SW6130802_HISTORICAL FILE_20140321

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW &&?j�`%,�(%�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATES
YYYYMMDD

,('� �/ Stantec Consulting Services Inc.
5565 CenC 276 Drive Suite 107
Raleigh ) 8 1-191
06
Tel: [phone]
Stantec
August 27, 2013
File: 140869.001: SOF Brigade Headquarters
NCDENR — Water Quality Division
1617 Mail Service Center
Raleigh, NC 27699
Reference: SOF Brigade Headquarters Facility (PN 69758)
Stormwater Management Permit Review
To Whom It May Concern,
MAR 2 1 2014
Stantec is pleased to submit this Stormwater Management Permit application package for the
above referenced project at Fort Bragg. This project proposes to construct a +/- 60,000 square foot
two-story building with associated site improvements including a 238 vehicle parking lot. The site is
located on Fort Bragg property within the limits of an old Ammunition Supply Point (ASP) south of
Chicken Road.
Enclosed please find the following:
1. Original and one (1) copy of the Stormwater Management Permit Application
2. One (1) check in the amount of $505.00 for the application fee
3. One (1) copy of the Drainage Analysis and Stormwater Management Plan that includes the
Project Narrative, USGS Quad Map and other maps, drainage calculations and BMP
modeling calculations
4. One (1) original of the applicable BMP supplement forms and O&M agreements for each
BMP
5. Two (2) copies of construction drawings (G-001, C-001, C-103, C-104, CS101, CG107,
CG108, CP201, CP202, CP207, CP208, C-519-C-521, C-601)
6. One (1) copy of the Geotechnical Report and subsequent Addendum reports prepared by
ECS Consulting.
Please let us know if you have any questions or need any additional information.
Sincerely,
STANTEC
16_w�
�;natAhan A. Allen, PE
Project Manager
Attachment: Enclosures
c. File

Diuguid, Bill
From: Allen, Jonathan [e-mail]
Sent: Thursday, September 05. 2013 12:00 PM
To: Diuguid, Bill
Cc: [e-mail]. [e-mail]
Subject: RE: SOF Brigade Headquarters Facility PN 69758 Stormwater Permit Appl
Attachments: 140869 - 95th Percentile Treatment Volumes.pdf, 140869 DRAINAGE NARRATIVE Section
4.0 Study Results.pdf
M
Thank you for your initial review and comment regarding the Brigade HQ project.
This project is subject to EISA Section 438 since it is a Federal project exceeding 5,000 sf. Although not discussed in our
design narrative to NCDENR, we are meeting the requirements of the EISA document. Further, we have worked closely
with Fort Bragg Water Management Branch through our design process on our stormwater management approach to this
site. Per the EISA document, there are 2 options for maintaining or restoring the pre -development hydrology of the site.
Option 1 is managing the total volume of rainfall from the 951" percentile storm. Option 2 is managing the total volume as
determined by the pre -development hydrology of the site.
Your assumption was correct in that we do not have the volume available in all three BMP's to capture the stormwater
design storm of 1.8 inches which is why Option 2 was chosen. As shown in the attached document, only BMP 1 captures
this design volume and the total shortfall for the site is 633 cf. However, as shown in the second attached document,
Section 4.0 Study Results, we have revised the narrative for clarity to show we are limiting the post -development flows in
the 1-year, 2-year, 10-year and 100-year storm to pre -development conditions.
Please let me know if you have any additional questions.
Thanks,
Jonathan
MAR 2 1 2014
Jonathan Allen, PE, LEED AP
Project Manager, Urban Development
Stantec
5565 Centerview Drive Suite 107
Raleigh NC 27606-3563
Ph: [phone]
Cell: [phone]
i o n a t h a n. a l l e n (a)sta n to c. co m
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(j Please consider the environment before printing this email,
From: Diuguid, Bill [mailto:bill.diuguidC-Oncdenr.gov]
Sent: Thursday, August 29, 2013 11:56 AM
To: Allen, Jonathan
Cc: david.a.heins.civ(cbmail.mil; Iee.o.ward.civ(&mail.mil
Subject: SOF Brigade Headquarters Facility PN 69758 Stormwater Permit Appl
Jonathan:
There is no mention in your write up on this permit application as to whether the Fort Bragg site plan bmps are
designed to handle the requirements of EISA 2007 Section 438.

All of the previous site plans submitted for Fort Bragg have shown talcs that reflect a stormwater design storm of 1.8
inches (based on the above required std), rather than the one inch on your submitted Bioretention Supplements.
It appears that your provided volumes in two of the three cells may have sufficient volume to handle the 1.8 inches
anyway, but the data probably should reflect that requirment. The third cell may not meet this requirement.
Can you tell me whether this project has this EISA 2007-438 requirement or not?
Here is a partial pkg from another Bragg project that deals with that requirement.
Thanks for checking into this.
Bill D.
Bill Diuguid, AICP, Planner
Stormwater Permitting
Land Quality Section
Division of Energy, Mineral and Land Resources I NCDENR
1617 Mail Service Center (Mail)
512 N. Salisbury St, Raleigh, NC 27604 1 90, Floor (Location & Parcels)
Raleigh North Carolina 27699-1617
Phone: [phone] Fax: [phone]
Website: htti)://portal,ncdenr.org/web/wq/ws/su
E-mail correspondence to and from this address maybe subject to the North Carolina Public Records Law and maybe disclosed to third parties.

f,
1jwv/ Wes°
1
4.0 STUDY RESULTS 0J
4.1 Detention Requirements
Detention is planned for the project site. This detention will compensate for the increase in runoff.
The pond requirements and control structures are detailed in Section III - Drainage Calculations.
Three scenarios are presented below. The first two analyze the overall Pre vs Post Developed
Primary Basins for Flows and volume, and the third analyzes the individual Pre vs Post -Developed
Individual BMP sub basin for flows. Table 4.1, Table 4.2 and Table 4.3 summarizes the flows for
the Boundary after Detention.
Table 4-1: Flows for Primary Basin Development after Detention
Storm Event
Allowable Flows
Pre -developed
(cfs)
Developed Flows
Post -developed
(cfs).
Detention
Net Flows
(cfs)
BNDY A 1-YEAR
1.870
0.361
-1.509
BNDY A 2-YEAR
3.353
1.136
-2.217
BNDY A l0-YEAR
8.465
7.165
-1.300
BNDY A 100-YEAR
18.315
22.261
3.946*
BNDY B 1-YEAR
4.863
0.520
-4.343
BNDY B 2-YEAR
8.198
1.383
-6.815
BNDY B 10-YEAR
19.248
8.620
-10.628
BNDY B 100-YEAR
40.217
26.723
-13.494*
*Net 100-YEAR Rate is -9.548 cfs
Table 4-2: Volume for Primary Basin Development after Detention at 24 hours
Storm Event
Allowable Flows
Pre -developed-
(acre-feet), .
Developed Flows
Post -developed
(acre-feet)
Detention
Net Flows
(acre-feet)
BNDY A I -YEAR
0.232
0.122
-0.110
BNDY A 2-YEAR
0.373
0.262
-0.111
BNDY A 10-YEAR
0.843
0.826
-0.017
BNDY A 100-YEAR
1.752
1.887
0.135*
BNDY B 1-YEAR
0.474
0.255
-0.219
BNDY B 2-YEAR
0.743
0.518
-0.225
BNDY B 10-YEAR
1.620
1.345
-0.275
BNDY B 100-YEAR
3.286
2.867
-0.419*
*Net 100-YEAR Volume is -0.284 acre-feet

Table 4-3: Flows for Individual BMP Basins Development after Detention
Storm Event
Allowable Flows
Pre -developed
(CIS)
. Developed Flows
Post -developed
(cfs)
Detention
Net Flows
(efs)
BMP-I — I YEAR
0.421
0.000
-0.421
BMP-2— I YEAR
0.753
0.187
-0.566
BMP-3 — I YEAR
2.547
0.306
-2.241
4.2 Summary
This Drainage Analysis and Stormwater Management Plan study shows that sufficient detention
has been provided to reduce the developed release rate and volume to that of the existing flow.
The amount of extra detention provided has been determined during design. A reduction of the
developed flows for the overall site has been achieved.

Greenhorne & O'Mara, Inc
General Ciel
Transportation
Envonmental
..g-and-o..
Project Name: SOF Brigade HID Facility Designer: MEL
Project No: 140869 Date: 9/4/2013
Required Treatment Volume(TV)-North Carolina Simple Method -
Rd (in) =
1.80
Rd =
Design Storm Rainfall Depth (inch)
Rv=0.05+0.91a
Rv=
Runoff Coef, unitless
V = 363ORdRvA =
Iq =
Impervious Fraction (Imp Area/Total Area)
-
A=
Watershed Area
Pre -Developed
PRE SUB-
Impervious Area
Treatment Volume
BASIN NAMES
Total Area (Acre)
(Acre)
Rv
IRS)
BMP-1a
0.80
0.00
0.05
261.36
BMP-1D
0.68
0.00
0.05
222.16
BMP-2
1.54
0.09
0.10
1032.37
BMP-3
5.21
0.15
0.08
2584.20
Post Developed
Pre -Developed
Excess Provided
POST SUB-
Impervious Area
Treatment Volume
Treatment Volume
Required
Design Treatment
Treatment Volume
BASIN NAMES
Total Area )Acre)
)Acre)
Rv
(113)
(R3)
Treatment )R3)
Volume (R3)
)R3)
BMP-ia
0.80
0.38
0.48
2495.99
26U6
2234.63
3938.00
1703.37
BMP-lb
0.68
0.40
0.58
2574.40
222.16
2352.24
3226.00
873.76
BMP-2
1.54
1.07
0.68
6795.36
1032.37
5762.99
3686.75
-2076.24
BMP-3
5.21
2.91
0.55
18814.65
2584.20
16230.46
15096.75
-1133.71
-632.81
.1a=13 g00241408691CaWSOF B,peea 14e4eunara S000130830 D-e..1,- SOF B1101110869SOF 8M S9a 0mw9a CBk4.g4Ei5 9516 Smpk melhl 1oll

Diuguid, Bill
From:
Derek Westfall ([e-mail]]
Sent:
Friday, October 25, 2013 12:20 PM
To:
Diuguid, Bill
Subject:
Revised plans for Fort Bragg Projects
I am fedexing you out today the revised information for the Fort Bragg Group HQ and the Fort Bragg Battalion Ops
projects we have discussed about on the phone.
Let me know if you have any questions or need any additional information.
Thanks for your assistance.
Derek Westfall, P.E.
Engineering Manager
Engineering Design Technologies, Inc.
1705 Enterprise Way I Suite 200
Marietta, GA 30067
Office: 770.988.0400 x 1102 1 Fax: [phone]
[e-mail] MAR 21 2014
S�gu �i; Ch;.aiy
CELEBRA LNO
:0 1*E.1RS Or C\CELLIUNCE
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SW6/3 b $02
Application Completeness Review
M'�/First Submittal ❑ Re -submittal Date Received: 8 Zi J3 Date Reviewed: 8 �8 FSBy Bill Diuguid6)A
Development/Project Name:5o,. $Ri GADE III BaQu,a ry r F r Y — I>AI/.9y58
Receiving stream name O ogrf_s Cie«/t Classification: G
Liver Basin: CAPE FE4J2 S4-t T iidrtc /8 —.3/— zf/ — Z
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, HQW, 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 4011404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw
Latitude and Longitude:" dA 4e
Project Address: CHlckc_.J ]z0e
Engineer name and firm: 9-ouA-r14A
or Six Mile Creek Water Sheds): N1t%
— 74f o r 4 Y W Jurisdiction 1—'a aT Sje& CC
Is the project confirmed to be in the State MSI Stormwater Permit jurisdiction? tYFes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets 5rqTZ ensit ❑ Other
..=5=401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
c✓BUA 57 °f.
Check for $505.00 included
&'�'Original signature (not photocopy) on application AJAtV;,0 Dr ✓- C y izF
G✓Legal 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.
--e- Copy of property deed showing ownership or control /yMi¢ivrrr y ;5qs a
•a— or subdivided projects, a signed and notarized deed restriction statement
m Sealed, signed & dated calculations
;_"Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
e Bioretention W
❑ 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
r( Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
V Narrative Description of stormwater management provided
Soils report, geotech information provided
V� Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
/adjacent property
d.Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
a' Dimensions & slopes provided
Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
a� BMP operation and maintenance agreements provided
❑ Application complete ❑ Application Incomplete Returned: (Date)
M.
April 26, 2013 Revision, Bill Diuguid

v
l'i'1 � c� i TA -le � � F}S� s r✓ �,�. v�-A � p E F � G+V-s7'Ds'
SOF Battalion Operations Facility W912HN-11-D-0002-DQOI
Fort Bragg, North Carolina FYI - PN 76364
SECTION 6
SITE/UTILITIES DESIGN ANALYSIS
MAR 2 1 2014
I
6

SOF Battalion Operations Facility W912FIN-11-D-0002-DQ01
Fort Bragg North Carolina FYI - PN 76364
TABLE OF CONTENTS
s
Part I Site/Utilities Design Narrative ............................................................3
Part 2 Site/Utilities Calculations ........................................ .... ......... ........... I I
Appendix A Hydrology and EISA Summary ......................................12
Appendix B CN and Time of Concentration Calculations ....... :............... 16
Appendix C Drainage Area Maps...................................................24
Appendix D Skimmer Sediment Basin Calculations ............................27
Appendix E
Pond Calculations......................................................31
Appendix F
Stormwater Drainage Calculations..................................38
Appendix G
Hydrology Software Model Output.................................42
Appendix H., '
. Soil Science and Infiltration Report ...............................102
Appendix I
Outlet Stabilization Structure Calculations .......................142

SOF Battalion Operations Facility
Fort Bragg, North Carolina
PART I
v
W 9121I N-1 I-D-0002-DQO 1
FYI 2 - PN 76364
SITE/UTILITIES DESIGN NARRATIVE

SOF Battalion Operations Facility
Fort Bragg, North Carolina
W 912HN- l l-D-0002-DQO 1
FYI - PN 76364
SITE/UTILITIES DEVELOPMENT NARRATIVE
1. DESIGN CRITERIA
The following criteria references shall be used in the design of this project:
• Solicitation Number W91214N-09-X-5914, Request for Proposal, SOF Battalion
Operations Facility — PN 76364 Fort Bragg, NC
• AASHTO Roadside Design Guide
• ADA Standards for Accessible Design, 28 CFR Part 36
• FHWA MUTCD
• NFPA 24 Standard for the Installation of Private Fire Service Mains and Their
Appurtenances
• General NPDES Permits for Storm Water Discharge from Construction Activi-
ties
• UFC 4-010-01 DoD Minimum Antiterrorism Standards for Buildings,9 February
2012
• AR 190-11; Physical Security of Weapons, Ammunition and Explosives, 28 June
2011;
• Tri-Service A/E/C CADD Standards, Release 4.0 dated July 2009.
• Unified Facilities Guide Specifications (UFGS)
• UFC 3-210-06A Site Planning and Design.
2. GENERAL
Project Location:
The SOF Battalion Operations Facility building will be centrally located
on the eastern side of the new Patriot Point redevelopment area located just south
of Chicken Road in the southwest portion of the Ft. Bragg cantonment area. The
new building site will be located in an existing area of ammunition storage bunk-
ers which will be removed by others prior to the beginning of construction. The
improvements generally consist of a single building, sidewalks, pavement parking
and access drive, concrete hardstands, grass, and stormwater bio-retention and
wet detention pond areas.
The existing site is mostly cleared. The existing slope of the land is 3% to 15%.
The site has two main drainage basins. The western basin generally runs from the
north to south. The eastern basin drains from the northern and southern boundary
lines toward the center of the basin, at which point drains due east. Existing am-
munition bunkers are located on site, which are to be removed by base personnel
prior to any construction. No utilities exist on site.
There are no existing wetlands on the site and the site does not reside in a flood
plain.
3. DEMOLITION AND REMOVALS
A portion of the site has an existing roadway and four ammunition bunkers with
the balance undeveloped land containing storm and utility structures. Any exist-

SOF Battalion Operations Facility
Fort Bragg, North Carolina
w91211N-1 I-D-0002-DQ01
FYI 2 - PN 76364
ing abandoned in place improvements will be removed from within all limits of
r construction activities. Any electrical demolition and relocation with be the re-
sponsibility of Sandhills Utilities Services. Close coordination with DPW and
NEC will be performed prior to any demolition operations. There are reportedly
no water or sewer utilities in the area. All existing trees will be saved where feas-
ible. The project requires the demolition of a portion of the existing north -south
"A" Street. Demolition and removal of existing storage bunkers will be per-
formed by others.
4. ABESTOS ABATEMENT
There is no asbestos evident on site.
5. HAULING ROUTE
All trucks hauling equipment, waste or material to and from the site shall enter
and exit through Fort Bragg Access Control Point # 1.
6. SITE GEOMETRY
The existing site ranges fiom relatively flat to steep.
Emergency and military personnel will have access around the complete perime-
ter. Pavement will be designed to emergency vehicular traffic. Force protection
will be in accordance with Unified Facilities Criteria (UFC 4-010-01) DoD Min-
imum Antiterrorism Standards for Buildings dated 9 February 2012. Force protec-
tion standoff distances will begin at a minimum of 82 feet from building exterior
walls. The buildings will be located on the site in accordance with the DoD Anti-
terrm-ism/Force Protection Construction Standards
Access Driveways, Parking and Sidewalks
All pavement and radii dimensions indicated are from face of club to face of curb,
unless otherwise noted. The design has considered all types of vehicles including
but not limited to: emergency vehicles, garbage vehicles, fire trucks, military ve-
hicles, and utility vehicles. Traffic control signs and pavement markings will be
provided Finished grades will provide positive drainage without ponding. Pave-
ment structure has been designed for actual vehicle loadings and frequencies. The
pavement thicknesses will be taken from the recommendations made in the Geo-
technical Report.
Pedestrian circulation between all buildings and their parking areas will be pro-
vided utilizing a diverse system of primary and secondary walkways to connect
parking areas to the main building entrance way as well as to adjacent areas. Si-
dewalks along travel lanes will be offset as much as practical for comfort and
safety of the pedestrian instead of lying directly adjacent to the vehicular travel
way. Normal pedestrian sidewalk width will be between 5 to 10 feet wide de-
pending on the anticipated amounts of usage. Top of any proposed curbs will not
be calculated into the minimum sidewalk width of 5' and all building entrances

SOF Battalion Operations Facility
Fort Bragg, North Carolina
W 912HN- I I-D-0002-DQO I
FYI 2 - PN 76364
will have a,minimum 6' width and widened as necessary to meet building en-
trance and exit way needs in order to properly connect to sidewalks associated
with any adjacent uses. Concrete landing pads will be placed at all other building
exits that serve only as emergency egress points. Normal pedestrian sidewalks
will be wire mesh reinforced concrete with a minimum nominal thickness of 4
inches and a maximum longitudinal slope of 5% and cross slopes not to exceed 2
percent.
Asphalt Pavement and Concrete Pavement.
Concrete pavement will be used in pavement areas used by emergency vehicles,
dumpster trucks, fire trucks, and military vehicles. Pavement life will be 25
years. Concrete pavement will be reinforced. Joints will be minimized by using
the greatest joint spacing, which will effectively control cracking. Joint sealant
will be performed on compression seal. See geotechnical report for pavement de-
sign calculations.
7. SITE GRADING
The site area will be graded to fit within the elevation and drainage constraints es-
tablished by the adjacent features while ensuring proper and positive drainage
away from facilities and parking areas. The disturbed area impacted at the site
will be limited to only that necessary for the completion of the project. The site
will slope away from the building in all directions. Grass swales will be utilized
to initially capture the storm water runoff. From these areas the water will travel
via a storm sewer pipe system to the detention/infiltration and bioretention areas.
Storm drainage components will be upgraded as necessary to ensure proper
routing of runoff at non -erosive flow velocities.
Positive drainage will be maintained throughout each portion of the site. The
finish floor- elevation (FFE) will be at least 6 inches above adjacent finished
grade. Finished grades of areas adjacent to the building will slope at least 5 per-
cent away from the building. Any need for borrow material is unanticipated but if
required it will be selected to meet the requirements and conditions of the particu-
lar fill or embankment for which it is to be used. EDT will be responsible for
hauling any borrow material and placing it on the project site but it is our desire to
balance this site. Each layer of fill will be placed in layers no greater than 8 inch-
es thick .
8. STORM DRAINAGE DESIGN
All disturbed areas of the project site shall be graded and/or paved to drain to the
new storm drainage pipelines, swales, channels and ponds. The storm drainage
system for the site shall at a minimum be designed for a 10-year, 24-hour storm
event and safely pass higher event storms without damage to structures. Pipe ve-
locity will not be less than 2.0 FPS or more than 12 FPS at the 100 yr. design

SOF Battalion Operations Facility
Fort Bragg, North Carolina
W 912HN- I I-D-0002-DQO l
FYI - PN 76364
Type 'YP', Yard Inlet in Grassed Area (5.5" x 2* weir x4) = 3.66 SF
The storm drainage system design will be checked for the 100-year return event to
ensure no flooding or adverse impaug downstream. Minimum pipe sizes for an
open pipe system are 12 inches and 12 inches for a closed system, unless other-
wise noted.
Pipe joints will be water tight with rubber gaskets. Concrete inlets and catch ba-
sins will be poured in -place concrete, precast concrete, or brick. All manholes
and inlet grates will be bicycle safe, cast iron and traffic rated. Storm drainpipes
will be grouted into the concrete structures so as to provide a watertight connec-
tion. The new storm drainage system will be sized to handle flow drainage from
off site as well as runoff from the project site.
9. PAVEMENT DESIGN
The concrete pavement shall be composed of 4000 PSI concrete and be a mini-
mum of six (6) inches thick with six (6) inches of crushed aggregate base,
NCDOT 520. The pavement joint spacing shall not exceed fifteen (20) feet in
width. The length to width ratio shall not exceed 1.25%. The "Light Duty' as-
phalt pavement will be a minimum of 2" Asphalt Concrete Surface Course,
NCDOT Type SF-9.5A and 6" of Aggregate Base Course; NCDOT 520. The
"Heavy Duty" asphalt pavement will be a minimum of I" Asphalt Concrete Sur-
face Course, NCDOT Type SF-9.5A, 2" Asphalt Concrete Intermediate Course,
NCDOT Type I-19.013 and 8" of Aggregate Base Course, NCDOT 520. See the
Geotechnical Report for detailed calculations. The values in the Geotechnical re-
port were based on a 25'year life expectancy. The pavement section for the pro-
posed new road will match that provided as part of the Patriot Point development
plan.
10. EROSION CONTROL
General Permit for Discharges of Storm Water from Construction Activities was
utilized for erosion control design. The approved plan will be kept onsite at all
times for inspection by the EPA, State of North Carolina and Fort Bragg envi-
ronmental personnel. Any violation to such permits will result in the immediate
shutdown of work until corrective measures have been taken. All erosion control
devices will be maintained in accordance with the plan. No sediment will leave
the site during construction. Sedimentation of adjacent sites or downstream
ditches will not be permitted. All requirements of the Fort Bragg Soil Erosion
and Sedimentation Control Policy and NCDENR will also be met. Two tempo-
rary skimmer sediment basins will be used along with other BMPs.
11. WATER SUPPLY, SANITARY SEWER AND NATURAL GAS

SOF Battalion Operations Facility
Fort Bragg. North Carolina
W912HN-11-D-0002-DQOI
FYI 2 - PN 76364
storm for all new pipelines. All swales and channels will be designed for non -
erosive flow conditions.
A new interconnected storm drain system is developed to collect the runoff from
the new building, roadways and parking areas utilizing grass swales, inlets, and
pipes as necessary to drain the runoff -to the lower portions of the site. All storm
drainage flows will ultimately flow into two wet detention ponds and one biore-
tention pond.
Run-off contribution: The following values were used to determine rainfall run-
off rates:
Min. time of concentration = 5 minutes — all areas (conservative est.)
Run-off Curve Numbers:
98 - impervious areas
76 - gravel areas
49 — "fair" open areas
The SCS Method was used to compute the runoff of each drainage basin.
Structures:. Formulas for calculating hydraulic capacities will be as follows:
Weir Formula:
Q = CLH 3/2, for grate inlets, where:
Q = capacity of grate or grates
C = constant = 3.0
L = length of throat opening
H = depth of water opening (a value of 0.5 feet will be used)
Min. Factor of Safety (FS) = 2.0 in grassed
= 1.5 in paved areas
Pipe: Pipe will be sized using the Manning Formula.
Min Size: Collectors =
Roof Drains =
Roughness Coefficient:
PVC:
Inlet open flow equivalent areas:
12 in. diameter (closed system) and 12 in for
open systems
6 in. diameter
Concrete Pipe: n = 0.013
n = 0.010 (Roof Drains)
Type "DI", Drop Inlet in Paved Area (1' x 2') = 2.0 SF
Type "DG", Drop Grate in Grassed Area (1' x 2') = 2.0 SF

SOF Battalion Operations Facility
Fort Bragg, North Carolina
W 912HN-1 I-D-0002-DQO 1
FYI 2 - PN 76364
vided for the first five feet outside sidewalks, pine straw will be placed within ten ,l
feet of the building and grass seed will be placed in remaining areas.
13. PERMITS
The contractor will coordinate with Fort Bragg DPW Water Management Branch
to obtain permits for stormwater and erosion control from State of North Carolina.
Constructors will be responsible for paying any permitting and review fees. The
contractor will obtain any other permits necessary to complete the project.
14. OUTLINE SPECIFICATIONS
The following Masterspecs specifications are used for this project:
12 9300
Site Furnishings
31 2000
Earth Moving
31 31 16
Termite Control
32 12 16
Asphalt Paving
32 13 13
Concrete Paving
32 13 73
Concrete Paving Joint Sealants
32 9200
Turf and Grasses
33 05 00
Common Work Results for Utilities
33 41 00
Storm Drainage Piping
15. ADDITIONAL INFORMATION
The following is a list of site development information needed to complete final
design:
a) The design for the surrounding infrastructure projects that our site will tie into is
still under development by the DPW. Information will be needed in regards to the
chilled water lines, water and sewer from ONUS, the new road grades and pave-
ment design, etc. Since these plans are still being developed we have completed
our 100% design with the information provided in the master plan and any up-
dated designs provided to date.
----------End of Section ----------

SOF Battalion Operations Facility
Fort Bragg, North Carolina
W 912HN- I I-D-0002-DQO 1
FYI 2 - PN 76364
There are no nearby existing site utilities that can be connected for Water supply
(domestic and fire protection), sanitary sewer and natural gas. These utilities will
be brought to the area by Ft. Bragg's privatized utility companies and/or others
under separate contracts. Old North Utility Service (ONUS) will be responsible
for the design, permitting, and construction of all water and sanitary sewer mains,
services and appurtenances for the project. As pail of the building construction
the water utility will be taken to the five (5) foot demarcation line outside the
building and the sewer will be taken to the ten (10) foot demarcation line outside
the building.
Sewer: Old North Utilities Services, Inc. (ONUS) will be responsible for all de-
sign and installation of the sanitary sewer service lines up to a distance of 10 feet.
outside the building footprint under a separate contract with the Government.
ONUS is responsible for the relocation or abandonment of any existing sanitary
sewer lines. EDT will closely work with ONUS as required to ensure to ensure
proper coordination of utility components and services. including line sizing and
location of connection points.
Water: All domestic water and fire mains and installation 5' outside of the build-
ing footprint will be provided by ONUS. This includes vaults, meters, BFP, and
PN components. The relocation of any existing mains, hydrants, meter, service
lines will also be the responsibility of ONUS. EDT will closely work with ONUS
as required to ensure to ensure proper coordination of utility components and ser-
vices, including line sizing and location of connection points.
Natural Gas: Any necessary gas work will be coordinated with the DPW Civil
Engineer. EDT will be responsible for all necessary work, fees, and permits to
connect to a new gas main installed by others along the new frontage roadway as
well as provide a 60 psig capable gas meter. Cathodic protection will be provided
for all underground ferrous piping if required by site conditions.
12. LANDSCAPE DESIGN
The conceptual landscape plan provided is only intended to indicate locations of
conceptual tree types. Existing trees will be protected with temporary fencing and
retained to the fullest extent possible. The EDT design team will preserve all ex-
isting trees that fall outside of the 33' clear zone of the proposed new building
footprint where feasible as well as any mature deciduous trees that exist which
can be saved without significant impact to the site functionality. Trees will be
added to parking areas to reduce heat island effects. Additional shrubbery con-
templated will be limited to the building entrance, pathways and access drive as
needed to achieve LEED credits. No permanent irrigation is planned. A tempo-
rary irrigation system may be used for a period not to exceed one year to supporl
turf establishment. Contractor will be responsible for establishing and maintain-
ing plant growth during the contractor warranty period following construction.
Turf will be provided in all high traffic troop congested areas. Sod will be pro-

SOF Battalion Operations Facility
Fort Bragg, North Carolina
v
PART 2
W 912HN-11-D-0002-DQO 1
FYI - PN 76364
SITE/UTILITIES DESIGN CALCULATIONS

r
SOF Battalion Operations Facility W912HN-1 I-D-0002-DQOI
Fort Bragg, North Carolina FYI 2 - PN 76364
APPENDIX A
Hydrology and EISA Summary

SOF Battalion Operations Facility
For Bragg, North Carolina
EISA Compliance
W 9121 IN- I 1-D-0002-DQO I
FYI 2 - PN 76364
Per the EISA Section 438, any development of federal facilities that exceed a
5,000 sf footprint shall use site planning, design, construction and maintenance
strategies for the property to maintain or restore to the maximum extent technical-
ly feasible. the predevelopment hydrology of the property with regard to tempera-
ture, rate. volume, and duration of flow.
The site area for Basin A is 15.62 acres. The calculation of onsite post developed
impervious area versus pre -developed impervious area determined that there was
a net increase of 11.42 acres of impervious area for Basin A. The site area for
Basin B is 5.96.acres. The calculation of onsite post developed impervious area
versus pre -developed impervious area determined that there was a net increase of
3.88 acres of impervious area for Basin B. The site area for Basin C is 2.2 acres.
The calculation of onsite post developed impervious area versus pre -developed
impervious area detenuined that there was a net increase of 0.49 acres of imper-
vious area for Basin C.
Since the site's proposed development has a larger area of impervious surface, it
was deemed Low Impact Development (LID) measures were necessary to meet
the EISA requirements.
Using the UFC 3-210-10 guideline for Low Impact Development it was deter-
mined by the Designer of Record that two wet detention ponds and a bioretention
pond were the best suited measures for the site to meet EISA requirements. An
infiltration report was performed. See Appendix H for the report. For the two
wet detention pond areas the infiltration rates in the existing soils are above that
which is allowed for infiltration design, so infiltration is not technically feasible in
these areas. In an attempt to meet the LID concept the volume required by EISA
for the two wet detention ponds will be held in the pond and evaporated or slowly
infiltrated.
The rainfall design storm is the 95% rain event and a value of 1.81" taken from
the RFP. This is larger than the 1" required per North Carolina guidelines, so
1.81" was used for the design.. The wet detention basins and the bioretention ba-
sin were then designed using the criteria provided in the NCDENR, Stormwater
Best Management Practices Manual (July, 2007). The volume was determined to
be 72,660.95 cubic feet for Basin #A; 24,901.44 cubic feet for Basin #B and
3,620.24 cubic feet for Basin #C. See appendix E for the calculations.

SOF Battalion Operations Facility W912HN-11-D-0002-DQOI
Fort Bragg, North Carolina . FYI 2 - PN 76364
Predevelopment Conditions
The existing 28acre site is currently sparsely vegetated and grassed. The site was
previously home to ammunition bunkers which have been demolished. Slopes are
flat to gently slopiifg with grades ranging from I to 6%. The site drains form a west
to east direction and eventually flows to an unnamed tributary of Stewart Creek.
Currently the site drains to an existing ditch which then flows offsite. The pre-
existing site condition is to be taken as undeveloped and wooded for the purposes of
hydrological analysis.
Developed Conditions
The proposed redevelopment will consist of a new Battalion Operations Facility and
associated parking areas as shown on the site plan. Both quantity and quality of
stormwater runoff will be addressed within the redevelopment through the use of
two wet ponds and one bioretention basin. All offsite areas are combined with on -
site areas and retained and routed through the pond areas. Pre-existing condition of
all offsite areas are to be taken as their current state of development.
Hydrologic Analysis
The hydrologic, stormwater and pond routing analysis was performed using Hydraf-
low Hydrographs 2012. The 24 hour SCS unit hydrograph was used to perform all
runoff calculation for pond requirements. As per NCDENR requirements, the first
one inch runoff volume was looked at, however, in this analysis the stormwater
management system was designed to meet the requirements of the Energy Indepen-
dence and Security Act (EISA) of 2007, Section 438 (Stormwater Management for
Federal Facilities). This Section requires the prevention of discharge of stormwater
from all rainfall events less than or equal to the 95rh percentile rainfall event. Based
on data from the National Oceanic and Atmospheric Administration (NOAA), this
rainfall depth is equivalent to 1.8 inches for the Fort Bragg, North Carolina area.
As per NCDENR requirements, the post -developed runoff rates do not exceed the
pre -development rates for the 1-year, 24- hour storm. Two wet detention basins and
one biorentention basin are utilized to accomplish this goal.
The site and contributing offsite areas are divided into three basins (refer to post -
development drainage area map). Basin A drains to a proposed wet detention pond
labeled Pond A on the east side of the site. Basin A also has a by-pass area that
drains from a fill slope and off the east side of the site. Basin B drains to a pro-
posed wet detention pond labeled Pond B and then is piped past Pond A where it is
combined with the outflow from Pond A, Pond C and basin A by-pass. Basin C
drains to a proposed bioretention pond on the southeast side of the site. Basin D is a
by-pass area from the proposed new road. This drainage will be picked up and
treated in the proposed future road infrastructure project.

SOF Battalion Operations Facility W912HN-1 I -D-0002-DQO I
Fort Bragg, North Carolina FYI - PN 76364
SUMMARY TABLES
Basin #A
STORM
Existing
Developed at Study
Pond A
Volume
YR
(CFS)
pt.
Elev,
let)
(CFS)
(ft.)
(Routed Basin A +
Basin A BP +
Routed Basin B +
Routed Basin C
1
0.07
0.02
238.35
87,271
2
0.34
0.34
239.44
121,595
10
9.08
4.88
242.07
214,247
100
46.49
38.63
242.55
233,327
EISA
0.00
0.00
236.29
30,350
1.8"
Basin #B
STORM
Existing
Developed
Pond B
Volume
YR
(CFS)
(CFS)
Elev,
(cf)
(Basin B
(ft.)
Routed
1
0.04
0.00
249.63
28,683
2
0.18
0.30
249.77
32,449
10
4.64
4.21
249.97
38,044
100
23.79
24.89
250.48
53,621
EISA
0.00
0.00
248.95
10,287
Basin #C
STORM
Existing
Developed
Pond C
Volume
YR
(CFS)
(CFS)
Elev,
(ct)
(Part of
(Basin C
(ft.)
Existing
Routed)
Basin A
1
N/A
0.00
239.42
2,659
2
N/A
0.00
239.75
4,676
10
N/A
0.26
240.04
6,570
100
N/A
7.16
240.42
9,228
EISA
N/A
0.00
239.04
238
1.8"

Permit No.
(to be provided by D W0)
� AA
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
820E W A Te
h T
� r
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
1p WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Pad III) must be printed, filled out and submitted along with all of the required information.
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1 5' mnoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
1117/2013
258,618 n2
169,013 g2
65,35 %
1.8 in
27,802 n3
80,846 n3 OK, volume provided is equal to or in excess of volume required.
Peak Flow Calculations
Is the prelposl control of the lyr 24hr storm peak now required?
Y (Y or N)
1-yr. 24-hr rainfall depth
3.1 in
Rational C, pre -development
45.00 (unilless)
Rational C, post -development
72.00 (unitless)
Rainfall intensity: 1-yr, 24-hr storm
0.13 inihr OK
Pre -development 1-yr, 24-hr peak flow
0.04 n3lsec
Post -development 1-yr, 24-hr peak now
10.56 n3lsec
PrelPost 1-yr, 24-hr peak flow control
10.52 113lsec
Elevations
Temporary pool elevation
249.55 fmsl
Permanent pool elevation
248.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
248.10 fnesl
Top of 1Off vegetated shelf elevation
249.00 fmst
Bottom of 10n vegetated shelf elevation
248.00 first
Sediment cleancul, top elevation (bottom of pond)
244.50 fmsl
Sediment cleanout, bottom elevation
.243.50 fmsl
Sediment storage provided
1.00 n
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
249.6 fmsl OK
D A,9 ."//
2.� O�
a �S AL
. ,p• INE
WESS�`����
G A-70
Form SW401-Wet Detention Basin-Rev.94fled2 Parts t & 11. Design Summary. Page 1 of 2

Permit No.
(ro be provided by OWO)
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, Ape„ pip,
Area, bottom of 10ft vegetated shelf, Abp, mui
Area, sediment cleanout, top elevation (bodom of pond), Ab , .
Volumes
Volume, temporary pool
Volume, permanent pool, Vpe,,, p,a
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used? -
MopntaiNPiedmonl SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpe„_,j
Area provided, permanent pool, Aa,,,_p,,,
28,298 ft'
10,345 If
4.00 (unitless)
20,174 ft' OK
16,267 8r
3,810 ft`
9
80,846 ft'
52,380 ft'
19,461 ft'
37.2% %
90 %
N (Y or N)
Y (Y or N)
4.00 (unitless)
N (Y or N)
52,380 ft'
20,174 It'
OK
Insufficient forebay volume.
Average depth calculated
It Need 3 it min.
Average depth used in SAIDA, it,,, (Round to nearest 0.5n)
It
Calculation option 2 used? (See Figure 10-21b)
Y (Y or N)
Area provided, permanent pool, Ape„_pay
20174 ft'
Area, bottom of 10fl vegetated shelf, Abo, men
16,267 ft'
Area, sediment cleanout, lop elevation (bottom of pond), Avoi pp,d
3,810 ft 2
'Depth" (distance blw bottom of 1Oft shelf and top of sediment) 3.50 n
Average depth calculated 3.01 it
Average depth used in SAIDA, d,,, (Round to down to nearest 0.5f1) _ 3.0 It
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Co)
Driving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overnow 8 orifice?
Freeboard provided
Vegetated filler provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
N
(Y or N)
in
in'
(unitless)
If
Y
(Y or N)
Broad Crested (unitless)
3.33
(unitless)
12
If
0.7
If
0.04 ff3lsec
10.56 ft'Isec
0.00 ft'Isec
2.00 days
3 :1
10 :1
10.0 it
7 :1
5.0 :1
Y (Y or N)
1.0 ft
N (Y or N)
N (Y or N)
Y (Y or N)
OK
OK
OK, draws down in 2.5 days.
OK
OK
OK
OK
OK
OK
OK
OK
Insufficient. Recorded drainage easement required.
OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. 81t. Design Summary. Page 2 of 2