02
0.14
50
0.02
0.13
51
0.02
0.12
52
0.02
0.11
53
0.01
0.10
54
0.01
0.09
55
0.01
0.08
56
0.01
0.07
57
0.01
0.07
58
0.01
0.06
59
0.01
0.06
60
0.01
0.05
61
0.00
0.05
62
0.00
0.04
63
0.00
0.04
64
0.00
0.03
65
0.00
0.03
66
0.00
0.03
67
0.00
0.03
68
0.00
0.02
69
0.00
0.02
70
0.00
0.02
71
0.00
0.02
72
0.00
0.02
73
0.00
0.01
74
0.00
0.01
75
0.00
0.01
76
0.00
0.01
77
0.00
0.01
78
0.00
0.01
79
0.00
0.01
80
0.00
0.01
81
0.00
0.01
82
0.00
0.01
83
0.00
0.01
84
0.00
0.01
85
0.00
0.00
86
0.00
0.00
87
0.00
0.00
88
0.00
0.00
89
0.00
0.00
90
0.00
0.00
91
0.00
0.00
92
0.00
0.00
93
0.00
0.00
94
0.00
0.00
95
0.00
0.00
96
0.00
a00
97
0.00
0.00
98
0.00
0.00
99
0.00
0.00
100
0.00
0.00
Carolina Golf Association
Inflow
2 of

Hydrograph Routing through Bioretention Basin #1
Watershed Area
0. - ac
Retention Basin Outlet Control
Average Area
, 0s07 ac
Type Structure:
Concrete Weir
Average Area
I.
3,0351sf
Cw:
3.0
Average Depth
in
Average Depth
ft
Dry Storage Volume
cf
Agal
Dry Storage Volume
Candor Sand CaC
Effective length
201ft
Min. Infiltration Rate
600iin/hr
Height Above Soil
I 12Iin
Height
1.00 ft
Volume lost tolnflcf/hr
Time Inflow Volume in
min cis cf
0 0.00 0.00
Storage II Stage
of ft
O'uflow ( Infilt ��Vol Ou Nofe's9'
cfs V �' of jlr$ „ef r7,
0.00 0.00 0.00
0 0.00
1
0.04
2.39
2
0.00
0.00
2.39
2.39
2
0.16
9.45
9
0.00
0.00
9.45
9.45
3
0.35
20.82
21
0.01
0.00
20.82
20.82
4
0.60
35.92
36
0.01
0.00
25.29
25.29
5
0.90
53.99
65
0.021
0.00
25.29
25.29
6
1.24
74.11
113
0.04
0.00
25.29
25.29
7
1.59
95.25
183
0.06
0.00
25.29
25.29
8
1.941
116.36
274
0.09
0.00
25.291
25.29
9
2.27
136.35
386
0.13
0.00
25.29
25.29
10
2.57
154.21
514
0.17
0.00
25.29
25.29
11
2.82
169.04
658
0.22
0.00
25.29
25.29
12
3.00
180.09
813
0.27
0.00
25.29
25.29
13
3.11
186.79
974
0.321
0.00
25.29
25.29
14
3.15
188.81
1138
0.37
0.00
25.29
25.29
Peak Inflow_
15
3.10
186.04
1299
0.43
0.00
25.29
25.29
16
2.981
178.62
1452
0.48
0.00
25.291
25.29
17
2.78
166.93
1594
0.53
0.00
25.29
25.29
18
2.54
152.59
1721
0.57
0.00
25.29
25.29
19
2.32
138.99
1835
0.60
0.00
25.29
25.29
20
2.11
126.60
1936
0.64
0.00
25.29
25.29
21
1.92
115.31
2026
0.671
0.00
25.29
25.29
22
1.75
105.03
2106
0.69
0.00
25.29
25.29
23
1.59
95.66
2176
0.72
0.00
25.29
25.29
24
1.451
87.14
2238
0.74
0.00
25.291
25.29
25
1.32
79.37
2292
0.76
0.00
25.29
25.29
26
1.20
72.29
2339
0.77
0.00
25.29
25.29
27
1.10
65.85
2380
0.78
0.00
25.29
25.29
28
1.00
59.98
2414
0.80
0.00
25.29
25.29
29
0.91
54.63
2444
0.811
0.00
25.29
25.29
30
0.83
49.76
2468
0.81
0.00
25.29
25.29
31
0.76
45.32
2488
0.82
0.00
25.29
25.29
32
0.69
41.28
2504
0.83
0.00
25.29
25.29
33
0.63
37.60
2516
0.83
0.00
25.29
25.29
34
0.571
34.251
2525
0.83
0.00
25.29
25.29
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
1 of 5

35
0.52
31.19
2531
0.83
0.00
25.29
25.29
36
0.47
28.41
2534
0.84
0.00
25.29
25.29
37
0.43
25.88
2535
0.84
0.00
25.29
25.29
38
0.39
23.57
2533
0.83
0.00
25.29
25.29
39
0.36
21.47
2529
0.83
0.00
25.29
25.29
40
0.33
19.56
2524
0.83
0.00
25.29
25.29
41
0.30
17.81
2516
0.83
0.00
25.29
25.29
421
0.27
16.231
2507
0.831
0.00
25.29
25.29
43
0.25
14.78
2497
0.82
0.00
25.29
25.29
44
0.22
13.46
2485
0.82
0.00
25.29
25.29
45
0.20
12.26
2472
0.81
&00
25.29
25.29
46
0.19
11.17
2458
0.81
0.00
25.29
25.29
47
0.17
10.17
2443
0.80
0.00
25.29
25.29
48
0.15
9.27
2427
0.80
0.00
25.29
25.29
49
0.14
8.44
2410
0.79
0.00
25.29
25.29
50
0.13
7.69
2392
0.791
0.00
25.29
25.29
51
0.12
7.00
2374
0.78
0.00
25.29
25.29
52
0.11
6.38
2355
0.78
0.00
25.29
25.29
53
0.10
5.81
2335
0.77
0.00
25.29
25.29
54
0.09
5.29
2315
0.76
0.00
25.29
25.29
55
0.08
4.82
2295
0.76
0.00
25.29
25.29
56
0.07
4.39
2274
0.75
0.001
25.29
25.29
57
0.07
4.00
2253
0.74
0.00
25.29
25.29
58
0.06
3.64
2231
0.74
0.00
25.29
25.29
59
0.06
3.32
2209
0.73
0.00
25.29
25.29
60
0.05
3.02
2187
0.72
0.00
25.29
25.29
61
0.05
2.75
2164
0.71
0.00
25.29
25.29
62
0.04
2.51
2141
0.71
0.00
25.29
25.29
63
0.041
2.28
2118
0.70
0.00
25.291
25.29
64
0.03
2.08
2095
0.691
0.00
25.29
25.29
65
0.03
1.89
2072
0.68
0.00
25.29
25.29
66
0.03
1.73
2048
0.67
0.00
25.29
25.29
67
0.03
1.57
2025
0.67
0.00
25.29
25.29
68
0.02
1.43
2001
0.66
0.00
25.29
25.29
69
0.02
1.30
1977
0.65
0.00
25.29
25.29
70
0.02
1.19
1953
0.64
0.00
25.29
25.29
71
0.021
1.08
1928
0.64
0.00
25.291
25.29
72
0.02
0.99
1904
0.631
0.00
25.29
25.29
73
0.01
0.90
1880
0.621
0.00
25.29
25.29
74
0.01
0.82
1855
0.61
0.00
25.29
25.29
75
0.01
0.74
1831
0.60
0.00
25.29
25.29
76
0.01
0.68
1806
0.60
0.00
25.29
25.29
77
0.01
0.62
1781
0.59
0.00
25.29
25.29
78
0.01
0.56
1757
0.58
0.00
25.29
25.29
79
0.011
0.51
1732
0.57
0.00
25.291
25.29
80
0.01
0.47
1707
0.56
0.00
25.29
25.29
81
0.01
0.43
1682
0.551
0.00
25.29
25.29
82
0.01
0.39
1657ij
0.00
25.29
25.29
83
0.01
0.35
1632
0.00
25.29
25.29
84
0.01
0.32
1607
0.00
25.29
25.29
85
0.00
0.29
1582
0.00
25.29
25.2986
0.00
0.27
1557
0.00
25.291
25.29
Moore Humane Animal Welfare center
25-Year, 12-Hour Storm Hydrograph Routing
2 of 5

87
0.00
0.24
1532
0.50
0.00
25.29
25.29
88
0.00
0.22
1507
0.50
0.00
25.29
25.29
89
0.00
0.20
1482
0.49
0.00
25.29
25.29
90
0.00
0.18
1457
0.48
0.00
25.29
25.29
91
0.00
0.17
1432
0.47
0.00
25.29
25.29
92
0.00
0.15
1407
0.46
0.00
25.29
25.29
93
0.00
0.14
1382
0.46
0.00
25.29
25.29
941
0.00
0.131
1356
0.451
0.00
25.29
25.29
95
0.00
0.12
1331
0.44
0.00
25.29
25.29
96
0.00
0.10
1306
0.43
0.00
25.29
25.29
97
0.00
0.10
1281
0.42
0.00
25.29
25.29
98
0.00
0.09
1256
0.41
0.00
25.29
25.29
99
0.00
0.08
1231
0.41
0.00
25.29
25.29
100
0.00
0.07
1205
0.40
0.00
25.29
25.29
101
0.001
0.07
1180
0.39
0.00
25.29
25.29
102
0.001
0.06
1155
0.381
0.00
25,29
25.29
103
0.00
0.05
1130
0.37
0.00
25.29
25.29
104
0.00
0.05
1104
0.36
0.00
25.29
25.29
105
0.00
0.05
1079
0.36
0.00
25.29
25.29
106
0.00
0.04
1054
0.35
0.00
25.29
25.29
107
0.00
0.04
1029
0.34
0.00
25.29
25.29
108
0.00
0.03
1003
0.33
0.00
25.29
25.29
109
0.00
0.03
978
0.32
0.00
25.29
25.29
1101
0.00
0.03
953
0.311
0.00
25.29
25.29
111
0.00
0.03
928
0.31
0.00
25.29
25.29
112
0.00
0.02
902
0.30
0.00
25.29
25.29
113
0.00
0.02
877
0.29
0.00
25.29
25.29
114
0.00
0.02
852
0.28
0.00
25.29
25.29
115
0.00
0.02
826
0.27
0.00
25.29
25.29
116
0.00
0.02
801
0.26
0.00
25.29
25.29
117
0.00
0.01
776
0.26
0.00
25.291
25.29
118
0.00
0.01
751
0.251
0.00
25.291
25.29
119
0.00
0.01
725
0.24
0.00
25.29
25.29
120
0.00
0.01
700
0.23
0.00
25.29
25.29
121
0.00
0.01
675
0.22
0.00
25.29
25.29
122
0.00
0.01
650
0.21
0.00
25.29
25.29
123
0.00
0.01
624
0.21
0.00
25.29
25.29
124
0.00
0.01
599
0.20
0.00
25.29
25.29
125
0.00
0.01
574
0.19
0.00
25.29
25.29
126
0.00
0.01
548
0.181
0.00
25.291
25.29
127
0.00
0.01
523
0.17
0.00
25.29
25.29
128
0.00
0.01
498
0.16
0.00
25.29
25.29
129
0.00
0.00
473
0.16
0.00
25.29
25.29
130
0.00
0.00
447
0.15
0.00
25.29
25.29
131
0.001
0.00
422
0.14
0.00
25.29
25.29
132
0.00
0.00
397
0.13
0.00
25.29
25.29
133
0.00
0.00
371
0.12
0.00
25.29
25.29
134
0.00
0.00
346
0.111
0.001
25.29
25.29
135
0.00
0.00
321
0.11
0.00
25.29
25.29
136
0.00
0.00
295
0.10
0.00
25.29
25.29
137
0.00
0.00
270
0.09
0.00
25.29
25.29
138
0.00
0.00
245
0.08
0.00
25.29
25.29
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
3 of

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Drainage
Depth of Ponding: in
DrainageLimiting - • 11
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
4 of 5
cf OUT

Time to Drain: 2.00 hours 1 120.00 Minutes
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
5 of

x
LL
2.00
1.50
0.50
0.00
0
Bioretention Basin No. 1 Flow Mitigation - 10-Year, 6-Hour Storm Event
10 20 30 40 50 60 70 80
90 100 110 120
130 140 150 160
170 180 190 200
Time (minutes)
Inflow (Post Dev. Q)
Retention Outflow
Inflow (Pre Dev. Q)
Stage
Pre/ Post Graph

No. 2
culvert SP091 ] matl cover 3'44 PM an Dale: 7/612010 Page 7 of 1

Formulating Pre- & Post- Development Hydrographs
utilize small watershed method & center -weighted storm (Malcom)
Return Period [ 10)year
1= 1111M in/hr
Cpre 0.861(composite woods/soil Rational C)
Cpost 0.691(Composite Rational C)
A= Nomacre
A= 9 771 s( Rainfall _ 3.93 in (6 hr Depth assoc. with 10 yr Moore. Co. storm)
Qpre= 1.54 cfs
Qpost= 1.24 cfs
Vol - Pre
3,009
cf
Vol - Post
cf
Tpre
1014
min
Tpost
min
Time Step � __.min
Time
Q-pre
Q-post
min
cfs
cfs
0
0.00
0.00
1
0.01
0.02
2
0.03
0.06
3
0.06
0.13
4
0.11
0.23
5
0.17
0.35
6
0.24
0.48
7
0.32
0.61
8
0.40
0.75
9
0.50
0.88
10
0.60
1.00
11
0.70
1.10
12
0.80
1.17
13
0.91
1.22
14
1.01
1.24
15
1.10
1.22
16
1.19
1.18
17
1.28
1.11
18
1.35
1.02
19
1.41
0.93
20
1.47
0.85
21
1.50
0.77
22
1.53
0.70
23
1.54
0.64
24
1.54
0.58
25
1.52
0.53
26
1.50
0.49
27
1.45
0.44
28
1.40
0.40
29
1.33
0.37
30
1.26
0.34
31
1.19
0.31
32
1.13
0.28
33
1.07
0.25
34
1.01
0.23
35
0.96
0.21
36
0.90
0.19
37
0.86
0.18
38
0.81
0.16
39
0.77
0.15
40
0.72
0.13
41
0.69
0.12
PRE CN ` -- - 98II S= 0.20) Q`= 3.70 in
POST CN 77.35 So 2.93 Q'= 11 & 8J in
C-Factor Calculation
Project: Carolina Golf Association
Location: Moore County
Pre Developed
C-factor (CF)
Cover description
CF Area(Sq. Foot)
Impervious Area
0.9 9122
Lawns, soils,vegetatio
0.3 766
PERCENTIMP
0.93
CF (weighted):
0.86
Total Area: 9771 Sq.
Foot
- ac or Calculation
Project: Carolina Golf Association
Location: Moore County
Post Developed
C-factor (CF)
Cover description
CF Area(Sq. Foot)
Impervious Area
0.9 6344
Lawns, soils,vegetatio
0.3 3427
PERCENT IMP
0.65
CF (weighted):
0.69
Total Area: 9771 Sq.
Foot
Carolina Golf Association
Inflow
1 of

42
0.65
0.11
43
0.61
0.10
44
0.58
0.09
45
0.55
0.08
46
0.52
0.08
47
0.49
0.07
48
0.46
0.06
49
0.44
0.06
50
0.42
0.05
51
0.39
0.05
52
0.37
0.04
53
0.35
0.04
54
0.33
0.04
55
0.31
0.03
56
0.30
0.03
57
0.28
0.03
58
0.27
0.03
59
0.25
0.02
60
0.24
0.02
61
0.23
0.02
62
0.21
0.02
63
0.20
0.02
64
0.19
0.01
65
0.18
0.01
66
0.17
0.01
67
0.16
0.01
68
0.15
0.01
69
0.14
0.01
70
0.14
0.01
71
0.13
0.01
72
0.12
0.01
73
0.12
0.01
74
0.11
0.01
75
0.10
0.01
76
0.10
0.00
77
0.09
0.00
78
0.09
0.00
79
0.08
0.00
80
0.08
6.00
81
0.07
0.00
82
0.07
0.00
83
0.07
0.00
84
0.06
0.00
85
0.06
0.00
86
0.06
0.00
87
0.05
0.00
88
0.05
0.00
89
0.05
0.00
90
0.04
0.00
91
0.04
0.00
92
0.04
0.00
93
0.04
0.00
94
0.04
0.00
95
0.03
0.00
96
0.03
0.00
97
0.03
0.00
98
0.03
0.00
99
0.03
0.00
100
0.03
0.00
Carolina Golf Association
Inflow
2 of

Hydrograph Routing through Infiltration Basin #2
Watershed Area
Pmmac
Retention Basin Outlet Control
Average Area
Os02 ac
Type Structure:
PVC Riser
Average Area
1,0721sf
Cw:
Average Depth
,ry.72 in
_3.0i
Average Depth
1`00 ft
Dry Storage Volume
;,fit 1 072• cf
Dry Storage Volume
8;099. gal
Candor Sand CaC
Effective length
f 3.14 ft
Min. Infiltration Rate
L 66 000 iNhr
Height Above Soil
I 11in
Height
100 ft
Volume lost to Infl
"` 0"536, cf/hr
Time InflowVolum"e'"in
y„ JPIy
F
Inln C%S st Cf •
0 0.00 0.00
" Storag"e"Stage
"'�
„C }„ fi,'jy
Ouflow +Irifilt� Vol"Out Notes r-
Cf. yCf
Y 0.00 0.00 0.00
0 0.00
1
0.02
0.92
1
0.00
0.00
0.92
0.92
2
0.06
3.65
4
0.00
0.00
3.65
3.65
3
0.13
8.04
8
0.01
0.00
8.04
8.04
4
0.23
13.87
14
0.01
0.00
8.93
8.93
5
0.35
20.87
26
0.021
0.00
8.93
8.93
6
0.48
28.67
46
0.04
0.00
8.93
8.93
7
0.61
36.90
74
0.07
0.00
8.93
8.93
8
0.751
45.13
110
0.10
0.00
8.931
8.93
9
0.88
52.97
154
0.14
0.00
8.93
8.93
10
1.00
60.03
205
0.19
0.00
8.93
8.93
11
1.10
65.94
262
0.24
0.00
8.93
8.93
12
1.17
70.42
323
0.30
0.00
8.93
8.93
13
1.22
73.25
388
0.36
0.00
8.93
8.93
14
1.24
74.28
453
0.42
0.00
8.93
8.93
Inflow
15
1.22
73.47
518
0.48
0.00
8.93
8.93
_Peak
16
1.181
70.85
579
0.54
0.00
8.931
8.93
17
1.11
66.56
637
0.59
0.00
8.93
8.93
18
1.02
61.04
689
0.64
0.00
8.93
- 3
19
0.93
55.65
736
0.69
0.00
8.93
8.93
20
0.85
50.73
778
0.73
0.00
8.93
8.93
21
0.77
46.25
815
0.76
0.00
8.93
8.93
22
0.70
42.17
848
0.791
0.00
8.93
8.93
23
0.64
38.44
878
0.82
0.00
8.93
8.93
24
0.581
35.05
904
0.84
0.00
8.931
8.93
25
0.53
31.95
927
0.86
0.00
8.93
8.93
26
0.49
29.13
947
0.88
0.00
8.93
8.93
27
0.44
26.56
965
0.90
0.00
8.93
8.93
28
0.40
24.21
980
0.91
0.00
8.93
8.93
29
0.37
22.07
993
0.93
0.00
8.93
8.93
30
0.34
20.12
1004
0.941
0.00
8.93
8.93
31
0.31
18.35
1014
0.95
0.00
8.93
8.93
32
0.28
16.73
1022
0.95
0.00
8.93
8.93
33
0.25
15.25
1028
0.96
0.00
8.93
8.93
34
0.23
13.90
1033
0.96
0.00
8.93
8.93
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
1 of 6

Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
2 of

Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
3 of

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Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
4 of 6

Totals 1,457 cf IN
Dry Storage Volume 1,072 cf
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
5 of
0,879 cf OUT

Retention Drainage Time:
Depth of Ponding: 12 in
Limiting Drainage Rate: 6.00 in / hr
Time to Drain: 2.00 hours 1 120.00 Minutes
Moore Humane Animal Welfare Center
25-Year, 12-Hour Storm Hydrograph Routing
6 of

F
LL
2.00
1.50
0.50
Bioretention Basin No. 2 Flow Mitigation - 10-Year, 6-Hour Storm Event
II
III
_
I
II
I' �I
-
i
I�IIiiII�,;
10 20 30 40 50 60 70
80
90 100 110 120
130 140 150 160
170 180 190 200
Time (minutes)
Inflow (Post Dev.
Q)
Retention Outflow
Inflow (Pre Dev. Q) --Stage
Pre/ Post Graph

Riser Calculations for
Pine Needles Country Club
Southern Pines, North Carolina
Riser Design for Bioretention Basin No. 2
Drain Area 0.22 Ac.
Intensity= 9
Cc= 0.69
Peak Flow 010
1=
6.00 inch.
C =
0.69
A =
0.22 Ac.
010 = CIA
010=
1.2 CFS
Principal Spillway Riser
Elevation =
451.8
Riser loves Elevation =
447.53
Barrel Invert Out =
44693
Barrel Length =
120 ft.
Bartel Size =
12 'PVC
Kp =
0.0267
Barrel Area =
0.79 at
0 barrel =
4.99 CFS
Riser
Width of Weir 3.14 h
0 riser = 1.2 CFS
H = 0.25 ft H is Weir depth above user.
Capable of Carrying
Basin 2'm SPOr11 ewer Desgn I of I 7I0o2nta

Precipitation Frequency Data Server
Page I of 3
POINT PRECIPITATION 4&
FREQUENCY ESTIMATES ®�,
FROM NOAA ATLAS 14 `� 0
SOUTHERN PINES 2 W, NORTH CAROLINA (31-8089) 35.1667 N 79.4333 R' 400 feet
from "Recipilation-Fr yucney Atlas sf the (failed States" NOAA ATW 14. VNume 2, Version 3
(I. M. Nonnin. D. Martin, a. Un, T. ParghA, %.Phis, and D. Ri Icy
%QAA. National Weathc Smice. Silver Spring, Maryland, 2004
ARI"
(years)
c
min
III
nnn
IS
mat
RO
mat
611
nnn
I20
mat
T hr
6 hr
12hr
4 hr
48 hr
4 d1
7 day
IU
_,
'o
1,
3o
(LJIFj
45
d.1
611
t
MJ
FI
0.44
0.70
0.38
1.21
LSU
1.76
1.87
2.23
2.63
A09
3.M1
4.Ik1
4.66
5.32
7.17
8JN)
11.27
13.52
�(1.52
0.83
1.05
IAS
LRI
2.14
226
2.69
7.19
3.73
4.37
4.85
5.56
6.34
R.47
111.43
13:?2
15.80
�0.60
0.97
I J
1.74
2.23
2.67
2.R4
3.38
4.02
4.69
5.41
5.99
6.79
7.63
If1.02
12.20
I5.17
17.R9
IU
0.67
LU7
1.35
1.96
2.55
3.07
7.29
3.93
469
$.45
6.27
6.`1n
7.76
8.65
11?4
13.54
16.fi1
I9.51
25
0.74
LIR
1.49
221
2.94
3.hU
3.9f1
4i67I
5.62
6.44
7.47
R.14
9.11
IO.UI
12.R9
I5.70
18.52
2L59
50
0.79
L26
1.59
2.40
3.25
4.(N)
4.78
5.27
6.3R
7.32
6.35
9.17
10.18
11.09
417
16.65
19.97
23.16
1110
0.84
LJl
LhN
2.57
J.54
4dl
4.88
5.89
7.18
8.17
9.30
10.15
IL27
12.17
ISA7
1799
T
24b7
200
0.88
L39
1.76
2.74
3.84
4.82
5.39
6.54
8.02
9.IW
10.27
1120
12 40
13.?8
16.7R
19.33
22.79
26.15
5110
U.97
L47
L85
2.94
4.22
5.3fi
6.111
7.43
9,22
I(134
I L60
12.63
13.95
14.78
18.57
21.12
24.61
28.(17
I000
0.97
1.52
1.91
3.10
4.52
5.79
6.67
R.16
IU.19
11.19
12.66
13.7h
15.16
IS 95
1996
22.51
26.1ID
29.51
' TMm precipitation hequency estaretes we Eased on a omal duration setks. ARI is he Average Recurrence Interval.
Please refer to NOAA Aeas 14 Opctons b mprB inlwmaEM. NOTE: Forma N krces estmads mm zero b appear n zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI*" 5 IU 15 30 60 120 3 6 12 24 49 4 7 10 20 30 45 60
(years) min min "Ni. in min min hr hr hr hr hr day day'I day 11 day 11 Jay I I day
=I
OA9
0.78
(L97
1.73
1.6h
1.97
2.OR
2.47
2.92
3J5
3.SR
4.32
4.9R
5.67
Z59
9A1
11.91
14. 33
0.56
0.92
1.16
1.60
2.01
2.7R
2.52
2A8
7.53
4.U5
4.68
5.19
5 95
6.74
8.96
11 08
13.96
16.62
�0.67
1.117
1.35
1.93
2.47
297
3.16
3.74
4.45
S.U9
5.85
6.40
7.27
8.11
I(1.60
12.R9
IA96
I8.R1
10
0.74
1.18
L49
2.16
2.81
3A2
3.65
4.13
5.18
5.91
6.77
7.37
R.31
9.19
IF] N9
14.30
17.51
20.51
25
0.81
1.30
L64
2.44
3.24
4.IID
433
5.15
6.19
7.03
8.02
8.70
9.74
10.64
13.63
16.16
19.51
22b9
50
0.87
L38
1.75
2.b3
3.57
4.45
4.86
5.80
7.02
7.92
9.01
9.76
IO.R9
IL79
15.o0
17.60
2L(16
44.34
100
0.92
1.46
LNS
2.83
3.(N)
4A0
5.4U
6.47
7.8R
8.N4
10.03
IONS
12.07
12.96
16.J8
19"U3
22.56
2A96
2UU
0.97
1.53
1.93
3.111
4.22
5.35
5.97
7.18
8.80
9.78
11.09
I L99
13.28
14.14
17.80
2U.47
24.(IS
2Z54
c00
102
1.62
2.(14
A24
4.65
5.95
6.76
8.15
II),I I
11.09
12.54
13.54
14 95
15.76
19.73
22.41
26.00
29.63
I IIUII
1.06
1.68
2.11
7.41
4.98
6.43
7.40
R.95
11.16
12.12
13.72
14.1fi
16.2R
IZ(ll
21?2
23.93
27.50
311U
' The now
bound of
the confidence
iMerva'
at 90%
confidence
level
is the value
which
5%of Me
su rite
nuwrok
values for
a given hesitancy
we
waster Man.
Thew preWdation frequency estimates we haled on a owtial duration series. AM is May Average Recustence Interval.
Please now to NOAA Atlas 14 Document Ion more infwmawn. NOTE: Farmalerg vewnn eawnaln new zero b wow as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI*• 5 10 I$ 10 611 12U J 6 12 �4 4N 4 7 IU �0 3U 4S 60
(years) ismin in min min min hr It hr hr hr day day day day day Jny day
�0.40
0.64
U.8f1
L10
1.37
1.60
1.69
2A7
2.39
2.Nfi
3.74
7.77
4.75
5.112
(78
8A2
II
12.85
�OA7
0.76
095
1.72
1.65
IY4
2.U5
2.45
2JNI
3.45
4.03
4.53
5.20
5.97
El
9.92
12.52
ISAII
�
0.55
11.88
1.11
1.58
2.0J
2A1
2.57
3.08
3.64
4.34
A03
5.59
7.18
9.46
11.54
W 33
16.97
10
Ob0
0.97
1.22
1.77
2.31
2.77
2.97
3.55
4.23
5.03
5.81
6.47
7.27
R.12
Ill.(r0
12.79
15.71
ISA9
25
11.67
L06
1.35
L99
2.65
3.L
3.50
4.20
5.U4
5.97
6.86
7.57
R.46
9.78
12.12
1444
17.49
20.44
U.71
A3
?23
9
4.70
o36335.68
R4
29SU
100
fl75
1.19
L50
2.J0
3.17
3.91
4.32
5.'_2
6.33
747
8.54
9.3h
IUA2
11.35
14.47
16.92
20.13
23.28
2110
0.78
1.24
1.56
2.44
3.42
4.0
4.74
5.73
7.(Nl
825
9.40
I11.30
11.43
12.74
-
1R,66
1 E
21A(1
24.h3
500
0.82
E]Efl
2.60
3.73
4.68
5.30
6.43
Z91
9.32
10.58
1157
12.79
13. 99
17.25
19 75
E64
26.38
I UIIO
0.85
L77
L67
2.7I
y96
5.00
5.73
6.9R
8.62
10.15
IL50
1256
1J.R7
14.72
IRA7
20.9fi
24.27
27.68
The Iowa WIN of the confidence interval as 90%confidence level is Me value *Nch 5%of the emulated quwtle values for a on"hesuency me Ins than.
"These forwpitaEon frequency estimates we based on a paNal Oyrabpn minima sene5. AM is Me Average ReceROMe Heival,
http://hdsc.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statena... 4/ 15/2010

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