SW8060309_HISTORICAL FILE_20140827

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Ovo30�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 � LA 08 21
YYYYMMDD

AL74
�
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvarla, III
Governor Secretary
August 27, 2014
Commanding Officer
MCB Camp Lejeune
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road
Camp Lejeune, NC 28542
Subject: Stormwater Management Permit No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
High Density Commercial infiltration Basin Project
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit Application
for the Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot on August 27, 2014.
Staff review of the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211 and Title 15A NCAC 2H.1000, as applicable. We are
forwarding Permit No. SW8 060309 dated August 27, 2014, for the construction, operation and maintenance of
the BMP's and built -upon area associated with the subject project.
This permit shall be effective from the date of issuance until August 27, 2022, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this permit
regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions, certification of the
BMP's, procedures for changing ownership, transferring the permit, and renewing the permit. Failure to establish
an adequate system for operation and maintenance of the stormwater management system, to record deed
restrictions, to certify the BMP's, to transfer the permit, or to renew the permit, will result in future compliance
problems.
The following modifications are included and covered by this permit:
• The improvements previously approved for Drainage Area 3 were not constructed. Instead, with this
modification the proposed gravel parking lot is to be located within the previously approved Drainage
Area 3. The grading associated with proposed improvements will impact Drainage Area 1 and the
calculations have been revised accordingly.
• The infiltration basin associated with Drainage Area 2 is being increased to handle the proposed
improvements. A forebay will be installed to promote sediment accumulation and act as additional
storage volume.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request
an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The written
petition must conform to Chapter 150E of the North Carolina General Statutes, and must be filed with the OAH
within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding the filing
fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Christine Nelson
in the Wilmington Regional Office at [phone].
Al,,rel'y,c�C�ca,is, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/can: \\\Stormwater\Permits & Projects\2006\060309 HD\2014 08 permit 060309
cc: Stephen Medvick, NAVFAC
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section - Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 060309
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
USMCB Camp Lejeune
Reserve Training Facility & Vehicle Maintenance Facility/P-1286 Gravel Parking Lot
Intersection of Rifle Range Road and Rifle Range Road, Camp Lejeune, Onslow County
FOR THE
construction, operation and maintenance of two (2) infiltration basins discharging to
Class SA waters in compliance with the provisions of Session Law 2008-211 and 15A
NCAC 2H .1000, as applicable, (hereafter the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division and considered a part of this
permit.
This permit shall be effective from the date of issuance until August 27, 2022, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 of this permit. The stormwater controls labeled
Drainage Area 1 and Drainage Area 2 have been designed to handle the runoff
from 103,699 and 105,067 square feet of built -upon area, respectively.
Per Section .1008 (h) of the stormwater rules, the alternative design provided in
Infiltration Basin 2 provides equal or better protection because the basin is
designed to store more than the regulated design storm volume and will infiltrate
that volume within 5 days using an infiltration rate of one-half of the expected
infiltration rate provided in the soils report. This Infiltration Basin 2 is partially
designed in accordance with Option 3 of Section 16.3.9 of the BMP Manual;
therefore, no offline bypass and no vegetated filter strip are required. Since this
modification is to an existing permit, the multipliers identified in Section 1.7.d. of
the permit varies depending on the policy in place at the time the proposed
improvements were approved.
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 060309
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
of this permit, and as shown on the approved plans. The built -upon area for the
future development within Drainage Area 1 is limited to 2,378 square feet. There
is no future allocation within Drainage Area 2.
The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
The project shall provide a 50' wide vegetated buffer adjacent surface waters,
measured horizontally from and perpendicular to the normal pool of impounded
structures, the top of bank of both sides of streams and rivers, and the mean high
water line of tidal waters.
The following design criteria have been permitted for the infiltration basin and
must be provided and maintained at design condition:
Basin 1
Basin 2
a. Drainage Area, acres:
4.38
3.83
Onsite, subject to 1995 rules, ft2:
191.008
96,279
Onsite, subject to SL 2008-211, ft2:
0
70,437
Offsite, ft2:
None
None
b. Total Impervious Surfaces, ft :
103,699
105.067
Onsite, subject to 1995 rules, ft2:
103,699
58,414
Onsite, subject to SL 2008-211, ft2:
0
46,653
Offsite, ft2:
None
None
c. Design Storm, inches:
1995 rule, inches:
1.5
1.5
SL 2008-211, inches:
n/a
3.68
d. Design Storm Multiplier to Waive Bypass
and Vegetated Filter Strip:
1995 rule:
n/a
3
SL 2008-211:
n/a
2.5
e. Forebay:
Bottom Elevation, FMSL:
Na
51.55
Temporary Storage Elevation, FMSL:
53.75
Permitted Storage Volume, ft3:
7,484
f. Infiltration Basin Depth, feet:
1.89
2.75
g. Infiltration Bottom Elevation, FMSL:
52.50
51.00
h. Infiltration Bottom Surface Area, ft :
4,775
13,554
i. Infiltration Bypass Weir Elevation, FMSL:
54.39
53.75
. Total Permitted Storage Volume, ft :
12,956
51,538
k. Type of Soil:
Ba meade
Ba meade
1. Expected Infiltration Rate, in/hr:
1.5
1.5
m. Seasonal High Water Table, FMSL:
47.00
45.50
n. Time to Draw Down, days:
0.95
2.53
o. Receiving Stream/River Basin:
Stones Creek / White Oak
Stream Index Number:
19-30-3
Classification of Water Body:
"SA,HQW"
II. SCHEDULE OF COMPLIANCE
The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. If the stormwater system is used as an
Erosion Control device, it must be restored to design condition prior to operation
as a stormwater treatment device, and prior to occupancy of the facility.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 060309
3. The permittee shall follow the approved Operation and Maintenance Agreement
in its entirety, and shall provide and perform the listed operation and
maintenance procedures at the specified intervals to assure the permitted
stormwater system functions at optimum efficiency.
4. Records of maintenance activities must be kept for each permitted BMP. The
reports will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The facilities shall be constructed in accordance with the conditions of this
permit, the approved plans and specifications, and other supporting data.
6. All stormwater collection and treatment systems must be located in public rights -
of -way, common areas or easements. The final plats for the project will be
recorded showing all such required rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater
facilities shall be maintained via appropriate easements at all times.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and"
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or
part of the project area.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any designated future BUA on the application.
The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 060309
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and
specifications shall be maintained on file by the Permittee at all times.
4. Any individual or entity found to be in noncompliance with the terms and
conditions of this permit or with the stormwater rules, is subject to enforcement
action by the Division, in accordance with NCGS 143, Article 21.
The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
6. In the event that the facilities fail to perform satisfactorily the Permittee shall take
immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management
systems.
7. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 060309
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit modified and reissued this the 27th day of August 2014.
CAROLINA ENQNMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
Stormwater Permit No. SW8 060309
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 060309
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan:
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DEMLR Wilmington Regional Office
Page 8 of 8

DWQ USE ONLY
Date Received
Fec Paid
init Number
`0
Ooo
Gv
Applicable Rules: Coastal SIN -1995 ❑ Coas) 1 SW - 2008 ❑ I'll 11 - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQIV/ORIV Vaters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
'11 is feria may he photocopied for use as an original
1. GENITAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Reserve Training Facile' & Vehicle Maintenance facility/1'-1286 Gravel Parking Lot
2. Location of Project (street address):
Intersection of Rifle Ranee Road and Rifle Ranee Road
City:Camp Lejeune Counly:Onslow 7ip:28542
3. Directions to project (from nearest major intersection):
Front route 17S turn left onto NC 210, left onto connector Road into Camp Lejeune, straight into MARSOC
complex left onto Rifle Ranee Road, road bends to the right, the site is at the first intersection after the bend.
Project is in northwest corner of the intersection
4. Latihude:34° 35' 16" N Longitude:77* 26' 58" W of the main entrance to the project.
If. PERMIT' INFORMATION:
I. 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 nunrherSW8 060309 , its issue date (if known)5/01 /2006 , and the status of
construction: ❑Not Started ®Partially Completed*, ❑ Completed* "provide a designer's certificalion
2. Specify the type of project (check one):
❑l.ow 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 stonnwater management permit application, list the stormwater project number, if
assigned, and the previous natue 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 1-877-623-67,18):
❑CAMA Major ®Sedimentation/Erosion Control: 2_23 ac of Disturbed Arca
❑NPDIS Industrial Stornnvater ❑404/401 Permit: Proposed Impacts
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit_ _
JUL 1 1 20%
RV•
Fonn SWU-101 Version 07.Iun2010 Page I of6

Ibl. CONTACT INFORMATION
I. a. Print Applicant / Signing Official's name and title (specifically the developer, properly owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organiration:ConunandingOffjcer Marine Corps (lase Cane Lejeune
Signing Official & Title:Neal Paul Deputy Public Works Officer
b.Contact information for person listed in item la above:
Street Address: lluilding 1005 Michael Road
City:Canrp Lejeune
Mailing Address (if
City:
Phone: (910 ) 451-2213 _
State:NC Lip:28542
Pax: (910 )_ 451-2927
c. Please check the appropriate box. The applicant listed above is:
® The properly owner (Skip to Contact Information, item 3a)
❑ Lessee" (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser" (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer" (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Properly Owner/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
City:_
Phone: ( ) Pax:
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project -
Other Contact Person/Organizatiowl'odd Carver OICC MCI East
Signing Official & Title:Canip Lejeune Construction Manager
b.Contact information for person listed in item 3a above:
Mailing Address:lluilding 1005, Michael Road
City:Camp Lejeune _ StatcNC Gip:28542 _
Phone: [phone] x5281 _ Fax:
13uiail:tocld.a.carverl iiavy.mil
4. Local jurisdiction for building pm-luits:
Point of
Form SWU-101 Version 07Jun2010 Page 2 of

IV. PROJECT INFORMATION
1. In the spaceprovided below, hrigfly sununarize how the stormwater runoff will he treated.
Runoff from the gravel parking lot will sheet Flow too detention basin on the north side of the lot. The
detention basin will provide a slow release of the storm water and will lace as a forebay to the downstream
infiltration basin. The existing infiltration basin for the Reserve Training & Vehicle Maintenance Facility will
be. widened to accommodate the flow from the new travel lot. The infiltration basin will be designed for 2.5
times the design storm and a waiver is requested for the bypass flows and the grass filler strip. Drainage in
excess of the basin capacity will flow over an emergency spillway with rip rap and flow to the nearby
2. a. If claiming vested rights, identify the supporting documents provided and the dale they were approved:
❑ Approval of a Site Specific Development flan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.lf claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 7.4 Existing plus 0.81 new =8.21 acres 5.
6, Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total ]'reject
Area': 8.21 acres
Total project area shall be calculated to exclude the followingg the nornal cool of irnF)ounded structures, the area
behaecn tire banks of streams and rivers, the area belour the Nornml High `Nato (NMA1 line or Mean High Witter
(MIIW) line, and coastal wetlands landward from the NI 1W (or MHIN) line. The resultant )rroject area is used to
calculate overall percent built upon area (BUR). Norr-coastal toctlands lmrdward of the NHIN (or MI-Il(t) lure rnmy
Ire included in fire total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 58.4 %
9. How many drainage areas does the project have? 2 (For high density, count I fir each proposed engineered
storrnwater BMP. For lour density and other projects, rise I 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.
Y FIVE
JUL 18 20%
i�
BY:
Form SNrU-101 Version 07Jun2010 Page 3 of 7

Basirt Information -
Drainage Area 1 -
Drainage Area 2
Draina e Area3-
'Draina a Area -
Receiving Stream Name
Stories Creek/
White Oak
Stones Creek/
White Oak
Basin 3 deleted
TOTAL
Stream Class *
SA/HQW
SA/HQW
Stream Index Number *
19-30-3
19-30-3
Total Drainage Area (sf)
191,008 'J.1j
166,716 3,tO
357,724
On -site Drainage Area (so
191,008
166,716
Off -site Drainage Area (so
0
Pro osed Im ervious e rea' s
103,699
105,067
208,766
% Impervious Area" total
54.3
63.0
58.4
Impervious- Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area
Drainage Area _
On -site Buildings/Lots (so
31,011
0
On -site Streets(SO
1757
5709
7,466
On -site Parking (sD
65,701
98,249
163,950
On -site Sidewalks (sf)
2,852
1,109
3,961
Other on -site s
Future (so
7378
0
2378
Off -site (so
0
0
E)ristin BUA*** (so
0
0
Total so:
103,699
105,067
208,766
" Stream Class and Index Number can be determined at: Idtil. mortal.ncrletrr.orghucbAt)gli s/cstdclassificalions
»» Impervious area is defined as the built upon.area including, but not limited to, buildings, roatis, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount ofexisting BUA that will rennin after developtnenI. Do not report any existing BUA that
is to be removed and which will be replaced by tarn BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Prohects in Union County: Contact DB'Q CentralOJJice sigffta check ifrhe project is located a'ilhin a Threatener) &
Endangered Species watershed that ttta , be subject to more stt•iragent startn)t•ater requirements as per A'CAC 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 13MP specified for this project. The latest versions of the forms can be downloaded
from hltp://I)ortil.ncdenr.org/web/%Vq/ws/su/bap-n)anual.
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 httr. portal.ncdenr.orl+/web/+vq/ws/su/state=s\v/fonns_dncs. Thecomplete
application package should be submitted to the appropriate DWQ Office. (1'he appropriate office may be
found by locating project on the interactive online map at httf3:/ /portalmcdenr.org/web/wq/\es/su/maw.)
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 httr. )ortaLncdenr.mF/\veb/wc /ws/su/statesw/forms does.
Initials
1. Original and onecopyof the Slonnwater Management Permit Application Form. 54�
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants n/1ZA-
Fornn. (if required as per Port Vll below)
3. Original of the applicable Supplement Form(s) (scaled, signed and dated) and O&M
agreen)ent(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review;:n:laFi:
_
littp://",Ww_eliyiiel1).Org/pages/oliestol2exizress.litniI for information on the Expr@ss progr
and the associated fees. Contact the appropriate regional office Express Permit C64rdh� Ipr additional information and to schedule the required applicalion•meeting.) 2��4
Form SWU-101 Version 07Jun2010 Page 4 of 7 11
BY: _----a_ _

5, A detailed narrative (one to two pages) describing the storunwater treatment/management for
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (scaled, signed, & dated), including: 5 /` 2
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 dales.
It. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MI IW or Nl IW line of tidal
waters, and any coastal wetlands landward of the MI-IW or NHW lines. '
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MI-IW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all 13UA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stor nrwater control measures.
in. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SH14rT'elevations (Please identify �f
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 13MPs, the repot 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 uerifij the SHIM'prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: _y
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC /J-—
44m
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of Stale, otherwise the application will be returned.
littp://wwi%,.sccictai,y.state.iic.us/Col-I)ol.atioiI /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
13UA 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 front
lit ti1faxn lal.ncdenr.ury web wqf ws su/stalesw/forms, does. Download the latest versions for each
submittal.
In the instances where (lie applicant is different than the property owner, it is the responsibility of the properly
owner to sign the deed restrictions and protective covenants form while tlne 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 websilq that the covenants will be binding on all patties and persons claiming
under them, that they will run with the land, that the required covenants cat �Yrtlf #fIt
-&Ie ed
without concurrence from the NC DWQ, and that they will be recorded pri r to h a yet'
JUL I
Form SWU-101 Version 07Jun2010 Page 5 of

V.III. 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:Stephen Medvick
Consulting
Mailing Address:9742 Maryland Ave
City:Norfolk State:Va Zip:23511
Phone: (757 ) 322-4214 Pax: (757 ) 322-5280 _
Ennail:stephen.nnedvickOa navy.uiil
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, cmililete this
section)
1, (print or type name of person listed in Contact Inforration, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type panne of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, itent la) to develop the project as currently proposed. A copy of
the lease agreement or pending properly sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stonnwater system.
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels m defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Storrnwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediate]), and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a sto mwater treatment
facility without a valid permit. I understand that the operation of a stonnwater 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. 1
I, __ _, a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
ECEIVE7
JUL 1 1 20%
Form SWU-101 Versiou 07Jun2010 Page 6 of

X. APPLICANT'S CERTIFICATION
1, (print or h/pe name of person listed in Contact Inforniation, item 7a) Neal Paul
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 c nants will be recorded, and that the proposed project complies with the requirements of the
applicable sto - w ter rules under N AC 2H .1000, SL 2006-246 (Ph. 11- Post Construction) or SL 2008-211.
Signature: DateT� 1 1
1�P,I�Uf1� I1YtA%A , a Notary Public for the State of County of
do here certify that
personally appeared
before me this I/Jday of VU t A , and ac cn wl ,dQe the due xec ion oft ation for
a stormwater permit. Witness my hand and official seal,
UnU�
ELLEY VANDECOEVERING
NOTARY PUBLIC
ONSLOW COUNTY
eMq OF NORTH CAROLINA
SEAL
My commission expires 1WWA. �—1
'FCe,-V—
JULy�
sv
Form SWU-101 Version 07Jun2010 Page 7 of 7

AATA STORMWATER MANAGEMENT
NCDENR 401 CERTIFICATION l
INFILTRATION BA:
This form must be filled ou
The Required Items Checklist (Part III) must be printed, filled
Project Name
Contact Person
Phone Number
Date
Drainage Area Number
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Past 1-yr, 24-In peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5" runoff volume j>< ZtLA
/ u�L hI L• u..
Pre -development 1-yr, 24-hr runoff volume KI t e!
Post -development 1-yr, 24-hr runoff volume ,may �_z
Minimum required volume
Volume provided 51!ai%
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
Form SW401-Infiltration Basin-Rev.5 11Apr2011
Reserve Traini
Steve Medvick
RMIT APPLICATION F01
'LICATION FORM
(SUPPLEMENT
,inted and submitted.
and submitted along with
& Vehide
Permit No. 514XL VW03Cq
fro be Provided by DWQ)
�t waTq
as ��
the required information.
1224214 I 1
3-14 i
1 # i in Drainage Area #2 1
I I
36,716.00 e' 70 yA-I %�:1z_ N vJ Al2Sa
15.067.00 Ift' `1(orCvSS r-c�fi rVE.r.I /���fl
63.02 I % (v IL2. 2 la i—b ry n.l E�q%
1.50 in
3.68 I in
0.15 1 inmr
0.15 1 fl'/sec
0.00 I ft'/sec
-0.15 ft'Isec
ft3
It3
5692.00 It -7 17 3 = I Z S C�
2,021.00 I ft3 l.i I ph 2 i X1 S" ;
13,963.00 I ff' i 6D, I Kr U
11942.00 (ft3 X 2.L//<I2_:51 61/ X
q/1l/14 emc:\ CN
eymeade
1.50 1 in/hr
45.50 ( imsl
2.53 days OK
3.00 I :1 OK
51.00 1 fmsl OK
53.75 1 fmsl
18,505.00 1 ft'
54.50 I fmsl � IE'i,
54.0 ft' AUG 2
1 00 2oi
rt
Parts I. 611, Design Summary, Page 1 or 2.

Permit
Additional Information
Maximum runoff to each inlet to the basin?
2.00
ac in
OK
Length of vegetative filter for overllo.:
afar
It
OR
Distance to structure
_ _
n!a
If
C)K
Distance from surface writers_
_
3.168.00
it
("It
Distance from water supply wells)
n!a_
It
71K
Separation from impervious soil layer
3.O0
It
Olr.
Naturally occuring soil above shwa
3.00
ft
01(
Bo?tom covered with 4-in of clean sand?
y
(Y or N)
OK
Proposed drainage casement provided?
n!a
(Y or N)
Df(
Capures all runoff al uliimate buildou,?
Y—(Y
or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
09
Pretreatment devico provided
_
Forebay
fro he prnvid d ny DK'Q)
Form SVJ401 dnh;lration Basin Ree.S 1 IAr201 I Parts I. F II. Design Somela,y, Page 2 012.

MEMORY TRANSMISSION REPORT
' A TIME :08-28-2014 11:03
FAX NO.1
NAME
FILE NO. 497
DATE 08.28 11:02
TO :n 917573225280
DOCUMENT PAGES 9
START TIME 08.28 11:02
END TIME 08.28 11:03
PAGES SENT 0
STATUS 0050
"'TX FAILURE NOTICE"'
State of North Ca taa
Dwpnrlmwnt nl Anvtropmeat aad Nvtvral Runnraa
WtlminCtnn AeClonnl OMcu
Par Mr(Yory, Gnveroor FAX COVISA, SFiF.AT JnFnRShvar/a lO. 9ewretgry
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l2] CeMlnnl Oelvn P.xleoelm•, Wi\mington, NQ 2A401 C9lU) ]96-]213 An Squn\ Opputeun\ty ARf,mw�lve Aeebn llmployu

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Skvarla III, Secretary
Date:
co:
Fax: /%S 7— 3Z 2S Z �D
Re: i n i n 9
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 e [phone] • An Equal Opportunity Affirmative Action Employer

MEMORY,TRANSMISSION REPORT
TIME :08-28-2014 11:05
FAX NO.1
NAME
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
498
08.28 11:02
919104512927
9
08.28 11:03
08.28 11:05
9
OK
`SUCCESSFUL TX NOTICE-
6tata oT Norlh Carolina
Oeparfmaof o(RnWronmm<aaJ IVatmai 8movrcor
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Pot M Cra y, C.waraar NAX COVER SHCET JoFa 6-SMatla /IlQBaarab ry
Datc: 8 z ��% ' No- PaHw (exol- cover): �J
Pax: C9101.310=2094
f a> c..ah.m nri..a isxwoaioa, wnmh.au.a. a.�c 2uaos . (v � o) �vr;--tz t3 . na mad onoorn...nr wm.ma... nouoa ampley.r

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John ESkvarla III, Secretary
Date: e/ No. Pages (excl. cover): C/
To: i1/�yG ®/ //L e5,f,, �SFrom: JoCasmer
Co: lri g/�9Q G �T�"� —7 G� Phone: [phone]
Fax: ��� l / Fax: [phone]
Re:
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

'Nelson, Christine
From: DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC [[e-mail]]
Sent: Wednesday, August 27, 2014 12:42 PM
To: Nelson, Christine
Cc: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: FW: request for additional info - P1286
Christine,
You have our permission to make the changes by hand. Please give me a call if you have
further questions at 757-322-8326.
Thank you!
Mary Ann
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Tuesday, August 26, 2014 11:39 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC; DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: RE: request for additional info - P1286
Steve / MaryAnn,
The narrative looks good. Thanks for the revisions. I printed out a copy.
As for the provided storage volume, this item is a different animal than the rest of this
section of the supplement. The other items are attempting to quantify the amount of runoff
required to be treated. With the complex nature of this project and the various rules it
applies under, there is a need to use the side to quantify the minimum amount of runoff.
However, the provided volume, in a way, has nothing to do with the methods used to calculate
minimum required volume. This line item is to solely show how much volume the BMP can hold.
It is supposed to be a quick way to compare and demonstrate that volume provided in the BMP
is equal to or greater than the minimum required volume. I would like to either see the
supplement revised to list the provided storage or give me permission to make the change by
hand.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Saturday, August 23, 2014 6:50 PM
To: Nelson, Christine
Cc: DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: FW: request for additional info - P1286
Christine
I will be out of the office all next week and may not have access to emails. Please discuss
this re -submittal with my supervisor (MaryAnn DuRant 757-322-8326) --hopefully we (I) can get
it right this time.
1

To avoid any more confusion with slip -sheeting I ran an entire new updated report. I can send
one sided or 2 sided copies whichever you prefer. I did not include the maintenance
agreements. The application and supplements are included.
I don't understand your comment about the combined drainage volume. It is shown like all of
the others --the volume for the new area is shown and the total is noted in ink on the side --
see attached.
I revised the drainage report references to match the drainage exhibit numbers. I also made
sure the exhibit were current. All changes to the BOD are shown in red (attached) for ease of
review. I removed the old exhibit 6 and replaced it with the pdf that explains the areas that
qualify for "existing impervious".
As noted above, I included all of the maps and exhibits. The combined report also includes
the current calculations, existing and proposed routing calculations, geotechnical report and
the submittals from the 2006 Reserve Facility Permit.
I did not think I included any "maps" with the latest (8/20/14)submittal. I included copies
of the 2 plan sheets that were revised (C-301 and C-701) and the drainage exhibit as
requested.
Please call or email MaryAnn and let her know if she needs to revise the supplement and if
you want 1 or 2 sided copies.
Thanks!
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Friday, August 22, 2014 2:56 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: request for additional info -. P1286 .
Steve,
The double sided copies make it very difficult to slip the revised sheets into the previously
submitted narrative and calculations. The sides copied on the paper just don't match up.
Now that I have that off my chest...
- The supplement for drainage area 2 still lists a provided volume of 29,926 cf. Why does it
not list the full amount?
- Can you also please double check the exhibit references in the narrative? In both this
recent version and the previous version, the references don't match up like .they did in the
first submittal. The latest submittal included maps, but not sure how these get
incorporated. Are they exhibits?
z

Thanks for helping me clear up these last few items.
thristine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Wednesday, August 20, 2014 5:11 PM
To: Nelson, Christine
Subject: RE: request for additional info - P1286
No problem --I just put 2 copies of everything in the package.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Wednesday, August 20, 2014 3:10 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: request for additional info - P1286
Steve,
I'm going through my a -mails and know you have sent another e-mail sent after this so my
response may be a bit too late. We only need 1 copy of the calculations and supplement. The
only thing we need multiple copies of is the plans and we ask for 2 sets of those.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Wednesday, August 20, 2014 12:46 PM
To: Nelson, Christine
Subject: RE: request for additional info - P1286
Christine
I am putting the revised package in overnight today. I have 2 copies of each of the 3 revised
plan sheets, and 2 copies of the revised supplement. Do you want 1 or 2 copies of the revised
calculations?
Steve
3

Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Monday, August 11, 2014 1:20 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC; Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD
- DESIGN; Towler, David W CIV MARFORCOM, I&E/PWD DESIGN
Cc: Weaver, Cameron
Subject: request for additional info - P1286
Steve,
There are just a few more hopefully minor items that need to be clarified for this project.
Please see the attached request for additional information. I've also attached an e-mail
chain to refresh your memory regarding item 4.
Please let me know if you have any questions or concerns.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third.parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Nelson, Christine
Sent: Friday, August 08, 2014 3:45 PM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject: RE: P-1286 Gravel Lot re -submittal
Steve,
In looking through the narrative, I'm noticing subtle changes to the text and exhibit
numbers. For instance, the second paragraph of Section 1.3 discussing the 2013 soil testing
in the narrative is no longer there. The rainfall intensity originally listed in Section 2.2
was 3.68" (as is also reported in the supplements) is now listed as 3.60" in the revised
Section 2.2 of the narrative. Might you have updated an old version of the narrative or has
additional changes been made that need to be reflected through other parts of the package?
I will keep chugging along in looking through the revised items.
Thanks,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, August 01, 2014 2:56 PM
To: Nelson, Christine
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT,
Subject: RE: P-1286 Gravel Lot re -submittal
IPTNC [mailto:[e-mail]]
IPTNC
4

l I IO
Tra n s m i t t 1 � V 7 Na al Facilities EnPinea n Command
NIVFPC MIOAFI.AHTK
Date: 20 August, 2014
To: Cameron Weaver
NC-DENR Express Coordinator
127 Cardinal Drive Extension
Wilmington, NC 28405
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps North Carolina IPT
6506 Hampton Blvd., Bldg. CJV
-
Norfolk, VA 23508
POC: Steve Medvick, P.E. AU6 Z zoi�
RE: Reserve Training Facility/P-1286 Gravel Parking Lot
Stormwater Project SW8 060309
Storm Water Express Review
Revised submittal
Copies
Date
Description
2
B.O.D.
2
Design Calculations
2
Hydroflow Repoi1, Post -Conditions
2
Infiltration Basin 1 Supplement
2
Infiltration Basin 2 Supplement
2
Existing impervious exhibit
2
Full Size Plan Set Rev C-701
2
Full Size Plan Set Rev C-502
2
Copy of entailed responses
2
Full size Drainage exhibit
Remarks:
Revised plan sheets and calculations, as per your 8.1 1.14 comments. I'or review and approval. Please
call if you have any questions, 757-322-4214.
Respectfully,
Steve Medv ck, .E.
Distribution:
NAVFAC Files

Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Sent: Wednesday, August 20, 2014 14:17
To: 'Nelson, Christine'
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT, IPTNC; DuRant, MaryAnn V CIV NAVFAC
Subject: FW:P-1286 - request for additional info
Signed By: [e-mail]
Christine
You will receive the revised package tomorrow.
I included a copy of this email with my revised submittal package. The submittal includes a copy of all of the information
that was included in the 8.4.14 package: Revised BOD, design calculations, Basin 2 supplement, Plan sheet C-502 and C-
701 and the drainage exhibit. The supplement 1, hydraflow report and impervious exhibit were not changed but are also
included. As noted in my previous email, the calculations were correct and I needed to submit the correct supplement
that matched the calculations.
1.
a. The 2021 was correct --supplement was corrected.
b. The 51, 468 is correct --supplement was corrected.
c. The provided volume is 51,538--supplement was corrected.
d. 53.75 is correct --supplement was corrected.
e. 2.53 is correct --supplement was corrected.
f. 18,505 is correct --supplement was corrected.
2. The rim elevation of 53.80 is correct--C-701 was revised.
3. The narrative was updated. The second paragraph for geotechnical was added. The rainfall intensity of 3.68 was
corrected.
4. The drainage area was updated to 4.385 on C-502.
5. Thank you!
6. Noted --items rechecked.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Sent: Thursday, August 14, 2014 2:47 PM
To: 'Nelson, Christine'

Subject: RE: request for additional info - P1286
1B
Sorry about the continued confusion. 1 somehow managed to send an outdated supplement sheet. The corrected
supplemental sheet (attached) matches the numbers in the calculations. I still need to add the notes in the side.
1.
a. The 2021 was correct
b. The 51, 468 is correct
c. The provided volume is 51,538
d. 53.75 is correct
e. 2.53 is correct
f. 18,505 is correct.
2. 1 will confirm
3. 1 will fix
4. 1 will confirm
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Nelson, Christine[mailto:[e-mail]]
Sent: Monday, August 11, 2014 1:20 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC; Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN;
Towler, David W CIV MARFORCOM, I&E/PWD DESIGN
Cc: Weaver, Cameron
Subject: request for additional info - P1286
Steve,
There are just a few more hopefully minor items that need to be clarified for this project. Please see the attached
request for additional information. I've also attached an e-mail chain to refresh your memory regarding item 4.
Please let me know if you have any questions or concerns.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties unless the content is exempt by statute or other regulation.
-----Original Message -----
From: Nelson, Christine
Sent: Friday, August 08, 2014 3:45 PM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject: RE: P-1286 Gravel Lot re -submittal
E

Steve,
In looking through the narrative, I'm noticing subtle changes to the text and exhibit numbers. For instance, the second
paragraph of Section 1.3 discussing the 2013 soil testing in the narrative is no longer there. The rainfall intensity
originally listed in Section 2.2 was 3.68" (as is also reported in the supplements) is now listed as 3.60" in the revised
Section 2.2 of the narrative. Might you have updated an old version of the narrative or has additional changes been
made that need to be reflected through other parts of the package?
I will keep chugging along in looking through the revised items.
Thanks,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties unless the content is exempt by statute or other regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Friday, August 01, 2014 2:56 PM
To: Nelson, Christine
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot re -submittal
Christine
The following responses are in reference to your 7/21/14 comments.
1. The supplemental sheet has been revised to note the bypass weirs. The 2 weirs are shown at elevation of 54.45 (old
datum) and include 50' vegetative filters.
2a. The pre -developed impervious area has been reduced to 1062 s.f. as per our discussion. The attached exhibit shows
the area outside of the permitted drainage areas that was included.
2b. The Rv is now shown and the volume was corrected. The volume was increased as a result of the revised existing
impervious calculation discussed in 2a.
2c. The total required volume is shown as 51,468 at the end of the pre/post discussion. The 51,468 is also shown on the
supplement form.
2d. The total required volume is shown as 51,468 at the end of the pre/post discussion. The 51,468 is also shown on the
supplement form.
3. The required volume of 51,468 is shown on the supplement form. The provided,volume of 51,538 is also shown on the
supplement form. The breakdown for the provided volumes is directly in front of the drawdown calculations.
4. Plan sheet C-502 was not revised. Two revised copies of plan sheets C-301 and C-701 will be sent.
5. Noted.
6. Noted.
I didn't bother to attach the revised routing calculations as I presume you are willing to wait for the hard copy. Please let
me know if everything looks acceptable. I sent C-301 and C-701 on the previous email.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]

Nelson, Christine
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [stephen.medvick@navy. mil]
Sent: Thursday, August 14, 2014 2:47 PM
To: Nelson, Christine
Subject: RE: request for additional info - P1286
Attachments: 8.1.14 DA-2 Infiltration basin supplement rev.pdf
Sorry about the continued confusion. I somehow managed to send an outdated supplement sheet.
The corrected supplemental sheet (attached) matches the numbers in the calculations. I still
need to add the notes in the side.
1.
a. The 2021 was correct
b. The 51, 468 is correct
c. The provided volume is 51,538
d. 53.75 is correct
e. 2.53 is correct
f. 18,505 is correct.
2. I will confirm
3. I will fix
4. I will confirm
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: stephen.medvick(@navy.mil
-----Original Message -----
From: Nelson, Christine[mailto:christine.nelson(@ncdenr.gov]
Sent: Monday, August 11, 2014 1:20 PM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC; Bradshaw,
- DESIGN; Towler, David W CIV MARFORCOM, I&E/PWD DESIGN
Cc: Weaver, Cameron
Subject: request for additional info - P1286
Thomas C CIV MARFORCOM, I&E - PWD
Steve,
There are just a few more hopefully minor items that need to be clarified for this project.
Please see the attached request for additional information. I've also attached an e-mail
chain to refresh your memory regarding item 4.
Please let me know if you have any questions or concerns.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message-----
1

From: Nelson, Christine
Sent: Friday, August 08, 2014 3:45 PM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject: RE: P-1286 Gravel Lot re -submittal
Steve,
In looking through the narrative, I'm noticing subtle changes to the text and exhibit
numbers. For instance, the second paragraph of Section 1.3 discussing the 2013 soil testing
in the narrative is no longer there. The rainfall intensity originally listed in Section 2.2
was 3.68" (as is also reported in the supplements) is now listed as 3.60" in the revised
Section 2.2 of the narrative. Might you have updated an old version of the narrative or has
additional changes been made that need to be reflected through other parts of the package?
I will keep chugging along in looking through the revised items.
Thanks,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, August 01, 2014 2:56 PM
To: Nelson, Christine
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT,
Subject: RE: P-1286 Gravel Lot re -submittal
Christine
IPTNC[mailto:stephen.medvickOnavy.mil]
IPTNC
The following responses are in reference to your 7/21/14 comments.
1. The supplemental sheet has been revised to note the bypass weirs. The 2 weirs are shown at
elevation of 54.45 (old datum) and include 50' vegetative filters.
2a. The pre -developed impervious area has been reduced to 1062 s.f. as per our discussion.
The attached exhibit shows the area outside of the permitted drainage areas that was
included.
21b. The Rv is now shown and the volume was corrected. The volume was increased as a result of
the revised existing impervious calculation discussed in 2a.
2c. The total required volume is shown as 51,468 at the end of the pre/post discussion. The
51,468 is also shown on the supplement form.
2d. The total required volume is shown as 51,468 at the end of the pre/post discussion. The
51,468 is also shown on the supplement form.
3. The required volume of 51,468 is shown on the supplement form. The provided volume of
51,538 is also shown on the supplement form. The breakdown for the provided volumes is
directly in front of the drawdown calculations.
4. Plan sheet C-502 was not revised. Two revised copies of plan sheets C-301 and C-701 will
be sent.
5. Noted.
6. Noted.
I didn't bother to attach the revised routing calculations as I presume you are willing to
wait for the hard copy. Please let me know if everything looks acceptable. I sent C-301 and
C-701 on .the previous email.
Steve
C

Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: stephen.medvick(@navy.mil

Pat McCrory
Governor
ARA.
NCDENR
North Carolina Department of Environment and Natural Resources
John E. Skvarla, III
Secretary
August 11, 2014 n \ v,VON
CommandingLeune O1fficerCB I
c/o N as Paul, Deputy Public Works Officer
1005 Michael Road e-r^G X 2v-\C1O5v`ce .
Camp Lejeune, INC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
Onslow County
Dear Mr. Paul:
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for the Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
on July 11, 2014 with additional information received on August 5, 2014. A preliminary review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
Please ensure the supplement provided for drainage area 2 is the most recent version. The
following inconsistencies were noted between the provided supplement and the calculations:
,,a The revised calculations indicate that the pre -development volume for the 1-year, 24-
hour storm event is 2,020.8 cf. However, the supplement indicates this volume is 4,424
cf.
vb. The total minimum required volume written to the side of the supplement is listed as
being 45,461 cf while the calculations indicate it is 51,468 cf.
c. The provided volume is entered into the supplement as being 24,597 cf and appears to
be written off to the side of the supplement as being 46,209 cf. However, the
,calculations indicate that the provided volume is 51,538 cf.
vd. The storage elevation of the infiltration basin is listed on the supplement as being 53.53
ft while the calculations indicate it will be 53.75 ft.
1' The drawdown is listed in the supplement as being 2.27 days while the calculations
.,indicate it will be 2.53 days.
, 4. The storage surface area is listed in the supplement as being 18,092 sf while the
calculations indicate it will be 18,505 sf.
2. The rim elevation for the forebay outlet structure is listed on sheet C-301 as 53.80 ft; however,
sheet C-701 lists this elevation as 53.53 ft. Please confirm the elevation of the rim for the
forebay outlet structure is presented consistently.
3. The revised narrative appears to have subtle changes to the text and the exhibit numbers from
the originally submitted narrative. For instance, the second paragraph of Section 1.3 discussing
the 2013 soil testing in the narrative is no longer there. The rainfall intensity originally listed in
Section 2.2 of the narrative was 3.68" (as is also reported in the supplements) is now listed as
3,60" in the revised Section 2.2. Please confirm that the correct narrative was updated and if
additional changes have been made, please reflect those throughout the other parts of the
package.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] 1 Fax: [phone]

USMCB Camp Lejeune
August 11, 2014
Stormwater Application No. SW8 060309
4. Please provide two copies of the revised plan sheet C-502 and the post development
drainage area exhibit. Per the enclosed e-mail chain dated July 18, 2014, the original
sheet C-502 listed drainage area 1 as 4.304 acres instead of the 4.385 acres listed in
the application and other documents. Also, as indicated in the same e-mail, the post
development drainage area exhibit was not included in the original submittal.
5. Due to the relatively minor nature of these comments, the express additional information
review fee has been waived.
Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to August18, 2014, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
Cl , t 21�
Christine Nelson
Environmental Engineer
GDS/can: G:\WQ\Shared\StormWater\Permits & Projects\2006\060309 HD\2014 08 addinfo 060309
cc: Stephen Medvick, NAVFAC
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Monday, August 11, 2014 1:20 PM
To:
'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'; [e-mail],
[e-mail]
Cc:
Weaver, Cameron
Subject:
request for additional info - P1286
Attachments:
2014 08 addinfo 060309.pdf; RE: P-1286 submittal
Steve,
There are just a few more hopefully minor items that need to be clarified for this project.
Please see the attached request for additional information. I've also attached an e-mail
chain to refresh your memory regarding item 4.
Please let me know if you have any questions or concerns.
Thanks!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----original Message -----
From: Nelson, Christine
Sent: Friday, August 08, 2014 3:45 PM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject: RE: P-1286 Gravel Lot re -submittal
Steve,
In looking through the narrative, I'm noticing subtle changes to the text and exhibit
numbers. For instance, the second paragraph of Section 1.3 discussing the 2013 soil testing
in the narrative is no longer there. The rainfall intensity originally listed in Section 2.2
was 3.68" (as is also reported in the supplements) is now listed as 3.60" in the revised
Section 2.2 of the narrative. Might you have updated an old version of the narrative or has
additional changes been made that need to be reflected through other parts of the package?
I will keep chugging along in looking through the revised items.
Thanks,
Christine
Email correspondence .to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, August 01, 2014 2:56 PM
To: Nelson, Christine
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT,
Subject: RE: P-1286 Gravel Lot re -submittal
Christine
IPTNC[mailto:stephen.medvick(@navy.mil]
IPTNC
The following responses are in reference to your 7/21/14 comments.
1

Nelson, Christine
From:
Nelson, Christine
Sent:
Friday, August 08, 2014 3:45 PM
To:
'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject:
RE: P-1286 Gravel Lot re -submittal
Steve,
In looking through the narrative, I'm noticing subtle changes to the text and exhibit
numbers. For instance, the second paragraph of Section 1.3 discussing the 2013 soil testing
in the narrative is no longer there. The rainfall intensity originally listed in Section 2.2
was 3.68" (as is also reported in the supplements) is now listed as 3.60" in the revised
Section 2.2 of the narrative. Might you. have updated an old version of the narrative or has
additional changes been made that need to be reflected through other parts of the package?
I will keep chugging along in looking through the revised items.
Thanks,
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, August 01, 2014 2:56 PM
To: Nelson, Christine
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT,
Subject: RE: P-1286 Gravel Lot re -submittal
Christine
IPTNC[mailto:stephen.medvickOnavy.mil]
IPTNC
The following responses are in reference to your 7/21/14 comments.
1. The supplemental sheet has been revised to note the bypass weirs. The 2 weirs are shown
elevation of 54.45 (old datum) and include 50' vegetative filters.
2a. The pre -developed impervious area has been reduced to 1062 s.f. as per our discussion.
The attached exhibit shows the area outside of the permitted drainage areas that was
included.
2b. The Rv is now shown and the volume was corrected. The volume was increased as a result
the revised existing impervious calculation discussed in 2a.
2c. The total required volume is shown as 51,468 at the end of the pre/post discussion. The
51,468 is also shown on the supplement form.
2d. The total required volume is shown as 51,468 at the end of the pre/post discussion. The
51,468 is also shown on the supplement form.
3. The required volume of 51,468 is shown on the supplement form. The provided volume of
51,538 is also shown on the supplement form. The breakdown for the provided volumes is
directly in front of the drawdown calculations.
4. Plan sheet C-502 was not revised. Two revised copies of plan sheets C-301 and C-701 will
be sent.
5. Noted.
6. Noted.
I didn't bother to attach the revised routing calculations as I presume you are willing to
wait for the hard copy. Please let me know if everything looks acceptable. I sent C-301 and
C-701 on the previous email.
at
of
1

t.
Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Sent: Friday, August 01, 2014 14:56
To: 'Nelson, Christine'
Cc: Labidi, Abdelkader H CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot re -submittal
Attachments: Existing gravel 3.pdf; 7.28.14 DA-1 Infiltration basin supplement.pdf; P-1286 DA-2
supplemental.pdf; 8 114 Rev Drainage calcualtions TO DENR.pdf
Signed By: stephen.medvick@navy. miI
Christine
The following responses are in reference to your 7/21/14 comments
1. The supplemental sheet has been revised to note the bypass weirs. The 2 weirs are shown at elevation of 54.45 (old
datum) and include 50' vegetative filters.
2a. The pre -developed impervious area has been reduced to 1062 s.f. as per our discussion. The attached exhibit shows
the area outside of the permitted drainage areas that was included.
2b. The Rv is now shown and the volume was corrected. The volume was increased as a result of the revised existing
impervious calculation discussed in 2a.
2c. The total required volume is shown as 51,468 at the end of the pre/post discussion. The 51,468 is also shown on the
supplement form.
2d. The total required volume is shown as 51,468 at the end of the pre/post discussion. The 51,468 is also shown on the
supplement form.
3. The required volume of 51,468 is shown on the supplement form. The provided volume of 51,538 is also shown on the
supplement form. The breakdown for the provided volumes is directly in front of the drawdown calculations.
4. Plan sheet C-502 was not revised. Two revised copies of plan sheets C-301 and C-701 will be sent.
5. Noted.
6. Noted.
I didn't bother to attach the revised routing calculations as I presume you are willing to wait for the hard copy. Please let
me know if everything looks acceptable. I sent C-301 and C-701 on the previous email.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
EC17VIVE
AUG 0 5 2014

Date: 4 August, 2014
To: Cameron Weaver
NC-DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps North Carolina IPT
6506 Hampton Blvd., Bldg. C
Norfolk, VA 23508
POC: Steve Medvick, P.E.
RE: Reserve Training Facility/P-1286 Gravel Parking Lot
Storm Water Express Review
Revised submittal
i,qP V
N! PaoifiSes EnglnoeringC Immend
xnvvnc rmoannxnc
Attu- 0 5 2014
BY:
Copies
Date
Description
2
B.O.D.
2
Design Calculations
2
Flydroflow Report, Post -Conditions
2
Infiltration Basin I Supplement
2
Infiltration Basin 2 Supplement
2
Existing impervious exhibit
2
Full Size Plan Set Rev C-701
2
Full Size Plan Set Rev C-301
2
Copy of emailed responses
Remarks:
Revised plan sheets and calculations, as per -our discussion. For review and approval. Please call if you
have any questions, 757-322-4214.
Respectfully,
Ste�Medk, .E.
Distribution:
NAVFAC Files

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvada, III
Governor Secretary
July 21, 20144Commanding
MCB Camp LjeOfficer u
c/o Neal Paul, Deputy Public Works Officer
1005 Michael Road �1
Camp Lejeune, NC 28542
Subject: Request for Additional Information
Stormwater Project No. SW8 060309
Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
Onslow County
Dear Mr. Paul
The Wilmington Regional Office received a modified Express Stormwater Management Permit
Application for the Reserve Training Facility & Vehicle Maintenance Facility / P-1286 Gravel Parking Lot
on July 11, 2014. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
✓ 1. The revised infiltration basin supplement for drainage area 1 indicates that the vegetated filter
strip and offline bypass has not been provided. Permit Condition 1.2 indicates that this
infiltration basin must be operated with a 50' vegetated filter. The plans approved in 2006
indicate that an overflow bypass was provided prior to the infiltration basin along with a 50'
vegetated filter. Please confirm that the bypasses and vegetated filter areas have been
installed for the infiltration basin associated with drainage area 1 in accordance with the
previously approved plans.
2. Please consider the following when determining the minimum required storage volume for
drainage area 2:
r,L) a. In the pre/post volume calculations for drainage area 2, the pre -development conditions
appear to indicate that there is some pre -development impervious area. Any pre -
development impervious area should be demonstrated as being not subject to the
stormwater rules either by documenting the impervious area existed prior to 1988 or it was
built under conditions that did not require a stormwater permit. Please keep in mind that this
is a permitted site and any changes from the plans and project area approved in 2006
should have been accounted for through a modification to the permit. Please explain the
pre -developed impervious area and the reasoning as to why it is not considered part of the
permitted impervious area.
✓b. The Rv value for the post -development condition for drainage area 2 doesn't appear to be
showing in the calculations and the post -development volume is lower than expected given
the drainage area conditions. Please provide the calculated Rv value for the post -
developed condition avid confirm the associated volume calculation is correct.
c. The calculations for drainage area 2 indicate that the required volume when considering the
1-year, 24-hour pre/post-development condition is 6,401 W but does not appear to include
the previously approved storage volume for the 1.5" design storm as was done for the 1.5"
design storm done earlier in the calculations. Please summarize the final minimum required
storage volume from the pre/post-development calculations considering the entire drainage
area.
d. The minimum required storage volumes listed in the supplement for drainage area 2 appear
to only consider the new drainage area and impervious area. Please consider the entire
site, both previously permitted and new, in the minimum required storage volume in the
supplement.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

USMCB Camp Lejeune
July 21, 2014
Stormwater Application No. SW8 060309
3. The supplement for drainage area 2 lists the volume provided in the infiltration basin as
being 24,597 ft3, however the calculations appear to indicate that the storage provided at
the storage elevation of 53.53 ft within the infiltration basin alone is 40,028 ft3. Please
confirm the information is presented consistently and accurately.
-- ->, 4. Please provide two copies of the revised plan sheet C-502 and the post development
drainage area exhibit.
,,/5. Due to the relatively minor nature of these comments, the express additional information
review fee has been waived.
v6` Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
Verify all numbers are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received in this Office prior to July 30, 2014, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. Please note
that a second significant request for additional information may result in the return of the project.
If the project is returned, you will need to reschedule the project through the Express
coordinator for the next available review date, and resubmit all of the required items, including
the application fee.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and
State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
in
�-- wi—dL 4 141
Christine Nelson
Environmental Engineer
GDS/can: G:\WQ\Shared\StormWater\Permits 8 Projects\2006\060309 HD\2014 07 addinfo 060309
cc: Stephen Medvick, NAVFAC
Wilmington Regional Office
Page 2 of 2

Nelson, Christine
From:
Nelson, Christine
Sent:
Monday, July 21, 2014 3:15 PM
To:
'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'; '[e-mail]';
'david. towler@usmc. mil'
Cc:
Weaver, Cameron
Subject:
RE: P-1286 submittal
Attachments:
2014 07 addinfo 060309.pdf
Steve,
The request for additional information for the P-1286 gravel parking lot is attached. Please
let me know if you have questions.
Thanks,
Christine
** Please note the new direct phone number **
Christine Nelson
Environmental Engineer
State Stormwater Program
NC Division of Energy, Mineral and Land Resources
127 Cardinal Drive Ext., Wilmington, NC 28405
Direct: 910-796-7345 / Main: 910-796-7215 / Fax: [phone]
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:stephen.medvick(@navy.mil]
Sent: Friday, July 18, 2014 12:03 PM
To: Nelson, Christine
Subject:. RE: P-1286 submittal
Christine
Sounds good --thanks!
The supplement sheet is attached.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: stephen.medvickpnavy.mil
-----Original Message -----
From: Nelson, Christine [mailto:christine.nelson(dncdenr.eov]
Sent: Friday, July 18, 2014 11:22 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
t

y
Nelson, Christine
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [stephen.medvick@navy. mil]
Sent: Friday, July 18, 2014 12:03 PM
To: Nelson, Christine
Subject: RE: P-1286 submittal
Attachments: 7.17.14 Rev. Infiltration basin supplement DA 1.pdf
Christine
Sounds good --thanks!
The supplement sheet is attached.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: stephen.medvick(dnavy.mil
-----Original Message -----
From: Nelson, Christine [mailto:christine.nelsona)ncdenr.Rov]
Sent: Friday, July 18, 2014 11:22 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 submittal
Steve,
Since you caught me at the beginning of my review, I will just swap out the corrected sheets
in the application documents. We will likely need the plan sheets re -printed but that can
wait to make sure there are no other comments. I didn't see the revised supplement attached,
can you send that too?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:stephen.medvick(@navV.mil]
Sent: Friday, July 18, 2014 10:48 AM
To: Nelson, Christine
Subject: RE: P-1286 submittal
You are looking at the correct sheet --but there was supposed to be a drainage exhibit
attached. The exhibit shows the bearings and distances for the 2 permitted drainage areas. I
am pretty sure that I forgot to include the exhibit. I asked my Cadd tech to recheck my areas
before I sent it to you. Drainage Area 2 (my project area) is correct. I of course, have the
area for DA-1(off-site) incorrect. I could blame it on spell check if Cadd used spell check
but it does not. I listed and checked (3 times) the area for DA-1 but it is wrong. The area
was not closed on the layer that I was using -so it gives a false answer. Anyway --my tech did
i

•'it correctly and the area for DA-1 is slightly more than I used. The impervious area did not
change so everything is still in accordance with the permit.
The attached drainage exhibit shows the.correct areas. I revised the Basin DA-1 supplement
and attached the calculation showing that DA-1 is still in accordance with the existing
permit. The application has also been corrected to show the revised numbers for DA-1. I need
to change 1 number on C-502 but I am not sure if you use the post developed drainage area
sheet (showing all drainage areas) for anything.
Sorry for the confusion --please let me know how you want me to handle the revisions.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: stephen.medvick(dnavy.mil
-----Original Message -----
From: Nelson, Christine [mailto:christine.nelson(dncdenr.Rov]
Sent: Friday, July 18, 2014 8:45 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 submittal
Steve,
Sorry for the slight delay in my response. I just pulled this package out today for review.
Which sheet should I be looking at? Sheet C-502 has the post -development drainage areas, but
I don't see any bearings / distances. Could I be looking at the wrong thing and it is a
separate exhibit?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:stephen.medvick(@navy.mil]
Sent: Wednesday, July 16, 2014 2:08 PM
To: Nelson, Christine
Subject: P-1286 submittal
Christine
Please see if I included a copy of the drainage area exhibit in my submittal package. The
exhibit has the bearings and distances for drainage areas 1 and 2 shown, as requested.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
2

Nelson, Christine
From: Nelson, Christine
Sent: Friday, July 18, 2014 11:22 AM
To: 'Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC'
Subject: RE: P-1286 submittal
Steve,
Since you caught me at the beginning of my review, I will just swap out the corrected sheets
in the application documents. We will likely need the plan sheets re -printed but that can
wait to make sure there are no other comments. I didn't see the revised supplement attached,
can you send that too?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:stephen.medvick(@navy•mil]
Sent: Friday, July 18, 2014 10:48 AM
To: Nelson, Christine
Subject: RE: P-1286 submittal
You are looking at the correct sheet --but there was supposed to be a drainage exhibit
attached. The exhibit shows the bearings and distances for the 2 permitted drainage areas. I
am pretty sure that I forgot to include the exhibit. I asked my Cadd tech to recheck my areas
before I sent it to you. Drainage Area 2 (my project area) is correct. I of course, have the
area for DA-Koff-site) incorrect. I could blame it on spell check if Cadd used spell check
but it does not. I listed and checked (3 times) the area for DA-1 but it is wrong. The area
was not closed on the layer that I was using -so it gives a false answer. Anyway --my tech did
it correctly and the area for DA-1 is slightly more than I used. The impervious area did not
change so everything is still in accordance with the permit.
The attached drainage exhibit shows the correct areas. I revised the Basin DA-1 supplement.
and attached the calculation showing that DA-1 is still in accordance with the existing
permit. The application has also been corrected to show the revised numbers for DA-1. I need
to change 1 number on C-502 but I am not sure if you use the post developed drainage area
sheet (showing all drainage areas) for anything.
Sorry for the confusion --please let me know how you want me to handle the revisions.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
1

1
Sent: Friday, July 18, 2014 8:45 AM
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 submittal
Steve,
Sorry for the slight delay in my response. I just pulled this package out today for review.
Which sheet should I be looking at? Sheet C-502 has the post -development drainage areas, but
I don't see any bearings / distances. Could I be looking at the wrong thing and it is a
separate exhibit?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC[mailto:stephen.medvick(@navy.mil]
Sent: Wednesday, July 16, 2014 2:08 PM
To: Nelson, Christine
Subject: P-1286 submittal
Christine
Please see if I included a copy of the drainage area exhibit in my submittal package. The
exhibit has the bearings and distances for drainage areas 1 and 2 shown, as requested.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
a

PROJECT TABLE OF CONTENTS
DIVISION 01 - GENERAL REQUIREMENTS
01 11.00
01 14 00
01 20 00.00 20
01 30 00
01 32 17.00 20
01 33 00
01 35 26
01 45 00.00 20
01 50 00
01 57 13.00 22
01 57 19.00 20
01 57 19.01 20
01 58 00
01 60 00.00 22
01 62 35
01 74 19
01 78 00
01 78 23
01 78 24.00 20
01 78 30.00 22
SUMMARY OF WORK
WORK RESTRICTIONS
PRICE AND PAYMENT PROCEDURES
ADMINISTRATIVE REQUIREMENTS
NETWORK ANALYSIS SCHEDULES (NAS)
SUBMITTAL PROCEDURES
GOVERNMENTAL SAFETY REQUIREMENTS
QUALITY CONTROL
TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS
EROSION AND SEDIMENT CONTROL
TEMPORARY ENVIRONMENTAL CONTROLS
SUPPLEMENTAL TEMPORARY ENVIRONMENTAL CONTROLS
PROJECT IDENTIFICATION
REQUIREMENTS FOR PESTICIDE AND HERBICIDE COORDINATION
RECYCLED / RECOVERED MATERIALS
CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT
CLOSEOUT SUBMITTALS
OPERATION AND MAINTENANCE DATA
FACILITY ELECTRONIC OPERATION AND MAINTENANCE SUPPORT
INFORMATION (eOMSI)
DIGITAL DATA DELIVERABLES (GIS)
DIVISION 31 - EARTHWORK
31 05 19 GEOTEXTILE
31 11 00 CLEARING AND GRUBBING
31 23 00.00 20 EXCAVATION AND FILL
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 11 23 CRUSHED AGGREGATE BASE COURSE
32 92 23 SODDING
DIVISION 33 - UTILITIES
33 40 00 STORM DRAINAGE UTILITIES
-- End of Project Table of Contents --
ECEIVE
JUL 1 1 20%
BY:
Page 1

:r
fr
Ifotal Workforce Management JWM)
Page 1 of 1
CERTIFICATE OF TRAINING
This is to certify that I have completed training for TRAFFICKING IN PERSONS GENERAL
AWARENESS TRAINING
STEVEN WELLS 4/28/2014 40085/OPQC21
Name: Date: Component/Office:
Continuing Education Units: 1
By digitally signing and submitting your proof of training certificate, you certify that you have
reviewed and understand the information in this training course.
STEVEN WELLS
Signature (Digitally Signed)
https://twms.navy.mil/selfservicelonline_traininglcertificate.asp?id=482744 4/28/2014

BEQ PARKING LOT
MCB CAMP LEJEUNE. NC
PROJECT TABLE OF CONTENTS
DIVISION O1 - GENERAL REQUIREMENTS
O1 11 00
O1 14 00
O1 20 00.00 20
O1 30 00
O1 32 17.00 20
O1 33 00
O1 35 26
O1 45 00.00 20
Ol 50 00
O1 57 13.00 22
O1 57 19.00 20
O1 57 19.01 20
O1 58 00
O1 60 00.00 22
O1 62 35
O1 74 19
O1 78 00
O1 78 23
O1 78 24.00 20
O1 78 30.00 22
11P1286
EPROJECTS W.O.NO.: 796558
SUMMARY OF WORK
WORK RESTRICTIONS
PRICE AND PAYMENT PROCEDURES
ADMINISTRATIVE REQUIREMENTS
NETWORK ANALYSIS SCHEDULES (NAS)
SUBMITTAL PROCEDURES
GOVERNMENTAL SAFETY REQUIREMENTS
QUALITY CONTROL
TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS
EROSION AND SEDIMENT CONTROL
TEMPORARY ENVIRONMENTAL CONTROLS
SUPPLEMENTAL TEMPORARY ENVIRONMENTAL CONTROLS
PROJECT IDENTIFICATION
REQUIREMENTS FOR PESTICIDE AND HERBICIDE COORDINATION
RECYCLED / RECOVERED MATERIALS
CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT
CLOSEOUT SUBMITTALS
OPERATION AND MAINTENANCE DATA
FACILITY ELECTRONIC OPERATION AND MAINTENANCE SUPPORT
INFORMATION (eOMSI)
DIGITAL DATA DELIVERABLES (GIS)
DIVISION 31 - EARTHWORK
31 OS 19 GEOTEXTILE
31 11 00 CLEARING AND GRUBBING
31 23 00.00 20 EXCAVATION AND FILL
DIVISION 32 - EXTERIOR IMPROVEMENTS
32 11 23 CRUSHED AGGREGATE BASE COURSE
32 92 23 SODDING
DIVISION 33 - UTILITIES
33 40 00 STORM DRAINAGE UTILITIES
-- End of Project Table of Contents --
PROJECT TABLE OF CONTENTS Page 1
l

0
f
BEQ PARKING LOT
MCB CAMP LEJEUNE, NO
SECTION O1 57 13.00 22
11P1286
EPROJECTS W.O.NO.: 796558
EROSION AND SEDIMENT CONTROL
05/13
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D3787 (2007; R 2011) Bursting Strength of
Textiles - Constant -Rate -of -Traverse
(CRT), Ball Burst Test
ASTM D4533 (2011) Trapezoid Tearing Strength of
Geotextiles
ASTM D4632 (2008) Grab Breaking Load and Elongation
of Geotextiles
NORTH CAROLINA SEDIMENT CONTROL COMMISSION (NCSCC)
NCSCC ESCM (2006; R 20C9) Erosion and Sediment
Control Planning and Design Manual
1.2 DESCRIPTION OF WORK
The work includes the provision of temporary and permanent erosion control
measures to prevent the pollution of air, water, and land within the
project limits and in areas outside the project limits where work is
accomplished in conjunction with the project.
1.3 SUBMITTALS
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-01 Preconstruction Submittals
Construction Sequence Schedule; G
SD-03 Product Data
Sediment Fence
Dust Suppressors
Erosion Control Matting
Filter Fabric
SD-11 Closeout Submittals
SECTION O1 57 13.00 22 Page 1

BEQ PARKING LOT
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11P1286
EPROJECTS W.O.NO.: 796558
Photographs of in -place Erosion and Sediment Control measures; G
1.4 CONSTRUCTION SEQUENCE SCHEDULE
Submit a Contractor furnished construction work sequence schedule, a
minimum of 30 days prior to start of construction. The work schedule shall
coordinate the timing of land disturbing activities with the provision of
erosion control measures to reduce on site erosion and off site
sedimentation. Installation of temporary erosion control features shall be
coordinated with the construction of permanent erosion control features to
assure effective and continuous control of erosion and pollution.
1.5 STATE APPROVED PLAN
The erosion control plan indicated has been approved by the State. No
additional State review and approval of the erosion control plan is
required, unless the Contractor desires to modify the erosion control plan
indicated. Should the Contractor desire to modify the State approved plan,
a resubmittal to the State, including the State's approval is required
prior to the start of construction. The contractor shall be responsible
for any additional costs and time incurred as a result of the resubmittal
of the previously approved erosion control plan. The contractor shall
anticipate a minimum 45 day review period by the State. Provide and
maintain erosion control measures in accordance with NCSCC ESCM, and as
specified herein.
1.5.1 Photographs of in -place Erosion and Sediment Control measures
PART 2 PRODUCTS
2.1 SEDIMENT FENCE
2.1.1 State Standard Sediment Fence
NCSCC ESCM Standard 6.62, sediment fence (maximum height of 18 inches).
2.2 SILT FENCE DROP INLET PROTECTION
2.2.1 State Standard Drop Inlet Protection
NCSCC ESCM Standard 6.51, using silt fencing.
2.3 CONSTRUCTION ENTRANCE
2.3.1 State Standard Construction Entrance
2.3.1.1 Aggregate
NCSCC ESCM, Standard 6.06.
2.3.1.2 Filter Fabric
A woven or nonwoven polypropylene, nylon, or polyester containing
stabilizers and/or inhibitors to make the fabric resistant to deterioration
from ultraviolet, and with the following properties:
a. Minimum grab tensile strength (TF 25 #1/ASTM D4632) 180 pounds
b. Minimum Puncture (TF 25 #4/ASTM D3787) 75 psi in the weakest direction
SECTION O1 57 13.00 22 Page 2

BEQ PARKING LOT 11P1286
MCB CAMP LEJEUNE, NC EPROJECTS W.O.NO.: 796558
C. Apparent Opening Size 40-80 (U.S. Sieve Size)
d. Minimum Trapezoidal tear strength (TF 25 #2/ASTM D4533) 50 pounds
2.4 DUST SUPPRESSORS
Calcium chloride, or other standard manufacturer's spray on adhesives
designed for dust suppression.
2.5 TEMPORARY SEEDING
2.5.1 State Standard Temporary Seeding
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
6.10. Provide hay or straw mulch.
2.6 EROSION CONTROL MATTING
Jute, excelsior, or paper matting that has not been bleached or dyed.
Provide matting inminimum4feet widths. Staples for anchoring the
matting shall be minimum 11 gage wire, formed into a "U" shape with a
minimum throat width of one inch and minimum length of 6 inches after
forming.
2.6.1 Jute Matting
A uniform open plain weave of single jute yarn providing an average weight
of 0.9 pounds per square yard of matting. Yarn shall be of a loosely
twisted construction and shall not vary in thickness by more than one-half
its normal diameter. Matting shall have openings between strands length
wise of 0.45 to 0.75 inch, and between strands crosswise of 0.67 to 1.13
inch.
2.6.2 Excelsior Matting
A machine produced mat of wood excelsior with a minimum of 80 percent of
wood fibers 6 inches in length or longer. The matting shall have an
average weight of 0.75 to 0.85 pounds per square yard with an even fiber
distribution producing a consistent mat thickness, and shall have on one
side a woven fabric. The woven fabric shall be twisted paper cord, cotton
cord, or an extruded plastic mesh with a minimum mesh size of one by one
inch and a maximum mesh size of 1 1/2 by 3 inch.
2.6.3 Paper Matting
Shall be a knitted polypropylene yarn with uniform openings with
biodegradable paper strips continuously interwoven. The matting shall
weigh a minimum of 0.09 pounds per square yard with maximum openings of 3/4
inch and minimum openings of 1/2 inch.
2.6.4 Straw Matting
A machine produced straw mat with a minimum thickness of 1/2 inch +/- 1/8
inch. The straw shall be evenly distributed throughout the mat to provide
a minimum average dry weight of .70 pounds per square yard. The topside of
the mat shall be covered with a 3/8 inch biodegradable plastic mesh, with
the mesh attached to the straw by a knitting process using biodegradable
thread.
SECTION O1 57 13.00 22 Page 3

BEQ PARKING LOT lIP1286
MCB CAMP LEJEUNE, NC EPROJECTS W.O.NO.: 796558
PART 3 EXECUTION
3.1 CONSTRUCTION SEQUENCE SCHEDULE
Stabilize areas for construction access immediately with gravel. Install
principal sediment basins and traps before any major'site grading takes
place. Provide additional sediment traps, and sediment fences as grading
progresses. Provide drop inlet protection around existing drainage
structures, and inlet and outlet protection at the ends of new drainage
systems. Stabilize graded and disturbed areas immediately after grading.
Permanent stabilization shall be provided immediately on areas that have
been final graded. Temporary seeding and mulching shall be provided on
disturbed areas as specified in the paragraph entitled "Temporary Seeding."
Installation of temporary erosion control features shall be coordinated
with the construction of permanent erosion control features to assure
effective and continuous control of erosion and sediment deposition.
Remove temporary erosion control measures at the end of construction and
provide permanent seeding.
3.2 SEDIMENT FENCES
Install posts at the spacing indicated, and at an angle between 2 degrees
and 20 degrees towards the potential silt load area. Sediment fence height
shall be approximately 18 inches. Do not attach filter fabric to existing
trees. Secure filter fabric to the post and wire fabric using staples, tie
wire, or hog rings. Imbed the filter fabric into the ground as indicated.
Splice filter fabric at support pole using a 6 inch overlap.and securely
seal.
3.3 DROP INLET PROTECTION
Provide stakes evenly spaced around the perimeter of the drop inlet , a
maximum of 3 feet apart. Stakes shall be driven immediately adjacent to
the drainage structure, a minimum of 18 inches into the ground. The fabric
shall be securely fastened to the outside of the stakes, with the bottom of
the fabric placed into a trench and backfilled.
3.4 CURB INLET PROTECTION
Provide wire mesh over the curb inlet opening so at least 12 inches of wire
mesh extends across the inlet cover and at least 12 inches of wire mesh
extends across the gutter from the inlet opening, as indicated. Place
stone on wire mesh against curb inlet.
3.5 CONSTRUCTION ENTRANCE
Provide as indicated, a minimum of 6 inches thick, at points of vehicular
ingress and egress on the construction site. Construction entrances shall
be cleared and grubbed, and then excavated a minimum of 3 inches prior to
placement of the filter fabric and aggregate. The aggregate shall be
placed in a manner that will prevent damage and movement of the fabric.
Place fabric in one piece, where possible. Overlap fabric joints a minimum
of 12 inches.
3.6 DUST SUPPRESSORS
Immediately dampen the surface before calcium chloride application. Apply
dust suppressors on unsurfaced base, subbase and other unsurfaced travel
SECTION O1 57 13.00 22 Page 4

BEQ PARKING LOT
MCB CAMP LEJEUNE. NC
11P1286
EPROJECTS W.O.NO.: 796558
ways. Apply calcium chloride at the rate of 1.0 to 1.25 pounds per square
yard of surface for pellets for the initial application. For subsequent
applications of calcium chloride, application rates may be approximately 75
percent of initial application rates. Do not apply when raining or the
moisture conditions exceed that required for proper application. Apply
other dust suppressors in accordance with manufacturers instructions.
Protect treated surfaces from traffic for a minimum of 2 hours after
treatment. Repeat application of dust suppressors as required to control
dust emissions.
3.7 TEMPORARY SEEDING
3.7.1 Time Restrictions
Within 48 hours after attaining the grading increment specified herein,
provide seed, fertilizer, mulch and water on graded areas when any of the
following conditions occur:
a. Grading operations stop for an anticipated duration of 30 days or more.
b. When it is impossible or impractical to bring an area to finish grade
so that permanent seeding operations can be performed without serious
disturbance from additional grading.
C. Grading operations for a specific area are completed and the seeding
seasons specified for permanent seeding in Section 32 92 23 SODDING is
more than 30 days away.
d. When an immediate cover is required to minimize erosion, or when
erosion has occurred.
e. Provide on erosion control devices constructed using soil materials.
3.7.2 Seeding Requirements
3.7.2.1 State Standard Seeding Requirements
Provide seed, lime, and fertilizer in accordance with NCSCC ESCM, Standard
6.10. Provide hay or straw mulch in an air dried condition, and secure
mulch in place.
3.7.2.2 Permanent Seeding
Temporary seeding shall be removed, and permanent seeding shall be provided
during the specified planting season as specified in Section 32 92 23
SODDING.
3.8 EROSION CONTROL MATTING
Place matting in the direction of the flow of water. The up channel mat
ting end shall be toed in a narrow trench a minimum of 5 inches deep.
Where. one roll of matting ends and a second roll begins, the end of the
upper roll shall be brought over the buried end of the second roll, to
provide a 6 inch overlap. Where matting widths are laid side by side, the
overlap between matting shall be 4 inches. Provide check slots every 50
feet longitudinally in the matting. Construct check slots by providing a
narrow trench 5 inches deep and folding the matting down in to the trench,
across the bottom of the trench, and then back up the trench to the
existing ground Backfill and compact the trench using the excavated
SECTION O1 57 13.00 22 Page 5

BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
11P1286
EPROJECTS W.O.NO.: 796558
material from the trench. Staple matting ends, junctions, and check slots
at 10 inches on center. Staple matting outer edges and overlaps and the
center of each matting strip at 3 feet on center. Install excelsior
matting with the woven fabric on top.
3.9 MAINTENANCE AND INSPECTION
Inspect erosion control devices after each rainfall and daily during pro
longed rainfall. Remove sediment deposits aftereach rainfall or when
sediment reaches approximately one-half the barrier height. Immediately
repair damaged erosion control devices and damaged areas around and
underneath the devices. Maintain erosion control devices to assure
continued performance of their intended function. Modify the erosion
control plan as required to control problem areas noticed after each
inspection. Modifications shall be approved by the Contracting Officer.
3.10 CLEAN UP
At the completion of the job, or when directed or approved by the
Contracting Officer, temporary erosion control devices shall be removed.
Erosion control devices and areas immediately adjacent to the device shall
be filled (where applicable), shaped to drain and to blend into the
surrounding contours, and provided with permanent seeding. Erosion control
devices may remain in place after job completion when approved by the
Contracting Officer.
-- End of Section --
SECTION O1 57 13.00 22 Page 6

0
BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
SECTION 31 05 19
GEOTEXTILE
08/08
19,130=f elnl�IDRIAI
1.1 REFERENCES
11P1286
EPROJECTS W.O.NO.: 796558
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM D4873 (2002; R 2009) Identification, Storage,
and Handling of Geosynthetic Rolls and
Samples
ASTM D4439 (2011) Geosynthetics
AASHTO M 288 (2006; R 2011) Standard Specification for
Geotextile Specification for Highway
Applications
NORTH CAROLINIA DEPARTMENT OF TRANSPORTATION (NCDOT)
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-07 Certificates
Geotextile;G
1.3 DELIVERY, STORAGE, AND HANDLING
Deliver, store, and handle geotextile in accordance with ASTM D4873.
1.3.1 Delivery
Notify the Contracting Officer a minimum of 24 hours prior to delivery and
unloading of geotextile rolls packaged in an opaque, waterproof, protective
plastic wrapping.- The plastic wrapping'shall not be removed until
deployment. If quality assurance samples are collected, immediately rewrap
rolls with the plastic wrapping. Geotextile or plastic wrapping damaged
during storage or handling shall be repaired or replaced, as directed.
Label each roll with the manufacturer's name, geotextile type, roll number,
roll dimensions (length, width, gross weight), and date manufactured.
SECTION 31 05 19 Page 1

BEQ PARKING LOT
MCB CAMP LEJEUNE, NO
1.3.2 Storage
11P1286
EPROJECTS W.O.NO.: 796558
Protect rolls of geotextile from construction equipment, chemicals, sparks
and flames, temperatures in excess of 160 degrees F, or any other
environmental condition that may damage the physical properties of the
geotextile. To protect geotextile from becoming saturated, either elevate
rolls off the ground or place them on a sacrificial sheet of plastic in an
area where water will not accumulate.
1.3.3 Handling
Handle and unload geotextile rolls with load carrying straps, a fork lift
with a stinger bar, or an axial bar assembly. Rolls shall not be dragged
along the ground, lifted by one end, or dropped to the ground.
PART 2 PRODUCTS
2.1 RAW MATERIALS
A minimum of 30 days prior to scheduled use, submit manufacturer's
certificate of compliance stating that the geotextile meets the
requirements of this section. For needle punched gectextiles, the
manufacturer shall also certify that the geotextile has been continuously
inspected using permanent on-line full -width metal detectors and does not
contain any needles which could damage other geosynthetic layers. The
certificate of compliance shall be attested to by a person having legal,
authority to bind the geotextile manufacturer.
2.1.1 Geotextile
Provide geotextile that is complies with NCDOT RS Section 1056-4.Define
"machine direction" (MD) and "cross -machine direction" (CD) in accordance
with ASTM D4439.
PART 3 EXECUTION
3.1 INSTALLATION
3.1.1 Subgrade Preparation
The surface underlying the geotextile shall be smooth and free of ruts or
protrusions which could damage the geotextile. Subgrade materials and
compaction requirements shall be in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
3.1.2 Placement
Notify the Contracting Officer a minimum of 24 hours prior to installation
of geotextile. Geotextile rolls which are damaged or contain imperfections
shall be repaired or replaced as directed. The geotextile shall be laid
flat and smooth so that it is in direct contact with the subgrade. The
geotextile shall also be free of tensile stresses, folds, and wrinkles. On
slopes steeper than 10 horizontal on 1 vertical, lay the geotextile with
the machine direction of the fabric parallel to the slope direction.
SECTION 31 05 19 Page 2

BEQ PARKING LOT
MCB CAMP LEJEUNE. NC
Ikjw�Ym21uk:
3.2.1 Sewn Seams
11P1286
EPROJECTS W.O.NO.: 796558
When required, sew geotextiles together in accordance with Article X1.1.4
of AASNTO M 288. Provide sewn seams with seam strengths meeting the
required strengths for the geotextile type and class specified.
3.3 PROTECTION
Protect the geotextile during installation from clogging, tears, and other
damage. Damaged geotextile shall be repaired or replaced as directed. Use
adequate ballast (e.g. sand bags) to prevent uplift by wind. The
geotextile shall not be left uncovered for more than 2 days after
installation.
3.4 REPAIRS
Repair torn or damaged geotextile. Clogged areas of geotextile shall be
removed. Perform repairs by placing a patch of the same type of geotextile
over the damaged area. The patch shall extend a minimum of 12 inches
beyond the edge of the damaged area. Patches shall be continuously
fastened using approved methods. The machine direction of the patch shall
be aligned with the machine direction of the geotextile being repaired.
Remove and replace geotextile rolls which cannot be repaired. Repairs
shall be performed at no additional cost to the Government
3.5 PENETRATIONS
Construct engineered penetrations of the geotextile by methods recommended
by the geotextile manufacturer.
3.6 COVERING
Do not cover geotextile prior to inspection and approval by the Contracting
Officer. Place cover soil in a manner that prevents soil from entering the
geotextile overlap zone, prevents tensile stress from being mobilized in
the geotextile, and prevents wrinkles from folding over onto themselves.
On side slopes, soil backfill shall be placed from the bottom of the slope
upward. Cover soil shall not be dropped onto the geotextile from a height
greater than 3 feet. No equipment shall be operated directly on top of the
geotextile without approval of the Contracting Officer. Use equipment with
ground pressures less than 7 psi to place the first lift over the
geotextile. A minimum of 12 inches of soil shall be maintained between
full-scale construction equipment and the geotextile. Cover soil material
type, compaction, and testing requirements are described in Section
31 23 00.00 20 EXCAVATION AND FILL. Equipment placing cover soil shall not
stop abruptly, make sharp turns, spin their wheels, or travel at speeds
exceeding 5 mph.
-- End of Section --
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BEQ PARKING LOT
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SECTION 31 11 00
CLEARING AND GRUBBING
08/08
PART 1 GENERAL
1.1 'SUBMITTALS
11P1286
EPROJECTS W.O.NO.: 796558
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Nonsaleable Materials; G
SD-04 Samples
Tree wound paint
Herbicide
1.2 DELIVERY, STORAGE, AND HANDLING
Deliver materials to store at the site, and handle in a manner which will
maintain the materials in their original manufactured or fabricated
condition until ready for use.
PART 2 PRODUCTS
2.1 TREE WOUND PAINT
Submit samples in cans with manufacturer's label of bituminous based paint
of standard manufacture specially formulated for tree wounds.
2.2 HERBICIDE
Comply with Federal Insecticide; Fungicide, and Rodenticide Act (Title 7
U.S.C. Section 136) for requirements on Contractor's licensing,
certification and record keeping. Contact the command Pest Control
Coordinator prior to starting work. Submit samples in cans with
manufacturer's label.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Roads and Walks
Keep roads and walks free of dirt and debris at all times.
3.1.2 Trees, Shrubs, and Existing Facilities
Provide protection in accordance with Section 01 57 19.00 20, TEMPORARY
ENVIRONMENTAL CONTROLS. Protect trees and vegetation to be left standing
from damage incident to clearing, grubbing, and construction operations by
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the erection of barriers or by such other means as the circumstances
require.
3.1.3 Utility Lines
Protect existing utility lines that are indicated to remain from damage.
Notify the Contracting Officer immediately of damage to or an encounter
with an unknown existing utility line. The Contractor is responsible for
the repairs of damage to existing utility lines that are indicated or made
known to the Contractor prior to start of clearing and grubbing
operations. When utility lines which are to be removed are encountered
within the area of operations, notify the Contracting Officer in ample time
to minimize interruption of the service. Refer to Section 01 30 00,
ADMINISTRATIVE REQUIREMENTS and Section 01 57 19.00 20, TEMPORARY
ENVIRONMENTAL CONTROLS for additional utility protection.
3.2 CLEARING
Clearing shall consist of the felling, trimming, and cutting of trees into
sections and the satisfactory disposal of the trees and other vegetation
designated for removal, including downed timber, snags, brush, and rubbish
occurring within the areas to be cleared. Clearing shall also include the
removal and disposal of structures that obtrude, encroach upon, or
otherwise obstruct the work. Trees, stumps, roots, brush, and other
vegetation in areas to be cleared shall be cut off flush with or below the
original ground surface, except such trees and vegetation as may be
indicated or directed to be left standing. Trees designated to be left
standing within the cleared areas shall be trimmed of dead branches 1-1/2
inches or more in diameter and shall be trimmed of all branches the heights
indicated or directed. Limbs and branches to be trimmed shall be neatly
cut close to the bole of the tree or main branches. Cuts more than 1-1/2
inches in diameter shall be painted with an approved tree -wound paint.
Apply herbicide in accordance with the manufacturer's label to the top
surface of stumps designated not to be removed.
3.3 TREE REMOVAL
Where indicated or directed, trees and stumps that are designated as trees
shall be removed from areas outside those areas designated for clearing and
grubbing. This work shall include the felling of such trees and the
removal of their stumps and roots as specified in paragraph GRUBBING.
Trees shall be disposed of as specified in paragraph DISPOSAL OF MATERIALS.
3.4 PRUNING
Trim trees designated to be left standing within the cleared areas of dead
branches 1-1/2 inches or more in diameter; and trim branches to heights and
in a manner as indicated. Neatly cut limbs and branches to be trimmed
close to the bole of the tree or main branches. Paint cuts more than 1-1/4
inches in diameter with an approved tree wound paint.
3.5 GRUBBING
Grubbing consists of the removal and disposal of stumps, roots larger than
3 inches in diameter, and matted roots from the designated grubbing areas.
Remove material to be grubbed, together with logs and other organic or
metallic debris not suitable for foundation purposes, to a depth of not
less than 18 inches below the original surface level of the ground in areas
indicated to be grubbed and in areas indicated as construction areas under
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this contract, such as areas for buildings, and areas to be paved. Fill
depressions made by grubbing with suitable material and compact to make the
surface conform with the original adjacent surface of the ground.
3.6 DISPOSAL OF MATERIALS
3.6.1 Saleable Timber
1. All timber on the project site noted for clearing and grubbing shall
become the property of the Contractor, and shall be removed from the
project site and disposed of off stations.
3.6.2 Nonsaleable Materials
Written permission to dispose of such products on private property shall be
filed with the Contracting Officer. Logs, stumps, roots, brush, rotten
wood, and other refuse from the clearing and grubbing operations, except
for salable timber, shall be disposed of outside the limits of
Government -controlled land at the Contractor's responsibility, except when
otherwise directed in writing. Such directive will state the conditions
covering the disposal of such products and will also state the areas in
which they may be placed.
-- End of Section --
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�BEQ PARKING LOT
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SECTION 31 23 00.00 20
EXCAVATION AND FILL
02/11
PART 1 GENERAL
1.1 REFERENCES
lIP1286
EPROJECTS W.O.NO.: 796558
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by the
basic designation only.
AMERICAN WATER WORKS ASSOCIATION (AWWA)
AWWA C600 (2010) Installation of Ductile -Iron Water
Mains and Their Appurtenances
AMERICAN WELDING SOCIETY (AWS)
AWS D1.1/D1.1M
(2010; Errata 2011) Structural Welding
Code - Steel
ASTM INTERNATIONAL (ASTM)
ASTM A139/A139M (2004; R 2010) Standard Specification for
Electric -Fusion (ARC) -Welded Steel Pipe
(NPS 4 and over)
ASTM A252 (2010) Standard Specification for Welded
and Seamless Steel Pipe Piles
ASTM C33/C33M (2013) Standard Specification for Concrete
Aggregates
ASTM D1140 (2000; R 2006) Amount of Material in Soils
Finer than the No. 200 (75-micrometer)
Sieve
ASTM D1556 (2007) Density and Unit weight of Soil in
Place by the Sand -Cone Method
ASTM D1557 (2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2321 (2011) Standard Practice for Underground
Installation of Thermoplastic Pipe for
Sewers and Other Gravity -Flow Applications
ASTM D2487 (2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D4318 (2010) Liquid Limit, Plastic Limit, and
Plasticity Index of Soils
ASTM D6938 (2010) Standard Test Method for In -Place
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Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D698 (2012) Laboratory Compaction
Characteristics of Soil Using Standard
Effort (12,400 ft-lbf/cu. ft. (600
kN-m/cu. m.))
U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
EPA SW-846.3-3 (1999, Third Edition, Update III -A) Test
Methods for Evaluating Solid Waste:
Physical/Chemical Methods
U.S. GENERAL SERVICES ADMINISTRATION (GSA)
NORTH CAROLINIA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2012) Standard Specifications for Road
and Structures
1.2 DEFINITIONS
1.2.1 Capillary water Barrier
A layer of clean, poorly graded crushed rock, stone, or natural sand or
gravel having a high porosity which is placed beneath a building slab with
or without a vapor barrier to cut off the capillary flow of pore water to
the area immediately below a slab.
1.2.2 Degree of Compaction
Degree of compaction is expressed as a percentage of the maximum density
obtained by the test procedure presented in ASTM D1557, for general soil
types, abbreviated as percent laboratory maximum density.
1.2.3 Hard Materials
Weathered rock, dense consolidated deposits, or conglomerate materials
which are not included in the definition of "rock" but which usually
require the use of heavy excavation equipment, ripper teeth, or jack
hammers for removal.
Fwc�.YU:IuFYWY_�Ff.9
Government approval is required for submittals with a'"G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-01 Preconstruction Submittals
Dewatering work plan
Submit 15 days prior to starting work.
SD-06 Test Reports
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Borrow Site Testing; G
Fill and backfill test ;G
Select material test ;G
Density tests ;G
Moisture Content Tests
11P1286
EPROJECTS W.O.NO.: 796558
Copies of all laboratory and field test reports within 24 hours of the
completion of the test.
1.4 DELIVERY, STORAGE, AND HANDLING
Perform in a manner to prevent contamination or segregation of materials.
1.5 CRITERIA FOR BIDDING
Base bids on the following criteria:
a. Surface elevations are as indicated.
b. Pipes or other artificial obstructions, except those indicated, will
not be encountered.
C. Ground water elevations indicated by the boring log were those existing
at the time subsurface investigations were made and do not necessarily
represent ground water elevation at the time of construction. Seasonal
perched water table conditions will be encountered.
d. Material character is indicated by the boring logs.
e. Hard materials will be encountered.
f. Borrow material in the quantities required is not available on
Government property.
g. Blasting will not be permitted. Remove material in an approved manner.
1.6 REQUIREMENTS FOR OFF SITE SOIL
Soils brought in from off site for use as backfill shall be tested for
petroleum hydrocarbons, BTEX, PCBs and HW characteristics (including
toxicity, ignitability, corrosivity, and reactivity). Backfill shall not
contain concentrations of these analytes above the appropriate State and/or
EPA criteria, and shall pass the tests for HW characteristics. Determine
petroleum hydrocarbon concentrations by using appropriate State protocols.
Determine BTEX concentrations by using EPA SW-846.3-3 Method 5035/82603.
Perform complete TCLP in accordance with EPA SW-846.3-3 Method 1311.
Perform HW characteristic tests for ignitability, corrosivity, and
reactivity in accordance with accepted standard methods. Perform PCB
testing in accordance with accepted standard methods for sampling and
analysis of -bulk solid samples. Provide borrow site testing for petroleum
hydrocarbons and BTEX from a grab sample of material from the area most
likely to be contaminated at the borrow site (as indicated by visual or
olfactory evidence), with at least one test from each borrow site. For
each borrow site, provide borrow site testing for HW characteristics from a
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composite sample of material, collected in accordance with standard soil
sampling techniques. Do not bring material onsite until tests results have
been received and approved by the Contracting Officer.
1.7 QUALITY ASSURANCE
1.7.1 Dewatering Work Plan
Submit procedures for accomplishing dewatering work.
1.7.2 Existing Utilities
Movement of construction machinery and equipment over pipes and utilities
during construction shall be at the Contractor's risk. Excavation made
with power -driven equipment is not permitted within twofeet of known
Government -owned utility or subsurface construction. For work immediately
adjacent to or for excavations exposing existing utility or other buried
obstruction, excavate by hand. Start hand excavation on each side of the
indicated obstruction and continue until the obstruction is uncovered or
until clearance for the new grade is assured. Support uncovered lines or
other existing work affected by the contract excavation until approval for
backfill is granted by the Contracting Officer. Report damage to utility
lines or subsurface construction immediately to the Contracting Officer.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
2.1.1 Satisfactory Materials
Any materials classified by ASTM D2487 as GW, GP, GM, GP -GM, GW-GM, SW, SP,
SM,SP-SM, with a maximum ASTM D 4318 liquid limit of 35, maximum ASTM D 4318
plasticity index of 9, and a maximum of 20 percent by weight passing
ASTM D 1140, No. 200 sieves free of debris, roots, wood, scrap material,.
vegetation', refuse, soft unsound particles, and deleterious, or
objectionable materials. Unless specified otherwise, the maximum particle
diameter shall be one-half the lift thickness at the intended location.
2.1.2 Unsatisfactory Materials
Materials which do not comply with the requirements for satisfactory
materials. Unsatisfactory materials also include man-made fills, trash,
refuse, or backfills from previous construction. Unsatisfactory material
also includes material classified as satisfactory which contains root and
other organic matter, frozen material, and stones larger than 2 inches.
The Contracting Officer shall be notified of any contaminated materials.
2.1.3 Expansive Soils
Soils that have a plasticity index equal to or greater than 5 when tested
in accordance with ASTM D4318.
2.1.4 Nonfrost Susceptible (NFS) Material
A uniformly graded washed sand with less than 5 percent passing the No. 200
size sieve, and with not more than 3 percent by weight finer than 0.02 mm
grain size.
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2.1.5 Common Fill
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Approved, unclassified soil material with the characteristics required to
compact to the soil density specified for the intended location.
2.1.6 Backfill and Fill Material
ASTM D2487, classification GW, GP, GM, SW, SP, SM, with a maximum
ASTM D4318 liquid limit of 35, maximum ASTM D4318 plasticity index of 9,
and a maximum of 25 percent by weight passing ASTM D1140, No. 200 sieve.
2.1.7 Select Material
Provide materials classified as GW, GP, SW, SP, or by ASTM D2487 where
indicated. The liquid limit of such material shall not exceed 35 percent
when tested in accordance with ASTM D4318. The plasticity index shall not
be greater than 9 percent when tested in accordance with ASTM D4318, and
not more than 35 percent by weight shall be finer than No. 200 sieve when
tested in accordance with ASTM D1140.
Gradation for aggregate surface courses:
Sieve Size
Percent Passing
by Weight
1 inches
100
3/8 inches
100
No. 4
70-100
Nc. 10
55-100
No. 40
30-70
No. 200
8-15
2.1.8 Topsoil
Provide as specified in Section 32 92 23 SODDING.
2.2 POROUS FILL FOR CAPILLARY WATER BARRIER
ASTM C33/C33M fine aggregate grading with a maximum of 3 percent by weight
passing ASTM D1140, No. 200 sieve, or 1-1/2 inches, and no more than 2
percent by weight passing the No. 4 size sieve or coarse aggregate Size 57,
67, or 77 and conforming to the general soil material requirements
specified in paragraph entitled "Satisfactory Materials."
2.3 UTILITY BEDDING MATERIAL
Except as specified otherwise in the individual piping section, provide
bedding for buried piping in accordance with AWWA C600, Type 4, except as
specified herein. Backfill to top of pipe shall be compacted to 95 percent
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of ASTM D698 maximum density. Plastic piping shall have bedding to spring
line of pipe. Provide ASTM D2321 materials as follows:
a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number
of fill materials that have regional significance such as coral, slag,
cinders, crushed stone, and crushed shells.
b. Class II: Coarse sands and gravels with maximum particle size of 1.5
inches, including various graded sands and gravels containing small
percentages of fines, generally granular and noncohesive, either wet or
dry. Soil Types GW, GP, SW, and SP are included in this class as
specified in ASTM D2487.
2.4 BORROW
Obtain borrow materials required in excess of those furnished from
excavations from sources outside of Government property.
2.5 MATERIAL FOR PIPE CASING
2.5.1 Casing Pipe
ASTM A139/A139M, Grade B, or ASTM A252, Grade 2, smooth wall pipe. Casing
size shall be of the outside diameter and wall thickness as indicated.
Protective coating is not required on casing pipe.
2.6 MATERIAL FOR RIP -RAP
Rock for erosion control rip -rap shall conform to NCDOT RS Section 1042,
class B.2.6.
2.7 BURIED WARNING AND IDENTIFICATION TAPE
Polyethylene plastic and metallic core or metallic -faced, acid- and
alkali -resistant, polyethylene plastic warning tape manufactured
specifically for warning and identification of buried utility lines.
Provide tape on rolls, 3 inch minimum width, color coded as specified below
for the intended utility with warning and identification imprinted in bold
black letters continuously over the entire tape length. Warning and
identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or
similar wording. Color and printing shall be permanent, unaffected by
moisture or soil.
Warning Tape Color Codes
Red:
Electric
Yellow:
Gas, Oil; Dangerous Materials
Orange:
Telephone and Other Communications
Blue:
Potable Water Systems
Green:
Sewer Systems
White:
Steam Systems
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Warning Tape Color Codes
Gray:
Compressed Air
Purple:
Non Potable, Reclaimed Water,
Irrigation and Slurry lines
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EPROJECTS W.O.NO.: 796558
2.7.1 Detectable Warning Tape for Non -Metallic Piping
Polyethylene plastic tape conforming to the width, color, and printing
requirements specified above. Minimum thickness of the tape shall be 0.004
inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250
psi crosswise. Tape shall be manufactured with integral wires, foil
backing, or other means of enabling detection by a metal detector when tape
is buried up to 3 feet deep. Encase metallic element of the tape in a
protective jacket or provide with other means of corrosion protection.
2.8 DETECTION WIRE FOR METALLIC AND NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a
minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water
encountered during construction.
3.1.1.1 Drainage
So that construction operations progress successfully, completely drain
construction site during periods of construction to keep soil materials
sufficiently dry. The Contractor shall establish/construct storm drainage
features (ponds/basins) at the earliest stages of site development, and
throughout construction grade the construction area to provide positive
surface water runoff away from the construction activity and/or provide
temporary ditches, swales, and other drainage features and equipment as
required to maintain dry soils, prevent erosion and undermining of
foundations. When unsuitable working platforms for equipment operation and
unsuitable soil support for subsequent construction features develop,
remove unsuitable material and provide new soil material as specified
herein. It is the responsibility of the Contractor to assess the soil and
ground water conditions presented by the plans and specifications and to
employ necessary measures to permit construction to proceed. Excavated
slopes and backfill surfaces shall be protected to prevent erosion and
sloughing. Excavation shall be performed so that the site, the area
immediately surrounding the site, and the area affecting operations at the
site shall be continually and effectively drained.
3.1.1.2 Dewatering
Groundwater flowing toward or into excavations shall be controlled to
prevent sloughing of excavation slopes and walls, boils, uplift and heave
in the excavation and to eliminate interference with orderly progress of
construction. French drains, sumps, ditches or trenches will not be
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permitted within 3 feet of the foundation of any structure, except with
specific written approval, and after specific contractual provisions for
restoration of the foundation area have been made. Control measures shall
be taken by the time the excavation reaches the water level in order to
maintain the integrity of the in situ material. While the excavation is
open, the water level shall be maintained continuously, at least 1.5 feet
below the working level.
Operate dewatering system continuously until construction work below
existing water levels is complete. Submit performance records weekly.
Measure and record performance of dewatering system at same time each day
by use of observation wells or piezometers installed in conjunction with
the dewatering system. Relieve hydrostatic head in previous zones below
subgrade elevation in layered soils to prevent uplift.
3.1.2 Underground Utilities
Location of the existing utilities indicated is approximate. The
Contractor shall physically verify the location and elevation of the
existing utilities indicated prior to starting construction. The
Contractor shall scan the construction site with electromagnetic and sonic
equipment and mark the surface of the ground where existing underground
utilities are discovered.
3.1.3 Machinery and Equipment
Movement of construction machinery and equipment over pipes during
construction shall be at the Contractor's risk. Repair, or remove and
provide new pipe for existing or newly installed pipe that has been
displaced or damaged. Remove the existing utility pipe as shown on plan.
3.2 SURFACE PREPARATION
3.2.1 Clearing and Grubbing
1
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and
vegetation and other items that would interfere with construction
operations within the . Remove stumps entirely. Grub out matted roots and
roots over 2 inches in diameter to at least 18 inches below existing
surface.
3.2.2 Stripping
Strip soil from the site where excavation or grading is indicated and
stockpile separately from other excavated material. Stripping shall be
performed with track -mounted excavations and not with dobers or scrapers.
Stripping shall be performed to a depth of at least 24 inches below the
exiting ground surface. Stripping shall be performed to a horizontal
(plan) distance of at least 5 feet beyond pavement areas. Material
unsuitable for use as topsoil shall be stockpiled and used for common fill
or backfilling. Locate topsoil so that the material can be used readily
for the finished grading. Where sufficient existing topsoil conforming to
the material requirements is not available on site, provide borrow
materials suitable for use as topsoil. Protect topsoil and keep in
segregated piles until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and
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rubbish underneath paved areas or concrete slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated
materials that meet the specified requirements for the material type
required at the intended location. Keep excavations free from water.
Excavate soil disturbed or weakened by Contractor's operations, soils
softened or made unsuitable for subsequent construction due to exposure to
weather. Excavations below indicated depths will not be permitted except
to remove unsatisfactory material. Unsatisfactory material encountered
below the grades shown shall be removed as directed. Refill with backfill
and fill material and compact to 95 percent of ASTM D1557 maximum
density. Unless specified otherwise, refill excavations cut below
indicated depth with satisfactory material and compact to 95 percent of
ASTM D1557 maximum density. Satisfactory material removed below the depths
indicated, without specific direction of the Contracting Officer, shall be
replaced with satisfactory materials to the indicated excavation grade;
except as specified for spread footings. Determination of elevations and
measurements of approved overdepth excavation of unsatisfactory material
below grades indicated shall be done under the direction of the Contracting
Officer.
3.3.1 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide
uniform support for each section of pipe after pipe bedding placement.
Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported
for the entire length. Rock, where encountered, shall be excavated to a
depth of at least 6 inches below the bottom of the pipe.
3.3.2 Hard Material Excavation
Remove hard material to elevations indicated in a manner that will leave
foundation material in an unshattered and solid condition. Roughen level
surfaces and cut sloped surfaces into benches for bond with concrete.
Protect shale from conditions causing decomposition along joints or
cleavage planes and other types of erosion. Removal of hard material
beyond lines and grades indicated will, not be grounds for a claim for
additional payment unless previously authorized by the Contracting
Officer. Excavation of the material claimed as rock shall not be performed
until the material has been cross sectioned by the Contractor and approved
by the Contracting Officer. Common excavation shall consist of all
excavation not classified as rock excavation.
3.3.3 Excavated Materials
Satisfactory excavated material required for fill or backfill shall be
placed in the proper section of the permanent work required or shall be
separately stockpiled if it cannot be readily placed. Satisfactory material
in excess of that required for the permanent work and all unsatisfactory
material shall be disposed of as specified in Paragraph "DISPOSITION OF
SURPLUS MATERIAL."
3.3.4 Final Grade of Surfaces
All surfaces shall be protected from erosion resulting from ponding or flow
of water.
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Unsatisfactory material in surfaces to receive fill or in excavated areas
shall be removed and replaced with satisfactory materials as directed by
the Contracting Officer. Sloped surfaces steeper than 1 vertical to 4
horizontal shall be plowed, stepped, benched, or broken up so that the fill
material will bond with the existing material. When subgrades are less
than the specified density, the ground surface shall be broken up to a
minimum depth of 6 inches, pulverized, and compacted to the specified
density. When the subgrade is part fill and part excavation or natural
ground, the excavated or natural ground portion shall be scarified to a
depth of 12 inches and compacted as specified for the adjacent fill.
Material shall not be placed on surfaces that are muddy, frozen, or contain
frost. Compaction shall be accomplished by sheepsfoot rollers,
pneumatic -tired rollers, steel -wheeled rollers, or other approved equipment
well suited to the soil being compacted. Material shall be moistened or
aerated as necessary to provide the moisture content that will readily
facilitate obtaining the specified compaction with the equipment used.
Minimum subgrade density shall be as specified herein.
3.4.1 Proof Rolling
Proof rolling shall be done on an exposed subgrade free of surface water
(wet conditions resulting from rainfall) which would promote degradation of
an otherwise acceptable subgrade. After stripping and excavation to the
planned subgrade elevations, proof roll the existing subgrade of the
pavement areas with two passes of a loaded tandem axle truck or larger
dump truck. Operate the truck in a systematic manner to ensure the number
of passes over all areas, and at speeds between 2 1/2 to 3 1/2 miles per
hour. Notify the Contracting Officer a minimum of 3 days prior to proof
rolling. Proof rolling shall be performed in the presence of the
Contracting Officer. Rutting or pumping material shall be undercut as
directed by the Contracting Officerand replaced with fill and backfillselect
material.
3.5 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated.
Compact each lift before placing overlaying lift.
3.5.1 Common Fill Placement
Provide for general site Place in 6 inch lifts. Compact areas not
accessible to rollers or compactors with mechanical hand tampers. Aerate
material excessively moistened by rain to a satisfactory moisture content.
Finish to a smooth surface by blading, rolling with a smooth roller, or
both.
3.5.2 Select Material Placement
Provide under structures not pile supported. Place in 6 inch lifts. Do
not place over wet or frozen areas. Backfill adjacent to structures shall
be placed as structural elements are completed and accepted. Backfill
against concrete only when approved. Place and compact material to avoid
loading upon or against structure.
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3.5.3 Backfill and Fill Material Placement Over Pipes
Backfilling shall not begin until construction below finish grade has been
approved, underground utilities systems have been inspected, tested and
approved, forms removed, and the excavation cleaned of trash and debris.
Backfill shall be brought to indicated finish grade. Where pipe is coated
or wrapped for protection against corrosion, the backfill material up to an
elevation 2 feet above sewer lines and 1 foot above other utility lines
shall be free from stones larger than 1 inch in any dimension. Heavy
equipment for spreading and compacting backfill shall not be operated
closer to foundation or retaining walls than a distance equal to the height
of backfill above the top of footing; the area remaining shall be compacted
in layers not more than 4 inches in compacted thickness with power -driven
hand tampers suitable for the material being compacted. Backfill shall be
placed carefully around pipes or tanks to avoid damage to coatings,
wrappings, or tanks. Backfill shall not be placed against foundation walls
prior to 7 days after completion of the walls. As far as practicable,
backfill shall be brought up evenly on each side of the wall and sloped to
drain away from the wall.
3.5.4 Trench Backfilling
Backfill as rapidly as construction, testing, and acceptance of work
permits. Place and compact backfill under structures and paved areas in 6
inch lifts to top of trench and in 6 inch lifts to one foot over pipe
outside structures and paved areas.
3.6 BORROW
Where satisfactory materials are not available in sufficient quantity from
required excavations, approved borrow materials shall be obtained as
specified herein.
3.7 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape
12 inches below finished grade; under pavements and slabs, bury tape 6
inches below top of subgrade.
3.8 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to
exceed 12 inches above the top of pipe. The wire shall extend continuously
and unbroken, from manhole to manhole. The ends of the wire shall
terminate inside the manholes at each end of the pipe, with a minimum of 3
feet of wire, coiled, remaining accessible in each manhole. The wire shall
remain insulated over it's entire length. The wire shall enter manholes
between the top of the corbel and the frame, and extend up through the
chimney seal between the frame and the chimney seal. For force mains, the
wire shall terminate in the valve pit at the pump station end of the pipe.
3.9 COMPACTION
Compaction requirements in accordance with corresponding tables in
ASTM D4318.
3.9.1 General Site
Compact underneath areas designated for vegetation and areas outside the 5
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foot line of the paved area or structure to 90 percent of ASTM D1557.
3.9.2 Adjacent Area
Compact areas within 5 feet of structures to 90 percent of ASTM D1557.
3.10 PIPELINE CASING UNDER PAVEMENT
Provide new smooth wall steel pipeline casing under new Provide each new
pipeline casing, where indicated and to the lengths and dimensions shown,
complete and suitable for use with the new piped utility as indicated.
3.10.1 Earthwork for Pipeline Casings
Provide excavation, sheet piling, shoring, dewatering, and backfilling for
pipeline casings under this section.
3.10.2 Steel Cased Pipelines
Excavate and place bedding and backfill as indicated. Install pipeline
casing by dry boring and jacking method as follows:
3.10.2.1 Hole for Pipeline Casing
Mechanically bore holes and case through the soil with a cutting head on a
continuous auger mounted inside the casing pipe. Weld lengths of pipe
together in accordance with AWS D1.1/D1.1M. Do not use water or other
fluids in connection with the boring operation.
3.10.2.2 Cleaning
Clean inside of the pipeline casing of dirt, weld splatters, and other
foreign matter which would interfere with insertion of the piped utilities
by attaching a pipe cleaning plug to the boring rig and passing it through
the pipe.
3.10.2.3 Piped Utilities
Provide in casing using wood supports adjusted to obtained grades and
elevations indicated.
3.10.2.4 End Seals
After installation of piped utilities in pipeline casing, provide
watertight end seals at each end of pipeline casing between pipeline casing
and piping utilities. Provide watertight end seals as indicated.
3.11 RIP -RAP CONSTRUCTION
Construct rip -rap in accordance with NCDOT RS State Standard, Section 876
RIPRAP in the areas indicated.
3.11.1 Stone Placement
Place rock for rip -rap on prepared bedding material to produce a well
graded mass with the minimum practicable percentage of voids in conformance
with lines and grades indicated. Distribute larger rock fragments, with
dimensions extending the full depth of the rip -rap throughout the entire
mass and eliminate "pockets" of small rock fragments. Rearrange individual
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pieces by mechanical equipment or by hand as necessary to obtain the
distribution of fragment sizes specified above.
3.12 FINISH OPERATIONS
3.12.1 Grading
Finish grades as indicated within one -tenth of one foot. Grade areas to
drain water away from structures. Maintain areas free of trash and
debris. For existing grades that will remain but which were disturbed by
Contractor's operations, grade as directed.
3.12.2 Topsoil and Seed
Provide as specified in Section 32 92 23 SODDING.
3.12.3 Protection of Surfaces
Protect newly backfilled, graded, and topsoiled areas from traffic,
erosion, and settlements that may occur. Repair or reestablish damaged
grades, elevations, or slopes.
3.13 DISPOSITION OF SURPLUS MATERIAL
Waste in Government disposal area Remove from Government property and
properly disposed surplus or other soil material not required or suitable
for filling or backfilling, and brush, refuse, stumps, roots, and timber.
3.14 FIELD QUALITY CONTROL
3.14.1 Sampling
Take the number and size of samples required to perform the following tests.
3.14.2 Testing
Perform one of each of the following tests for each material used. Provide
additional tests for each source change.
3.14.2.1 Fill and Backfill Material Testing
Test fill and backfill material in accordance with ASTM D 422 for
conformance to ASTM D2487 gradation limits; ASTM D1140 for material finer
than the No. 200 sieve; ASTM D4318 for liquid limit and for plastic limit;
or ASTM D1557 for moisture density relations, as applicable.
3.14.2.2 Select Material Testing
Test select material in accordance with ASTM D 422 for conformance to
ASTM D2487 gradation limits; ASTM D1140 for material finer than the No. 200
sieve; ASTM D1557 for moisture density relations, as applicable.
3.14.2.3 Density Tests
Test density in accordance with ASTM D1556, or ASTM D6938. When ASTM D6938
density tests are used, verify density test results by performing an
ASTM D1556 density test at a location already ASTM D6938 tested as
specified herein. Perform an ASTM D1556 density test at the start of the
job,*and for every 10 ASTM D6938 density tests thereafter. Test each lift
at randomly selected locations every 2000 square feet of existing grade in
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fills for structures and concrete slabs, and every 2500square feet for
other fill areas and every 2000 square feet of subgrade in cut. Include
density test results in daily report.
Bedding and backfill in trenches: One test per 50 linear feet in each lift
with a minimum of two tests per lift.
-- End of Section --
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SECTION 32 11 23
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CRUSHED AGGREGATE BASE COURSE
O8/08
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to in the text by basic
designation only.
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO T 180 (2010) Standard Method of Test for
Moisture -Density Relations of Soils Using
a 4.54-kg (10-1b) Rammer and a 457-mm
(18-in.) Drop
AASHTO T 224 (2010) Standard Method of Test for
.Correction for Coarse Particles in the
Soil Compaction Test
ASTM INTERNATIONAL (ASTM)
ASTM C117
(2013) Standard Test Method for Materials
Finer than 75-um (No. 200) Sieve in
Mineral Aggregates by Washing
ASTM C127
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Coarse Aggregate
ASTM C128
(2012) Standard Test Method for Density,
Relative Density (Specific Gravity), and
Absorption of Fine Aggregate
ASTM C131
(2006) Standard Test Method for Resistance
to Degradation of Small -Size Coarse
Aggregate by Abrasion and Impact in the
Los Angeles Machine
ASTM C136
(2006) Standard Test Method for Sieve
Analysis of Fine and Coarse Aggregates
ASTM C29/C29M
(2009) Standard Test Method for Bulk
Density ("Unit Weight") and Voids in
Aggregate
ASTM D1556 (2007) Density and Unit Weight of Soil in
Place by the Sand -Cone Method
i
ASTM D1557 (2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
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ft-lbf/ft3) (2700 kN-m/m3)
ASTM D2167 (2008) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D2487 (2011) Soils for Engineering Purposes
(Unified Soil Classification System)
ASTM D422 (1963; R 2007) Particle -Size Analysis of
Soils
ASTM
D4318
(2010) Liquid Limit, Plastic
Limit, and
Plasticity Index of Soils
ASTM
D6938
(2010) Standard Test Method
for In -Place
Density and Water Content of
Soil and
Soil -Aggregate by Nuclear Methods
(Shallow
Depth)
ASTM
D75/D75M
(2009) Standard Practice for
Sampling
Aggregates
ASTM
Ell
(2013) Wire Cloth and Sieves
for Testing
Purposes
NORTH
CAROLINIA DEPARTMENT OF TRANSPORTATION (NCDOT)
NCDOT RS (2012) Standard Specifications for Road
and Structures
1.2 DEFINITIONS
For the purposes of this specification, the following definitions apply.
1.2.1 Aggregate Base Course
Aggregate base course (ABC) is well graded, durable aggregate uniformly
moistened and mechanically stabilized by compaction.
1.2.2 Graded -Crushed Aggregate Base Course
Graded -crushed aggregate (GCA) base course is well graded, crushed, durable
aggregate uniformly moistened and mechanically stabilized by compaction.
GCA is similar to ABC, but it has more stringent requirements and it
produces a base course with higher strength and stability.
1.2.3 Degree of Compaction
Degree of compaction required, except as noted in the second sentence, is
expressed as a percentage of the maximum laboratory dry density obtained by
the test procedure presented in ASTM D1557 abbreviated as a percent of
laboratory maximum dry density. Since ASTM D1557 applies only to soils
that have 30 percent or less by weight of their particles retained on the
3/4 inch sieve, the degree of compaction for material having more than 30
percent by weight of their particles retained on the 3/4 inch sieve are
expressed as a percentage of the laboratory maximum dry density in
accordance with AASHTO T 180 Method D and corrected with AASHTO T 224.
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1.3 SYSTEM DESCRIPTION
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All plant, equipment, and tools used in the performance of the work will be
subject to approval before the work is started and shall be maintained in
satisfactory working condition at all times. Submit a list of proposed
equipment, including descriptive data. Provide adequate equipment having
the capability of producing the required compaction, meeting grade
controls, thickness control, and smoothness requirements as set forth
herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Plant, Equipment, and Tools
SD-06 Test Reports
Sampling and Testing
Field Density Tests
1.5 QUALITY ASSURANCE
Sampling and testing are the responsibility of the Contractor and performed
by a testing laboratory approved in accordance with Section 01 45 00.00 20
QUALITY CONTROL. Work requiring testing will not be permitted until the
testing laboratory has been inspected and approved. Test the materials to
establish compliance with the specified requirements; perform testing at
the specified frequency. The Contracting Officer may specify the time and
location of the tests. Furnish copies of test results to the Contracting
Officer within 24 hours of completion of the tests.
1.5.1 Sampling
Take samples for laboratory testing in conformance with ASTM D75/D75M.
When deemed necessary, the sampling will be observed by the Contracting
Officer.
1.5.2 Tests
Perform the following tests in conformance with the applicable standards
listed.
1.5.2.1 Sieve Analysis
Make sieve analysis in conformance with ASTM C117 and ASTM C136. Sieves
shall conform to ASTM Ell. Particle -size analysis of the soils shall also
be completed in conformance with ASTM D422.
1.5.2.2 Liquid Limit and Plasticity Index
Determine liquid limit and plasticity index in accordance with ASTM D4318.
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1.5.2.3 Moisture -Density Determinations
Determine the laboratory maximum dry density and optimum moisture content
in accordance with ASTM D1557.
1.5.2.4 Field Density Tests
Measure field density in accordance with ASTM D1556, ASTM D2167 or
ASTM D6938. For the method presented in ASTM D1556 use the base plate as
shown in the drawing. For the method presented in ASTM D6938 check the
calibration curves and adjust them, if necessary, using only the sand cone
method as described in paragraph Calibration, of the ASTM publication.
Tests 'performed in accordance with ASTM D6938 result in a wet unit weight
of soil, and ASTM D6938 shall be used to determine the moisture content of
the soil. The calibration curves furnished with the moisture gauges shall
also be checked along with density calibration checks as described in
ASTM D6938. The calibration checks of both the density and moisture gauges
shall be made by the prepared containers of material method, as described
in paragraph Calibration of ASTM D6938, on each different type of material
being tested at the beginning of a job and at intervals as directed.
a. Submit certified copies of test results for approval not less than 30
days before material is required for the work.
b. Submit calibration curves and related test results prior to using the
device or equipment being calibrated.
C. Submit copies of field test results within 24 hours after the tests are
performed.
1.5.2.5 Wear Test
Perform wear tests on ABC course material in conformance with ASTM C131.
1.5.2.6 Weight of Slag
Determine weight per cubic foot of slag in accordance with ASTM C29/C29M on
the ABCcourse material.
1.5.3 Testing Frequency
1.5.3.1 Initial Tests
Perform one of each of the following tests, on the proposed material prior
to commencing construction, to demonstrate that the proposed material meets
all specified requirements when furnished. If materials from more than one
source are going to be utilized, this testing shall be completed for each
source.
a. Sieve Analysis .
b. Liquid limit and plasticity index.
C. Moisture -density relationship.
d. Wear.
e. Weight per cubic foot of Slag.
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1.5.3.2 In Place Tests
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Perform each of the following tests on samples taken from the placed and
compacted ABC. Samples shall be taken and tested at the rates indicated.
Perform sampling and testing of recycled concrete aggregate at twice the
specified frequency until the material uniformity is established.
a. Perform density tests on every lift of material placed and at a
frequency of one set of tests for every 250 square yards, or portion
thereof, of completed area.
b. Perform sieve analysis on every lift of material placed and at a
frequency of one sieve analysis for every 500 square yards, or portion
thereof, of material placed.
C. Perform liquid limit and plasticity index tests at the same frequency
as the sieve analysis.
d. Measure the total thickness of the base course at intervals, in such a
manner as to ensure one measurement for each 500 square yards of base
course. Measurements shall be made in 3 inch diameter test holes
penetrating the base course.
1.5.4 Approval of Material
Select the source of the material 30 days prior to the time the material
will be required in the work. Tentative approval of material will be based
on initial test results. Final approval of the materials will be based on
sieve analysis, liquid limit, and plasticity index tests performed on
samples taken from the completed and fully compacted course(s). When the
test results from such an additional sample is outside the gradation limits
in Section 1010 of NCDOT RS and the nonuniformity cannot be corrected by
road mixing, the aggregate base course represented by the sample will be
rejected and replaced by the Contractor.
1.6 ENVIRONMENTAL REQUIREMENTS
Perform construction when the atmospheric temperature is above 35 degrees F.
When the temperature falls below 35 degrees F, protect all completed areas
by approved methods against detrimental effects of freezing. Correct
completed areas damaged by freezing, rainfall, or other weather conditions
to meet specified requirements.
PART 2 PRODUCTS
2.1 AGGREGATES
Provide ABC consisting of clean, sound, crushed recycled concrete,ABC shall
be free of lumps. of clay, organic matter, and other objectionable materials
or coatings. The portion retained on the No. 4 sieve is known as coarse
aggregate; that portion passing the No. 4 sieve is known as fine aggregate.
2.1.1 Coarse Aggregate
Provide coarse aggregates with angular particles of uniform density. When
the coarse aggregate is supplied from more than one source, aggregate from
each source shall meet the specified requirements and shall be stockpiled
separately. .
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a. Crushed Recycled Concrete: Provide crushed recycled concrete
consisting of previously hardened portland cement concrete or other
concrete containing pozzolanic binder material. The recycled material
shall be free of all reinforcing steel, bituminous concrete surfacing,
and any other foreign material and shall be crushed and processed to
meet the required gradations for coarse aggregate. Reject recycled
concrete aggregate exceeding this value. Crushed recycled concrete
shall meet all other applicable requirements specified below.
2.1.1.1 Aggregate Base Course
ABC coarse aggregate shall be in accordance to NCDOT RS SECTION 1043.
Crushed gravel shall be manufactured from gravel particles 50 percent of
which, by weight, are retained on the maximum size sieve listed in TABLE 1.
2.1.2 Fine Aggregate
Fine aggregates shall be angular particles of uniform density. When the
fine aggregate is supplied from more than one source, aggregate from each
source shall meet the specified requirements.
2.1.2.1 Aggregate Base Course
ABC fine aggregate shall consist of screenings, angular sand, crushed
recycled concrete fines, or other finely divided mineral matter processed
or naturally combined with the coarse aggregate.
2.1.3 Gradation Requirements
Apply the specified gradation requirements to the completed base course.
The aggregates shall be continuously well graded within the limits
specified in TABLE 1. Sieves shall conform to ASTM Ell.
TABLE 1. GRADATION OF AGGREGATES
Percentage by Weight Passing Square -Mesh Sieve
Sieve
Designation No. 1 No: 2 No. 3
2 inch
100
----
----
1-1/2 inch
70-100
100
----
1 inch
45-80
60-100
100
1/2 inch
30-60
30-65
40-70
No. 4
20-50
20-50
20-50
No. 10
15-40
15-40
15-40
No. 40
5-25
5-25
5-25
No. 200
0-8
0-8
0-8
NOTE 1: Particles having diameters less than No. 635 shall not be in
excess of 3 percent by weight of the total sample tested.
NOTE 2: The values are based on aggregates of uniform specific gravity.
If materials from different sources are used for the coarse and fine
aggregates, they shall be tested in accordance with ASTM C127 and ASTM C128
to determine their specific gravities. If the specific gravities vary by
more than 10 percent, the percentages passing the various sieves shall be
corrected as directed by the Engineer..
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2.2 LIQUID LIMIT AND PLASTICITY INDEX
Apply liquid limit and plasticity index requirements in accordance to
ASTM D4318.
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
When the ABC is constructed in more than one layer, clean the previously
constructed layer of loose and foreign matter by sweeping with power
sweepers or power brooms, except that hand brooms may be used in areas
where power cleaning is not practicable. Provide adequate drainage during
the entire period of construction to prevent water from collecting or
standing on the working area. Provide line and grade stakes as necessary
for control. Grade stakes shall be in lines parallel to the centerline of
the area under construction and suitably spaced for string lining.
3.2 OPERATION OF AGGREGATE SOURCES
Clearing, stripping, and excavating are the responsibility of the _
Contractor. Operate the aggregate sources to produce the quantity and
quality of materials meeting the specified requirements in the specified
time limit. Aggregate sources on private lands shall be conditioned in
agreement with local laws or authorities.
3.3 STOCKPILING MATERIAL
Clear and level storage sites prior to stockpiling of material. Stockpile
all materials, including approved material available from excavation and
grading, in the manner and at the locations designated. Aggregates shall
be stockpiled on the cleared and leveled areas designated by the
Contracting Officer to prevent segregation. Materials obtained from
different sources shall be stockpiled separately.
3.4 PREPARATION OF UNDERLYING COURSE
Prior to constructing the base course(s), the underlying course or subgrade
shall be cleaned of all foreign substances. At.the time of construction of
the base course(s), the underlying course shall contain no frozen
material. The surface of the underlying course or subgrade shall meet
specified compaction and surface tolerances. The underlying course shall
conform to Section 31 23 00.00 20 EXCAVATION AND FILL. Ruts or soft
yielding spots in the underlying courses, areas having inadequate
compaction, and deviations of the surface from the requirements set forth
herein shall be corrected by loosening and removing soft or unsatisfactory
material and by adding approved material, reshaping to line and grade, and
recompacting to specified density requirements. For cohesionless
underlying courses containing sands or gravels, as defined in ASTM D2487,
the surface shall be stabilized prior to placement of the base course(s).
Stabilization shall be accomplished by mixing ABC into the underlying
course and compacting by approved methods. The stabilized material shall
be considered as part of the underlying course and shall meet all
requirements of the underlying course. The finished underlying course
shall not be disturbed by traffic or other operations and shall be
maintained in a satisfactory condition until the base course is placed.
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3.5 INSTALLATION
3.5.1 Mixing the Materials
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Mix the coarse and fine aggregates in a stationary plant, or in a traveling
plant or bucket loader on an approved paved working area. Make adjustments
in mixing procedures or in equipment, as directed, to obtain true grades,
to minimize segregation or degradation, to obtain the required water .
content, and to insure a satisfactory base course meeting all requirements
of this specification.
3.5.2 Placing
Place the mixed material on the prepared subgrade or subbase in layers of
uniform thickness with an approved spreader. When a compacted layer 6
inches or less in thickness is required, place the material in a single
layer. when a compacted layer in excess of 6 inches is required, place the
material in layers of equal thickness. No layer shall be thicker than 6
inches or thinner than 3 inches when compacted. The layers shall be so
placed that when compacted they will be true to the grades or levels
required with the least possible surface disturbance. Where the base
course is placed in more than one layer, the previously constructed layers
shall be cleaned of loose and foreign matter by sweeping with power
sweepers, power brooms, or hand brooms, as directed. Such adjustments in
placing procedures or equipment shall be made as may be directed to obtain
true grades, to minimize segregation and degradation, to adjust the water
content, and to insure an acceptable base course.
3.5.3 Grade Control
The finished and completed base course shall conform to the lines, grades,
and cross sections shown on plan. Underlying material(s) shall be
excavated and prepared at sufficient depth for the required base course
thickness so that the finished base course and the subsequent surface
course will meet the designated grades.
3.5.4 Edges of Base Course
The base course(s) shall be placed so that the completed section will be a
minimum of 2 feet wider, on all sides, than the next layer that will be
placed above it. Additionally, place approved fill material along the
outer edges of the base course in sufficient quantities to compact to the
thickness of the course being constructed, or to the thickness of each
layer in a multiple layer course, allowing in each operation at least a 2
foot width of this material to be rolled and compacted simultaneously with
rolling and compacting of each layer of base course. If this base course
material is to be placed adjacent to another pavement section, then the
layers for both of these sections shall be placed and compacted along this
edge at the same time.
3.5.5 Compaction
Compact each layer of the base course, as specified, with approved
compaction equipment. Maintain water content during the compaction
procedure to within plus or minus 2 percent of the optimum water content
determined from laboratory tests as specified in this Section. Begin
rolling at the outside edge of the surface and proceed to the center,
overlapping on successive trips at least one-half the width of the roller.
Alternate trips of the roller shall be slightly different lengths. Speed
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of the roller shall be such that displacement of the aggregate does not
occur. In all places not accessible to the rollers, the mixture shall be
compacted with hand -operated power tampers. Continue compaction until each
layer has a degree of compaction that is at least 100 percent of laboratory
maximum density through the full depth of the layer. Make such adjustments
in compacting or finishing procedures as may be directed to obtain true
grades, to minimize segregation and degradation, to reduce or increase
water content, and to ensure a satisfactory base course. Any materials
that are found to be unsatisfactory shall be removed and replaced with
satisfactory material or reworked, as directed, to meet the requirements of
this specification.
3.5.6 Thickness
Construct the compacted thickness of the base course as indicated. No
individual layer shall be thicker than 6 inches nor be thinner than 3 inches
in compacted thickness. The total compacted thickness of the base
course(s) shall be within 1/2 inch of the thickness indicated. Where the
measured thickness is more than 1/2 inch deficient, correct such areas by
scarifying, adding new material of proper gradation, reblading, and
recompacting as directed. Where the measured thickness is more than 1/2
inch thicker than indicated, the course shall be considered as conforming
to the specified thickness requirements. Average job thickness shall be
the average of all thickness measurements taken for the job, but shall be
within 1/4 inch of the thickness indicated. The total thickness of the
base course shall be measured at intervals in such a manner as to ensure
one measurement for each 500 square yards of base course. Measurements
shall be made in 3 inch diameter test holes penetrating the base course.
3.5.7 Proof Rolling L
Proof rolling of the areas indicated shall be in addition to the compaction
specified and shall consist of the application of two coverages with a
heavy pneumatic -tired roller having four or more tires, each loaded to a
minimum of 30,000 pounds and inflated to a minimum of 125 psi. In areas
designated, apply proof rolling to the top of the underlying material on
which the base course is laid and to each layer of base course . Maintain
water content of the underlying material at optimum or at the percentage
directed from start of compaction to completion of proof rolling of that
layer. water content of each layer of the base course shall be maintained
at the optimum percentage directed from start of compaction to completion
of proof rolling. Any base course materials or any underlying materials
that produce unsatisfactory results by proof rolling shall be removed and
replaced with satisfactory materials, recompacted and proof rolled to meet
these specifications.
3.5.8 Finishing
The surface of the top layer of base course shall be finished after final
compaction and proof rolling by cutting any overbuild to grade and rolling
with a steel -wheeled roller. Thin layers of material shall not be added to
the top layer of base course to meet grade. If the elevation of the top
layer of base course is 1/2 inch or more below grade, then the top layer
should be scarified to a depth of at least 3 inches and new material shall
be blended in compacted and proof rolled to bring to grade. Adjustments to
rolling and finishing procedures shall be made as directed to minimize
segregation and degradation, obtain grades, maintain moisture content, and
insure an acceptable base course. Should the surface become rough,
corrugated, uneven in texture, or traffic marked prior to completion, the
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unsatisfactory portion shall be scarified, reworked and recompacted or it
shall be replaced as directed.
3.5.9 Smoothness
The surface of the top layer _shall show no deviations in excess of 3/8 inch
when tested with a 12 foot straightedge. Take measurements in successive
positions parallel to the centerline of the area to be paved. Measurements
shall also be taken perpendicular to the centerline at 50 foot intervals.
Deviations exceeding this amount shall be corrected by removing material
and replacing with new material, or by reworking existing material and
compacting it to meet these specifications.
3.6 TRAFFIC
Do not allow traffic on the completed base course
3.7 MAINTENANCE
Maintain the base course in a satisfactory condition until the full
pavement section is completed and accepted. Maintenance shall include
immediate repairs to any defects and shall be repeated as often as
necessary to keep the area intact. Any base course that is not paved over
prior to the onset of winter, shall be retested to verify that it still
complies with the requirements of this specification. Any area of base
course that is damaged shall be reworked or replaced as necessary to comply
with this specification.
3.8 DISPOSAL OF UNSATISFACTORY MATERIALS
Any unsuitable materials that must be removed shall be disposed of outside
the limits of Government -controlled land. No additional payments will be
made for materials that must be replaced.
-- End of Section --
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SECTION 32 92 23
SODDING
04/06
11P1286
EPROJECTS W.O.NO.: 796558
PART 1 GENERAL
1.1 REFERENCES
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
ASTM INTERNATIONAL (ASTM)
ASTM C602 (2013) Agricultural Liming Materials
ASTM D4427 (2013) Peat Samples by Laboratory Testing
ASTM D4972 (2001; R 2007) pH of Soils
TURFGRASS PRODUCERS INTERNATIONAL (TPI)
TPI GSS (1995) Guideline Specifications to
Turfgrass Sodding
U.S. DEPARTMENT OF AGRICULTURE (USDA)
DOA SSIR 42 (1996) Soil Survey Investigation Report
No. 42, Soil Survey Laboratory Methods
Manual, Version 3.0
1.2 DEFINITIONS
1.2.1 Stand of Turf
100 percent ground cover of the established species.
1.3 RELATED REQUIREMENTS
Section 31 23 00.00 20 EXCAVATION AND FILL applies to this section for
pesticide use and plant. establishment requirements, with additions and
modifications herein.
1.4 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. The following shall be submitted in accordance with Section
O1 33 00 SUBMITTAL PROCEDURES:
SD-03 Product Data
Fertilizer
Include physical characteristics,. and recommendations.
Sand Based Centipede Sod; G
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SD-06 Test Reports
11P1286
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Topsoil composition tests (reports and recommendations).
SD-07 Certificates
Nursery certification for sods
accordance with TPI GSS.
1.5 DELIVERY, STORAGE, AND HANDLING
1.5.1 Delivery
1.5.1.1 Sod Protection
Indicate type of sod in
Protect from drying out and from contamination during delivery, on -site
storage, and handling.
1.5.1.2 Fertilizer Gypsum, Sulfur, Iron and Lime Delivery
Deliver to the site in original, unopened containers bearing manufacturer's
chemical analysis, name, trade name, trademark, and indication of
conformance to state and federal laws. Instead of containers, fertilizer,
gypsum, sulphur, iron, and lime may be furnished in bulk with certificate
indicating the above information.
1.5.2 Storage
1.5.2.1 Sod Storage
Lightly sprinkle with water, cover with moist burlap, straw, or other
approved covering; and protect from exposure to wind and direct sunlight
until planted. Provide covering that will allow air to circulate so that
internal heat will not develop. Do not store sod longer than 24 hours. Do
not store directly on concrete or bituminous surfaces.
1.5.2.2 Topsoil
Prior to stockpiling topsoil, treat growing vegetation with application of
appropriate specified non -selective herbicide. Clear and grub existing
vegetation three to four weeks prior to stockpiling topsoil.
1.5.2.3 Handling
Do not drop or dump materials from vehicles.
1.6 TIME RESTRICTIONS AND PLANTING CONDITIONS
1.6.1 Restrictions
Do not plant when the ground is snow covered, muddy, or when air
temperature exceeds 90degrees Fahrenheit.
1.7 TIME LIMITATIONS
1.7.1 Sod
Place sod a maximum of thirty six hours after initial harvesting, in
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accordance with TPI GSS as modified herein.
PART 2 PRODUCTS
2.1 SODS
2.1.1 Classification
11P1286
EPROJECTS W.O.NO.: 796558
Nursery grown, certified as classified in the TPI GSS. Machine cut sod at
a uniform thickness of 3/4 inch within a tolerance of 1/4 inch, excluding
top growth and thatch. Each individual sod piece shall be strong enough to
support its own weight when lifted by the ends. Broken pads, irregularly
shaped pieces, and torn or uneven ends will be rejected.
2.1.2 Purity
Sod species shall be genetically pure, free of weeds, pests, and disease.
2.1.3 Planting Dates
Lay sod from 1 May to 1 August for warm season spring
2.1.4 Composition
2.1.4.1 Proportion
Proportion grass species as follows.
Botanical Name
Common Name
Percent
Eremochloa
ophiuroides
Centipede
100
2.1.4.1.1 Sand Based Centipede Sod
To be applied only in the BMP. Provide and install sand based centepede
sod as shown on the plans or as directed.
2.2 TOPSOIL
2.2.1 On -Site Topsoil
Surface soil stripped and stockpiled on site and modified as necessary to
meet the requirements specified fortopsoil in paragraph entitled
"Composition." When available topsoil shall be existing surface soil
stripped and stockpiled on -site in accordance with Section 31 23 00.00 20
EXCAVATION AND FILL.
2.2.2 Off -Site Topsoil
Conform to requirements specified in paragraph entitled "Composition."
Additional topsoil shall be furnished by the Contractor.
2.2.3 Composition
Containing from 5 to 10 percent organic matter as determined by the topsoil
composition tests of the Organic Carbon, 6A, Chemical Analysis Method
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described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3
percent retained on 1/4 inch screen. The pH shall be tested in accordance
with ASTM D4972. Topsoil shall be free of sticks, stones, roots, and other
debris and objectionable materials. Other components shall conform to the
following limits:
Silt
25-50 percent
Clay
10-30 percent
Sand
20-35 percent
PH
5.5 to 7.0
Soluble Salts
600 ppm maximum
2.3 SOIL CONDITIONERS
Add conditioners to topsoil as required to bring into compliance with
"composition" standard for topsoil as specified herein.
2.3.1 Lime
Commercial grade burnt limestone containing a calcium carbonate equivalent
(C.C.E.) as specified in ASTM C602 of not less than 140 percent.
2.3.2 Aluminum Sulfate
Commercial grade.
2.3.3 Sulfur
100 percent elemental
2.3.4 Iron
100 percent elemental
2.3.5 Peat
Natural product of peat moss derived from a freshwater site and conforming
to ASTM D4427. Shred and granulate peat to pass a 1/2 inch mesh screen and
condition in storage pile for minimum 6 months after excavation.
2.3.6 Sand
Clean and free of materials harmful to plants.
2.3.7 Perlite
Horticultural grade.
2.3.8 Composted Derivatives
Ground bark, nitrolized sawdust, humus or other green wood waste material
free of stones, sticks, and soil stabilized with nitrogen and having the
following properties:
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2.3.8.1 Particle Size
Minimum percent by weight passing:
No. 4 mesh screen 95
No. 8 mesh screen 80
2.3.8.2 Nitrogen Content
Minimum percent based on dry weight:
Fir Sawdust 0.7
Fir or Pine Bark 1.0
2.3.9 Gypsum
11P1286
EPROJECTS W.O.NO.: 796558
Coarsely ground gypsum comprised of calcium sulfate dihydrate 91 percent,
calcium 22 percent, sulfur 17 percent; minimum 96 percent passing through
20 mesh screen, 100 percent passing thru 16 mesh screen.
2.3.10 Calcined Clay
Calcined clay shall be granular particles produced from montmorillonite
clay calcined to a minimum temperature of 1200 degrees F. Gradation: A
minimum 90 percent shall pass a No. 8 sieve; a minimum 99 percent shall be
retained on a No. 60 sieve; and a maximum 2 percent shall pass a No. 100
sieve. Bulk density: A maximum 40 pounds per cubic foot.
2.4 FERTILIZER
2.4.1 Granular Fertilizer
Organic, granular controlled release fertilizer containing the following
minimum percentages, by weight, of plant food nutrients:
20 percent available nitrogen
27 percent available phosphorus
5 percent available potassium
2.5 WATER
Source of water shall be approved by Contracting Officer and of suitable
quality for irrigation containing no element toxic to plant life.
PART 3 EXECUTION
3.1 PREPARATION
3.1.1 Extent Of Work
Provide soil preparation (including soil conditioners), fertilizing, and
sodding of all newly graded finished earth surfaces, unless indicated
otherwise, and at all areas inside or outside the limits of construction
that are disturbed by the Contractor's operations.
3.1.2 Soil Preparation
Provide 4 inches of off -site topsoil or to meet indicated finish grade.
After areas have been brought to indicated finish grade, incorporate
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fertilizer, pH adjusters, soil conditioners into soil a minimum depth of 4
inches by disking, harrowing, tilling or other method approved by the
Contracting Officer. Remove debris and stones larger than 3/4 inch in any
dimension remaining on the surface after finish grading. Correct
irregularities in finish surfaces to eliminate depressions. Protect
finished topsoil areas from damage by vehicular or pedestrian traffic.
3.1.2.1 Soil Conditioner Application Rates
Apply soil conditioners at rates as determined by laboratory soil analysis
of the soils at the job site.
3.1.2.2 Fertilizer Application Rates
Apply fertilizer at rates as determined by laboratory soil analysis of the
soils at the job site.
3.2 SODDING
3.2.1 Finished Grade and Topsoil
Prior to the commencement of the sodding operation, the Contractor shall
verify that finished grades are as indicated on drawings; the placing of
topsoil, smooth grading, and compaction requirements have been completed in
accordance with Section 31 23 00.00 20 EXCAVATION AND FILL.
The prepared surface shall be a maximum 1 inch below the adjoining grade of
any surfaced area. New surfaces shall be blended to existing areas. The
prepared surface shall be completed with a light raking to remove from the
surface debris and stones over a minimum 5/8 inch in any dimension.
3.2.2 Placing
Place sod a maximum of 36 hours after initial harvesting, in accordance
with TPI GSS as modified herein.-
3.2.3 Sodding Slopes and Ditches
For slopes 2:1 and greater, lay sod with long edge perpendicular to the
contour. For V-ditches and flat bottomed ditches, lay sod with long edge
perpendicular to flow of water. Anchor each piece of sod with wood pegs or
wire staples maximum 2 feet on center. On slope areas, start sodding at
bottom of the slope.
1
3.2.4 Finishing
After completing sodding, blend edges of sodded area smoothly into
surrounding area. Air pockets shall be eliminated and a true and even
surface shall be provided. Frayed edges shall be trimmed and holes and
missing corners shall be patched with sod.
3.2.5 Rolling
Immediately after sodding, firm entire area except for slopes in excess of
3 to 1 with a roller not exceeding 90 pounds for each foot of roller width.
3.2.6 Watering
Start watering areas sodded as required by daily temperature and wind
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conditions. Apply water at a rate sufficient to ensure thorough wetting of
soil to minimum depth of 4 inches. Run-off, puddling, and wilting shall be
prevented. Unless otherwise directed, watering trucks shall not be driven
over turf areas. Watering of other adjacent areas or plant material shall
be prevented.
3.3 PROTECTION OF TURF AREAS
Immediately after turfing, protect area against traffic and other use.
3.4 RESTORATION
Restore to original condition existing turf areas which have been damaged
during turf installation operations. Keep clean at all times at least one
paved pedestrian access route and one paved vehicular access route to each
building. Clean other paving when work in adjacent areas is complete.
-- End of Section --
SECTION 32 92 23 Page 7

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BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART 1 GENERAL
1.1 REFERENCES
11P1286
EPROJECTS W.O.NO.: 796558
The publications listed below form a part of this specification to the
extent referenced. The publications are referred to within the text by the
basic designation only.
AMERICAN RAILWAY ENGINEERING AND MAINTENANCE -OF -WAY ASSOCIATION
(AREMA)
AREMA Eng Man (2012) Manual for Railway Engineering
ASTM INTERNATIONAL (ASTM)
ASTM
A123/A123M
(2013) Standard Specification for Zinc
(Hot -Dip Galvanized) Coatings on Iron and
Steel Products
ASTM
A48/A48M
(2003; R 2012) Standard Specification for
Gray Iron Castings
ASTM
A536
(1984; R 2009) Standard Specification for
Ductile Iron Castings
ASTM
A929/A929M
(2001; R 2007) Standard Specification for
Steel Sheet, Metallic -Coated by the
Hot -Dip Process for Corrugated Steel Pipe
ASTM
B26/B26M
(2012) Standard Specification for
Aluminum -Alloy Sand Castings
ASTM
C139
(2011) Standard Specification for Concrete
Masonry Units for Construction of Catch
Basins and Manholes
ASTM
C1433
(2013) Standard Specification for Precast
Reinforced Concrete Box Sections for
Culverts, Storm Drains, and Sewers
ASTM
C231/C231M
(2010) Standard Test Method for Air
'
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM
C270
(2012a) Standard Specification for Mortar
for Unit Masonry
ASTM C32 (2013) Standard Specification for Sewer
and Manhole Brick (Made from Clay or Shale)
ASTM C425 (2004; R 2009) Standard Specification for
Compression Joints for Vitrified Clay Pipe
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BEQ PARKING LOT 11P1286
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and Fittings
ASTM C443 (2011) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM C478 _ (2013) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM C55
(2011) Concrete Brick
ASTM C62
(2013) Building Brick (Solid Masonry Units
Made from Clay or Shale)
ASTM C655 -
(2012b) Reinforced Concrete D-Load
Culvert, Storm Drain, and Sewer Pipe
ASTM C76
(2013a) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM C877
(2008) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
ASTM C923
(2008; R 2013) Standard Specification for
Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes and
Laterals
ASTM C990
(2009) Standard Specification for Joints
-
for Concrete Pipe, Manholes and Precast
Box Sections Using Preformed Flexible
Joint Sealants
ASTM D1056
(2007) Standard Specification for Flexible
Cellular Materials - Sponge or Expanded
Rubber
ASTM D1171
(1999; R 2007) Rubber Deterioration -
Surface Ozone Cracking Outdoors or Chamber
(Triangular Specimens)
ASTM D1557
(2012) Standard Test Methods for
Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000
ft-lbf/ft3) (2700 kN-m/m3)
ASTM D1751
(2004; E 2013; R 2013) Standard
Specification for Preformed Expansion
Joint Filler for Concrete Paving and
Structural Construction (Nonextruding and
Resilient Bituminous Types)
ASTM D1752
(2004a; R 2008) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D2167
(2008) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
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ASTM DG938 (2010) Standard Test Method for In -Place
Density and Water Content of Soil and
Soil -Aggregate by Nuclear Methods (Shallow
Depth)
1.2 SUBMITTALS
Government approval is required for submittals with a "G" designation;
submittals not having a "G" designation are for Contractor Quality Control
approval. Submit the following in accordance with Section 01 33 00
SUBMITTAL PROCEDURES:
SD-03 Product Data
Placing Pipe
Submit printed copies of the manufacturer's recommendations for
installation procedures of the material being placed, prior to
installation.
SD-04 Samples
Pipe for Culverts and Storm Drains
SD-07 Certificates
Resin Certification
Pipeline Testing
Hydrostatic Test on Watertight Joints
Determination of Density
Frame and Cover for Gratings
1.3 DELIVERY, STORAGE, AND HANDLING
1.3.1 Delivery and Storage
Materials delivered to site shall be inspected for damage, unloaded, and
stored with a minimum of handling. Materials shall not be stored directly
on the ground. The inside of pipes and fittings shall be kept free of dirt
and debris. Before, during, and after installation, plastic pipe and
fittings shall be protected from any environment that would result in
damage or deterioration to the material. Keep a copy of the manufacturer's
instructions available at the construction site at all times and follow
these instructions unless directed otherwise by the Contracting Officer.
Solvents, solvent compounds, lubricants, elastomeric gaskets, and any
similar materials required to install plastic pipe shall be stored in
accordance with the manufacturer's recommendations and shall be discarded
if the storage period exceeds the recommended shelf life. .Solvents in use
shall be discarded when the recommended pot life is exceeded.
1.3.2 Handling
Materials shall be handled in a manner that ensures delivery to the trench
in sound, undamaged condition. Pipe shall be carried to the trench, not
dragged.
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BEQ PARKING LOT 11P1286
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PART 2 PRODUCTS
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
shall conform to the requirements specified.
2.1.1 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C76, Class IV, or
ASTM C655, D-Load.
2.2 DRAINAGE STRUCTURES
2.2.1 Flared End Sections
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A929/A929M.
2.2.2 Precast Reinforced Concrete Box
Manufactured in accordance with and conforming to ASTM C1433.
2.3 MISCELLANEOUS MATERIALS
2.3.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 3,000 psi concrete. The concrete mixture shall
have air content by volume of concrete, based on measurements made
immediately after discharge from the mixer, of 5 to 7 percent when maximum
size of coarse aggregate exceeds 1-1/2 inches. Air content shall be
determined in accordance with ASTM C231/C231M. The concrete covering over
steel reinforcing shall not be less than 1 inch thick for covers and not
less than 1-1/2 inches thick for walls and flooring. Concrete covering
deposited directly against the ground shall have a thickness of at least 3
inches between steel and ground. Expansion -joint filler material shall
conform to ASTM D1751, or ASTM D1752, or shall be resin -impregnated
fiberboard conforming to the physical requirements of ASTM D1752.
2.3.2 Mortar
Mortar for pipe joints, connections to other drainage structures, and brick
or block construction shall conform to ASTM C270, Type M, except that the
maximum placement time shall be 1 hour. The quantity of water in the
mixture shall be sufficient to produce a stiff workable mortar but . water
shall be clean and free of harmful acids, alkalis, and organic impurities.
The mortar shall be used within 30 minutes after the ingredients are mixed
with water. The inside of the joint shall be wiped clean and finished
smooth. The mortar head on the outside shall be protected from air and sun
with a proper covering until satisfactorily cured.
2.3.3 Precast Concrete Segmental Blocks
Precast concrete segmental block shall conform to ASTM C139, not more than
8 inches thick, not less than 8 inches long, and of such shape that joints
can be sealed effectively and bonded with cement mortar.
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2.3.4 Brick
11P1286
EPROJECTS W.O.NO.: 796558
Brick shall conform to ASTM C62, Grade SW; ASTM C55, Grade S-I or S-II; or
ASTM C32, Grade MS. Mortar for jointing and plastering shall consist of
one part portland cement and two parts fine sand. Lime may be added to the
mortar in a quantity not more than 25 percent of the volume of cement. The
joints shall be filled completely and shall be smooth and free from surplus
mortar on the inside of the structure. Brick structures shall be plastered
with 1/2 inch of mortar over the entire outside surface of the walls. For
square or rectangular structures, brick shall be laid in stretcher courses
with a header course every sixth course. For round structures, brick shall
be laid radially with every sixth course a stretcher course.
2.3.5 Precast Reinforced Concrete Manholes
Conform to ASTM C478. Joints between precast concrete risers and tops
shall be made with flexible watertight, rubber -type gaskets meeting the
requirements of paragraph JOINTS.
2.3.6 Frame and Cover for Gratings
Submit certification on the ability of frame and cover or gratings to carry
the imposed live load. Frame and cover for gratings shall be cast gray
iron, ASTM A48/A48M, Class 35B; cast ductile iron, ASTM A536,, Grade
65-45-12; or cast aluminum, ASTM B26/B26M, Alloy 356.OT6. Weight, shape,
size, and waterway openings for grates and curb inlets shall be as
indicated on the plans. The word "Storm Sewer" shall be stamped or cast
into covers so that it is plainly visible.
2.3.7 Joints
2.3.7.1 Flexible Watertight Joints
a. Materials: Flexible watertight joints shall be made with plastic or
rubber -type gaskets for concrete pipe and with factory -fabricated
resilient materials for clay pipe. The design of joints and the
physical requirements for preformed flexible joint sealants shall
conform to ASTM C990, and rubber -type gaskets shall conform to ASTM C443.
Factory -fabricated resilient joint materials shall conform to ASTM C425.
Gaskets shall have not more than one factory -fabricated splice, except
that two factory -fabricated splices of the rubber -type gasket are
permitted if the nominal diameter of the pipe being gasketed exceeds 54
inches.
b. Test Requirements: Watertight joints shall be tested and shall meet
test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.
Rubber gaskets shall comply with the oil resistant gasket requirements
of ASTM C443. Certified copies of test results shall be delivered to
the Contracting Officer before gaskets or jointing materials are
installed. Alternate types of watertight joint may be furnished, if
specifically approved.
2.3.7.2 External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C877.
2.3.7.3 Flexible Watertight, Gasketed Joints
a. Gaskets: When infiltration or exfiltration is a concern for pipe
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lines, the couplings may be required to have gaskets. The closed -cell
expanded rubber gaskets shall be a continuous band approximately 7
inches wide and approximately 3/8 inch thick, meeting the requirements
of ASTM D1056, Type 2 Al, and shall have a quality retention rating of
not less than 70 percent when tested for weather resistance by ozone
chamber exposure, Method B of ASTM D1171. Rubber O-ring gaskets shall
be 13/16 inch in diameter for pipe diameters of 36 inches or smaller and
7/8 inch in diameter for larger pipe having 1/2 inch deep end
corrugation. Rubber O-ring gaskets shall be 1-3/8 inches in diameter
for pipe having 1 inch deep end corrugations. O-rings shall meet the
requirements of'ASTM C990 or ASTM C443. Preformed flexible joint
sealants shall conform to ASTM C990, Type B.
b. Connecting Bands: Connecting bands shall be of the type, size and
sheet thickness of band, and the size of angles, bolts, rods and lugs
as indicated or where not indicated as specified in the applicable
standards or specifications for the pipe. Exterior rivet heads in the
longitudinal seam under the connecting band shall be countersunk or the
rivets shall be omitted and the seam welded. Watertight joints shall
be tested and shall meet the test requirements of paragraph HYDROSTATIC
TEST ON WATERTIGHT JOINTS.
2.4 STEEL LADDER
Steel ladder shall be provided where the depth of the storm drainage
structure exceeds 12 feet. These ladders shall be not less than 16 inches
in width, with 3/4 inch diameter rungs spaced 12 inches apart. The two
stringers shall be a minimum 3/8 inch thick and 2-1/2 inches wide. Ladders
and inserts shall be galvanized after fabrication in conformance with
ASTM A123/A123M.
2.5 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
2.6 HYDROSTATIC TEST ON WATERTIGHT JOINTS
2.6.1 ConcretePipe
A hydrostatic test shall be made on the watertight joint types as
proposed. Only one sample joint of each type needs testing; however, if
the sample joint fails because of faulty design or workmanship, an
additional sample joint may be tested. During the test period, gaskets or
other jointing material shall be protected from extreme temperatures which
might adversely affect the performance of such materials. Performance
requirements for joints in reinforced concrete pipe shall conform to
ASTM C990 or ASTM C443.
2.7 EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 15 inches in its greatest dimension
and choked with sufficient small rocks to provide a dense mass with a
minimum thickness of 8 inchesor as indicated.
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PART 3 EXECUTION
lIP1286
EPROJECTS W.O.NO.: 796558
3.1 EXCAVATION FOR STORM DRAINS AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for storm
drains, shall be in accordance with the applicable portions of Section
31 23 00.00 20 EXCAVATION AND FILL and the requirements specified below.
3.1.1 Trenching
The width of trenches at any point below the top of the pipe shall be not
greater than the outside diameter of the pipe plus 4 inches to permit
satisfactory jointing and thorough tamping of the bedding material under
and around the pipe. Sheeting and bracing, where required, shall be placed
within the trench width as specified, without any overexcavation. Where
trench widths are exceeded, redesign with a resultant increase in cost of
stronger pipe or special installation procedures will be necessary. Cost
of this redesign and increased cost of pipe or installation shall be borne
by the Contractor without additional cost to the Government.
3.1.2 Removal of Rock
Rock in either ledge or boulder formation shall be replaced with suitable
materials to provide a compacted earth cushion having a thickness between
unremoved rock and the pipe of at least 8 inches or 1/2 inch for each foot
of fill over the top of the pipe, whichever is greater, but not more than
three -fourths the nominal diameter of the pipe. Where bell -and -spigot pipe
is used, the cushion shall be maintained under the bell as well as under
the straight portion of the pipe. Rock excavation shall be as specified
and defined in Section 31 23 00'.00 20 EXCAVATION AND FILL.
3.1.3 Removal of Unstable Material
Where wet or otherwise unstable soil incapable of properly supporting the
pipe, as determined by the Contracting Officer, is unexpectedly encountered
in the bottom of a trench, such material shall be removed to the depth
required and replaced to the proper grade with select granular material,
compacted as provided in paragraph BACKFILLING. When removal of unstable
material is due' to the fault or neglect of the Contractor while performing
shoring and sheeting, water removal, or other specified requirements, such
removal and replacement shall be performed at no additional cost to the
Government.
3.2 BEDDING
The bedding surface for the pipe shall provide a firm foundation of uniform
density throughout the entire length of the pipe.
3.2.1 Concrete Pipe Requirements
When no bedding class is specified or detailed on the drawings, concrete
pipe shall be bedded in granular material minimum 4 inch in depth in
trenches with soil foundation. Depth of granular bedding in trenches with
rock foundation shall be 1/2 inch in depth per foot of depth of fill,
minimum depth of bedding shall be 8 inch up to maximum depth of 24 inches.
The middle third of the granular bedding shall be loosely placed. Bell
holes and depressions for joints shall be removed and formed so entire
barrel of pipe is uniformly supported. The bell hole and depressions for
the joints shall be not more than the length, depth, and width required for
SECTION 33 40 00 Page 7

-_ A
BEQ PARKING LOT 11P1286
MCB CAMP LEJEUNE, NC EPROJECTS W.O.NO.: 796558
properly making the particular type of joint.
3.3 PLACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Pipelines shall be laid to the grades
and alignment indicated. Proper facilities shall be provided for lowering
sections of pipe into trenches. Lifting lugs in vertically elongated metal
pipe shall be placed in the same vertical plane as the major axis of the
pipe. Pipe shall not be laid in water, and pipe shall not be laid when
trench conditions or weather are unsuitable for such work. Diversion of
drainage or dewatering of trenches during construction shall be provided,as
necessary. Deflection of installed flexible pipe shall not exceed the
following limits:
Note post installation requirements of paragraph DEFLECTION TESTING in PART
3 of this specification for all pipe products including deflection testing
requirements for flexible pipe.
3.3.1 Concrete Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
.tongue ends of tongue -and -groove pipe pointing in the direction of the flow.
3.3.2 Jacking Pipe Through Fills
Methods of operation and installation for jacking pipe through fills shall
conform to requirements specified in Volume 1, Chapter 1, Part 4 of
AREMA Eng Man.
3.4 JOINTING
3.4.1 Concrete Pipe
3.4.1.1 Cement -Mortar Bell -and -Spigot Joint
The first pipe shall be bedded to the established grade line, with the bell
end placed upstream. The interior surface of the bell shall be thoroughly
cleaned with a wet brush and the lower portion of the bell filled with
mortar as required to bring inner surfaces of abutting pipes flush and
even. The spigot end of each subsequent pipe shall be cleaned with a wet
brush and uniformly matched into a bell so that sections are closely
fitted. After each section is laid, the remainder of the joint shall be
filled with mortar, and a bead shall be formed around the outside of the
joint with sufficient additional mortar. If mortar is not sufficiently
stiff to prevent appreciable slump before setting, the outside of the joint
shall be wrapped or bandaged with cheesecloth to hold mortar in place.
3.4.1.2 Cement -Mortar Oakum Joint for Bell -and -Spigot Pipe
A closely twisted gasket shall be made of jute or oakum of the diameter
required to support the spigot end of the pipe at the proper grade and to
make the joint concentric. Joint packing shall be in one piece of
sufficient length to pass around the pipe and lap at top. This gasket
shall be thoroughly saturated with neat cement grout. The bell of the pipe
shall be thoroughly cleaned with a wet brush, and the gasket shall be laid
in the bell for the lower third of the circumference and covered with
mortar. The spigot of the pipe shall be thoroughly cleaned with a wet
brush, inserted in the bell, and carefully driven home. A small amount of
mortar shall be inserted in the annular space for the upper two-thirds of
SECTION 33 40 00 Page 8

t•
BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
11P1286
EPROJECTS W.O.NO.: 796558
the circumference. The gasket shall be lapped at the top of the pipe and
driven home in the annular space with a caulking tool. The remainder of
the annular space shall be filled completely with mortar and beveled at an
angle of approximately 45 degrees with the outside of the bell. If,mortar
is not sufficiently stiff to prevent appreciable slump before setting, the
outside of the joint thus made shall be wrapped with cheesecloth. Placing
of this type of joint shall be kept at least five joints behind laying
operations.
3.4.1.3 Cement -Mortar Diaper Joint for Bell -and -Spigot Pipe
The pipe shall be centered so that the annular space is uniform. The
annular space shall be caulked with jute or oakum. Before caulking, the
inside of the bell and the outside of the spigot shall be cleaned.
a. Diaper Bands: Diaper bands shall consist of heavy.cloth fabric to hold
grout in place at joints and shall be cut in lengths that extend
one -eighth of the circumference of pipe above the spring line on one
side of the pipe and up to the spring line on the other side of the
pipe. Longitudinal edges of fabric bands shall be rolled and stitched
around two pieces of wire. Width of fabric bands shall be such that
after fabric has been securely stitched around both edges on wires, the
wires will be uniformly spaced not less than 8 inches apart. Wires
shall be cut into lengths to pass around pipe with sufficient extra
length for the ends to be twisted at top of pipe to hold the band
securely in place; bands shall be accurately centered around lower
portion of joint.
b. Grout: Grout shall be poured between band and pipe from the high side
of band only, until grout rises to the top of band at the spring line
of pipe, or as nearly so as possible, on the opposite side of pipe, to
ensure a thorough sealing of joint around the portion of pipe covered
by the band. Silt, slush, water, or polluted mortar grout forced up on
the lower side shall be forced out by pouring, and removed.
C. Remainder of Joint: The remaining unfilled upper portion of the joint
shall be filled with mortar and a bead formed around the outside of
this upper portion of the joint with a sufficient amount of additional
mortar. The diaper shall be left in place. Placing of this type of
joint shall be kept at least five joints behind actual laying of pipe.
No backfilling around joints shall be done until joints have been fully
inspected and approved.
3.4.1.4 Cement -Mortar Tongue -and -Groove Joint
The first pipe shall be bedded carefully to the established grade line with
the groove upstream. A shallow excavation shall be made underneath the
pipe at the joint and filled with mortar to provide a bed for the pipe.
The grooved end of the first pipe shall be thoroughly cleaned with a wet
brush, and a layer of soft mortar applied to the lower half of the groove.
The tongue of the second pipe shall be cleaned with a wet brush; while in
horizontal position, a layer of soft mortar shall be applied to the upper.
half of the tongue. The tongue end of the second pipe shall be inserted in
the grooved end of the first pipe until mortar is squeezed out on interior
and exterior surfaces. Sufficient mortar shall be used to fill the joint
completely and to form a bead on the outside.
SECTION 33 40 00 Page 9

BEQ PARKING LOT lIP1286
MCB CAMP LEJEUNE, NC EPROJECTS W.O.NO.: 796558
3.4.1.5 Cement -Mortar Diaper Joint for Tongue -and -Groove Pipe
The joint shall be of the type described for cement -mortar
tongue -and -groove joint in this paragraph, except that the shallow
excavation directly beneath the joint shall not be filled with mortar until
after a gauze or cheesecloth band dipped in cement mortar has been wrapped
around the outside of the joint. The cement -mortar bead at the joint shall
be at least 1/2 inch, thick and the width of the diaper band shall be at
least 8 inches. The diaper shall be left in place. Placing of this type
of joint shall be kept at least five joints behind the actual laying of the
pipe. Backfilling around the joints shall not be done until the joints
have been fully inspected and approved.
3.4.1.6 Plastic Sealing Compound Joints for Tongue -and -Grooved Pipe
Sealing compounds shall follow the recommendation of the particular
manufacturer in regard to special installation requirements. Surfaces to
receive lubricants, primers, or adhesives shall be dry and clean. Sealing
compounds shall be affixed to the pipe not more than 3 hours prior to
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Sealing compounds shall
be inspected before installation of the pipe, and any loose or improperly
affixed sealing compound shall be removed and replaced. The pipe shall be
aligned with the previously installed pipe, and the joint pulled together.
If, while making the joint with mastic -type sealant, a slight protrusion of
the material is not visible along the entire inner and outer circumference
of the joint when the joint is pulled up, the pipe shall be removed and the
joint remade. After the joint is made, all inner protrusions shall be cut
off flush with the inner surface of the pipe. If non -mastic -type sealant
material is used, the "Squeeze -Out" requirement above will be waived.
3.4.1.7 Flexible Watertight Joints
Gaskets and jointing materials shall be as recommended by the particular
manufacturer in regard to use of lubricants, cements, adhesives, and other
special installation requirements. Surfaces to receive lubricants,
cements, or adhesives shall be clean and dry. Gaskets and jointing
materials shall be affixed to the pipe not more than 24 hours prior to the
installation of the pipe, and shall be protected from the sun, blowing
dust, and other deleterious agents at all times. Gaskets and jointing
materials shall be inspected before installing the pipe; any loose or
improperly affixed gaskets and jointing materials shall be removed and
replaced. The pipe shall be aligned with the previously installed pipe,
and the joint pushed home. If, while the joint is being made the gasket
becomes visibly dislocated the pipe shall be removed and the joint remade.
3.5 DRAINAGE STRUCTURES
3.5.1 Manholes and Inlets
Construction shall be of reinforced concrete, plain concrete, brick,
precast reinforced concrete, precast concrete segmental blocks,
prefabricated corrugated metal, or bituminous coated corrugated metal;
complete with frames and covers or gratings; and with fixed galvanized
steel ladders where indicated. Pipe studs and junction chambers of
prefabricated corrugated metal manholes shall be fully bituminous -coated
and paved when the connecting branch lines are so treated. Pipe
connections to concrete manholes and inlets shall be made with flexible,
watertight connectors.
SECTION 33 40 00 Page 10

J
BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 STEEL LADDER INSTALLATION
11P1286
EPROJECTS W.O.NO.: 796558
Ladder shall be adequately anchored to the wall by means of steel inserts
spaced not more than 6 feet vertically, and shall be installed to provide
at least 6 inches of space between the wall and the rungs. The wall along
the line of the ladder shall be vertical for its entire length.
3.7 BACKFILLING
3.7.1 Backfilling Pipe in Trenches
After the pipe has been properly bedded, selected material from excavation
or borrow, at a moisture content that will facilitate compaction, shall be
placed along both sides of pipe in layers not exceeding 6 inches i❑
compacted depth. The backfill shall be brought up evenly on both sides of
pipe for the full length of pipe. The fill shall be thoroughly compacted
under the haunches of the pipe. Each layer shall be thoroughly compacted
with mechanical tampers or rammers. This method of filling and compacting
shall continue until the fill has reached an elevation equal to the
midpoint (spring line) of RCP or has reached an elevation of at least 12
inches above the top of the pipe for flexible pipe. The remainder of the
trench shall be backfilled and compacted by spreading and rolling or
compacted by mechanical rammers or tampers in layers not exceeding 6 inches.
Tests for density shall be made as necessary to ensure conformance to the
compaction requirements specified below. Where it is necessary, in the
opinion of the Contracting Officer,.that sheeting or portions of bracing
used be left in place, the contract will be adjusted accordingly.
Untreated sheeting shall not be left in place beneath structures or
pavements.
3.7.2 Backfilling Pipe in Fill Sections
For pipe placed in fill sections, backfill material and the placement and
compaction procedures shall be as specified below. The fill material shall
be uniformly spread in layers longitudinally on both sides of the pipe, not
exceeding 6 inches in compacted depth, and shall be compacted by rolling
parallel with pipe or by mechanical tamping or ramming. Prior to
commencing normal filling operations, the crown width of the fill at a
height of 12 inches above the top of the pipe shall extend a distance of
not less than twice the outside pipe diameter on each side of the pipe or
12 feet, whichever is less. After the backfill has reached at least 12
inches above the top of the pipe, the remainder of the fill shall be placed
and thoroughly compacted in layers not exceeding 6 inches. Use select
granular material for this entire region of backfill for flexible pipe
installations.
3.7.3 Movement of Construction Machinery
when compacting by rolling or operating heavy equipment parallel with the
pipe, displacement of or injury to the pipe shall be avoided. Movement of
construction machinery over a culvert or storm drain at any stage of
construction shall be at the Contractor's risk. Any damaged pipe shall be
repaired or replaced.
SECTION 33 40 00 Page 11

BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
3.7.4 Compaction
3.7.4.1 General Requirements
lIP1286
EPROJECTS W.O.NO.: 796558
Cohesionless materials include gravels, gravel -sand mixtures, sands, and
gravelly sands. Cohesive materials include clayey and silty gravels,
gravel -silt mixtures, clayey and silty sands, sand -clay mixtures, clays,
silts, and very fine sands. When results of compaction tests for
moisture -density relations are recorded on.graphs, cohesionless soils will
show straight lines or reverse -shaped moisture -density curves, and cohesive
soils will show normal moisture -density curves.
3.7.4.2 Minimum Density
Backfill over and around the pipe and backfill around and adjacent to
drainage structures shall be compacted at the approved moisture content to
the following applicable minimum density, which will be determined as
specified below.
a. Under paved roads, streets, parking areas, and similar -use pavements
including adjacent shoulder areas, the density shall be not less than
90 percent of maximum density for cohesive material and 95 percent of
maximum density for cohesionless material, up to the elevation where
requirements for pavement subgrade materials and compaction shall
control.
b. Under unpaved or turfed traffic areas, density shall not be less than
90 percent of maximum density for cohesive material and 95 percent of
maximum density for cohesionless material.
c. Under nontraffic areas, density shall be not less than that of the
surrounding material.
3.7.5 Determination of Density
Testing is the responsibility of the Contractor and performed at no
additional cost to the Government. Testing shall be performed by an
approved commercial testing laboratory or by the Contractor subject to
approval. Tests shall be performed in sufficient number to ensure that
specified density is being obtained. Laboratory tests for moisture -density
relations shall be made in accordance with ASTM D1557 except that
mechanical tampers may be used provided the results are correlated with
those obtained with the specified hand tamper. Field density tests shall
be determined in,accordance with ASTM D2167 or ASTM D6938. When ASTM D6938
is used, the calibration curves shall be checked and adjusted, if
necessary, using the sand cone method as described in paragraph Calibration
of the referenced publications. ASTM D6938 results in a wet unit weight of
soil and ASTM D6938 shall be used to determine the moisture content of the
soil. The calibration curves furnished with the moisture gauges shall be
checked along with density calibration checks as described in ASTM D6938.
Test results shall be furnished the Contracting Officer. The calibration
checks of both the density and moisture gauges shall be made at the
beginning of a job on each different type of material encountered and at
intervals as directed.
SECTION 33 40 00 Page 12

BEQ PARKING LOT
MCB CAMP LEJEUNE, NC
3.8 PIPELINE TESTING
3.8.1 Leakage Tests
3.8.2 Post -Installation Inspection
11P1286
EPROJECTS W.O.NO.: 796558
One hundred percent of all reinforced concrete pipe installations shall be
checked for joint separations, soil migration through the joint, cracks
greater than 0.01 inches, settlement and alignment. One hundred percent of
all flexible pipes (HDPE, PVC, CMP, PP) shall be checked for rips, tears,
joint separations, soil migration through the joint, cracks, localized
bucking, bulges, settlement and alignment.
a. Replace pipes having cracks greater than 0.1 inches in width or
deflection greater than 5 percent deflection. An engineer shall
evaluate all pipes with cracks greater than 0.01 inches but less than
0.10 inches to determine if any remediation or repair is required. RCP
with crack width less than 0.10 inches and located in a non -corrosive
environment (pH 5.5) are generally acceptable. Repair or replace any
pipe with crack exhibiting displacement across the crack, exhibiting
bulges, creases, tears, spalls, or delamination.
b. Reports: The deflection results and finial post installation
inspection report shall include: a copy of all video taken, pipe
location identification, equipment used for inspection, inspector name,
deviation from design, grade, deviation from line, deflection and
deformation of flexible pipe systems, inspector notes, condition of
joints, condition of pipe wall (e.g. distress, cracking, wall damage
dents, bulges, creases, tears, holes, etc.).
-- End of Section --
SECTION 33 40 00 Page 13

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
RESERVE TRAINING FACILITY &
VEHICLE MAINTENANCE (FACILITY/P-I286
GRAVEL PARKING LOT
MARSOC CAMP LEJEUNE
JACKSONVILLE, NC
FYI I MCON PROJECT P-1286
Stormwater Management
NCOENR Permit
July 8, 2014
NAVFAC MID -A] LANI IC
ECEIVE
JUL 112M
BY:_ 0

RESERVE TRAINING FACILITY/I'-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
P-1286 GRAVELKING LOT
TABLE OF CONTENTS
-See on- A Applileation
-AppRc-aUen-
I nfikratiorrBasin-1-Supplement
Inf' up nt
Section B: Project Narrative/Basis of Design
Section C: Maps
USGS MAP
Vicinity and Location Maps
Section D: Exhibits
Permitted drainage area map
Drainage Area 3 Revisions
Pre -developed drainage
Drainage Area 2 Revisions
Post -developed Drainage
Section E: Storm Drainage Calculations
Existing Permit
Water quality Volumes for DA-2
Contributing Drainage area
NAVFAC 10-year storm
Water quality volume for modified DA-1
Pond Routing
Drainage Area 2 pre -developed
1-year post -developed
10-year post -developed
100-year post -developed
Section F: North Carolina P. E. Exemption Letter
Section G: Project Construction Plans
Section H: Project Construction Specifications
Section I: Erosion and Sediment Control Practices
Section J: Geotechnical Report
Section K: Reserve Training Facility
Storm Water calculations
Soils scientist Report

SECTION B: PROJECT NARRATIVE
Reserve Training Facility/P-1286 Gravel Parking Lot
MCAS Cherry Point, North Carolina
Civil Basis of Design
Final Submittal —Revised August 25, 2014
ECEIV
AUG 2 5 2014

CIVIL BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project consists of the construction of a temporary gravel parking lot to supplement the P-
1286 project
The project site is located south of the Reserve Training Center & Vehicle maintenance Facility.
The site is in the northwest corner of the Range Road and Range Road intersection, in
MARSOC, Camp Lejeune, North Carolina.
Vehicle access to the parking lot will be limited to the service drive along the north side of the
site. The parking lot is intended for use by POV only.
1.2 EXISTING CONDITIONS
The parking lot site is approximately 1.6 acres. The site is bounded by Rifle Range Road on the
south and east sides, and the service drive to the Reserve Training Facility on the north side.
The site has gentle slopes and no significant drainage features. There are slight swales along the
south and east side of the site. The east side of the site contains two trailers and a gravel service
area. The west half of the site contains small trees and dense underbrush.
A survey of the site was completed by the Spectra Group in October of 2010. There are no tidal
or non -tidal wetlands identified on the site. The survey of the adjoining sites was provided by
several recent MILCON projects.
1.3 GEOTECHNICAL
The geotechnical findings including soil borings, in -situ and laboratory testing were taken from
the report included in the approved Reserve Training Facility & Vehicle Maintenance Facility
(SW8 060309). The results of the study recommend an infiltration rate of 1.5 to 2 inches per
hour. The estimated seasonal high water table was confirmed by DENR on March 7, 2006 to be
5.5 feet below the ground surface.
Additional testing was done in March of 2013 to confirm the original 2006 findings. The
attached report shows that the infiltration rates in the expanded basin are approximately 4 to 5
inches per/hour. The infiltration rates in the forebay are approximately 3.5 inches/hour. All
drainage calculations use the 2006 conservative infiltration rate of 2"/hour. The ESHWT was
confirmed to be approximately 5.5' below the surface at both locations.
1.4 DEMOLITION
The low vegetation and remaining trees within the construction limits will be cleared and
grubbed as needed. An existing sewer force main crossing the site will be protected. The two
trailers will be removed by the base prior to start of construction.
6:,,... EQVr=
h'
i AUG 2 S 2014
iy.

1.5 NEW SITE WORK
The project scope includes the construction of a temporary 42,000 s.f., gravel parking lot with
associated storm drainage and stormwater management.
The project does not include any buildings or other above ground facilities.
A total of 132 parking spaces are proposed for the site. The POV spaces are designed to be 9-ft
wide by 18.5-ft long with a 26-ft wide drive aisle. Parking spaces are not intended to be
delineated on the gravel. The parking lot is not convenient to the nearby buildings and will not
include ADA required accessible spaces, or spaces for Fuel Efficient vehicles. Trash and recycle
bins are not required for this project.
Construction access shall be via the service road along the north side.
The infiltration basin, that was installed to serve the Reserve Training Center, will be enlarged to
handle the additional flow from the gravel lot.
1.6 AT FP
The project does not include any buildings or above ground facilities. The parking lot will be set
a minimum of 82' from the existing buildingjust west of the site.
1.7 SUSTAINABLE DESIGN
The gravel parking lot is temporary and is not seeking to attain LEED certification.
1.8 WATER SUPPLY & FIRE
The gravel lot does not require water or fire services. The existing water line that cuts across the
site will be protected. The water service to the existing trailer will be abandoned.
1.9 SANITARY SEWER
The gravel lot does not require sewer service. The existing sewer force main that cuts across the
site will be protected. The sewer service to the existing trailer will be abandoned.
1.10 PROPANE GAS
Gas is not intended to be used for this facility.
1.11 EROSION & SEDIMENT CONTROL
Erosion and sediment control measures include silt fencing, tree protection, inlet protection,
diversion ditches, check damns, skimmer basins and a two temporary construction entrances in
accordance with the North Carolina Erosion and Sediment Control Planning and Design Manual.
The BMP that will be constructed on this site will serve as a forebay for expansion of the
existing infiltration basin. The forebay will be used as a sediment basin during construction of
the gravel lot.
1.12 ENVIRONMENTAL PERMITTING
Stormwater Management and Sediment & Erosion Control permits will be required. The existing
Stormwater permit for the infiltration basin for the Reserve Training Center will be modified to
accommodate the gravel lot. E C E 0 Vr=
AUG 2 5 2014
BY:.____-----

No jurisdictional tidal or non -tidal wetlands are present within the site boundaries.
2.0 STORM DRAINAGE / STORMWATER MANAGEMENT
2.01 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onslow County.
Sheet flow will be used through the site. The gravel lot will flow to a detention basin that will act
as a forebay to the existing infiltration basin and will help extend flow times and decrease run
off. The grassed banks of the gravel lot will flow to the existing perimeter swales. The swale
along the east side of the site will be re -graded to promote positive flow. Site run-off will be
controlled to existing levels.
The project is within a drainage basin which flows to the White Oak River. The receiving stream
is Stone Creek (SA, H WQ). The seasonal high water elevation for the infiltration basin that
currently serves DA-2 was determined to be 5.5 below the surface. The site visit was conducted
on March 7, 2006. The infiltration rate was determined to be 2 inches/hour.
2.1 EXI;STING PERMIT
The stormwater permit for the Reserve Training Facility (SW8 060309) was issued on May I,
2006. The permit included approval for 3 infiltration basins. The drainage areas for the 3 basins
are shown in Exhibit #1. Not all of the improvements shown in the exhibit were installed. The
base stone for the parking lot in drainage area 2 was constructed but the asphalt surface was not
installed. The infiltration basin that serves the parking lot (basin 2) was installed. The drive aisle
and the infiltration basin for drainage area 3 were not installed (Sec Exhibit 2). The entrance for
the parking lot in area 2 was relocated directly below infiltration basin 2. Exhibit 3 shows the as -
built conditions of the installed improvements. Exhibit 3 also shows the revised drainage areas
flowing to BMP 2.
The proposed gravel lot falls in the southeast corner of the area that is shown in the Reserve
Training Facility permit. The gravel lot will encompass the area that was shown as drainage area
3 in the approved permit. Drainage area 3 (as permitted) is not intended for installation at this
time. Exhibit 3 also shows the limits of the proposed gravel lot and how they mesh with drainage
areas 1 and 2. The majority of the gravel lot site currently flows to swales in the adjoining
streets and is not treated by a BMP.
The existing permit will be modified to reflect the revised areas for drainage area I and 2. The
permit will also be modified to enlarge basin 2 to accept the flows from the temporary gravel lot.
Exhibit 4 shows the detention basin for the gravel lot that will act as a forebay. The exhibit notes
the flow from the forebay to cross the street to the expanded area of the existing infiltration
basin. Exhibit 5 shows the post -developed drainage areas.
AUG 2 5 2014
BY:______

2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the existing BMP. Curbing will not be used and
minimal storm sewer piping will be used to promote surface flows. Flow rates for the existing
BMP will be maintained by enlarging the basin to handle the 10-year storm. The proposed
forebay will also help extend the detention times and maintain lower flows.
Rainfall intensity values are taken from Regional IDF Curves (Wilmington) as follows:
Time of Concentration = 5 min. (conservative)
Rainfall Intensity = 3.68"/hour 1-year 24-hour storm
Rational Runoff Coefficients, "C," are taken from the North Carolina Department of
Environmental Resources as follows:
Roofs, Inclined
1.00
Asphalt
0.95
Concrete
0.95
I -awns, sandy soil
0.15
Wooded
0.15
Rational Runoff Coefficient, "C," for gravel was taken from H.R. Malcom 2003
Gravel 0.82 (maximum value)
Existing conditions
Site = 1.59 acres
The current site is partially developed with two trailers and a small gravel parking area. The
existing lot does not have any drainage features and is not served by a BMP. The site sheet flows
to slight swales on all four sides
2.3 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The existing infiltration basin will be enlarged to provide the required water quality controls in
accordance with NCDENR standards. The BMP for the Reserve Training Facility was designed
(and permitted) to retain 3 times the water quality volume (4.5 inches of rainfall) to avoid bypass
and overflow structures. The existing BMP will be enlarged to treat the 4.5" rain for the Reserve
Training Facility site and 2.5 times (3.75 inches) the WQV for the gravel parking lot.
The basin will be designed for 90% TSS removal.
Basin I was permitted for 4.75 acres and for 2.38 acres of impervious area. Exhibit 3 shows that
drainage area 1 was reduced to 4.52 acres. The service road between drainage areas 1 and 2 was
designed with cross slope to drain to the south and into DA-l. This road was built with normal
crown and the top half of this road now drains to BMP-2. The redirected roadway reduces the
impervious area for DA-1 by 0.05 acres. The impervious area for BMP-1 was therefore reduced
from 2.38 acres to 2.33 acres. The calculations and the supplement show that 0.5 acres of 13UA
was added so that the impervious area ol'2.38 would match the permitted impervious.
`ECEBVE
AUG 2 5 20%
ey:

We are required to capture the additional run off generated by the 95% storm event to satisfy
NAVFAC LID requirements. The 95% storm event for this area is 2.34 inches per hour. For SA
waters we are, however, required by DENR to treat the pre to post difference in the I -year 24
hour storm. The I -year 24-hour storm for this area is 3.68". We are also storing 2.5 times the
3.68" rain to waive the bypass and filter strip requirements. The proposed enlarged infiltration
basin will therefore infiltrate approximately 4 times the required pre to post difference in the
95% storm event.
The existing site has a I0-year release rate of approximatly 1.7 cfs. The infiltration basins is
shown to reduce the 10-year release rate for the developed site to approximately 1.3 cfs for the
new gravel lot and existing parking lot combined.
The infiltration basin is being modified to safely pass the 100-year storm. The emergency
spillway will allow all flows in excess of the 10-year event to flow eastward to the existing swale
along Rifle Range Road
IECEi iY E
'i AVG 2 5 Zola

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION C:MAPS

r�
t

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
L`J

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
L._

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION D: EXHIBITS

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
�Ilg l a ❑ u rxru[ur z
c6 a
.cp
i L R REVMEDDRNE OELEW-D DRryE
M.
nvt.Te-r�-
EXHIBIT 2

9
RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
I loi
lj,hl
dill
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7- 1
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EXHIBIT 1

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
EXHIBIT 4

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
T'2.
1,`mnr�. eM..�Zfili�.% •• _
71
C
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1.� H ��. _ _,=� _l., � _ gl. •��Siy'ili ._ _ y. � 1 . �a'iE�• t.
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4 ,
EXHIBIT 3
E

rn-
.:{ ._. '' i t +: �� '� .._. - •_�z ,.�— .--� \ � n � ��! „ ; I��a
D tfW tj r; r • -•� N.vf.� y. rta i?.� �( I �`3 rf ',\ �..." ___.
.., hy_y • ii �.� n� � i li 1F__yTo,
2.487 AC
4.30 IMP
4 AC 9. A:`' .' • 'y+l.J J
= 1.404
.3D,. -, . `
` IMP = 2-381 •.••, a �i: i /
C —'" - a'n I \ a • -St� t do
• '��^'^ '-7 i -•a__� ,w" ',.� S. ROAD (OiF511E)',
4 - . • - 0.120 AC zs • 1 .....»
3 . GRAVEL LOT SITE BOUNDARY • .,• _ IMP = 0.068 AC _ \ `T4:.
- „IMP 0 1 : • ...,,...
sf C - 02 , .� f s s'5ts -.. 1 a t L �' • 4 u�'�
FB-.s.""Y,*e ro �^��%s a, � �,•' "j `i ' ,.x.-,�./ �9 � !z T.
56
4,11,lff
OR LOT
J _ ; .,`_" ✓ • a AC 12IMP = 0.940 AC i ?'x i • ,� ' 1" r ;1£, ....
20 Iy.7I+ 1
° .^z se�V — C - 0.7
IN
o:_
r_ DA-5
A A`J� TO RIFlE PINGE ROADWAY
i 0.286 AC
.� L— t NP = .012 AC
_ —
�M
EXHIBIT 5

0
C
B
I IA
o rs' m eo'

Hydraflow Table of Contents
Hydrallow
Watershed
Hydrograph
Extension for AutoCADrS Civil 3D® 2010 by Autodesk, Inc. v9.25
7.28.14 pond routing.gpw
' Friday, Aug 1, 2014
Schematic..................................................................................... 1
PeriodRecap...................................................................1..... 2
1 -Year
SummaryReport....................................................................................................................... 3
HydrographReports.................................................................................................................. 4
Hydrograph No. 1, SCS�R\\unoff, Existing DA#2.................................................................. 4
Hydrograph No. 2, SCS iZ off, FOREBAY ..........................7z............................................ 5
Hydrograph No. 3, Reservoi ,Forebay Routing...................�................................................ 6
PondReport Forebay....................................................................................I............... 7
Hydrograph No. 4, Combine, Coined routing to existing ..................................................... 8
Hydrograph No. 5, Reservoir, Combined into BMP'2............................................................... 9
Pond Report - Pond 2 BMP 2...... \�............; �................................................................. 10
2 - Year
SummaryReport ................................. ........\....Y.i............................................................. 11
Hydrograph Reports ...........................
................ ..................................................................... 12
Hydrograph No. 1, SCS Runoff, Existing DA#2.................................................................... 12
Hydrograph No. 2, SCS Runoff, FOREBAY.........\............................................................... 13
Hydrograph No. 3, Reservoir; Forebay Routing......��........................................................... 14
Hydrograph No. 4, Combine/,Combined routing to existing ................................................... 15
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................ 16
10 -Year
SummaryReport....:[............................................................................................................. 17
HydrographReports�..................................................................�.......................................... 18
Hydrograph No. 1; SCS Runoff, Existing DA#2.................................................................. 18
Hydrograph,tVo�2, SCS Runoff, FOREBAY.......................................................................... 19
Hydrograph No. 3, Reservoir, Forebay Routing .................................
\..................................
20
Hydrograph I o. 4, Combine, Combined routing to existing ................. ............................... 21
HydrograWNo. 5, Reservoir, Combined into BMP 2.................................I............................ 22
100 - Year /
Summaii Report ....................................................................................................................... 23
HydroaphReports............................................................................................. ................. 24
H flrograph No. 1, SCS Runoff, Existing DA#2...................................................... .............. 24
ydrograph No. 2, SCS Runoff, FOREBAY........................................................................ 25
Hydrograph No. 3, Reservoir, Forebay Routing ............. ............................................�......... 26
Hydrograph No. 4, Combine, Combined routing to existing ............................................... 27
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................. 28
OFReport.......................................................................................................... \ 29

D
mw 21 jjj'
.45
3
..
1 -4.
..
...
DA I
4.1 $85 AC
17 -
...
IMP 2.381 AC
DA- 2
3.827.AC
c
IMP 2.412
AC
W 21.MV
S31m,-
13
Y I
IM' � W Qjo�
W5�
QJN
Wll
N,
sr21MV
51zn
TO FULE
0.2
IMP 0.0
A
I GO 2 3
5
LEGEND
GRAPHIC SCALE
I$]
c

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION E: CALCULATIONS
SEE ATTACHED calculations

P-1286 Gravel
DRAINAGE CALCULATIONS
BMP sizing
SGM 8.18.14 REVISED
Modify permit--SW8 060309
for Reserve Training Facility
As noted in the basis of design, the existing infiltration basin #2 that serves the Reserve
Training Facility will be expanded to accept the flow from the proposed gravel lot.
The following calculations analyze the existing BMP and the impact of enlarging the BMP
to accept the proposed improvements.
Verify volumes for existing BMP # 2 for Reserve Training Facility
As per permit (permit approved in 2006--SW8 060309))
site 2.21 acres
imp 58415 1.341 acres
site % imp = 0.607
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.61
Rv= 0.596118
V1.5=3630*1.5*Rv*A A= 2.21
V1.5 = 7173.36 c.f.
Permit calls for 4.5" rain (3 x WQV) to waive bypass and level spreader
V4.5 = 21520.08 c.f. Okay -design volume--21,238 as per permit
Volume provided (as per permit)
21612 Okay
Existing storage volumes (as -built survey)
(NOTE:the datum for the as -built survey is different
than the datum used for the permit -the bottom of BMP 2 was permitted at 53.45
and was surveyed at approximately 51.0--overexcavated to approximately 50.7)
AUG 2 120% R
BY:__

For basin at surveyed elevation of 51.0
ELEV
ELEV
DIFFEREMAREA SF
VOLUME Cl'
51
6570 0
52
1
8105 7337.5
53
1
9670 16225.0
0.2
53.2
10008 18192.8
0.333
53.533
10572 21619.4 21619 okay
0.467
(Vol as per permit-21612)
54
11362 26741.0
The top of bank is at approx. 54.0
0.47 of freeboard to t.o.b.--permit shows 0.03' okay
Therefore the existing BMP provides the permitted water
quality volume of 21,612 at elevation of 53.53 (approx)
Try to keep storage height at (or below) 53.53
to match existing conditions
Note: The driveway for the Reserve Faciltiy site was revised in 2007 construction
Half of the existing driveway south of the BMP now flows to the BMP
drive way = 3429 s.f. imp. = 2803 s.f.
0.079 ac.
As per my discussion with Linda Lewis this driveway area needs to ber considered as
new even though it is existing, since it is not covered under the existing permit.
1173.5 s.f. of this drive was permitted to flow to Basin # 1
ECEIVE
AUG2r2014
0.064

Calculate the required modifcations to BMP 2 to
accent the additional flows from the Proposed gravel parking lot
Drainage Area 11-2 that was permitted in 2006 is covered by the regulations in place at that time.
The dosing storm for DA-112 was the 1.5" rain. The 2006 permit allowed for the site to waive the
requirement for a LS/VI'S by providing 3 x the volume for the design storm.
The proposed improvements must meet the cmrenl guidelines for infiltration basins.
For current regulations the design storm for the proposed area is considered the greater
of the 1.5" rain or the difference in the I -year , 24-hour storm (pre vs post)
1.5" rain
Storage volume for the permittted area from above is
Determine new area
Area flowing to expanded infiltration basin
(permitted impervious) DA-2 =
(additional impervious) DA-2 =
(new lot) DA-4 =
(offsite driveway) DA-6 =
Total site flowing to expanded
infiltration basin is
permitted area flowing to basin is
New Area =
Storage volume required for new area is
(for DA-4--new gravel lot)
pie
impervious
2.487 ac
1.340 ac
ac
0.064 ac
1.220 ac
0.940 ac
0.120 ac
+ 0.068 ac
3.827 ac
2.412 ac
63.01%
7173.36 c.f.
n p u _ I. - )a G��
Site In )ervious
3.827 ac 2.412
2.210 ac 1.341
1.617 ac 1.071 New imper.
bldg
0.000
gravel
0.940
0.95 0.8925551
grass
0.281
0.2 0.0561019
1.220
0.948657
Impervious =
77.01%
C =
0.78

acres
(for DA-6--service road) bldg
0.000
(flow to new foreabay) paved
0.068
0.95 0.0643147
grass
0.053
0.2 0.0105556
0.120
0.0748703
Impervious =
56.19%
C =
0.62
acres
(for DA-8--service road) bldg 0.000
(flows to existing basin) paved 0.064
grass 0.014
0.079
Impervious = 81.74%
acres
expanded BMP area bldg 0
gravel 0
grass 0.198
0.198
Impervious = 0.00%
Combined Area New Area using 2.5 x the WQV '
(flowing to expanded infiltration basin)
Simple Rv = 0.05 +0.9 (imp)
Rv = 0.646326
V 1.5= 3630* 1.5*Rv*A
V1.5= 5691.58 c.f.
acres imp
bldg
0.000
0
gravel/paved
1.0716
1.072
grass
0.546
1.617
1.072
Impervious =
66.26%
Imp = 0.66
A = 1.617
Total storage volume permitted new
required for 1.5" rain is 7173 + �C692-IVC12865D
AUG 2 120%
BY:

PRE VS POST (for new improvements only)
Analyze only the new areas flowing to the expanded infiltration basin
I-yr 24 storm is 3.68 inches =
EXISTING Q Lc-dev.Llonedj acres "C"
(for DA-4--new gravel lot) bldg 0.000 1
gravel 0.024 0.82
grass 1.196 0.2
(for DA-6--service road)
(flow to new foreaba
Note 2347 s.f. of the existing drive
that will flow to 13MI'-2 was
permiled to flow to BRIP-1
use 2347/2 for exist. for each segment
(for DA-8--service road)
(flows to existing basin)
Note 2347 s.f. of the existing drive
that will flow to BMP-2 was
permiled to flow to BMP-1
use 2347/2 for exist. for each segment
expanded LIMP area
2347/2
2347/2
1.220
C=
Imp =
bldg
paved
grass
bldg
paved
grass
0.21
0.02
0
0.02694
0.094
0.120
C=
Imp =
acres
0.000
0.02694
0.052
0.079
C=
Imp =
0.153 in/hour
"CA"
0.000
0.020
0.239
0.259
"C"
"CA"
1
0.000
0.95
0.026
0.2
0.019
0.044
0.37
0.22
1
0.95
0.2
0.46
0.34
acres
bldg
0
1
gravel
0
0.82
grass
0.198
0.2
0.198
C =
0.20
Impervious =
0.00%
"CA"
0.000
0.026
0.010
0.036
"CA"
0.000
0.000
0.040
0.040
0.040

Combined Area
(flowing to expanded infiltration basin)
acres
"C"
bldg
0.000
1
gravel
0.024
0.82
paved
0.054
0.95
grass
1.539
0.2
1.617
C =
0.23
impervious =
4.84%
Predeveloned volume
Simple Rv = 0.05 +0.9 (imp)
Imp =
0.05
Rv = 0.093538
V3.68= 3630*3.68*Rv*A /
V3.68 = 2020.8 c.f. ✓/
Predeveloned rate
for NEW DEVELOPMENT area
1-yr 24 storm is
Existing
Q=CIA
A= 1.617
3.68 inches =
C = 0.23
I= 0.153
Q= 0.23 0.153 1.617
Q = 0.06 CFS
Predeveloned rate
for EXISTING 2.21 ACRE SITE
I-yr 24 storm is 3.68 inches =
Existing C = 0.20
Q=CIA I= 0.153
Q = 0.20 0.153 2.21
Q = 0.07 CFS
"CA"
0.000
0.020
0.051
0.308
0.379
0.153 in/hour
A= 1.617
0.153 in/hour
A = 2.21
Existing 2.21 acre site Q = 0.07 cfs
New 1.617 acres of development Q = 0.06 cfs
Total Existing flow = 0.13 cfs
The controlled release from the enlarged infiltration basin for the 1-year
24 hour storm through the BMP can not exceed existing flow of 0.13 ccaf;
The routing calculation show that there is no release for the l and 2-year storms --OKAY
AUG 212014

Compare 1.5" rain to 1 year1)resost
(The design storm is the greater of the two)
for DA-4--new Y.ravel lot)
(note -use C=0.95 for gravel
in case they pave in the future)
(for DA-6--service road)
(fl(w to new foreabav)_
(for DA-8--service road)
(flows to existing basin)
ezpaocled BMI' area
(for new development only)
acres
"C"
CA
bldg
0
1
0.000
gravel
0.940
0.95
0.893
grass
0.281
0.2
0.056
1.220
0.949
C =
0.78
Imp =
0.77
acres
"C"
"CA"
bldg
0.000
1
0.000
paved
0.068
0.95
0.064
grass
0.053
0.2
0.011
0.120
0.075
C=
0.62
Imp =
0.56
acres
"C"
"CA"
bldg
0.000
1
0.000
paved
0.064
0.95
0.061
grass
0.014
0.2
0.003
0.079
0.064
C =
0.81
Imp =
0.82
acres
"CA"
bldg
0
1
0.000
gravel
0
0.82
0.000
grass
0.198
0.2
0.040
0.198
0.040
C =
0.20
Impervious =
0.00%

Combined Area (new)
(flowing to expanded infiltration basin)
gravel/paved
Proposed
Q=CIA
Q = 0.70
Q = 0.17 CFS
Post -developed volume
Simple Rv = 0.05 +0.9 (imp) /
Rv = 0.65
V3.68= 3630*3.68*Rv*A
V3.68 = 13963.3 c.f.
bldg
grass
C=
I=
0.153 1.617
Imp =
M
acres
"C"
CA
0.000
1
0.000
1.072
0.95
1.018
0.546
0.2
0.109
1.617
1.127
C =
0.70
Imp =
0.66
0.70
0.153
A=
1.617
0.66
1.617
For the new area post -developed volume is 13963.3
For the new area pre -developed volume is 2020.8
pre/post difference is 11942.5 cf.
The 1-yr, 24 hour storm volume (pre vs post) is 11942.5 c.f.
The volume for the 1.5" rain event is 5691.6 c.f.
The 1-yr, 24 hour storm volume is therefore greater and is
considered the design storm
The required water quality volume is
As noted above, 2.5 times the water quality volume is required
to waive the requirement for LS/VFS
2.5 x the WQV is 2.5 x
11942.5 =
11942.5
29856.3 c.f.
We need to allow for 29856.3 c.f. of storage for the new developed area
We need to allow for 7 13 x 3 = 21612.0 c.f. of storage for the existing facility.
We need to allow for v 51468.3 c.f. of total storage for the expanded BMP
EGEIVE
AUG 212014
M_--__._"-.—_.

Expanded BMP storage volumes
(in BMP#2)
ELEV
ELEV DIFFEREMAREA SF
VOLUME CF
51
13554 0
1
52
1
15379 14466.5
53
17096 30704
0.75
53.75
18505 44,054.5 required WQV
--0.1.1—
—53:6h
1-8299—42;0303 -
-036
54
18975 48,739.5
0.5
54.5
46974 65,226.8
look at WQV at
53.75 = 44054.5 c.f.
FOREBAY VOLUMES
look at WQV at
53.75
ELEV
ELEV DIFFERENCE
AREA SF VOLUME CF
51.55
0 0
0.45
52
1373 308.925
53
1
4793 3391.925
0.75
53.75
6119 7483.925
-0. Ff
—53-64
5925 —68$1:531�{
—036-
54
6561 9068.925
The volume provided at
53.75 is 7483.925
Total volume provided at
53.75
expanded BMP
forebay
is 44054.5 plus
7483.9 = 51538.4 c.f.

WQ vol Req. volume
51538.4 exceeds 51468.3 OKAY ✓
As noted, the water quality volume of 51538.4 c.f.
exceeds the required volume of 51468.3 c.f.
And the elevation of 53.75
approximates the existing stage of 53.53
freeboard to top of bank increased
from 0.03' to 0.25 okay
The WQ elevation remains the same. The existing basin did not have a spillway --water had to
raise to elev of 54.0 to leave the basin -
The basin revisions will provide a spillway that allows flows in excess of
the WQV to leave the basin at 53.75
DRAWDOWN
The drawdown for the water quality volume must be less than 5 days using 1/2 of
the repotted infiltration rate
Look at drawdown time in enlarged infiltration basin
for WATER QUALITY VOLUME
WQV = 51,538.4 C.F.
From the existing permit the infiltration rate is shown as
1.5 in/hr = 3.472E-05 R/sec
1/2 of infiltration rate is
1.73611E-05
bottom surface area at elev of 51.0 = 13554
infiltration rate is 1.736E-05 x 13554 =
drawdown is 51,538.4 divided by 0.2353125 =
219021.06 seconds = 2.53 days
The enlarged infiltration basin will therefore draw down in
2.53 days is less than 5 days
Compare to drawdown for EXISTING infiltration basin
WQV = 21,612.0 C.F.
From the existing permit the infiltration rate is shown as
1.5 in/hr = 3.472E-05 A/sec
1/2 of infiltration rate is 1.73611 E-05
bottom surface area at elev of 51.0 =
OKAY
1.5 inch/hr
0.2353125 cfs
219021.06 seconds
2.53 days
1.5 inch/hr
ffih1EC;F-1*je
6570 1 201a
AUG 2

infilll.ation rate is 1.736E-05 x 6570 = 0.1140625 efs
drawdown is 21,612.0 divided by
189475.07 seconds =
0.1140625 =
2.19 days
189475.07 seconds
NOTE THE DRAWDOWN FOR FNLARGED BASIN is extended from 2.19
to 2.53 days by adding the gravel lot OKAY
CONTRIBUTING DRAINAGE AREA
The maximum allowable drainage area for an infiltration basin
shall be less than 5 acres or 2.0 acre -inches of rainfall.
The area flowing to the expanded infiltration basin is:
Area acres impervious
The modified drain. area for the
infiltration basin is DA-2 2.487 1.404 56.5%
The gravel lot addition is 4 1.220 0.940
The service drive is 7 0.120 0.068
total drainage area is 3.827 2.411 63.0%
DA-2 includes the existing drainage area and the expanded area of the BMP.
The area inside of the 13MP receives direct flow and does not flow to the existing inlet.
Total DA-2 = 2.487 ac imper. = 1.404 56.5%
BMP inside contour 54 0.436 ac imper. = 0.000 0.0%
Flow to existing inlet 2.051 1.404 68.4%
Maximum run off is to the existing inlet at DA-2
Simple Rv = 0.05 +0.9 (imp)
Rv = 0.666045
Imp =
V 1.5= 3630* 1.5*Rv*A A =
V1.5 = 7438.73 c.f.
7438.73 es. = 2.0 ac-ft of run off for the 1.5" rain
As noted in the first section, the permitted run off volume is
for DA#2
,r-
0.68
2.051
OKAY
7173.36

To avoid any concerns over the drainage areas and to minimize
the potential for erosion at the inlet, a second inlet was added.
The new inlet serves the gravel lot and uses a detention basin
as a forebay to reduce flows, velocities and erosion.
Flow to new forebay
(for routing calculations)
acres
"C"
CA
(for DA-4--new gravel lot)
bldg
0
1
0.000
(from above)
gravel
0.940
0.95
0.893
grass
0.281
0.2
0.056
1.220
0
0.949
C =
0.78
Imp =
0.77
acres
"C"
"CA"
(for DA-6--service road)
bldg
0.000
1
0.000
(flow to new foreabav)
paved
0.068
0.95
0.064
grass
0.053
0.2
0.011
0.120
0
0.075
C=
0.62
hnp =
0.56
Combined
acres
"C"
CA
bldg
0.000
1
0.000
gravel
1.007
0.95
0.957
grass
0.333
0.2
0.067
1.341
0
1.024
C =
0.76
Imp =
0.75
Direct Flow toBMP 2
(for routing calculations)
Total flow from above
1`
GF i vs E
Area flowing to expanded infiltration basin
impervious
pUG 212014
(permitted impervious) DA-2 =
2.487 ac
1.340 ac
(additional impervious) DA-2 =
0.000 ac
0.064 ac
(new lot) DA-4 =
1.220 ac
0.940 ac
(offsite driveway) DA-6 =
0.120 ac
0.068 ac
3.827 ac
2.412 ac
63.01%

Area flowine
to forebay from above
Combined
area =
1.341 hpp = 1.024
total area =
3.827 total imper=
2.412
area to forebay =
1.341 imper to forebay =
1.024
2.487 ac
1.388
Therefore the direct 17ow to 13MP # 2 is
2.487 acres and 1.388 acres of impervious
NAVFAC 10-YEAR STORM (proposed 1.617 acre site only)
NAVFAC also requires no net increase io the 10-year storm release for post developed conditions
Look at pre -developed release for a 10-year storm
Bldg
0.049 1
0.049
Pre -developed flows gravel
0.175 0.82
0.143
(for gravel lot) grass
1.368 0.2
0.274
1.592
0.466
C =
0.29
Existing C =
0.29
Q=CIA 1=
4.74 10-YR; 30 MINTc
Q = 0.29 4.74 1.592
Q = 2.21 CFS
The controlled site release for the gavel lot
through the DMP CAN NOT EXCEED
2.21 cfs
The release front the existing infiltration basin also must be at or below existing
rates.
The routing calculators show that the 10-yr release for the EXISTING 13MP (Infiltration
basin 82)
is approximately 1.7 cfs
The controlled release front the enlarged infiltration basin can not exceed
rDA.11 2 1.7 plus existing gravel lot
2.21 =
3.91
rr
The routing calculations show that the combined release
for the enlarged infiltration is approximately
1.3 cfs
1.3 c.f.s. is less than 3.91 c.f.s.
OKAY

VERIFY DRAINAGE AREA # 1
PERMITTED DRAINAGE AREA DA-1 4.75 ac
site 4.75 acres
imp 2.3806
site % imp = 0.501
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.501
Rv = 0.501
V 1.5= 3630* 1.5*Rv*A A = 4.750
V I.5 = 12959.3 c.f.
Permit says V 1.5 = 12956.0 okay ---use 12956.0 c.f.
REVISED site is 4.385 ac
site 4.385 acres
imp 2.326
site % imp = 0.530
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp) 0.530
Rv = 0.527
V 1.5= 3630* 1.5*Rv*A A = 4.385
V1.5= 12592.4c.f.
Permitted V 1.5 = 12956 c.f.
Revised V 1.5 = 12592 c.f.
Storage volume reduced by 364 c.f.
ADD future QUA to match permitted volume
As noted by DENR the total impervious area can not exceed the impervious are in the existing permit
Permitted impervious area is 2.381
Revised impervious area is 2.326
allowable addition is 0.055 ac.
Therefore we are allowed to add 0.055 ac. or 2378.4 s.f.
AUG 2120�4

site 4.385 acres
imp = 2326 plus BUA 0.055 = 2 881
site % imp =
Required Storage Volume:(for water quality)
imper.
Simple Rv = 0.05 +0.9 (imp)
(0.543
Rv = 0.539
\
V 1.5= 3630* 1.5*Rv*A A =
4.385
V1.5= 12859.9 c.f. Iz
Permitted V 1.5 = 12956
Revised V 1.5 = 12859.9 ✓
Storage volume reduced by 96 okay
Add 2378 s.f of Future BUA
Note: the additional 2378 of impervious area is controlled by
the proposed WQV
and is therefore acceptable
Storage Elevation (from permit)
elev. area cumulative volume
52.5 4775 0
53.2 6082 3800
53.8 7450 7859
5439 8313 12956
54.5 8912 13586
CONTRIBUTING DRAINAGE AREA (For DA-1)
,me maximum allowable drainage area for an infiltration basin
shall be less than 5 acres or 2.0 acre -inches of rainfall.
BMP I receives drainage through inlets on the south and cast sides
Drainage area I impervious
Area la = 3.615 1.956
54.1%
Area I b = 0.77 0.4248
Total = 4.385 2.381
Volume of 1.5 " rain for area la = 2.9337 acre/inches
Volume of 1.5" rain for area lb = 0.6372 acre/inches
0.543

Maximum run off is to Area la
Simplc Rv = 0.05 +0.9 (imp) Imp = 0.54
Rv = 0.536929
V1.5=3630*1.5*Rv*A A= 3.615
V1.5 = 10568.57 c.f.
10568.57 c.f. = 2.9 ac-ft of run off for the 1.5" rain
Please note that this drainage area was reduced from the permitted 4.75 ac to 4.385 ac.
p�6 212014

I
Watershed Model Schematic Hydragow Hydrographs Extension for AutoCAD®Civil 3D92010 by Autodesk, Inc. v9.25
1 y;2v ^�
F# ,'
tp; 4
r
5
r
Project: 7.28.14 pond iouling.gpw Friday, Aug 1, 2014

Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCAD® Civil 3D102010 by Autodesk, Inc. v9.25
Hyd.
No.
Hydrograph
type
Inflow
hyd(s)
Peak Outflow lots)
Hydrograph
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
6.603
8.596
-------
-------
14.62
-------
-------
26.16
Existing DA#2
2
SCS Runoff
------
4.132
5.199
------
-------
8.387
-------
-------
14.48
FOREBAY
3
Reservoir
2
0.950
1.042
-------
-------
2,530
-------
-------
7.164
Forebay Routing
4
Combine
1.3
7.371
9.481
-------
-------
15.71
-------
-------
32.71
Combined routing to existing
5
Reservoir
4
0.000
0.000
-------
-------
1.388
-------
-------
14.64
Combined into BMP 2
� C;
p,�G 212014
Proj. file: 7.28.14 pond routing.gpw
Friday, Aug 1, 2014

Hydrograph Summary Report Hydra9owHydrogfaphsExtension for AuIoCADOCivil 3DID2010byAutodesk,Inc. v9.25
Hyd.
No.
Hydrograph
typo
(origin)
Peak
flow
(cfs)
Time
intomal
(Mill)
Time to
Peak
(min)
Hyd.
volumo
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
slrge used
(tuft)
Hydrograph
Description
1
SCS Runoff
6.603
2
724
19,870
-----
------
------
Existing DA #2
2
SCS Runoff
4.132
2
724
12,811
------
------
------
FOREBAY
3
Reservoir
0.950
2
746
12,804
2
53.06
3,757
Forebay Routing
4
Combine
7.371
2
724
32,674
1,3
------
------
Combined routing to existing
5
Reservoir
J
0.000
2
1872
0
4
52.53
23,096
Combined into BMP 2
/'
7.28.14 pond routing.gpw
Return Period: 1 Year
Friday, Aug 1, 2014

Cl
Hydrograph Report
Hydraflow Hydrographs Extension for AuIoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.603 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 19,870 cuft
Drainage area
= 2.490 ac
Curve number
= 87'
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.68 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.388 x 98) + (1.099 x 74)] 12.490
Q (Cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 -
0 2 4
Hyd No. 1
Existing DA #2
Hyd. No. 1 -- 1 Year
6 8 10 12 14 16
Q (Cfs)
7.00
M
5.00
4.00
we
Ealft,
E110111
t `—_ �- 0.00
18 20 22 24 26
ECEIVE Time(hrs)
AUG 2 12014
BV: -

5
Hydrograph Report
HydraOow Hydrographs Extension for AutoCAl7$ Civil 313V 2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 4.132 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 12,811 cuft
Drainage area
= 1.340 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of cone. (Tc)
= 5.00 min
Total precip.
= 3.68 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = 1(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)J 11.340
Q (Cfs)
5.00
FROM
3.00
2.00
1.00
0.00
0 2 4 6
--. Hyd No, 2.
n
i
FOREBAY
Hyd. No. 2 -- 1 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 I I I---7---1- - _ 0.00
10 12 14 16 18 20 22 24
Time (hrs)

IHydrograph
Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.950 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.43 hrs
Time interval
= 2 min
Hyd. volume
= 12,804 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 53.06 ft
Reservoir name
= Forebay
Max. Storage
= 3,757 cuft
Storage Indication method used
Forebay Routing
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
5.00
5.00
4.00
— --
-- -
----
---
4.00
--
-- —
3.00
--
-
---
-
3.00
2.00
2.00
- - -
-
-
-
1.00
1.00
t
.
0 2 4 6 8 10
— Hyd No. 3 — Hyd No. 2
12 14 16 18 20 22 2
Total storage used = 3,7V
AGE
AW 212014
BY:_--
26
Time (hrs)

Pond Report
7
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Pond No. 9 - Forebay
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 51.55 It
Stage / Storage Table
Stage (0) Elevation (ft) Contour area (sgfl) Incr. Storage (tuft) Total storage (tuft)
0.00
0.45
1.45
2.45
2.95
3.45
51.55
52.00
53.00
54.00
54.50
55.00
00
1,373
4,793
6,561
7,490
11,635
0
309
3,083
5,677
3,513
4,781
0
309
3.392
9,069
12,582
17,363
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A] [B]
[C]
[D]
Rise (in)
= 15.00
6.00
0.00
0.00
Crest Len (ft)
= 10.00 0.00
0.00
0.00
Span (in)
= 15.00
6.00
0.00
0.00
Crest El. (ft)
= 53.80 0.00
0.00
0.00
No. Barrels
= 10
10
0
0
Weir Coeff.
= 3.330.00 3.33
3.33
3.33
Invert El. (ft)
= 51.55
51.55
0.00
0.00
Weir Typo
= Rect ---
---
---
Length(ft)
= 87.00
0.00
0.00
0.00
Multi-Stago
= Yes No
No
No
Slope I%)
= 0.29
0.00
0.00
n/a
N-value
= .013
.013
.013
Na
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(Inlhr)
= 0 (by Contour)
Multi-Stago
= nla
Yes
No
No
TW Elov. (ft)
= 0.00
Note. CulverVOMiee outilms are analgee under Inlet(ic) and pupal (ot) control. Welr risers checked for orifice wnd,tens(io) and eubmorgonce (s).
Stage I
Storage I Discharge Table
Stage
Storage
Elevation
CIvA
CIvB CIvC
PrtRsr WrA WrB
WrC WrD Exfil User
Total
ft
tuft
ft
cfs
cfs cfs
cfs cfs cfs
cfs cfs cfs cfs
cfs
0.00
0
51.55
0.00
0.00 ---
--- 0.00 ---
--- --- --- ---
0.000
0.45
309
52.00
0.38 oc
0.36 is ---
--- 0.00 ---
--- --- --- ---
0.360
1.45
3,392
53.00
0.92 oc
0.92 is ---
--- 0.00 ---
--- --- --- ---
0.923
2.45
9,069
54.00
3.88 oc
0.90 is ---
--- 2.98 ---
--- --- --- ---
3.879
2.95
12,582
54.50
7.29 oc
0.18 is ---
--- 7.11 s ---
--- --- --- ---
7.283
3.45
17,363
55.00
8.22 oc
0.09 is ---
--- 8.11 s ---
--- --- --- ---
8.204

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139) 2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine Peak discharge = 7.371 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 32,674 cuft
Inflow hyds. = 1, 3 Contrib. drain. area = 2.490 ac
Combined routing to existing
Q (cfs) Hyd. No. 4 -- 1 Year Q (Cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4
— Hyd No. 4
6 8 10 12 14 16 18 2022
Hyd No. 1 — Hyd No. '.ECEI E
AUG 212014
24
26
Time (hrs)

Hydrograph
Report
9
Hydraflow Hydrographs Extension for AutoCAD$ Civil 3D9 2010 by Aulodesk, Inc, v9.25
Friday, Aug 1, 2014
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs Time to peak
= 31.20 hrs
Time interval
= 2 min Hyd. volume
= 0 cuft
Inflow hyd. No.
= 4 - Combined routing to existintoax. Elevation
= 52.53 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 23,096 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
8.00
M
Exile]
2.00
0.00
0 6 12 18 24
— Hyd No..5 — Hyd No. 4
f .
Combined into BMP 2
Hyd. No. 5 -- 1 Year
30 36 42 48 54 60
III ! I 1 1 Total storage used = 23,096 cuft
Q (cfs)
8.00
.O
4.00
2.00
0.00
66
Time (hrs)

Pond Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Pond No. 2 - Pond 2 BMP 2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 51.00 it
Stage I Storage Table
Stage (it)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
51.00
13,554
0
0
1.00
52.00
15,379
14,467
14,467
2.00
53.00
17,096
16,238
30,704
3.00
54.00
18,975
18,036
48,740
3.50
54.50
46,974
16.487
65,227
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C1
[D]
Rise (In)
= 0.00
0.00
0.00
0.00
Crest Len (ft)
= 20.00 0.00
0.00
0.00
Span (in)
= 0.00
0.00
0.00
0.00
Crest El. (ft)
= 53.75 0.00
0.00
0.00
No. Barrels
= 0
0
0
0
Weir Coeff.
= 2,60.00 3.33
3.33
3.33
Invert El. (ft)
= 0.00
0.00
0.00
0.00
Weir Type
= Broad ---
---
---
Length (it)
= 0.00
0.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope (%)
= 0.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
Na
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfll.(Infhr)
= 0.750.000 (by Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: GAVaWonfice outgowa aree.lyieduMer inlet(ic) and wVet loot control. Weir riser. rheckedfor ongce conditions(k) and eubmergenw(e),
Stage I
Storage I Discharge Table
Stage
Storage
Elevation
ChrA
ChrB clvC PARsr WrA WrB WrC
It Exfil User
Total
ft
cuft
ft
cfs
cis cfs cfs cis cfs cis
cfs cis cis
cis
0.00
0
51.00
--- --- --- 0.00 --- --
--- 0.000 --
0.000
1.00
14,467
52.00
---
--- --- 0.00 --- ---
--- 0.267 ---
0.267
2.00
30,704
53.00
---
--- --- --- 0.00 --- ---
--- 0.297 ---
0.297
3.00
48,740
54.00
---
-- --- --- 6.50 --- ---
--- 0.329 ---
6.829
3.50
65,227
54.50
---
--- --- --- 33.77 -- ---
--- 0.816 ---
34.59
Aug 2 � 2o�a

11
Hydrograph Summary Report
HydrallowHydrographsExtension for AuloCAD® Civil 3DO2010byAulodesk,Inc. v9.25
Hyd.
No.
Hydrograph
typo
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
-total
slrgo used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.596
2
724
26,102
------
------
------
Existing DA#2
2
SCS Runoff
5.199
2
724
16,337
------
------
------
FOREBAY
3
Reservoir
1.042
2
748
16,331
2
53.30
5,095
Forebay Routing
4
Combine
9.481
2
724
42,433
1,3
------
------
Combined routing to existing
5
Reservoir
0.000
2
712
0
4
53.03
31,300
Combined into BMP 2
i.
7.28.14 pond routing.glow
Return Period: 2 Year
Friday, Aug 1, 2014

12
Hydrograph Report
HydraOow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.490 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.48 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (ArealCN) - 1(1.388 x 98) + (1.099 x 74)) 12.490
Q (cfs)
10.00
o
W
4.00
2.00
Existing DA #2
Hyd. No. 1 -- 2 Year
2 4 6 8 10 12 14
Hyd No. 1
Friday, Aug 1, 2014
= 8.596 cfs
= 12.07 hrs
= 26,102 cuft
= 87*
= Oft
= 5.00 min
= Type III
= 484
16 18 20
�1.- errs
AUG Z 1201a
22
Q (cfs)
10.00
f:11I61
1411B1
4.00
0.00
24
Time (hrs)

Hyda-ograph Report
13
Hydrallow Hydrographs Extension for AuloCA69'1 Civil 3139) 2010
by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 5.199 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 16,337 cuft
Drainage area
= 1.340 ac
Curve number
= 92"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.48 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (ArealCN) _ 1(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)1/ 1.340
'FOREBAY
Q (cfs)
Hyd. No. 2 -- 2 Year
Q (cfs)
6.00
6.00
5.00
—
5.00
4.00
4.00
3.00
3.00
2.00
—
2.00
1.00
1.00
0.00 ---
—
"'_
0.00
0 2 4
6 8 10 12 14 16 18 20 22 24
--- Hyd,No.2.
.
Time (hrs)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AuIoCAD® Civil 3DO2010 by Autodesk, Inc. vg.25
Friday, Aug 1, 2014
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.042 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.47 hrs
Time interval
= 2 min
Hyd. volume
= 16,331 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 53.30 ft
Reservoir name
= Forebay
Max. Storage
= 5,095 cuft
Storage Indication method used
Forebay Routing
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00
3.00 - 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 — Hyd No. 2 [I_I_I_CI_I 4 Total s�toragea s - ,095 cuff Time (hrs)
AUG 212014
BY:------

15
Hydrocgraph Report
Hydraflow Hydrographs Extension for AutoCADE) Civil 3D$ 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine
Peak discharge
= 9.481 cfs
Storm frequency = 2 yrs
Time to peak
= 12.07 hrs
Time interval = 2 min
Hyd. volume
= 42,433 cuft
Inflow hyds. = 1, 3
Contrib. drain. area
= 2.490 ac
Combined routing to existing
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
---- Hyd No. 4 -- Hyd No. 1 — Hyd No. 3

Hydrograph
Report
16
Hydraflow Hydrographs Extension
for AutoCADO Civil 3DO 2010 by Autodesk, Inc, v9.25
Friday, Aug 1, 2014
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs Time to peak
= 11.87 hrs
Time interval
= 2 min Hyd. volume
= 0 cult
Inflow hyd. No.
= 4 - Combined routing to existinMax. Elevation
= 53.03 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 31,300 cuft
Storage Indication method used. Extilhation extracted from Outflow
Combined into BMP 2
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
L11 7�1 . ...... .........................
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80
— Hyd No. 5 —Hyd No. 4 II_l_I_CLI_I Totals(g[age.u,Sgdt,=f,3I3p0 cuff Time (hrs)
AUG 21 2014

17
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO2010 by Autodesk, Inc. v925
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
M
Total
slrgo used
(tuft)
Hydrograph
Description
1
SCS Runoff
14.62
2
724
45.612
------
------
------
Existing DA #2
2
SCS Runoff
8.387
2
724
27,161
------
------
------
FOREBAY
3
Reservoir
2.530
2
742
27,154
2
53.92
8,615
Forebay Routing
4
Combine
15.71
2
724
72,766
1,3
------
------
Combined routing to existing
5
i
Reservoir
1.388
2
862
14,388
4
53.83
45,729
Combined into BMP 2
7.28.14 pond routing.gpw i
Return Period: 10 Year
Friday, Aug 1, 2014

W.
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Aulodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 14.62 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 45,612 cuft
Drainage area
= 2.490 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip. -
= 6.90 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = ((1.388 x 98) + (1.099 x 74)j 12.490
Q (cfs)
15.00
12.00
• MM
.M
3.00
Existing DA #2
Hyd. No. 1 -- 10 Year
0.00 t
0 2 4 6 8 10 12 14 16 pj8 20
— Hyd No. 1 EG�
Aug 2 � zoip
22
Q (cfs)
15.00
12.00
M
M
3.00
� 0.00
24
Time (hrs)

Hydrograph Report
HydraBow Hydrographs Extension for AutoCAD& Civil 3DO 2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 8.387 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 27,161 cuft
Drainage area
= 1.340 ac
Curve number
= 92`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.90 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) = [(0.940 x 98) + (0.280 x 74) + (0.070 x 98) + (0.050 x 74)111.340
Q (cfs)
10.00
M
146I111
4.00
2.00
FOREBAY
Hyd. No. 2 -- 10 Year
Q (cfs)
10.00
8.00
6.00
- 4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— — Hyd No. 2 Time (hrs)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 2.530 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 27,154 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 53.92 ft
Reservoir name
= Forebay
Max. Storage
= 8,615 cuft
Storage Indication method used.
Forebay Routing
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 — Hyd No. 2 il_l wFotrtOtus = 8,615 tuft
AUG 212014

Hydrograph Report
21
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine
Peak discharge
= 15.71 cfs
Storm frequency = 10 yrs
Time to peak
= 12.07 hrs
Time interval = 2 min
Hyd. volume
= 72,766 tuft
Inflow hyds. = 1, 3
Contrib: drain. area
= 2.490 ac
Combined routing to existing
Q (cfs) Hyd. No. 4 -- 10 Year Cl (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 - 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
•---- Hyd No. 4Hyd No. 1 —Hyd No. 3

W
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Aulodesk, Inc. v9.25 Friday, Aug 1, 2014
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 1.388 cfs
Storm frequency
= 10 yrs
Time to peak
= 14.37 hrs
Time interval
= 2 min
Hyd. volume
= 14,388 cuft
Inflow hyd. No.
= 4 - Combined routing to existinMax. Elevation
= 53.83 ft
Reservoir name
= Pond 2 BMP 2
Max. Storage
= 45,729 cuft
Storage Indication method used. Exflltration extracted from Outflow.
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
— Hyd No. 5 — Hyd No. 4 (LIT TTotl tQr sed = 45,729 tuft
AUG 2 12014
BY:
Combined into BMP 2
Hyd. No. 5 -- 10 Year
Q (cfs)
18.00
15.00
12.00
M
. 11
3.00
0.00
22.0
Time (hrs)

23
Hydrograph Summary Report HydraOow Hydrographs Extension for AutoCADO Civil 3DO 2010 by Autodesk, Inc. v9.25
liyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(it)
Total
strge used
(cuH)
Hydrograph
Description
1
SCS Runoff
26.16
2
724
84,580
------
------
------
Existing DA #2
2
SCS Runoff
14.48
2
724
48.420
------
------
------
FOREBAY
3
Reservoir
7.164
2
732
48,413
2
54.45
12,192
Forebay Routing
4
Combine
32.71
2
724
132.994
1,3
------
------
Combined routing to existing
5
Reservoir
14.64
2
740
71,234
4
54.18
54,649
Combined into BMP 2.
7.28.14
pond routing.gpw
Return Period:,100
Year
Friday, Aug
1, 2014

Hydrograph Report 24
Hydra9ow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Friday, Aug 1, 2014
Hyd. No. 1
Existing DA #2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.16 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 84,580 cuft
Drainage area
= 2.490 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 11.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.388 x 98) + (1.099 x 74)1/ 2.490
Existing DA #2
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
28.00
24.00
- --- --
— --
28.00
--
—
--
--
----
24.00
20.00
---
-------
-----
20.00
16.00
12.00
16.00
12.00
4.00
Don
L
4.00
000
0 2 4
— Hyd No. 1
6 8 10
12 14 16 18
EIOEIVF-
AUG 21201q
BY:__-----
20 22
24
Time (hrs)

25
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD9 Civil 3D9 2010
by Autodesk, Inc. v9.25
Friday, Aug
1, 2014
Hyd. No. 2
FOREBAY
Hydrograph type
= SCS Runoff
Peak discharge
= 14.48 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 48,420 cuft
Drainage area
= 1.340 ac
Curve number
= 92`
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 11.60 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (AreafCN) _ 1(0.940 x 98) + (0.280 x 74) + (0.070
x 98) 4 (0.050 x 74)) 11.340
FOREBAY
Q (Cfs)
Hyd. No. 2 -- 100 Year
Q (cfs)
15.00
15.00
12.00
12.00
-
9.00
9.00
6.00
6.00
3.00
3.00
L
0.00
—
—
0.00
0 2 4 6 8
10 12 14 16 18 20
22 24
Time (hrs)
---- Hyd No. 2
_

26
Hydrograph Report
Hydragow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 3
Forebay Routing
Hydrograph type
= Reservoir
Peak discharge
= 7.164 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 48,413 cuft
Inflow hyd. No.
= 2 - FOREBAY
Max. Elevation
= 54.45 ft
Reservoir name
= Forebay
Max. Storage
= 12,192 cuft
Storage Indication method used
Q (cfs)
15.00
12.00
• m
. m
3.00
Forebay Routing
Hyd. No. 3 -- 100 Year
Q (cfs)
15.00
12.00
•m
�
3.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 —Hyd No. 2 ll_lEC IFT Bar �� used = 12,192 tuft Time (hrs)
AM 212014
BY: -------

27
Hydrogpaph Report
Hydrallow Hydrographs Extension for AuloCAD® Civil 3D9 2010 by Aulodesk, Inc. v9.25 Friday. Aug 1, 2014
Hyd. No. 4
Combined routing to existing
Hydrograph type = Combine Peak discharge = 32.71 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 132,994 cuft
Inflow hyds. = 1, 3 Contrib. drain. area = 2.490 ac
Combined routing to existing
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
--- Hyd No. 4 Hyd No. 1 ----- Hyd No. 3 Time (hrs)
,i

Hydrograph
Report
28
HydFaflowHydrographs Extension for AutoCAD& Civil 3DO 2010 by Autodesk, Inc. v9.25
Friday, Aug 1, 2014
Hyd. No. 5
Combined into BMP 2
Hydrograph type
= Reservoir Peak discharge
= 14.64 cfs
Storm frequency
= 100 yrs Time to peak
= 12.33 hrs
Time interval
= 2 min Hyd. volume
= 71,234 cuft
Inflow hyd. No.
= 4 - Combined routing to existin§lax. Elevation
= 54.18 ft
Reservoir name
= Pond 2 BMP 2 Max. Storage
= 54,649 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Combined into BMP 2
0 (cfs) Hyd. No. 5 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
1 -tv 7 54,649 cuft Time (hrs)
Hyd No. 5 —Hyd No. 4 (IT A
AUG 2 1

Hydraf6®w Rainfall Report
HydraBmv Hydrographs Extension for AutoCAD® Civil 3135 2010 by Autedesk, Inc. v9.25
Return
Period
Intonsity-Duration-Froquoncy Equation Coefficients (FFIA)
(Yrs)
B
D
E
(NIA)
1
74.6009
12.5000
0.8842
--------
2
86.8470
12.7000
0.8752
--------
3
0.0000
0.0000
0,0000
--------
5
94.3798
13.1000
0.8433
--------
10
92,0692
12.5000
0.8056
--------
25
80.9203
11,0000
0.7402
--------
50
74.1581
10,0000
0.6951
--------
100
69.6550
9.2000
0.6567
-------
File name: SneadsFerry.IDF
Intensity = B / (Tc + D)AE
Friday, Aug 1, 2014
Return
Period
Intensity Values (Inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
5o
55
Ell
1
5.94
4.76
3.98
3.44
3.03
2.71
2.46
2.25
2.07
1.93
1.80
1.69
2
7.02
5.65
4.75
4.10
3.62
3.25
2.95
2.70
2.50
2.32
2.17
2.04
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
8.21
6.68
5.67
4.93
4.38
3.95
3.60
3.31
3.07
2.86
2.69
2.53
10
9.18
7.49
6.38
5.57
4.97
4.49
4.11
3.79
3.52
3.29
3.09
2.92
25
10.39
8.50
7.26
6.37
5.70
5.18
4.76
4.41
4.11
3.86
3.64
3.45
50
11.29
9.24
7.92
6.97
6.27
5.71
5.26
4.89
4.56
4.31
4.07
3.87
100
12.20
10.00
8.59
7.60
6.85
6.26
5.79
5.39
5.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Precm file name: WNC IPT NUCLEUS\(Civil\HvdraflovAlDF\SneadsFerrv24horecindeolh.oco
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.68
4.48
0.00
5.79
6.90
8.56
9.98
11.60
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4lh
0.00
0.00
0.00.
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
-0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents
Hydranow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc, v9.25
7.28.14 pond routing.gpw
Friday, Aug 1, 2014
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap ........................... :................................................. 2
1 -Year
SummaryReport ......................................................................................................................... 3
HydrographReports......:............................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Existing DA#2...................................................................... 4.
Hydrograph No. 2, SCS Runoff, FOREBAY............................................................................. 5
Hydrograph No. 3, Reservoir, Forebay Routing....................................................................... 6
PondReport - Forebay........................................................................................................ 7
Hydrograph No. 4, Combine, Combined routing to existing ..................................................... 8
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................... 9
PondReport - Pond 2 BMP 2............................................................................................ 10
2 - Year
SummaryReport ....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, SCS Runoff, Existing DA#2.................................................................... 12
Hydrograph No. 2, SCS Runoff, FOREBAY........................................................................... 13
Hydrograph No. 3, Reservoir, Forebay Routing..................................................................... 14
Hydrograph No. 4, Combine, Combined routing to existing ................................................... 15
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................. 16
10 -Year
SummaryReoort....................................................................................................................... 17
HydrographReports................................................................................................................. 18
Hydrograph No. 1, SCS Runoff, Existing DA#2.................................................................... 18
Hydrograph No. 2, SCS Runoff, FOREBAY........................................................................... 19
Hydrograph No. 3, Reservoir, Forebay Routing..................................................................... 20
Hydrograph No. 4, Combine, Combined routing to existing ................................................... 21
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................. 22
100 -Year
SummarvRenort....................................................................................................................... 23
HydrographReports................................................................................................................. 24
Hydrograph No. 1, SCS Runoff, Existing DA#2.................................................................... 24
Hydrograph No. 2, SCS Runoff, FOREBAY............................................................................ 25
Hydrograph No. 3, Reservoir, Forebay Routing..................................................................... 26
Hydrograph No. 4, Combine, Combined routing to existing ................................................... 27
Hydrograph No. 5, Reservoir, Combined into BMP 2............................................................. 28
OFReport................................................................................. ;; 9V 29
AUG 2 1 2014

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTII CAROLINA
SECTION F: PE EXEMPTION
Np "CAIaC
IMTi KN1V OI IeaOdallAlgn
1110eeleWUl.M01FfeA YYl41V NR/itOal
NeM•lO.IWJ
YYetlw...m
IYY
��Cir4rM
K"" H..JemY C. bl.a, PB
a....r•errr ByenhcerWOC Wy'-Adwk Mbbe
a..er.Y..ru Nrva1 Rt011W Ca( rIe{Commrb
A .. � tlaDOi•ev ems
Mawa �, NORoIk VLlbh Lllt.a6YJ
L emudrpd'b Iov.aMan Ygamal H..t011.1N0, [amamW
IGY.W blYh.ly1. �PIYIi1N NMtI QlffiM1:111MOR�ajablYii
ed! retnlwruNeJen rvQf.laC31 NIl� rymi0n 6Notiem aa•r
ep,YwNmggr{unae. PaYP.IA /.Pa10ullaemga'Redbaby
haarn oltr.mea fares Y ecplgonaftMµavnmrvoltr
11alHd {ub RhW aagladhM WMlw olea4ratE+{IXINQ
anpi)NraMYfG prreremYt W fasrmmtmebxvM eb
pah*r'
TNb anreptbadWN mt battameela to e0»ralon+'ry uMceere
bepwW W to lr Urpenreei otue Nar)6y iwe-ralvereAmHnn
WOtaYaaa PorulutleNnrunee..aNmhPNine rrpuwrvmd
nabb b rey.velaMHnr{e oleoyTn{beYbf YhbY Y rpw;e.ew
. eMoehPraM1ro.alaR.
t qui J4lnlorw[bv N r HYIY •an4s nM.�krh.tye.euh>.m
unbomW Y,walwtha.Yrm.aa�
sbovrly.
(/ llFyTPnR
oemuaa senmry
�r
tLlfblVter

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LE,JEUNE, NORTH CAROLINA
SECTION G: PROJECT CONSTRUCTION PLANS
SEE ATTACHED for Construction Plans

P-1286 GRAVEL PARKING 1,01'
M A RSOC
CAMP LEJEUNE, NORTFl CAROLINA
SECTION H: PROJECT CONSTRUCTION SPECIFICATIONS
SEE ATTACHED for Construction Specifications

l
P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION I: EROSION AND SEDIMENT CONTROL PRACTICES
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
1. Temporary Gravel Construction Entrance/Exit: A temporary gravel construction
entrance will be installed.
2. Land Grading: Grading will be required on approximately 2.2 acres. All cut and fill
slopes will be 3:1 or flatter to avoid instability due to wetness. (NCSCC ESCM Std.
6.02)
3. Temporary Silt Fence: Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses (NCSCC ESCM Std. 6.62).
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to
reduce erosion by restricting velocity of flow (NCSCC ESCM Std. 6.83).
5. Sod: Provided in all new ditches and swales to maintain bank stability. Sod will also
be used for permanent stabilization of all open space areas. Sand type Sod will be
used in the base of the infiltration basins.
6. Erosion Control Matting: Provided in all new ditches and swales to maintain bank
stability.
7. Temporary Seeding: See Specifications
CONSTRUCTION SCHEDULE
I . Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
5. Install temporary silt fence around the site and around infiltration basins as indicated.
6. Clear trees and stump removal.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
8. Finish slopes around parking lot upon completion of rough grading. Leave slightly
rough and vegetate and mulch immediately.
9. Complete final grading for parking, drives and stabilize with gravel.
10. Complete final grading of the grounds, topsoil critical areas and permanently
vegetate with sod, landscape and mulch.
11. After site is stabilized, remove all temporary measures.

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
MAINTENANCE PLAN
I. All erosion and sediment control practices will be inspected weekly and within 24
hours of a 1/2-inch rainfall event and every 14 days. A rain gauge shall be installed
to measure rain events. Needed repairs will be made immediately to maintain all
practices as designed.
2. Sediment will be removed from behind the sediment fence when it becomes about 0.5
ft deep at the fence. The sediment fence will be repaired as necessary to maintain a
barrier.
3. All disturbed areas will be sodded as permanent vegetation and temporary measures
will be seeded, fertilized, reseeded as necessary, and mulched according to the
Seeding Specifications.
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding.

.V� L� e'
f
HAND AUGER BORING RECORD
Project: Rifle Range Road Parking Lot Boring Number: B-1(2)
Location: Stone Bay Camp Lejeune, NC Date Drilled: 10-02-12
JON Number: Driller: J. Singer / Z. Pace
Depth (ft.) t 8.5 Feet Elevation ft): = 55 Feet
Depth ft.l')
USCS
To
Bot.
Material Description
Class.
Test Results / Comments
0
0.5
Dark Brown, Silty Fine SAND with traces of
Surficial Organic Soil
organics
Dark Gray, Silty Fine SAND with trace clay
SM
0.5
2,0
organics and roots, moist
Light Gray, Silty Fine SAND with trace
SM
2.0
2.5
medium sand, moist
Dark Brown, Fine SAND with trace silt and
SP-SM
Estimated Field Ksat at 3.3
2.5
4.0
medium sand, moist
to 4 ft. = 21.8 to 23.4 inlhr(3)
Tan, Silty Fine SAND with trace mottling and
SM
4.0
6.0
iron deposits, moist
Tan, Fine SAND with trace to some silt and
SM
Phreatic surface
6.0
8.r)(4)
clay nodules, moist to wet
SM-SC
encountered at 8.0 ft.
Notes: (1) Depth referenced from current ground surface.
(2) Boring Geographic Coordinates: 340 35.241 N; 770 26.989 W.
(3) Unfactored test result. Multiple test runs completed due to quick water flow rate observed.
(4) Boring terminated at 8.5 ft. due to caving soils and lack of sample recovery.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23611-3095

HAND AUGER BORING (RECORD
Project: Rifle Range Road Parking Lot
Location: _ Stone Bay, Camp Lejeune, NC
JON Number:
Depth (ft.)
t 6 Feet
4 ,r�
L • • •r
Boring Number: B-2(2)
Date Drilled: 10-02-12
Driller: J. Singer / Z. Pace
Elevation (ft.): = 55.6 Feet
Dept kf)
USCS
To
Bot.
Material Description
Class.
Test Results / Comments
0
0.33(3)
Gray to Tan, Silty Fine SAND with traces of
organics
SM
0.33
2.0
Light Gray, Silty Fine SAND with traces of
SM
root and organic matter, moist
2.0
5.0
Light Gray, Silty Fine SAND with trace
SM
Organic staining and traces
medium sand, moist
of root.
5.0
6.0(4)
Dark Brown, Fine SAND with trace silt and
SP-SM
medium sand, moist
Notes: (1) Depth referenced from current ground surface.
(2) Boring Geographic Coordinates: 34° 35.259 N; 77' 26.973 W.
(3) No Surficial Organic Soil encountered at boring location.
(4) Phreatic surface not encountered within the depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3096

HAND AUGER BORING RECORD
Project: Rifle Range Road Parking Lot
Location: Stone Bay Camp Lejeune, NC
JON Number:
Depth (ft.) i7 Feet
Boring Number:
Date Drilled:
B-3(2)
10-02-12
Driller: J. Singer / Z. Pace
Elevation ft): = 55.6 Feet
Dept (ft.)(')
USCS
Top
Bot.
Material Description
Class.
Test Results / Comments
0
1r3r
Light Gray, Silty Fine SAND with traces of
SM
POSSIBLE FILL
organics
Light Gray, Fine SAND with interbedded
1
layers of organically stained brown sand,
SP
POSSIBLE FILL
F
moist
5.0
7.0(4)
Dark Brown, Silty Fine SAND with trace
SM
medium sand, moist to very moist
Notes: (1) Depth referenced from current ground surface.
(2) Boring Geographic Coordinates: 340 35.259 N; 77° 26.995 W.
(3) Very little to no Surricial Organic Soil encountered at boring location.
(4) Phreatic surface not encountered within the depth of boring.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095

BAND AUGER BORING RECORD
Project: Rifle Range Road Parking Lot
Location: Stone Bay, MCB Camp Leieune. North Carolina
Boring Number: B-4
JON Number:
Depth (ft.) 7.0
Date Drilled:
Driller:
Elevation ft):
March 12, 2014
J. Singer / R. Bamberg
=57
De th (ft.)(,)
USCS
Test Results /
Top
J Bot.
Material Description
Classification
Comments
0.0
1.5
Light Gray to White, Fine SAND,
SP
No surficial organic soil
moist
encountered.
Traces of hardpan
Brown to Tan, Silty Fine SAND with
materials encountered
1.5
5.0
traces of iron -oxide nodules, moist
SM
at 2.5 ft. Estimated field
k,•t at 4 to 5 ft. is 3.9
in/hr.l't
Tan, Fine to Medium SAND with
5.0
7.O(2)
traces of silt and clay lenses, moist
SP-SM
Phreatic surface
to wet
encountered at 7.0 feet.
Notes: (1) Depth referenced from current ground surface.
(2) Boring terminated at 7 feet due to caving soils.
(3) Unfactored test result.
NAVFAC Mid-Atlantic•9742 Maryland Avenue- Norfolk, VA 23511-3095

ORNEWAY 'V AREA
1797 5 r
i
DRIVEWAY REMOVED
FROM AREA 1 = 2347
LL
S
N
i Ln
Wo
W Q
m
_.,
r.
1
1
1
1
1

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION K: 2006 RESERVE TRAINING FACILITY REPORT
SEE ATTACHED FOR
Stormwater Calculations
Soil Scientist Report
Prepared by:
Stephen Medvick, P.E.
Civil Engineer
MCNC IPT-NAVFAC
9742 Maryland Avenue
Norfolk, VA 23511
PH [phone]
Fax[phone]

Rifle Range Road Parking Lot
Marine Corps Base Camp Lejeune — Stone Bay
Jacksonville, North Carolina
March 11, 2014 Site Visit Photographs
113 .:,.q ev-.iMs _ rgY+osrYiU(7orm
Photograph 7: View looking south across Reserve Training Facility (RTF) access drive and prop ed
forebavarea.
8: View looking southwest across RTF access drive and proposed forebay area.

Rifle Range Road Parking Lot
Marine Corps Base Camp Lejeune — Stone Bay
Jacksonville, North Carolina
March 11, 2014 Site Visit Photographs
Photograph 5:
Photograph 6: View of
103 IMILE r Ib5 �rrenrbv
of existing; utility marker along eastern edge of BMP.
communications shed.

Rifle Range Road Parking Lot
Marine Corps Base Camp Lef eune - Stone Bay
Jacksonville, North Carolina
March 11, 2014 Site Visit Photographs
Photograph 3: View of existing BMP western slope. Note local slope destabilization likely due to
heavv foot traffic traversine the oond from the mini mart to oolnts east of Rifle Ranee Road.
Photograph 4: View of the existing BMP eastern slope also destabilized due to heavy foot traffic.

Rifle Range Road Parking Lot
Marine Corps Base Camp Lejeune —Stone Bay
Jacksonville, North Carolina
March 11, 2014 Site Visit Photographs n nrJlrrs rgyroerYq CnrtrmrH
Photograph 1: View of existing BMP42 looking north.
I ,
Photograph 2: Expanded view of the bottom of existing BMPg2 looking southeast.

Project:
Location:
Boring Number: B-5
JON Number:
Depth (ft.) 8.5
Naval Facilities ngineer ng Command
HAND AUGER BORING RECORD
nne Road Parkina Lot
Date Drilled: March 12, 2014
Driller: J. Singer / R. Bamberg
Elevation (ft.): -56
Depth ft. t'f
USCS
Test Results /
To
Bot.
Material Description
Classification
Comments
Dark Gray, Silty Fine to Fine SAND,
SM
No surficial organic soil
0.0
2.0
moist
encountered.
Light Tan to White, Fine SAND with
SP-SM
2.0
3.5
little silt, moist
Dark Brown to Brown, Silty Fine to
Traces of hardpan
3.5
4.0
Fine SAND with traces of iron -oxide
SM
materials encountered
nodules, moist
at 4 ft.
Brown, Silty Fine SAND with traces
SM
Estimated field k"t at 4
4.0
5.5
of medium sand, moist
to 5 ft. is 3.0 in/hr.f'l
czl
Dark Brown, Silty Fine SAND, moist
SM
Phreatic surface
5.5
8.5
to Wet
encountered at 7.5 feet.
Notes: (1) Depth referenced from current ground sunaae.
(2) Boring terminated at 8.5 feet due to caving soils.
(3) Unfactored test result.
NAVFAC Mid-Atiantic•9742 Maryland Avenue- Norfolk, VA 23611-3095

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION J: GEOTECHNICAL REPORT
SEE ATTACHED for 2014 supp►emental report

Ar_
JE
o lot
;o
i 0
max. ; � •,... •, � ,� �'� � .
,J d 1
-1 ;ell w
NEW FUREBAY 7 M.p
NEW GRA L
LOT�I'i'"
I i 0/
' II
.` '
IIILLL � .• L_ .rw � . ,
..ram• , r � I r
"" a� . ✓, ,
N � �
Scale: ._._ Approved By: Jeffrey J. Singer, PE Date: March 31, 2014
Rifle Range Road Parking Lot
pro1B01 Stone Bay, Marine Corps Base
NAOFFAC Cam Le•eune, North Carolina
Drawing
TMi,; Field Exploration Location Plan D'awne 1
Number:

SECTION B: PROJECT NARRATIVE
Reserve Training Facility/P-1286 Gravel Parking Lot
MCAS Cherry Point, North Carolina
Civil Basis of Design
Final Submittal —Revised August 18, 2014

!I III i11,

RESERVE TRAINING FACILITY & VEHICLE
MAINTENANCE FACILITY
ONSLOW COUNTY, NC
DESIGN AND STORMWATER NARRATIVE
Prepared for:
NAVFAC
1005 Micheal Read
CAMP LEJEUNE, NC 28547
Prepared by:
---------- ---------------
.ffRAM0-UNT]
127 Racine Drive, Suite 202
Wilmington, NC 28403
Project #06103.PE
March 2006
0
M0 0 8 2006 —

RESERVE TRAINING FACILITY & VEHICLE
MAINTENANCE FACILITY
ONSLOW COUNTY, NORTH CAROLINA
Project 1106103.11E
Table of Contents
Design Narrative
Proposed Improvements / Stormwater
NC DBNR Infiltration Basin Calculations
Soils Scientist Report
USGS Quad Map
Pagoi

RESERVE TRAINING FACILITY & VEHICLE
MAINTENANCE FACILITY
ONSLOW COUNTY, NORTH CAROLINA
DESIGN NARRATIVE
NAVFAC is proposing the construction of a Training Facility (26,500 sf) and Vehicle
Maintenance Facility (3050 sf). The property boundary will be determined by placing a fence at
the desired locations. The impervious area will be approximately 3.9 acres with a disturbed
area of 7.4 acres. The property currently is wooded and grassland. It is bordered by an
existing parking lot to the north, Rifle Range Road to the east, and woods and grassland to the
south and west. The site is located +/- 1 mile on the left side of Rifle Range Road inside Camp
Lejeune,1.8 miles from the intersection of US Hwy 17 and NC 210.
The project is within a drainage basin which drains to the White Oak River. The receiving
stream is Stones Creek (SA, HQW, 1.5" runoff). The runoff will be conveyed through the use of
3 infiltration basins which are designed to remove 90% of the TSS. The seasonal high water
elevation was determined to be 5.5 feet, this information is placed in the report supplied by
Terracon (Consulting Engineers & Scientists) and confirmed by Vincent Lewis of NCDENR on
March 7. The infiltration rate was determined to be 2 inches/hours. Both of these items are
shown in the soils report
Infiltration basin #1 will retain the first 1.5-inches of rainfall, dual bypass weirs at elevation 16.6
in (54.45 ft) will be placed at the inlet locations. A 50' vegetative buffer will be placed at the
end of the bypass systems. Infiltration basin #2 and #3, will retain the first 4.5 inches of rainfall;
this allows no bypass or overflow to be placed in the system. The flow into the systems will be
directed through sheet flow into swales for basin #1 and curb cuts in basins #2 and #3. No
wetlands are located on the site.
PROPOSED IMPROVEMENTS / STORMWATER
The stormwater will be treated through the use of 3 infiltration basins. They will be conveyed
to the basins through sheet flow on the site. The design took into account the treatment of the
1.5 inch of runoff. The soil on the site is Baymeade, based on the Onslow County Soil Survey
For treatment calculations the procedure in the NCDENR stormwater best management
practices manual was used to determine the volume and drawdown needed for the basins. For
basin #1, the required volume for the 1.5 inch rainfall was 12,956 cf, the provided volume at
elevation 16.6 (54.45) is 13,586; therefore the 1.5-inch elevation is 54.39 ft. A pair of bypass
weirs at elevation 16.6 (54.45) are placed to convey the rainfall above the 1.5-inch storm. A 50
Page 1

foot vegetative filter is placed for each of the bypass weirs. For basin N2, the basins top
elevation is 17 m (55.7 ft), the required volume for the 4.5-inch rainfall is 21,238 cf, the provided
volume is 21,612 cf; the 4.5-inch elevation is 55.67 ft. For basin U3, the basins top elevation is
16.6 m (54.5 ft), the required volume for the 4.5-inch rainfall is 2,997 ef, the provided volume is
3046 cf; the 4.5-inch elevation is 54.45 ft.
For all the t1MP's, the drawdown was determined to be less than the 5 day state requirement.
All supporting drainage calculations, drainage basin and infiltration basin information are
provided within. the following pages of this report.
MAINTENANCE
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices. In addition, inspection and any necessary maintenance will be
required immediately following any significant storm event. Any erosion control measure that
fails to function as intended shall be repaired immediately. Upon completion of construction
and the establishment of stabilized ground cover, the property owner shall be responsible for
any on going site maintenance.
Page 2

NC DENR -CALCULATIONS-INFILTRATION BASINS

Basin #1 Infiltration Pond Calculations
Reserve Training Facility & Vehicle Maintenance Facility
NC
ve/ecnve: assign an Infiltration basin with the following characteristics. bottom of basin 2-toot above seasonal h4
level and drewdown less than 6 days; a volume that meets TSS removal requirements (values set by NC DENR)
Step.1; Determine the surface area required for 90% TSS removal
Post -Development Conditions
Total Drainage Area 4.76 ACRE
Impervious Drainage Area 2.38 ACRE
Impervious Cover
60.1%
Elevation of Bottom of infiltration Basin
62.5 FT
Depth of Infiltration Basin
2.0 FT
Elevation of 1.61nch elevation
64.6 FT
Approximate Pond Length
160 FT
Required 1.6" Runoff Volume (Volume of
Temporary Pool) 12,958 CF
Top Elevation of Basin
Total Volume of Basin
Bottom Surface Area
Value from CAD
Value from CAD
Impervious Covert(tmpervlous Drainage
Area)/(Total Drainage Area)'1009
Value selected by designer
(Bottom Elevation) -(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Value from CAD
1.5"Runoff Volumo=1.6inch'Rv°1 tooiH2
Inch"(Total Drainage Area)
64.50 FT Value chosen by designer
13.585.09 FTs
4.776.00 FTZ Taken from Contours hem
APR G 0 Z006
FAY:_._--• ----------
P:1ProjectelFreeland-Cllnkscales106103.PE-Camp LejeunelDocumentslDesign CelculationelHydro\Inflitratlon Beeln 1

Reserve Training Facility & Vehicle Maintenance Facility
e Calculations fo
the storage capacity and
of the
Infiltration Basin #1
-s of the proposed inf ll
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
52.50
4,776
0
1 0 -.Permanent Pool
53.20
6,082
3,800
3,800
53.80
7,450
4,059
7,859
54.39
12,956 1.5" Elevation
54.5
8,912
5,727
13,586
basin
P:\Projects\Freeland-Clinkscales\06103.PE-Camp Lejeune\Documents\Design
Calculations\Hydro\Infiltration Basin 1

Basin #2 Infiltration Pond Calculations
Reserve Training Facility & Vehicle Maintenance Facility
NC -9NR Retention Requirements
ObJecllve: design an Infiltration basin with the following characteristics: bottom of basin 2-feet above seasonal high water
level and drawdown lose than 5 days; a volume that meets TSS removal requirements (values set by NO DENR)
Step 1: 'Determine the surface area required for 00% TSS removal
Poet -Development Conditions
Total Drainage Area 2.21 ACRE
Impervious Drainage Area 1.34 ACRE
Impervious Cover
Elevation of Bottom of Infiltratlon Basin
Depth of Infiltration Basin
Elevation of 1.5 Inch elevation
Approximate Pond Lenath
Required 1.5" Runoff Volume (Volume of
Temporary PooQ
60.6%
53.4 FT
2.4 FT
55.7 FT
260 FT
21,005 CF
Value from CAD
Value from CAD
Impervious Covemilinpelvious Drainage
Area)//Total Drainage Area)'100%
Value selected by designer
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Value from CAD
4.5"RunoflVolume=4.51nch'Rv'1 fooN12
Inch'(Tofnl Drainage Area)
Top Elevation of Basin
55.70 a,ve., uy owr acvennsr
FT Value chosen by designer
Total Volume of Basin
� 21,611.70 F'I°
Bottom Surface Area
700.00 FTZ Taken from cnnrnum fin... pia..
AIIR 2 fi )Illifl
P:\Projects\Freeland-Cllnkscales1o0103.PE-Camp LejeunelDocumenleMeslgn CalculatlonaWydrolinflltratlon Beeln2

Reserve Training Facility & Vehicle Maintenance Facility
Calculations for
determine the storage capacity and
Stage/Storage Above Permanent
Infiltration Basin #2
,s of the proposed Infiltration basin
Infiltration basin per contour
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
53.45
7,600
0
1 0 ••-Permanent Pool
53.80
8,300
2,782
2,782
64.50
9,400
6,195
8,977
66.10
10,650
5,985
12,956
56.67
21,358 1.6" Elevation
55.7
11,657
12,634
21,612
P:\Projects\Freeland-Clinkscales\06103.PE-Camp Lejeune\Documents\Design
Calculations\Hydro\lnfiltration Basing

Basin #3 Infiltration Pond Calculations
Reserve Training Facility & Vehicle Maintenance Facllity
NC DENR Retention Requirements
Db)ecllve: dosfgn an infiltration basin with the following characteristics: bottom of basin 2-1eef above seasonal high water
level and drowdown less than 5 days, a volume that meets TSS removal requirements (values set by NC DENR)
Step 1: Determine the surface area requirod for 90% TSS removal
Poet-Devolopment Conditions
Total Drainage Area 0.43 ACRE
Impervious Drainage Area 0.18 ACRE
Impervious Cover
41.8%
Elevation of Bottom of Infiltration Basin
52.6
FT
Depth of Infiltration Basin
2.0
FT
Elevation of 1.6 Inch elevation
64.5
FT
Approximate Pond Length
70
FT
Approximate Pond Width
17
FT
Value from CAD
Value from CAD
Impervious Coverm(lmpendous Drainage
Aroa)/(Total Drainage Aroa)`100%
Value selected by designer
(Bottom Elevallon)a(Pemrenent Pool Surface
Elevallon)-(Depth OfPemranent P000
Value from CAD
Required 1.5" Runoff Volume (Volume of 2,987 Cl:4.6"RunoNVolumoa4.51m
Temporary PooQ Inch`(Total Drainage Area)
WY12
Top Elevation of Basin
54.50
FT
Value chosen by designer
Total Volume of Basin
3,040.07
F13
Bottom Surface Area
664.60
FT2
Taken from Contours thorn Plan
Drawdown Time for 1.11-Inch Runoff
1.19
DAYS
(Drowdown 77me)=(1.6dnch voluma7bo8ara
1aPK `b 6 'Nub
P:IProjects\Freeland-Clinkscales108103.PE-Comp Leleunaftcumentelbeeign CalculatlonsWildrollnflftratlon Basln3

Reserve Training Facility & Vehicle Maintenance Facility
storage
i'TTTI
� for Proposed Infiltration Basin #3
and characteristics of tho'proposod inliltm
basin Per contour
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
52.50
855
0
0 -Permanent Pool
53.15
1,275
692
692
63.80
1,727
976
1,668
64.46
2,997 1.5" Elevation
64.60
2,211
1,378
3,046.
basin
P:\Projects\Freeland-Clinkscales\06103.PE-Camp Lejeune0ocuments0esign
Calculations\Hydro\Infiltration Basin3

SOILS SCIENTIST REPORT

consuxing englnaem 6 6aientlem
February 13, 2006 T9rrncon DOnsUllanle. Inc.
524D Greene Dairy Road
Relelgh. North Corogns 27018
Phone 919,073.2211
Fax [phone]
The Benham Companies, LLC wwW.lertacon,txsn
9400 N. Broadway, Suite 300
Oklahoma City, OK 73114-7401
Attention: Mr. Edward Kochick
Subject: Stormwater Detention Considerations
Marine Reserve Training Center
MCB Camp LeJeune, North Carolina
Terrawn Project No. 70055102
Dear Mr. Kochick:
Terracon performed field and laboratory testing to evaluate the soil infiltration rate for use in
designing a .stormwater detention pond at the proposed Marine Reserve Training Center
(MRTC) to be located at MCB Camp LeJeune, North Carolina. We previously performed a
subsurface exploration for the project and submitted the results in our geotechnlcat
engineering report dated January 24, 2008.
For the additional testing, we performed a field density test using the sand cone method and
collected a sample of the on -site soil to return to our laboratory for remolded permeability.
testing. Th®;sample was remolded In the laboratory to near the field density.
The results of the permeability test Indicate a hydraulic conductivity value of 1.36x10`3
em/ese. Based on the results of the laboratory testing and our experience with similar
materials, we recommend using an infiltration rate of 1.5 to 2 Inch/hour for design of the
8tormwater detention pond. The results of the field density test and permeability test are
attached.
Additionally, we estimate a seasonal high water level for the site on the order of 6.6 fett
below the current ground surface. This estimate is based on the groundwater level
observations in our borings during the geotechnical exploration as well as the moisture and
color profile of the soil.
palivsdng Success for clients and Employees Pines 1965
A More Than 70 Offices Nationwide

Marine Reserve Training Center
MCB Camp LeJeune, North Carallna
Tor acon Project No. 70055102
Bebmary 13, 2006
We appreciate the opportunity to be of service to you on this project. If you have any
questions conceming this letter, or if we may be of further service to you in any way, please
do not hesitate to contact us: ,
Sincerely, P, ZT
OO,;
1fi�riracon
Matthew S. Balven, P.E. Barney�C.-Cials, P.E.
Project Engineer 'M Principal
North Carolina No. 030731 North Carolina No. 11285
Attachments
Copies to: Addressee (3)
U

FEB. 13.2006 8:35AM TERRACON GREENVILLE NO.675 P. 2
PERMEABILITY TEST REPORT
TEST DATA: . SAMPLE DATA:
Specimen Height (am): 10.15 SaMP10 IdentifIcat ion: BORING 8-2
Specimen Diameter (001 7.03 HAND AUGER SAMPLE
Dry Unit Weight (Pcr): 95:6 Visual Description: TAN BROWN SLIGHTLY
Moisture Before Test (X): 11.0 SILTY FINE SAND
Moisture After Test (X): 25.6 Remarks: ASTM D5064
Run Number: t 0 2
Cell Pressure (psi): 42.0 42.0 Moialmum Cry Density (pef):
Test Presaure(pal): 40.5 40.5 Optimum Moisture Content (%):
Sock Pressure(pal): 40.0 40.0
Oiff. Head (poi); 0.5 0.5• Percent Compaction:
Flow Rate (aa/8e0:I.90.:0--+ 2.11 . la--t Pormoomater type: F.iaKible wall
Porm. (cm/sec):, 1.56s 10•-3 t.ee.10•a Somple type: REMOLDED
TIME - t (sec)
0 25 50 75 100
0
0
a 2
n
y
„
1 4
J�
O 6
O
J
LL 6
pr, 10
e 1 . 10•4
m —
� e , 1aa
E
.V„ 6 . 10- 3
x
y1 4S W-3
2 x 10-3 TT
Q. 1 . 10--3
0 5 10 15 20
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
project: STONE BAY MARINE BASE Project No.: 70055102
Location: CAMP LEJEUNE, NORTH CAROLINA File No.:
Dote: 2/13/2006 Lab No.:
Tested by: MTS
PERMEABILITY TEST REPORT Checked by: CFO QU
TITAN ATLANTIC GROUP, INC. Test: CH - constant head

USGS QUAD MAP

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Date: 8 July 8, 2014
To: Cameron Weaver
NC-DENR
127 Cardinal Drive Extension
Wilmington, NC 28405
From: Naval Facilities Engineering Command — Mid -Atlantic
Marine Corps North Carolina IPT
6506 Hampton Blvd., Bldg. C
Norfolk, VA 23508
POC: Steve Medvick, P.E.
RE: Reserve Training Facility/P-1286 Gravel Parking Lot
Storm Water Express Review
Ery
Navel FaUllties EnBineoAnB Command
Na FAC Min.n.0 TIC
CJUh 0 9 2014
BY•
ACUL� %/l/19
Copies
Date
Description
2
Storm Water management Permit Application
2
Narrative/Design Calculations
2
H droflow Report, Pre -Conditions
2
H droflow Report, Post -Conditions
2
Infiltration Basin SLIppleinent
2
P.E. Exemption Letter
I
Application Fee: $2,000.00 Check
2
Full Size Plan Set
2
BMP Maintenance Agreement DA-I
2
BMP Maintenance Agreement DA-2
I
Geolechnical Report
I
"Technical Specifications
Remarks:
For review and approval. Please call if you have any questions, 757-322-4214.
Respectfully,
Distribution:
NAVFAC Files
�SleveMed lck, P.E.

For DENR Use ONLYXWA
fteWewer
North Carolina Department of Environment and
Q�► suanit.
Natural Resources 1
NCDENR Request for Express Permit Review 3' v�
Confon:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan i1PDF;i1e) and vicinity map (same items expected in the application
packaae of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698,'[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203, david.leer@ncdenr oov
• Mooresville& Winston Salem Region- Patrick Grogan 704-235-2107orpatrick.orooan(a?ncdenroov
• Washington Region -Lyn Hardison 252-948-3842orlvn.hardison0madenr.aov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron. weaver0ncdenr oov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1286 GRAVEL PARKING LOT County: ONSLOW
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RD City: CAMP LEJEUNE, State: NC Zip: 28542
Phone: [phone], Fax: [phone], Email: [e-mail]
Ph sical LocatiomRIFLE RANGE ROAD AND RIFLE RANGE ROAD
SW
SW _
SW
NPDES _
NPDES _
Wo
WQ _
E&S _
E&S _
Other
Y
Project Drains into SA waters- Water classification HWQ (for classification see- http://portal.ncdenr.org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? /N, within % mile and draining to class SA waters Y. or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: STEVE MEDVICK, PE Company: NAVFAC
Address: 6506 HAMPTON BLVD City: NORFOLK, Slate: VA Zip: 23508-1278
Phone: [phone], Fax: [phone], Email: [e-mail] W1 APR 0 4 2016
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$_ #_ PERMANENT JOBS #_ TEMPORARY JOBS
SECTION ONE: REQUESTING A SCORING MEETING ONLY
OScoping Meeting ONLY ❑ DWR(401, NPDES, Non -Discharge) ❑ DCM,gDEMLR (EIS, W), ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance El Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bl Rmp, ❑ Clear & Grub, ❑ Utility . ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
[]High Density -Detention Pond _ #Treatment Systems ® High Density -Infiltration 2#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ #Treatment Systems /® MOD:[] Major ® Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit#>
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
' @ Land Quality ® Erosion and Sedimentation Control Plan with 2 acres to be disturbed.(CK # (for DENR use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
DENR use only_
Fees lit for multiplepermits: (Check#_______l Tota/FeeAmount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS November 2013

P-1286 Parking Lot
Plan Modification
4.4.2016 SGM
Re: Stormwater Management Permit No. SW8 060309 Reserve Training Facility &
Vehicle Maintenance Facility / P-1286 Gravel Parking Lot High Density Commercial
infiltration Basin Project
Project Narrative
The plan revisions to this permit were approved on 8.27.2014. The project is
currently under construction and there is a communication ductbank in conflict
with the proposed expansion of the infiltration basin. The plans are, therefore,
being modified to expand the existing infiltration basin to the west in lieu of the
east to avoid the existing ductbank.
There is a gravel lot on the west side of the existing basin. The expansion to the
west will require reducing the existing gravel lot by 27'. Reduction of the existing
lot will reduce the drainage area and will reduce the impervious area flowing to
the basin. The reduced impervious areas will, however, be added back in as
Future BUA. The future BUA will be adjusted to provide the permitted WQV of
51,468 c.f.
The surface area at elevation 51 will remain the same as permitted. The
permitted WQV at elev. 53.75 is 51,538 and will remain the same. The 10-year
release will remain at 1.38 and the 10-yr max stage of 53.83 is also unchanged.
The 100-yr release rate increases from 14.5 to 15.3 cfs. No other modifications for
the infiltration basin are required.

S
i
J
ff
GRAVEL PARKING LOT
P-1286
MARSOC, CAMP LEJEUNE, NC
NAVAL FACILITIES ENGINEERING COMMAND - MID -ATLANTIC.
MARINE CORPS NORTH CAROLINA IPT, NORFOLK, VA
RD
FINAL SUBMISSION - 07/08/2014
i
4
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1" = 60" AT 11 X 17

RESERVE TRAINING FACILITY/P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE. NORTH CAROLINA
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Nil'
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tPfl�iPi

Weaver, Cameron
From:
Bradshaw CIV Thomas C [[e-mail]]
Sent:
Wednesday, March 19, 2014 10:32 AM
To:
Weaver, Cameron
Cc:
Towler CIV David W
Subject:
RE: P-1286 Gravel Parking Lot-MARSOC(?)
Cameron this project sits outside of the MARSOC boundary but is located at the Rifle Range.
The MARSOC boundary is on the opposite side of the road of this project.
Thanks,
Thomas Bradshaw, EIT
Public Works Design, Civil Branch
Camp Lejeune, NC
910-451-3238 ext3285
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Wednesday, March 19, 2014 10:24
To: Bradshaw CIV Thomas C
Subject: P-1286 Gravel Parking Lot-MARSOC(?)
Hi Thomas.
I've got an Express Request in for this project and he indicates that it is within MARSOC;
see attached. I am just asking for confirmation on that and how this impacts the sequencing
that you had devised for projects there. Attached is the information provided thus far. He
wants to do it sometime mid -April and I can schedule it for April 15 with Linda if that fits
with the sequencing, but we wanted to check with you first.
Just let me know.
Cameron
Cameron Weaver
r
Cameron.Weaver(dncdenr.gov <mailto:Cameron.Weaver(dncdenr.gov>
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
1

127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F) 910-350-2004
http://ncenvironmentalassistance.org/
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
d�Q
z

r.
Weaver, Cameron
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [[e-mail]
Sent: Wednesday, March 12, 2014 11:11 AM
To: Weaver, Cameron
Subject: RE: P-1286 Gravel Lot submittal
Cameron
Please let me know what additional or updated information you need for me to get on the
express submittal schedule.
Steve
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Sent: Friday, January 10, 2014 1:46 PM
To: Weaver, Cameron
Cc: Swaney, William A CIV NAVFAC MIDLANT, CI
Subject: RE: P-1286 Gravel Lot
Cameron
I will be leaving around 2:30 today, so if you need anything later than that please send the
request to Bill. Bill knows where to find me.
Steve
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Friday, January 10, 2014 13:25
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot
Perfect! I'll try to be in touch this afternoon, but will look to see Bill on Tuesday.
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F) 910-350-2004
http://ncenvironmentalassistance.org/
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, January 10, 2014 12:14 PM
To: Weaver, Cameron
Cc: Swaney, William A CIV NAVFAC MIDLANT, CI;
Subject: RE: P-1286 Gravel Lot
IPTNC [mailto:[e-mail]]
DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
1

Cameron
I have attached a copy of the current project narrative for your use. Please note that the
calculations and exhibits have not been finalized. Is this acceptable for the express
request?
Steve
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Friday, January 10, 2014 10:05
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot
Do you already have a narrative prepared about the project that you could send me? That was
part of the information requested on the form.
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance and Customer Service (DEACS)
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F) 910-350-2004
http://ncenvironmentalassistance.org/
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT,
Sent: Friday, January 10, 2014 9:31 AM
To: Weaver, Cameron
Cc: Nelson, Christine; Lewis,Linda
Subject: RE: P-1286 Gravel Lot
Cameron
The request form is attached.
Thanks for your help!
Steve
IPTNC [mailto:[e-mail]]
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Thursday, January 09, 2014 16:50
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Cc: Nelson, Christine; Lewis,Linda
Subject: RE: P-1286 Gravel Lot
Hi Steve.
If you don't mind, please fill out this form and provide the requested information about your
project and we will provide some time for Christine (or Linda) to discuss this project after
the meeting that is already scheduled with Linda about P-1349.
z

Please let me know if there are other issues.
Cameron
Cameron Weaver
[e-mail]
Environmental Assistance Coordinator
NCDENR / Division of Environmental Assistance
127 Cardinal Drive
Wilmington, NC 28405
910-796-7303 (F) 910-350-2004
http://ncenvironmentalassistance.org/
and Customer Service (DEACS)
E-mail correspondence to and from this address may be subject to the North Carolina Public
Records Law and may be disclosed to third parties.
-----Original Message -----
From: Nelson, Christine
Sent: Thursday, January 09, 2014 3:34 PM
To: Weaver, Cameron
Subject: FW: P-1286 Gravel Lot
A meeting request. Should I send this to you? How should it be handled?
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Thursday, January 09, 2014 3:31 PM
To: Nelson, Christine
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot
Thanks --I will double check Section 16.3.9. The oversized forebay helped keep the pond stage
down and helped reduce the pond release rate. As you know, we have NAVFAC requirements for
water quantity that go beyond DENR requirements.
I just found out that Bill Swaney is meeting with Linda Lewis on Tuesday at 10:00 a.m. Can
you find some time to discuss this gravel lot with him after his 10:00 meeting?
Steve
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Thursday, January 09, 2014 14:51
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC;
Lewis,Linda
Subject: RE: P-1286 Gravel Lot
Steve,
The state has no rule or requirement to look at any storm event beyond the design storm or
the 10 year storm event (if it is required to direct the excess runoff to a filter strip).
3

Unless there is another requirement out there from another group, you can choose to do what
you want with the 100-year storm.
Storing the entire water quality volume in a pre-treatment device is going above and beyond
what we would generally see for a gravity type system. However, we have seen people propose
it; especially if they have to pump the volume to an area capable of infiltrating or if the
flow needs to be restricted when the infiltration area is not very large. The most common
pre-treatment we probably see is the use of sumps in the collection system to collect the
debris and solids. On the surface, what you have proposed sounds fine but if you are trying
to waive the offline bypass and vegetated filter strip, please double check with Section
16.3.9 of the BMP manual to make sure you cover all of the requirements.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Thursday, January 09, 2014 2:18 PM
To: Nelson, Christine
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: FW: P-1286 Gravel Lot
Christine
Thanks for the information!
I am scared of the current interpretation of "pervious" gravel and I don't think that is the
intent of this lot. We plan on using standard NCDOT ABC aggregate with full compaction, so I
expect that it will not be pervious. I will consider it impervious for water quality and plan
to use the largest "C" and "N" values that Malcolm assigns to gravel (C = 82, N = 91) for
pond routing.
There are a couple of things about the current design that concern me, and I don't know if
they are allowable in 2014. The basin was designed to handle 4.5 times the WQV and that
appears to be all that they looked at. There are no provisions for overflow for storms in
excess of 4.5 inches, and there is only 0.03' of freeboard to the top of the bank for the
4.5" rain (see attached). I cannot significantly raise the bank as I do not want to cause
water to back into the existing lot. I am adding an emergency spillway to direct any
excessive flows. The design including the spillway will maintain 0.5' of freeboard for the
10-year storm. I cannot, however, contain the 100-year storm --is that acceptable? The 10 year
release for the expanded infiltration basin will be held to match current conditions.
I don't see any pretreatment for the flows from the existing parking lot. As noted, I intend
to construct a forebay along my gravel lot and then pipe the discharge to the existing pond.
The forebay will be designed as an detention basin with a 6" orifice to control the discharge
rate. The forebay will detain approximately 100% of the WQV for the gravel lot. The drawdown
for the 2-year storm is approximately 7 hours in the forebay. Is that acceptable?
Steve
-----Original Message-----
4

From: Nelson, Christine [mailto:[e-mail]]
Sent: Thursday, January 09, 2014 11:21
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC; Lewis,Linda
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 Gravel Lot
Steve,
Linda is out of the office today, but I'm going to take a stab at trying to help you out.
I'm not sure if anyone is familiar with this project as the original reviewer no longer with
DENR. But any of us should be able to help answer questions.
A copy of the permit for 060309 is attached. When you say submittal package, are you looking
for the approved plans or just the permit, application, supplement forms, and 0&Ms?
You don't mention what type of gravel you are looking to use. If you are trying for pervious
gravel, I will need to get clarification on how adding gravel areas to an existing permit
works with the new BUA definition. But when adding impervious area (e.g. asphalt) to a
project, it must be permitted under the current rule (assuming there is no future BUA
allocated in the permit and other documents). SW8 060309 was permitted under the old rules
where 1.5 inches was the requirement for projects within 1/2 mi and draining to of SA waters.
Any new impervious area within 1/2 mi of and draining to SA waters would have to be designed
at the greater of 1) the difference in the pre/post development volume for the 1-year, 24-hr
storm or 2) the 1.5 in design storm volume.
Also, the requirements for waiving the offline bypass and the vegetated filter strip have
changed slightly since 2006 (please refer to Section 16.3.9 of the BMP manual). Back in
2006, to waive both the offline bypass and filter strip it was required to store 3 times the
design volume (1.5 x 3 = 4.5 inches). The current requirement to waive both is to store 2.5
times the required design volume. So the additional volume from any new impervious areas
would have to be treated at 2.5 times the required volume.
DENR has no problems with expanding BMPs. The only catch is that the sections that are being
expanded need to meet the current requirements. This is more of a logistical issue with wet
ponds and trying to include the vegetated shelf on older ponds that either didn't have one or
had ones under the older design.
I know this probably doesn't answer all of your questions, but hopefully it will give you a
good start on how we look at modifying older permits.
Let us know if you have other questions!
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Wednesday, January 08, 2014 6:44 PM
To: Lewis,Linda; Nelson, Christine
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC
Subject: P-1286 Gravel Lot
Linda/Christine
5

we are designing a temporary gravel lot for MARSOC in Camp Lejeune. We plan to expand the
existing infiltration basin as our BMP. The existing basin was 1 of 3 infiltration basins
that were approved for the Reserve Training & Vehicle Maintenance Facility. I was told that
the permit # is SW8-060309. How can I get a copy of the approved permit and permit submittal
package so that I may modify the permit?
The attached pdf shows the limits of the drainage basins for the 3 approved BMP's. Please
note that infiltration basin # 3 was not installed as Rifle Range Road was re -aligned in this
area. The access drive below Drainage Area # 2 was continued straight to Rifle Range Road and
the dog -legged drive was deleted.
The second pdf shows how the proposed gravel parking lot fits into the southeast corner of
the Reserve Training Facility drainage map. The expanded BMP is also labeled on this pdf.
The stormwater narrative for the Reserve Training Facility states that BMP # 2 was designed
to retain 4.5 inches of rainfall to avoid a bypass and overflow. I will design the expanded
BMP to retain the 4.5 inch rainfall for the gravel lot in addition to the Reserve Training
Facility site. Is this acceptable?
I would like to know if DENR has any problems or specific concerns with the concept of
expanding the approved infiltration basin.
The project drains to the White Oak River. The receiving stream is Stones Creek (SA,HWQ,1.5"
runoff). The infiltration rate and SHWT were confirmed by Vincent Lewis on March 7, 2006.
I would like to discuss the project with one of your engineers, but I don't know if anyone is
familiar with the Reserve Training Facility project.
As always --I appreciate your help!
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
6

For DENR Use ONLY
Reviewer: C�
A7jA
North Carolina Department of Environment and
Natural Resources Time:submllNC:
ENR
Request for Express Permit Review
Confirm:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Calland Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckage of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828.296-4698;alison.davidson®ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919.791-4203; [e-mail]
• Mooresville & Winston Salem Region - Patrick Grogan 704-235-2107 or patrick.groganQncdenr.gov
• Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Cameron Weaver [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1286 GRAVEL PARKING LOTCounty: ONSLOW
Applicant: USMC Company: USMC
Address: BLDG 1005 MICHAEL RDCity:CAMP LEJEUNE, State: NCZip: 28542-_
Phone: [phone], Fax: [phone], Email: [e-mail]
Ph sical LocatiomRIFLE RANGE ROAD AND RIFLE RANGE ROAD
SW
SW
SW_
NPDES
NPDES _
Wo
Wa_
E&S _
E&S _
Other
Y
Project Drains into SA waters — Water classification HWQ (for classification see-hap://portal.ncdenr.org/web/wq/ps/csu/classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? /N, within 1/2 mile and draining to class SA watersY or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: STEVE MEDVICK, PE Company: NAVFAC
Address: 6506 HAMPTON BLVDCity: NORFOLK, State: VAZip: 23508-1278
Phone: [phone],Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$_ #_PERMANENTJOBS #_TEMPORARY JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑Scoping Meeting ONLY ❑ DWR(401, NPDES, Non -Discharge) ❑ DCM, ❑ DEMLR (FJS, SW), ❑ OTHER: _
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑401 Unit ❑ Stream Origin Determination: _ If of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ If of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear It or acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
®State Stormwater ❑ General❑ SFR,❑ SFR< 1 ac. ❑Bkhd & Bt Rmp,❑Clear & Grub,❑ Utility❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit It)]
❑ High Density -Detention Pond _ a Treatment Systems ® High Density -Infiltration 2 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems INMOD:® Major ❑ Minor ❑Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑Coastal Management ❑Excavation & Fill ❑ Bridges & Culverts ❑Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 2 acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ALOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ALOE ❑ Yes ® No
For DENR use only
Rap Rnlit fnr multinla nermitsr (Check # 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance([] Mal; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LOS
$
Stream Deter,_
$
0(Do 30�
NCDENR EXPRESS November 2013

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
GRAVEL PARKING LOT
MARSOC CAMP LEJEUNE
HAVELOCK,NC
FYI 1 MCON PROJECT P-1286
Stormwater Management
NCDENR Permit
March 2014
I NAND
N�1F9CitmHS E�'iS�InCCr'in�CAmmar1d
NAVFAC MID -ATLANTIC

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
P-1286 GRAVELKING LOT
TABLE OF CONTENTS
S e ct i o n M: M p p l i c a t i o n 0
Application0
Infiltration[iBasinUSupplementN
I nfiltration[tbasinCinaintena nce0
S e ct i o n M: [P roj a ct[18 a s i s[tb f [Des i g n M
SectionX:[PAapsO
Vicinity®nd[location[M1a ps0
Site[layout0
Drainage[AreasM
Pre-developed[Wrainage0
Post-developed®rainage0
Boring[locations0
I nfi It ration0estM
SeasonalffiighWaterE
Section[D:[Storm®rainage[Ealcu lations©
Storm[SystemN
WaterG4ua lityWolume0
Pond[EloutingE9
1-yea Ore-deve loped0
10-yeaare-developedN
Section[F:GNorth[Ea roli nalP.[E.[Exemptionlletter0
Section[F:(ProjectXonstruction[gPI ansM
Secti o n OG :[Proj ect[io nstru cti on[S pec ifi cat i o n sN

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION A: STORMWATER MANAGEMENT PERMIT
APPLICATION

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
SECTION B: PROJECT NARRATIVE
P-1286 Gravel parking Lot
MCAS Cherry Point, North Carolina
Civil Basis of Design
Final Submittal March 2014

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
CIVIL BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project consists of the construction of a temporary gravel parking lot to supplement
the P-1286 project
The project site is located south of the Reserve Training Center & Vehicle maintenance
Facility. The site is in the northwest corner of the Range Road and Range Road
intersection, in MARSOC, Camp Lejeune, North Carolina.
Vehicle access to the parking lot will be limited to the service drive along the north side
of the site. The parking lot is intended for use by POV only.
1.2 EXISTING CONDITIONS
The parking lot site is approximately 1.6 acres. The site is bounded by Rifle Range Road
on the south and east sides, and the service drive to the Reserve Training Facility on the
north side.
The site has gentle slopes and no significant drainage features. There are slight swales
along the south and east side of the site. The east side of the site contains two trailers and
a gravel service area. The west half of the site contains small trees and dense underbrush.
A survey of the site was completed by NAVFAC forces in January of 2012. There are no
tidal or non -tidal wetlands identified on the site. The survey of the adjoining sites was
provided by several recent MILCON projects.
1.3 GEOTECHNICAL
The geotechnical findings including soil borings, in -situ and laboratory testing were taken
from the report included in the approved Reserve Training Facility & Vehicle
Maintenance Facility (SW8 060309). The results of the study recommend an infiltration
rate of 1.5 to 2 inches per hour. The estimated seasonal high water table was confirmed
by DEN on March 7, 2006 to be 5.5 feet below the ground surface.
1.4 DEMOLITION
The low vegetation and remaining trees within the construction limits will be cleared and
grubbed as needed. An existing sewer force main crossing the site will be protected. The
two trailers will be removed by the base prior to start of construction.
1.5 NEW SITE WORK
The project scope includes the construction of a temporary 42,000 s.f., gravel parking lot.
with associated storm drainage and stormwater management.
The project does not include any buildings or other above ground facilities.

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
A total of 132 parking spaces are proposed for the site. The POV spaces are designed to
be 9-ft wide by 18.5-ft long with a 26-11 wide drive aisle. Parking spaces are not intended
to be delineated on the gravel. The parking lot is not convenient to the nearby buildings
and will not include ADA required accessible spaces, or spaces for Fuel Efficient
vehicles. Trash and recycle bins are not required for this project.
Construction access shall be via the service road along the north side.
The infiltration basin, that was installed to serve the Reserve Training Center, will be
enlarged to handle the additional flow from the gravel lot.
1.6 ATFP
The project does not include any buildings or above ground facilities. The parking lot
will be set a minimum of 82' from the existing buildingjust west of the site.
1.7 SUSTAINABLE DESIGN
The gravel parking lot is temporary and is not seeking to attain LEED certification.
1.8 WATER SUPPLY & FIRE
The gravel lot does not require water or fire services. The existing water line that cuts
across the site will be protected.
1.9 SANITARY SEWER
The gravel lot does not require sewer service. The existing sewer force main that cuts
across the site will be protected.
1.10 PROPANE GAS
Gas is not intended to be used for this facility.
1.11 EROSION & SEDIMENT CONTROL
Erosion and sediment control measures include silt fencing, tree protection, inlet
protection, diversion ditches, check damns, skimmer basins and a two temporary
construction entrances in accordance with the North Carolina Erosion and Sediment
Control Planning and Design Manual. The BMP that will be constructed on this site will
serve as a forebay for expansion of the existing infiltration basin. The forebay will be
used as a sediment basin during construction of the gravel lot.
1.12 ENVIRONMENTAL PERMITTING
Stormwater Management and Sediment & Erosion Control permits will be required. The
existing stormwater permit for the infiltration basin for the Reserve Training Center will
be modified to accommodate the gravel lot.
No jurisdictional tidal or non -tidal wetlands are present within the site boundaries

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
2.0 STORM DRAINAGE / STORMWATER MANAGEMENT
2.1 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onslow County.
Sheet flow will be used through the site. The gravel lot will flow to a detention basin that
will act as a forebay to the existing infiltration basin and will help extend flow times and
decrease run off. The grassed banks of the gravel lot will flow to the existing perimeter
swales. The swale along the east side of the site will be re -graded to promote positive
flow. Site run-off will be controlled to existing levels.
The project is within a drainage basin which flows to the White Oak River. The receiving
stream is Stone Creek (SA, HWQ). The seasonal high water elevation for the infiltration
basin that currently serves DA-2 was determined to be 5.5 below the surface. The site
visit was conducted on March 7, 2006. The infiltration rate was determined to be 2
inches/hour.
2.1 EXISTING PERMIT
The stormwater permit for the Reserve Training Facility (SW8 060309) was issued on
May 1, 2006. The permit included approval for 3 infiltration basins. The drainage areas
for the 3 basins are shown in Exhibit #1. Not all of the improvements shown in the
exhibit were installed. The base stone for the parking lot in drainage area 2 was
constructed but the asphalt surface was not installed. The infiltration basin that serves the
parking lot (basin 2) was installed. The drive aisle and the infiltration basin for drainage
area 3 were not installed (Exhibit 2). The entrance for the parking lot in area 2 was
relocated directly below infiltration basin 2. Exhibit 3 shows the as -built conditions of
the installed improvements. Exhibit 2 also shows the revised drainage areas flowing to
BMP 2.
The proposed gravel lot falls in the southeast corner of the area that is shown in the
Reserve Training Facility permit. The gravel lot will encompass the area that was shown
as drainage area 3 in the approved permit. Drainage area 3 (as permitted) is not intended
for installation at this time. Exhibit 3 also shows the limits of the proposed gravel lot and
how they mesh with drainage areas I and 2. The majority of the gravel lot,site currently
flows to swales in the adjoining streets and is not treated by a BMP.
The existing permit will be modified to reflect the revised areas for drainage area I and 2.
The permit will also be modified to enlarge basin 2 to accept the flows from the
temporary gravel lot. Exhibit 4 shows the detention basin for the gravel lot that will act as
a forebay. The exhibit notes the flow from the forebay to cross the street to the expanded
area of the existing infiltration basin.

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the existing BMP. Curbing will not be
used and minimal storm sewer piping will be used to promote surface flows. Flow rates
for the existing BMP will be maintained by enlarging the basin to handle the 10-year
storm. The proposed forebay will also help extend the detention times and maintain lower
flows.
Rainfall intensity values are taken from Regional IDF Curves (Wilmington) as follows:
Time of Concentration = 5 min. (conservative)
Rainfall Intensity = 3.60"/hour 1-year 24-hour storm
Rational Runoff Coefficients, "C," are taken from the North Carolina Department of
Environmental Resources as follows:
Roofs, Inclined 1.00
Asphalt 0.95
Concrete0.95
Lawns, sandy soil 0.15
Wooded 0.15
Rational Runoff Coefficient, "C," for gravel was taken from H.R. Malcom 2003
Gravel 0.82 (maximum value)
Existing conditions
Site = 1.59 acres
The current site is partially developed with two trailers and a small gravel parking area.
The existing lot does not have any drainage features and is not served by a BMP. The site
sheet flows to slight swales on all four sides
2.3 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The existing infiltration basin will be enlarged to provide the required water quality
controls in accordance with NCDENR standards. The BMP for the Reserve Training
Facility was designed (and permitted) to retain 3 times the water quality volume (4.5
inches of rainfall) to avoid bypass and overflow structures. The existing BMP will be
enlarged to treat the 4.5" rain for the Reserve Training Facility site and 2.5 times (3.75
inches) the WQV for the gravel parking lot.
The basin will be designed for 90%TSS removal
Basin 1 was permitted for 4.75 acres and for 2.38 acres of impervious area. Exhibit 3
shows that drainage area 1 was reduced to 4.52 acres. The service road between drainage
areas 1 and 2 was designed with cross slope to drain to the south and into DA-1. This
road was built with normal crown and the top half of this road now drains to BMP-2. The

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
redirected roadway reduces the impervious area for DA-1 by 0.05 acres. The impervious
area for BMP-I was therefore reduced from 2.38 acres to 2.33 acres
We are required to capture the additional run off generated by the 95% storm event to
satisfy NAVFAC LID requirements. The 95% storm event for this area is 2.34 inches per
hour. For SA waters we are, however, required by DENR to treat the pre to post
difference in the 1-year 24 hour storm. The 1-year 24-hour storm for this area is 3.68".
We are also storing 2.5 times the 3.68" rain to waive the bypass and filter strip
requirements. The proposed enlarged infiltration basin will therefore infiltrate
approximately 4 times the required pre to post difference in the 95% storm event.
The existing site has a 10-year release rate of approximate 2.2 cfs. The infiltration basins
is shown to reduce the 10-year release rate for the developed site to approximately 1.0 cfs
for the new gravel lot and existing parking lot combined.
The infiltration basin is being modified to safely pass the 100-year storm. The emergency
spillway will allow all flows in excess of the 10-year event to flow eastward to the
existing swale along Rifle Range Road

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
EXHIBIT I

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
g I d J a EXHIM 2
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a
REVISED DRIVE
Dul'fl:'. 1) DRIVE
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EXHIBIT 2

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
EXHIBIT 3

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
EXHIBIT 4

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
PLANNED EROSION AND SEDIMENT CONTROL PRACTICES
1. Temporary Gravel Construction Entrance/Exit: A temporary gravel construction
entrance will be installed.
2. Land Grading: Grading will be required on approximately 2 acres. All cut and fill
slopes will be 3:1 or flatter to avoid instability due to wetness. (NCSCC ESCM Std.
6.02)
3. Temporary Silt Fence: Provided around the site to prevent debris and sediment from
migrating to downstream drainage courses (NCSCC ESCM Std. 6.62).
4. Rock Check Dams: Provided at entrances to pipe culverts in ditches and swales to
reduce erosion by restricting velocity of flow (NCSCC ESCM Std. 6.83).
5. Sod: Provided in all new ditches and swales to maintain bank stability. Sod will also
be used for permanent stabilization of all open space areas. Sand type Sod will be
used in the base of the infiltration basins.
6. Erosion Control Matting: Provided in all new ditches and swales to maintain bank
stability.
7. Temporary Seeding: See Specifications
CONSTRUCTION SCHEDULE
1. Obtain plan approval and other applicable permits.
2. Flag the limits of construction.
3. Install check dams in all existing ditches and swales as indicated.
4. Install temporary gravel construction entrance.
5. Install temporary silt fence around the site and around infiltration basins as indicated.
6. Clear trees and stump removal.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
8. Finish slopes around parking lot upon completion of rough grading. Leave slightly
rough and vegetate and mulch immediately.
9. Complete final grading for parking, drives and stabilize with gravel.
10. Complete final grading of the grounds, topsoil critical areas and permanently
vegetate with sod, landscape and mulch.
11. After site is stabilized, remove all temporary measures.

P-1286 GRAVEL PARKING LOT
MARSOC
CAMP LEJEUNE, NORTH CAROLINA
MAINTENANCE PLAN
I. All erosion and sediment control practices will be inspected weekly and within 24
hours of a 1/2-inch rainfall event and every 14 days. A rain gauge shall be installed
to measure rain events. Needed repairs will be made immediately to maintain all
practices as designed.
2. Sediment will be removed from behind the sediment fence when it becomes about 0.5
ft deep at the fence. The sediment fence will be repaired as necessary to maintain a
barrier.
3. All disturbed areas will be sodded as permanent vegetation and temporary measures
will be seeded, fertilized, reseeded as necessary, and mulched according to the
Seeding Specifications.
VEGETATIVE PLAN
See specification Section 32 92 19 Seeding and 32 92 23 Sodding.
Prepared by:
Stephen Medvick, P.E.
Civil Engineer
MCNC IPT-NAVFAC
9742 Maryland Avenue
Norfolk, VA 23511
PH (757)
Civil Engineer
MCNC IPT-NAVFAC
9742 Maryland Avenue
Norfolk, VA 23511
PH (757)

2
4
NOTES
rc -
it
v
DA- 2
2.485 AC.,
IMP, 1.28
LEGEND
BMP 2
�l I b A- S. ROAD (offsite
'Pll 24 AC
I,
-:q6g.. IMP
GRAVEL 4-
. — c - BOUNDARY
FOREBAYN
tTO DA
0 082E'ACI-.'
IMP 0s•j E
4
%
_ --DA`GR-LOT A-TO',_RIFLE.,RANGE
1185 A&
.ROADWAY
25-XiC
0.69 IMP .012 AC GRAPHIC SCALE
C = 0.22
0 11
C-502 I
3 4 5

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128 TOTAL
Fl AT
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GRAPHIC SCALE
5
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? IC

Nelson, Christine
From:
Sent:
To:
Cc:
Subject:
My apologies
correct.
V/ r,
Nick
Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC [[e-mail]]
Thursday, August 15, 2013 7:42 AM
Nelson, Christine
Young, Connor CIV NAVFAC MIDLANT, Cl; Medvick, Stephen G CIV NAVFAC MIDLANT,
IPTNC
RE: P-1286 WQV
It is an existing infiltration basin not pond, thus the permit # should be
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Wednesday, August 14, 2013 14:38
To: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC
Cc: Young, Connor CIV NAVFAC MIDLANT, CI; Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 WQV
Nick,
Here are the calcs (along with everything else that was included with it) for SW8 060309.
Your e-mail says "existing pond", but these seem to be infiltration basins. Did you give the
right permit #?
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Wednesday, August 14, 2013 10:49 AM
To: Nelson, Christine
Cc: Young, Connor CIV NAVFAC MIDLANT, CI; Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 WQV
Christine,
After coordinating with Thomas Bradshaw/David Towler, we were able to get the plans of the
existing pond; however, we do not have any of the calculations for the existing pond. The
permit number provided to us is SW8 060309. Do you have any calculation information that we
could use? Please let us know. Thanks.
V/r,
Nick
Nicholas R. Young, EIT
Civil Engineer
NAVFAC MIDLANT, North Carolina IPT
6506 Hampton Blvd
LRC - Bldg C
1

r
Norfolk, VA 23508
Phone: [phone]
Email: [e-mail]
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Sent: Tuesday, August 13, 2013 14:30
To: Nelson, Christine
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; Young, Connor CIV NAVFAC MIDLANT, CI
Subject: RE: P-1286 WQV
Thanks for the information!
You are correct --I was thinking (obviously not thinking) that the "C" value impacted the
water quality volume. Gravel -no matter what "C" value is assigned -is considered impervious.
We are thinking of using infiltration and providing 2.5 times the required WQV, so the "C"
value should not be a factor.
I will let you know if we need further direction about "swapping" impervious areas.
Steve
-----Original Message -----
From: Nelson, Christine [mailto:[e-mail]]
Sent: Friday, August 09, 2013 13:39
To: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; Young, Connor CIV NAVFAC MIDLANT, CI;
DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: RE: P-1286 WQV
Steve,
The C value is used for a discharge rate, but your subject indicates you looking at the
volume (WQV). The water quality volume should be determined using the Simple Method (Section
3.3.1 of the BMP manual), which is based on the percent of impervious coverage. If you are
trying to determine the peak flow, then a conservative C value should be used and it's up to
the BPI of the designer to determine what that is.
The rest of your questions get quite complicated to answer. There is a redevelopment
exclusion option for the 10,000 BUA if can be demonstrated that it either existed prior to
the stormwater rules or if it was constructed after 1988, that it did not trigger a permit.
Triggers would be either receiving a sediment and erosion control plan.or CAMA major permit.
Under the redevelopment exclusion, the BUA must be equal to or less than the existing BUA and
must provide equal or better stormwater control. I have attached a document outlining the
requirements of the redevelopment exclusion process. Assuming the 10,000 sq ft of existing
BUA can meet both requirements, then it would be listed as a second drainage area to the
permit. The additional proposed BUA must be treated as normal through high density or low
density means depending on the percent of impervious area. With the high density option, if
any of the redeveloped BUA is located within the drainage area of a proposed BMP, then it
must be included in the BMP design at the current design storm.
If the site cannot meet the redevelopment exclusion requirements, it would be difficult to
justify allowing 10,000 square feet of BUA to bypass the BMP even if the full WQV was
provided. Swapping the roadway for the untreated portion of the gravel lot sounds like it
might be a good option but additional details would be needed (such as the areas for both the
2

roadway that would be treated and the untreated gravel area, the water classification and how
far/close this site is to surface waters). But take a look at the re -development exclusion
option first.
Please let me know if I can be of further assistance.
Christine
Email correspondence to and from this address is subject to the North Carolina Public Records
Law and may be disclosed to third parties unless the content is exempt by statute or other
regulation.
-----Original Message -----
From: Medvick, Stephen G CIV NAVFAC MIDLANT, IPTNC [mailto:[e-mail]]
Sent: Friday, August 09, 2013 12:11 PM
To: Nelson, Christine
Cc: Young, Nicholas R CIV NAVFAC MIDLANT, IPTNC; Young, Connor CIV NAVFAC MIDLANT, CI;
DuRant, MaryAnn V CIV NAVFAC MIDLANT, IPTNC
Subject: P-1286 WQV
Christine
Ref: P-1286 Rifle Range Road Parking, Stone Bay, Camp Lejeune
We are designing 1 acre of gravel parking on a 1.7 acre site. What "C" value do you use for
gravel? Your manual (Table 3-2) makes reference to "C" values derived by Malcom, 1999. Do you
use the attached 2003 version of "C" values by Malcom, or do you have other specifics?
The lot is considered temporary by the base, but we do not have any timeframe for removal.
The proposed lot will include approximately 43,000 s.f. of gravel. The existing lot has
approximately 10,000 s.f. of impervious surface (gravel and trailers). We are computing the
WQV based on the 43,000 s.f. of impervious area. Is there any water quality credit for
existing impervious area? Do we still need to treat 100% (or as close as possible) of the new
43,000 s.f.? If grading makes it difficult to get all of the new lot to the BMP can we let
10,000 s.f. go untreated -if we still provide the full WQV?
We may need to direct half of the adjoining roadway to our BMP. Can we swap this pavement for
untreated portions of the gravel lot?
The attached pdf shows a preliminary layout with the roadway noted to drain to the BMP. The
requested bypass area is also shown.
Steve
Steve Medvick, P.E.
Civil Engineer
NAVFAC MIDLANT
Marine Corps North Carolina IPT
Phone: [phone]
Fax: [phone]
Email: [e-mail]
3