SW6121003_HISTORICAL FILE_20121106

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
� /2��
YYYYMMDD

Patterson, Robert
From: SAME, TIM [[e-mail]
Sent: Tuesday, November 06, 2012 1:35 PM
To: Patterson, Robert
Subject: JCU Stormwater Permit
Robert-
i checked with my boss and was told that the other basin that you were questioning yesterday is definitely not in our
scope of work. That basin was for another development altogether and not part of the JCU. Please let me know if there
is anything else you need.
Thanks,
Tim
Timothy J. same, PE
Project Manager— Infrastructure & Design
& 'GREENkbRNE'& O'MARA
'CoNSUl1fNG ENa' EERS
fi1lj�irad$GrufiGl3:frif 'iJyWis_
5565 Centerview Drive, Suite 107
Raleigh, NC 27606
Direct: 919-532-2316 1 Cell: [phone]
Fax: [phone]
www.preenhorne.com I [e-mail]
NOTE: The information transmitted is intended only for the person or entity to which it is addressed and may contain confidential and/or
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♦ �1
STORMWATER MANAGEMENT PERMIT
PROJECT NARRARTIVE
Joint Communications Facility (Phase 1) — PN 60815, JSOC
Fort Bragg, North Carolina
G&O Project -4140684 DQ3
October 23, 2012
Project Description:
The SOF Joint Communications Facility is located at Fort Bragg, North Carolina along
the south side of the former Pope Air Force Base (now Pope Army Airfield). The existing
bio-retention facility for which a stormwater permit is being sought is located within
Phase I of the Joint Communication Facility. This site is located west of Reilly Road,
south of Hurst Drive, north of Butner Road, and east of Malvesti Street within the new
JSOC limits.
In December 2010, Teng & Associates submitted permit documents and an application to
NCDENR for the expansion of the existing building. NCDENR responded that they were
unable to verify that the existing building (Phase 1) had been permitted. Fort Bragg's
Water Management Branch (WMB) responded that Phase I had not been permitted due to
timing (prior to NPDES Phase If implementation).
On March 3, 2011 the Phase I1 construction project received approval of "Stormwater
Permit No. SW6101204" to construct a "High Density Bio-Retention Project" from
NCDENR. The following statement was made in this approval letter: "Note that this
permit is for Phase 1I of this facility; and treats a portion of Phase I that is referred to in
the permit as offsite area. The remaining portions of Phase I will be permitted separately
or as a modification to this permit."
On August 22, 2012, the Wilmington District of the Army Corps of Engineers contracted
with Greenhorne & O'Mara to apply for a retrofit permit of the existing bio-retention
facility constructed in conjunction with the Phase I construction. In accordance with the
scope of work, a geotechnical engineer visited the existing bio-retention facility in order
to obtain infiltration rates and assist with identifying the in -place soil profile. Considering
exact depths and thicknesses of the different media were difficult to maintain, a copy of
the original construction details have been included with this submittal. Also in
accordance with the scope of work, a topographic survey of the existing site was
completed in order to assist in determining the actual drainage area to the bioretention
facility as well as documenting the characteristics of the constructed facility.
In addition to the original construction details, the following information is being
provided: Geotechnical Findings (2 included — September 24, 2012 and October 17,
2012), Drainage Area Map, Simple Method Calculations comparing required storage to
available storage, photographs of the existing facility, USGS map identifying the project
location, Stormwater Management Permit Application Form, Bioretention O&M
agreement, Bioretention Supplemental Form, and $505 review fee.

114 --
Considering that the purpose of this application is to permit an existing facility, some
information requested in the supplemental form has been left blank (i.e. pre/post 1-yr, 24
hour runoff and peak control, factor of safety for sizing underdrains, etc.)

PLANNING • SITE ENGINEERING • TRANSPORTATION
GREENHORNE & OWARA, INC.
ENVIRONMENTAL • SURVEYING/MAPPING
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Geotechnical, Environmental, and Materials Engineers
September 24, 2012
Greenhorne & O'Mara, Inc.
5565 Centerview Drive, Suite 107
Raleigh, North Carolina 27606
Attention: Mr. Timothy Same, PE
Re: Letter of Transmittal and Summary of Testing
Soil Science Report for "Erosion Control and Site Drainage Calculations"
JCU Bio-Retention Basin — As Built
Fort Bragg, North Carolina
Building & Earth Project No. RD12389
Ladies and Gentlemen:
As requested and authorized by Mr. Timothy Same, PE of Greenhorne & O'Mara, Inc., Building &
Earth Sciences, LLP is pleased to present the results of the field testing and observations for the
storm water basin at the existing JCU project site. This site is located on the Joint Security
Operations Complex (JSOC) near the intersection of Reilly and Butner Roads on Fort Bragg
Military Installation, North Carolina.
Scope of Service
The intent of our testing and field work was to observe and document the soil profile and the
groundwater conditions that affect and influence the drainage rate of the storm water basin at this
site. At the time of our site work, the basin had been constructed, and appears to be functioning
properly. The details of the basin were provided in a series of drawings including drawing VF-101
(Existing Conditions Plan), drawing CG-104A (Erosion Control Plan), and drawing C-504 (Details)
provided by Greenhorne & O'Mara. We have included a copy of each of these plans for your
reference. Our testing was performed at one location, as shown on the attached plan.
The controlling parameters for the infiltration basins is the depth to evidence of Seasonal High
Water Table (SHWT), and the saturated (stabilized) permeability of the soils in the floor and berms
of the basin. Any restrictive horizons within the soil profile could substantially affect the drainage
capacity of the basin. Mr. Mike Eaker, a North Carolina Licensed Soil Scientist with Southeastern
Soil & Environmental Associates, Inc., under contract to Building & Earth Sciences, has assisted
with the field work and reporting for this work. Mr. Eaker's report details the procedure used in his
field evaluation, the results of the soil observations, the depth to seasonal high groundwater and
the depth to observed water at each test location. Mr. Eaker's report is included with this report.
The storm water basin for this project has been designed as a bio-basin that functions as an
infiltration basin. There is also an outflow structure that allows water to exit the system through a
610 Spring Branch Road
Dunn, North Carolina 28334
Phone [phone] Fax [phone]

GgocechAlcal. Environmental, and MacerhIs Engineers
PVC underdrain. If the pond functioned as a true infiltration basin (with no outlet control structure),
the floor of the basin will need to be set at an elevation that is 24 inches above the SHWT, and the
soils will need to have an available saturated drainage rate of at least 0.52 inches per hour. In
order to confirm this, the saturated permeability of the basin was calculated using a Compact
Constant Head Permeameter (CCHP).
The results of our testing are summarized below.
Location
I-1
Ground Elevation ft
258.6
Bottom of Basin ft
258.6
Depth to SHWT in
69
SHWT Elevation ft
252.9
Depth to Water in
NE
Water Elevation ft
< 249.6
CCHP Test Depth in
45
CCHP Test El. ft
254.9
Ksat (in/hour)
>5.0
• NE Not Encountered
Summary of Observations and Recommendations
Therefore based upon our testing and observations, the floor of the basin is at least 24 inches
above the seasonal; high water table (SHWT), and the soils below the basin drain at a rate that is
greater than 0.52 inches per hour. Additionally, the bio-basin filtration soil mixture is at least 36
inches thick at the location tested. The bio-basin soil mixture was tested to determine the particle
size distribution. The following table presents the result of this testing.
1561A
Grainsize
• passing .375"
100
% passing No. #4
95
• passing No.10
94
• passing No.16
86
• passinq No 40
56
%passing No.100
16
% passing No.200
11.0
Attorberg Limits
Liquid Limit
NP
Plastic Limit
NP
Plastic Index
NP
USCS Class.
I sw-sM
JCU Bio-Basin As -Built 2 RD12389
Fort Bragg, North Carolina

Geonchnlao. Environmental, and Matpriilt Enginagrt
Statement of Design Method. Test Method and Limitations
The flow of the near surface soils has been approximated using the concepts presented in
Bernoulli's Equation for steady state flow and Darcy's Law for fluid flow through a porous media.
Additionally, our Ksat values were calculated using the Glover solution which is dependant on the
geometry of the bore hole, and the hydraulic head. To develop our recommendations, Building &
Earth has measured/calculated the saturated flow rate (Ksat) for the soils at the site using
accepted test methods and equipment. Ultimately, the drainage of the basins will be a function of
the saturated flow rate of the soils, the surface area of the basin geometry, and the pressure
differential (hydraulic head) induced by the storm water levels in the pond.
In order to determine the appropriate Ksat for the soils in each basin, a small diameter bore hole
was advanced to a pre -determined depth of interest. At this depth, a constant head (pressure) was
established and maintained. Once our measurements approached a stabilized flow rate, our test
was terminated.
The recommendations in this report are limited by a number of geologic considerations. The
primary limitation is the fact that geologic formations are variable in nature. The soils in
Cumberland County are subject to perched water conditions, artesian conditions, and layers of
undulating low permeability clay seams and layers. All of these geologic conditions have an affect
on the steady state flow of groundwater. To the extent possible we have identified the material
types that will impact the flow of groundwater, and have provided our professional opinion
regarding the depth (elevation) to evidence of SHWT.
Although Bldg & Earth has not provided an exhaustive survey of all of the soil deposits at the site, it
is our opinion that we have properly and adequately characterized the site with regard to flow from
the storm water basins that are planned for this development. Based upon our observations and
results of our testing, it is our opinion that the existing basin has been constructed as designed,
and is functioning as designed.
Closing
If you need further information, or if we can provide additional service, please contact us.
Respectfully Submitted,
Building & Earth Sciences, LLP
Kurt A. Miller, P.E.
Senior Geotechnical Engineer
Attachments: Soil Scientist Report for Soil Profile and SHWT
Compact Constant Head Permeability Testing Results
JCU Bio-Basin As -Built 3 RD12389
Fort Bragg, North Carolina

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax (91Q)822-4540
Email mike 0southeastemsoil.com
September 17, 2012
Mr. Kurt Miller, PE
Building and Earth Sciences, LLP
610 Spring Branch Road
Dunn, NC 28334
Re: Seasonal high water table (SH WT) evaluation for existing stormwater retention area.
JSOC parking lot (near building 1840), Fort Bragg, North Carolina
Dear Mr. Miller,
An evaluation of -soil properties on a portion of the aforementioned property has been
conducted at your request. The purpose of the investigation was to determine soil water
table depths for use in stormwater retention design.
Soils at the test site are most similar to the Wagram soil series (see attached boring; log).
One boring; was advanced to a depth 9.0 feet. Seasonal High Water Table (SHW'F) as
determined by evidence of colors of chroma 2 or less was encountered at a depth of 69
inches below the ground surface. The attached map shows the approximate location of
the sample point (adjacent to the existing treatment area).
I trust this is the information you require at this time.
Sincerely,
/ 4i(z- e_�
Mike baker
President
SOILSC
SL D���
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NG 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log, .ISOC parking lot (near building 1840), Fort Bragg, NC
This map unit consists of well drained soils on uplands. These soils formed in loamy and
sandy sediments. Slopes range from 0 to I percent.
A - 0 to 2 inches; dark grayish brown (I OYR 4/2) loamy sand; weak fine granular
structure; very friable; many Fine roots; abrupt smooth boundary.
E - 6 to 44 inches; dark yellowish brown (1 OYR 4/6) loamy sand; single grained; loose;
very friable; abrupt smooth boundary.
13t1 - 44 to 59 inches; strong brown (7.5YR 5/8) sandy clay loam; weak medium
subangular blocky structure; friable; gradual wavy boundary.
Bt2 - 59 to 69 inches; strong brown (7.5YR 5/8) sandy clay loam; common medium
prominent brownish yellow (I OYR 6/6) and few faint very pale brown (I OYR 7/3)
mottles; weak fine subangular blocky structure; firm; gradual wavy boundary.
Cl - 69 to 83 inches; mixed strong brown (7.5YR 5/8), brownish yellow (I OYR 6/6) and
light gray (I OYR 7/2) sandy clay loam; massive subangular blocky structure; very firm;
gradual wavy boundary.
C2 - 83 to 94 inches; yellowish red (5YR 5/8) sandy clay loam, massive; Firm; gradual
wavy boundary.
C3 - 94 to 108 inches; mixed strong brown (7.5YR 5/8) and light gray (I OYR 7/2) coarse
sandy clay loam; massive; firm.
SH WT @ 69 inches (10YR 7/2)
SOIt1SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAG&MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

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Gootachnical, Environmantal• and Materials Enalnaors
Project Name: .ICU Storrnwater Basin As-Biull
Client Name: Greenhorne & O'Mara
Technician: B. Carlson
Test Constants
Liquid Used: tap water
'Pest Location: Basin A
Project Number: 12-389
Report Number: I of 1
Date: 9/17/2012
Depth of Water Table: 69" Water Temp ( °F): 70 OF
Constants:
Capacity
Li uid Containers
setting
Rate cm -/cm
Sight Tube
I L
I On
20.000
Storage Tube
51,
2 On
105.000
Tn.vt Auto
Total Negative Constant plead:
NA
inches
Flow rate used: 105 hole Diameter:
2.4
inches
Start Saturation: 9:56 Water Head:
3,25
inches
Hole Radius: 1.200 hole Depth:
45
inches
`,• �
�-
Date
Time
Elapsed
Time (hrs)
Q Total
Flow Rea din gs
Flow Rate
in'/hr
Saturated
Conductivity
Remarks: Weather conditions, etc.
Reading
Tube
Flow
Flow
cm'
}CS�� inlhr
1
S
9/17
9 : 57
0.02
0.02
25.0
105
388.5
1422.46
21.98
unable to maintain head
E 1
9/17
9 : 58
21.3
2
S1
9/17
9 :58
0.02
0.03
21.3
105
462
1691.58
26.14
E 1
9/17
9:59
16.9
3
S
9/17
9 :59
0.02
0.05
16.9
105
462
1691.58
26.14
E
9/17
10 : 00
12.5
4
S
9/17
10 :00
0.02
0.07
12.5
105
472.5
1730.02
26.74
E
9/17
10 : 01
8.0
5
S
9/17
10:01
0.02
0.08
8.0
105
472.5
1730.02
26.74
El
9/17
110 : 02
3.5
6
S
9/17
10 :02
0.01
0.10
3.5
105
367.5
1794.10
27.73
E
10 : 03
0.0
7
S
E
8
S
E
9
S
E
10
S
E
it
S
E
12
S
E
13
S
E
14
S
E
15
S
E
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>5
CCHP-1

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Geocechnical, Environmental, and Materials Engineers
October 17, 2012
Greenhorne & O'Mara
5565 Centerview Dr # 107
Raleigh, NC 27606
Attention: Tim Same
RE: Laboratory Report 41
JCU Storm Water Basin
Fort Bragg, North Carolina
BES Project Number 12-389
On October 3, 2012 a representative of Building & Earth Sciences, Inc. was present at the site to perform
construction materials testing services. On this date further analysis of the installed basin location was
performed to determine permeability of the fill media within the basin; also a representative sample of soils
used for onsitc fill media was obtained for laboratory analysis. The sample(s) were transported to our
laboratory and tested in accordance with ASTM D 422 with ASTM D 1140, (Particle Size Analysis of Soils
with Amount of Materials in Soils Finer than the No. 200 Sieve), ASTM D 4318, (Liquid Limit, Plastic
Limit, and Plasticity Index of Soils), and ASTM D 2487, (Classification of Soils for Engineering Purposes)
as well as analysis of chemical and organic properties.
In addition to soil testing, soil borings were performed within the basin area to determine the profile of fill
materials. Within the basin bottom, the boring showed an area showed surface vegetation (grass) with
minimal homogenous organic content in the top two inches, Orange silty medium sand from two inches to
twenty-four inches below subgradc, and stone layers of indeterminate thickness from twenty-four inches to at
least thirty inches below subgradc. Due to the limitations of hand auger borings, exact stone thicknesses
could not be determined, nor could the entire stone layer be penetrated; however, it did appear as though the
stone was layered with pea gravel on top, followed by a layer of #57 stone, with additional pea gravel
beneath. The perimeter of the basin was lined with small to medium vegetation including varied grasses and
shrubs. The perimeter was also lined with landscape fabric topped by one to two inches of wood mulch.
Below the landscape fabric was approximately six inches of brown mildly organic silty sand, with natural
orange silty medium sand below that depth. We have included a copy of our data reports for the fill media
sample and infiltration testing with this letter. Soil Sample 12-1583
We appreciate the opportunity to be of service to you on this project. If you have any questions concerning
this report, please do not hesitate to contact us.
Respectfully submitted,
Building & Earth Sciences, Inc.
Brad Carlson
Laboratory Supervisor
610 Spring Branch Road
Dunn, NC 28334
Phone [phone] Fax [phone]
www.BuildingandEarth.com

Geocechnical, Environmental, and Marerlals Engineers
Project Name: JCU Stormwater Basin As-Biuli
Client Name: Greenhorne & O'Mara
Technician: B. Carlson
Project Number:
Report Number:
Date:
12-389
1 of 1
9/ 17/2012
Tes7 Constants
Liquid Used: tap water Depth of Water Table: 69" Water Temp (°F): 70 OF
Test Location: Basin A Total Negative Constant Ilead: NA inches
Con.v7anls:
Capacity
Li uid Containers
setting
, Rate cm'/cm
Sight Tube
I
1011
20.000
Story a Tube
5L
2 On
105.000
Test Data
Flow rate used:
105
hole Diameter:
2.4
inches
Start Saturation:
9:56
Water Head:
3.25
inches
Hole Radius: 1.200 Hole Depth: 45 inches
2-Date
Time
Elapsed
Time (hrs)
Total
Flow Rea din =s
Flow Rate
inAr
Saturated
Conductivity
Remarks: Weather conditions, etc.
Rcadin
Tube
Flow
Flow
cm'
1
}dal in/hr
1
S
9/17
9 : 57
0.02
0.02
25.0
105
388.5
1422.46
21.98
unable to maintain head
E
9/17
9 : 58
21.3
2
S
9/17
9 : 58
0.02
0.03
21.3
105
462
1691.58
26.14
E
9/17
9:59
16.9
3
S
9/17
9 :59
0.02
1
0.05
16.9
105
462
1691.58
26.14
E
9/17
10 : 00
12.5
4
S
9/17
10 : 00
0.02
0.07
12.5
105
472.5
1730.02
26.74
E
9/17
10 : 01
8.0
5
S
9/17
10:01
0.02
0.08
8.0
105
472.5
1730.02
26.74
E
9/17
10:02
3.5
6
S
9/17
10 : 02
0.01
0.101
3.5
105
367.5
1794.10
27.73
E
10 : 03
0.0
7
S
E
8
S
E
9
S
E
10
S
Il
S
E
12
-S-
E
l3
S
E
14
S
E
IS
Stabilized Ksat lnlhr
>5
CCHP-1

r -
GOOLOChnicat. Environmental, and Materials Engineers
Project Name: JCU Stormwater Basin
Client Name: Grcenhorne & Omara
Technician: B. Carlson
Project Number: 12-389
Report Number: 2
Date: 10/3/2012
of 2
Test Constants
Liquid Used: lap water Depth of Water Table: Water Temp ( °F): 70 °F
Test Location: Basin Center Total Negative Constant Head: NA inches
Conslaws:
Capacity
Li uid Containers
setting
� Rate cm'/cm
Sight Tube
I L
I On
20,000
Storage Tube
5L
2 On
105,000
Flow rate used:
105
Mole Diameter:
2.4
inches
Start Saturation:
8:37
Water I lead:
8
inches
Hole Radius: 1.200 1 lole Depth: 24 inches
Test Data
F-
Date
Time
Elapsed
Time (hrs)
, n Total
Flow Rea din =s
Flow Rate
in'/hr
Saturated
Conductivity
Remarks: Weather conditions, etc.
Read in =
Tube
Flow
Flow
em3
K�i in/hr
1
S
10/3
8 : 40
0.02
0.02
35.7
105
577.5
2114.47
9.13
E
10/3
8:41
30.2
2
S
10/3
8:41
0.02
0.03
30.2
105
336
1230.24
5.31
E
10/3
8:42
27.0
3
S
10/3
8 : 42
0.02
0.05
27.0
105
315
1153.35
4.98
E
10/3
8:43
24.0
4
S
10/3
8 :43
0.02
0,07
24.0
105
304.5
1114.90
4.81
E
10/3
8:44
21.1
5
S
10/3
8: 44
0.02
0.08
21.1
V 05
304.5
1 l 14.90
4.81
E
10/3
8:45
18.2
6
S
10/3
11 :45
0.02
0.10
19.2
105
304.5
1114.90
4.81
E
10/3
Il :46
15.3
7
S
10/3
11 : 46
0.02
0.12
15.3
105
304.5
1114.90
4.81
E
10/3
11 :47
12.4
8
S
E
9
S
E
10
S
E
I
S
E
12
S
E
13
S
E
14
S
E
15
E
Stabilized Ksat i"/hr
4.81
CCHP-2

100
90
80
70
aY
w 60
Z
tL
Z 50
w
U
w 40
d
30
20
10
Particle Size Distribution Report
o00
�-, A ac ac ;c u at u xt xt
_ 0
10
20
30
40
50
C�
60
70
so
90
10
10 1 0.1 0.01 0.001
GRAIN SIZE - mm
% Gravel % Sand %Fines
3 ` Coarse Fine Coarse Medium Fine Sill Clay
0.0' 0.0 0.0 1 2.3 52.4 32.8 1 12.5
SIEVE
SIZE
PERCENT
FINER
SPEC."
PERCENT
PASS?
(X=NO)
#4
100.0
#f 10
97.7
#16
88.5
#40
45.3
##100
17.1
##200
12.5
Materia.l_Descri ption
Brown Silty sand
Atterberg_Limits_(ASTM D 431.8)
PL= NP
LL= V
N
P1= NP
Classification
USCS= SM
AASHTO=
A-1-b
Coefficients
D85= 1.0569
D60= 0.5898
D50= 0.4744
D30= 0.2766
D15= 0.1224
D10=
Cu=
Cc=
Date Tested:
Tested By:
A. Winters
Remarks
Organic Content of 1.6% by ASTM D2974
(no specification provided)
Sample No.: 12-1583 Source of Sample:
Location: Bottom of Basin
Checked By: B. Carlson Title: Lab Supervisor
Building & Earth Sciences, Inc. Client: G&O
Project: ]CU Storm Water Bain
Dunn, NC Project No: 12-389
Date Sampled: 10-3-12
Elev./Depth: -2" to -24"
Figure 12-1583

Page 1 of 1
Report Number: 12-279-0613
Account Number: 46940 Y
e
wwwaleastem.com
Send To: BUILDING & EARTH
KURTA MILLER PE
610 SPRING BRANCH RD
DUNN NC 28334
Date Received: 10/05/2012 Date Of Analysis: 10/08/2012
A &L Eastern Laboratories
7621 Whitepine Road Richmond, Virginia 23237 1804) 743-94Q1 Fax [phone]
Grower:
BUILDING & EARTH
SOIL ANALYSIS REPORT
Date Of Report: 10/09/2012
Submitted By: B CARLSON
Farm ID:
Analytical Method(s):
Mehlich 3
Organic Matter
Phosphorus
Potassium
Magnesium
Calcium
Sodium
pH
Acidity
C.E.0
Sample ID
Lab
Field ID
Number
a ENR
/, Rate
Mehlich 3
Reserve
K
Mg
Ca
Na
Soil
Buffer
H
IbsIA
ppm Rate
ppm Rate
ppm Rate
ppm Rate
ppm
Rate
ppm Rate
pH
Index
meg1100g
meg1100g
1584
11 VL
35 VL
31 VL
1389
VH
18 VL
06995
0.5 VL 49
7.0
0.0
7.4
NC=9
NC= 18
1583
L
26
25 M
325
H
06996
0.4 VL 55
114
7.1
0.0
1.9
NC=12
NC
Percent
Base Saturation
Nitrate
Sulfur
Zinc
Manganese
Iron
Copper
Boron
Soluble Salts
Chloride
Aluminum
Sample ID
K
Mg
Ca
Na
H
NO
S
Zn
Mn
Fe
Cu
B
SS
CI
Al
Field ID
%
%
%
%
%
a
ppm Rate
ppm Rate
ppm Rate
ppm
Rate
ppm Rate
ppm Rate
ppm Rate
mslcm Rate
ppm Rate
ppm
1584
0.54 L
1.2
3.5
93.9
1.1
0.0
1583
3.5
11.0
85.5
0.0
Values on this report represent the plant available nutrients in the ExptanaSon of symbols: % (percent), ppm (parts per million), IbslA This report applies to sample(s) tested. Samples are retained a
soil. Rating after each value: VL (Very Low), L (Low), M (Medium), (pounds per acre), mslcm (milli -mhos per centimeter), meg1100g maximum of thirty days after testing,
H (High), VH (Very High). ENR - Estimated Nitrogen Release. (milli -equivalent per 100 grams). Conversions: ppm x 2 = IbslA, by: ritt+rr` m G
Analysis prepared by
C.E.C. - Cation Exchange Capacity. Soluble Salts ms/cm x 640 = ppm. - n €L Eastern Laboratories, Inc.
PaurlC McGroary

Trailer
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Offf�t<;i,�.„ 18PROJECT LOCATION
�
+~`±js� � ✓ � � � it �t � �/ ;, �`•�--', '� O'11����° �
i
r•'
'L
GREENHORNS & O'MARA
CONSULTING ENGINEERS
5565 CENTERVIEW DRIVE. SUITE 107
RALEIGH• NC 27606
[phone] FAX [phone]
e� w
Projects JOMT COMMUNICATIONS FACILITY - PN 60815 Drawing
r Wing
CE FORT BRANORTH CAROUNA
Description- Fayetteville/Manchester, NC Date: EX-1
35078-B8-TF-024/35078-A8-TF-024 10-23-2012 Scale; NT'S
7.5-Minute Series (1987)

GREENHORNS & O'MARA
CONSULTING ENGINEERS
Letter of Transmittal
Greenhorne & O'Mara, Inc.
5565 CENTERVIEw DRIVE, SUITE 107, RALEIGH, NC 27606
Robert Patterson
DATE:
11/19/12
NCDENR DWQ-Stormwater Permitting Unit
RE:
JCU Stormwater Permit
512 N. Salisbury Street 9` Floor
PHONE NO:
919-807-6375
Raleigh, NC 27604
JOB NO:
140684.DQ3
X ATTACHED
CALCULATIONS
BLUEPRINTS
CD
MYLARS/SEPIAS
WE ARE SENDING YOU THE FOLLOWING ITEMS:
UNDER SEPARATE COVER
SPECIFICATIONS
COST ESTIMATE
COPY OF LETTER
NARRATIVE
VIA: 71REGULAR MAIL EK] OVERNIGHT MAIL F--] BY HAND F-� PICKUP F—] MESSENGER
COPIES
DATE or NO.
DESCRIPTION
z
CG104A
Erosion Control Plan Area A
1 1
C504
Details
FOR APPROVAL
FOR REVIEW
X FOR YOUR USE
X AS REQUESTED:
REMARKS:
THESE ARE TRANSMITTED AS CHECKED BELOW:
AS APPROVED BY:
AS SUBMITTED FOR APPROVAL TO:
FOR YOUR RECORDS
PLEASE RETURN TO US AFTER USING
Robert, Sending you the additional hard copies of these plans sheets that you requested. Please let me
know if you need anything additional. I can be reached at 919-532-2316. Thanks Tim
SIGNED: Timothy J. Same, PE
ANNAPOLIS, MD A1");A1GT$ALTIMORE, MD BRADENTON, I-L BONIFAY, FL FAIRMONT, WV
FREDERICKSBURG, VA CHANTILLY, VA GERMANTON, MD JACKSONVILLE, FL LAUREL, MD PANAMA CITY, FI.
RALEIGH, NC RICHMOND, VA, WEST PALM BEACH, FI, TALLAHASSEE, FL CLEARWATER, FL

w
77
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KI'(ls
— __. 111�1�2_ - }SDP .'� QT__2_ _=4iPl.►a� G 10 A er_! Coe-y ,ope

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fzz 4-u,-a 4, a e-4 P--0 -a a-svAJ
Application Completeness Review
ai First Submittal ❑ Re -submittal Date Received: !o Z 7 :.Date Reviewed:/r' x
Development/Project Name: O
Receiving stream name u T ro ZA-Af X c I r_gE assification
river Basin: L A p E
By Bill DiuguidL��
SSoG _ 1:�e,rI( 8_'QA4 4f
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, WQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
608t!s
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): W%A
Latitude and Longitude: 3S_D 9 +0 ?.V 12q 00 DSO 1� Jurisdiction For-4 J;&Aj s C'�md•atw�rcQ
Project Address: Ke i
Engineer name and firm: ir, o4rm It X. S vD r
Phone: — 537- - t31 Email:�f ra3 !aAwa„! A*AA(o , com
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? I -Yes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets QI' igh Density ❑ Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
�A 84. 4a
Check for $505.00 included
i/Lego
riginal signature (not photocopy) on application L.ca- WA,, l 109+ gA*JS
al
signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ -For subdivided projects, a signed and notarized deed restriction statement
R" Sealed, signed & dated calculations
®' Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
V
Bioretention
❑
Dry Detention Basin
❑
Filter Strip
❑
Grass Swale
❑
Infiltration Basin
❑
Infiltration Trench
❑
Level Spreader
❑
Permeable Pavement
❑
Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
f Narrative Description of stormwater management provided
a�Soils report, geotech information provided
d Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
Y Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
6r Dimensions & slopes provided
rUd" 'rainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
ray/ BMP operation and maintenance agreements provided
G�Application complete ❑ Application Incomplete Returned: (Date)
May 5, 2011 Revision, Bill Diuguid

GREENHORNE & O'MARA
CONSULTING ENGINEERS
Letter of Transmittal
Greenhorne & O'Mara, Inc.
5565 CENTERVIEW DRIVE, SUITE 107, RALEIGH, NC 27606
Mr. Robert Patterson
DATE:
24 OCT 12
NCDENR— Stormwater Permitting Unit
RE:
Phase I Ft. Bragg JCU Stormwater
Permit
512 N. Salisbury Street, V' Floor
PHONE NO:
919-807-6375
Raleigh, NC 27604
JOB NO:
140684.DQ3.PERM. DIR
X ATTACHED
CALCULATIONS
BLUEPRINTS
CD
MYLARS/SEPIAS
WE ARE SENDING YOU THE FOLLOWING ITEMS:
UNDER SEPARATE COVER
SPECIFICATIONS
COST ESTIMATE
COPY OF LETTER
VIA: ❑ REGULAR MAIL ❑X OVERNIGHT MAIL F-] 8Y HAND F-] PICKUP F-] MESSENGER
COPIES
DATE or NO.
DESCRIPTION
2
Original and One Copy of Permit Application
1
Original Supplemental Form
1
Original 0&M Agreement
1
Permit Fee - $505
1
Narrative
1
USGS Map
1
2
1
Signed, sealed and Dated Calculations
Drainage Area Map
Geotechnicai Findings
X FOR APPROVAL
X FOR REVIEW
FOR YOUR USE
AS REQUESTED BY:
REMARKS:
THESE ARE TRANSMITTED AS CHECKED BELOW:
AS APPROVED BY:
AS SUBMITTED FOR APPROVAL TO:
FOR YOUR RECORDS
PLEASE RETURN TO USAF1-u. iN6
ITY
CC: SIGNED: Timothy J. Same, PE
ANNAPOLIS, MD ATLANTA, GA BALTIMORE, MD BRADENTON, FL BONIFAY, FL FAIRMONT, WV
FREDERICKSBURG, VA CHANTILLY, VA GERMANTON, MD JACKSONVILLE, FL LAUREL, MD PANAMA CITY, FL
RALEIGH, NC RICHMOND, VA, WEST PALM BEACH, FL TALLAHASSEE, FL CLEARWATER, FL