SW6100103_HISTORICAL FILE_20120907

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 1jX2 J3
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

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Anderson Lnaineeri.
P.O. Box 1736
305 North Chippewa
Lumberton, N.C. 28359
Licensure No.: C-0793
January 19, 2010
NCDWQ
Surface Water Protection Section
Attention: Mike Lawyer
225 Green Street, Suite 714
Fayetteville, NC 28301-5043
Ref: Robeson County DSS Facilit,
Stormwater Management:Per
Mike,
Please find enclosed the `folloa
review and approval:, ;'
•
One original and one;c(
•
One onginal dithe ,el
•
One original of,the Wel
•
One original of the Det
•
One USGS map idcm4
•
One copy of the.sealed,'
•
One copy of theapplio
•
One copy of the most c
•
One original of the con
•
Two sets of plans,
•
One permit application
& Assoc., P.A.
®ENP—PP0
JAfV2 �0/^��vtal
®g�VVQ
the above
of the StormivaterManagement Permit?
tention Basm Supplement Form,
tentioh Basin Operation and Mamtenanc
3 Narrative,
the site location,£
lied and dated Calculations,
soils report from ECS, LLP,
nt Property Deed,
tPA "Parf.aTT _ RannirF+A 74nme (`harlrlict"
Larry Anderson, RE.
President
ect for your
301231).
Should you require any additional information, please do not hesitate to contact me.
Sincerely,
AND RSON ENGINE RING & ASSOCIATES, P.A.
Sam. 711. Powers P
Form,
SJP/rrc
National Society of
Enclosures Professional Engineers®
Phone: [phone] • Fax: [phone] • Email: [e-mail]

t 6h -d
ate Received Fee Paid
Permit Number
Applicable Rules:
(select all that apply)
❑ oastal SW —1995 ❑ Coastal SW — 2008 ❑ Ph II - Post Construction
NrNon-Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form 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.):
Robeson County DSS Facility
2. Location of Project (street address):
120 Glen Cowan Road (SR 1547)
City:Lumberton County:Robeson Zip:28360
3. Directions to project (from nearest major intersection):
Take Exit 17 from I-95, head west on NC Hwy 711 for approximately 0.78 mi, then turn right on SR 1547 (Glen
Cowan Road) The proposed main entrance for the proposed development will be located approximately 450
linear feet north of the NC Hwy 711-SR 1547 intersection on your left
4. Latitude:340 37' 43.284" N Longitude:79° 03' 51.984" 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
2. 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, 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):
❑LAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 30_0 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the ProJ'ect Name, Project/Permit Number,
issue date and the type of each permit:Project Name: Robeson County DSS Facility Proj ID: ROBES-2010-005
Issue Date: 9.28.2009, Type: New Land Disturbing Permit
DENIM -FRO
JAN 2 0 610
DWQ
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 oroTect):
Applicant/Organization:County of Robeson
Signing Official & Title:Kenneth N. Windley, Jr. - County Manager
b. Contact information for person listed in item la above:
Street Address:701 North Elm Street
City:Lumberton State:NC Zip:28358
Mailing Address (if apylicable):Same As Above
Phone: (910 ) 671.3022
Email:[e-mail]
Zip:
Fax: (910 ) 671.3010
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
El 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
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone:
State:
State:
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:Sam [sham, Metcon Construction
Signing Official & Title:Sam Isham. Project Manager
b.Contact information for person listed in item 3a above:
Mailing Address:PO Box 1149
City:Pembroke
Phone: (210 ) 521.8013
State:NC Zip:28372
Fax: (910 ) 521.8014
Email:[e-mail]
Form SWU-101 Version 07July2009 Page 2 of 6

4. Local jurisdiction for building permits: City of Lumberton Planning & Inspections Department
Point of Contact:Brandon Love Director
Phone #: (910 ) 671.3976
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Wet Detention Pond
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) thePProject has been designed in accordance with:
El Coastal SW —1995 U Ph II — Post Construction
3. Stormwater runoff from this project drains to the Lumber River basin.
4. Total Property Area: 24,91 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area*:
24.91 acres
Total project area shall be calculated to exclude the following: the normal yool of imppounded 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 landward from the NHW (or MHW) 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 = 67.9 %
9. How many drainage areas does the project have?l (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.
;Basinvinforrnation's xkr F 15t
iDfiaihageiAreallf
EDfauia e,Area!C ,,
;Drain e Area; �i
',Drain elAr6e
Receiving Stream Name
Lumber River
Stream Class *
WS-IV,B;
Sw,H W
Stream Index Number *
14-(7)
Total Drainage Area (so
1,085,079.6
On -site Drainage Area (sf)
1,085,079.E
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (sf)
736,490.7
% Impervious Area** (total)
1 67.9
'IinOn-site` iviousi�::Suefa`ce?Ar"eas,�-,�'°�
=_Diaina e Areavlrz
lDraina eAieal
?Drains e'Area`�'�
'Drains etArea�'=
Buildings/Lots (sf)
52,707.6
On -site Streets (so
0
On -site Parking (sf)
248,727.6
On -site Sidewalks (so
14,810.4
Other on -site (sf)
0
Future (so
420,245.1
Off -site (so
0
Existing BUA*** (sf)
0
Total (sf):
736,490.7
btream Class and Index Number can be determined at: http:llh2o enr state ne.us/bims/reports/reportsW6 htnd
** Imyervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07July2009 Page 3 of 6

*** Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by nero BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe 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
fromhtto://h2o_.enr.state.nc.us/su/bmo 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 http://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 http://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 hUp://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
hUp://www.envhelp.org/pages/onestopexpress.htrnl 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/management for
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 '6 mile of the site boundary, include the 1h
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).
Initials
6S9
W' A
ssP
55P
ss?
S3P
SSP
ST?
Form SWU-101 Version 07July2009 Page 4 of 6

p. Vegetated buffers (where required).
Copy of any applicable soils report with the associated SHWT elevations (Please identify S7P
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 a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1699 Page No: 447-450 53P
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N A.
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 2H.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.
hU://www.secretary.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
http://h2o.enr.state.nc.us/su/bml2 forms.htmadeed 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:Samuel 1. Powers, PE
Consulting Finn: Anderson Engineering and Associates. PA
Mailing Address:305 North Chippewa Street
City:Lumberton State:NC Zip:28358
Phone: (910 ) 671.9530
Email:[e-mail]
Fax: (910 ) 618.0838
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 In%ormation, 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 lb) 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.
Form SWU-101 Version 07July2009 Page 5 of 6

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 $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of County of
do hereby certify that
personally appeared
before me this _ day of and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANTS CERTIFICATION
I, (print or type name of person listed in Contact Information, item 2) Kenneth N. Windley, Ir. (County Manager)
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 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
T1 WAJD` - . do hereby certify that T-Q/
before me this W`day o a0lb
stormwater permit. Witness my hand d official seal,
w�Mwwwww�+ ..
a y
~ NOTAIpy �
�'�COUK �A j
SEAL
Date: 1-1 2-fo
the StatQ of County of
(� personally appeared
Towle tge thud execution of the application for a
My commission expires
Form SWU-101 Version 07July2009 Page 6 of 6

Anderson Lnzineering & Assoc., P.A.
P.O. Box 1736
305 North Chippewa
Lumberton, N.C. 28359
Licensure No.: C-0793
ROBESON COUNTY DSS FACILITY
STATE STORMWATER PERMIT NARRATIVE
JANUARY 18, 2010 DEER —FRO
JAB; 2 0 2010
PROJECT DESCRIPTION: D V Q
The Department of Social Services (DS.
housed in a conglomeration of�buildi g�
approximately 14.7 acres of.land. The'A
causing the need for growth<a d�expaans
30 acre parcel of land wbicFis part of a
Robeson County. It'rs plAnned to constl
100,000+ square fe t of new building ai
relocated DSS facility=and staff. Antici]
!r' _ $ kE
.construction is scheduledato begin the ei
spaces will be provided for this facility.
with avvroxrmately<400 parkine snaces
approximately 1
Larry Anderson, P.E.
President
CA,?(
Robeson County is currently
egCparcels of land totaling
rrji'eztremely undersized, thus
n decidedjro:relocate DSS to a
iiccre ptract of land currently owned by
facility which -will provide
iated parking to•accommodate the
;tion time is,13,m6nths, and
2010. Approximately 550 parking
ployee parkng.lot will be provided
The tract of land selected'for this 'proposed project totals +/= 39.67 acre. The site was
previously used for agriculturallparposes and will requir"e minimal demolition to prepare
the site for construction This facility and associa ed parking wrll'only utilize
approximately 30 acres of the,pareel?during,ythis`phase of construction. The site is
currently divided into this 30 acre tca`ctand�theh sepal e�9+ acre tract by an existing
drainage canal which currently drains the proposedsiteand surrounding properties.
Slopes on the site are mild ranging from 0 — 5%. Based on NRCS Soil Survey data, the
predominant soils on the site are Faceville fine sandy loam and Goldsboro loamy sand.
Lakeland sand, Lynchburg sandy loam, and Rains sandy loam are present on the site as
well according to the NRCS Soil Survey data. The site is bordered to the north by NC
Highway 72, to the east by SR 1547 (Glen Cowan Road), and to the south by NC
Highway 711. It is proposed to access the site with two separate entrances. The main
entrance will be a driveway access from Glen Cowan Road, with a secondary
employee/service entrance off NC Highway 72.
National Society of
Professional Engineerse
AMPELicenwdblendw
Phone: [phone] • Fax: [phone] • Email: [e-mail]

STORMWATER CONTROL:
It is proposed to utilize a single wet detention basin to treat stormwater runoff from all
proposed impervious, or built -upon, areas on the site. This wet detention basin has been
designed for ultimate build -out of the 30 acre site, including an assumption of 85% ,,MY- �n
maximum impervious area limitation in areas intended for future buildings/parking. The 7�?0
remaining +/- 9.67 acres of the property to the southwest of the existing drainage canal
has not been included in this stormwater management system. The proposed wet
detention basin will utilize two forebays for pretreatment and will discharge through a�Fiism c7uPe
single discharge control structure. The control structure utilizes two 4" 0 orifices to —kas elf Cl
regulate stormwater discharge to meet state and local quality and quantity control a eaa� s oti
standards. The wet detention basin has been designed to treat stormwater runoff for 90%
TSS removal since a vegetated filter has not been incorporated at the outlet. A frame and
grate will be installed on top of the discharge control structure as a trash rack so that it
can be used as an emergency overflow device as well. The wet detention basin has also
been designed such that it can be drained by gravity flow through an 8" sluice gate in
case of emergency, or if maintenance is needed.
This project is to be considered as high density, so there is no problem with conveying
stormwater runoff from the proposed building and parking lots through a piped storm
drainage system. This storm drainage system and wet detention basin have designed to
accommodate the 10-year storm. Storm drainage drop inlets have been provided at
strategic locations to allow future development to simply tie into the system as the wet
detention basin has already been designed for these future developments.
The permanent pool elevation for the wet detention basin was also determined to be 36"
below existing ground by hand auger borings at two locations. Survey data at these two
locations indicate an existing ground elevation of approximately 137', thus a seasonal'
high water table of 134' was assumed and the permanent pool elevation was set at
133.50' which is 6" below the determined seasonal high water table.
2

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STORMWATER RETENTION CALCULATIONSProj`°"ems
Date: ect: Robeson 011 8-2010 County DSS Facility y:Job #: 60 p DENR-FRO ��a
JAh 2 G[.A
DWQ
STAGE -STORAGE FUNCTION (ABOVE PERMANENT POOL)
S Z
CONTOUR CONTOUR AREA INCR. VOL. ACCUM. VOL. STAGE In S In Z Z est
[FT2] [FTJ [FTC] [FT] [FT]
13.5. Du u
u
u.0
134.00 63756.65
15939
15939
0.5
9.6765
-0.6931
0.49
135.00 68383.00
66070
82009
1.5
11.3146
0.4055
1.60
136.00 73065.84
70724
152733
2.5
11.9364
0.9163
2.50
137.00 77805.80
75436
228169
3.5
12.3378
1.2528
3.35
Constant (y-Intercept)
10.66931
Ks =
43015
Slope (X Coefficient)
1.37567
b =
1.38000
Standard Error of Coefficient
0.07825
RZ =
0.99703
STAGE -STORAGE FUNCTION
log -log plot
12,0000
0-0000
-- 000
--
6.0000
y = 1.3757x + 10.669
R' = 0997
--&.0000
- ---
-4,0000
2.0000
-1.0000 -0.5000 0.0000 0.5000 1.0000 1.5000
In Z
Future Building Area =
11.35 ac
Proposed Asphalt Area =
5.71 ac
Proposed Building Area (Roof) =
1.21 ac
Proposed Concrete Area =
0.34 ac
Treated Pervious Area =
6.30 ac
Untreated Pervious Area =
3.30 ac
Pond Area =
1.79 ac
Total Drainage Area =
30.00 ac
0 Seriesl
-Linear (Seriesl) I

STORMWATER RETENTION CALCULATIONS
Project: Robeson County DSS Facility By: Sip
Date: 01-18-2010 Job #: 60-1214
Runoff Coefficient, C:
Pre -Development
ID
Area (ac) C.
C x A
Unimproved cleared area
30.00 0.35
10.50
Wooded, deep ground litter
0.00 0.10
0.00
Total 30.00
10.50
C� = 0.35
Post -Development
UNTREATED RUNOFF (PERVIOUS AREAS ONLY)
ID
Area (ac)
C.
C x A
Wooded, Deep Ground Litter
3.00
0.10
0.30
Lawn, dense soil, flat 2%
0.30
0.17
0.05
Commercial, Generalized
0.00
0.85
0.00
Total 3.30
0.35
TREATED RUNOFF
ID
C� = 0.11
Area (ac) C. C x A
Roof, inclined
1.21
1.00
1.21
Street, driveway, sidewalk
6.05
0.95
5.75
Lawn, dense soil, flat 2%
6.30
0.17
1.07
Commercial, Generalized
11.35
0.85
9.65
Total 24.91
17.68
C, = 0.71
*Source: Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E. - Exhibit 1
Storm Intensit
L = 1100 ft
H= 4 ft
KH
T� = 14.92 min
T, =
Say 15 min
UNTREATED
TREATED
Design Storm: 10 year
Location: Lumberton, NC
Duration
[min]
Intensity
[in/hr]
5
8.10
15
110
10
6.48
So, 110 =
4.86
QP=
Cx110xA=
Qp=
Cx110xA=
1.76 cfs
85.95 cfs

STORMWATER RETENTION CALCULATIONS
Project: Robeson County DSS Facility By: Sip
Date: 01-18-2010 Job #: 60-1214
a
Estimate Volume of Runoff V
P 10 =
2.58 in
Storm: 1-hr 10 yr
Location: Lumberton, NC
SCS CURVE
NUMBER:
Soil Type:
Goldsboro
Hydrologic Soil Group: B
32%
Faceville
B
24%
Lynchburg
C
14%
Rains
B/D
16%
Lakeland
A
13%
Wagram
A
1%
ID
Area (ac) CN'
CN x A
Impervious - Roof
1.21 98
118.58
Impervious - Parking lot, Sidewalk
6.05 98
592.90
Lawn, Good condition
6.30 61
384.30
Commercial & Business 85% Impervious 11.35 92
1044.20
Total 24.91
2139.98
CNaff= 86
`Source:
NC Erosion and Sediment Control Planning
and Design Manual - Tables 8.03(e)
- (g)
1000
s=--to
CN
S = 1.63 in Q. = 1.31 in
V = Q* x A = 118374 cf
ID
Area (ac) Imperviousnp.
Area (ac)
Impervious - Roof
1.21
100%
1.21
Impervious - Parking lot, Sidewalk
6.05
100%
6.05
Lawn, Grass Medians
6.30
0%
0.00
Commercial & Business 85% Impervious
11.35
85%
9.65
Total
24.91
16.91
SIMPLE METHOD
Rv=0.05+0.9*IA
V =3630 *RD * R v *A
Time to Peak. T.:
T V
1.39•QP
Ro =
1.0 in
IA =
68%
Rv =
0.66 in/in
V =
59758 cf
Tp = 16.5
min

STORMWATER RETENTION CALCULATIONS
Project: Robeson County DSS Facility By: Sip
Date: 01-18-2010 Job #: 60-1214
Allowable Discharge (Pre -development Conditions):
Qall = Qpre = Cpre x I1 o x A
C'pre =
Im=
A=
Qall= Qpre=
Peak Inflow* =
85.22
cfs
Peak Unrestricted Outflow =
1.76
cfs
Peak Pond Outflow* =
1.16
cfs
Peak Elevation* =
135.57
ft
Peak Storage* =
117347
cf
*See Storm Routing on Next Page
0.35
4.86 cfs
30.00 ac
51.03 cfs
Top of Pond El. [ft] = 137.00
Storage Avail.[cf] = 152733
Actual Allowed
cfs cfs
2.92 < 51.03 OK!
OK!
OK!
STORM ROUTING
Pipe (Orifice):
V-Notch:
Input Data:
N
2
Q =
C[tan(0/2)]H512
Qp
85.95
cfs
Cd
0.6
C =
2.5
Tp
17
min
D
4
6 =
0
degrees
AT
3
min
Zi
133.50
9 =
0.0000
radians
Weir:
Invert=
134.00
feet
Ks
43015
Cw
3.0
b
1.38
L
9.0
ft
Zcr
135.75
ft
TIME
INFLOW
STORAGE
STAGE
ORIFICE
V-NOTCH
WEIR
OUTFLOW
[min]
[cfs]
[ft3]
IN
[cfs]
[cfs]
[cfs]
[cfs]
0
0.00
0
133.50
0
0.00
0.00
0.00
3
6.44
0
133.50
0.00
0.00
0.00
0.00
6
23.82
1159
133.57
0.04
0.00
0.00
0.04
9
46.94
5440
133.72
0.19
0.00
0.00
0.19
12
68.88
13856
133.94
0.44
0.00
0.00
0.44
15
83.05
26175
134.20
0.61
0.00
0.00
0.61
18
85.22
41014
134.47
0.75
0.00
0.00
0.75
21
74.74
56219
134.71
0.86
0.00
0.00
0.86
24
59.53
69517
134.92
0.94
0.00
0.00
0.94
27
47.32
80063
135.07
0.99
0.00
0.00
0.99
30
37.62
88402
135.19
1.03
0.00
0.00
1.03
33
29.91
94988
135.28
1.06
0.00
0.00
1.06
36
23.78
100180
135.35
1.09
0.00
0.00
1.09
39
18.90
104264
135.40
1.10
0.00
0.00
1.10
42
15.03
107468
135.44
1.12
0.00
0.00
1.12
45
11.95
109972
135.47
1.13
0.00
0.00
1.13

STORMWATER
RETENTION
CALCULATIONS"''"ram•
Project: Robeson County DSS
Facility
By: SJP�
Date: 01-18-2010
Job M 60-1214
48
9.50
111920
135.50
1.14
0.00
0.00
1.14
51
7.55
113425
135.52
1.14
0.00
0.00
1.14
54
6.00
114578
135.53
1.15
0.00
0.00
1.15
57
4.77
115453
135.55
1.15
0.00
0.00
1.15
60
3.79
116105
135.55
1.15
0.00
0.00
1.15
63
3.02
116580
135.56
1.15
0.00
0.00
1.15
66
2.40
116915
135.56
1.16
0.00
0.00
1.16
69
1.91
117139
135.57
1.16
0.00
0.00
1.16
72
1.52
117274
135.57
1.16
0.00
0.00
1.16
75
1.20
117338
135.57
1.16
0.00
0.00
1.16
78
0.96
117347
135.57
1._16 J
0.00
0.00
1.16
81
0.76
117311
135.57
1.16
0.00
0.00
1.16
84
0.61
117240
135.57
1.16
0.00
0.00
1.16
87
0.48
117141
135.57
1.16
0.00
0.00
1.16
90
0.38
117019
135.57
1.16
0.00
0.00
1.16
93
0.30
116880
135.56
1.16
0.00
0.00
1.16
96
0.24
116727
135.56
1.15
0.00
0.00
1.15
99
0.19
116562
135.56
1.15
0.00
0.00
1.15
102
0.15
116389
135.56
1.15
0.00
0.00
1.15
105
0.12
116209
135.55
1.15
0.00
0.00
1.15
108
0.10
116023
135.55
1.15
0.00
0.00
1.15
111
0.08
115833
135.55
1.15
0.00
0.00
1.15
114
0.06
115640
135.55
1.15
0.00
0.00
1.15
117
0.05
115444
135.54
1.15
0.00
0.00
1.15
120
0.04
115245
135.54
1.15
0.00
0.00
1.15
123
0.03
115046
135.54
1.15
0.00
0.00
1.15
126
0.02
114844
135.54
1.15
0.00
0.00
1.15
129
0.02
114642
135.53
1.15
0.00
0.00
1.15
132
0.02
114439
135.53
1.15
0.00
0.00
1.15
135
0.01
114236
135.53
1.15
0.00
0.00
1.15
138
0.01
114032
135.53
1.14
0.00
0.00
1.14
141
0.01
113828
135.52
1.14
0.00
0.00
1.14
144
0.01
113623
135.52
1.14
0.00
0.00
1.14
147
0.00
113419
135.52
1.14
0.00
0.00
1.14
150
0.00
113214
135.52
1.14
0.00
0.00
1.14
153
0.00
113009
135.51
1.14
0.00
0.00
1.14
156
0.00
112805
135.51
1.14
0.00
0.00
1.14
159
0.00
112600
135.51
1.14
0.00
0.00
1.14
162
0.00
112395
135.51
1.14
0.00
0.00
1.14
165
0.00
112191
135.50
1.14
0.00
0.00
1.14
168
0.00
111986
135.50
1.14
0.00
0.00
1.14
171
0.00
111782
135.50
1.14
0.00
0.00
1.14
174
0.00
111578
135.50
1.13
0.00
0.00
1.13
177
0.00
111374
135.49
1.13
0.00
0.00
1.13
180
0.00
111170
135.49
1.13
0.00
0.00
1.13

aM
. ��
70.00
50.00
u
0
M 40.00
30.00
20.00
10.00
I ��
Chainsaw Routing Results - 10 Year Design Storm
0 20 40 60 80 100 120 140 160 180
Time [min]
—:— Inflow
t Discharge

STORMWATER RETENTION CALCULATIONS By: SJP�tersr
Project: Robeson County DSS Job #: 60-1214
Date: 0 1 - 18-2010 q$
p a
��6'@trtory �s/
STAGE -STORAGE FUNCTION (TOTAL)
S Z
CONTOUR INCR. ACCUM.
CONTOUR AREA VOL. VOL. STAGE In S In Z Z est
(FT2] [FT) [FT) [FT] [FT]
129.00 0 0 0.0
130.00 35231.23 17616 17616 1.0 9.7765 0.0000 0.98
131.00 38783.10 37007 54623 2.0 10.9082 0.6931 2.09
132.00 42428.19 40606 95228 3.0 11.4640 1.0986 3.03
133.00 46166.08 44297 139526 4.0 11.8460 1.3863 3.92
133.50 54898.84 25266 164792 4.5 12.0124 1.5041 4.38
134.00 63756.65 29664 194456 5.0 12.1780 1.6094 4.90
135.00 68383.00 66070 260525 6.0 12.4705 1.7918 5.96
136.00 73065.84 70724 331250 7.0 12.7106 1.9459 7.00
137.00 77805.80 75436 406686 8.0 12.9158 2.0794 8.04
Constant (y-Intercept) 9.81028 Ks = 18220
Slope (X Coefficient) 1.48567 b = 1.49000
Standard Error of Coefficient 0.03539
R2 = 0.99886
STAGE -STORAGE FUNCTION (FOREBAY 11
S Z
CONTOUR INCR. ACCUM.
CONTOUR AREA VOL. VOL. STAGE In S In Z Z est
129.00
0
0
0.0
130.00
5391.19
2696
2696
1.0
131.00
6010.52
5701
8396
2.0
132.00
6662.25
6336
14733
3.0
133.00
7346.33
7004
21737
4.0
133.50
8620.94
3992
25729
4.5
7.8994
0.0000
0.97
9.0356
0.6931
2.09
9.5978
1.0986
3.05
9.9868
1.3863
3.96
10.1554
1.5041
4.43
Constant (y-Intercept)
7.93775 Ks =
2801
Slope (X Coefficient)
1.49209 b =
1.49000
Standard Error of Coefficient
0.04843
R2 =
0.99788
Drainage Area
16.12
Total Drainage Area
24.91
% of Total
65%
Required % of Perm. Pool Volume
13%
% OF TOTAL PERMANENT POOL VOLUME
14% OKI

STORMWATER RETENTION CALCULATIONS By: SJP
Project: Robeson County DSS Job #: 60-1214
Date: 01-18-2010
STAGE -STORAGE FUNCTION (FOREBAY 2)
S
Z
CONTOUR
INCR.
ACCUM.
CONTOUR
AREA
VOL.
VOL.
STAGE
In S
In Z
Z est
[FT2]
[FT)
[FT']
[FT]
[FT]
129.00
0
0
0.0
130.00
2276.41
1138
1138
1.0
7.0372
0.0000
0.98
131.00
2720.42
2498
3637
2.0
8.1988
0.6931
2.07
132.00
3193.10
2957
6593
3.0
8.7938
1.0986
3.03
133.00
3694.25
3444
10037
4.0
9.2140
1.3863
3.96
133.50
4631.84
2082
12119
4.5
9.4025
1.5041
4.47
Constant (y-Intercept)
7.06559 Ks =
1171
Slope (X Coefficient)
1.56305 b =
1.56000
Standard Error of Coefficient
0.03625
Rz =
0.99892
Drainage Area
8.79
Total Drainage Area
24.91
% of Total
35%
Required % of Perm. Pool Volume
7%
% OF TOTAL PERMANENT POOL VOLUME
7% OK!
STORAGE VOLUME DRAWDOWN TIME
Number of orifices =
2
CD =
0.6
D=
4
in
A =
0.09
sf
g =
32.2
ft/sec2
ElevalionoVERFLOW =
136
ElevationINVERT =
133.5
Ha =
2.5
Hd3 =
0.83
Q =
0.77
cfs
TemporaryPOOIVOLUME =
152733
cf
TImeDEWATERING -
199091
seconds
TImeDEWATERING =
3318
min
TImeDEWATERING =
55.30
hours
TImeDEWATERING =
2.30
days

0
ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
October 16, 2009
Mr. Sam Isham®ENR-FRO
Metcon Inc.c.
d-
763 Comtech Drive
Pembroke, NC 28372 JAN 2 0 610
RE: Test Pit Exploration and Geotechnical Evaluation
Robeson County Social Services Building Complex
Glen Cowan Road
Lumberton, North Carolina
ECS Project Number 33:1151, Addendum No. 1
Dear Sam
As requested ECS Carolinas, LLP has completed the requested test pits and bearing
capacity evaluation for the above referenced project.
Test pit excavations were performed at the locations selected by Anderson Engineering
and Associates. Please see the attached location diagram in appendix A. The hand
auger borings were performed by a rubber tire backhoe. Dynamic Cone Penetrometer
(DCP) tests at 1 foot intervals were performed in the test pits at the depths noted on the
DCP boring logs in general accordance with ASTM procedure STP-399. This test
consists of driving a 1.5-inch diameter conical point into the soil using a 15 pound ring
weight, free -falling a height of 20 inches. The number of blows required to drive the
cone into the soil a distance of 1.75 inches is termed the DCP Resistance Value (blows
per increment) and is indicated for each test on the hand auger logs. These results and
soil classifications are attached Appendix A.
DCP Tests in Test Pit No. 1 showed an allowable net bearing capacity of 2,000 psf in
the upper 4 feet from existing ground surface and increased to 3,000 psf to test pit
termination depth (Approximately 6 feet). DCP Tests in Test Pit No. 2 showed an
available net bearing capacity of 3,000 psf to a depth of 3 feet, decreased to 2,500 psf
from 3 to 4 feet and increased to 3,000 psf to test pit termination depths. DCP Tests in
Test Pit No. 3 showed an allowable net bearing capacity of 2,000 psf in the upper 2 feet
and increased to 3000 psf to test pit termination depth.
Due to the variability of the upper silty sand and/or clayey sand layers and the
information collected at the locations explored we have concluded that the upper soil
strata of the locations explored should be capable of supporting foundations designed
for an allowable net bearing capacity of 2,000 pounds per square foot (psf) at a depth of
2 feet below existing ground surface. If foundations could be extended to a bearing
depth of 3 feet below existing graded surface they maybe designed for an allowable net
bearing capacity of 3,000 psf. Please note that pockets of loose sands may be
726 Ramsey St., Suite 3 • Fayetteville, NC 28301 • T 910-401.3288 • F: 910-323-0539 • www.ecsfimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid -Atlantic. LLC • ECS Southeast, LLC • ECS Texas, LLP

encountered along the foundation lines of the proposed structures and potential
undercutting should still be anticipated to reach design bearing capacities.
In -situ Test Results
One in -situ infiltration test was performed, two auger borings were performed to
determine seasonal high groundwater table at the location of the proposed retention
pond. The volume of water that flows through the sample in a given time is measured
and used to compute the hydraulic conductivity of the soil.
Based upon the in -situ testing performed; the following seasonal high water table and
infiltration rates were obtained:
Coordinates
Seasonal High
Infiltration Rates
Location ID
Water Table
performed at 48
inches
I 1
790 04'03"
36 inches
340 37'43"
NA
1-2
790 04'04"
36 inches
1.02 in/hr
340 37'45"
Average
36 inches
1.02 in/hr
Respectfully Submitted,
ECS CAROLINAS, LLP
Miguel A. Santiago, P.E.
Vice President / Branch Manager
NC PE License No. 033082
YNai:la�inathan, P.E.
Principal Engineer
NC PE License No. 019937

'e q1 yp
q 12 ai"'Il.11flf'em
t f) •' r c I�'!01 I��. �' Ei SITE DEVELOPMENT PLAN
P
n ��; t'3i•lil�i :f1� Fqq pm FOR S4 4
�� +I��Ilt�l'Ij Bg5 Q ROBESON COUNTY s �tjx
DEPARTMENT OF SOCIAL SERVICES
f• 1! i

O
CAMCDO-11M S
ECS Carolinas, LLP
726 Ramsey Street, Suite 3
Fayetteville, NC 28301
Phone: [phone]
Fax: [phone]
www.ecslimited.com
DYNAMIC CONE PENETROMETER TEST
JOB INFORMATION
NAME
Robeson County Social Services Department
NUMBER
33:1151
LOCATION
Glen Cowan Road Lumberton, North Carolina
DATE
Wednesday,September 30 2009
FIELD CREW
Mike Santiago, Brooks Wall, James Davis
Boring
Sample
Depth
1-3/4-
1-3/4-
1-3/4"
EstimatedB
earing
Capacity
USCS
Remarks/Soil Classification
Test Pit No. I
Surface
NA
NA
NA
NA
NA
SM
Brown Silty Sand
S-1
1'
5
6
7
2000
SM
Orange brown silty sand
S-2
2'
6
8
8
2000
SC
Orange tan brown orange silty clayey sand
S-3
3'
6
7
6
2000
SC
Orange tan brown orange silty clayey sand
S-4
4'
8
9
8
3000
SM
Orange tan brown orange silty sand
5-5
5'
9
13
10
>3000
SM
Orange tan brown orange silty sand
S-6
6
10
10
12
>3000
SM
Orange tan brown orange silty sand
Test Pit No. 2
Surface
NA
NA
NA
NA
NA
SM
Brown Silty Sand
S-1
1'
10
11
13
>3000
SC
Orange brown tan clayey sand
S-2
2'
9
8
9
3000
SC
Orange brown tan clayey sand
S-3
3'
7
8
7
2500
SC
Orange brown tan clayey sand
S-4
4'
13 1
12
13
>3000 1
SC
Orange brown tan clayey sand
S-5
5'
14 1
16 1
20
>3000
SC
Orange brown tan clayey sand
5-6
6'
20
19 1
18
>3000 1
SC
Orange brown tan clayey sand
Soils samples were obtained by means of the hand auger procedure. Tice borings at the site were advanced using a three-inch diameter hand auger.
In addition, Dynamic Cone Penetrometer (DCP) tests were performed in the hand auger boreholes at the depths noted on the boring logs In
accordance with ASTM STP-399. In the DCP test a 1.5 inch diameter cone Is driven into the soil by a 15 pound ring weight with a free fall of 20 Inches.
The number of blows required to drive the cone into the soil a distance of 1.75 inches is termed the DCP Resistance Value and is indicated for each
test on the hand auger logs.
Page 1 of 2

ECs Carolinas, LLP
r- 726 Ramsey Street, Suite 3
` Fayetteville, NC 28301
� Phone: [phone]
o Fax: [phone]
www.ecslimited.com
DYNAMIC CONE PENETROMETER TEST
JOB INFORMATION
NAME
Robeson County Social Services Department
NUMBER
33:1151
LOCATION
Glen Cowan Road, Lumberton, North Carolina
DATE
Wednesday,September 30, 2009
FIELD CREW
Mike Santiago, Brooks Wall, James Davis
Boring
Sample
Depth
1-3/4"
1-3/4"
1-3/4"
Estimated
Bearing
Capacity
USCS
Remarks/soil Classification
Test Pit No. 3
Surface
NA
NA
NA
NA
NA
SM
Brown Silty Sand
S-1
1'
8
7
7
2000
SM
Orange gray sandy clay
S-2
2'
10
11
12
3000
SC
Orange tan brown orange silty clayey sand
S-3
3'
9
10
9
3000
SC
Orange tan brown gray orange silty clayey sand
S-4
4'
12
12
11
>3000 1
SC
Orange tan brown gray orange silty clayey sand
S-5
S.
14
15
16
>3000
1SM
SM
Orange tan brown gray orange silty clayey sand
S-6
6'
18
19
21
>3000
Orange tan brown gray orange silty clayey sand
Soils samples were obtained by means of the hand auger procedure. The borings at the site were advanced using a three-inch diameter hand auger.
In addition, Dynamic Cone Penetrometer (DCP) tests were performed in the hand auger boreholes at the depths noted on the boring logs in
accordance with ASTM STP-399. In the DCP test a 1.5 inch diameter cone is driven into the soil by a 15 pound ring weight with a free fall of 20
inches. The number of blows required to drive the cone Into the soil a distance of 1.75 inches is termed the DCP Resistance Value and is indicated for
each test on the hand auger logs.
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