SW8080740_HISTORICAL FILE_20180504

NORTH CAROLINA
Department of Environmental Qual
II

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. I SW8 e go74o
DOC TYPE I ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE Zo/Bcs o�L
YYYYMMDD

90
f ' J
Energy, Mineral &
Land Resources
rNVIRONMENTAL DUALITY
May 4; 2018
ROY COOPER
Govemol-
MICHAEL S. REGAN
Secretary
WILLIAM E. (TOBY) VINSON, JR.
In terrrtl Dirrctor
MC8 Camp Lejeune
Attn: Commanding Officer
c/o rtiTeal Paul; Deputy Public Works Officer
1005 Michacl Road
Camp Lejtn ne, NTC 28542
Sill)
jec.t: State Stormwater Manabenieitt Permit No. S%V8 080740
Field Medical Services School and 13achelor 1Lnliste.d Quarters at Camp ,lohnson
Project with Areas ol' hoth High Density and Luw Density
Onslow County
Dear Mr. Paul:
'hhe wilrninglon Regional Office received i completc, rnodil-iecl State StorniNvater Management Permit
Application for the subject project on Nlay 4, 201 S. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Siorinwater Regulations set forth in 'Title
15A NICAC 2H.1000. as amended by Session Law (SL) 2008-21 1 and as sl.ibsequently amended on
January 1, 2017 (2017 Rules), as applicable. We are forwarding modified Permit No. SW8 0807,10 dated
May 4, 201 8, for the construction, operation and maintenance of the stormwater control measures
(SCMs), built -upon areas, as well as the storinwater collection system and/or Vegetated conve.=ance
system associated with the subject project. Please add the attached plans to the pl,eviously approved pl an
set. Please replace the previous applicatioj7 (SWU-101), srrppleMeMS, and o>erati011 aril M(Iinlenance
u�,-eement with the attached modified versions.
'['his permit. shall be effective from the date of issuance until September 10, 2020 and shall be subject to
the conditions and limitations as specified therein. and does not supersede any other agency permit that
may be required. Please pay special attention to the permit condliions regarding the operation and
maintenance of the SCMs, stormwater collection system, and/or vegetated conveyances; the limitation of
built -upon area; modification of the project; the procedures for changing ownership of and/or transferring
the permit; and the need to renew the permit. Please also pay attention to the permit conditions that
requires the recordation of deed restrictions and protective covenants, easements, and the maintenance
agreement, which must all be provided along with cenifieatiorn upon completion of the project, Failure to
comply with these requirements will result in future compliance problems.
[)lease refer to Atlachment 1 for a detailed description of the current proposed major modification and a
list of all the past modifications approved during the effective period of the permit.
]f any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a �vritterr petition with the Office of Administralive I-learings
(OAH). 'fhe written petition artist conform to Chapter 150B of the North Carolina General Statirtes and
must be filed with the 0AI1 Within thirty (30) days of receipt of ibis permit. You should contact the 0AI-1
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, NIC 27699-6714, or via telephone at 919-43 l -3000, or visit their
website al www.NCOA11com. Unless such demands are made this permit shall he final and binding.
Stale �f Nait}}Carolina I ErjVit Orrr11tn17{ QlaLdit+, I Enemyh4uurat mtd L.ano R sources
Wilmiltgton Rryionni Otric'. 1127 Cardinal M`klc Gxlrnninn I Vditntirx tun, KC 2,A05
90 796 7:!i 5

`a
State Storfnw jtcr Permit No. SW8 080740
Paee 2 of 2
If VOLT have arty questions; or need additional infoI-]natioti concerning this matter, please contact Christine
Hall irr the Wilmington Regional Off ice; ai [phone]
Sincerelv
j(:, William E. (Tab) Vinson; Jr'.; TES Cf'1 SC CI'rt-]; Inlerun Director
Division of €;clergy, Mineral and € and Resources
Enclosures: Atiachment A — Cenification Forms
Attachment 1 — Permirting History
GDS/canh: I11SIcrmwaierlYernits k PTo.jcclQ00810807401-I012018 04 ;.re;rnit OSC7,10
cc: riMeredith Cutchin. PE: NAVFAC l lidlant. _k,1C JPT
Wilmington Regional Office Stonnwate File
Statc of North Carolina 1 'Dnriu-onmenial Qualitk- I Energy, plincra! and Land hrsources
"Ohninytun kryiorial Oftice i Q7 Cardinal Drier L+;tcnsio>> I %Yilarinyruri. NC 25405
111Q 796 7217

State Stormwater Management
Permit No. SIN8 080740
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
I1111111:W21>1sl:2t►ilk",hWiTAIIJ;1: [•'�il�:���><: ;lLe3:1�1 E•yVr'>��a�l�i]'i��] �bIm
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
US MCB Camp Lejeune
Field Medical Services School and Bachelor Enlisted Quarters at Camp Johnson
the vicinity around Company E Street, Camp Lejeune, Onslow County
FOR THE
construction; operation and maintenance of one (1) constructed wetland, one (1) sand filter, and
three (3) wet ponds (:'stormwater control measures or °SCMs") as well as one (1) area of 24% low
density (the "low density area") and one (1) area of redevelopment (the "redevelopment area') in
compliance with the provisions of Title 15A NCAC 2H .1000 as amended by Session Law (SL) 2008-
211 and as subsequently amended on January 1, 2017 (2017 Rules) (the "stormwater rules") and the
approved stormwater management plans: application, supplement(s), specifications; and other
supporting data (the "approved plans and specifications') as attached and/or on file with and
approved by the Division of Energy, Mineral and Land Resources (the "Division" or :'DEMLR') and
considered an enforceable part of this permit.
This permit shall be effective from the date of issuance until September 10, 2020 and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the management and volume of stormwater
described in the approved pl and specifications. The maximum amount of built -upon area (BUA)
allowed for the entire project is 340,287 square feet.
2. The redevelopment portion of this project is exempt from State Stormwater permitting
requirements under the following conditions: 1) The project must be constructed as shown on
the plans submitted to this Office; 2) the proposed redeveloped BUA of 29,302 square feet does
not exceed the existing BUA of 88,759 square feet; and 3) The proposed stormwater control
(vegetated sheet flow, vegetated swales, and a piped collection system) provides equal
protection of surface waters as the existing stormwater control (vegetated sheet flow and a
piped collection system).
The low density area must not exceed 24% per the requirements of the stormwater rules.
Within this low density area this permit covers the construction of a total of 12,266 square feet of
proposed BUA. This permit does not provide any allocation of built -upon area for future
development within this low density area.
Page 1 of 5

State Stormwater Management
Permit No. SW8 080740
4. The low density area has maximized dispersed flow of stormwater runoff through vegetated
areas and minimized the channelization of flow. Stormwater runoff that could not be released as
dispersed flow may be transported by vegetated conveyances with minimum side slopes of 3:1
(H:V) designed to not erode during the peak flow from the 10-year storm event as defined in the
stormwater rules and approved by the Division.
5. Within the low density area, no piping shall be allowed except those minimum amounts
necessary to direct stormwater runoff beneath a BUA such as a road or driveway when it cannot
be avoided.
6. The drainage areas for the on -site stormwater systems will be limited to the amounts of built -
upon area indicated in this permit and the approved plans and specifications. The runoff from all
built -upon area within the permitted drainage areas of this project must be directed into the
permitted stormwater control measures. The stormwater control measures labeled Wetland 1
Sand Filter 1, Pond A, Pond B, and Pond C have been designed Using the runoff treatment
method to handle the runoff from 124,078, 33;809, 55;642; 51,560, and 32,508 square feet of
built -upon area; respectively. The built -upon area for future development within these drainage
areas is limited to 61,622, 4,000, 1,500, 14,000, and 4.750 square feet; respectively.
7. Where a project or lot is located within CAMA's Area of Environmental Concern (AEC), the
Division of Coastal Management (DCM) may calculate a different maximum built -upon area
based on CAMA regulations. The more restrictive BUA limit of DCM or DEMLR will apply to the
project.
A 50-foot wide vegetative setback must be provided and maintained adjacent to all surface
waters; measured horizontally from the normal pool elevation of impounded structures, from the
top of bank of each side of streams or rivers; and from the mean high waterline of tidal waters,
perpendicular to the shoreline in accordance with the stormwater rules and the approved plans
and specifications. Within the low density area, ail stormwater runoff, including roof drains, shall
be released as dispersed flow no closer than at the edge of the vegetated setback and shall not
be piped into or through the setback.
9. The stormwater control measures are permitted based on the design criteria presented in the
supplements and as shown in the approved plans and specifications. These stormwater control
measures must be provided and maintained at the design condition. The approved supplements
are incorporated by reference into this permit.
10. Within the constructed wetland drainage area, which is subject to Session Law 2008-211, all
runoff being directed into wetlands shall flow into and through those wetlands at a non -erosive
velocity.
11. Within the areas subject to the 2017 rules, the peak flow from the 10-year storm event shall not
cause erosion downslope of the stormwater outlet discharge point.
12. Decorative spray fountains will be allowed in the wet ponds if documentation is provided
demonstrating that the proposed fountain will not cause resuspension of sediment within the
pond or cause erosion of the pond side slopes.
13. When using a wet pond for irrigation, it is recommended that some water be maintained in the
permanent pool, the vegetated shelf is planted with appropriate species that can handle
fluctuating conditions; and human health issues are addressed.
14. The SCM landscape planting plan shown in the approved plans shall be followed in its entirety
during construction. After the plants are established, the operation and maintenance agreement
must be followed.
15. The sand filter shall be maintained in a manner that results in a drawdown of at least two inches
per hour at that sand surface.
Page 2 of 5

State Stormwater Management
Permit No. SW8 080740
16. The level spreaders and vegetated filter strips shown on the plans are not required by the
Division and have not been demonstrated to meet the State Stormwater BMP design
requirements and therefore are not considered a part of the approved state stormwater
treatment system. These additional measures are incorporated only by reference and are not
enforceable parts of the permit
II. SCHEDULE OF COMPLIANCE
The project and SCM(s) shall be constructed; operated and maintained in accordance with the
conditions of this permit and the approved plans and specifications.
2. The on -site stormwater system shall be entirely constructed, vegetated; and operational prior to
the construction of any development within the drainage area; per the approved plans and
specifications.
3. During construction, erosion shall be kept to a minimum and any eroded areas of the on -site
stormwater 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.
4, All stormwater control measures, stormwater collection systems vegetated conveyance systems,
and/or maintenance accesses must be located in public rights -of -way; dedicated common areas
that extend to the nearest public right-of-way: and/or permanent recorded easements that
extend to the nearest public right-of-way for the purpose of inspection, operation, maintenance,
and repair.
5. The permittee shall provide and perform the operation and maintenance necessary, as listed in
the signed Operation and Maintenance Agreement to assure that all components of the
permitted on -site stormwater system functions at the approved design condition. The approved
Operation and Maintenance Agreement is incorporated by reference into this permit and must
be followed in its entirety and maintenance must occur at the scheduled intervals.
6. The operation and maintenance agreement must be recorded with the Office of the Register of
Deeds.
7. Records of maintenance activities must be kept and made available upon request to authorized
personnel of the Division. The records will indicate the date; activity, name of person performing
the work and what actions were taken.
The final plats for the project must be recorded with the Office of the Register of Deeds. The
recorded plat must reference the Operation and Maintenance Agreement and must also show all
public rights -of -way, dedicated common areas, and/or permanent drainage easements, in
accordance with the approved plans.
9. The permittee is responsible for verifying that the proposed built -upon area for the entire project
does not exceed the maximum allowed by this permit.
10. Upon completion of the project; the permittee shall determine whether or not the project is in
compliance with the permitted plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the permitted plans, then
within 45 days of completion; the permittee shall submit to the Division one hard copy and
one electronic copy of the following:
i. The completed and signed Designer's Certification provided in Attachment A
noting any deviations from the approved plans and specifications. Deviations
may require approval from the Division;
ii. A copy of the recorded maintenance agreement;
iii. Unless already provided, a copy of the recorded deed restrictions and protective
covenants: and
iv. A copy of the recorded plat delineating the public rights -of -way, dedicated
common areas and/or permanent recorded easements, when applicable.
b. If the permittee determines that the project is not in compliance with the permitted plans,
the permittee shall submit an application to modify the permit within 30 days of completion
of the project or provide a plan of action; with a timeline: to bring the site into compliance.
Page 3 of 5

State Stormwater Management
Permit No. SW8 080740
11. No person or entity, including the permittee, shall alter any component shown in the approved
plans and specifications. Prior to the construction of any modification to the approved plans; the
permittee shall submit to the Director; and shall have received approval for modified plans:
specifications, and calculations including, but not limited to, those listed below:
a. Any modification to the approved plans and specifications; regardless of size including the
stormwater control 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 as reported in the approved plans and specifications.
d. Altering, modifying, removing; relocating, redirecting; regrading or resizing of any
component of the approved stormwater control measure; stormwater collection system
and/or vegetative conveyance system shown on the approved plan,
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement for BUA credit that was not included in the
approved plans and specifications.
g, The construction of any #57 stone area; public trails; or landscaping material to be
considered a permeable surface that were not included in the approved plans and
specifications.
h. Other modifications as determined by the Director.
12. 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 modified plans and certification in writing to
the Director that the changes have been made.
13. Prior to transfer of the permit, a file review and site inspection will be conducted by Division
personnel to ensure the permit conditions have been met and that the project and the on -site
stormwater system complies with the permit conditions. Any items not in compliance must be
repaired, replaced restored; or resolved prior to the transfer. Records of maintenance activities
performed to date may be requested.
III. GENERAL CONDITIONS
Any individual or entity found to be in noncompliance with the provisions of a stormwater
management permit or the requirements of the stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
The issuance of this permit does not preclude the permittee from complying with and obtaining
any other permits or approvals that are required for this development to take place, as required
by any statutes, rules; regulations; or ordinances; which may be imposed by any other Local,
State or Federal government agency having jurisdiction. Any activities undertaken at this site
that cause a water quality violation or undertaken prior to receipt of the necessary permits or
approvals to do so are considered violations of NCGS 143-215.1, and subject to enforcement
procedures pursuant to NCGS 143-215.6.
3. If the facilities fail to perform satisfactorily, the permittee shall take immediate corrective actions.
This includes actions required by this Division and the stormwater rules such as the construction
of additional or replacement on -site stormwater systems. These additional or replacement
measures shall receive a permit from the Division prior to construction.
Page 4 of 5

State Stormwater Management
Permit No. SW8 080740
4. 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 State Stormwater Request Form
for Permit Transfer or Permit Information Update, 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. Any ownership change including.
i. The sale or conveyance of the project area in whole or in part, except in the case of
an individual lot sale that is made subject to the recorded deed restrictions and
protective covenants;
ii. Dissolution of the partnership or corporate entity; subject to NCGS 57D-2-01(e) and
NCGS 57D-6-07:
b. Bankruptcy;
c. Foreclosure, subject to the requirements of Session Law 2013-121:
d. A name change of the current permittee;
e. A name change of the project;
f. A mailing address change of the permittee;
5. The permittee is responsible for compliance with al4 terms and conditions of this permit until the
Division approves the transfer request, Neither the sale of the project, in whole or in part; nor
the conveyance of common area to a third party constitutes an approved transfer of the permit.
6. The permittee grants Division Staff permission to enter the property during normal business
hours to inspect all components of the permitted project.
7. The permit issued shall continue in force and effect until the permittee files a request with the
Division for a permit modification, transfer; renewal, or rescission; however; these actions do not
stay any permit conditions.
8. Approved plans; application documents: supplements, calculations, operation and maintenance
agreement, and specifications for this project are incorporated by reference and are enforceable
parts of the permit. A copy of this permit, application, supplements, operation and maintenance
agreement, and approved plans and specifications shall be maintained on file by the permittee.
9. Unless specified elsewhere, permanent seeding requirements for the on -site sormwater system
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 for cause as allowed by the
laws, rules, and regulations contained in Title 15A NCAC 2H,1000 and NCGS 143-215.1 et.al.
11. A permit renewal request must be submitted at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate application, documentation and the
processing fee as outlined in Title 15A NCAC 02H.1045(3).
Permit modified and reissued this the 4th day of May 2018.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
;,William E. (Toby Vinson; Jr., PE, CPESC, CPM, Interim Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 080740
Page 5 of 5

State Stormwater Management
Permit No. SW8 080740
Attachment A
Certification Forms
The following blank Designer Certification forms are included and specific for this project:
• As -Built Permittee Certification
• As -Built Designer's Certificabon General MDC
• As -Built Designer's Certification for Low Density Projects
• As -Built Designer's Certification for Wet Detention Pond Project
• As -Built Designer's Certification for Sand Filter Project
• Constructed Wetland Designers Certification
A separate certification is required for each SCM. These blank certification forms may be copied and
used, as needed, for -each SCM and/ot- as a partial cedification to address a section or phase of the
project.
Page 1 of 1

State Stormwater Management
Permit No. SW8 080740
,kS-13t;11.'1' I'I:R.-N71TTh:h: CL;RTWICA'TION
I hereby state that 1 ant the current herinittee for the project named above, and 1 certify by Iny signature below,
that the project meets the below listed final Sub.rnittal Requirements found in NCAC 021-1.1042(4) and the
terms, conditions and provisions listed in the permit documents, plans and specifications oil file with or provided
to the 0iyis1011.
Check here if this is a partial ccrtificalion. Sc4tion/phasclSCN1 ?:`)
Check here if this is pan of a Last Track As-lmih Package Submittal.
Printed Narne
C.olllttV Of'
Signature
a Notary Public in the Stttte of
do hereby certify That
personally appeared before nle this day of
and ackno« Iedge the due CSCClition of this as -built certiCcation. (S]EA L)
Wiiness my hand and official seal
Nly cornniissi(m expires
.20
Perinittee's Certification NCAC .1042(4)
Completed / i
Provided
N/A
A. DEED RESTRICTIONS / BUA RECORDS
I . The deed restrictions arld pl-mective coven lliLs have been recorded and
Y or N
Contain the necessary language 10 CllsurC that the pro.1cci is n)aintalnEd
consistent With the storinwater regulations and with the permit conditions.
2. A copy of the recorded deed restrictions and protective covenants has been
Y or N
provided to the Divislou.
3. Records which track the RtjA on each lot arc being kept. (Sce Note l)
Y or N
B. MAINTENANCE- ACCESS
1, The SCNIs are accessible for inspection; maintenance and repair. j
Y or N
2. The access is a minimum of 10 feet ,vide.
Y or N
_ _
3. The access extends to the nearest public right-of-way. �
Y or \
C. EASEMENTS
1. The SCIMs and the componcnts of the runoff collection / conveyance system
Y N
are located in recorded drainage easements.
or
2. A copy of the recorded plat(s) is provided.
N
[ Y or-F
��
D. SINGLE FAMILY RESIDENTIAL LOTS - Plats for residential lots that
Y or N
�.
have an SCM include the following-
l . The specific location of the SCN'I on the lot.
' Y or N
�
2. A typical detail for the SCN•I.-
Y or N
i
3. A note that the SCN9 is required to meet Stormwater regulations and that. the
lot owner is subject to enforccinent action as set forth in NC(iS. 143 Article
Y or N
21 if the SCM is removed, relocated or altered without prior approval.
E.. OPERATION AND MAINTENANCE AGREEMENT
Y or -N
1. The O&M Agreement is referenced on the final recorded plat.
Y or N
2. The 0&.-M Agreement is recorded with the Register of Deeds and appears in
1
the chain of title.
Y or N;
}
Ft OPERATION AND MAINTENANCE PLAN — maintenance records are
y N
being kept in a known set location for each SCM and are available for review.
or
G'. DESIGNER'S CERTIFICATION FORM.- has been provided to the
Division.
Y or N
Note1- Acceptable records include ARC approvals, as -built surveys, and county tax records.
Page 1 of 12

State Stormwater Management
Permit No. SW8 080740
Provide an explanation for every requirement that was not met. and for every `NIA` below. Attach
additional sheets as needed.
Page 2 of 12

State Stormwater Management
Permit No. SW8 080740
AS-1ihlLT DE1SIC;NFWS CERTIIACATION GENERAL NIDC
I hereby state that 1 am a licensed professional and I certify by lily signature and seal below, that 1 have observed
the construction of the project named above to the best of`rny abilities With all due. care and diligcncc, and that
the project rnects the below listed General NIDC found in NCAC 021-1.1050 in accordance with the permit
documents, plants and specifications on file with or provided to the Division; except as noted on the "AS-
BU111T" drawings, such that the intent of the stormw-ater rules and statutes has been preserved.
Check here ifthis is a partial certification. Sect ion/phase/SCNt -=?
Check here ifthis is a part of a fast -Track As -Built Package Subrrlittal per .1044(3).
Check here if the designer did not observe the construction, but is certifying the project.
Check here if'pictures �)ftltc SCN,1 areproyidal.
Printed Name
NC Registration Number'
SE'AI_.:
Sigirattu-c
Date
Consultant's Nhiiling Address:
Cite/State/%11'
t'hone `umber
Consultant's ('mail address:
C0 Circle N if the as -built value differs from the flan. IfN is circled, provide an explanation on Page 2.
0N/i3 = not evaluated (provide explanation on page 2) ON/A = not applicable to this SCNI or proliect.
Consultant's Certification NCAC .1003((3) & General MDC .1050
tOAs-built
ONCE
(IN/A
IA. TREATMENT REQUIREMENTS
l . The SCN,l achieves runoff treatment. Y or N
2. The SCNI achieves runoff'volumc snatch. Y or N
.
3. Rtnloff front offsite areas and/or existing 131JA is bypassed. Y or N
4. Runoff from offsitc areas and/or existing BIJA is directed into
Y or N
the permitted SCM and is accounted for at the full build -out
potential.
5. The project controls runoff through an offsite permitted SC\1
Y or N
that meets the requirements of the N1 DC.
6. The net area of new RUA increase for an existing project has
Y or N
been .accounted for at v the appropriate design storm leel.
7. The SCN,t(s) rnects all the specific minimum design crileria.
Y or N
B. VEGETATED SETBACKS / BUA'
1. The -width of the vegetated setback has been measured From
Y or N
She normal pool of impontnded waters, the N1lJW line official
waters. or the top of bank of each side of rivers or streams.
2. The vegetated setback is niaint<iined in grass or other
Y or N
vegc(at ton.
3. BUA that meets the requirements of NCGS 143-214.7 (1)2)(2)
Y or N
is located in the setback.
4. BUA that does not inect the requirements of NCGS 143-214.7
Y or N
(1)2)(2) is located within the setback and is limited to:
a. Publiely funded linear projects (road; green"vay sidewalk)
h. Water -dependent structures
c. Nlinimai footprint uses (utility poles, signs, security
lighting and appurtenances)
5, Stormwater that is trot treated in an SCN4 is released at the
Y or N
edge of the setback and alloyed to flow through the setback as.
dispersed floe'.
Page 3 of 12

State Stormwater Management
Permit No. SW8 080740
(DAs-built
ON/E
(INIA
C. STORMWATER OUTLETS —the outlet handles the peak flow
Y N
from the 10 ear storm with no downslo e erosion.
or
1). VARIATIONS
1_ A variation (altcrn,nive) from the stornnvater rule pro�isions
I
has been implemented.
O1
2. The variation provides equal or better stormwater control and
Y
cclual or better prolcclion of surface waters.
or
I:. COMPLIANCE WITH OTHER REGULATORY
Y N
PROGRAMS has been met.
or
1
IT. SIZING -tlte volume of the SCM takes the runoff from all
surfaces into account and is sufficient to handle the required storm
Y or N
-de th.
G. CON'TAMINATED SOILS — infiltrating SCM's are not located
Y or N
in or on areas with contaminated soils.
II. SIDE SLOPES
1. Vegetated side slopes are no steeper than 31-1:1V,
i Y or N
2. Side slopes include retaining walls, gabion walls, or other
Y or N
surfaces that are steeper than 31-1:1 V.
3, Vegetated side slopes are sleeper than 31-1:1 V (provide
Y or N
supporting dOCLIMC[ltS for soils and velretation).
1. EROSION PROTECTION
1. The inlets do nol cause erosion in the sc.%'l.
Y or N
2. The ourlCt dOCS 1101 MISC erosion downslope of the Cllscharge
Y or N
point during the peak flow from the 10 Year storin.
.I.. EXCESS FLOWS — An overflow / bypass has been provided.
Y or N
�
K. DFWATERING — A method to drawdown standing water has
Y or N
been provided to facilitate maintenance and inspection.
L. CLEANMIT AFTER CONSTRUCTION — the SCM has been
Y or N
cleaned out. and converted to its approved design state.
M. MAINTENANCE ACCESS
1. The SCM is accessible f-or maintenance and repair.
Y or N
2. The. access does not include lateral or incline slopes >3:1.
Y or N
N. DESIGNER QUALIFICATIONS (FAST -TRACK PERMIT) —
The designer is licensed under Chapters 89A, 89C, 89E, or 891- of
Y or N
the General Statutes.
Provide an explanation for every MDC that was not met, and for every item marked "NIA or "WE",
below. Attach additional pages as needed:
Page 4 of 12

State Stormwater Management
Permit No. SW8 080740
AS -BUILT DICSk,'NEWS CERTIFICATION FOR LOW DEINSITY PROJECTS
I hereby state that 1 am a licensed professional and I certify by my sienaturc and seal below that I have observed
the construction of the low density project named above io the best of my abilities with all due care and
diligence; and that the project meets all of the N1DC found in NCAC 0211.1003 and is consistent with life permit
dOCnmenls, plans and speciflCations on file with or provided to the Division, except as noted on tho "AS-
IWIL T" drawings, such that the intent of the siormwater rules and the general statutes has been preserved.
Check here if this is if partial certification. Section or phase?
Check here ifthis is part ofa Past -Track As -Built Package Submittal per .1044(3),
Check here if the Designer did not observe the construction but is certifying the project.
Check here if pictures of the project are provided.
Printed Name Signature
NC Registration Number
S EA t.:
Date
Consultant's %lailing Address:
City/State/LIP
I'hone Number
Consultant's Email Address
O Circle N ifthe as -built value differs from the flan/Permit. If N is circled, provide an explanation on page 2.
0N/1 = not evaluated (provide explanation on page 2) OO N/A = not applicable to this proiect / plan.
Consultant's Certification (.YIDC .1003) 1
CAs-built
ON/1-1
Oa N/A
A. Project Density and Built -Upon Area
j
1. The project has areas of high density based on natural drainage
y N
area boundaries. variations in land use or construction phasing.
or
2. The project's built -upon area does not exceed the maximum limit
Y N
specified in the permit.
or
B. Dispersed Flow — the project maximizes dispersed flow through
y N
vegetated areas and minimizes channelized flow.
or
C. Vegetated Conveyances
I. Stonmwater that is not released as dispersed flow is transported
by vegetated convevances.
Y or N
2. The project has it minimal amount of non -vegetated conveyances
Y N
to reduce erosion.
or
3. Other than minimal piping under driveways and roads, no piping
y N
has been added beyond what is shown on the approved plans.
or
4. Side slopes are no steeper than 31-1:1 V.
Y or N
5. The conveyance does not erode in response to the peak flow from
Y N
the 10 vear storm.
or
D. Curb outlet systems - the project uses curb & gutter with outlets to
y N
IL
grassed swales or vegetated areas that meet the following criteria:
or
I_ The Swale or vegetated area can carry the peak flow from the 10
storm at a non -erosive velocity.
Y or N
2. The longitudinal slope of the swale or vegetated areas does not
Y N
exceed 5%.
or
3. The Swale has a trapezoidal cross-section and a minimum bottom
y or N
width of two feet.
4. The minimum length of the swalc or vegetated area is 100 feet.
Y or N
j
5. Side slopes arc no steeper than 31 I:1 V.
Y or N
6. The project utilizes treatment swales designed per Section .1061
I Y
n lieu of the curb outlet system requirements.
r r
Page 5 of 12

State Storrnwater Management
Permit No. SW8 080740
T As -built I ON/E I. OQ N/A
E. Veactated Setbacks
1. The width of the vegetated setback is 50". I Y or N ! k
2. The ,xidt h of the vegctated sciback has been measured from the I '
normal pool of impounded waters. the N11-1W line of tidal waters, Y or N
or the top of bank of each side of rivers or streams.
3. The vegetated setback Is maintained Ill .grass or other vcgetatlon. j Y or N
4. BUA that meets the requirements of NCGS 143-214.7(b2)(2) is Y
N ' I
or
located III the setback.
5. RUA that does NOT meet the requirements of NCGS 143-
214.7(b2)(2) is located within 111C setback ;Ind is lirnitcd to:
a. Publicly funded linear projects (road, grcenway. or sidewalk)
Y N
b. 11 aler dependent structures
or
c. Minimal footprint uses such as poles, signs, utilit.,
appurtenance,_ and security lights.
G, The amount of HUA within the setback is rnininlired and
N
i
channeling of tltc runoff firorn the B11TA has been avoided.
or
7. Stormwater is nal discharged (via swale or pipe) through a
vegetated setback. Storniwatcr is released at the edge of the
� �
setback .Ind allowed to flow through the setback as dispersed
or
flow.
F. Outlets — stormwater outlets do not Cause erosion downslope of the
discharge point during the peak flow from the 10 year storm.
Y or N
1
G. Variations — the project has variations from the MDC that were not
I Y N
previously approved. (Modification may be required)
or
H. Deed restrictions (if required) _ are recorded and ensure that the
project and the`BUA will be maintained in perpetuity consistent with
Y or N
the permit, approved plans ands ecifications.
1. For Subdivisions Only (Residential or Commercial)
f
I . "file number of platted lots is consistent with the approved plans.
Y or N
2. The project area is consisle111 with the approved plans.
Y or N
3. The layout of the lots and streets is consistent with the approved
I Y
N
plarl.
or
�-
4. The �vidffi / radius of'strects, paved accesscs,cut de -sacs and
N
sidewalks is consistent with the approved plan.
or
5. No pipin& other than those minimum a1110LIMS ❑UdCd Linder a
Y
driveway or under a road, has been added.
or N
6. The lot grading, road grading, vegetated conveyances. piping,
Inverts, and elevations are consistent Willi the approved plans.
or \'
Provide an explanation for every MDC that was not met; or for every deviation from the permitted
condition below:
Page 6 of 12

State Stormwater Management
Permit No SW8 080740
AS -BUILT I)h:Sl(:Nh:lt'S CERTIFICATION FOR WEA' DF.TFN'TION POND PI OJEICT
I hereby state that 1 am a licensed professional and I certify by my signature and sets] belokN,. that I have Observed
the construction of the project named above to the best of Iny abilities with all due care and diligence, and that
the project Itlects all of the \1] )C found in NCAC 021-1.1053, in accordance with the permit docuincnts, plans
and specifications on file with or provided to the Division, except as noted on the "'AS-BUIL`f" drawings, such
that the invent of the storinwater roles and the general statutes has been preserved.
Check here if this is a partial certification. Section/phase/SCM
Check here if this is part of a fast -Track As -Built Package Submittal per .1044(3).
Check here if the Designer did not observe the construction, but is certifying the project.
Check here if pictures of the SC.N,I are provided.
Printed Nanie
NC Registration :N'uniber
SFAL:
Signature
Date
Consultants llaihrl2 lddress:
City/state/ZI i,
Phone N-tirilber
Consultant's Gmail address
i0 Circle N if the as -built value differs from the Planlperrnit. If N is circled, provide an explanation on page 2
ON113 = not evaluated (provide explanation on page 2) 03 N/F1 —riot applicable to this project or SCN,I.
This CCr'liftCaliorl must be completed in conjunction with the Gencral N,lDC certification sender NCAC 021-1.1050
Consultant's Certification (MDC .1053)
O)As-bullt
02 'N' F
03 N/A
A. Forebay / Depths / Fountain
I . The available Sediment storage is consistent with [lie approved
Y N
plan and is a iniltiluuill of'6 in.
or
2. Water flow over the forebay berm into the main pond occurs at a
non -erosive velocity.
Y or N
l
3. The provided horebav Volume is 15%-20% of the main pool
Y
volume.
or
_
4. The Forebay entrance elevation is deeper than the exit elevations
Y
illto the pond.
or
5. The Average Designs Depth of the main pond below the
permanent pool elevation is consistent with the permitted value`?
Y or \;
6. Fountain documentation is provided.
Y or N
13. Side slopes / Banks / Vegetated Shelf
1. The width of the t,egetated Shelf is consistent withtile approved
Y
plans and is a Inillinlunl of'6 feet.
orN�
2. The slope of the Vegetated Shelf is consistent with the approved
Y N
plans and is no steeper than 6: 1.
or
C. As -built Main Pool / Areas / Volumes / l'levations
1. I he permanent pool surface area provided is consistent with the
Y N
permitted value_
or
2. The "Temporary Pool Volume provided is consistent with the
y N
permitted value.
or
3. The permanent pool elevation is consistent ,viih the permitted
Va1UC.
Y or N
�I
�
4. The temporary pool elevation is consistent with the permitted
value.
or
Page 7 of 12

State Stormwater Management
Permit Nc SW8 08074C
OAs-built1
O2 N/E
OO NIA
D. Inlets / Outlet / Urawd_own
1. The design volume draws down in 2-5 days. Y or N
2. The size of the Orifice is consistent with the permitted valtic. Y or N
3. A trash rack is provided on the outlet structure. Y or- N
4. I lydrologic impacts to the receiving cflannel are minimized from Y or N
the 1 yr 24 hr storm discharuc?
5. The infers and the outlet location are situatcd her the approved Y or N
plan and avoid short-circuiting.
E. Vegetation
1 . The vegetated shelf llas bCell planted wilth a millilmlin of
dlVCrSC SpccIC5.
Or �I
2. The Vegetated shelf plant density is consistent with the approved �
plans and is no less than 50 plants per 20{1 sf or no less than 24 Y or N
inches on center.
Provide an explanation for every MDC that was not met; and for every item marked "NIA" or "WE"
below. Attach additional pages as needed:
Page 8 of 12

State Stormwater Management
Permit No. SWS 080740
AS -BUILT DE.SIC:N>• WS CERTIFICATION FOR SAND FILTER 1'It(.)JECT
hereby state that I am a licensed professional and 1 ccnify by my signature and seal below, that I have observed
the construction ofthe project named above to the best of my abilities with all dire care and diligence, and that
the project meets all ofthe N•IDC found in NCAC 02H.1056, in accordance with the permit documents, plans
and specifications on file with or provided to the Division, except as noted on the "AS -BUILT" drawings. such
that the intent ofthe siormwaler rules and the general Statutes has been preserved.
Check here if this is a partial c:crtification. Section/phtaselSCA-1 "}
Check here if this is part of a Fast -'['rack As -Built Package Submittal per .1044(3).
Check Isere if'tlte Designer did not observe the construction, but is certifying the projeet.
Check here if pictures ofthe SCN•1 arc provided.
Printed Name
NC Registration Number
N- L:
Sigrtaturc
DwQ
Consultant's Mailing Address:
City/State/% I }'
Phone Number
Consultant's 1.tnail address
(D Circle N if the as -built value differs from the Plan/permit. If-.N is circled; provide in explanation on page 2
ONIEL =not OWILMIcd (provi(Ie explanation on page 2) ON/n = not applicable to this project or SC:NI.
'this Certification must be completed in conjunction with the General N-iDC certification under NCAC 021+10O
Consultant's Certification (MDC .1056)
CDAs-built
®N/L
©NIA
A. Two -chamber s Lstem
I 1. Does the Sand Filter include a Sedinlent chamber and a Sand I
Y N I
I
I
chamber
or
2. The storage volume in each chamber is equivalent. f
Y or N
f
i 3. The incoming stormwater is evenly distributed across the surface of i
Y N
'
the sand. j
oi,
B. Volume / 1H:levations
l . The volume of water stored in the sediment chamber anti oil top of
t.11e sand in the sand chamber is at least 0.75 dines the treatment
Y or N
volume.
2. The cicvaiion ofthe bypass device is set at or above the ponding
Y N
depth associated with the storage volume.
or
3. The ponding depth above the sand surface is sip: Beet or less.
� Y or N
C. Sand Media / Drawdown / SFIWT
1. Does the sand media inect AS'1'N,I C33 or cquivalem?
Y or N
I 2. The depth of the sand media is consistent with the approved plates
� Y N
I
I
and slew and is a minininin of I K".
or
3. The depth of the sand media over the undcrdrain is consistent with
the approved plans and specs and is a inininiun of 12 inches.
N, or
_
4. The sand media provides a minimum drawdown of two inches per
Y or '
I
hour at the sand surface.
5. Open -bottom design — the minirmun separation to the Sl IWT at the
lowest point ofthe stand filter is consistent with the approved plans
Y or N
find specs and is a inInianurn of 2 feet.
6. Closed -bottom design — 1 hC itlllllmllr'It separation to the Sl IW"1 at
the lowest point ofthe sand filter is consistent with the approved
Y or N
plans and is a minimum of 1 foot,
7. At ]cast one capped clean -out pipe has been provided at the low
Y N1
I_. point of each underdrain.
or
Page 9 of 12

State Stormwater Management
Permit No. SW8 080740
Provide an explanation for every MDC that was not met, or for every deviation from the permitted
condition below:
Page 10 of 12

State Stormwater Management
Permit No SW8 080740
CONSTRUCTER) 1VETLAND DY.SICNVA'S CIAZ'I-IFICATION
P-828 Field Medical Services School Page 1 of 2
Stormwater Permit No. SW8 080740
Onslow Countv
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 11 of 12

State Stormwater Management
Permit No. SW8 080740
Certification Requirements:
Page 2 of 2
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 wetland zone elevations are per the approved plan.
6. The wetland is located per the approved plans.
7. A trash rack is provided on the outlet 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 wetland zone surface area and volume have been
provided.
12. Required drawdown devices are correctly sized and located per the approved
plans.
13. All required design depths are provided
14. All required parts of the system are provided.
15. The required number of wetlands plantings have been provided.
cc: NCDENR-DEMLR Regional Office
Page 12 of 12

Central Files: APS _ SWP
5/4/2018
Permit plumber SW8080740 Permit Tracking Slip
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
chrisline.hal€
Coastal SWRule
Coastal Stormwater - 2017
Permitted Flow
Facility
Status Project Type
Active Major modification
Version Permit Classification
1.30 Individual
Permit Contact Affiliation
Facility Name
MajorlMinor Region
Field Medical Services School and Bachelor Enlisted Quarters at Camp Johnson
Minor Witminglon
Location Address
County
Inl Of Co St F Co St D And Co St D Co St E
Onslow
Camp Lejeune
Owner
NC 23547
Owner Name
Commanding Officer Marine Corps Base Camp Lejeune
DateslEvents
Facility Contact Affiliation
Owner Type
Government - Federal
Owner Affiliation
Neal Paul
1005 Michael Rd
Camp Lejeune NC 1 28547252
Scheduled
Orig Issue App Received Draft Initiated
Issuance Public Notice issue
I
Effective I Expiration
8/22/2008 3/29/2018
514/2018
514/2018 911012020
Regulated Activities
Rertuested !Received Events
Slate Stormwater - Exempted
Additional information requesled
416118
Stale Stormwater - HD - Detention Pond
Additional information received
4124118
State Stormwater - HD - Sand filters
State Stormwater - HD - Wetlands
State Stormwater - Low Density
State Stormwater - Redevelopment
Outfall
Waterbody Name
Streamindex Number Current Class
Subbasin

c
State of North Carolina
Department of Environmental Quality!
Wilmington Regional Office
Roy Cooper, Governor Michael Reagan, Secretary
FAX COVER SHEET
Date: 5 — v�
FAX #: \r) -- H-r-:::)( - ---)R��
REMARKS:
No. Of Pages:
From: fie- k--Se a
NCDENR
FAX#: [phone]
127 Cardinal Drive Extension, Wilmington, N.C. 23405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmativc Action Employer

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
ENO TIME
PAGES SENT
STATUS
730 '
05,07 09:29
919104512927
8
05.07 09:29
05.07 09:31
8
OK
TIME :05-07-2018 09:31
FAX NO.1 :9103502004
NAME :Mainfax

State of North Carolina
Department of Environmental Quality
Wilmington Regional Office
Roy Cooper, Governor Michael Reagan, Secretary
FAX COVER SHEET
Date:, — No. Of Page:
To: L\��1`�c�, ��-`�C..�Lr� From: ��C_
NCDENR
FAX #: FAX#: 91 a-3So-2004
REMARKS: �`]`-�ry t e�",�
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
729
05.07 09:26
a 917573410322
8
05.07 09:26
05.07 09:27
0
0050
TIME :05-07-2018 09:27
FAX NO.1 :9103502004
NAME :Mainfax

MEMORY TRANSMISSION REPORT
TIME :05-07-2018 09:34
FAX NO.1 :9103502004
NAME :Mainfax
FILE N0,
731
DATE
05.07 09:33
TO
:n 917573410322
DOCUMENT PAGES
8
START TIME
05.07 09:33
END TIME
05.07 09:34
PAGES SENT
0
STATUS
0050 l

Hall, Christine
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Friday, May 04, 2018 10:52 AM
To: Hail, Christine
Subject: RE: [External] P1320: Updated SW and E&S Application Packages
Attachments: Sand Filter.pdf; Wet Pond C.pdf
Hello Christine,
Sorry for the typos, let me know if you need anything else!
Thanks,
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine [mailto:[e-mail]]
Sent: Friday, May 04, 201.8 10:07 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Nan-DoD Source] RE: [External] P1320: Updated SW and E&S Application Packages
Meredith,
I had a chance to look at the items and found just two small typos on the supplements that I was hoping you could fix
and e-mail to me. The first is on the sand filter tab: the volume of runoff from the DA during the design storm under the
sand filter MDC section (right hand column, #3) has an extra zero. The second is the average depth for Pond C list 55 ft
instead of 3.2 ft as previously reported.
Otherwise, it looks good.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall@ncdenr,gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:meredith.cutchin@navy. mil]
Sent: Monday, April 23, 2018 12:39 PM

To: Hall, Rhonda B <[e-mail]>; Hall, Christine <[e-mail]>
Cc: Towler, David W CIV MARFORCOM, I&E/PWD DESIGN <[e-mail]>; Weaver, Cameron
<cameron.weaver@ ncdenr.gov>
Subject: [External] P1320: Updated SW and E&S Application Packages
CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an
attachment to Report Spam _<mai Ito :[e-mail]>

9
is
EEC(" APR 2 4 2018
Response: Request for Additional Information
Stormwater Project No. SW8 080740
Field Medical Services School and Bachelor Enlisted Quarters at Camp .Johnson
1. 15A NCAC 02H.1000: There appears to be a sidewalk proposed on the north side of Company D
Street between Harlem Drive and Company F Street that is outside the drainage areas / projects areas
shown on the Post Exhibit. This sidewalk does not appear to be shown on the Pre Exhibit or the
demolition plan. Please confirm that all proposed improvements have been included and considered for
this project.
The above -mentioned sidewalk was added under the low density portion of this project.
A second small area of sidewalk (NW Corner of Wetlands BMP area) was added to the existing
wetlands BMP area. Some of this flow may bypass the Wetlands BMP, but some of it may also end up
flowing to the BMP. For this reason, this impervious area was subtracted from the future impervious
for that BMP.
2. 15A NCAC 02H.'1042(2)(a)(iv): The drainage area and built -upon area reported for the proposed
sand filter on the table attached to the application to replace Section IV.10 differs from the information
presented in the supplement and calculations. Please confirm the information is presented consistently
and accurately.
The drainage area and built -upon area for the proposed sand filter was corrected. All sheets were
checked to ensure consistency and accuracy.
3. 15A NCAC 02H.1056(1): The soils report and the provided MDC justification indicates that the
seasonal high water table (SHWT) will be 3 feet below the existing grade along the entire slope. The
existing elevations in the vicinity of the sand filter range from approximately 11 ft up to 15 ft, which
would put the SHWT elevation ranging from approximately 8 ft up to 12 ft. The bottom of the sediment
chamber is currently set at 13.1 ft while the bottom of the sand filter chamber is currently set at 11 ft.
Based on these elevations, it appears that the section of the sediment chamber that is proposed on the
existing elevation above 14.1 ft will have less than the required 2 ft separation (13.1 ft bottom elevation
— 2 ft SHWT separation + 3 ft depth to SHWT = 14.1 ft existing ground elevation). Similarly, the section of
the sand filter chamber that is proposed above the 12 ft existing elevation will have less than the
required 2 ft separation (11 ft bottom elevation — 2 ft SHWT separation + 3 ft depth to SHWT = 12 ft
existing ground elevation). This appears to result in a small portion of the sediment chamber and
approximately half of the sand filter chamber providing less than the 2 ft separation required for an
open sand filter. Please either provide a profile of the ground elevation, SHWT, and sand filter to
support that the 2 foot separation will be provided across the entire SCM or re-evaluate the orientation
and/or design of the sand filter.
The sand filter has been entirely redesigned to take advantage of the natural contours. This removes
any possible issues with separation from the SHWT. All sheets and exhibits have been redesigned to
reflect this.
4. 15A NCAC 02H.1042(2)(f) and .1056(2): Please provide additional calculations or stage storag�e,ta�bles�
to document the sediment chamber and sand filter chamber sizing reported in the supplement. 'r�►
®
APR 18
� 2 � 24

Additionally, the provided calculations report the bottom elevation of the sediment chamber (forebay)
® as 13.05 ft or 13 ft while the plans indicate the bottom elevation is set at 13.1 ft. Please ensure the
information is presented consistently between the application documents. Recommendation: Provide
two separate stage storage tables, one for the sediment chamber (forebay) and one for the sand filter
chamber.
The sand filter forebay is now at the same elevation as the sand chamber. This allows them to both be
exactly 50% of the total volume. Please see the revised calculations.
5. 15A NCAC 02H.1053(1): Pond A, B, and C: For each of these ponds, the third #1 item under the
wet pond MDC section of the supplement reports the total permanent pool volume, including both the
main pool and the forebay. Please only report the main pool volume in this third #1 item under the wet
pond MDC section of the supplement.
The forms were updated to reflect only the main pool volume in the third #1 item under the wet pond
MDC section of the supplement.
6. 15A NCAC 02H.1053(5)(a): Pond A: The calculations base the percent of forebay volume provided
against the total permanent pool volume provided (main pool and forebay). Please compare the forebay
volume against the main pool volume only. In comparing the provided forebay volume to the provided
main pool volume, it appears that the current forebay design will exceed 20% of the main pool volume
(2,769 / 13,233 * 100 = 20.9%). Please either reconsider the design or provide technical justification in
accordance with 15A NCAC 02H.1003(6) to demonstrate that the proposed design will provide equal or
better stormwater control and equal or better protection of waters of the State than the requirements
® of the MDC and that it will function in perpetuity. Please include an abbreviated version of this
justification in the additional information section of the supplement.
For Wet Pond A, the forebay volume is 20.9% of the main pool volume. Wet Pond MDC 5: Forebay,
states that the forebay volume shall be 15 to 20 percent of the volume in the main pool. The forebay
volume being 20.9% versus 20% is not substantial and will not create any difference in the
performance of Wet Pond A. Both the forebay and main pond areas of Wet Pond A are already
significantly oversized for the drainage area; the additional 0.9% volume in the forebay is not taking
any true needed volume away from the main pond or creating a short circuiting issue. If anything, Wet
Pond A having an additional 0.9% volume in the forebay will allow additional space for sediment and
allow for superior treatment.
8. 15A NCAC 02H.1053(5)(b): The inlet elevation to Pond A is listed as being set at 11 ft on sheet
CG-403 and 12 ft on CG-406, which is also the permanent pool elevation. Please confirm which is correct
and that the provided forebay entrances are deeper than the forebay exit.
The correct inlet elevation is now set at 10 ft for Pond A. Sheet CG-403 and CG-406 have been
amended for consistency and accuracy. Forebay entrances were verified to be deeper than the
forebay exits; this is reflected in the supplement forms.
9. 15A NCAC 021-1.1042(2)(g)(ii): Please provide dimensioned project or project phase boundary with
bearings and distances. A = ��>�V�
APR 2 4 20ia
BY:

r�
Bearings and distances have been added to the post developed exhibit.
10. 15A NCAC 02H.1042(3)(b): Under the Compliance with the Applicable Stormwater Program section
of the supplement, please identify the stormwater program that applies to this project. Based on the
permitting history and proposed changes, this review assumed the built -upon area is subject to the 1995
rules, Session Law 2006-246, Session Law 2008-211, and the 2017 rules while the SCM is subject to the
2017 rules.
It was assumed that the built -upon area is subject to the 1995 rules and the 2017 rules while the SCM
is subject to the 2017 rules.
. C1EIV� {
�� APR 2 4 2018

Hall, Christine
From: Hall, Christine
Sent: Thursday, April 12, 2018 12:29 PM
To: 'Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC'; Hall, Rhonda B
Cc: Towler, David W CIV MARFORCOM, I&E/PWD DESIGN; Durant, Maryann V CIV NAVFAC
MIDLANT, IPTMC; Scott, Georgette; Weaver, Cameron
Subject: RE: [External] P1320 SW & ES Permits- mod to SW8 080740
Meredith,
If you'd like an extension to return the requested information, that's fine. I will be on vacation starting 4/19 and will
return to the office on 5/1. Since I won't be able to review it until May ist, the requested information can be submitted
any time before May 1st.
Thanks for the e-mail
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [ma ilto:meredith.cutchin@navy. mil]
Sent: Wednesday, April 11, 2018 3:33 PM
To: Hall, Rhonda B <[e-mail]>; Hail, Christine <[e-mail]>
Cc: Towler, David W CIV MARFORCOM, I&E/PWD DESIGN <[e-mail]>; Durant, Maryann V CIV NAVFAC
MIDLANT, IPTMC <[e-mail]>
Subject: [External] P1320 SW & ES Permits- mod to SW8 080740
Hello Rhonda & Christine,
Due to the redesign of the BMP1: Sand Filter on this project, there will be changes to Skimmer Basin 1. This will require
changes to several plans, exhibits, calculations and supporting documentation for both the SW and E&S packages.
Christine, I know that you will be on vacation starting the end of next week, but if it is feasible, I would like to request a
week extension to April 23rd. This way I can Fed Ex all SW and E&S revised materials to you both at the same time and
review the materials a little more closely before I send them back to you. I understand that you will not be able to
review the final portions of this application until your return, but we are not in a time crunch to get the permits at this
point. If this is not acceptable, I can get the application materials back to you by April 16th and send Rhonda's updates a
few days later.

Let me know what you think.
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC MVant
757-341-0322

ROY COOPER
Governor
MICHAEL S. REGAN
Secr-elar-y
Energy. Mineral& WILLIAM E. (TOSY) VINSON, JR.
Interim Director
.Land Resources
ENVIRONMENTAL OLIALITY
April F, 2018 \\ ( [ ,,
N�ICH Camp Ujcunc�0. �VV�G�1 \ G� �C""��
Attn: Commanding OfflCeT
c/o Neal Paul, Deputy PubliC Works Officer
1005 Michael Road
Camp l,cjeunc, NC 28542
Subject: Request for Additional Information
Stormirvater Project No. S\N'8 080740
Field \ledical Services School and 13achelor Enlisted (quarters it Camp .lohnson
()nslow County
Dear Mr. Paul:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
tMariagement Permit Application for the subject project on March 29, 2018. A preliminary in-depth
review of that information has determined that the application is not complete and that additional
information is needed. To continue the review, please provide the following additional information:
VI 15A :NCAC 021-1.1000: There appears to be a sidewalk proposed on the north side of Company D
Street between Harlem [give and Company h Street. that is outside the drainage areas / projects
areas shown on the ]'cast Exhibit. This sidewalk does not appear to be shown on the Pre Lxhibit or
the demolition plan. Please confirm that all proposed improvements have been included and
considered for this project.
15A NCAC 021-1,1042(2)(a)(iv): ']'he drainage area and built -upon area reported for the proposed
sand filter on the table attached to the application to replace Section IV.10 differs from the
information presented in the supplement and calculations. Please confirm the information is
presented consistently and accurately.
,, 15A NCAC 021-1.1056(1): The soils report.and the provided MDC justification indicates that the
seasonal high water table (SI-11'4 T) will be 3 feet below the existing grade along the entire slope.
The existing elevations in the vicinity of the sand filter range from approximately I 1 ft up to 15
ft. which would put the SI WT elevation ranging from approximately 8 ft up to 12 It. The bottom
of the sediment chamber is currently set at 13.1 ft while the bottom of the sand filter chamber is
currently set at I 1 ft. (lased on these elevations, it appears that. the section of the sediment
chamber that is proposed on the existing elevation above 14.1 ft will have less than the required 2
ft separation (13.1 ft bottom elevation — 2 ft SHWT separation'- 3 ft depth to SI-IWT = 14.1 ft
existing ground elevation). Similarly, the section of the sand filter chamber that is proposed
above the 12 ft existing elevation will have less than the required 2 ft separation (1 1 ft.bottorn
elevation — 2 ft Sl- WT separation -t-3 ft depth to SI-IWT = 12. ft existing ground elevation). This
appears to result in a small portion ofthe sechinent chamber and approximately half of the sand
Filter chamber providing less than the 2 ft separation required for an open sand filter. Please
either provide a profile of the ground elevation.. SI-IWT, and sand filter to support that the 2 foot.
separation will be provided across the entire SCNI or re-evaluate the orientation and/or design of
the sand filter.
State of North Carolina I Environmental Quality I Energy. Mineral and Land Rcsourecs
Milmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC 28405
9t0 796 7215

Stale Stormwater Permit No. SW8 080740
Page 2 or')
4. 15A NCAC 021-1.1042(2)(0 and .1056(2)i ]'lease provide additional calculations or stage storage
tables to document the sediment chamber and sand Filter chamber sizing reported in the
supplement. additionally, the provided calculations report the bottom clevation of the sediment
chamber (forebay) as 13.05 ft or 13 Fi while the plans indicate the bottom elevation is set at 13.1
ft. Please ensure the information is presentee] consistently between the application documents.
hecoannaendation: Provide rat;o separate stage storage tables, one for the sediment chamber
(forebu}) clad one jot- the sand filter chamber.
V15. 15A NCAC 021-1. 1053(1): Pond A, 13, and C_ For each of these ponds. the third 4111 item under
the wet. pond \-iDC section of the suhpiernent reports the total permanent pool volume, including
both the plain pool and the forebay. Please only report the main pool volume in this third "1 item
under the ),vet pond I DC section of the supplement.
Ur 15A NCAC 021-1.1053(5)(a): Pond A: The calculations bike the percent of forebay volume
provided against the total permanent pool volume provided (main pool and forebay). Please
compare the forchay volume against the main pool volume only. In comparing the provided
forebay volume to the provided main pool volume; it appears that the current forebay design will
exceed 20% ofthe main pool volume (2,769 / 13,233 * 100 = 209%). ]'lease either reconsider
the design or provide technical justification in accordance with 15A NCAC 021-1.1003(6) to
demonstrate that the proposed design will provide equal or better stormwater control and equal or
better protection of waters of the State than the requirements of the IMDC and that it will function
in perpetuity. Please include an abbreviated version of this justification in the additional
information section of the supplement.
1/ 7. 15A NCAC 021-1.1053(5) and Page 9 of Chapter A-5 of the NC Design Manual: fonds A. 13, and
C: The berm separating the forebay and the plain pool of these ponds are set 0.5 11 higher than
the permanent pool elevation. Please either:
a. Set the weir at the permanent. pool clevation or no greater than I foot. below it; or
b. Reconsider the forebav permanent pool volume and the provided storage volume based
on the forebay inaintaining a water elevation 0.5 ft higher than the permanent pool.
VV 15A NCAC 021-1.1053(5)(b): The inlet elevation to Pond A is listed as being set at l I it on sheet
CG-403 and 12 fton CG-406, which is also the permanent pool elevation. Please confirm which
is correct and that the provided fbrebay entrances are deeper than the forebay exit.
✓J. 15A NCAC 021-1.1042(2)(g)(ii): Please provide dimensioned project or project phase boundary
with bearings and distances.
/LJ 10. 15A NCAC 021-1.1042(3)(b): Under the `'Compliance with the applicable Stormwater Program"
section of the supplement, please identify the stormwater program that applies to this project.
Based on the permitting history and proposed changes, this review assumed the built -upon area is
subject to the 1995 rules, Session Law 2006-246, Session Law 2008-2 11, and the 2017 rules
while the SCM is subject .to the 2017 rules.
1 1. Due to the potentially minor nature ofthese comments, the express additional inForniat.ion review
fee has been waived.
Please remember to confirm that anv revised information is presented consistently throughout the
application documents including calculations, supplements, narrative; and plans. Please also remember to
provide two hard copies of any updated documents per 15A NCAC 021-1.1042(2),
The requested information should be received in this Office prior to April 16, 2018, or the application
will be returned as incomplete. if the project is returned and you wish to re -submit to the Express
Program, you will need to reschedule the project through the l"Apress Coordinator for the next available
review date and will need to resubmit all required items at that time, including the application fec.
If additional time is needed to submit the requested information, please email your extension request,
prior to the original due date, to the Division at the email address provided below. The extension request
must include a justification and a dale of when the requested information will be submitted to the
Division, which shall be no later than 5 business days past the original due date Pleose remember that
extension requests delay the: issuance ojthe final hermit.
Statc of Forth Carolina 1 LnvironmentalQuality I Energy-NEncral and Land Resources
WiimingtwReglonaI Office 1127 Cardinal Drive Extension I Wilmingtun, NC 25405
910 790 215

State Storrwwaier Pcrrnit :No, SW8 ON0740
Page 3 of -
The construction of any impervious .surfaces, other than a construction entrance under an approved
Sedimentation I'�rosion Control Plan; is a violation of \CGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "1.ixpress" and reference the State assigned project number
on all correspondence. If you have any questions concerning this matter, please feel free to call the at
[phone] or email me at [e-mail].
Sincerely,
tea& Ok*,
Christine Hall
Fnvi ronmental 1ingirtccr
CiDSlcanh: I11Stonnwatcr\Pcrm1ts & 1'rojccts12008\080740 1-11)1201 8 04 addinfo 080740
cc:-Mercclith Cutchin. PE NAV AC Midlant, NIC HIT
Wilmington Regional Office Storm Water file
State of North Carolina I Envirornnrntal Quality 4 Energy. Mineral and Land Resources
Wihningrun Rcgkmal Offkc 1127 Cardinal briar f xiens#un I Wilrninyttxi, NC 28405
910 79fi 726

Hall, Christine
From: Hall, Christine
Sent: Friday, April 06, 2018 9:24 AM
To: `Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; David Towler
Cc: Weaver, Cameron
Subject: request for additional information - mod to SW8 080740
Attachments: 2018 04 addinfo 080740.pdf
Meredith,
Attached is a pdf of the request for additional information for the subject project. Since there are so many different
components to this project, I'm going to go ahead and start drafting the permit. I tried to make my review as complete
as I could but if I find something while I'm drafting the permit, I may send a follow up e-mail.
Let me know if you have any questions or concerns!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext
Wilmington, NC 28405
Nothing Compares,,,...
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

•
•
NCDEQ Stormwater
Permit Package Submittal
FOR
P-1320 BACHELOR ENLISTED QUARTERS
MCB CAMP LEJEUNE
OWNER:
COMMANDING OFFICER
MCB CAMP LEJEUNE, NC
IJ149VFMC
March 2018
NAVAL FACILITIES ENGINEERING COMMAND MID -ATLANTIC
Marine Corps IPT
Building Z-140, Room 104
9324 Virginia Avenue
Norfolk, VA 23511-3095i rz+}-�
r—, E —
BY:

C7
•
•
P-1320 BACHELOR ENLISTED QUARTERS
STORMWATER APPLICATION
'[ABLE OF CONTENTS
Section A: Application Documents
A-ppHcation C�k
S-a-ndill-er-S-upp4ement-&-M-aintenn-ce-Agree-me,nz �y
�137TG a � ��
Redevelopment Narrative
Minimum Design Criteria
Section B: Project Basis of Design
Section C: Maps
Section D: Storm Drainage Calculations
Water Quality Volume
Storm Calculations
Pond Routing
Section E: North Carolina P. E. Exemption Letter
Section F: Project Construction Plans
Section G: Project Construction Specifications
Section H: Exhibits
Pre -developed Drainage
Post -developed Drainage
Section I: Soil Report and Geotechnical Report

P1320 Redevelopment Narrative
The P1320 BEQ project will modify the existing SW8 080740 Permit in order to achieve stormwater
® permitting. The existing SW8 080740 Permit has one drainage area on which a wetlands BMP provides
twice the required treatment. The BMP has been oversized for a future BUA of 62,260 SF. Even with future
development, it is very unlikely that this drainage area will ever have that much additional impervious area.
The base and master plans show no plans to add additional impervious area here. This area was
overdesigned and treats runoff at a superior standard.
The P1320 project will add 4 new BMPs; 1 sand filter and 3 wet ponds. The sand filter will be designed to
meet the NCDEQ requirements of the 1.5" storm. The wet ponds will meet the NCDEQ requirements of the
1.5" storm and be oversized to treat the 95% storm (2.34"). The wet ponds will be used in combination with
level -spreader filter strips to help promote infiltration. Overall, the runoff that will flow to these 4 new
BMPs will be treated at. a very high standard.
It is proposed that runoff from the Vehicle Maintenance Facility Warehouse (VMFW) portion of the P1320
project not be treated since so much of the surrounding area has undergone redevelopment. The VMFW
area would add 9 302 5 of new impervious area. The following will be removing or has already removed
significant impervious areas:
1. M309, M316, M318 and M321 to be demolished as part of the_P_1320 project. This will remove
48,662 SF of buildings, sidewalk, a basketball court and gravel. The BEQ that is being built as part of
this project replaces these facilities.
2. 8,095 5F of gravel area along Harlem drive to be removed as part of P1320,
3. The steam plant on Harlem drive is to be demolished in the 4tar future. Demolition plans show that
this will remove over 15,000 SF of buildings and other impervious areas.
4. M621 and M622 were demolished near the north lot in 2015. This removed over 133,002 SF of
impervious area.
5. M520, M521 and M522 were demolished on the P1320 BEQ site in 2011. This removed
approximately 15,000 SF of impervious area.
�. 6. M619 and M620 were demolished where the North Lot will be constructed around 2000 resulting
in 4,000 00 SF of impervious area removal.
7. The master plan also shows that building M324, a 23,000 SF building adjacent to the VMFW is to be
demolished and become a green space.
• Several other buildings were demolished for the construction of Bradley Hall which was the original
project under the SW8 080740 Permit. Other nearby buildings have also been demolished in recent
years.
An exhibit and dated images from google earth support this narrative. In addition, structures that are being
demolished are typically 1 story and they are being replaced with 2 or 3 story structures.
The VMFW area is able to meet the definition of redevelopment because it does not result in an increase of
built upon area. The VMFW area has a smaller amount of impervious area then the 4 buildings that are
being demolished. Therefore, this project results in a lesser amount of runoff being discharged to the same
point. Additionally, this area of Camp Johnson is providing a level of stormwater control that is far greater
than it has historically, In the past, Camp Johnson had mostly used sheet flow and stormwater piping to
® convey stormwater. As redevelopment occurs, new projects have added stormwater treatment features,
swales and BMPs; thus, creating a greater level of stormwater control than existed in the past.

P1320 DEMOLITION - 56,757 SF
IF-
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`.: �2 GRAVEL - 8.095 SF
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•
0
P1320: Bachelor Enlisted Quarters
BMP 1: Sand Filter
Meeting the MDCs
Sand Filter MDC
SAND FILTER MDC 1. SHWT SEPARATION.
The minimum separation between the lowest point of the sand filter system and the SHWT shall be:
(a) two feet for open -bottom designs; and
Two feet of separation from the SHWT is given. See detail on C-605 and geotechnical report. The SHWT
was found to be 3' below existing grades. The sand filter was lined up with the existing grades to
maintain the minimum separation.
SAND FILTER MDC 2. TWO CHAMBER SYSTEM.
The sand filter shall include a sediment chamber and a sand chamber. Storage volume in each chamber
shall be equivalent.
Volumes are equal. See attached calculations.
SAND FILTER MDC 3. SEDIMENT/SAND CHAMBER SIZING.
The volume of water that can be stored in the sediment chamber and the sand chamber above the sand
surface combined shall be 0.75 times the treatment volume. The elevation of bypass devices shall be set
above the ponding depth associated with this volume. The bypass device may be designed to attenuate
peak flows.
BMP has been sized for the 1.5" storm. The WQV was then multiplied by 0.75. See attached calculations.
SAND FILTER MDC 4. MAXIMUM PONDING DEPTH.
The maximum ponding depth from the top of the sand to the bypass device shall be six feet.
The ponding depth is approximately 1.2' to the WQV. The depth from the sand surface to crown of the
pond is 3.3'. See attached calculations.
SAND FILTER MDC 5. FLOW DISTRIBUTION.
Incoming stormwater shall be evenly distributed over the surface of the sand chamber.
A rip rap berm is provided for even distribution. See plans.
SAND FILTER MDC 6. SAND MEDIA SPECIFICATION.
Sand media shall meet ASTM C33 or the equivalent.
Media is specified on Sheet C-605.

C7
SAND FILTER MDC 7. MEDIA DEPTH.
The filter bed shall have a minimum depth of 18 inches. The minimum depth of sand above the
underdrain pipe shall be 12 inches.
The Sand Filter bed is 12" deep and the filter bed is 20" deep as specified on C-605.
SAND FILTER MDC 8. MAINTENANCE OF MEDIA.
The sand filter shall be maintained in a manner that results in a drawdown of at least two inches per
hour at the sand surface.
The Sand Filter is to be maintained per the maintenance agreement.
SAND FILTER MDC 9. CLEAN -OUT PIPES.
At least one dean -out pipe shall be provided at the low point of each underdrain line. Clean out pipes
shall be capped.
Cleanouts are provided at the end of each underdrain as well as through the inlet structure. See plans.
= No
i

P1320: Bachelor Enlisted Quarters
BMP 2,3 & 4: Wet Pond A, B & C
Meeting the MDCs
WET POND MDC
WET POND MDC 1. MAIN POOL SURFACE AREA AND VOLUME.
The main pool of the wet pond shall be sized using either:
(a) The Hydraulic Retention Time (HRT) Method; or
(b) The SA/DA and Average Depth Method
The wet ponds were sized using (b) The SA/DA and Average Depth Method. See the attached
calculations.
WET POND MDC 2. MAIN POOL DEPTH.
The average depth of the main pool shall be three to eight feet below the permanent pool elevation.
The applicant shall have the option of excluding the submerged portion of the vegetated shelf from the
calculation of average depth.
Average depth was calculated using equation 2. See the attached calculations.
WET POND MDC 3. SEDIMENT STORAGE.
The forebay and main pool shall have a minimum sediment storage depth of six inches.
Wet Ponds are to be over -excavated 6" for sediment. See sheet C-606.
WET POND MDC 4. LOCATION OF INLET AND OUTLET.
The inlet and outlet shall be located in a manner that avoids short circuiting.
Ponds are long and irregularly shaped with the outlet and inlet at opposite ends to avoid short circuiting.
See sheet CG-406.
WET POND MDC S. FOREBAY.
A forebay that meets the following specifications shall be included:
(a) Forebay volume shall be 15 to 20 percent of the volume in the main pool;
(b) The forebay entrance shall be deeper than the forebay exit;
(c) The water flowing over or through the structure that separates the forebay from the main pool
shall flow at a non -erosive velocity; and
(d) If sediment accumulates in the forebay in a manner that reduces its depth to less than 75% of its
design depth, then the forebay shall be cleaned out and returned to its design state.
(a) Forebay volumes for Wet Pond B and C have been designed to be 15 to 20 percent of the
volume in the main pool. See the attached calculations. The forebay volume in Wet Pond A will be 20.9
For Wet Pond A, the forebay volume is 20.9% of the main pool volume. Wet Pond MDC 5: Forebay,
states that the forebay volume shall be 15 to 20 percent of the volume in the main pool. The forebay
APR 2 4 2018

�J
e
•

volume being 20.9% versus 20% is not substantial and will not create any difference in the performance
of Wet Pond A. Both the forebay and main pond areas of Wet Pond A are already significantly oversized
for the drainage area; the additional 0.9% volume in the forebay is not taking any true needed volume
away from the main pond or creating a short circuiting issue. If anything, Wet Pond A having an
additional 0.9% volume in the forebay will allow additional space for sediment and allow for superior
treatment.
(b) Water will enter each forebay primarily through a pipe that is closer to the bottom of the pond
the water will then have to flow over a shallow area that has been reinforced with rip -rap to exit the
pond. See sheet CG-406.
(c) The forebay and main pond are separated by a wide rip -rap to promote a low velocity flow.
(d) Sediment will be removed per the Wet Pond maintenance agreements.
WET POND MDC 6. VEGETATED SHELF.
The main pool shall be equipped with a vegetative shelf around its perimeter. The minimum width of
the vegetated shelf shall be six feet and the slope shall be no steeper than 6:1,
Main Pools of each Wet Pond have a 6' wide vegetative shelf with a 6:1 slope. See Sheets CG-406 and C-
606.
WET POND MDC 7. DRAWDOWN TIME.
The design volume shall draw down to the permanent pool level between 2 and 5 days.
The Wet Ponds will all draw down between 2 and 5 days. See Wet Pond Supplements for details.
WET POND MDC 8. PROTECTION OF THE RECEIVING STREAM.
The wet pond shall discharge the runoff from the one-year, 24-hour storm in a manner than minimizes
hydrologic impacts to the receiving channel.
The Wet Ponds will discharge to level spreader filter strips for the one-year, 24-hour storm in an effort
to promote infiltration and minimize impacts to the wetlands.
WET POND MDC 9. FOUNTAINS.
If fountains are proposed, then documentation shall be provided that they will not re -suspend sediment
or cause erosion in the pond.
No Fountains are proposed.
WET POND MDC 10. TRASH RACK.
A trash rack or other device shall be provided to prevent large debris from entering the outlet system
A grate inlet is at the top of the inlet structure; however, the ponds were modeled so that the 100 year
storm will not reach this inlet. See C-606.
WET POND MDC 11. VEGETATION.
The following criteria apply to vegetation in and around the wet pond:
-, '-`E
APR 4
by. — --- —:��

(a) The dam structure, including front and back embankment slopes, of the pond shall be vegetated
with non -clumping turf grass; trees and woody shrubs shall not be allowed; and
(b) The vegetated shelf shall be planted with a minimum of three diverse species of herbaceous,
native vegetation at a minimum density of 50 plants per 200 square feet of shelf area.
See sheets LP-105, LP-106 & LP-501.
•
;DECEIVE t
APR 2 4 2018 ��

•
•
E
SECTION B: Basis of Design

•
r11

\I
NAFFAC
Nava! Facilities Engineering Command
NAVFAC MID-ATLANM
Civil: BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project will consist of a 70,956 SF bachelor enlisted quarters (BEQ) and a 7,997 SF
combined vehicle maintenance facility/warehouse (VMFW). Parking lots and other
smaller structures will be constructed to support these two facilities. P1320 will be
constructed off of Harlem Drive along Company D and E Streets. The site surrounds the
existing Bradley Hall, building M508.
1.2 EXISTING CONDITIONS
The existing site is approximately 15 acres. Wetlands surround the perimeter of the
majority of the site. A 50' buffer will be maintained to protect the existing wetlands. Some
minimal disturbance to the buffer area may occur during grading. The site has moderate
to flat slopes and falls in the direction of the surrounding wetlands. Portions of the site
were previously developed; abandoned utilities and foundation features may still exist in
these areas. Some of the site is presently wooded; previously developed portions have
been cleared. The site is not in the 100-yr flood plain.
40 1.3 GEOTECHNICAL
See geotechnical report.
1.4 DEMOLITION
All trees and vegetation within the limits of disturbance will be cleared and grubbed as
needed. All abandoned utilities in the project limits will be removed. Disturbance will be
minimized and will only include areas needed to construct the site.
1.5 NEW SITE WORK
The project will construct a bachelor enlisted quarters for 396 people. Supporting facilities
will include a cleaning station, drying station, outdoor workout area, picnic shelter and a
lighted basketball court.
To support the BEQ, two personally owned vehicle (POV) parking lots will be constructed
to provide parking to students that will be staying in the BEQ. The POV lots will provide: 8
handicapped spaces, 266 POV spaces and 4 motorcycle spaces. The POV spaces will
be 9' wide by 18.5' long; handicapped spaces will have the same dimension with
additional adjacent space. The motorcycle spaces will be 4.5' by 18.5'. Typical drive
aisles will be 26' wide.
The project also constructs a combined vehicle maintenance facility/warehouse. The
VMFW will have its own 17 space, fenced parking lot as well as additional space to
accommodate deliveries to the warehouse portion of the building. Of the 17 spaces, 16
will be oversized 10' by 20' spaces with one 12' by 30' space to accommodate the large
vehicles that are utilized by the battalion. The vehicle maintenance portion of the building
Marine Corps IPT
P1320

0 ENAFFiAC
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
has been designed so that vehicles are able to drive through the building for more
efficient circulation.
The project will relocate the existing hand to hand combat shelter to the east of Bradley
Hall to make way for the parking lot. The project will also provide a 6' wide asphalt
jogging trail that connects the existing sections of trail. The project will thin a portion of
forested area to make room for a preventative medicine trail (PMT). The equipment that
is part of this trail will be installed by others.
Three wet ponds and a sand filter will treat stormwater from impervious surfaces. Wet
ponds will be used in conjunction with level spreader filter strips.
1.6 ATFP
Access control will be provided on Company E Street in front of the BEQ and near the
combined maintenance drive and sidewalk located at the rear of the building. The
standoff distance for the BEQ is 86'. An SBEDS blast analysis was completed at a
distance of 42' for the west wall that faces the parking lot. The analysis verified that this
distance is adequate for the required level of protection. See structural for additional
details.
ATFP standoff distance will not apply to the VMFW due to the low occupancy of the
building.
1.7 SUSTAINABLE DESIGN
The project is seeking to attain Green Globes certification.
1.8 WATER AND FIRE SUPPLY
An 8" water main will be extended from the side of building M508. A 4" line will provide
domestic service and a 6" line will provide fire flows. Two fire hydrants will provide
adequate service to the BEQ. A water permit will be attained.
1.9 SANITARY SEWER
The BEQ will be served by three 6" gravity sewer laterals. The VMFW will be served by
one 3" line. The 18" sanitary line that currently exists near the proposed VMFW will be
rerouted around the building. A sewer permit will be attained.
1.10 NATURAL GAS
Natural gas will be supplied to both the BEQ and the VMFW for heating purposes.
1.11 EROSION AND SEDIMENT CONTROL
Silt fence, diversion ditches, check dams, inlet protection and sediment traps and a
skimmer pond will provide phase I erosion and sediment control. Additional inlet
protection will be added in phase II. An erosion and control permit will be attained.
AM 1.12 ENVIRONMENTAL PERMITTING
Stormwater, Erosion and Sediment Control, Water and Sewer extension permits will be
required.
Marine Corps IPT
P1320

0 MNAFFAC
Naval Facilities Engineering Command
MAVFAC MID -ATLANTIC
2.0 STORM DRAINAGEISTORMWATER MANAGEMENT
2.1 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onslow County.
Sheet flow in combination with storm drains and roof drains will be used throughout the
site. All on site flow with the exception of the VMFW will be routed to the wet ponds sand
filter. The project is within a drainage basin which flows to the White Oak River. The
receiving stream is Scales Creek.
2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the proposed sand filter and wet ponds
with the exception of the VMFW area. Minimal curbing and storm sewer piping will be
used to promote surface flows.
Rainfall intensity values are taken from the NOAA Atlas for the location and are 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 Quality as follows:
Roofs, Inclined 1.00
Asphalt 0.95
Concrete 0.95
Lawns, sandy soil 0.15
Wooded 0.15
2.2 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
The sand filter and wet ponds will be constructed to provide the required water quality
controls in accordance with NCDEQs standards. The Sand Filter will be designed to
handle the 1.5° rain event. Wet ponds will be designed for the 95% storm event of 2.34"
per hour to satisfy NAVFAC LID requirements. Additionally, Wet ponds will be used in
conjunction with level spreader -filter strips to promote infiltration.
The basins will be designed for 90% TSS removal. The BMPs will reduce the 10-year site
release to at or below existing levels. The basins will be designed to safely pass the 100
year storm.
3.0 EROSION AND SEDIMENT CONTROL. MANAGEMENT
3.1 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 3 acres. All cut and fill slopes
will be 3:1 or flatter to avoid instability due to wetness. (NCSCC ESCM Std. 6.02)
Marine Corps IPT
P1320

ONAVFWo
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
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. Sod will not be used in the base
of the sand filters.
6. Erosion Control Matting: Provided in all new ditches and swales to maintain bank
stability.
7. Temporary Seeding: See Specifications.
3.2 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 sediment basins as indicated.
6. Clear and grub the site within the limits of disturbance.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
8. Install building pad, utilities and site work.
40 9, Finish slopes around building upon completion of rough grading. Leave slightly rough
and vegetate and mulch immediately.
10. Complete final grading for parking, drives and stabilize with gravel.
11. Complete final grading for the building.
12. Complete final grading of the grounds, topsoil critical areas and permanently vegetate
with sod, landscape and mulch.
13. After site is stabilized, remove all temporary measures.
3.3 MAINTENANCE PLAN
1. All erosion and sediment control practices will be inspected weekly and within 24 hours
of a 112-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.
3.4 VEGETATIVE PLAN
See specification Section 32 92 19 SEEDING and 32 92 23 SODDING.
-- End of Section --
Marine Corps IPT
P1320

11,
9
SECTION C: Maps
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SECTION D: Storm Drainage -Calculations
0

•
0

3/6/2018 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Tarawa Terrace, North Carolina,--•ti,
USA' s�
Latitude: 34.7346°, Longitude:-77.4008°
Elevation: 19.69 ft" �
source: ESRI Maps %10+-•
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnln, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps& aerials
•
0
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1
2
5 70 25 F50
������
100 200 500 1000
0.490
0.577
0.667 0.750 0.846 0.923
0.999 IF 1.08 1.17 11 1.25
5-min
(0.454-0.532)
(0.534-0.626)
(0.616-0.722) (0.691-0.811) (0.775-0.914) (0.843-0.998)
(0.907-1.08) (0.969.1.16) (1.05-1.27) (1.11-1.37)
0.783
0.923
1.07 1.20 1.35 1.47
1.59 1.70 1.85 1.98
10-min
(0.724-0.850)
(0.854-1.00)
(0.986.1.16) (1.10.1.30) (1.24.1.48) (1.341.59) I
(1.44-1.72) (1.54-1.85) (1.65-2.01) (1.75-2.15)
0.979
1 1.16
1.35 1.52 1.71 1.86
2.01 2.15 2.33 2.48
15-min
(0.906.1.06)
(1.07-1.26)
(1.25.1.46) (1.40-1.64) (1.57.1.85) (1.70.2.01)
(1.82-2.17) (1.94-2.33) (2.08-2.53) (2.20-2.70)
1.34
1.60
1.92 2.20 F 2.53 IF 2.80 IF
3.07 IF 3.35 IF 3.71 4.02
30-min
(1.24.1.46)
(1.48.1.74)
(1.77-2.08) (2.02.2.38) (2.32-2.73) 1 (2.56-3.03)
(2.79-3.32) (3.02-3.62) (3.31-4.03) (3.56.4.37)
1.67
2.01
2.46 2.86 I 3.37 3.80
4.23 IF 4.69 5.32 5.87
60-min
(1.55-1.82)
(1.86-2.18)
(2.27-2.66) (2.64-3.10) (3.09.3.64) 11 (3.47.4.11)
(3.84-4.58) (4.23-5.08) (4.75-5.78J (5.19.6.38)
2.03
3.09 3.66 4.44 1 5.12
F 5.83 IF 8.61 1 F-7-.7-178.69
2-hr
(1.87-2.22)
(2.27-Z7-2.88)
(2.84-3.36) (3.36-3.99) (4.04-4.83) (4.64-5.563)
(5.25-6.34) (5.91-7,18) (6.82-8.40) (7.62-9.49)
2.19
2.65
3.34 4.c) 4.90 5.72 1
F-r,.59 7.55 7 F-8-9-6-110.2
3-hr
(2.01-2.41)
(2.44-2.91)
1 (3.07-367) (3.65-4.38) 1 (4A5.5.36) 1 (5.15.6.25)
407 4,88 600 7.02
(5.90-7,19) (6.70-8.25) (7.86-9.81) (8.87.11.2)
8.12 9.34 11.1 12.8
322
H-h:r:]F-2.67
(244-2.95)
(2.95.3.57)
1 (3.71.4.51) (4.43.5.39) 1 (5.42-6.62) 1 (6.29-7.73)
(7.21-8.93) (821.10.3) (9.66-12.3) (10.9-14.1)
3.14
3.80
4.83 5.82 7.20 8.48
9.87 11.4 1 13.8 F 1
12-hr
(2.85-3.51)
(3.44-4,24)
1 (4,36-5.39) 1 (5.23.648) 1 (6.43-8.00) 1 (7.51-9.39)
(B.66-10.9) (9.92.12.6) (11.8-15.2) (13.4-17.6)
3,60
4.37
5.66 6.76 8.42 9.87
11.5 13.3 16.1 18.5
24-hr
(3,30-3.97)
1 (4,01.4.83)
(5.18-6.23) (6.16-7.43) 1 (7.60-9.24) 1 (8.83.10.8)
(10.2-12.6) (11.6-14.6) (13.8-17.7) (15.6.20.5)
4.19
5.07
6.51 7.75 9.64 11.3 l
13.1 15.2 18,4 21.1
2�ay
(3.82 4.63)
(4.63 5.60)
(5.92 7.19) (7.02.8.55) (8.68.10.6) (10.1-12.4)
(11.6-14.5) (13.2-16.8) (15.6 20,4 (17.7 23.6)
)
4.44
5.37
176.85-11 8.12 1 10.0 11.6
13.4 T 15.4 18.5 21.2
3-aay
(4.064.88)
(4.91.5.91)
1 (6.25-7.54) 1 (7.37-8.92) 1 (9.02-11.0) (10A-12.8)
(11.9.14.8) i (13.5-170) (15.9-20.5) (17.9.23.7)
4.69
5.67
7.20 T 8.48 10.4 12.0
13.7 IF 15.7 IF 18.7 11 21.2
4-day
(4.30.5.14)
(5.20.6.22)
1 (6.58-7.90) 1 (7.73-9.30) (9.38-11.3) 1 (10.8.13.1)
(12.2-15.1) (13.8-17.2) (16.1-20.7) (18.1-23.7)
6.45
6.57
F 8.26 IF 9.66 F 11,7 IF 13.4
15.2 IF 17.2 11 20.1 F 22.5
7�ay
(5.02-5.95)
(6.05-7.17)
1 (7.59-9.01) (8.85.10.5) (10.6-12,7) 1 (12.1-14,6)
(13.7-16.6) (15.3-18.8) (1T6-22.2) (19.4-25.0)
7.33
9.08 10.5 114
16I 18212
10-day
{5.65-6.66}
(6.77-7.99)
(8.37-9.89) (9.67-11.5) 1 (11.5-13.7) (13.1-15.7)
(14.6-17.7) (16.3-20.0) (18.6-23.3) (20.5-2fi.1)
8.17
9.73
11.8 33.6 16.0 18.1
20.2 22.5 25.7 28.3
20�ay
(7.fi0-B.82)
(9.06-10.5)
(11.0-12.6) (12.6-14.6) 1 (14.8-17.3) (16.6.19.5)
(18.4-21.9) (20.2-24.4) (22,8.28.0) (24.8-31.0)
10.0
11.9
14.3 16.2 18.9 21.1
23.3 25.5 28.6 31.1
30-day
(9.38-10.7)
(11,1-12.8)
(13.4-15.3) (15.2-17.4) (17.6-20.3) (19.5-22.6)
(21.4-25.0) (23.3.27.5) ( 25.8-31.0) (27.8-33.8)
12,6
14,8
-17.7 1 20.0 23.2 25.8
28.5 IF 31.3 35.2 11 38.3
=45-day
(11.8-13.5)
1 (13.9-15.9)
1 (165.5-19.0) (18.7-21.5) 1 (21.6-25.0) (23.9-27.8) ll.(26.2-30.7)
(28.6.33.8) (31.7-38.2) (34.1.41.7)
15.2
17.9
21.0 23.6 F 270 17 29.7
52- A I 35.1 38.8 41.6
60-day
{14.3-16.2)
{16.819.1)
(19.822.4) (22.1.25.1) 11 (25.2-28.7) (27.6-31.6)
(30_ 0-34i6)� (32.4-37.6) (35.4-41.8) (37.7-45.0)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower hound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https:tthdsc.nws.noaa.gov/hdsdpfds/pfcis_printpage.htrnl?tat=34.7346&lon=-77.4008&data=depth&units=english&series=pds#table 114

31612018
Precipitation Frequency Data Server
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•
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35
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1 2 5 10 25 so 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Mar 6 11:08 25 2018
Back to Too
Maps & aerials
Small scale terrain
PDS-based depth -duration -frequency (DDF) curves
Latitude 34 73460. Longitude -77 40081
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— 200
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Duration
54mn
— 2-day
— 10-min
--- 3-day
15- nwv
— 4-day
30 min
— 7-day
— 60-mrn
— 10-day
2�t
— 10-day
— J-ht
— 30-day
— 6-hr
— 45-day
— 124V
— 60-day
24-#x
https:!lhdsc.nws.noaa.gov/hdsdpfds/pfds_printpage html?lat=34.7346&Ion=-77 4008&data=depth&units=english&senes=pds#table 214

0 0 0

3/6/2018
Precipitation Frequency Data Server
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316/2018
Precipitation Frequency Data Server
•
•
•
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
N,2tional Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions? HDSC.QuestionsOmoaa.gov
Disclaimer
https,llhdsc.nws.noaa.gpvlhdscJpfdsfptds_pnntpage.html?lat=34.7346&ion=-77.40088data=depth&units=english&senes=pds#tabie 414

• P1320: AREA FLOWING TO SAND FILTER 1
•
•
sf
acres
Total Site
39,463
0.91
Buildings
0
0.00
Sidewalks
0
0.00
Parking Lots
29,809
0.68
Future Impervious
4,000
0.09
Total Impervious
33,809
0.78
Percent Impervious 1 85.67%
Coastal Counties: Nan -SA Waters- WQV Calculation
1.5" storm
1.5" of Rainfall
RV=0.05+0.9*IA
RV=0.05+0.9* (0.78/0.91)
0.8211
V1.5=3630*RD*Rv*A
V1.5=3630* 1.5*0.8211 *0.91
4050 *.75 WQV
3038 WQVadj
...................................................................................
POND AREA & VOLUME
Contour Elevation
Contour
Area
Incremental
Volume
Total
Volume
(CF)
13
2224
0
0
14
2856
2540
2540
14.2
2994
585
3125
15
3544
2615
5740
16
4289
3917
9657
16.3
5657
1492
11149
>3038 (WQVadj)
FOREBAY VS SAND FILTER VOLUME
Forebay is required to be at least 50% of the total volume.
Contour Elevation
Sand
Filter (CF)
Forebay (CF)
13
0
0
14
1270
1270
14.2
292
292
Total Volume:
1563
1563
Ratio of Total: 50.0% 50.0% > 50% OK
1.P' ;=
APR 2 4 2018
8 Y: - -� _U

•
•
CJ

u
•
l�
u
P1320: AREA FLOWING TO BMP 2 WETPOND A
sf
acres
Total Site
81,850
1.88
Buildings
0
0.00
Sidewalks
1,155
0.03
Parking Lot
52,987
1.22
Future Impervious
1,500
0.03
Totallmpervious
55,642
1.28
Percent Impervious 1 67.98% 1 68% is the maximum allowed due to Minimum Main Pool 5A constraints
Coastal Counties: Non -SA Waters- WC1V Calculation
1.5" storm
0.05+0.9*IA
=0.05+0.9* (1.28/ 1.88)
0.6618
1.5" Storm as Required by NCDEQ
V1s=3630*RD*RV*A
V1.s=3630* 1.5*0.6618* 1.88
6771 WQV
95% Storm as Required by NAVFAC LID
V2.34=3630*RD*Rv*A
V2.34=3630* 2.34* 0.6618* 1.88
10563 WQV
POND AREA & VOLUME
Main Pool and Forebay Permanent Pool Volumes (calculated from NCDEQ WQV)
j
Area Main Pool j
A= Vol u=r+e/Average Depth
A-15,323/3
I
A= 54118
I
I Minimum Surface Area Main Pool (3',68%)
Forebay Volume I
iSA= Ratio (%)*DA
V=15-20%*16,003 I
jRatio = 5 %
V15= 2,400 j
jSA Required= 4,093
V20= 3,201
SAAvaliable 4121
Contour Elevation
Contour
Area
Forebay
Incremental
Volume
Forebay
Cumulative
Volume
Forebay
Contour Area
Main Pond
Incremental
Volume Main
Pond
Cumulative
Volume Main
Pond
Total Volume
{CIF)
7
0
0
0
1308
0
0
0
8
0
0
0
1785
1547
1547
1547
9
0
0
fl
2332
2059
3605
3605
9.5
819
D
0
2617
1237
4842
4842
10
926
436
436
1 2903
1380
6222
6659
11
1160
1043
1479
3499
3201
9423
1.0903
12
1420
1290
2769
4121
3810
13233
16003
1_i
MS /
1639
4408
6136
5129
18362
22170
13.5
2014
968
5376
6933
3267
21629
27005
14
2170
1046
6422
7229
3541
1 25170
31591
15
2400
2285
8707
8244
7737
32906
41613
16
2820
2610
11317
9100
8672
41578
52895
AVERAGE DEPTH
Average Depth= Volume of Main -Permanent Pool/Area Main -Permanent Pool
Average Depth =13,233/4122
3.21 > 3' OK
FOREBAY VOLUME
Forebay i required to be 15-20% of the total volume.
V=1S-2016,003 .:
Forebay Volume= 2769 20.9% *
Permanent Pool
11002 > WQV
APR 2 4 2018
by: - --

•
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CJ

•
P1320: AREA FLOWING TO BMP 3 WETPOND B
sf
acres
Total Site
80,643
1,85
BuPding5
15,831
0,36
Sidewalks/Cons
6,636
0.15
Parking Lot
15,093
0.35
Future Impervious
14,000
0.32
Total Impervious
51,560
1,18
Percent Impervious 1 63.94% 64% Isthe maximum allowed due to Minimum Main Pool SA constraints
Coastal Counties: Non -SA Waters- WQV Calculation
1.5" storm
RV=0.05+0.9*iA
RV=0.05+0.9'(1.18/1.85 )
0.6254
1.5" Storm as Required by NCDEQ
Vi.s=3630*RD*Rv*A
V1-5=3630* 1.5 *0.6254 * 1.85
6305 WQV
Storm as Required by NAVFAC LID
=3630*RD*Rv*A
3630*2.34*0.6254*1.85
POND AREA & VOLUME
r? ain Pool and Forebay Permanent Pool Volumes (calculated from NCDEQ WQV;
I I
I I
(Minimum Surface Area Main Pool (3', 64%) Forebay Volume
i$A= Ratio (%)'DA V=15-20%*14,128
'Ratio 4.7 % V15= 2,119
SA Required= 3,790 V20= 2,826
ISAAvaliable= 3836 I
Contour Elevation
Contour
Area
Forebay
Incremental
Volume
Forebay
Cumulative
Volume
Forebay
Contour Area
Main Pond
Incremental
Volume
Main Pond
Cumulative
Volume Main
Pond
Total Volume
(CF)
5
0
0
r� a
3020
0
0
0
6
0
0
0
1426
1223
1223
12.23
7
0
D
0
1858
1642
2865
2865
8
0
0
0
2315
2087
4952
4952
8.5
819
0
0
2556
1218
6169
6169
9
926
436
436
2797
1338
7508
7944
W
116o
1043
1479
3304
3051
i0558
12037
3836
3570
14128
I fi897,
12
1922
1621
4390
5661
4749
18877
t5267
12.5
2047
967
5358
6114
2944 1
21820
27178
13
2272
1090
6437
6567
3170
24991
31429
14
2737
2505
.8942
7532
7050
32040
40982
14.3
3141
682
9823
8647
2427
34467
44290
AVERAGE DEPTH
Average Depth = Volume of Main Permanent Pon!/ Area of Main -Permanent Poo
Average Depth= 14128/3836
3.68 ? 3' OK
FOREBAY VOLUME
Forebay is required to be 15-20% of the total volume.
V=15-20%*14128
Forebay Volume =
2769 20%
Permanent Pool
10281 > WQV

•
1�
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P1320: AREA FLOWING TO BMP 4 WETPOND C
51
acres
Total Site
57,300
1,32
Buildings
12,782
0.29
Sidewalks
6,410
0.15
Basketball/Fitness
8,566
0.20
Roads
0
0,00
Future Imp
4,750
0.11
Totallmpervious
1 32,508
1 0.75
Percent Impervious 1 56.73%
Coastal Counties: Non -SA Waters- WQV Calculation
1.5" storm
RV=0.05+0-9•IA
RV=0.05+0.9 * (.64/1.32 )
0,5606
V' Storm as Required by NCDEQ
.5=3630'RD•Rv*A
.5=3630.1.5 *0.4860' 1.3 2
3999 WQV
Storm as Required by NAVFAC UD
=3630*RD•Rv*A
=3630* 2.34`0.4860'1.32
6264 WQV
POND AREA & VOLUME
----------------------------------------^-1
;Main Pool and Forebay Permanent Pool Volumes (calculated from NCDEQ WQV. ;
I I
I I
Minimum Surface Area Main Pool (3', 57%) Forebay Volume
.SA= Ratio (%)'UA V=15-20%'9152
,Ratio = 4.14 % V15= 1372.8
ISA Required= 2,372 V20= 1830.4
jSAAvafiable_ _ _- 2894-_-_-_-----------------_ -1
Contour Elevation
Contour
Area
Forebay
Incremental
Volume
Forebay
Cumulative
Volume
Forebay
Contour Area
Main Pond
Incremental
Volume Main
Pond
Cumulative
Volume Main
Pond
Total Volume
(CF)
7
0
0
0
355
0
0
0
8
0
0
0
662
514
514
514
9
92
0
0
1058
860
1374
1374
10
211
152
152
1479
1269
2642
2794
11
363
297
439
1926
1703
4345
4783
12
547
455
894
2397
2162
6506
7400
13
762
655
8
2646
9152
10700
14
1400
1091
2629
4557
3726
12877
1550b
14.25
1460
358
2987
4557
1139
14016
17003
15
1640
1163
4149
4973 1
3574
f 17590
21739
16
1850
1745
5894
5755
5364
22954
28848
16.3
2436
643
6537
7712
2020
24974
3151i
AVERAGE DEPTH
Average Depth = Volume of Main -Permanent Pool/ Area of Main -Permanent Pool
Average Depth= 9152/2894
3.16 > TON
FOREBAY VOLUME
Forebay is required to be 15-20% of the total volume.
V=15-20%*9152
Forebay Volume = 1548 17%
Permanent Pool
6303 > WQV

• P1320 BACHELOR ENLISTED QUARTERS
•
•
STORMWATER DITCH CALCULATIONS
North Lot Area Flowing to Ditch A -A
Impervious Area
Grass
North Lot Area Flow to Ditch A -A
VMFW Area Flowing to Ditch A -A
Impervious Area
Grass
VMFW Area Flowing to Ditch B-B
Impervious Area
Grass
q=CIA
■ 0.5
0.25
10 yr storm
9
Impervious Area
Grass
in/hr
Area SF Acres
29552.00 0.678
2247.00 0.052
5.92 cfs
Area SF Acres
7036.756 0.162
14714.087 0.338
0.00 cfs
Area 5F Acres
7036.756 0.162
14714.087 0.338
0.00 cfs
Area SF Acres
34795.00 0.799
6734.00 0.155
7.18 cfs
Divide by 2, 1/2 of flow
on each side of ditch

Hydrology Report
draftow Express Fxtension for AulodesW�? Aut(>CAD1� Civil Mfg) by Autodesk Inc
North Lot Ditch AA 10 Year Frequency
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
u
2.00
1.00
a II
= Rational
= 10
= 0.340
= 9.028
= Jacksonville. OF
0 - Runoff Hyd - Qp = 2.73 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff.(C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yi frequency
5
Friday. Feb 23 2018
= 2.732
= 1
= 0.89
= 5
1.00
Hydrograph Volume = 820 (tuft); 0.019 (aeft)
Q (cfs)
3.00
2M
0.00
10
Time (min)

C�
•
•

Channel Report
araflow Express Extension for Autodesk@ AutoCAD® Civil 3DO by Autodesk. Inc.
North Lot A -A Ditch 2 Yr
Friday, Feb 23 2018
Trapezoidal
Highlighted
Bottom Width (ft)
= 3.50
Depth (ft)
= 0.92
Side Slopes (z:1)
= 3.00, 3.00
Q (Cfs)
= 2.730
Total Depth (ft)
= 1.10
Area (sgft)
= 5.76
Invert Elev (ft)
= 16.10
Velocity (ftls)
= 0.47
Slope (%)
= 1.15
Wetted Perim (ft)
= 9.32
N-Value
= 0.240
Crit Depth, Yc (ft)
= 0.25
Top Width (ft)
= 9.02
Calculations
EGL (ft)
= 0.92
Compute by:
Known Q
Known Q (cfs)
= 2.73
Elev (ft) Section
0. 00
17.50
17.00
16.50
16.00
2 4 6
v
8
Reach (ft)
Depth (ft)
1.90
1.40
0.40
115IM11
n an
10 12 14 16 v ,

C7
•
0

Hydrology Report
wraflow Express Extension for Autodesk& AutoCAD® Civil 31® by Autodesk, Inc
DITCH AA 2-YR
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
Q (cfs)
2.00
•
Rational
2
= 0.180
= 6.940
= Jacksonville. OF
Thursday. Nov 2 2017
Peak discharge (cfs) = 1.024
Time interval (min) = 1
Runoff coeff, (C) = 0.82
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
2-yr frequency
0 5
0 - Runoff Hyd - Qp = 1.02 (cfs)
Hydrograph Volume = 307 (cuff); 0.007 facft)
Q (cfs)
2.00
1.00
MX
10
Time (min)

•
•
C7

Channel Report
F raflowExpress Extension for AulodeskO AutoCAi& Civil 3126 by Autodesk. Inc.
Ditch A -A VMFW 2-yr
Triangular
Side Slopes (z:1) =
3.00, 5.00
Total Depth (ft) =
1.10
Invert Elev (ft) =
17.50
Slope (%) =
0.80
N-Value =
0.240
Calculations
Compute by: Known Q
Known Q (cfs) = 1.02
Elev (ft) Section
0'0o
18.50
18.00
17,50
1 2 3 4 5 6
Reach (ft)
Highlighted
Depth (ft)
Q (Cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Nov 2 2017
= 0.90
= 1.020
= 3.24
= 0.31
= 7.44
= 0.34
= 7.20
= 0,90
Depth (ft)
1.50
1.00
0.50
ff-IFT11
A CA
7 8 9 10 11 y ~v

•
•
Cl

Hydrology Report
draflow Express Extension for AutodeskID AutoCADM Civil 3DO by Autodesk, Inc
DITCH AA 10-YR
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
Q (cfs)
•
2.00
1.00
4 9-
F
= Rational
= 10
= 0.180
9.028
= Jacksonville. OF
0 - Runoff Hyd - Qp = 1.33 (cfs)
Thursday, Nov 2 2017
Peak discharge (cfs)
= 1.333
Time interval (min)
= 1
Runoff coeff. (C)
= 0.82
Tc by User (min)
= 5
Rec limb factor
= 1.00
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 400 (cuff); 0.009 (acft)
Q (cfs)
2.00
1.00
N- 0.00
10
Time (min)

•
n
LJ

Channel Report
orraflow Express Extension for Aulodesk® AutoCAM Civil 31M by Autodesk. Inc
Ditch A -A VMFW 1 Q-yr
Triangular
Side Slopes (z:1)
= 3,00, 5,00
Total Depth (ft)
= 1.10
Invert Elev (ft)
= 17.50
Slope (%)
= 0.80
N-Value
= 0.240
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.33
Elev (ft) Section
0.0D
18.50
18.00
17.50
1 2 3 4 5 6
Reach (ft)
Highlighted
Depth (ft)
Q (Cfs)
Area (sgft)
Velocity (ftls)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Nov 2 2017
= 1,00
= 1.330
= 4.00
= 0.33
= 8.26
= 0.37
= 8.00
= 1,00
7 8 9 10 11
Depth (ft)
1.50
1.00
0.50
rI ij
n an

U
•
•

= Rational
= 2
= 0.570
= 6.940
= Jacksonville, OF
Hydrology Report
orraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk. Inc
DITCH BB 2-YR
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
Q (cfs)
3.00
•
2.00
1 00
0 - Runoff Hyd - Qp = 2.85 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
2-yr frequency
N
Thursday. Nov 2 2017
= 2.848
= 1
= 0.72
= 5
= 1.00
Hydrograph Volume = 854 (cuff); 0.020 (acft)
Q (cfs)
3.00
2.00
1.00
0.00
10
Time (min)

•
CJ
•

Channel Report
49draflow Express Extension for Autodesk® AutoCADD Civil 31M by Autodesk, Inc
Ditch B-B VMFW 2-yr
Trapezoidal
Bottom Width (ft) =
3.00
Side Slopes (z:1) =
3.00, 3.00
Total Depth (ft) =
1.30
Invert Elev (ft) =
15.50
Slope (%) =
0.80
N-Value =
0.240
Calculations
Compute by: Known Q
Known Q (cfs) = 2.85
Elev (ft) Section
0 00
16,50
16,00
15.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ftls)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 4 6 B 10 12 14
Reach (ft)
Thursday. Nov 2 2017
= 1.08
= 2,850
= 6.74
= 0.42
= 9.83
= 0.28
= 9A8
1.08
16
Depth (ft)
1.50
1.00
0.50
M IT

= Rational
= 10
= 0.570
= 9.028
= Jacksonvilie.IDF
Hydrology Report
I mflow Express Extension for Autodesk®AutoCAEM Civil 31® by Autodesk, Inc.
DITCH BB 10-YR
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
Q (cfs)
4.00
•
300
2.00
Wit,
0
Runoff Hyd - Qp = 3.71 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Thursday, Nov 2 2017
= 3.705
= 1
= 0,72
= 5
= 1.00
Hydrograph Volume = 1,112 (cuffy 0.026 {acft)
Q (cfs)
4.00
300
2.00
0.00
10
Time (min)

•
1�
u
•

Channel Report
�draftow Express Extension for Autodesk® AutoCAD® Civil 3104 by Autodesk. Inc.
Ditch B-B VMFW 10-yr
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (zA)
= 3.00, 3.00
Total Depth (ft)
= 1.35
Invert Elev (ft)
= 15,75
Slope (%)
= 0.80
N-Value
= 0.240
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.71
E lev (ft)
W'UU
17,50
17.00
16.50
16.00
15.50
&'00
a
2 4 6
Section
8
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ftls)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
10 12
14
Thursday. Nov 2 2017
= 1.22
= 3.710
= 8.13
= 0.46
= 10.72
= 0.33
= 10.32
= 1.22
Depth (ft)
2 25
1 r5
1.25
0.75
0.25
-0.25

•
C7
•

= Rational
= 10
= 0.950
= 9.028
= Jacksonville. OF
Hydrology Report
orraflow Express Extension for Autodesk® AutoCADO Civil 3DO by Autodesk. Inc
Main Lot Ditch AA 10 Yr Frequency
Hydrograph type
Storm frequency (yrs)
Drainage area (ac)
Rainfall Inten (inlhr)
OF Curve
Q (cfs)
8.00
6.00
4.00
2.00
0 - Runoff Hyd - Qp = 7.20 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10-yr frequency
5
Friday. Feb 23 2018
= 7.205
1
= 0.84
= 5
1.00
Hydrograph Volume = 2,161 (tuft), 0.050 (acft)
Q (cfs)
8.00
4.00
2.00
o.ao
10
Time (min)

Channel Report
40draflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc
Main Lot Ditch AA 10 Yr
Trapezoidal
Highlighted
Bottom Width (ft)
= 5.00
Depth (ft)
Side Slopes (z:1)
= 4.00, 4.00
Q (Cfs)
Total Depth (ft)
= 2.00
Area (sqft)
Invert Elev (ft)
= 14.65
Velocity (ftls)
Slope (%)
= 0.37
Wetted Perim (ft)
N-Value
= 0.240
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 7.20
Elev (ft) Section
0. 00
16.50
16.00
15.50
15.00
14.50
0.00
0 5 10 15 20 25 30
Reach (ft)
Friday, Feb 23 2018
= 1.64
= 7.200
= 18.96
= 0.38
18.52
= 0.37
= 18.12
= 1.64
35
Depth (ft)
2.35
1.85
1.35
0.85
0.35
-0.15

C� J
Oft
20
10
30
Outlet it = 0a * La
pipe
diameter A)
"gai r+a ler 0.500
gat` `4a``t\
60
9'r log t�.
�{I 1 "
3 5
10 20 50 100 200 Soo
Discharge (tt3/seC)
Appendices
J.J 0
1000
Curves may not be extrapolated.
Figure 8,06a Design of oullet protection protection from a round pipe flowing full, minimum tadwator condition (T. � 0 5 diamcler)
Pipe(D18" RCP @ 0.5%
Q=8.05 cfs
La=9 ft
0 Rev. 12J93 8,063

I•
20
30
Outlet u = 00 - La
pipe
diameter PD)
la
60 li
�00,
4
iiillowiililiw11iii1+! iinud!';ain�r ii8RR1iR11HiIRiII1111iIIlYl�lIIIIIfiiltk111k1 illl!iiN�ire io Ill !il
II w,;;;II;,:aIlWiii�°II[I�r ' I OF
klfii 11 �l"! !i!1l if�iil '�I1Nfl ! �#k 11,�i11MIN I . I =A ��il
Ip f l 11 Ni 1 i t N dl II i t
1 20 50 Ica 200
Discharge
500
.-ppeyrdices
4
3
m
2 N
ro
a
0
1—i 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwator condition (T. c 0.5 diameter)
PipeO12" RCP @ 4.7%
Q=8.3 Cfs
La=11 ft
Rev. t:i93
I*
8.06.3
...1'"V
' APR 2 w 2018
r
by. _..... --

C� J
02ft
t
Outlet IN - Do - La
pipe 1
diameter (Do)
i water - 0.5130
`salt"
vee
50
RIO
ao Iidis
Appendice s
N
2 N
V
Q
3 5 10 20 50 100 200 500 1000
Discharge (Olsec)
Curves may not be extrapolated.
F)gum 8.O6a Design of outlet protection protecton from a round pipe Hawing lull, minimum railwater condition (Tw < 0.5 dhameter)
Pipe 33 18" RCP @ 1.7%
Q=14.8 cfs
La=12 ft
0 K�,_ tu9a 13.06.3

•
30
Outlet Iy . Do * La
pipe 1
diameter (Gb)
i Warps - 0.500
ho,p.Q 60
50 t00 200 500
Discharge (O/sec)
Appendices
LJ0
1000
Curves may not be extrapolated.
Figure 8.06a Design of ou'let protection protection from a round pipe Rowing full, minimum tailwatot ooridilion (T. c 0.5 diameter)
Pipe 39 18" RCP @ 1.8%
Q=15 Cfs
La=12 ft
0 Rev. €2/9.1 H,{}(r,j

•
Appendire.s
30
Outlet w n Da ' La
Pipe �-� i
diameter (Do)
La
>r r t 0.500
�pn `Lal��til 7
p\Pp h0
�r
(
I1314
41i
Hf lu 1 IiI1NHIN II �'•rP'' , I , Illil--------
I jJj Np m fin 1!{uu �� ' r+'�•' fi n!
11 i�1�1.�,.iH' IU. I,� �f�3,il,t�.. • .��������I�!�;�
f'I1 I Ir lunm•,:r�11um:.muul u ryry I ` +' r i Ili
!II �i11 11111N���11{HII_i111111t1 I BI ill ' 1��� f�
p 1111 III1�111111 I 1IN I II jk 1 1 t�i'4I ,fir MI•'
111111 IW! IIIII ! f 11�1 II {E p�+ �%Y".• , �II
II I {, Y�1 1 1 1 BM I I r IIE • � 1' ,
cult ppt{ ppkItry pp 1 I IIII I!r
IIIIIUI1p1fFFp IIII� � 1) I I IIII dp�l— r � ���iie; j�i
11��'IF ppptlll gqu���Y`ijj+y II Illlpi ;'f"�{ri,''�1r� ,�!• �! � r,•,rr
ll�f 1lt``i!j!i �VtEl�l�ii�l�l��ll�il l�!I � •1 .�s��I+��d1�!"' �Py- ��r ��i r• I 1:� 1111ii Il�lulll � �tlrtlllll!,�■' s..,[MIIIII!i��.��;rj1��r��
ram
� WO
WIN
1 20 so 100 200
Discharge
Curves may not be extrapolated.
rlgure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum ra,lwaror condition JTw < 0.5 diameter)
Pipe 41 18" RCP @ 13%
Q=13 cfs
La=10 ft
4
1 0 Rln. E7J93 8,111$,3

•
East Side of BEQ a
Roof 5F
(C=1)
Grass SF
(C=0.2)
Sidewalk
SF (C=1)
Total SF
R1
1914
0
0
1914
R2
1223
0
0
1223
R3
1284
1536
694
3514
R4
1090
0
0
1090
R5
224
0
0
224
R6
396
0
C
396
RGA
0
839
549
1388
R7
341
0
0
341
R8
398
753
288
1439
40
0
1091
834
1925
R9
255
0
0
255
R10
808
0
0
809
R11
1287
1864
757
3908
R11A
0
1820
3858
5678
R12
1477
0
0
1477
R13
916
0
0
916
R14A
0
899
2448
3347
R14
1785
0
0
1785
R15
573
0
0
573
Slope
diameter
Q required
Q avail
R1 to R3
1.70%
6
0.49
0.86
R3 to R4
1.70%
8
1.12
1.86
R4 to R6A
1.70%
8
1.47
1.86
R6A to 40
1.70%
8
1 1.87
1 1.86
Slope
diameter
Q required
Q avail
R15 to R14A
2.30%
6
0.487
1
R14AtoR11
2.30%
8
1.03
2.16
R13 to R11
4,00%
6
0.49
1.330
R11A to R11
1 4.00%
1 8
1 0.87
2.6
R11 to 40
1 1.20%
1 12
1 3.116
4.6
Slope
diameter
IQ required
jQavail
40 to BMP 4
1 1.80%
18
1 5,198
1
C
I
A
Q
1.00
9
0,044
0.395
1.00
9
0.028
0.253
0.65
9
0.081
0.472
1.00
9
0.025
0.225
1.00
9
0.005
0.046
1.00
9
0.009
0.082
0,52
9
0.032
0.148
1.00
9
0.008
0,070
0.58
9
0,033
0.173
0.55
9
0.044
0.217
1.00
9
Q006
0.053
1.00
9
0.019
0.167
0.62
9
0.090
0.499
0.74
9
0.130
0.872
1.00
9
0.034
0.305
1.00
9
0.021
0.189
0.79
9
0.077
0.543
1.00
9
0.041
0.369
1.00
9
0.013
0.118
q=cia 0
q: flow(cfs)
c: runoff coeffiecient
i:rainfall intensity (in/hr)
a:area(acres)
http://www. hawsedc.com/engcaics/Manning- Pipe-F law. ph p
Q=1.49/n)A(R^2/3)(S^1/2)
n: roughness coefficient
A: area
R: hydraulic radius
S. slope
*Pipes to West side of BEQ have very similar or lesser flows

0 0 0

•
@ 1.7%-14.8 CFS- OK
@ 0.5%- 4.9cfs capacity

0 0 0

•
•
•
FLOW IN UNDERDRAINS
Flow through sand media:
Surface area of sand filter:
Flow through sand filter:
Size underdrains for 2 x flow
Flow:
TO SIZE FOR 1 DRAIN
Q* N =
S^0.5 =
D=
D=
P-1320: Sand Filter
4
ft/day
0.167
ft/hr
0.000046
ft/sec
1112
s.f.
0.051
C.f.s
2
factor
0.103
C.f.s.
n=
s=
Q=
3/8
D = 16 AWN/S*.5)^3/8
0.0011326
0.0707107
16* (.0016/.0707)^.375
3.40
0.011
0.005
0.103 CFS
0.375
As per Table 5-1 for D less than 5.13 use 2-rows of 4" pipes.
The actual design uses 2 rows of 4" pipes --OKAY
DRAWDOWN
WQV = 3028 C.F.
Flow through media = 0.051 C.F.S.
58817.266 seconds
16.3 hours
16.3 is less than 40 okay
2 in/hr
� GENE
4
APR 211 2018
BY: _ —

U
n
U
•

0 Flow Throueh Orifice P132O: Drawdown Time for Wet Ponds
•
0
Q=CcA(2g Ho)^0.5
Drawdown Time
Time(seconds) = WQV/Q
Time(days)= Time(seconds)/(60*60*24)
Q
cfs
Co
0.6
A
Area sq ft
g
32.2ft/sec^2
Ho
driving head(ft)
Drawdown
Time (days)
WQV
Q
Wet Pond A
2.54
11002
0.05023
Wet Pond B
2.37
10281
0,05023
Wet Pond C
2.49
6303
0.02935
Q
Co
A(sq ft)
g
Ho
Wet Pond A
0.05023
0.6
0.00852
32.2
1.5
Wet Pond B
0.05023
0.6
0.00852
32.2
1.5
Wet Pond C
0.02935
0.6
0.00545
32.2
1.25
A(sq ft)
D (in)
Wet Pond A
0.00852
1.25
Wet Pond B
0.00852
1.25
Wet Pond C
0.00545
1

•
•
CJ

1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil MID 2016 by Autodesk, Inc. v10.5
1
CD
2
w
Legend
liy� Origin j?Qg�rjotion
1 SCS Runoff Post Development
2 Reservoir Sand Filter 1
SC5 Runoff Pre Development
Project: P1320 Sand Filter.gpw

Hyd rog ra p h Return Period RePRaP?w Hydrographs Extension for AutoCADV Civil 3130 2016 by Autodesk, Inc. v10.5
Hydrograph Inflow
type hyd(s)
(origin)
Peak Outflow (cfs)
1-yr 12-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
Hydrograph
Description
1
SCS Runoff
—
4.319 --- -
------
- --
8.308
14.24
Post Development
2
Reservoir
1
3,128
6.751
----
----
12.04
Sand Filter 1
3
SCS Runoff
----
2.831 --
{
i
i
I
I
I
I
I
I
I
I
I
6.437
--
---
11.79
Pre Development
i
i
I
Proj. file: P1320 Sand Rlter,gpw Wednesday, 04 ! 11 12018

•
0
•

K3
H yd ro g ra p h
Summary
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. 00.5
Hydrogmph Peak
type flow
Time
Interval
Time to
Peak
Hyd.
volume
Inflow (Maximum
hyd(s) lelevation
Total
strge used
Hydrograph
Description
(origin)
(Gfs)
(min)
(min)
(tuft)
(ft)
(tuft)
1
SCS Runoff 4.319
2 716
9,737
—
------
--
Post Development
2
Reservoir 3.128
2 720
9,718
1
14.47
4.040
Sand Falter 1
3 SCS Runoff 2.831 2 1 720 7,369 ------ — Pre Development
I
I
P1320 Sand Filter.gpw Return Period: 1 Year Wednesday, 04 / 11 12018

0
•

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3DO 2016 by Autodesk, Inc. v10.5
10yd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.910 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(0.780 x
98) + (0.130 x 84)110,910
Q (cfs)
5.00
K M
2.00
1.00
I IM
II
0
Wednesday, 04 / 11 / 2018
Peak discharge
= 4.319 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 9,737 tuft
Curve number
= 96*
Hydraulic length
= 0 ft
Time of cons. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Development
Hyd. No. 1 -- 1 Year
2.0 4.0 6.0 8.0 10.0
Hyd No. 1
Q (cfs)
5.00
4.00
3.00
2.00
1.00
r ra"s
12.0 14.0 16.0 18.0 20.0
Time (hrs)

•
0

5
Hydrograph Report
Hydraflow Hydrographs Extension
for AutoCADV Civil MID 2016 by Autodesk, Inc. v10.5
Wednesday. 0411112018
0yd. No. 2
Sand Filter 1
Hydrograph type
= Reservoir Peak
discharge
= 3.128 cfs
Storm frequency
= 1 yrs Time
to peak
= 12.00 hrs.
Time interval
= 2 min Hyd. volume
= 9,718 cuft
Inflow hyd. No.
= 1 - Post Development Max. Elevation
= 14.47 ft
Reservoir name
= Sand Filter 1 Max. Storage
= 4,040 cult
Storage Indication method used.
Outflow includes exfiltration.
Sand Filter 1
Q (cfs)
Hyd. No. 2 -- 1 Year
Q (cfs)
5.00
5.00
04,00--
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 2 4
0.00
6 8 10 12 14 16 18 20 22 24 26 28 30
40 - Hyd No, 2
Hyd No. 1 ; : ; ; ; ; ; Total storage used = 4,040
Time (hrs)
cult

•
LJ
•

Pond Report
11
Hydraflow Hydrog►aphs Extension for AtAoCA06 Civil 300 2015 by Autodesk, Inc. 00.5
Pond No. 1 - Sand Filter 1
Pond Data -
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 13.00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (cult)
0.00
13,00
2,224
0
0
1.00
14.00
2,856
2,533
2,533
2.00
15.00
3.544
3,193
5,727
3.00
16.00
4,289
3,910
9,637
3.30
16.30
5,657
1.487
11.124
Culvert 1 Orifice Structures Weir Structures
Wednesday. 04 1 11 12018
[A]
[B] [C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (In)
= 12.00
Inactive 0.00
0.00
Crest Len (ft)
= 8.00
15.00
0.00 0.00
Span (In)
= 12.00
0.00 0.00
0.00
Crest El. (ft)
= 14.20
15.00
0.00 0.00
No. Barrels
= 1
1 0
0
Weir Coeff.
= 2.60
2.60
3.33 3.33
Invert El. (ft) = 11.00
0.00 0.00
0.00
Weir Type
= Broad
Broad
-- -
Length (ft)
= 42.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No No
Slope (%)
= 4.75
0.00 0.00
n1a
N-Value
= .013
.013 .013
n1a
Orifice Coeff. = 0.60
0.60 0.60
0.60
EAL(inlhr)
= 2.000 (by
Contour)
Multi -Stage
= n/a
Yes No
No
TW Elev. (ft)
= 0.00
Note Culvart/Orifce outflows are analyzed
under inlet (ic) and outlet (oc) control Weir nsers chocked for orifice conditions (ic) and submergence (s).
Stage 1 Storage 1 Discharge Table
Stage
Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft
tuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cis
0.10
0
13.10
0.00
0.00
0.013
0.000
0.10
253
13.10
4,63
4.fi3 iC
-
0.00
0.06
-
0.013 -
=
13
0.013
0,20
507
13.20
4.63 is
-
- 0.00
0,00
0.026
0.026
0,30
760
13.30
4.63 is
-- -
- 0.00
0.00
--
- 0.040 -
0.040
0.40
1,013
13,40
4,63 is
- --
--- 0.00
0.00
-
--- 0.053 -
0,053
0,50
1,267
13.50
4.63 is
-- -
--- 0.00
0,00
0.066 -
0.066
0,60
1,520
13.60
4.63 is
- --
--- 0.00
0.00
---
- 0.079 -
0.079
0.70
1.773
13.70
4.63 is
- -
-- 0.00
0,00
- 0.093 -
0,093
0.80
2,027
13.80
4.63 is
- -
- OM
0.00
--
- 0.106 -
0.106
0.90
2,280
13.90
4.63 is
-
--- 0.00
0.00
--
- 0.119 -
0.119
1.00
2,533
14.00
4.63 is
- 0.00
0,00
--
- 0.132 -
0,132
1.10
2.853
14.10
4.63 is
- -
- OM
0.00
-
- 0.135
0.135
1,20
3.172
14.20
4.63 is
- -
--- 0.00
0.00
--
0.139 -
0.139
1.30
3,491
14.30
4.63 is
--
--- 0.66
0,00
-
- 0.142 -
0.800
1.40
3,811
14.40
4.63 is
-- -
116
0.00
-
- 0,145
2.005
1.50
4,130
14.50
4,63 is
-- --
3.42
0.00
0.148 -
3.566
1.60
4,449
14.60
5.26 is
-
-- 5.26
0.00
-- 0.151 -
5.413
1.70
4,769
14.70
6.46 is
-- -
6.46 s
0,00
--
- 0.155 -
6.612
1.80
5,088
14.80
6.69 is
-- -
--- 6.69 s
0.00
--
- 0.158 -
6.851
1,90
5,407
14.90
6.86 is
- -
--- 6.86 s
0.00
-
- 0.161 -
7,019
2.00
5,727
15.00
7.00 is
- - -
- 6.99 s
0.00
- 0.164 ---
7.158
2.10
6,118
15.10
7.12 is
-- -
- 7.12 s
1.23
--
- 0.168 ---
8.518
2.20
6,509
15.20
7.23 is
-- -
--- 7.23 s
3.49
--
0.171 -
10.89
2.30
6,900
15.30
7.34 is
- - -
--- 7,33 s
6.41
--
-- 0.174 ---
13.92
2.40
7,291
15.40
7.44 is
- -
-- 7.43 s
9.87
--
- 0.178 -
17.48
2.50
7,682
15.50
7,54 is
- --
--- 7.53 s
13.79
---
-- 0.181
21.50
2.60
8,073
15.60
7.64 is
-
-- 7.64 s
18.13
-
- 0.185 -
25.95
2.70
8,464
15.70
7.73 is
- - -
-- 7.73 s
22.84
---
- 0.188 -
30.76
2.80
8.855
15.80
7.83 is
-- -
--- 7.82 s
27.91
-
- 0.192 -
35.92
2.90
9,246
15.90
7.92 is
- -
7.90 s
33.30
--
-- 0.195 -
41.39
3.00
9,637
16.00
8,01 is
-- --
-- 8,01 s
39,00
--
- 0,199 -
47.21
3.03
9.786
16.03
8,04 is
- -
--- 8.03 s
40.77
-
- 0.205 -
49,01
3.06
9.934
16.06
8.07 is
- -
8.05 s
42.56
---
- 0.211 -
50.82
3.09
10,083
16.09
8.09 is
- -
-- 8.06 s
44.38
-
0.218 -
52.66
3.12
10,232
16.12
8.12 is
- -
8.10 s
46.23
---
- 0.224 --
54.55
3.15
10,529
16.15
8.15 is
8.13 s
49.10
0.237 -
56.45
3.18
10,529
16.18
8.77 is
8.15 s
49.99
=
-
0.237 -
58.38
3.21
10.678
16.21
8.20 is
_ -
- 8.17 s
51.91
0.243 -
60,32
Continues on next page...

7
SaII{I i it ter 1
Stage 1 Storage
1 Discharge Table
Stage
Storage
Elevation
Clv A
ft
tuft
ft
cts
3.24
10,826
16.24
8.23 is
3.27
10.975
16.27
8.25 is
3.30
11124
16,30
8.28ic
...End
•
•
Clv B CIv C PffRssr wr A
wr B wr C
wr D Extil user
Total
cfs cfs cts cfs
cis cfs
cfs cfs cfs
cfs
— — -- 8.22 s
53.85
0.249 —
62.32
-- - — 8.23 s
55.82 --
-- 0.256 —
64.30
— — -- 8.27 s
57.81 —
— 0.262 —
66.34

C:
•

8
Hydrograph
Report
Hydratlow Hydrographs Extension for AutoCADO Civil 3DDO 2016 by Autodesk, Inc, v10.5
10yd. No. 3
Pre Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 0.900 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
' Composite (ArealCN) _ + (0.900 x 86)] 10.900
Q (Cfs)
3.00
•
2.00
1.00
0.00 11 '
0 2 4
Hyd No. 3
0
6 8
Wednesday, 041 11 12018
Peak discharge
= 2.831 cfs
Time to pear
= 12.00 hrs
Hyd. volume
= 7,369 CA
Curve number
= 86*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Pre Development
Hyd. No. 3 -- 1 Year
Q (cfs)
3.00
2.00
1.00
' - ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoGApO Civil 3pO 2016 by Autodesk, Inc. 00.5
Hydrograph
typo
(origin)
SCS Runoff
Reservoir
SCS Runoff
P1320 Sand

•
C�

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3130 2016 by Autodesk, Inc, v10.5
16yd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 0.910 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(0.780 x
98) + (0.130 x 84)11 0.910
Q (cfs)
10.00
I 08.00
tO
4.00
2.00
riTTil
0.0 2.0
Hyd No. 1
Wednesday, 04111 12018
Peak discharge
= 8.308 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 19,462 cult
Curve number
= 96*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Development
Hyd, No. 1 -- 10 Year Q (cfs)
10.00
8.00
6.00
4.00
2.00
0 00
4.0 6.0 8.0 10.0 12.0 14.0 16.0
18.0 20.0
Time (hrs)

11
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCA O Civil 3DO 2016 by Autodesk, Inc. v10.5
I&yd. No. 2
Sand Filter 1
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post Development
Reservoir name
= Sand Filter 1
Storage Indication method used. Outflow includes eAltration.
Q (cfs)
10.00
08.00
. M
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Sand Filter 1
Hyd. No. 2 -- 10 Year
Wednesday. 04 / 1112018
= 6.751 cfs
= 12.00 h rs
= 19,443 cuft
= 14.77 ft
= 4,955 cult
Q (cfs)
10.00
M
4.00
2.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
Hyd No. 2 Hyd No. 1 JTTi rl. [ Total storage used = 4,955 cult

M
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAd® Civil M 2016 by Autodesk, Inc. 00.5
loyd. No. 3
Pre Development
Wednesday. 04 Ill 12018
Hydrograph type
= SCS Runoff
Peak discharge
= 6.437 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 17,301 cuft
Drainage area
= 0.900 ac
Curve number
= 86"
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 6.76 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/CN) _ + (0.900 x 86)1 / 0.900
Q (cfs)
7.00
6.00
40
5.00
4.00
3.00
2.00
1.00
0 2 4
Hyd No. 3
Pre Development
Hyd. No. 3 -- 10 Year
i
Q (cfs)
7.00
. 1r
5.00
4.00
3.00
2.00
Q1Z]
r.T.ri
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)

C:
•

iF
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3178 2016 by Autodesk, Inc. u10.5
Hydrograph Peak Time Time to Hyd. Inflow MaXImUm Total Hydrograph
type flow Interval Peak volume hyd(s) elevation strge used Description
(origin) (cis( (min) (min) (Cott) (ft) (tuft)
1
SCS Runoff 14.24
2 716
34,111
------
------
----
Post Development
2
Reservoir 12.04
2 720
34.092
1
15.26
6,658
Sand Filter 1
3
SCS Runoff 11.79
2 720
32,860
Pre Development
P1320 Sand Filter.gpw
Return Period: 100 Year Wednesday. 04 1 11 12018

14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD,81 Civil 3DO 2016 by Aulodesk, Inc. v10.w
0yd. No. 1
Post Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.910 ac
Basin Slope
= 0.0 %
Tic method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
' Composite (ArealCN) = [(0.780 x
98) + (0.130 x 84)] 10,910
Q (cfs)
15.00
9.00
• M
M
3.00
0.00 -!-
00
0
Wednesday. 041 11 12018
Peak discharge
= 14.24 cfs
Time to peak
= 11.93 hrs
Hyd. volume
= 34,111 cuft
Curve number
= 96*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post Development
Hyd. No. 1 — 100 Year
2.0 4.0 6.0 8.0 10.0 12.0 14.0
Hyd No. 1
Q (cfs)
15.00
12M
9.00
3.00
0.00
16.0 18.0 20.0
Time (hrs)

15
Hydrograph Report
Hydraflow Hydrographs Extension
0yd. No. 2
for AutoCAOS Civil MID 2016 by Autodesk, Inc. v10.5
Wednesday, 04Ill
12018
Sand Filter 1
Hydrograph type
= Reservoir Peak discharge
= 12.04 cfs
Storm frequency
= 100 yrs Time to peak
= 12.00 hrs
Time interval
= 2 min Hyd. volume
= 34,092 cult
Inflow hyd. No.
= 1 - Post Development Max. Elevation
= 15.26 ft
Reservoir name
= Sand Filter 1 Max. Storage
= 6,658 tuft
Storage Indication method used. Outnow includes eAltration.
Sand Filter 1
Q (cfs)
Hyd. No. 2 — 100 Year
Q (cfs)
15.00
15.00
0.00
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
Hyd No. 2 Hyd No. 1 [E=t Total storage used
Time (hrs)
= 6,658 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
0yd. No. 3
Pre Development
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.900 ac
Basin Slope
= 0.0
Tc method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
Composite (ArealCN) _ + (0.900 x 86)1 10.900
Q (cfs)
12.00
M
M
4.00
2.00
GTaTi7
0 2 4
Hyd No. 3
Wednesday, 041 11 12018
Peak discharge
= 11.79 cfs
Time to peak
= 12.00 hrs
Hyd. volume
= 32,860 cult
Carve number
= 86*
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 10.00 min
Distribution
= Type II
Shape factor
= 484
Pre Development
Hyd. No. 3 — 100 Year
Q (cfs)
12.00
10.00
I
. IS
4.00
2.00
rrra�
6 8 10 12 14 16 18 20 22 24
Time (hrs)

•
n
LJ
•

17
Hydraflow Rainfall Report
Hydraflow Hydrographs
Extension for AutoCADM Civil 3D® 2016 by Autodesk, Inc. v10.5
Wednesday. 041 11 12018
Return
IntensnY-Durstion-Frequenc Equation Coefficients (FHA)
Period
(Yrs)
B D E
(NIA)
1
0.0000 0.0000 0.0000
2
69.8703 13.1000 0.8658
3
0.0000 0.0000 0,0000
5
79.2597 14.6000 0.8369
10
88.2351 15.5000 0.8279
25
102,6072 16,5000 0.8217
50
114,8193 17.2000 0.8199
100
127.1596 17.8000 0.8186
File name.
SampleFHA.idf
Intensity = B / (Tc + O)^E
Return
Period
Intensity Values (Inlltr)
(Yrs)
5 min
10
15
0.00
20
0.00
25
0.00
30
0.00
35
0.00
40
0.00
45
0.00
50
0.00
55
0.00 I
BO
0.00
1 0.00 0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2A4
2.24
2.07
1.93
1.81
130
3
0.00
0.00
0.00
O.QO
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
1 7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
1 2.95
2.77
2.60
2.45
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3A8
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time In minutes. Values may exceed 60
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-Yr
10-yr
25 yr
50-yr
1oo-yr
SCS 24-hour
3.60
4.37
0.00
0.00
6.76
8.42
OAO
11.50
SCS 6-Hr
0.00
Q.00
0.00
0.00
0.00
0.00
I 0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
000
0.00
0.00
0.00
000
1 000
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
000
0.00
0.00
Huff-4th
0.00
0.00
0.00
1 0.00
0.00
0.00
0.00
0.00
Huff-Indy
MO
0.00
1 0.00
0.00
0.00
0.00
0.00
0.00
Custom J
0100
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraf low Table of Contents
Hydraflow Hydrographs Extension for AutoCADS Civil 31M2016 by Autodesk, Inc. 00.5
is
P1320 Sand Filter.gpw
Wednesday, 04111 12018
atershedModel Schematic.....................................................................................
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post Development...... ........................................................... 4
Hydrograph No. 2, Reservoir, Sand Filter 1............................................................................. 5
Pond Report - Sand Filter 1................................................................................................. 6
Hydrograph No. 3, SCS Runoff, Pre Development.................................................................. 8
10 - Year
SummaryReport ......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, Post Development............................................................... 10
Hydrograph No. 2, Reservoir, Sand Filter 1........................................................................... 11
Hydrograph No. 3, SCS Runoff, Pre Development................................................................ 12
100 - Year
SummaryReport ....................................................................................................................... 13
HydrographReports................................................................................................. ... 14
Hydrograph No. 1, SCS Runoff, Post Development............................................................... 14
Hydrograph No. 2, Reservoir, Sand Filter 1........................................................................... 15
Hydrograph No. 3, SCS Runoff, Pre Development................................................................ 16
OFReport .................................................................................................................. 17
0

Watershed Model Schematic Hydraflow Hydrographs Extension for AuloCAD® Civil 3D® 2016 by Autodesk. Inc. v10.5
•
•
t"Qngia
SCS Runoff
SCS Runoff
Reservoir
Project: P1320

•
E

Ad
Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCADS Civil 3EM 2016 by Autodesk, Inc. 00.5
Hydrograph
Inflow
Peak Outflow
(Cfs)
Hydrograph
type
hyd(s)
Description
(origin)
SCS Runoff
1-yr
2-yr
3-yr
S-yr
10-yr
25-yr
50-yr
100-yr
14.76 Pre -Developed
1
2.321
----
—
7.040
-
-- -
2
SCS Runoff
---
5.333
- -
---
11.24
------
------
1994 Past -Developed
3
Reservoir
2
0200
--
--
4.493
-------
-----
1542 Wei Pond A
I
r
Proj.
031 2 12018
file: P1320
Wetpond
A.gpw
Friday.
I

3
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v10.5
Hydrograph
type
(origin)
Peak Time Time to
flaw Interval IPeak
(cis) (min) (min)
Hyd.
volu
(Cuft)
1
SCS Runoff
2.321
2
730
9.2,
2
SCS Runoff
5.333
2
724
16.
3
Reservoir
0.200
2
922
14,
1 P 1320 Wetpond A gpw
no
261
208
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(Cult)
Hydrograph
Description
Pre -Developed
--
—
_
_
Post -Developed
2
13.59
28.043
Wet Pond A
jReturn Period 1 Year � Friday, 03 / 2 1 2018

Hydrograph Report
4
Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk. Inc. v10.5
rTN
yo. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.880 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Composite (Area1CN) _ [(0 150 x 74) + (1.690 x 73) + (0.040 x 98)I 1 1.880
Q (cfs)
3.00
•
FAIT
1.00
0.00
0 2 4
Hyd No. 1
Friday. 0312 12018
Peak discharge
= 2.321 cfs
Time to peak
= 12.17 hrs
Hyd. volume
= 9,215 cult
Curve number
= 74*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pre -Developed
H- d No 1 -- 1 Year
6 8 10 12 14
Q (cfs)
3.00
2.00
1.00
a.00
16 18 20 22 24 26
Time (hrs)

•
0
•

Hydrograph
Report
draflow Hydrographs Extension for AutoCADO Civil 3[W 2016 by Autodesk, Inc. v10.5
yd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.880 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
' Composite (ArealCN) = [(1 280 x 98) + (0.600 x 74)11 1.880
Q (cfs)
6.00
4.00
MR
2.00
M1 11
1
1 0
2 4
Hyd No. 2
6 8
5
Friday, 0312 12018
Peak discharge
= 5.333 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 16,261 cuft
Curve number
= 90*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 1 Year
0 (cfs)
6.00
500
400
3.00
2.00
1.00
�- 0.00
10 12 14 16 18 20 22 24
Time (hrs)

U
•

Hydrograph
Report
draflow Hydrographs Extension for AutoCADC Civil 3DS 2016 Dy Autodesk. Inc v10 5
oyd.No. 3
Wet Pond A
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 2: Wet Pond A
Storage Indication method used. Wet pond routing start elevation = 12 00 ft.
�� 00
3.00
2.00
1.00
MID
0
0-
6
Friday. 03 / 2 12018
= 0.200 cfs
= 15.37 hrs
= 14,208 cuft
= 13.59 ft
= 28,043 cult
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max_ Storage
Wet Pond A
Hyd No 3 -- 1 Year
10 20 30 40 50 60 70 80 90
Hyd No. 3 Hyd No. 2 i f i 1 I f i` Total storage used = 28,043 cult
Q (cfs)
& 00
5.00
4.00
oa
2.00
1.00
0 00
100
Time (hrs)

E
•
0

Pond Report
7
Hydraflow Hydrographs Exlension for AutoCAD® Civil 3D® 2016 by Autodesk. Inc v10 5
Friday. 03 12 12018
Pond No. I - BMP 2: Wet Pond A
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
caiculation. Begining
Elevation = 7.00 ft
Stage ! Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00 7.00
1.308
0
0
1.00 8.00
1,785
1,540
1,540
2-DO 900
2.332
2.052
3,592
2.50 9.50
3,436
1,433
5,025
3.00 10.00
3.829
1 815
6.841
4.00 11 DO
4.659
4 237
11,077
5,00 12.00
5.541
5,093
16,170
6,00 13.00
7,993
6.729
22.899
7.00 14.00
9,399
8 686
31.585
800 15-00
10,644
10,014
41.599
900 16.00
11,921
11,275
52.875
Culvert I Orifice Structures Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C] [D]
Rise (in)
= 12-00
1.25
0.00
0.00
Crest Len (ft)
= 2-00
1000
8,00 0.00
Span (in)
= 12.00
1.25
0,00
000
Crest El, (ft)
= 13.50
1400
15,00 0-00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 2.60
2,60
260 3,33
Invert El, (ft)
= 12.00
12.00
000
0.00
Weir Type
= Broad
Broad
Broad ---
Length (ft)
= 57.00
1.00
0,00
000
Multi -Stage
= Yes
No
Yes No
Slope (%)
= 070
1-00
0,00
n1a
N-Value
= 013
.013
.013
n1a
Orifice Coeff.
= 0,60
0-60
0,60
0,60
ExfII.(lnlhr)
= 0,000 (by
Contour)
Multi -Stage
= n!a
Yes-
No
No
TW Elev. (ft)-
Note CulveNWiCe outflows are analyzed
--0-00 --- - - -
under inlet (ie) and outlet (oc) control. Weir risers chocked for of" Conditions (ic) and Sutmergence esl
Stage I Storage 1 Discharge
Table
Stage Storage Elevation
Clv A
Clv B Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft tuft ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs cfs cfs
cfs
000
0
7.00
0.00
0-00 --
--- 000
000
000
O.DOO
0 t0
154
7-10
000
000
--- 000
000
000
- .-- ---
0-000
020
308
720
0.00
0.00 ---
--- 000
000
000
0.000
030
462
7.30
0.00
0.00 ---
--- 0.00
0.00
000
---
0.000
040
616
740
0 00
0.00 ---
--- 000
000
000
.-- ---
0-000
0.50
770
7-50
0 00
0.00 ---
--- 000
000
000
---
0.000
0 60
924
7.60
O.00
000 ---
--- 0.00
0.00
000
0.000
070
1.078
7-70
000
0.00 ---
--- 000
000
0.00
---
0.000
0 80
1.232
780
0.00
0.00 ---
--- 0.00
0.00
000
0.000
0.90
1,386
790
0 00
0.00
--- 0.00
000
0-00
---
0 000
1.00
1.540
8 00
0.00
0.00 ---
--- 0.00
0-00
0 00
0 000
1 10
1,745
8 10
0.00
0.00 ---
&00
0 00
0 00
0.000
1 20
1,951
820
0.00
0.00 ---
--- 0.00
0 00
0 00
--- ---
0.000
130
2.156
8.30
0.00
0.00 ---
0.00
0.00
0.00
--- --- ---
0.000
1 40
2.361
8.40
000
0.00 ---
--- 0.00
0,00
0 00
... ---
0 000
1.50
2,566
8-50
000
0.00 ---
0.00
0,00
0.00
--- ---
0000
1 60
2.772
860
0.00
0.00 ---
--- 0.00
0.00
0,00
0 000
1 70
2,977
8.70
0.00
0.00 ---
--- 0,00
0 00
0 00
-- ---
0 000
1.80
3,182
880
0.00
0.00 ---
--- 0.00
0.00
0.00
0.000
1.90
3.387
8.90
0.00
0.00 ---
--- 0.00
0,00
0 00
--- ---
0 000
200
3,592
9,00
000
0.00 ---
--- 0,00
0.00
0,00
--- ---
0 000
2,05
3.736
9.05
0.00
0.00 ---
--- 0.00
0-00
0 00
--- ---
0 000
2 10
3,879
9,10
DOD
0.00 ---
--- 0-00
0 00
0.00
0 000
2,15
4.022
9 15
0.00
000 ---
--- 0.00
0.00
0.00
0.000
220
4.166
9.20
0.00
000 ---
--- 0.00
0,00
0 00
- --- ---
0 000
2,25
4.309
9.25
000
000 ---
--- 0-00
0.00
0,00
--- --- .-
0 000
2.30
4.452
9-30
0.00
0.90 ---
--- 0.00
0.00
0,00
- ---
0 000
2-35
4.595
9.35
000
000 ---
--- 0 00
0,00
0.00
--- ---
0.000
2.40
4.739
9.40
0.00
000
0.00
0.00
0 00
--"
0,000
2A5
4.882
9.45
0.00
000
0.00
0.00
0,00
-- ---
0 000
2-50
5,025
9.50
0.00
--
0 00
0.00
0,00
0,00
--- ---
0 000
2-55
5.207
9.55
0.00
000 ---
--- 0.00
000
0.00
--- --- ---
0,000
Continues on next page

•
•
C7

8
BMP 2 Wet Pond A
Stage !
Storage 1 Discharge Table
tags
Storage
Elevations
CEv A
Civ t3
Clv C PrtRsr
Wr A
Wr B
Wr C
Wr D E=xfil User
Total
Cuft
ft
efs
eft
cfs Cfs
Cfs
Cfs
Cft
cfs Cfs cfs
Cfs
2,60
5.388
9.60
0.00
0.00
-- ---
0.00
0.00
0.00
--- ---
0.000
2,65
5.570
9.65
0.00
0.00
---
0.00
0.00
0.00
--- ---
0.000
2.70
5,751
9-70
0.00
0,00
0.00
0.00
0.00
0.000
2,75
5,933
9.75
0.00
0.00
--- -
0.00
0.00
0.00
--- -•-
0.000
2,80
6,114
9.80
0.00
0.00
-
0.00
0.00
0.00
--- --- ---
0.000
2.85
6.296
9.85
0,00
0.00
0.00
0.00
0.00
--- --- ---
0.000
2.90
6.478
9.90
0.00
0.00
--- -
0.00
0.00
0.00
. -
0.000
2.95
6,659
9.95
0.00
0.00
-
0.00
0.00
0.00
--- ---
0.000
3.00
6.841
10.00
0.00
0.00
-- ---
0.00
0.00
0.00
--- ---
0.000
3.10
7.264
10.10
0.00
0.00
- ---
0.00
0.00
0.00
--- ---
0.000
3.20
7,688
10.20
0.00
0,00
0.00
0.00
0.00
--- - ---
0.000
3.30
6.112
10.30
0.00
0.00
-- ---
0.00
0.00
0.00
-- - ---
0.000
3.40
8.535
10.40
0.00
0.00
--- ---
0-00
0.00
0.00
-- -
0.000
3.50
8.959
10.50
0.00
OM
--
0.00
0.00
0.00
- --- ---
0.000
3.60
9.383
10.60
0.00
0.00
-- -
0.00
0.00
0.00
- ---
0.000
3,70
9,806
10.70
0.00
0.00
- -
0.00
0.00
0.00
- --
0.000
3.80
10.230
10.80
0.00
0,00
--
0.00
0.00
0.00
-- --- ---
0-000
3.90
10.654
10.90
0,00
0.00
--- -
0.00
0.00
0.00
- --- ---
0.000
4.00
11.077
11.00
0.00
0.00
--- ---
0.00
0.00
0.00
--- --- ---
0.000
4.10
11.587
11.10
0.00
0.00
-- ---
0.00
0.00
0A0
--- --- ---
0.000
4.20
12.096
11,20
0,00
0.00
--- ---
0.00
0.00
0.00
--- --- ---
0.000
4.30
12.605
11.30
0.00
0.00
--- ---
0.00
0.00
0.00
--- •-• ---
0.000
4.40
13,115
11.40
0.00
0.00
--- •--
0.00
0.00
0.00
--- ---
0.000
4.50
13.624
11,50
0.00
0.00
- ---
0-00
0.00
0.00
--- --- ---
0.000
4.60
14.133
11.60
0.00
0.00
--- ---
0.00
0.00
0.00
-- --- ---
0.000
4.70
14.643
11.70
0.00
0-00
-
0.00
0.00
0.00
---
0.000
4.80
15.152
11,80
0,00
0.00
- ---
0.00
0.00
0.00
-- ---
0.000
4.90
15,661
11.90
0.00
0.00
- ---
0.00
0.00
0.00
-
0.000
5.00
16,170
12.00
0.00
0.00
- ---
0.00
0.00
0.00
-- --- ---
0.000
5.10
16,843
12.10
0.01 is
0.01 iC
--- ---
0.00
0.00
0.00
--- --- ---
0.009
5.20
17.516
12.20
0.02 is
0.02 is
--- ---
0.00
0.00
0.00
--- --- ---
0-015
5.30
18,189
12.30
0.02 iC
0.02 is
--- ---
0.00
0.00
0.00
--- --- ---
0.020
5.40
18,862
12.40
0.02 is
0.02 is
- --
0.00
0.00
0.00
-- --- ---
0.024
5.50
19.535
12.50
0.03 is
0.03 iC
---
0.00
0.00
0.00
0.027
5.60
20.208
12.60
0.03 is
0,03 is
�-
0.00
0.00
0.00
-
- ---
0.030
5.70
20.881
12.70
0.03 is
0.03 is
0.00
0.00
0.00
- -
0.032
5.80
21.554
12.80
0.04 is
0.03 is
- ---
0.00
0.00
0.00
--- -
0.035
5.90
22.227
12.90
0.04 is
0.04 is
---
0.00
0.00
0.00
--- ---
0.037
6.00
22.899
13.00
0.04 is
0.04 is
--- --
0.00
0.00
0.00
--- ---
0.039
6.10
23,768
13.10
0.04 le
0.04 is
--- ---
0.00
0.00
0.00
---
0.041
6,20
24,637
13.20
0.04 is
0.04 is
---
0.00
0.00
0.00
--- --- •••
0.043
6.30
25,505
13.30
0.05 is
0.04 is
--- --
0.00
0.00
0.00
0.045
6.40
26.374
13.40
0.05 is
0.05 iC
---
0.00
0.00
0.00
--- --- ---
0,047
6.50
27,242
13.50
0.05 is
0.05 is
--
0.00
0.00
0.00
--- -- ---
0-048
6.60
28,111
13.60
0.21 is
0.05 is
--- ---
0.16
0.00
0.00
--- --- ---
0.213
6.70
28,979
13.70
0.52 is
0.05 is
0.47
0.00
0.00
--- --- ---
0.513
6.80
29,848
13.80
0.91 iC
0.05 is
---
0.85
0.00
0.00
-
0.902
6.90
30.717
13.90
1.38 is
0.05 is
-
1.32
0.00
0.00
--
1.362
7.00
31.585
14A0
1.90 is
0.05 is
1.84
0.00
0.00
--- ---
1.884
7.10
32,587
14.10
2.46 oc
0.04 is
---
2.42
0.82
0.00
-- --- ---
3.280
7.20
33,588
14.20
3.08 oc
0.04 iC
---
3.05
2.33
0.00
---
5.408
7.30
34,589
14.30
3.61 oc
0.03 is
--- ---
3.57 s
4.27
0.00
--
7.879
7,40
35,591
14.40
3.95 0C
0.03 is
--- •--
3.92 s
6.58
0.00
- - ---
10.53
7,50
36,592
14.50
4.22 oc
0.03 is
-- ---
4.20 s
9,19
0.00
-•-
13.41
7.60
37.594
14M
4.46 oc
0.02 is
- --
4.43 s
12.08
0.00
- --
16.54
7.70
38,595
14.70
4.66 oc
0.02 is
---- ---
4.64 s
15,23
0.00
--
19.89
7.80
39,596
14.80
4.84 oc
0.02 is
- ---
4.82 s
18.60
0,00
- ---
23.45
7.90
40,598
14.90
5.01 oc
0.02 iC
-
4 99 s
2220
0.00
-- --- -•-
27.21
8.00
41,599
15.00
5.16 0C
0.02 is
--- -•-
5 14 s
26.00
0.00
31.16
8.10
42,727
15,10
5.36 oc
0.01 iC
--- ---
4 69 s
30.00
0,66
-• --- ---
35.36
8.20
43,854
15.20
5.54 oc
0.01 is
- ---
4.08 s
34.18
1.45 s
- --- ---
39.71
8.30
44,982
18,30
5.68 oc
0.01 EC
- ---
3.69 s
38.54
1.97 s
--- ---
44.21
8.40
46,109
15.40
5.80 0c
0.01 is
-
3.41 s
43.07
2.38 s
--
48.87
8,50
47.237
15.50
5.91 oc
0.01 iC
- -
3.19 s
47.77
2.71 s
- --- ---
53-68
8.60
48.364
15,60
6.02 oc
0.01 is
- ---
3.02 s
52.62
2,98 s
---
58.63
8.70
49.492
15.70
6.12 oc
0,00 is
2.89 s
57.63
3 22 s
-- - ---
63.74
8,80
50.619
15-80
6.23 oc
0.00 is
- ---
2.78 s
62.79
3.43 s
---
69.00
51.747
15,90
6.32 oc
0.00 is
- ---
2.70 s
68.09
3.61 s
--- -
74.40
9.00
�.8.90
52,875
16.00
6.42 oc
0.00 is
-
2.63 s
73.54
3.79 s
---
79 96
..End d

u
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e✓
H y d ro g ra p h
Summary
Report Hydraflow Hydrographs Extension for AutoCADV Civil 3D®2016 by Autodesk. Inc. v10.5
Hydfograph
Time
Time to
Hyd.
Inflow Maximum
Total
Hydrograph
type
TPeak
w
interval
Peak
volume
hyd(a) ielevation strge used
Description
(origin)
fa)
(min)
(min)
(tuft)
I
(ft) (tuft)
1
SCS Runoff
7.040
2
728
26,980
--
----
- --
Pre -Developed
2
SCS Runoff
11.24
2
724
35,752
---
--
--
Post -Developed
3
Reservoir
4.493
2
734
33.627
2
14.16
33,157
Wet Pond A
P1320 Wetpond A.gpw Return Period: 10 Year Friday, 031212018

•
0
•

14
Hydrograph
Report
ydraflow Hydrographs Extension for AMCADG) Civil 310 2016 by Autodesk, Inc. v10.5
yd. No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.880 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
' Composite (Area1CN) = 1(0.150 x 74) + (1.690 x 73) * (0 040 x 98)11 1 880
Q (cfs)
s.0i
9
6.00
4.00
99
t
2 4 6 8
Hyd No. 1
Friday. 03 f 2 / 2018
Peak discharge
= 7.040 cfs
Time to peak
= 12.13 hrs
Hyd, volume
= 26,980 cuft
Curve number
= 74*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pre -Developed
Hyd. No. 1 -- 10 Year
Q (Cfs)
8.00
. �1
4.00
MM
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

C]
•
•

11
Hydrograph
Report
ydrafow Hydrographs Extension for AutoCAD® Civil 31M 2016 by Autodesk. Inc. v10.5
yd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.880 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
' Composite (Area1CN) = 1(1.280 x 98) + (0.600 x 74)) / 1.880
Q (Cfs)
12.00
9000
8.00
6,00
4.00
r M]
0 00 -L
lie
4 6
i N ( ,
Friday. 03 / 2 12018
Peak discharge
= 11.24 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 35,752 cult
Curve number
= 90*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd No. 2 -- 10 Year
Q (cfs)
12.00
10.00
8.00
4.00
2.00
0.00
8 10 12 14 16 18 20 22 24
Time (hrs)

12
Hyd rog raph
Report
rafl" Hydrographs Extension for AutoCADV Civil 3DO 2016 by Autodesk. Inc. 00.5
yd. No. 3
Wet Pond A
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 2: Wet Pond A
Storage Indication method used. Wet pond routing star! elevation = 12.00 ft
Q (cfs
12.00
8.00
. ��
4.00
2.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond A
} Hyd. No. 3 -- 10 Year
Friday 0312 / 2018
= 4.493 cfs
= 12.23 hrs
= 33,627 cuft
= 14.16 ft
= 33,157 cuft
4 8
12 16
20
24 28 32
Hyd No. 3
Hyd No. 2
I I I f T
1 Total storage used = 33,157 cult
Q (cfs)
12.00
10.00
M81
4.00
2.00
36
Time (hrs)

•
r-I
LJ
0

13
H y d ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd►ograph
ty pe
(origin)
1 I SCS Runoff
2 1 SCS Runoff
3 1 Reservoir
P1320 Wetpond,
Peak Time Time to
flow interval Peak
We) (min) (min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
00
Total Hyd
strge used Des
(cutt)
14.76
2
728
57,332
--
--
Pre-Develope
19.94
2
724
65.683
--
---
--
Post -Develop
15.42
2
728
63.504
2
14.57
37,236
Wet Pond A
kgpw
Return Period
100
Year
Friday. 03 1
2 / 2018
rograph
cription
FJ

14
Hydrograph
Report
ydraflow Hydrographs Extension for AutoCAI MR Civil 30(�) 2016 by Autodesk. Inc. 00.5
yd. No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.880 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
Composite (ArearCN) = [(0 150 x 74) + (1.690 x 73) + (0.040 x 98)1/ 1.880
Q (Cfs)
15.00
102.00
• "I
es
3.00
0.00 _L
0
Friday. 0312 12018
Peak discharge
= 14.76 cfs
Time to peak
= 12.13 hrs
Hyd. volume
= 57,332 cult
Curve number
= 74*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pre -Developed
Hyd. No. 1 -- 100 Year
2 4 6 8 10 12 14
Hyd No. 1
Q (Cfs)
15.00
12.00
M
3.00
0.00
16 18 20 22 24 26
Time (hrs)

•
•
r�
u

lip
Hydrograph Report
dreflow Hydrographs Extension for AutoCAD® Civil NO 2016 by Autodesk, Inc. v10.5
yd. No. 2
Post -Developed
Friday. 0312 / 2018
Hydrograph type
= SCS Runoff
Peak discharge
= 19.94 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 65,683 tuft
Drainage area
= 1.880 ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 11.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.280 x 98) + (0.600 x 74)111.880
Q (cfs)
21.00
12.00
- it
i /1
Post -Developed
Hyd. No. 2 - 100 Year
0.00
0 2 4
Hyd No. 2
Q (cfs)
21.00
18.00
15.00
12.00
9011161
r r.TO
6 8 10 12 14 16 18 20 22 24
Time (hrs)

Hydrograph
Report
draflow Hydrographs Extension for AutoCADO Civil 3D® 2016 by Autodesk, Inc. 00.5
yd. No. 3
Wet Pond A
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 2: Wet Pond A
Storage Indication method used.
Wet pond routing start elevation = 12 00 ft
Wet Pond A
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
16
Friday. 0312 12018
= 15.42 cfs
= 12.13 hrs
= 63,504 cult
= 14.57 ft
= 37,236 cult
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
21.00 21.00
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)
0
Hyd No. 3 Hyd No. 2 I 11! l 1 Total storage used = 37,236 cult

U
•
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17
Hydraflow Rainfall Report
orraflow
Hydrographs
Extension for AutoCADO Civil 300 2016 by Autodesk. Inc. v10.5 Friday, 0312 ! 2018
Intensity -Duration -Frequency Equation Coefficients (FHA)
Return
Period
l
(Yrs)
B D E (NIA)
1
0.0000 0.0000 0.0000 -
2
69.8703 13.1000 0.8658 1--------
3
0.0000 0.0000 0.0000--------
5
79.2597 14.6000 0.8369--------
10
88.2351 155000 08279 --------
25
102.6072 16.5000 0.8217--------
50
114.8193 I 17.2000 0,8199--------
100
127.1596 17.8000 08186 ------
File name:
SampleFHA.ldf
Intensity = B 1 (Tc + D)AE
Return Intensity Values (Infhr)
Period
(Yrs) 6 min 10 15 20 25 30 36 40 45 50 56 i so
- } - - -
1 0-00 0,00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4,61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1,93 1Al 1.70
3 0.00 0,00 0.00 000 000 0.00 0,00 OM 0-00 0-00 0.00 0.00
5 6-57 543 4.65 4.08 1 3.65 3.30 3.02 2-79 2,59 242 2.27 2 15
I
10 7.24 604 5.21 4.59 i 4.12 3.74 343 3.17 2.95 2.77 260 246
25 8.25 1 6,95 6.03 534 4.80 4.38 4.02 3.73 3-48 3,26 3.07 2,91
50 9.04 T155 6.66 5.92 5.34 1 4.87 4A9 4,16 3,88 3.65 3.44 3,25
100 ` 9.83 8,36 7.30 6.50 5.87 1 5.36 I 494 4,59 4,29 4,03 3,80 3,60 1
Tc = time in minutes. Values may exceed 60.
Precip file name: OANC IPT NUCLEUSFtClvihHydrafloMIDRSneadsFerry-24hprecipdepth.pcp
(storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
4.44
3-yr
0.00
5-yr 10 yr
5.74 676
25-yr
8.52
50-yr
100-yr
11.50
t
SCS 24-hour 3.60
997
SCS 6-Hr
000
0.00
0-00
GOO 0.00
000
0,00
0.00
Huff -1st
0.00
0.00
0.00
I 0,00 0,00
0.00
0.00
000
Huff-2nd
0.00
0.00
000
0.00 0.00
000
000
000
Huff-3rd
000
000
000
0.00 0.00
000
0.00
000
Huff-4th
0-00
0.00
0.00
0.00 000
0.00
0.00
0.00
�
Huff-Indy
1 0.00
0.00
0.00
I
0.00 000
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00

0
r�
•

Hydraf low Table of Contents
P1320 V1lelpond A,gpw
araflow Hydrographs Extension for AutoCADO Civil 3130 2016 by Autodesk, Inc. v10.5
Friday, 031212018
Watershed Model Schematic.....................................................................................
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport ......................................................................................................................... 3
HydrographReports........................................................................................
Hydrograph No. 1, SCS Runoff, Pre-Developed.............................•....................................... 4
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................... 5
Hydrograph No. 3, Reservoir, Wet Pond A.............................................................................. 6
Pond Report - BMP 2: Wet Pond A..................................................................................... 7
10 - Year
SummaryReport ......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, Pre-Developed.................................................................... 10
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 11
Hydrograph No. 3, Reservoir, Wet Pond A............................................................................ 12
100 - Year
SummaryReport ....................................................................................................................... 13
Hydrograph Reports......................................................:.:...............:........:............................... 14
Hydrograph No. 1 SCS Runoff, Pre -Developed. 14
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 15
Hydrograph No. 3, Reservoir, Wet Pond A............................................................................ 16
OFReport.................................................................................................................. 17
is

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Watershed Model Schematic Hydraflow Hydrographs Extension tot AutoCAD® Civil 306 2016 by Autodesk, Inc, v10.5
kw
h.
Projt

2
Hydrograph
Return
Period Rep
Prat
y Hydrographs Extension for AutoCAD®
Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph
Peak Outflow (cfs)
Inflow
Hydrograph
typo
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr 25-yr
50-yr
100-yr
Pre -Developed
1
SCS Runoff
2.284
— --
---
6.928
--
---
14.53
2
SCS Runoff
------
5.077
- - --
- ---
- ---
10.71
-------
-------
18.98
Post -Developed
3
Reservoir
2
0200
—
— —
-------
1 6.498
- --
--- --
16-33
Wet Pond B
Proj file: P1320 Wetpond B.gpw Friday, 03/2/2018

0
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3
Hydrograph Summary Report
Hydraflow Hydrograp#ts Extension for AutoCAO®Civil 3D® 2018 by Autodesk, Inc. v10.5
Hydrograph Pack Time Time to I Hyd. Inflow Maximum Total Hydrograph
type flow interval Peak volume hyd(s) elevation strge used description
(origin) (Cis) (min) (min) (cult) (ft) (tuft) I
1 SCS Runoff 2.284 2 730 9,068
2 SCS Runoff 5.077 2 724 15.483
3 Reservoir 0.200 2 914 13,849
!1 1
P1320 Wetpond B gpw
— — — — Pre -Developed
------ -- ----- Post -Developed
2 12.59 28.231 Wet Pond B
Return Period: 1 Year I Friday, 03 / 2 / 2018

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Hydrograph Report
4
draflow Hydrographs Extension for AutoCADO Civil 300 2016 by Autodesk. Inc. v10.5
yd. No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
' Composite (Area1CN) = ((1 $50 x 74)] 11 850
Q (cfs)
3.00
•
10
2.00
1.00
0.00 1 1'
0 2 4
Hyd No. 1
Friday. 0312 12018
Peak discharge
= 2.284 cfs
Time to peak
= 12.17 hrs
Hyd. volume
= 9,068 cult
Curve number
= 74*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pre -Developed
Hyd. No. 1 -- 1 Year
6 8 10 12 14
Q (cfs)
3.00
2.00
1.00
-` ' 0.00
16 18 20 22 24 26
Time (hrs)

W
Hydrograph
Report
draflow Hydrographs Extension for AutoCAD® Civil 3EM 2016 by Autodesk, Inc. v10.5
0 Y d. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.790 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
' Composite (Area1CN) = [(1
180 x 98) + (0.670 x 74)J 11.790
Q (cfs)
6,00
4.00
3.00
mom
Friday. 0312 12018
Peak discharge
= 5.077 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 15,483 cult
Curve number
= 90*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 1 Year
000 -
5
10
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
rrra
2 4 6 8 10 12 14 16 18 20 22 24 VVV
Time (hrs)
Hyd No<�

6
Hydrograph
Report
ydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2016 by Autodesk, Inc. v10.5
yd. No. 3
Wet Pond B
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP I Wet Pond B
Storage Indication method used. Wet pond routing start elevation = 11 00 ft
Q (cfs)
6.00
05-00
4.00
3.00
2.00
1.00
0.00
0 10
. Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond B
Hyd. No. 3 -- 1 Year
20 30 40
Hyd No. 2
Friday. 03 / 212018
= 0.200 cfs
15.23 hrs
= 13,849 cult
= 12.59 ft
= 28,231 cult
50 60 70 80 90
iI1 I [ I f. I Total storage used = 28,231 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
i[dl7
1 0.00
100
Time (hrs)

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Pond Report
Hydraflow Hydrographs Extension for AuioCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Pond No. 1 - BMP 3: Wet Pond B
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation Begining Elevation = 5 00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
T
Friday, 031212018
000
500
1,020
0
0
1,00
6,00
1A26
1.217
1,217
2.00
7.00
1,858
1,637
2,854
3,00
8,00
2,315
2,082
4.936
3,50
8,50
3,375
1,414
6,350
400
9.00
3,723
1,774
8,124
500
10,00
4,464
4.087
12.212
6-00
11 00
5.256
4.854
17.066
7.00
1200
7.483
6.336
23,402
8.00
13.00
8.839
8,151
31,553
900
1400
10.269
9,544
41.097
9.30
1430
11.788
3,306
44.402
Culvert if Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise fin)
= 12.00
1.25
0.00
0.00
Crest Len (ft)
= 200
15.00
800
0.00
Span (in)
= 1200
1 25
000
000
Crest El. (ft)
= 12 50
12.80
13.50
000
No. Barrels
= 1
1
0
0
Weir Coeff.
= 2.60
260
260
3.33
Invert El. (ft)
= 11.00
11.00
0.00
0.00
Weir Type
= Broad
Broad
Broad
---
Length (ft)
= 5400
1 00
000
0.00
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 0.74
1.00
0.00
nla
N-Value
= 013
013
013
n/a
Orifice Coeff.
= 0.60
0,60
0.60
0.60
EAL(Inlhr)
= 0.000
(by Contour)
uiti-Stage
= nla
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Ctdv$rtA"(* outflows are analyzed
under inlet (ic) and
outlet loc) control Weir risers checked
for onLce conditions pcl and submergence lsi
Stage 1 Storage/ Discharge Table
Stage Storage Elevation
Civ A
Clv B Clv C
PrfRsr
Wr A
Wr B Wr C
Wr D
Exfil User Total
ft tuft
ft
cfs
cfs cfs
cts
cfs
cfs
cfs
cfs
cfs cfs cfs
0.00
0 500
0-00
000 ---
---
0.00
0.00
0.00
---
0 000
0 10
122 5 10
000
0.00 ---
---
0-01)
0-00
0 00
0.000
0-20
243 5.20
0.00
0.00 ---
---
000
0-00
0.00
0 000
0.30
365 5,30
000
000 ---
---
0.00
000
0.00
---
0 000
040
487 540
000
0.00 ---
0.0c
0.00
000
0.000
0 50
609 5.50
0.00
0.00 ---
0-00
0 00
0 00
---
--- 0-000
0.60
730 5,60
000
000 ---
---
0.00
0.00
0.00
---
0.000
0.70
852 570
0,00
000 ---
---
0.00
0-00
0-00
--- --- 0.000
0.80
974 5.80
0,00
0.00 ---
---
0.00
0-00
0.00
---
--- --- 0,000
0 90
1,096 5.90
000
0,00 ---
---
0,00
0.00
0.00
--
0,000
1.00
1,217 600
000
000 ---
0.00
0.00
0.00
-
- - 0.000
110
1,381 6.10
0.00
0.00 ---
0,00
0.00
0.00
0,000
1-20
1,545 6,20
0.00
0.00 ---
---
0,00
000
0.00
---
--- --- 0,000
1.30
1,708 6,30
0.00
000
---
0.00
0,00
0.00
---
--- --- 0.000
1.40
1,872 640
000
000 ---
-
0-00
0-00
0-00
--- 0,000
1 50
2.036 6.50
0.00
000 ---
---
000
000
0.00
---
--- --- 0,000
1.60
2,199 6 60
0-00
0,00 ---
---
0,00
000
0-00
0 000
1 70
2.363 6.70
0.00
0.00
---
0-00
000
0.00
---
--- --- 0,000
1 80
2.527 6.80
000
000 ---
---
000
0.00
0.00
0 000
1.90
2.691 6,90
0-00
0,00 ---
---
0.00
000
000
0,000
2.00
2.854 700
000
0,00 ---
---
0,00
0-00
0-00
0-000
2.10
3,063 7 10
000
000
---
0-00
000
0.00
--- --- 0,000
220
3.271 7.20
0.00
000 ---
---
0.00
0.00
0.00
---
--- 0.000
230
3,479 7.30
0-00
000
0.00
0.00
000
---
--- --- 0-000
2.40
3,687 740
0.00
0.00
---
0.00
0.00
0.00
---
- 0-000
2.50
3,895 7 50
0,00
0.00 ---
---
000
0.00
0.00
---
- --- 0-000
2 60
2.70
4,104 7.60
4,312 7,70
0.00
0-00
0,00 ---
0,00 ---
---
---
0.00
000
0.00
0.00
0 00
0.00
--
---
--- --- 0.000
--- --- 0.000
2,80
4.520 7,80
0.00
0.00 ---
0.00
0.00
0.00
- - --- 0.000
2.90
4,728 7 90
000
0.00 ---
0.00
0.00
0.00
--
0.000
3.00
4,936 8,00
0.00
000 ---
---
0.00
0.00
0 00
---
--- 0.000
Continues on next page...

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8
BMP 3 Wet Pond B
Stage 1
Storage I Discharge Table
Wtttage
Storage
Elevation
Clv A
CIv B
Civ C PrfRsr
Wr A
Wr B
Wr C
Wr D Exfil User
Total
tuft
ft
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs cfs cfs
cfs
3.05
5.078
8.05
0.00
0.00
- ---
0.00
0.00
0,00
-- --- ---
0.000
3,10
5,219
8-10
0.00
0,00
- ---
0,00
0.00
0.00
--- --- ---
OAOO
315
5,361
8.15
0-00
0,00
- ---
0-00
0.00
0.00
---
0,000
3,20
5,502
8.20
0.00
0.00
- ---
0.00
0.00
0-00
--- ---
0.000
325
5,643
8.25
0.00
0.00
- ---
000
0.00
0.00
--- ---
0.000
3.30
5,785
830
0,00
000
0.00
0.00
0.00
-- -- ---
0.000
3,35
5,926
8.35
0.00
0.00
-
0.00
0.00
0.00
--- -
0.000
3.40
6,068
8.40
0.00
0.00
- ---
0.00
0.00
0.00
--- ---
0.000
3.45
6,209
8.45
0.00
0,00
•--
0.00
0.00
0.00
--- --- ---
0.000
3.50
6,350
8.50
0.00
0.00
-- ---
0.00
0.00
0,00
--- ---
0.000
3.55
6.528
8.55
0.00
0.00
- ---
000
0.00
000
--- ---
0 000
3.60
6,705
8.60
0.00
0.00
--- ---
0,00
0.00
0.00
--- ---
0.000
3.65
6,883
8.65
0.00
0.00
-
0.00
0.00
0.00
--- --- ---
0.000
3.70
7,060
8.70
0.00
0.00
- ---
0.00
0-00
0,00
0.000
3.75
7,237
8.75
0.00
O.DO
-- ---
0.00
O.DO
0.00
--- - ---
0.000
3.80
7.415
8.80
OM
O.DO
-
000
0.00
0.00
--- - ---
0.000
3.85
7,592
8.85
0.00
0.00
--- ---
0.00
0,00
0.00
--- --- -•-
0,000
3.90
7,769
8.90
0.00
0.00
- ---
0-00
0,00
0,00
--- ---
0.000
3.95
7.947
8.95
0.00
0-00
- ---
0.00
0.00
0,00
--- ---
0,000
4.00
8.124
9.00
0.00
0.00
--- ---
0,00
0,00
0.00
--- --- ---
0.000
4.10
8.533
9.10
0.00
0.00
--- ---
0,00
0.00
0,00
--- ---
0.000
4.20
8,942
9.20
0.00
0.00
-
000
0.00
0.00
---
0.000
4.30
9.350
9.30
0.00
0.00
- ---
O.DO
0.00
0.00
0.000
4.40
9,759
9.40
0.00
0.00
- ---
0,00
0.00
0.00
--- -
0.000
4.50
10.168
950
0.00
0.00
- ---
00,0
O.00
000
--
0.000
4.60
10,577
9.60
0.00
0.00
- ---
0.00
0,00
0,00
--- --- --
0.000
4.70
10,985
9.70
0.00
0-00
--- ---
0.00
0.00
0.00
--- -
0.000
4.80
11.394
9.80
0.00
0.00
---
0.00
0.00
O.OD
--- --
0.000
4.90
11,803
9.90
0.00
0.00
- •--
0,00
0.00
0.00
--- --- --
0.000
5.00
12.212
10.00
0.00
0.00
- ---
0.00
0.00
0.00
---
0.000
5.10
12,697
10.10
0.00
0.00
--- ---
0.00
0,00
0,00
--- ---
0.000
5.20
13,182
10.20
0.00
0.00
- ---
0.00
0.00
0.00
--- ---
0.000
5-30
13.668
10,30
0.00
0.00
- ---
0.00
0.00
0.00
--- --
0.000
5.40
14,153
10.40
0.00
0.00
0.00
OM
0.00
0.000
5.50
14.639
10.50
0.00
OM---
-
0,00
0.00
OM0.000
- _
5.60
15,124
10.60
0.00
0.00
---
0.00
0.00
0.00
--- - --
0.000
5.70
15,609
10.70
0,00
0.00
--- ---
OM
0-DO
000
--- -
0.000
5.80
16.095
10.80
0.00
0.00
-- ---
0.00
0.00
0.00
--- ---
0.000
5.90
16,580
10.90
0.00
0.00
---
0.00
0.00
0.00
--- --- ---
0.000
6.00
17,066
11.00
0.00
0.00
---
0.00
0,00
0.00
--- --- ---
0.000
6.10
17,699
11.10
0.01 iC
0.01 is
-
0.00
0.00
0.00
--- --- ---
0.009
6,20
18,333
11.20
0.02 is
0.02 is
-
0,00
0.00
OM
--- ---
0.015
6.30
18,967
11.30
0.02 is
0.02 is
---
0.00
0.00
0.00
--- ---
0.020
6.40
19.600
11.40
0.02 ie
0.02 is
-
0.00
0.00
0.00
--- ---
0.024
650
20,234
11.50
0.03 is
0.03 is
- ---
0.00
0.00
000
--- - ---
0.027
6.60
20,867
11.60
0.03 is
0,03 is
--- ---
0.00
0.00
0.00
--- --
0.030
6.70
21,501
11 70
0.03 is
0.03 is
- ---
000
0.00
0.00
--- -
0.032
6.80
22,135
11.80
0.04 is
0,03 is
- ---
0.00
0.00
0,00
0.035
6.90
22,768
11.90
0.04 iC
0 04 is
- ---
0.00
000
0.00
--- -
0.037
7.00
23.402
12.00
0.04 is
0.04 is
- ---
0.00
0.00
0.00
---
0.039
7.10
24,217
12.10
0.04 is
0.04 is
---
0.00
0,00
0.00
--- --- ---
0.041
7.20
25.032
12.20
0.04 is
0.04 is
--- ---
0.00
0.00
0.00
--- ---
0.043
7.30
25,847
12.30
0.05 is
0,04 is
0.00
0.00
0.00
0.045
7.40
26,662
1240
0.05 is
0 05 is
- --
0.00
0.00
0.00
- -
0.047
7.50
27,477
12.50
0.05 is
0,05 iC
- ---
0.00
0.00
0.00
--- --- •--
0.048
7.60
28,292
12.60
0.21 is
0,05 is
0.16
0.00
0.00
--- - ---
0.213
7.70
29.107
1270
0.52 is
0.05 is
- ---
0.47
0.00
0.00
---
0.513
7.80
29,922
12.80
0.91 is
0.05 is
-
0.85
0.00
0.00
---
0.902
7.90
30,738
12.90
1.38 is
0,05 is
--
1.32
1.23
0.00
--- --- ---
2.595
8,00
31.553
13.00
1,90 iC
0.05 is
--- ---
1,84
3.49
0.00
--- --- ---
5-373
8.10
32.507
13.10
2.46 oc
0.04 is
--- ---
2.42
6.41
0.00
--- •--
8.866
8,20
33,461
13.20
3.08 Oc
0,04 is
--- ---
3.05
9.87
0.00
--- ---
12.95
8.30
34.416
13,30
3,63 oc
0.03 is
- ---
3.60 s
13.79
0.00
--- --- ---
17,42
8.40
35,370
1340
3,98 oc
0.03 is
--- ---
3.95 s
18.13
0.00
-
22.11
850
36,325
13.50
4 27 oc
0.03 is
-
4.24 s
22.84
0.00
--- ---
27.11
8.60
37.279
1360
4.65 Oc
0.02 is
-
3.97 s
27.91
0.66
32.56
8.70
38.234
1370
4.97 oc
0.01 is
-
3.29 s
33.30
1.67 s
--• ---
38.27
8.80
39.188
13.80
5.16 oc
0.01 is
- -
2-92 s
39.00
2.23 s
---
44.16
8.90
40.142
13.90
5.31 oc
0,01 is
-
2.67 s
44.99
2.63 s
--- ---
50.30
9,00
41.097
14,00
5.44 oc
0.01 is
-
2.50 s
51.27
2.93 s
---
56.71
903
41.427
14,03
5.48 oc
0.01 is
-
2.46 s
53.20
3.01 s
---
58.68
9,06
41,758
1406
5.52 o0
0.01 is
--- ---
2.42 s
55,16
3.08 s
--- --- -
60.67
Continues on next page..

0

9
BMP I Wet Pond B
Stage 1
Storage 1 Discharge Table
Storage
Elevation
C A
•flags
ft
tuft
ft
cfss
9,09
42.088
14.09
5.56 oc
912
42.419
14.12
5.59 oc
9.15
42,750
14A5
5.63 oc
918
43,080
14,18
5.66 oc
9,21
43,411
14.21
5.70 oc
9.24
43.741
14.24
5.73 oc
9,27
44.072
14.27
5.77 oc
9.30
44,402
14.30
5.80 oc
.End
E
0
CIv B Clv C
PrfRsr Wr A
Wr 8
Wr C
Wr D Exfil User Total
Cfs cfs
cfs cfs
cfs
cfs
cfs cis cfs cfs
0.01 is -
- 2.39 s
57.14
3.16 s
--- . --- 6270
0.01 iC -
--- 2.36 s
59.15
3.23 s
--- --- 64.74
0.01 is
- 2.33 s
61.17
3 29 s
--- --- 66.79
0.01 Io -
--- 2.30 s
63.22
3.35 s
--- --- 68.88
0.01 is -
2.27 s
65.30
3.41 s
--- --- --- 7099
0.01 is -
- 2.25 s
67.39
3A7 s
--- --- --- 73.12
0.00IC -
--- 2.23 s
69,51
3.53 s
--- --- --- 75.27
0.00 is
--- 2.21 s
71.65
3.58 s
--- --- --- 77.44

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Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autadesk, Inc. v10.5
Hydrograph
type
(origin)
Peak
flow
(cfe)
Time
interval
(min)
2
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
Pre -Developed
1
SCS Runoff
6-928
728
26.549
—
---
-- —
2
SCS Runoff
10.71
2
724
34,040
-----
------
---
Post -Developed
3
Reservoir
Wetpond
6.498
B.gpw
2
730
32,346
Return Period
I
2
13.04
31,860
Friday, 03 /
Wet Pond B
2 1 2018
P1320
10 Year

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11
Hydrograph
Report
raflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc v10.5
4
Wyd.No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.850 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
' Composite (Area1CN) = [(1.850 x 74)111.850
a (cfs)
7.00
10
6.00
16
3.00
2.00
1.00
0.00 ' '
0 2 4
Hyd No. 1
6 8
Friday. 0312 12018
Peak discharge
= 6.928 cfs
Time to peak
= 12.13 hrs
Hyd. volume
= 26,549 cult
Curve number
= 74*
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 10.00 min
Distribution
= Type III
Shape factor
= 484
Pre -Developed
Hyd. No 1 -- 10 Year
a (cfs)
7.00
5.00
4.00
3.00
2.00
1.00
-I I I T I OM
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
'12
draftow Hydrographs Extension for AutoCADS Civil 3D& 2016 by Autodesk, Inc, v10.5
yd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.790 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
" Composite (Area/CN) = I(1.180 x 98) + (0 670 x 74)] / 1.790
Q (cfs)
12.00
0.00
M
. it
4.00
2.00
0.00 1 1
0 2 4
• Hyd No, 2
6 8
Friday, 0312 12018
Peak discharge
= 10.71 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 34,040 cuft
Curve number
= 90w
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 10 Year
Q (cfs)
12.00
10.00
900
4.00
2.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)

13
Hydrograph
Report
ra"O Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Friday, 03 / 212018
yd. No. 3
Wet Pond B
Hydrograph type
= Reservoir Peak discharge
= 6.498 cfs
Storm frequency
= 10 yrs Time to peak
= 12.17 hrs
Time interval
= 2 min Hyd. volume
= 32,346 cuft
Inflow hyd. No.
= 2 - Post -Developed Max. Elevation
= 13.04 ft
Reservoir name
= BMP 3: Wet Pond B Max. Storage
= 31,860 tuft
Storage Indication method used Wet pond routing start elevation = 11.00 ft.
Wet Pond B
Q (Cfs)
Hyd. No. 3 -- 10 Year
Q (cfs)
12.00
12.00
1* 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
Hyd No. 3
Hyd No. 2 IFFF1 I-j Total storage used
Time (hrs)
= 31,860 CA

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Hydrograph Summary Report
HydraFlow Hydrographs Extension for AutoCADS Civil 31® 2016 by Autodesk, Inc. v10.5
m
Hydrograph
typo
(origin)
Peak Time
flow Interval
(afs) (min)
Time to Hyd.
Peak volume
(min) (tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
SCS Runoff
14.53
2
728
56,417
--- --
—
Pre -Developed
SCS Runoff
1898
2
724
62.638
— --
------
------
Post -Developed
Reservoir
1633
2
726
60,796
2
13.28
34,184
Wet Pond B
t20 Wetpond
6 gpw
I
I
Friday. 03 1
I
2 12018
Return Period:
100
Year

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15
Hydrograph Report
ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk. Inc v10 5
yd. No. 1
Pre -Developed
Friday, 03 12 1 2018
Hydrograph type
= SCS Runoff
Peak discharge
= 14.53 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 56,417 cuft
Drainage area
= 1.850 ac
Curve number
= 74*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 11.50 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area1CN) = 1(1 850 x 74)] / 1.850
0 (cfs)
15.00
02,00
• "$
AM
3.00
•
Pre -Developed
Hyd. No. 1 -- 100 Year
2 4 6 8 10 12 14
Hyd No. 1
0 (cfs)
15.00
12.00
M1101
. S,
3.00
I 0.00
16 18 20 22 24 26
Time (hrs)

•
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I Hydrograph
Report
dratlow Hydrographs Extension for AutoCAD® Civil MOD 2016 by Autodesk, Inc. 00.5
yd. No. 2
Past -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.790 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
' Composite (Area/CN) = ((1.180 x 98) + (0.670 x 74)] 1 1.790
Q (cfs)
21.00
OF- 00
15.00
12.00
M1
. M
3.00
Is
Friday, 03I 2 12018
Peak discharge
= 18.98 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 62,538 cult
Curve number
= 90"
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 100 Year
0.00
0
19
Q (cfs)
21.00
18.00
15.00
12.00
MC
•ffirs
3.00
2 4 6 8 10 12 14 16 18 20 22 24 -_
Hyd No. 2 Time (hrs)

17
Hydrograph
Report
draflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
loyd.No. 3
Wet Pond B
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 3: Wet Pond B
Storage Indication method used Wet pond routing start elevation = 11.00 ft
Q (cfs)
21.00
0. 00
15.00
12.00
no
i
3.00
10
0
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond B
Hyd. No. 3 -- 100 Year
Friday. 03 / 2 12018
= 16.33 cfs
= 12.10 hrs
= 60,796 tuft
= 13.28 ft
= 34,184 cult
Q (cfs)
21,00
18,00
15.00
12.00
MU
. #R
3.00
rITiT61
2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3 Hyd No. 2 .I 1, Time (hrs)
y y I I l ;Total storage used _ 34,184 tuft

•
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Hydraflow Rainfall Report
18
raBow Hydrographs Extension for AutoCAD& Civil 3DO 2016 by Autodesk, Inc. v10.5
Return Intensity-Ouration-Frequency Equation Coefficients (FHA)
Period
(Y1s) B 0 j E (Nil
1 0.0000 0.0000 0.0000 --
2 69 8703 13-1000 0,8658 - ---
3
0.0oo0
0.0000
0.0000
5
79.2597
14.6000
0.8369
10
88.2351
15.5000
0.8279
25
1026072
16 5000
0.8217
50
114.8193
17.2000
1 0.8199
100
127.1596
17.8000
1 0.8186
File name SampleFHA.idf
Intensity. B I (Tc + D)"E
Return Intensity Vsiues (inlhr)
Porlod r
(Yrs) 5 min I 10 15 20 25 30 35
40 1 45
1
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0-00
2
5.69
4.61
3.89
3.38
2.99
2.69
244
2.24
3
0.00
I 0.00
0.00
0.00
0.00
0.00
000
0.00
5
6.57
543
4.65 '
408
3.65
3.30
302
2.79
10
1 724
604
521
4.59
4.12
3.74
3.43
3.17
25
1 825
695
6.03
5.34 I
4.80
4.38
402
3.73
50
904
7.65
6.66
5.92
5.34
4.87
449
4.16
100
9.83
8.36
7-30
6.50
5.87
1 536
4,94
4.59
Tc = time in minutes.
Values may exceed 60.
Rainfall Precipitation Table (in)
0-Od
207
000
2.59
2-95
3.48
3.88
4,29
Storm ' 1
Distribution 1-yr 2-yr 3-yr 5-yr 1Q-yr 25-yr 50 yr 100-yr
SCS 24-hour 360 4.44 + 0.00 5.74 6.76 852 9.97 ! 11.50
I I
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0-00 000
Huff-lst 000 0.00 0.00 0.00 0,00 000 0.00 0.00
Huff-2nd 000 0.00 0.00 0,00 000 000 0.00 0.00
Huff-3rd 0.00 0.00 0 00 0,00 0.00 0 00 0.00 000
i
Huff-4th 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00
Custom 0.00 0.00 000 0.00 000 0.00 0.00 000
Friday, 0312 12018
50
55
50
0.00
0,00
0.00
1.93
0.00
1-81
0.00
1.70
0-00
2.42
277
2.27
2.60
2.15
2.46
326
3.07
291
365
3,44
325
403
3.80
I
3.60

Hydraf low Table of Contents P1320 Wetpond B.gpw
�ydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk, Inc, 00.5 Friday, 0312 12018
WatershedModel Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre-Developed...................................................................... 4
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................... 5
Hydrograph No. 3, Reservoir, Wet Pond B.............................................................................. 6
Pond Report - BMP 3: Wet Pond B..................................................................................... 7
10 - Year
SummaryReport................................................................................................. 10
HydrographReports................................................................................................................. 11
Hydrograph No. 1, SCS Runoff, Pre-Developed.................................................................... 11
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 12
Hydrograph No. 3, Reservoir, Wet Pond B............................................................................ 13
100 - Year
SummaryReport, ...................................................................................................................... 14
4D Hydrograph Reports...................................................................................................•............. 15
Hydrograph No. 1, SCS Runoff, Pre -Developed. 15
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 16
Hydrograph No. 3, Reservoir, Wet Pond B. ........................................................................... 17
OFReport .................................................................................................................. 18
0

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0

2 Watershed Model Schematic
Hytfraflow Hycfrographs Extension for AutoCADV Civil 3i77® 2016 6y Autodesk, Inc. v10.5

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Hydrograph Return Period Reps
y ra •w Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Pro
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
FS-Yr
50-yr
100-yr
Pre -Developed
SCS Runoff
-----
1.720
-
-------
-------
5 079
-- -
-- -
10.51
SCS Runoff
------
3 513
--
----
---
7.683
-
- --
13.83
Post -Developed
Reservoir
2
0202
-------
-------
3 071
--
--
10.86
Wet Pond C
j. file P1320
Wetpond
C gpw
Friday,
031
212018

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1
Hydrograph Summary Report Hydraflow Hydrographs Extension for AuIoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hydrograph
type
(origin)
Peak Time
flow interval
(cfa) (min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s►
Maximum
elevation
IN
Total
strge used
(tuft)
Hydrograph
Description
1
SCS Runoff
1.720
2
730
6,785
--
----
Pre -Developed
2
SCS Runoff
3.513
2
724
10,602
-----
------
Post -Developed
3
Reservoir
Wetpond
0.202
2
840
9,602
2
1 Year
14.35
17,633
Wet Pond C
P1320
C gpw
Return Persod
Friday, 03 /
212018

0
•
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4
Hydrograph Report
draflow Hydrographs Extension for AuIoCADO Civil 3DO 2016 by Autodesk, Inc. 00.5
yd. No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
Composite (ArealCN) = ((1.280 x 74) + (0.040 x 98)11 1 320
Q (cfs)
2.00
0.00 ' 1'
0 2 4
Hyd No. 1
Peak discharge
Time to peak
Hyd, volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre -Developed
Hyd. No. 1 -- 1 Year
Friday, 0312 12018
= 1.720 cfs
= 12.17 hrs
= 6,785 cuft
= 75"
= 0 ft
= 10.00 min
W Type III
484
6 8 10 12 14 16 18 20 22 24
0 (cfs)
2.00
1.00
1 0.00
26
Time (hrs)

Hydrograph Report
r
draflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk. Inc. v10.5
yd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 3.60 in
Storm duration
= 24 hrs
' Composite (ArealCN) = [(0.750 x 98) + (0.570 x 7,4)j 1 1.320
Q (cfs)
4.00
0
3.00
2.00
1,00
•
Friday. 0312 12018
Peak discharge
= 3.513 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 10,602 tuft
Curve number
= 88"
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd No 2 -- 1 Year
2 4 6 8 10 12 14
Hyd No. 2
Q (Cfs)
4.00
3.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

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Hydrograph Report
qvydraflow Hydrographs Extension for AutoCADS Civil NO 2016 by Autodesk, Inc. v10.5
H,yd. No. 3
Wet Pond C
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 4: Wet Pond C
Storage Indication method used. Wet pond routing start elevation = 13.00 ft
Q (cfs)
4.00
2.00
1.00
I*
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wet Pond C
Hyd. No. 3 --1 Year
10 20 30 40
Hyd No. 3 Hyd No. 2
Friday, 031212018
= 0.202 cfs
= 14.00 hrs
= 9,602 cuft
= 14.35 ft
= 17,633 cuft
50 60 70 80 90
TMT I I' Total storage used = 17,633 cult
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
100
Time (hrs)

C]

Pond Report
7
Hydraflow Hydrographs Extension for AutoCADQ7 Civil 31)0 2016 by Autodesk. Inc 00 5
and No. 1 - BMP 4: Wet Pond C
and Data
Contours -User-defined contour areas Conic method used for volume calculation Begining Elevation = 7 00 ft
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage {tuft}
Total storage (tuft)
000
7,00
365
0
0
1.00
8,00
662
506
506
2.00
9.00
1,150
895
1,401
3-00
10,00
1.690
1,411
2,812
4.00
11.00
2,289
1,982
4,794
5.00
1200,
2.944
2,609
7.403
600
13,00
3.656
3,293
10,696
7-00
1400
5,957
4,759
15 A56
8.00
15,00
6.613
6.282
21 737
9-00
1600
7.605
7,103
28,940
9.30
16.30
10.148
2,654
31,493
Culvert 1 Orifice Structures Weir Structures
Friday, 0312 1 2018
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 1200
1 00
000
000
Crest Len (ft)
= 2.00
10.00
8,00
000
Span (in)
= 1200
1.00
0.00
0.00
Crest El. (ft)
= 14.25
1500
15,50
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 2-60
2,60
2.60
3,33
Invert El. (ft)
= 1200
13.00
000
000
Weir Type
= Broad
Broad
Broad
---
Length (ft)
= 3700
1 00
000
000
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 1.35
1.00
000
n1a
N-Value
= 013
013
013
n1a
Orifice Coeff.
= 0.60
060
0.60
060
Exfil.(inlhr)
= 0 000 (by
Contour)
Multi -Stage
= nla
Yes
No
No
TW Elev. (ft)
= 0.00
Note Culvervo fice outnaws are analyzed
-
under inlet (ic) and cutlet (oc) control weir risers Checkecl for onfice condilions (ic) and submergence (s),
Stage I Storage I Discharge
Table
Stage Storage Elevation
Clv A
Clv 8 Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D
Exfll User
Total
ft tuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs
cfs
cfs cfs
cfs
0.00
0
700
000
0.00 ---
000
000
000
0 000
0.10
51
7.10
000
0.00 ---
--- 000
0-00
000
0 000
0.20
101
7.20
000
0.00 ---
--- 0.00
0,00
0,00
---
---
0000
0.30
152
730
DOG
000 ---
--- 000
000
000
--- ---
GOOD
040
202
7.40
0.00
0.00 ---
--- 000
000
0,00
---
--- ---
0-000
0.50
253
750
0.00
000 ---
000
000
0.00
---
---
0 000
0.60
304
7.60
000
000 ---
0.00
0.00
0,00
0.000
0.70
354
770
000
GOO ---
000
0,00
0,00
---
---
0-00C
0-80
405
7.80
0.00
0.00 ---
--- 0,00
0,00
0.00
---
-
0.000
0.90
456
7.90
000
0.00 ---
--- 0.00
0,00
000
---
--
0.000
1.00
506
800
000
000 ---
--- 0.00
0,00
0,00
--- ---
O.ODO
1.10
596
8.10
000
0.00 ---
--- 0.00
0,00
000
---
--- ---
0 000
1 20
685
820
0.00
0.00 ---
--- 0,00
0,00
0,00
GOOD
130
775
8.30
0.00
0.00 ---
--- 0-00
0.00
0.00
---
--- ---
0.000
1 40
864
8.40
0.00
000 ---
--- 0.00
0,00
000
---
---
0 000
1.50
954
8.50
O.00
0.00 ---
--- 0.00
0,00
0,00
---
---
0.000
1.60
1,043
8 60
000
0.00 ---
--- 0.00
000
000
---
0 000
1 70
1,132
870
0.00
0.00 ---
--- 000
000
0.00
--- ...
0 000
180
1.222
8.80
0.00
000 ---
--- 0,00
0.00
0.00
---
---
0 000
1.90
1_311
890
0.00
000
--- 0.00
0.00
000
---
---
0,000
2.00
1,401
9.00
000
0.00 ---
--- 000
000
0,00
-
0,000
2 10
1.542
9.10
0.00
000 ---
--- 0.00
0.00
000
---
---
0 000
2.20
1,683
9-20
0.00
0.00 ---
--- 0-00
0,00
0,00
---
-
0 000
230
1.824
9.30
000
000 --
--- 000
0.00
000
-
0.000
240
1,965
9.40
0.DO
0.00 ---
000
0.00
0,00
---
---
0.000
2.50
2,107
9.50
0.00
0 00 ---
--- 000
0.00
0,00
---
---
GOOD
260
2,248
9,60
0.00
0 GO ---
--- 0.00
0,00
0,00
---
---
0.ODD
2.70
2.90
2,389
2
970
9.90
0.00
0.00
0.00 ---
0.00
--- 000
0.00
0,00
0,00
0,00
000
---
-
0.000
0-000
2.90
2,671
671
9,90
000
0.00
0.00
0-00
000
---
DODO
3.00
2,812
1000
0. GO
0.00 ---
0,00
0.00
0.00
---
»i
O.00O
3.10
3010
10,10
0.00
0.00 ---
--- 0,00
0.00
0.00
---
--
0.000
Continues on next page

8
BMP 4 Wet Pond C
Stage I
Storage I Discharge Table
Stage
Storage
Elevation
Clv A
Ctv B
Clv C PrtRsr
Wr A
Wr B
Wr C
Wr D Exfil User
Total
ft
cuft
ft
cfs
cfs
cfs cfs
cfs
efs
efs
cfs cfs cis
efs
3.20
3.208
10.20
0.00
0.00
... ---
0.00
0.00
0.00
-- ---
0-000
130
3.407
10.30
0.00
0.00
---
0.00
0.00
0.00
0.000
3,40
3,605
10.40
000
0.00
--- ---
0.00
0.00
0.00
--- -- •--
0.000
3.50
3,803
10.50
0.00
0.00
---
0.00
0.00
0.00
0.000
3.60
4,001
10.60
0,00
0.00
--- ---
0.00
0.00
0.00
---
0.000
3,70
4,199
10.70
0.00
0,00
---
0.00
0.00
0.00
--- - -
0,000
3.80
4,398
10.80
0.00
0.00
---
0.00
0.00
0.00
--- --- ---
0.000
3.90
4.596
10.90
0.00
0.00
---
0,00
0.00
0.00
--- --- -
0.000
4,00
4,794
11.00
0.00
0.00
--- --
0.00
0.00
0.00
--- --- -
0.000
4.10
5,055
11.10
0.00
0.00
--- ---
0.00
0.00
0,00
--- --
0.000
4.20
5.316
11.20
0.00
0.00
---
0.00
0.00
0.00
--- -
0.000
4.30
5,577
11.30
0.00
0,00
---
0.00
0.00
0.00
-- -
0.000
4.40
5,838
11.40
0.00
0.00
--- ---
0,00
0.00
0 00
- ---
0.000
4.50
6,099
11.50
0.00
0.00
--- ---
0.00
0.00
0,00
--- ---
0.000
4.60
6.359
11.60
0-00
0.00
--- ---
0-00
0.00
0.00
--- -
0.000
4.70
6.620
11.70
0.00
0.00
--- ---
0.00
0.00
0-00
--- ---
0.000
4.80
6,881
11.80
0.00
0.00
--- ---
0.00
0.00
0.00
--- --- ---
0.000
4.90
7.142
11.90
0.00
0.00
0.00
0.00
000
--- - ---
0.000
5.00
7,403
12.00
0.00
0.00
- -
0.00
0.00
0.00
--- -
0.000
5.10
7.733
12.10
0.00
0.00
- ---
0.00
0.00
0.00
--- ---
0.000
5.20
8,062
12.20
0,00
0-00
-
0-00
0.00
0.00
--
0.000
5.30
8.391
12.30
0.00
0.00
-- ---
0.00
0.00
0.00
---
0.000
5.40
8,721
12.40
0.00
0.00
- ---
0,00
0,00
0,00
--- - ••.
0.000
5.50
9.050
12.50
0.00
0.00
---
0.00
0.00
0.00
--- --- --
0.000
5.60
9.379
12.60
0.00
0.00
--
0,00
0.00
0,00
--- --- ---
0.000
5.70
9,709
12.70
0.00
0.00
- ---
0.00
0.00
0-00
--- --- ---
0.000
5.80
10.038
12.80
0.00
0.00
-- ---
0.00
0.00
0.00
--- --- -•-
0.000
5.90
10.367
12.90
0.00
0.00
--- ---
0.00
OM
0,00
--- --- ---
0.000
6.00
10,696
13.00
0.00
0.00
- ---
0.00
0.00
0.00
--- ---
0.000
6.10
11,172
13.10
0.01 is
0.01 is
---
0.00
0.00
0,00
---
0.006
6.20
11,648
13.20
0.01 is
0.01 is
-
0,00
0,00
0.00
--- --- --
0-010
6.30
12.124
13.30
0.01 is
0.01 is
---
0.00
0.00
0.00
--- --- ---
0.013
6.40
12,600
13.40
0.02 is
0.02 is
--- -•-
0.00
0.00
0,00
---
0.016
6.50
13,076
13.50
0.02 is
0.02 is
-- ---
0,00
0,00
0.00
--- --- ---
0,018
6.60
13,552
13.60
0.02 is
0.02 is
--
0.00
0.00
0.00
--- -- ---
0.020
6.70
14.028
13.70
0.02 is
0.02 is
---
0.00
D.00
0.00
--- --- --
0-021
6.80
14,504
13.80
0.02 is
0.02 is
- ---
0.00
0.00
0.00
--- --- ---
0.023
6.90
14,980
1190
0.03 is
0.02 is
---
0.00
0.00
D.00
---
0.024
7.00
15,456
14.00
0.03 is
0.03 is
--- ---
0.00
0.00
0,00
--- --- ---
0.026
710
16,084
14.10
0.03 is
0.03 is
- -
0.00
0.00
0.00
--- - --
0,027
7.20
16.712
14.20
0.03 is
0.03 is
--- ---
0.00
0.00
0.00
0.028
7.30
17.340
14.30
0.09 is
0.03 is
---
0.06
0.00
0.00
-
0.088
7.40
17,969
14.40
0.34 is
0.03 is
- --
0.30
0,00
0.00
--- --
0,333
7.50
18.597
14.50
0.69 is
0.03 is
- ---
0.65
0.00
0.00
- ---
0.682
7.60
19,225
14.50
1.13 it
0.03 is
1.08
0.00
0.00
1.110
7.70
19,853
14.70
1.60 is
0.03 is
- ---
1.57
0.00
0.00
-
1.604
7.80
20,481
14.80
2.16 is
0.03 is
- ---
2.12
0.00
0.00
--
2.156
7.90
21,109
14,90
2.76 is
0.04 is
---
2.73
0.00
0.00
--- ---
2.761
8.00
21,737
15,00
3.41 is
0.03 is
--
3.38
0.00
0,00
--- •--
3.412
8,10
22,448
15.10
4.11 is
0.03 in
4.08
0.82
0.00
--- --- ---
4.929
8.20
23,158
15,20
4.84 is
0.03 is
--- --
4.81
2,33
0,00
--
7,167
8,30
23,868
15.30
5.35 is
0.02 is
---
5.33 s
4.27
0.00
-- ---
9.625
8.40
24,578
15.40
5.67 it
0.02 it
---
5.64 s
6.58
0.00
---
12.24
8.50
25,289
15.50
5.92 is
0.02 is
5.90 s
9.19
0.00
--- -•-
15.11
8.60
25,999
15.60
6.26 is
0.02 it
--- ---
5.58 s
12.08
0.66
--
18.34
8.70
26,709
1570
6.57 is
0.01 is
--- ---
4.72 s
15,23
1.94 s
---
21 80
8.80
27,419
15.80
6.76 is
0.01 is
--- ---
4.16 s
18.60
2.58 s
- -- ---
25.36
8.90
28,130
15.90
6.90 is
0.01 it
---
3.80 s
22-20
3096
--- ---
29.10
9.00
28,840
16-00
7.02 is
0.01 is
---
3.54 s
26.00
3.48 s
-- ---
33.02
9.03
29,105
16.03
7.06 is
0.01 is
---
3.47 s
27A8
3 58 s
34.24
9.06
29.371
1606
7.09 is
0.01 is
- ---
3.41 s
28,37
3.67 s
35.47
9.09
29,636
16.09
7.13 is
0.01 is
--- ---
3.36 s
29.59
3.76 s
--- ---
36.71
9.12
29,901
16.12
7.16 is
0 00 is
--- ---
3.31 s
30-82
3.85 s
--- --- -
37,98
9.15
30,167
16.15
7.19 is
0.00 is
--- ---
3.25 s
32.06
3.93 s
--- ---
39.25
9.18
30,432
16.18
7.23 is
0.00 is
--- ---
3.21 s
33.33
4 00 5
40.55
9.21
30,697
16.21
7.26 is
0.00 is
--- ---
3.17 s
34,61
4.07 s
--- ---
41.85
9.24
30,963
16.24
7.29 is
0.00 is
-
3.13 s
35.90
4.15 s
--- ---
43.18
9.27
31,228
16.27
7.32 is
0.00 is
--- ---
3.10 s
37.21
4,22 s
--- --- ---
44.53
9.30
31.493
16,30
7.35 is
0.00 is
---
3.06 s
38.54
4.28 s
--- - ---
45.88
...End

H y d ro g ra p h Summary Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk. Inc. A 0.5
Hydrograph
type
(origin)
SCS Runoff
SCS Runoff
Reservoir
P1320 Wotpon

•
Ll
•

10
Hydrograph Report
draflow Hydrographs Extension fof AUtoCAD69 CM1 31>® 2016 by Autodesk. inc. 00 5
yd. No. 1
Pre -Developed
Pfiday031 2 12018
Hydrograph type
= SCS Runoff
Peak discharge
= 5.079 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.13 hrs
Time interval
= 2 min
Hyd. volume
= 19,462 cult
Drainage area
= 1.320 ac
Curve number
= 75*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tic method
= User
Time of cone. (Tc)
= 10.00 min
Total precip.
= 6.76 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
' Composite (Area/GN) = [(1.280 x 74) + (0.040 x 98)] / 1.320
Q (cfs)
6.00
4.00
3.00
2.00
1.00
•
Pre -Developed
Hyd. No. 1 -- 10 Year
2 4 6 8 10 12 14
Hyd No, 1
Q (cfs)
6.00
5.00
4.00
3.00
1.00
' :�' 0.00
16 18 20 22 24 26
Time (hrs)

11
Hydrograph
Report
draflow Hydrographs Extension for AutoCADS Civil 3D® 2016 by Autodesk, Inc. 00.5
aYd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 6.76 in
Storm duration
= 24 hrs
Composite (ArealCN) = [(0.750 x 98) + (0.570 x 74)j 11,320
0 (cfs
8.00
0
6.00
4.00
2.00
M1
10
0 2 4
Hyd No, 2
Friday, 0312 12018
Peak discharge
= 7.683 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 24,080 cult
Curve number
= 88*
Hydraulic length
= 0 ft
Time of cone. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 10 Year
Q (cfs)
8.00
Me
4.00
2.00
..�,
6 8 10 12 14 16 18 20 22 24 -�
Time (hrs)

C7
•

Hydrograph Report
12
draflow Hydrographs Extension for AutoCADO Civil 3DO 2016 by Autodesk. Inc. 00.5
yd. No. 3
Wet Pond C
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd, volume
Inflow hyd. No.
= 2 - Post -Developed
Max. Elevation
Reservoir name
= BMP 4: Wet Pond C
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 13 00 ft
Wet Pond C
Friday. 0312 / 2018
= 3.071 cfs
= 12.27 hrs
= 23,021 cuft
= 14.95 ft
= 21,408 cuft
Q (cfs) Hyd. No. 3 -- 10 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 6 8 10 12 14 16 18 20 22 24 26 28
is -
Time (hrs)
Hyd No. 3 Hyd No. 2 111.1 i I i Total storage used = 21.408 tuft

13
1
1
Hydrograph
typo
(origin)
Peak
flow
Wall
Time
Interval
{min)
Time to Hyd.
Peak volu
(min) (cull
1
SCS Runoff
10.51
2
728
40,
2
SCS Runoff
13.83
2
724
44,
3
I
I
Reservoir
10-86
2
728
43.
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D6 2416 by Aulodesk, inc. 00.5
le
Inflow (Maximum
hyd(s)
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
Pre -Developed
36
------
--
—
72
------
--
--
Post -Developed
35
2
15.36
24,205
Wet fond C
P1320 Wetpond C gpw Return Period 100 Year Friday. 03 1 2 12018

14
Hydrograph Report
draflow Hydrographs Extension for AutoCADS Civil 31M 2016 by Autodesk, Inc. v10.5
yd. No. 1
Pre -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
' Composite (Area/CN) = ](1.280 x 74) + (0.040 x 98)] 1 1-320
Q (cfs)
12.00
: rr
. rr
400
2.00
0
I*
Friday, 0312 / 2018
Peak discharge
= 10.51 cfs
Time to peak
= 12.13 hrs
Hyd. volume
= 40,936 cuft
Curve number
= 75*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 10.00 min
Distribution
= Type Ill
Shape factor
= 484
Pre -Developed
Hyd. No. 1 -- 100 Year
Q (cfs)
12.00
10.00
. rr
4.00
2.00
rrm
2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

•
u
•

Hydrograph Report
15
ydraflow HydrogFaphs Extension for AutoCADO Civil 31M 2016 by Autodesk, Inc. 00.5
yd. No. 2
Post -Developed
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 1.320 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 11.50 in
Storm duration
= 24 hrs
Composite (Area1CN) = [(0.750 x 98) + (0.570 x 74)] / 1.320
Q (cfs)
14.00
0.00
1000
M
. I#
4.00
2.00
Friday, 031212018
Peak discharge
= 13.83 cfs
Time to peak
= 12.07 hrs
Hyd. volume
= 44,972 cult
Curve number
= 88*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type III
Shape factor
= 484
Post -Developed
Hyd. No. 2 -- 100 Year
0.00
0
16
Q (cfs)
14.00
12.00
10.00
8.00
4.00
F��Irs]
r,Tai
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)

16
Hydrograph
Report
ISdraflow Hydrographs Extension for AutoCACV Civil 3176 2016 by Aulodesk. Inc. v10.5
yd. No. 3
Wet Pond C
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post -Developed
Reservoir name
= BMP 4: Wet Pond C
Storage Indication method used. Wet pond routing start elevation = 13.00 ft
Wet Pond C
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 03 t 2 12018
= 10.86 cfs
= 12.13 hrs
= 43,895 cuft
= 15.36 ft
= 24,205 cuft
Q (Gfs) Hyd. No. 3 -- 100 Year 0 (cfs)
14.00 14.00
00 1200
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 {L�l Total storage used = 24,205 cult

Hydraflow Rainfall Report
17
0 draflow Hydrographs Extension for AutoCADO Civil 3130 2016 by Autodesk. Inc. v10.5
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
0.0000
0.0000
0.0000
--------
2
69,8703
13.1000
0.8658
--------
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
--------
10
88.2351
15.5000
0.8279
--------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
100
127.1596
17.8000
0.8186
--------
is
.19
File name: SampleFHA.idf
Intensity = B 1(Tc + D)^E
Friday, 03121 2018
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15 j
20
25
30
35
40
45
50
55
60
1
0.00
0.00
C.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
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
6.57
5A3
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7,24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2A6
25
8.25
6.95
6.03
5.34
4.80
4.38
4A2
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4A9
4.16
3.88
3.65
3A4
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.6C
Tc = time in minutes. Values may exceed 60.
Precip, file name? OANC IPT NUCLEUS\!CivillHydrafloMIDF1SneadsFerrv24hprecipdepth.pco
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.60
4.44
0.00
5.74
6.76
8.52
9.97
11.50
SCS 6-Hr
O.DO
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
O.OD
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.DO
D.00
0.00.
Huff-3rd
0.00
0.00
MO
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
MO
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

Hydraf low Table of Contents P1320 Wetpond C.gpw
0ydraflow Hydrographs Extension for AutoCACO Civil 3D® 2016 by Autodesk, Inc. v10.5 Friday. 03 / 2 12018
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
Hydrograph Reports.................................................................... ... 4
............................................
Hydrograph No. 1, SCS Runoff, Pre-Developed...................................................................... 4
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................... 5
Hydrograph No. 3, Reservoir, Wet Pond C.............................................................................. 6
Pond Report - BMP 4: Wet Pond C..................................................................................... 7
10 -Year
SummaryReport ......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, Pre-Developed.................................................................... 10
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 11
Hydrograph No. 3, Reservoir, Wet Pond C............................................................................ 12
100 - Year
SummaryReport....................................................................................................................... 13
40
Hydrograph Reports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, Pre-Developed.................................................................... 14
Hydrograph No. 2, SCS Runoff, Post-Developed.................................................................. 15
Hydrograph No. 3, Reservoir, Wet Pond C. ........................................................................... 16
OFReport.................................................................................................................. 17
0

•
•
0
SECTION E: NORTH CAROLINA P.E. EXEMPTION
LETTER
The following pages outline the exemption of the use of the P.E. stamp on projects prepared by
U.S. Government personnel for work done on government owned works and projects.
NORTH CAROLINA
STATE BOARD OF REGISTRATION
FOR
PROFESSIONAL ENGINEERS AND LAND SURVEYORS
3620 51k FORKS ROAD
March30, 1993 RALEiGH,NC,77609
19191781.9a99
t9191101-9547
R, LARRY GREENS RLS
Cww, —
wILLIAMT.STEUER,FE,RL$
V_C_,. '
Mr. James E. butler, PE
BOBBY M. LONG. RLS
Department of the Navy - Atlantic Division
S-.-.-
Naval Facilities Engineering Command
RAY I-ANoi;Fm RLS
J, ALeeRY BA59. JR, PE, RL8
1510 Gilbert Street
J. RICH APO COTTHJGHAM, PE, RLS
Norfolk, Virginia 23511.2699
HELEN W. MERRITT, PUBLIC MEMBER
..NA H. RUCKER PE RCS
FRANK L. Tu RNER. PUBLIC MEMBER
Dear Mr. Butler;
JCRRY T. CARTER
Err U S... ..,
In accordance with your written request of March 25, 1993, 1 am enclosing
for your information a copy of The North Carolina Engineering and Land
Surveying Act, G. S. 89C.
I will refer your attention to G. S. 89C-25 which provides limitations on the
application of the Statute. Paragraph 6 specifically exempts "Practice by
members of the armed forces or employees of the government of the
United States while engaged in the practice of engineering or land
surveying solely for said government on government -owned works and
projects."
This exemption should not be construed as to allow engineering services to
be provided to the Department of the Navy by non -registered contract
employees. For any such circumstance, a North Carolina registrant would
need be in responsible charge of any engineering services to be provided for
a North Carolina project.
I.trust this information will be of some service and ask that you Contact me
if this office can be of further assistance.
ITC/jsa
Enclosures
Sincerely,
y T. Carter
Executive Secretary

•
•
10
,t rray deer" sufficient, reissue a certificate of registration of
e,nhonzation, provided that a majority of the members of
the Board vote in favor of such issuance. (1921, C.I. S.10,
C,$., s.6055111; 1939, c.218, s.2; 1951. c.1084, s.l;
1953. c.t041, s.10; 1957, CA060, s.5; 1973, c.1331,
s.3; 1915, c.681, s.1; 1981, c.789; 1989. c.669, s-1.1
t 89C•23. Unlawful to practice engineering Or lend
suveying without registratlon: unlawful use of title of
terms; penalties; Attorney General to be legal adviser. -Any
person who shall practice, or offer to practice, engineering
or land surveying in this State without first being registered
in accordance with the provisions of this Chapter, or any
person, firm, partnership, organization, association,
corporation, or other entity using or employing the words
"engineer" or 'engineering" of 'professional engineer" or
'professional engineering" or "land surveyor or 'land
surveying,' or any modification at derivative thereof in its
name or form of business or activity except as registered
under this Chapter or in pursuit of activities exempted by
this Chapter, or any person presenting or attempting to use
the certificate of registration or the seal of another, or any
person who Shall give any false or forged evidence of any
kind to the Board or to any member thereof in obtaining or
attempting to obtain a certificate of registration, of any
person who shall falsely impersonate any other registrant of
like or different name, or any person who shall attempt to
use an expired or revoked or nonexistent certificate of
registration, or who shall practice or offer to practice when
not qualified, or any person who falsely claims that he is
registered under this Chapter, of any person who shall
r violate any of the provisions of this Chapter, in addition to
injunctive procedures set out hereintiefore, shall be guilty of
a misdemeanor, and may, upon conviction, be sentenced to
pay a fine 1011 not less than one hundred dollars 1s100.00),
nor more than cne thousand dollars 151,0001, or suffer
imprisonment for a period not exceeding three months, or
both, in the discretion of the court. In no event shall there
be representation of or holding out to the public of any
engineering expertise by unregistered persons, it shalt be
the duty of all duly constituted officers of the Slate and all
political subdivisions thereof to enforce the provisions of
this Chapter and to prosecute any persons violating same.
The Attorney General of the State or his assistant shall
act as legal adviser to the Board and render such legal
assistance as may be necessary in carrying out the
provisions of this Chapter. The Board may employ counsef
and necessary assistance to aid in the enforcement of this
Chapter, and the compensation and expenses therefor shall
be paid from funds of the Board. (1921, c. 1, s, 12; C. S.,
s. 6055(n1; 1951, c. 1084, s. 1; 1975, c.681, is, 1.l
4 89C•23. Corporate or partnership practice - of
angineering or lend surveying.•A corporation or partnership
may engage in the practice of engineering or land surveying
in this State, provided, however, the person or persons
connected with such corporation or partnership in charge of
the designing or supervision which constitutes such practice
is or are registered as herein required of professional
engineers and registered land surveyors. The same
exemptions shall apply to corporations and partnerships as
apply to individuals under this Chapter, provided further,
that all Corporations hereunder shall be subject to the
provisions of Chapter 558 of the General Statutes of North
Carolina 11921, c. 1, s. 14; C. S., s. 60551p); 1951, C.
1084, s. 1; 1969, c. 718. s. 18; 1975, c. 681, s. 11
f 89C•25. Limitations on application of Chapter. -This
Chapter shall not be construed to prevent or affect:
1. The practice of architecture, landscape
architecture,. or contracting or any other legally
recognized profession or trade; or
2. The practice of professional engineering or land
surveying in this State or by any person not a
resident of this State and having no established
place of business in this State when this practice
does not aggregate more than 90 days in any
calendar year, whether performed in this State or
elsewhere, or involve more than one specific
project; provided, however, that such person is
legally Qualified by registration to practice the
said profession in his own state or country, in
which the requirements and qualifications for
obtaining a certificate of registration are
satisfactory to the Board; in which case the
person shall apply for and the Board will issue a
temporary permit; or
3. The practice of professional engineering or land
surveying in this State not to aggregate more
than 90 days by any person residing in this State,
but whose residence has not been of sufficient
duration for the ' Board to grant or deny
registration, provided, however, such person shall
have filed an application for registration as a
professional engineer or registered land surveyor
and shall have paid the fee provided for in G. S.
89C-14, " provided that such a person is
legally qualified by registration to practice
professional engineering or land surveying in his
own state Or country in which the requirements
and qualifications for obtaining a certificate of
registration are satisfactory to the Board, in
which case the person shall apply for and fhe
Board will issue a temporary permit; or
4. Engaging in engineering or land surveying as an
employee or assistant under the responsible
charge of a professional engineer or registered
land surveyor or as an employee or assistant of a
nonresident professional engineer or a non
resident registered land surveyor provided for in
subdivisions (2) and 13) of this section, provided
that said work as an employee may not include
responsible charge of design or supervision; or
5. The practice of professional engineering or land
surveying by any person not a resident of, and
having na established place of business in this
State; as•a consulting associate of a professional
engineer of registered land surveyor registered
under the provisions of this Chapter; provided,
the nonresident is qualified for such professional
service in his own state or country; or
6. Practice by members of the armed forces or
empfoyees of the government of the United
States while engaged in the practice of
engineering or land surveying solely for said
government on government owned works and
projects; of

I� f
SECTION F: Project Construction Plans
Attached Separately
`i

1•
i 2
3
4
5
Sheet List Table
Sheet List Table -CONTINUED,
NAVFNC DWGSHEET
NAVFACo DWG
SHEET TITLE I
SHEET TITLE
_
UMBER
I
NUMBER
GENERAL
tANDSCAPE
a
G-001
COVER SHEET - SITE
--
tC-100
I OVERALL LANDSCAPE CONSTRUCTION PLAN
G-002
1 SHEET INDEX - SITE
-
LC-101
I LANDSCAPE CONSTRUCTION PLAN - PRKC LOT NORTH
-
GEOTECHNICAL
LC 102
1 LANDSCAPE CONTRUCTION PLAN -- VMFW
B-100
I SUBSURFACE EXPLORATION LOCATION PLAN -
LC-103
LANDSCAPE CONSTRUCTION PLAN - MAIN TJRKC LOT
-
8-10}
SOIL BORING LOGS --
tC-104
LANDSCAPE CONSTRUCTION P1AN - BEQ
-
D
B-102
SOIL BORING LOGS
--
LC-105
LANDSCAPE CONSTRUCTION PLAN - H2H COMBAT
--
B-103
SOIL BORING LOGS
--
LC-401
LANDSCAPE CONSTRUCTION ENLARGED PLANS
B-1D4
SOIL BORING & W-SITU TESTING LOGS
--
LC-50i
LANDSCAPE CONSTRUCTION DETAILS
--
�
8-200
SHE PRELOA0ING PLAN, DETAILS & NOTES
-
LC--502
LANDSCAPE CONSTRUCTION DETAILS
-
CML
LC-503
LANDSCAPE CONSTRUCTION DFTKLS
-
I
C-001
LEGEND NOTES AND ABBREVIATIONS
-
LC-504
-LANDSCAPE CONSTRUCTION DEUNLS
-
n
CO-100
OVERALL EXIST CONDITIONS & DEMO PLAN
--
LP-i00
I OVERALL LANDSCAPE PLANTING PLAN
CO-101
EXIST CONDITIONS & DEMO PLAN - PRKG LOT NORTH
--
LP-;Ol
LANDSCAPE PLANTING PLAN - PRKC LOT NORTH
_
E
CO-102
EXIST CONDITIONS & DEMO PLAN - VMFW
__
LP-102
LANDSCAPE PLANTING PLAN - VMFW
--
LP-103
LANDSCAPE PLANTING PLAN -- MAIN PRKG LOT
CD-103
EXIST CONDITIONS & DEMO PLAN - MAIN PRKG LOT
--
LP-104
LANDSCAPE PLANTING PLAN - BED
--
CO-104
EXIST CONDITIONS & DEMO PLAN - BEQ
__
LP-105
LANDSCAPE PLANTING PLAN - H2H COMBAT
--
��
CO-105
EXIST CONDITIONS & DEMO PLAN - H2H COMBAT
--
LP-106
LANDSCAPE PLANTING PLAN - BMP 2 AND 3
--
CO-106
EXIST CONDITIONS & DEMO PLAN - BLALDINGS
--
LP-107
LANDSCAPE PLANTLNG PLAN - JOGGING TRAIL
--
CO-107
EXIST CONDITIONS, DEMO, AND E&S - JOGGNG TRAIL
I --
LP-108
I LIUNDSCAPE PLANTING PLAN - JOGGING TRAIL
CD-108
EXIST CONDITIONS, DEMO. AND E&S - JOGGING TRAIL
I --
LIP -109
1 LANDSCAPE PLANTING PLAN- DEMO SITE
--
CS-200
OVERALL SITE PLAN
LP-501
PLANT MATERW- SCKEDHLF AND NOTES
-
CS-2D1
SITE PLAN - PRKG LOT NORTH
LP-502
PLANTING DETAI S
CS-202
SITE PLAN - VMFW
-'
ELECTRICAL
_-
CS-203
SITE PLAN - MAIN PRKC LOT
-'
ES001
LEGEND AND NOTES - ELECTRICAL -(7
CS-204
I SITE PLAN -
-
ED101
-
SITE ELECTRICAL DEMO PLAN - PRKG LOT NORTH
-
CS-205
SITE PLAN - H2H COMBAT
-
ED102
SITE ELECTRICAL DEMO PLAN - VMFW
(�
CS-206
SITE & GRADING PLAN - JOGGING TRAIL
_
EDI03
AN
SITE ELECTRICAL DEMO PLAN - MAIN PRKG LOT
a
..
CS-207
G
SITE & RADING PLAN - JOGGING TRAIL
ED104
I SITE ELECTRICAL DEMO PLAN - BEQ
CU-300
I OVERALL UDLDY PLAN
--
ED105
I SITE ELECTRICAL DEMO PLAN -- H2H COMBAT
-
CU-301
I LITANY PLAN - PRKG LOT NORTH
--
E3�06
SITE ELECTRICAL. DEMGLTHON PLAN
-
CU-302
LTHLIN PLAN - VMFW
ESIDI
ELECTRICAL SHE PLAN - PRKG LOT NORTH
CU-303
UTILITY PLAN - MAIN PRKG LOT
PLAN BEQ
--
ES102
ELECTRICAL SHE PLAN - VMFW
CU-304
UPUTY -
--
ES103
ELECTRICAL STfE PLAN- F1AAN PRKG LOT
__
CU-305
UTILITY PLAN - 142H COMBAT
--
E5104
ELECTRICAL SITE PLAN - EEC
--
�d
CU-306
WATER uNE PROFILE - SEC
__
CU-307
WATER LINE PROFlLE - BEO
__
ESIOS
ELECTRICAL SITE PLAN - H21-1 COMBAT
--
�A4
/�
ES601
I SITE POWER RISER_ DIAGRAM AND DETAILS
--
CU-308
SANITARY PROFILE - VMFW
ES602
SITE ELECTRICAL DETAILS
CU-304
STORM PROFILE - VMFW
_
ESCHED
SITE ELECTRICAL G ETAILS
--
CG-400
OVERALL GRADING AND DRAINAGE PLAN
_
ES703
01
LIGHTING FIXTURT SCHEDULE AND DETAILS
-_
CG-401
GRADING AND DR4NAGE PLAN - PRKG LOT NORTH
_
ES702
I SITE LIGHTING oETAI S
-
CG-402
GRADNG AND DRAINAGE PLAN - VMFW
--
CG-403
GRAOwC AND DRAINAGE PLAN - MAN PRKC LOT
--
CC-404
GRADING AND DRAINAGE PLAN - BEQ
CC-405
GRADING AND DRAINAGE PLAN - 112H COMBAT
-
-_-
CG-406
GRADING AND DRAINAGE PLAN - BMP 2, 3 AND 4
C-50O
OVERALL EROSION AND SEDIMENT CONTROL - PHASE 1
M. CROW RA
C-501
E & S CONTROL PLAN PH I - PRKG LOT NORTH
-
C-502
E & S CONTROL PLAN PH I - VMFW
--
P E
3
C-503
E & S CONTROL PLAN PH I - MAIN PRKC LOT
E
3
C-504
E& S CONIROL PLAN PH I- BEQ
-
C-505
E & S CONTROL PLAN PH I - H2H COMBAT
--
C-506
I E & S CONTROL PHI - SEDIMENT BASIN 2, 3, & 4
--
2 U
C-507
OVERALL EROSION AND SEDIMENT CONTROL - PHASE 2
--
- 3
6-508
1 E & S CONTROL FLAN PH 2 - PRKG LOT NORTH
--
~a Lu
C-509
E & S CONTROL. PLAN PH 2 - VMFW
C-51D
E & S CONTROL PLAN PH 2 - MAIN PRKG LOT
--
C-511
E & S CONTROL PLAN PH 2 - BEQ
--
Yi C3
C-512
E & S CONTROL PLAN PH 2 - H2H COMBAT
--
4
p
C-513
E & S CONTROL PH2 - SEDIMENT BASIN 2. 3. & 4 I
--
2 o Lu
C-514
EROSION AND SEDIMENT CONTROL NOTES
-
v2
C-515
EROSION AND SEDIMENT CONTROL DETAILS
C-6O1
SITE DETAILS
w LU
o
C-602
SITE DETAILS
z IZ
C-603
SITE DETAILS
-
Z
OJ
C-504
GATE & FENCE DETAILS
--
"
C-605
SAND FILTER STORM DETAILS 1
--
U
C-606
WET POND STORM DETAILS
--
C-607
WATER DETAILS
C--606
SANITARY SEWER DETAILS
--
m
�IL Ci
N
6
uxr N
fm
FP11fC1 MD --
rMpR
M/AL
rN'K pYw,E r0
L.
Q
G-oat
1 2
3
4
5

E

SECTION G: Project Construction Specifications
Attached Separately
IC

•
fn
J
•
BEQ CAMP JOHNSON
MCB CAMP LEJEUNE, NC
SECTION 33 40 00
STORM DRAINAGE UTILITIES
02/10
PART I GENERAL
1.1 REFERENCES
17P1320
ePROJECTS WO. NO. 1395787
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 ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS
(AASHTO)
AASHTO HB--17 (2002; Errata 2003; Errata 2005, 17th
Edition) Standard Specifications for
Highway Bridges
AASHTO M 16-iM/M 167 (2014) Standard Specification for
Corrugated Steel Structural Plate,
Zinc -Coated, for Field -Bolted Pipe,
Pipe -Arches, and Arches
AASHTO M 190 (2004; R 2012) Standard Specification for
Bituminous Coated Corrugated Metal Culvert
Pipe and Pipe Arches
AASHTO M 219 (1992; R 2012) Standard Specification for
Corrugated Aluminum Alloy Structural Plate
for Field -Bolted Pipe, Pipe -Arches, and
Arches
AASHTO M 243 (1996; R 2012) Standard Specification for
Field -Applied Coating of Corrugated Metal
Structural Plate for Pipe, Pipe -Arches,
and Arches
AASHTO M 294
(2016) Standard Specification for
Corrugated Polyethylene Pipe, 300- to
1500-mm Diameter
AASHTO MP 20 (2013; R 2014) Standard Specification for
Steel -Reinforced Polyethylene (PE) Ribbed
Pipe, 300- to 1500-mm (12- to 60-in)
Diameter
AMERICAN CONCRETE INSTITUTE INTERNATIONAL (ACI)
ACI 346 (2009) Specification for Cast -in -Place
Concrete Pipe
AMERICAN RAILWAY ENGINEERING AND MAINTENANCE -OF -WAY ASSOCIATION
(AREMA)
AREMA Eng Man (2015) Manual for Railway Engineering
SECTION 33 40 00 Page I

BE4 CAMP JOHNSON 17P1320
MCB CAMP LEJEUNE, NC _ ePROJECTS WO. NO. 1395787
ASTM INTERNATIONAL (ASTM) 0
ASTM A12311'A123M (2015) 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 2014) Standard Specification for
Ductile Iron Castings
ASTM A716 (2008; R 2014) Standard Specification for
Ductile Iron Culvert Pipe
ASTM A742%A742M (2013) Standard Specification for Steel
Sheet, Metallic Coated and Polymer
Precoated for Corrugated Steel Pipe
ASTM A760/A760M (2015) Standard Specification for
Corrugated Steel Pipe, Metallic -Coated for
Sewers and Drains
ASTM A76211`A762M (20015) Standard Specification for
Corrugated Steel Pipe, Polymer Precoated
for Sewers and Drains
ASTM A798;'A798M (2013) Standard Practice for Installing
Factory -Made Corrugated Steel Pipe for
Sewers and Other Applications
ASTM A807/A807M (2013) Standard Practice for Installing
Corrugated Steel Structural Plate Pipe for
Sewers and Other Applications
ASTM A849 (2015) Standard Specification for
Post -Applied Coatings, Pavings, and
Linings for Corrugated Steel Sewer and
Drainage Pipe
ASTM A929/A929M (2001; R 2013) Standard Specification for
Steel Sheet, Metallic -Coated by the
Hot -Dip Process for Corrugated Steel Pipe
ASTM B26fB26M (2014; E 2015) Standard Specification for
Aluminum -Alloy Sand Castings
ASTM B745/B745M (2015) Standard Specification for
Corrugated Aluminum Pipe for Sewers and
Drains
ASTM C12 (2016a) Standard Practice for Installing
Vitrified Clay Pipe Lines
ASTM C139 (2014) Standard Specification for Concrete
Masonry Units for Construction of Catch
Basins and Manholes 0
SECTION 33 40 00 Page 2

BEQ CAMP JOHNSON
17P1320
MCB CAMP LEJEUNE, NC
ePROJECTS WO. NO. 1395787
ASTM
C14
(2015) Standard Specification for Concrete
Sewer, Storm Drain, and Culvert Pipe
ASTM
C1433
(2016b) Standard Specification for Precast
Reinforced Concrete Monolithic Box
Sections for Culverts, Storm Drains, and
Sewers
ASTM
C231C231M
(2014) Standard Test Method for Air
Content of Freshly Mixed Concrete by the
Pressure Method
ASTM
C270
(2014a) 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 2013) Standard Specification for
Compression Joints for Vitrified Clay Pipe
and Fittings
ASTM C443 (2011) Standard Specification for Joints
for Concrete Pipe and Manholes, Using
Rubber Gaskets
ASTM
C444
(2003; R 2009) Perforated Concrete Pipe
ASTM
C4'/8
(2015a) Standard Specification for Precast
Reinforced Concrete Manhole Sections
ASTM
C506
(2016a) Standard Specification for
Reinforced Concrete Arch Culvert, Storm
Drain, and Sewer Pipe
ASTM
C507
(2015) Standard Specification for
Reinforced Concrete Elliptical Culvert,
Storm Drain, and Sewer Pipe
ASTM
C55
(2016) Standard Specification for Concrete
Building Brick
ASTM
C62
(2013a) Building Brick (Solid Masonry
Units Made from Clay or Shale)
ASTM
C700
(2013) Standard Specification for
Vitrified Clay Pipe, Extra Strength,
Standard Strength, and Perforated
ASTM
C76
(2015) Standard Specification for
Reinforced Concrete Culvert, Storm Drain,
and Sewer Pipe
ASTM
C277
(2008) External Sealing Bands for Concrete
Pipe, Manholes, and Precast Box Sections
A4D STM C923 (2008; R 2013; E 2016) Standard
Specification for Resilient Connectors
Between Reinforced Concrete Manhole
SECTION 33 40 00 Page 3

BEQ CAMP JOHNSON 17P1320
MCB CAMP LEJEUNE, NC ePROJECTS WO. NO. 1395787
Structures, Pipes and Laterals
ASTM C990 (2009; R 2014) Standard Specification for
Joints for Concrete Pipe, Manholes and
Precast Box Sections Using Preformed
Flexible Joint Sealants
ASTM D1056 (2014) Standard Specification for Flexible
Cellular Materials - Sponge or Expanded
Rubber
ASTM D1171 (2016; E 2016) Standard Test Method for
Rubber Deterioration - Surface Ozone
Cracking Outdoors (Triangular Specimens)
ASTM D1S57 (2012; E 2015) 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 2013) Standard Specification for
Preformed Sponge Rubber Cork and Recycled
PVC Expansion
ASTM D1784 (2011) Standard Specification for Rigid
Poly(Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly(Vinyl Chloride) (CPVC)
Compounds
ASTM D2167 (2015) Density and Unit Weight of Soil in
Place by the Rubber Balloon Method
ASTM D2321 (2014; E 2014) Standard Practice for
Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity -Flow
Applications
ASTM D2729 (2011) Poly(Vinyl Chloride) (PVC) Sewer
Pipe and Fittings
.ASTM D3034 (2016) Standard Specification for Type PSM
Poly(Vinyl Chloride) (PVC) Sewer Pipe and
Fittings
ASTM D3212 (2007; R 2013) Standard Specification for
Joints for Drain and Sewer Plastic Pipes
Using Flexible Elastomeric Seals
ASTM D3350 (2012) Polyethylene Plastics Pipe and
Fittings Materials
ASTM D6938 (2015) Standard Test Method for In -Place
Density and Water Content of Soil and is
SECTION 33 40 00 Page 4

BEQ CAMP JOHNSON 17P1320
MCB CAMP LEJEUNE, NC ePROJECTS WO. NO. 1395787
Soil -Aggregate by Nuclear Methods (Shallow
is Depth)
ASTM F2562'F2562M (2015) Specification for Steel Reinforced
Thermoplastic Ribbed Pipe and Fittings for
Non -Pressure Drainage and Sewerage
ASTM F2736 (2013; E 2014) Standard Specification for
6 to 30 in. (152 To 762 mm) Polypropylene
(PP) Corrugated Single Wall Pipe And
Double Wall Pipe
ASTM F2764F2764M (2016) Standard Specification for 6 to 60
in. Polypropylene (PP) Corrugated Double
and Triple Wall Pipe and Fittings for
Non -Pressure Sanitary Sewer Applications
ASTM F2881 (2011) Standard Specification for 12 to 60
in. (300 to 1500 mm) Polypropylene (PP)
Dual Wall Pipe and Fittings for
Non -Pressure Storm Sewer Applications
ASTM F477 (2014) Standard Specification for
Elastomeric Seals (Gaskets) for Joining
Plastic Pipe
ASTM F679 (2016) Standard Specification for
Poly(Vinyl Chloride) (PVC) Large -Diameter
Plastic Gravity Sewer Pipe and Fittings
ASTM F714 (2013) Polyethylene (PE) Plastic Pipe
(SDR-PR) Based on Outside Diameter
ASTM F794 (2003; R 2014) Standard Specification for
Poly(Vinyl Chloride) (PVC) Profile Gravity
Sewer Pipe and Fittings Based on
Controlled Inside Diameter
ASTM F894 (2013) Polyethylene (PE) Large Diameter
Profile wall Sewer and Drain Pipe
ASTM F94.9 (2015) Poly(Vinyl Chloride) (PVC)
Corrugated Sewer Pipe with a Smooth
Interior and Fittings
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. Submittals with an "S" are for inclusion in the Sustainability
eNotebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING.
Submit the following in accordance with Section 01 33 00 SUBMITTAL
PROCEDURES:
SD-04 Samples
ISPipe for Culverts and Storm Drains
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BEQ CAMP JOHNSON
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SD-07 Certificates
Resin Certification
Oil Resistant Gasket
Leakage Test
Hydrostatic Test on Watertight Joints
Determination of Density
Frame and Cover for Gratings
Post -Installation Inspection Report
GREEN GLOBES Documentation; G
SD-08 Manufacturer's Instructions
Placing Pipe; G
17P1320
ePROJECTS WO. NO. 1395787
Submit printed copies of the manufacture's reccommendations for
installation prior to installation.
LID Verification Report; G
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.
PART 2 PRODUCTS'
2.1 PIPE FOR CULVERTS AND STORM DRAINS
Pipe for culverts and storm drains shall be of the sizes indicated and
s
•
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shall conform to the requirements specified.
2.1.1 Concrete Pipe
17P1320
ePROJECTS WO. NO. 1395787
Manufactured in accordance with and conforming to ASTM C70', Class III , or
as noted in the plans.
2.1.1.1 Reinforced Arch Culvert, and Storm Drainpipe
Manufactured in accordance with and conforming to ASTM C506, Class A -ITT
2.1.1.2 Reinforced Elliptical Culvert and Storm Drainpipe
Manufactured in accordance with and conf.ermincg to ASTM C507. Horizontal
elliptical pipe shall be Class HE -III Vertical elliptical pipe shall be
Class VE-III .
2.1.1.3 Nonreinforced Pipe
Manufactured in accordance with and conforming to ASTM C1.4, Class 3.
2.1.1,4 Cast -In -Place Nonreinforced Conduit
ACT 346, except that testing shall be the responsibility of and. at the
expense of the Contractor. In the case of other conflicts between ACT 346
and project specifications, requirements of ACI. 346 shall govern.
2.1.2 Clay Wipe
Standard or extra strength, as indicated, conforming to ASTM C700.
2.1.3 Corrugated Steel Pipe
ASTM A760%A760M, zinc or aluminum (Type 2) coated pipe of either:
a. Type [I] [II] pipe with [annular] [helical] 2-2/3 by 1/2 inch
corrugations.
b. Type [ZR] [IIR] pipe with helical 3/4 by 3/4 by 7-1/2 inch corrugations.
2.1.3.1 Fully Bituminous Coated
AASHTO M 190 Type A and ASTM A760;A7GOM zinc or aluminum (Type 2) coated
pipe of either:
a. Type [11 111] pipe with [annularl [helical] 2-2/3 by 1/2 inch
corrugations.
b. Type [IRI [TTR] pipe with helical 3/4 by 3/4 by 7-1/2 inch corrugations.
2.1.3.2 Half Bituminous Coated, Part Paved
AASHTO M 190 Type B and ASTM A760/A760M zinc or aluminum (Type 2) coated
Type [I] [II] pipe with [annular] [helical] 2-2/3 by 1/2 inch corrugations.
2.1.3.3 Fully Bituminous Coated, Part Paved
AASHTO M 190 Type C and ASTM A760;1A760M zinc or aluminum (Type 2) coated
4D Type [I] [IT] pipe with [annular] [helical.] 2-2/3 by 1/2 inch corrugations.
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BEQ CAMP JOHNSON 17P1320
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2.1.3.4 Fully Bituminous Coated, Fully Paved
AASHTO M 190 Type D and ASTM A760/A760M zinc or aluminum (Type 2) coated
Type (I) [II] pipe with [annular] [helical] 2-2/3 by 1/2 inch corrugations.
2:1.3.5 Concrete -Lined
ASTM A760/A760M zinc coated Type I corrugated steel pipe with [annular)
(helical] 2-2/3 by 1/2 inch corrugations and a concrete lining in
accordance with ASTM A849.
2.1.3.6 Polymer Precoated
ASTM A762/A762M corrugated steel pipe fabricated from ASTM A742/A742M Grade
10/10 polymer precoated sheet of either:
a. Type [I] [II] pipe with [annular] [helical] 2-2/3 by 1/2 inch
corrugations.
b. Type [IR] [IIR) pipe with helical 3/4 by 3/4 by 7-1/2 inch corrugations.
2.1.3.7 Polymer Precoated, Part Paved
ASTM A762/A762M Type [11 [II] corrugated steel pipe and AASHTO M 190 Type B
(modified), paved invert only, fabricated from ASTM A742/A'142M Grade 10/10
polymer precoated sheet with [annular] [helical] 2-2/3 by 1/2 inch
corrugations.
2.1.3.8 Polymer Precoated, Fully Paved
ASTM[ A762/A762M Type [I] [II] corrugated steel pipe and AASHTO M 190 Type D
(modified), fully paved only, fabricated from ASTM A7421A742M Gracie 10/10
polymer precoated sheet with [annular] [helical] 2-2/3 by 1/2 inch
corrugations.
2.1.4 Corrugated Aluminum Pipe
ASTM B745/3745M corrugated aluminum pipe of either:
a. Type [11 [II] pipe with [annular] [helical] corrugations.
b. Type [IA] [IR] [IIA1 [IIRI pipe with helical corrugations.
2.1.4.1 Aluminum Fully Bituminous Coated
Bituminous coating shall conform to ASTM A849 Type [ ]. Piping shall
conform to AASHTO M 190 Type A and ASTM B745/B745M corrugated aluminum pipe
of either:
a. Type [I] [II] pipe with [annular] [helical] corrugations.
b. Type [IA] [IR] (11A) [IIR] pipe with helical corrugations.
2.1.4.2 Aluminum Fully Bituminous Coated, Part Paved
Bituminous coating shall conform to ASTM A849 Type [ 1. Piping shall
conform to AASHTO M 1.90 Type C and ASTM B745/H745M corrugated aluminum is
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111
�1 I
C
alloy pipe of either:
a. `Pyre [I] [1I.] pipe with [annular] [helical] corrugations,
b. Type [IR] [IIR] pipe with helical corrugations.
2.1.5 Structural Plate, Steel Pipe, Pipe Arches and Arches•
Assembled with galvanized steel nuts and bolts, from galvanized corrugated
steel plates conforming to AASHTQ M 167M/M 167. Pipe coating, when
required, shall conform to the requirements of [AASKTO M 1.9C Type A] [
AASHTO M 2431. Thickness of plates shall be as indicated.
2.1.6 Structural. Plate, Aluminum Pipe, Pipe Arches and Arches
Assembled with either aluminum alloy, aluminum coated steel, stainless
steel or zinc coated steel nuts and bolts. Nuts and bolts, and aluminum
alloy plates shall conform to AASHTO M 219. Pipe coating, when required,
shall conform to the requirements of [AASHTO M 190, Type A] [AASHTO M 243
]. Thickness of plates shall be as indicated.
2.1.7 Ductile Iron Culvert Pipe
ASTM A716.
2.1.8 Poly Vinyl Chloride (PVC) Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of PVC used to manufacture the pipe, prior to installation
of the pipe.
2.1.8.1 Type PSM PVC Pipe
ASTM D3034, Type PSM, maximum SDR 35, produced from PVC certified by the
Manufacturer as meeting the requirements of ASTM D1784, minimum cell class
12454-B.
2.1.8.2 Profile PVC Pipe
ASTM F'794, Series 46, produced from PVC certified by the Manufacturer as
meeting the requirements of ASTM D1784, minimum cell class 12454-B.
2.1,8.3 Smooth Fall PVC Pipe
ASTM F679 produced from PVC certified by the Manufacturer as meeting the
requirements of ASTM D1784, minimum cell class 12454-B.
2.1.8.4 Corrugated PVC Pipe
ASTM P949 produced from PVC certified by the Manufacturer as meeting the
requirements of ASTM D1.784, minimum cell class 12454-B.
2.1.9 Polyethylene (PE) Pipe
Submit the pipe manufacturer's resin certification, indicating the cell
classification of .PE used to manufacture the pipe, prior to installation of
the pipe. The minimum cell classification for polyethylene plastic shall
apply to each of the seven primary properties of the cell classification
limits in accordance with ASTM D3350.
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2.1.9.1 Smooth Wall PE Pipe
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ePROJFCTS WO. NO. 1395787
ASTM F714, maximum DR of 21 for pipes 3 to 24 inches in diameter and
maximum DR of 26 for pipes 26 to 48 inches in diameter. Pipe shall be
produced from PE certified by the resin producer as meeting the
requirements of ASTM D3350, minimum cell class 335434C.
2.1.9.2 Corrugated PE Pipe
AASHTO M 294, Type S or C. For slow crack growth resistance, acceptance of
resins shall be determined by using the notched constant ligament -stress
(NCLS) test meeting the requirements of AASHTO M 294.. Pipe walls shall
have the following properties:
Nominal Size {inch))
Minimum Wall Area
(square in/ft)
Minimum Moment of
Inertia of Wall Section
tin. to the 4th/in.)
12
1.5
0.024
15
1.91
0.053
18
2.34
0.062
24
3.14
0.116
30
3.92
0.163
36
4.50
0.222
42
4.69
0.543
48
5.15
0.543
54
5.67
0.800
60
6.45
0.800
2.1.9.3 Profile Wall PE Pipe
ASTM F894, RSC 160, produced from PE certified by the resin producer as
meeting the requirements of ASTM D3350, minimum cell class 334433C. Pipe
walls shall have the following properties:
Nominal Size
(inch)
Minimum Wall Area
(square in/ft)
Minimum Moment
Cell, Class 334433C
Cell Class 335434C
18
2.96
0.052
0.038
21
4.15
0.070
0.051
•
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E
DI
� 11
Nominal Size
(inch)
Minimum Wall Area
(square in/ft)
Minimum Moment
Coll Class 334433C
Cell Class 335434C
24
4.66
0.081
0.059
27
5.91
0.125
0.091
30
5.91
0.125
0.091
33
6.99
0.161
0.132
36
7.81
0.202
0.165
42
8.08
0.277
0.227
48
8.82
0.338
0.277
2.1.10 Steel Reinforced Polyethylene (SRPE) Pipe
SRPE pipe will meet the requirements of ASTM F2562/F2562tM 8 - 120 inch
diameter pipe and AASHTO MP 20 (12 - 60 inch diameter pipe).
2.1.11 Polypropylene (PP) Pipe
Double wall and triple wall pipe with a diametex' of 12 to 60 inches shall
meet the requirements of ASTM F2736, ASTM F2764/1-'2'764M, or ASTM F2881.
2.2 PERFORATED PIPING
2.2.1 Clay Pipe
ASTM C700, [standard] [extra] strength.
2.2.2 Concrete Pipe
Manufactured in accordance with and conforming to ASTM C444, and
applicable requirements of ASTM C14.
2.2.3 Corrugated Steel Pipe
ASTM A760/A760M, Type III, zinc-coati-ed.
2.2.4 Corrugated Aluminum Pipe
ASTM E745/B745M, Type III.
2.2.5 Polyvinyl Chl.o7.i.de (PVC) Pipe
ASTM D2729.
2.2.6 Polypropylene (PP) Pipe
ASTM F2881, Class II perforation patterns.
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2.3 DRAINAGE STRUCTURES
2.3.1 Flared End Sections
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ePROJECTS WO. NO. 1395787
Sections shall be of a standard design fabricated from zinc coated steel
sheets meeting requirements of ASTM A929/A929M.
2.3.2 Precast Reinforced Concrete Box
Manufactured in accordance with and conforming to ASTM C1433.
2.4 MISCELLANEOUS MATERIALS
2.4.1 Concrete
Unless otherwise specified, concrete and reinforced concrete shall conform
to the requirements for 4,000 psi concrete under Section 03 30 00
CAST -IN -PLACE 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.
2.4.2 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 in no
case shall exceed 7 gallons of water per sack of cement. 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.
2.4.3 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.
2.4.4 Brick
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
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BEQ CAMP JOHNSON
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be laid radially with every sixth course a stretcher course.
2.4.5 Precast Reinforced Concrete Manholes
Conform to ASTM C476. Joints between precast concrete risers and tops
shall be made with flexible watertight, rubber -type gaskets meeting the
requirements of paragraph JOINTS.
2.4.6 Prefabricated Corrugated Metal Manholes
Manholes shall be of the type and design recommended by the manufacturer.
Manholes shall be complete with frames and cover, or frames and gratings.
2.4.7 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 326;B26M, Alloy 356.0-T6. 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.
2.4.8 Joints
2.4.8.1 Flexible Watertight Joints
a. 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. 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.
2.4.8.2 External Sealing Bands
Requirements for external sealing bands shall conform to ASTM C677.
2.4.8.3 Flexible Watertight, Gasketed Joints
a. Gaskets: When infiltration or exfiltration is a concern for pipe
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 0-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
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corrugation. Rubber 0-ring gaskets shall be 1-3/8 inches in'diameter
for pipe having 1 inch deep end corrugations. 0-rings shall meet the
requirements of ASTM C990 or ASTM C'443. 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.
2.4.8.4 PVC Plastic Pipes
Joints shall be solvent cement or elastomeric gasket type in accordance
with the specification for the pipe and as recommended by the pipe
manufacturer.
2.4.8.5 Smooth Wall PE Plastic Pipe
Pipe shall be joined using butt fusion method as recommended by the pipe
manufacturer.
2.4.8.E Corrugated PE Plastic Pipe
Pipe joints shall be water tight and shall conform to the requirements in
AASHTO M 294. Water tight joints shall be made using a PE coupling and
rubber gaskets as recommended by the pipe.manufacturer. Rubber gaskets
shall conform to ASTM F477.
2.4,8.7 Profile Wall PE Plastic Pipe
Joints shall be gasketed or thermal weld type with integral bell in
accordance with ASTM F894.
2.4.8.8 Ductile iron Pipe
Couplings and fittings shall be as recommended by the pipe manufacturer.
2.4.8.9 Dual Wall and Triple Wall PP Pipe
Spigot shall have two gaskets meeting the requirements of ASTM F477.
Gaskets shall be installed by the pipe manufacturer and covered with a
removable, protective wrap to ensure the gaskets are free from debris. Use
a joint lubricant available from the manufacturer on the gasket and bell
during assembly. [ASTM F2881 for 12 to 60 inches pipe][ASTM F2736 for 12
to 30 inches pipe][ASTM F2764/F2764M for 30 to 60 inches pipe] diameters
shall have a reinforced bell with a polymer composite band installed by the
manufacturer. Fittings shall conform to [ASTM F2881] (ASTM F2736] [
ASTM F2764/F2764M]. Bell and spigot connections shall utilize a spun -on,
welded or integral bell and spigot with gaskets meeting ASTM F477.
2.4.8.10 Steel Reinforced Polyethylene (SRPE) Pipe
SRPE joints shall meet the requirements of ASTM D3212. 40
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2.4.9 Flap Gates
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ePROJECTS WO. NO. 1395787
Flap Gates shall be medium -duty with circular opening and double -hinged.
Top pivot points shall be adjustable. The seat shall be one-piece cast
iron with a raised section around the perimeter of the waterway opening to
provide the seating face. The seating face of the seat shall be neoprene.
The cover shall be one-piece cast iron with necessary reinforcing rib,
lifting eye for manual operation, and bosses to provide a pivot point
connection with the links. The seating face of the cover shall be neoprene.
Links or hinge arms shall be cast or ductile iron. Holes of pivot points
shall be bronze bushed. All fasteners shall be either galvanized steel,
bronze or stainless steel.
2.5 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.
2.6 RESILIENT CONNECTORS
Flexible, watertight connectors used for connecting pipe to manholes and
inlets shall conform to ASTM C923.
2.7 EROSION CONTROL RIP RAP
Provide non -erodible 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 inches or as indicated.
PART 3 EXECUTION
3.1 INSTALLATION OF PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
Excavation of trenches, and for appurtenances and backfilling for culverts
and 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 36 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
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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. Provide geotextile
fabric in accordance with Section 31 05 19 GEOTEXTILE below bedding
material where indicated and where yielding foundation conditions exist.
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
properly making the particular type of joint.
3.2.2 Clay Pipe Requirements
Bedding for clay pipe shall be as specified by ASTM C12.
3.2.3 Corrugated Steel and Aluminum Pipe
Bedding for corrugated steel and aluminum pipe and pipe arch shall be in
accordance with ASTM A798/'A798M. It is not required to shape the bedding
to the pipe geometry. However, for pipe arches, either shape the bedding
to the relatively flat bottom arc or fine grade the foundation to a shallow
v-shape. Bedding for corrugated structural plate pipe shall meet
requirements of ASTM A807/A807M.
3.2.4 Ductile Iran Pipe
Bedding for ductile iron pipe shall be as shown on the drawings.
3.2.5 Plastic Pipe
Bedding for PVC, PE, SRPE and PP pipe shall meet the requirements of
ASTM D2321. Use Class I or II material for bedding, haunching, and initial 40
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backfill .
3.3 PL,ACING PIPE
Each pipe shall be thoroughly examined before being laid; defective or
damaged pipe shall not be used. Plastic pipe, excluding SRPE pipe shall be
protected from exposure to direct sunlight prior to laying, if necessary to
maintain adequate pipe stiffness and meet installation deflection
requirements. 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 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:
TYPE OF PIPE
MAXIMUM ALLOWABLE
DEFLECTION (percent)
Corrugated Steel and Aluminum
5
Concrete -Lined Corrugated Steel
3
Plastic (PVC, PE, SRPE, and PP)
5
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, Clay, PVC, Ribbed PVC, Ductile Iron and Cast-iron Pipe
Laying shall proceed upgrade with spigot ends of bell -and -spigot pipe and
tongue ends of tcngue-and-groove pipe pointing in the direction of the flow.
3.3.2 Elliptical and Elliptical Reinforced Concrete Pipe
The manufacturer's reference lines, designating the top of the pipe, shall
be within 5 degrees of a vertical plane through the longitudinal axis of
the pipe, during placement. Damage to or misalignment of the pipe shall be
prevented in al.l backfi] l ing operations.
3.3.3 PE, SRPE, and Dual Wall- and Triple Wall PP Pipe
Laying shall be with the separate sections joined firmly on a bed shaped to
line and grade and shall follow manufacturer's guidelines.
3.3.4 Corrugated Steel and Aluminum Pipe and Pipe Arch
Laying shall. be with the separate sections joined firmly together, with the
outside laps of circumferential joints pointing upstream, and with
longitudinal laps on the sides. Part paved pipe shall be installed so that
the centerline of bituminous pavement in the pipe, indicated by suitable
markings on the top at each end of the pipe sections, coincides with the
specified alignment: of pipe. Fully paved steel pipe or pipe arch shall
have a painted or otherwise applied label inside the pipe or pipe arch
SECTION 33 40 00 Page 17

BEQ CAMP JOHNSON 17P1320
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indicating sheet thickness of pipe or pipe arch. Any unprotected meta: in
the joints shall be coated with bituminous material as specified in
AASHTO M 190 or AASHTO M 243. Interior coating shall be protected against
damage from insertion_ or removal of struts or tie wires. Lifting lugs
shall be used to facilitate moving pipe without damage to exterior or
interior coatings. During transportation and installation, pipe or pipe
arch and coupling bands shall be handled with care to preclude damage to
the coating, paving or lining. Damaged coatings, pavings and linings shall
be repaired in accordance with the manufacturer's recommendations prior to
placing backfill. Pipe on which coating, paving or lining has been damaged
to such an extent that satisfactory field repairs cannot be made shall be
removed and replaced. Vertical elongation, where indicated, shall be
accomplished by factory elongation. Suitable markings or properly placed
lifting lugs shall be provided to ensure placement of factory elongated
pipe in a vertical plane.
3.3.5 Structural -Plate Steel
Structural plate shall be installed in accordance with ASTM A807,A807M.
Structural plate shall be assembled in accordance with instructions
furnished by the manufacturer. Instructions shall show the position of
each plate and the order of assembly. Bolts shall be tightened
progressively and uniformly, starting at one end of the structure after all
plates are in place. The operation shall be repeated to ensure that all
bolts are tightened to meet the torque requirements of 200 foot-pounds plus
or minus 50 foot-pounds. Any power wrenches used shall be checked by the
use of hand torque wrenches or long -handled socket or structural wrenches
for amount of torque produced. Power wrenches shall be checked and
adjusted frequently as needed, according to type or condition, to ensure
proper adjustment to supply the required torque. Am
3.3.6 Structural -Plate Aluminum
Structural plate shall be assembled in accordance with instructions
furnished by the manufacturer. Instructions shall show the position of
each plate and the order of assembly. Bolts shall be tightened
progressively and uniformly, starting at one end of the structure after all
plates are in place. The operation shall be repeated to ensure that all
bolts are torqued to a minimum of 100 foot-pounds on aluminum alloy bolts
and a minimum of 150 foot-pounds on galvanized steel bolts. ,Any power
wrenches used shall be checked by the use of hand torque wrenches or
long -handled socket or structural wrenches for the amount of torque
produced. Power wrenches shall be checked and adjusted as frequently as
needed, according to type or condition, to ensure that they are in proper
adjustment to supply the required torque.
3.3.7 Multiple Culverts
Where multiple lines of pipe are installed, adjacent sides of pipe shall be
at least half the nominal pipe diameter or 3 feet apart, whichever is less.
3.3.8 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.
r71
U
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3.4 JOINTING
3.4.1 Concrete and Clay 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 stall 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 jo-nt
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
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.
Ell. 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 bend and pipe from the high side
SECTION 33 40 q0 Page 19

BEQ CAMP JOHNSON
MCB CAMP LEJEUNE, NC
17P1320
ePROJECTS WO. NO. 1395787
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 backfialing 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.
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.E 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 Limes. 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.
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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.
3.4.1.8 External Sealing Band Joint for Noncircular Pipe
Surfaces to receive sealing bands shall be dry and clean. Bands shall be
installed in accordance with manufacturer's recommendations.
3.4.2 Corrugated Steel and Aluminum Pipe
3.4.2.1 Field Joints
Transverse field joints shall be designed so that the successive connection
of pipe sections will form a continuous line free of appreciable
irregularities in the flow line. In addition, the joints shall meet th.e
general performance requirements described in ASTM A798 A798M. Suitable
transverse field joints which satisfy the requirements for one or more of
the joint performance categovies can be obtained with the following types
of connecting bands furnished with suitable band -end fastening devices:
corrugated bands, bands with projections, flat bands, and bands of special
design that engage factory reformed ends of corrugated pipe. The space
between the pipe and connecting bands shall be kept free from dirt and grit
so that corrugations fit snugly. The connecting band, while being
tightened, shall be tapped with a soft -head mallet of wood, rubber or
plastic, to take up slack and ensure a tight joint_ [The annular space
between abutting sections of part paved, and fully paved pipe and pipe
arch, in sizes 30 inches or larger, shall be filled with a bituminous
material after jointing.] Field joints for each type of corrugated metal
pipe shall maintain pipe alignment during construction and prevent
infiltration of fill material during the life of the installations. The
type, size, and sheet thickness of the band and the size of Angles or lugs
and bolts shall be as indicated or where not indicated, shall be as
specified in the applicable standards or specifications for the pipe,
3.4.2.2 Flexible Watertight, Gasketed Joints
Installation shall be as recommended by the gasket manufacturer for use of
lubricants and cements and other special installation requirements. The
gasket shall be placed over one end of a section of pipe for half the width
of the gasket. The other half shall be doubled over the end of the same
pipe. When the adjoining section of pipe is in place, the doubled -over
half of the gasket shall then be rolled over the adjoining section. Any
unevenness in overlap shall be corrected so that the gasket covers the end
of pipe sections equally. Connecting bands shall be centered over
adjoining sections of pipe, and rods or bolts placed in position and nuts
tightened. Band 'tightening: The band shall be tightened evenly, even
is tension being kept on the rods or bolts, and the gasket; the gasket shall
SECTION 33 40 00 Page 21

BEQ CAMP JOHNSON 17P1320
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seat properly in the corrugations. Watertight joints shall remain
uncovered for a period of time designated, and before being covered,
tightness of the nuts shall be measured with a torque wrench. If the nut
has tended to loosen its grip on the bolts cr rods, the nut shall be
retightened with a torque wrench and remain uncovered until a tight,
permanent joint is assured.
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.
3.5.2 Walls and Headwalls
Construction shall be as indicated.
3.6 STEEL LADDER INSTALLATION
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 in
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 concrete pipe 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
SECTION 33 40 00 Page 22

BEQ CAMP JOHNSON 17P1320
MCB CAMP LEJEUNE, NC ePROJECTS WO. NO. 1395787
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.
3.7.4 Compaction
3.7.4.1 General Requirements
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 airfield and heliport pavements, 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.
3.8 FIELD PAINTING
3.8.1 Cast -Iron Covers, Frames, Gratings, And Steps
After installation, clean cast-iron, not buried in masonry or concrete, of
mortar, rust, grease, dirt, and other deleterious materials to bare metal
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BEQ CAMP JOHNSON 17PI320
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and apply a coat of bituminous paint.
3.8.2 Steel Covers And Frames Or Concrete Frames
After installation, clean steel or concrete, not buried in masonry or
concrete, of mortar, dirt, grease, and other deleterious materials to bare
metal. Apply a coat of primer. Painting must conform to Section 09 90 00
PAINTS AND COATINGS. Do not paint surfaces subject to abrasion.
3.9 FIELD QUALITY CONTROL
3.9.1 Tests
Testing is the responsibility of the Contractor. Perform all testing and
retesting at no additional cost to the Government.
3.9.1.1 HYDROSTATIC TEST ON WATERTIGHT JOINTS
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.
3.9.1.1.1 Concrete, Clay, PVC, PE, SRPE and PP Pipe
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 and nonreinforced concrete pipe shall
conform to ASTM C990 or ASTM C443. Test requirements for joints in clay
pipe shall conform to ASTM C425. Test requirements for joints in PVC, PE,
and PP plastic pipe shall conform to ASTM D3212.
3.9.1.1.2 Corrugated Steel and Aluminum Pipe
A hydrostatic test shall be made on the watertight joint system or coupling
band type proposed. The moment strength required of the joint is expressed
as 15 percent of the calculated moment capacity of the pipe on a transverse
section remote from the joint by the AASHTO HB-17 (Division II, Section
26). The pipe shall be supported for the hydrostatic test with the joint
located at the point which develops 15 percent of the moment capacity of
the pipe based on the allowable span in feet for the pipe flowing full or
40,000 foot-pounds, whichever is less. Performance requirements shall be
met at an internal hydrostatic pressure of 10 psi, for a 10 minute period.
for both annular corrugated steel and aluminum pipe and helical corrugated
steel and aluminum pipe with factory reformed ends.
3.9.1.2 Determination of Density
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
•
e
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BEQ CAMP JOHNSON 17P1320
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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 D69.38. 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.
3.9.1.3 Deflection Testing
Conduct deflection test no sooner than 30 days after completion of final
backfill and compaction testing. Clean or flush all lines prior to
testing. Perform a deflection test on entire length of installed flexible
pipeline upon completion of work adjacent to and over the pipeline,
including backfilling, placement of fill, grading, paving, placement of
concrete, and any other superimposed loads. Deflection of pipe in the
installed pipeline under external loads shall not exceed limits in
paragraph PLACING PIPE above as percent of the average inside diameter of
pipe. Use a mandrel to determine if allowable deflection has been exceeded.
3.9.1.3.1 Laser Profiler
Inspect pipe interior with laser profiling equipment. Utilize low barrel
distortion video equipment for pipe sizes 48 inches or less. Use a camera
with suitable lighting to allow a clear picture of the entire periphery of
the pipe interior. Center the camera in the pipe both vertically and
horizontally. The camera must be able to pan and tilt to a 90 degree
angle with the axis of the pipe rotating 360 degrees. Use equipment to
move the camera through the pipe that will not obstruct the camera's view
or interfere with proper documentation of the pipe's condition. The video
image shall be clear, focused, and relatively free from roll static or
other image distortion qualities that would prevent the reviewer from
evaluating the condition of the pipe. For initial post installation
inspections for pipe sizes larger than 48 inches, a visual inspection shall
be completed of the pipe interior.
3.9.2 Inspection
3.9.2.1 Post -Installation Inspection
Visually inspect each segment of concrete pipe for alignment, settlement,
joint separations, soil migration through the joint, cracks, buckling,
bulging and deflection. An engineer must evaluate all defects to determine
if any remediation or repair is required.
3.9.2.1.1 Concrete
Cracks with a width greater than 0.01 inches. An engineer must evaluate
all pipes with cracks with a width greater than 0.01 inches but less than
0.10 inches to determine if any remediation or repair is required.
3.9.2.1.2 Flexible Pipe
Check each flexible pipe (PE, PVC, PP, Corregated Steel And Aluminum) for
SECTION 33 40 00 Page 25

BEQ CAMP JOHNSON 17P1320
MCB CAMP LEJEUNE, NC ePROJECTS WO. NO. 1395787
rips, tears, joint separations, soil migration through the joint, cracks,
localized bucking, bulges, settlement and alignment. db
3.9.2.1.3 Post -Installation Inspection Report
The deflection results and final post installation inspection report must
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,
inspector notes, condition of joints, condition of pipe wall (e.g.
distress, cracking, wall damage dents, bulges, creases, tears, holes, etc.).
3.9.2.2 Low Impact Development Inspection
Inspect Low Impact Development (LID) features indicated on the design
portion of the LID Verification Report. Certify LID features were
constructed according to plans and specifications or by submitting as -built
drawings in accordance with UFGS 01 78 00 Closeout Submittals. When
as -built drawings show deviations to the LID features, document the
deviations on the LID Verification Report.
3.9.3 Repair Of Defects
3.9.3.1 Leakage Test
When leakage exceeds the maximum amount specified, correct source of excess
leakage by replacing damaged pipe and gaskets and retest.
3.9.3.2 Deflection Testing
When deflection readings are in excess of the allowable deflection of
average inside diameter of pipe are obtained, remove pipe which has
excessive deflection and replace with new pipe. Retest 30 days after
completing backfill, leakage testing and compaction testing.
3.9.3.3 Inspection
Replace pipe or repair defects indicated in the Post -Installation
Inspection Report.
3.9.3.3.1 Concrete
Replace pipes having cracks with a width greater than 0.1 inches.
3.9.3.3.2 Flexible Pipe
Replace pipes having cracks or splits.
3.10 PROTECTION
Protect storm drainage piping and adjacent areas from superimposed and
external loads during construction.
3.11 WARRANTY PERIOD
Pipe segments found to have defects during the warranty period must be
replaced with new pipe and retested. 0
SECTION 33 40 00 Page 26

CI]
E
BEQ CAMP JOHNSON
MCB CAMP LEJEUNE, NC
-- End of Section --
17P1320
ePROJECTS WO. N0, 1395787
SECTION 33 40 00 Page 27

SECTION H: Exhibits
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0 0 0

SECTION I: Soil and Geotechnical Report
0 Attached Separately
0

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•
•

•
C7
USDA United States A product of the National
Department of
Cooperative Soil Survey.
Agriculture
a joint effort of the United
States Department of
NRCS
Agriculture and other
Federal agencies. State
Natural
agencies including the
Resources
Agricultural Experiment
Conservation
Stations, and local
Service
participants
Custom Soil Resource
Report for
Onslow County,
North Carolina
December 26. 2017

I*
I*
Custom Soil Resource Report
Soil Map (P1320 Soil)
S
41 a''J •Y
00%0 2BOOB0 M70 2BM50
h1�rp scale: 1.3,390 t printed on A portrait (8.5" x 11") sheet.
N 0 50 10D 200 300
A 0 150 300 e0o Feet9
Map proton: Weir Mercator Corner coordinates: WCS84 Edge tics: UTM Z" 18N WGS84
9
34' 4r W N
I
1
34" 43 ?T N
MID
3
M
ro

•
0
•

MAP LEGEND
Area of Interest (AOt)
Area ofInterest (AOI)
Soils
Soil Map Unit Polygons
Sod Map Unit Lines
®
Soil Map Unit Points
Special
Point Features
Blowout
®
Borrow Pit
X
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
n�
Mine or Ouarry
O
Miscellaneous Water
O
Perennial Water
N'
Rock Outcrop
+
Saline Spot
Sandy Spot
41W
Severely Eroded Spot
Sinkhole
Slide of Slip
�+
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
a Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24, 000.
d Stony Spot
Very Stony Spot
Waming- Sod Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
— -
Transportation
+_" Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
. Aerial Photography
Please rely an the bar scale on each map sheet for map
measurements.
Source of Map Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area. such as the
Albers equal-area conic projection should be used if more
accurate calculations of distance or area are required
This product is generated from the USDA -MRCS certified data as
of the version date(s) listed below.
Soil Survey Area Onslow County. North Carolina
Survey Area Data Version 19 Oct 2. 2017
Soil map units are labeled (as space allows) for map scales
1 50,000 or larger.
Date(s) aerial images were photographed Dec 31. 2009—Mar
8. 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result some minor
shifting of map unit boundaries may be evident.
0 0 0

0 0 0

4)
Custom Soil Resource Report
Map Unit Legend (P1320 Soil)
Map Unit Symbol Map Unit Name Acres in A01 Percent of A01
BmB
Baymeade-Urban land
122
60.3%
complex, 0 to 6 percent
slopes
CrC Craven fine sandy loam, 4 to a 6.5 32.2%
percent slopes
Mk ! Muckalee loam 1,5 ` 7.4%
Totals for Area of Interest 20.3 100.0%
Map Unit Descriptions (P1320 Soil)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
ispure
taxonomic classes but rather to separate the landscape into landforms or
11

Custom Soil Resource Report
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
® miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

•
Custom Soil Resource Report
Onslow County, North Carolina
BmB--Baymeade-Urban land complex, 0 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3ws5
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Baymeade and similar soils: 45 percent
Urban land: 40 percent
Minor components. 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Baymeade
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy and sandy marine deposits
Typical profile
A - 0 to 2 inches: fine sand
E/Bh - 2 to 30 inches: fine sand
Bt - 30 to 40 inches: fine sandy loam
C - 40 to 80 inches: loamy fine sand
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat)
in/hr)
Depth to water table: About 48 to 60 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Hydric soil rating No
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
High (1.98 to 5.95
13

0
Custom Soil Resource Report
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Minor Components
Lynn haven, undrained
Percent of map unit: 2 percent
Landform: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: Yes
Torhunta, undrained
Percent of map unit: 2 percent
Landform: Carolina bays on marine terraces, depressions on stream terraces,
flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: Yes
Leon
Percent of map unit: 2 percent
Landform: Flats on marine terraces
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: Yes
Murville, undrained
Percent of map unit: 2 percent
Landform: Depressions on marine terraces, flats on marine terraces
Down -slope shape: Concave
Across -slope shape: Concave
Hydric soil rating: Yes
CrC—Craven fine sandy loam, 4 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3wsb
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Craven and similar soils: 80 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
14

Custom Soil Resource Report
4) Description of Craven
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder
Down -slope shape: Convex
Across -slope shape. Convex
Parent material: Clayey marine deposits
Typical profile
Ap - 0 to 7 inches. fine sandy loam
E - 7 to 9 inches: fine sandy loam
Bt - 9 to 54 inches: clay
C - 54 to 80 inches: sandy loam
Properties and qualities
Slope: 4 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat)
moderately high (0.06 to 0.20 inlhr)
Depth to water table: About 24 to 36 inches
Frequency of flooding. None
Frequency of ponding: None
Moderately low to
Available water storage in profile: Moderate (about 8.2 inches)
Interpretive groups
® Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Hydric soil rating: No
Minor Components
Bibb, undrained
Percent of map unit: 3 percent
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating; Yes
Johnston, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
Muckalee, undrained
Percent of map unit: 1 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: Yes
15

Custom Soil Resource Report
•
Mk—Muckalee loam
Map Unit Setting
National map unit symbol: 3wst
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Muckalee, undrained, and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Muckalee, Undrained
Setting
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Sandy and loamy alluvium
is Typical profile
A - 0 to 24 inches: loam
Cg - 24 to 80 inches: sandy loam
•
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class. Poorly drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 5w
Hydrologic Soil Group: BID
Hydric soil rating: Yes
16

0 0 0
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LL

Southeastern Soil & Environmental Associates, Inc.
49
0
P.Q. Box 9321
FayetteviHri, NC PA";1 i
PhonWFax (410) i122-4540
Emait rruke(Osouth"slernsoil,com
0 1 VV 1 �ie�►ins, 1.14 i rnciiities '.n •rnelering Command, Camp I.ejcunc,
Onslow County, North Carolina
13ORING S11VVT DEPIl (inched Observed Water jincheO
,S-1 35 127
S-2 36 81
S-3 41 128
S-4 45 None
S-5 41 Nome
5-6 36 None
SOUSiTE EVALUATION - g0IL PHYSICAL ANALYSIS + LAND USEISUKIVIMN PLANNING; 6 WE I LANDS
GROUNDWATER ORAINAGEMOUNOING • SURFACErSUBSI.1141 ACE WAti1 E I REATME,N 15Y5 fEMS, EVALUATION h DESIGN

Southeastern Soil & Environmental Associates, Inc.
F--rfyeltevilte, NC 28311
Pilunia/Fex [phone]
Email mik0fsnulhBaslemsnilxom
Soil Boring Log, Boring S-2, Naval Facilities Engineering Command, Camp
Lejeune, Onslow County, North Carolina
This trap unit consists ot'moderately well drained to well drained soils on uplatlds.
These suits typically formed in moderately coarse textured maxinc sediments. Slopes
range from 0 to 2 percent.
A - 0 to 17 inches; black ('2.5Y 2.5/1) line sandy loath; weak line granular; very friable;
many fine and medium roots; abrupt snkautli boundary
F: - 17 to 36 inches; light olive brown (2.5Y 613) tine: sand; single grained; loose; very
triable; many tine and medium rants; clear smooth boundary.
Bt - 36 to 47 inches; fight ycllowish brown (2.5Y 6/4) sandy lumn; many medium
prominent light brownish gray (10YR 6/2) mottics; weak line stthangular blocky
isstructure; friable; gradual smooth boundnrv.
BC - 47 to 61 inches; olive; vel low (2.5Y 6!6) silty clay loam, many medium prominent.
gray (10YR 611) mottles; weak line subangular bluc:ky structure; firm; gradual smooth
boundary.
0
Cl - 61 to 85 inches; mixed mottled gray (10YR 6/1), olive yellow (2.5Y 6/6) and
yellowish red (5YR 5/8) silty clay to silty clay loam; firm to eery lirrrt; massive structure;
gradual wavy boundary.
C2 - 85 to 144 inches; gray (10YR 6/1) sandy loam; many medium prominent alive
yellow (2.5Y 616) mottles; very friable; massive structure.
SHWT @ 36 inches below ground surface (IOYR 6/2)
SOIL)SITE EVALUATION - SOIL PFIYSICAI. ANALYSIS - LAND L15E/SUBDMSI0N PLANNING - VUF TLANDS
GROUNDWATER DRAINAGEIMOUNUING - SURFACEJSUNSUnrACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

L.hdoo
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A
BACHELOR ENLISTED QUARTERS SITE
P-1 320
MCB CAMP LEJEUNE, JACKSONVILLE, NC
NAVAL FACILITIES ENGINEERING COMMAND --- MID -ATLANTIC
MARINE CORPS IPT, NORFOLK, VA
P1320 DRAWING SET INDEX:
® SITE
Q BACHELOR ENLISTED QUARTERS (BEQ)
Q VEHICLE MAINTENANCE FACILITY WAREHOUSE (VMFW)
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LOCATION MAP A VICINITY MAP N/"
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Sheet List Table
I Sheet List Table -CONTINUED
Hil
i�AVFNO DWG SHEET ` NAVFNOO DWG
SHEET TITLE
SHEET TITLE
I
— — — —
NUMBER
I
GENERAL
LANDSCAPE
a
G-001
COVER SHEET - SITE
_
- LC-100 OVERALL LANDSCAPE CONSTRUCTION PLAN - ~
G-002
SHEET INDEX - SITE
LC-101 LANDSCAPE CONSTRUCTION PLAN - PRKG LOT NORTH --
GEOTLCHNICAL
LC 102 LANDSCAPE CONTRUCTION PLAN - VMFW --
B-100
SUBSURFACE EXPLORATION LOCATIGN PLAN
LC-103 LANDSCAPE CONSTRUCTION PLAN - MAIN PRKG LOT --
8-101
SOIL BORING LOGS
LC-104 LANDSCAPE CONSTRUCTION PLAN - BEQ
8-102
SOIL BORING LOGS
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CU-306
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CU-307
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LEGEND:
SPOT ELEVATION
TOP OF CURB (TC) ELEVATION
TOP OF WALL (TW) ELEVATION
BOTTOM OF WALL (9W) ELEVATION
BITUMINOUS FAVEMEM
LIGHT OUTY ASPHALT PAVEMENT
HEAVY DUTY ASPHALT PAVEMENT
CONCRETE PATTERN
HEAVE' DUTY CONCRETE PATTERN
Cun AND GUTTER
BUILDING (BLDG.)
CENTERLINE DITCH/SCALE
CONTOUR
EDGE OF WOODS
FENCE
GRAVEL
SIGN
TOE OF SLOPE (TOS)
TOP OF BANK (TOLL)
TREE
STORM SEWER
3 STORM HEADWALL
WATER MAIN
FIRE HYDRANT
WATER VALVE
SANITARY SEWER
SANITARY MANHOLE
SANITARY CLEANOUT
OVERHEAD ELECTRIC LINES (OHE)
GUY WIRE
UNDERGROUND ELECTRIC (UGE)
1
TELEPHONE (TEL) PEDESTAL (PED.)
UTILITY POLE
UTTUTY POLE W/ LIGHT
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UGE
CIVIL ABBREVIATIONS:
A/C A:R CONDITIONING LINT
APPROX AP?ROXI.W4TE
ATFP AND TERRORISM FORCE PROTECTION
MIT MANHOLE
FELG BUILDING
BDL BOLLARD
OW BOTTOM OF WALL
CO CLEANOUT
CONIC CONCRETE
DEMO DEMOLITION
01 DROP INLET
DIP DUCTILE IRON PIPE
EJB ELECTRIC JUNCTK)N BOX
EMH ELECTRIC MANHOLE
EXIST EXISTING
EP EDGE OF ASPHALT PAVEMENT
FDC FIRE DEPARTMENT CONNECTION
FEP FUEL EFFICIENT PARKING
FES FLARED END SECTION
FFE FINISHED FLOOR ELEVATION
FH FIRE HYDRANT
FL FLOW LINE
FM SANITARY SEWER FORCE MAIN
TO FIBER OPTIC
GV GATE VALVE
HP HIGH POINT
INV INVERT
LF UNFAIR FEET
L/P LIGHT POLE
MG MATCH EXISTING GRADE
MH MANHOLE
NIC NOT IN CONTRACT
NTS NOT TO SCALE
OHE OVERHEAD ELECTRICAL
PIV POST INDICATOR VALVE
P/P POWER POLE
R RADIUS
RD ROOF DRAW
SCO SANITARY CLEANOUT
SMH SANITARY MANHOLE
TBM TEMPORARY BENCHMARK
TIC TOP OF CURB
TEMP TEMPORARY
TMH TELEPHONE MANHOLE
T PED TELEPHONE PEDESTAL
TOG TOP OF BANK
TSV TAPPING SLEEVE & VALVE
TW TOP OF WALL
TYP TYPICAL
RCO ROOF DRAIN CLEANOUT
RD ROOF DRAIN
UD UNDER DRAIN
LICE UNDER GROUND ELECTRICAL
U.O.N. UNLESS OTHERWISE NOTED
WV WATER VALVE
VB VALVE BOX
W/ WITH
DEMOLITION NOTES
I. REMOVE AND DISPOSE OF EXISTING
MANMADE SURFACE FEATURES WITHIN THE LIMIT OF
WORK INCLUDING BUILDINGS, STRUCTURES, PAVFMENTS,
SLABS, CURBING, FENCES, UTILITY POLES, SIGNS, ETC.
UNLESS INDICATED OTHERWISE ON THE DRAWINGS.
REMOVE AND DISPOSE OF EXISTING 13ELOW GROUND
UTILITIES AND FOUNDATIONS WITHIN THE LIMITS
INDICATED.
2. EXISTING UTILITIES MUST BE TERMINATED, UNLESS
OTHERWISE NOTED, IN CONFORMANCE WITH STATE,
LOCAL, BASE AND INOMOUAL UPUTY COMPANY
STANDARDS, AND DETAILS,COOROINATE UTILITY SERVICE
DISCONNECTS WITH THE UTILITY REPRESENTATIVES.
3, DISPOSE OF DEMOLITION DEBRIS IN
ACCORDANCE WfTH APPLICABLE FEDERAL, STATE AND
LOCAL REGULATIONS, ORDINANCES AND STATUTES.
LAYOUT NOTES
1. CURB RADII ARE 5 FEET TO FACE OF CURB UNLESS
OTHERWISE NOTED_
2. CURBING MUST BE CAST -IN -PLACE WITHIN THE SITE,
3. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUILDING
DIMENSIONS AND DETAILS CONTIGUOUS TO THE
BUILDING, INCLUDING SIDEWALKS, RAMPS, BUILDING
ENTRANCES, STAIRWAY, UTILITY PENETRATIONS,
CONCRETE DOOR PADS, LOADING DOCKS, BOLLARDS, ETC.
4. ANY PROPERTY LINE MONUMENTATION DISTURBED
DURING CONSTRUCTION MUST BE SET OR RESET BY A
PROFESSIONAL LICENSED SURVEYOR.
UTILITY NOTES
I. EXISTING UTILITIES SHORN ARE APPROXIMATE ONLY AND BASED ON FIELD SURVEYS.
AVAILABLE RECORDS, VERBAL INFORMATION AND/Oft PHYSICAL FEATURES- OBTAIN DIGGING
PERMITS PRIOR TO START OF EXCAVATION, AT LEAST 15 DAYS PRIOR TO STARTING
EXCAVATK)N WORK, CONTACT THE CONTRACTING OFFICER TO ALLOW MARKING OF EXISTING
BURIED UTILITIES.
ALL EXISTING UNDERGROUND UTILITIES IN THE WORK AREA MUST BE POSITIVELY IDENTIFIED
BY A THIRD PARTY, INDEPENDENT, PRIVATE UTILITY LOCATING COMPANY AND COORDINATED
WITH THE CONTRACTING OFFICER. ANY MARKINGS MADE DURING THE UTILITY INVESTIGATION
]RUST TIE MAINTAINED THROUGHOUT THE CONTRACT.
WI"EVER CONTRACT WORK INVOLVES CHIPPING, SAW CUTTING, OR CORE DRILLING
THROUGH CONCRETE, BITUMINOUS ASPHALT OR OTHER IMPERVIOUS SURFACES, THE THIRD
PARTY, INDEPENDENT, PRIVATE LOCATING COMPANY SHALL LOCATE UTILITY DEPTH BY USE
OF GROUND PENETRATING RADAR (GPR), X-RAY, BORE SCOPE, OR ULTRASOUND PRIOR TO
THE START OF DEMOLITION AND CONSTRUCTION. OUTAGES TO ISOLATE UTILITY SYSTEMS
MUST BE USED IN CIRCUMSTANCES WHERE UTIUTIES ARE UNABLE TO BE POSITIVELY
IDENTIFIED. THE USE OF HISTORICAL DRAWINGS DOES NOT ALLEVIATE THE CONTRACTOR
FROM MEETING THIS REQUIREMENT.
PRIOR TO CONSTRUCTION, THE SITE MUST BE SCANNED WITH ELECTROMAGNETIC
AND SONIC EQUIPMENT AND THE GROUND SURFACE MARKED WHERE EXISTING
UNDERGROUND UTILITIES AND ANOMALIES ARE DISCOVERED.
TAKE THE NECESSARY PRECAUTIONS TO PROTECT THE EXISTING UTILOTFS AND ANY DAMAGE
TO THE LMLmFS MOST BE IMMEDIATELY REPAIRED AT THE CONTRACTOR'S EXPENSE. THE
CONTRACTOR IS REQUIRED TO AND AGREES TO COMPLY WTH ALL THE PROVISIONS OF THE
GOVERNMENT, STATE AND UTILITY FOR UNDERGROUND GAMAGE PREVENTION AND HEREBY
AGREES TO HOLD THE GOVERNMENT HARMLESS AGAINST ANY LOSS, DAMAGES AND CLAIMS
OF ANY NATURE WHATSOEVER ARISING OUT OF FAILURE TO COMPLY WITH SAID
PROVISIONS.
2, THE LOCATIONS, SIZES, AND TYPES OF EXISTING UTILITIES ARE SHOWN AS AN
APPROXIMATE REPRESENTATION ONLY. PRIOR TO ORDERING MATERIALS AND
BEGINNING OF CONSTRUCTION VERIFY AND DETERMINE THE EXACT LOCATIONS,
SIZES, AND ELEVATIONS OF POINTS OF CONNECTIONS TO EXISTING UTILITIES AND,
CONFIRM THAT THERE ARE NO INTERFERENCES WITH THE EXISTING UTILITIES AND
THE PROPOSED UTILITY ROUTES, INCLUDING ROUTES WITHIN THE PUBLIC
RIGHTS -OF -WAY.
3. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK,
OR EXISTING CONDITIONS DIFFER FROM THOSE SHOWN SUCH THAT THE WORK
CANNOT BE COMPLETED AS INTENDED, THE CONTRACTOR MUST NOTIFY THE
CONTRACTING OFFICER IN ACCORDANCE WITH FAR 52.236-2.
4. SET CATCH BASIN RIMS, AND INVERTS OF SEWERS, ORANS. AND DITCHES IN
ACCORDANCE W[H ELEVATIONS ON THE GRADING AND UTILITY PLANS.
GENERAL NOTES:
I. UNLESS OTHERWISE INDICATED, ALL EXISTING STRUCTURES AND FACIUNES MUST
REMAIN.
2. ALL DIMENSIONS ARE TO FACE OF BUILDING, FACE OF CURB AND/OR EDGE OF
PAVEMENT UNLESS OTHERWISE INDICATED.
3. SOD (CENTIPEDE) ALL DISTURBED PERVIOUS AREAS WITHIN THE LIMITS OF
CONSTRUCTION UNLESS OTHERWISE SPECIFIED.
4, NO EARTH WORK/LAID OISTURBANCE IS LO BE PERFORMED UNTIL ALL SOIL
EROSION AND SEDIMENT CONTROL DEVICES ARE IN PLACE.
5. ALL GRADE TRANSFNONS BETWEEN NEW AND EXISIM MUST BE SMOOTH AND
GRADUAL WITH NO SHARP OR ABRUPT CHANGES.
6. COORDINATE THE WORK OF ALL TRADES - VERIFY ALL FIELD CONDITIONS,
QUANTITIES AND DIMENSIONS PRIOR TO COMMENCEMENT OF WORK. ANY
DISCREPANCIES MUST BE PROMPTLY BROUGHT TO THE ATTENTION OF THE
CONTRACTING OFFICER.
7. EXECUTE ALL WORK WITH CARE TO PROTECT FROM DAMAGE ALL ADJACENT
EXISTING FEATURES THAT ARE TO REMAIN. ANY SUCH DAMAGE MUST BE REPAIRED
OR REPLACED TO MATCH THE ORIGINAL CONDITION AS APPROVED BY THE
CONTRACTING OFFICER AT NO ADDITIONAL COST TO THE GOVERNMENT.
B. FINISHED GRADE OF TOP SOIL (AFTER COMPACTION) MUST BE 0.5- TO I -
(MAXIMUM) BELOW TOP OF ABUTTING PAVEMENTS, SIDEWALKS AND CURHING.
9 EQUIPMENT AND TRUCK TRACK -TIRE CLEANING/E LASHING STATIONS MUST BE
ESTABLISHED AS NECESSARY TO ENSURE THAT NO MUD OR DEBRIS MIGRATES
FROM THE CONSTRUCTION SITE TO THE BASE ROADS.
10, ALL HOLES, DEPRESSIONS, EXCAVATIONS, ETC. CREATED AS A RESULT OF
DEMOLITION MUST BE BACK -FILLED, COMPACTED, GRADED AND SEEDED,
11. FIELD VERIFY THE ELEVATIONS OF ALL CONNECTIONS TO EXISTING UTILITIES P14OR
TO CONSTRUCTING UPSTREAM PORTIONS OF THE NEW UTIUTIES. ANY
DISCREPANCIES MUST PROMPTLY BE BROUGHT TO THE ATTENTION OF THE
CONTRACTING OFFICER.
12. CGNTAWNATED SOIL SHOULD NOT BE ENCOUNTERED, HOWEVER, IF CONTAMINANTS
ARE SUSPECTED THROUGH ODORS OR VISUAL INSPECTIONS DURING EXCAVATION
OPERATIONS, STOP WORK AND IMMEDIATELY CONTACT THE CONTRACTING OFFICER
FOR FURTHER INSTRUCTIONS.
13. NO WELLS SHOULD EXIST WITHIN THE PROJECT SITE: HOWEVER, IF AN UNMARKED
WELL IS DISCOVERED AND INADVERTENTLY DAMAGED, STOP WORK AND IMMEDIATELY
CONTACT THE CONTRACTING OFFICER FOR FURTHER INSTRUCTIONS.
5. RIM ELEVATIONS FOR DRAIN AND SLIVER MANHOLES. WATER VALVE COVERS. GAS
GATES, ELECTRIC AND TELEPHONE PULL BOXES, AND MANHOLES, AND OTHER SUCH
ITEMS, ARE APPROXIMATE AND SHALL BE SET/RFSET AS FOLLOWS:
SURVEY NOTES:
A. PAVEMENTS AND CONCRETE SURFACES; FLUSH
1.
A TOPOGRAPHIC SURVEY OF THE EXISTING SITE WAS PERFORMED IN AUGUST
B. ALL SURFACES ALONG ACCESSIBLE ROUTES: FLUSH
2O17 BY SOUTHEASTERN ENGINEERING, INC.
C. LANDSCAPE, LOAM AND SEED, AND OTHER EARTH SURFACE AREAS: ONE
INCH BELOW SURROUNDING AREA AND TAPER EARTH TO THE RIM
HORIZONTAL COORDINATES WERE BASED ON NORTH CAROLINA STATE PLANE
ELEVATION.
ZONE (NC83F). VERTICAL DATUM IS BASED ON MAV083, CONTROL. POINTS USED
OUTING THIS SURVEY:
6. THE LOCATION, SIZE, DEPTH, AND SPECIFICATIONS FOR CONSTRUCTION OF
PROPOSED PRIVATE UTILITY SERVICES SHALL BE INSTALLED ACCORDING TO THE
PW-8 PW-106
REQUIREMENTS PROVIDED BY, AND APPROVED BY, THE RESPECTIVE UTILITY
IN: 360149.96 N: 362716.98
COMPANY. FINAL DESIGN AND LOCATION TO BE COORDINATED WITH THE
E: 24794#2.25 E: 2477634.16
CONTRACTING OFFICER.
EL: 17.51 EL: 19.43
BRASS DISK BRASS DISK
7, MAKE ARRANGEMENTS FOR AND BE RESPONSIBLE FOR PAYING FEES FOR POLE
2,
CONFIRM THE LOCATION OF ALL ITEMS PRIOR TO THE START OF CONSTRUCTION.
RELOCATION AND FOR ALTERATION AND ADJUSTMENTS OF GAS, ELECTRIC,
TELEPHONE, FIRE ALARM, AND ANY OTHER PRIVATE UTI?_ITIES, WHETHER WORK IS
3.
THE EXISTENCE, SIZE AND OR LOCATION OF UTILITIES ARE NOT GUARANTEED BY
PERFORMED BY THE CONTRACTOR OR BY THE UTILITY COMPANY.
THE SURVEY. UTIUTIFS SHOWN ARE BASED ON ABOVE GROUND STRUCTURES
AND AVAILABLE UTILITY PLANS. THE CONTRACTOR SHALL FIELD VERIFY THE
S. UTILITY PIPE MATERIALS MUST BE IN ACCORDANCE WITH SPECIFICATIONS, UNLESS
LOCATION OF ALL UTILITIES PRIOR TO CONSTRUCTION.
OTHERWISE NOTED ON PLAN.
4.
THERE ARE JURISDICTIONAL WETLANDS LOCATED WITHIN THE VICINITY OF THE
9, FURNISH EXCAVATION, INSTALLATION, AND BACKFILL OF ELECTRICAL FURNISHED
PROJECT BOUNDARY. THE WETLAND LIMITS HAVE BEEN APPROVED BY THE
SITEWORK RELATED ITEMS SUCH AS PULL HOXES, CONDUITS, DUCT BANKS, LIGHT
uSACE UNDER ACTION ID 2008 2570 DATED MARCH 16, 2009. THESE LIMITS
POLE BASES, AND CONCRETE PADS. FURNISH CONCRETE ENCASEMENT OF DUCT
ARE SHOWN ON THE PLANS.
BANKS IF REQUIRED BY UTILITY COMPANY AND AS INDICATED ON THE DRAWINGS.
5.
THE PROJECT SITE LIES WITHIN FLOOD ZONF "X' AS DESCRIBED ON THE FLOOD
10, COORDINATE NATURAL GAS SERVICE WITH PIEDMONT NATURAL GAS. PIEDMONT
INSURANCE RATE MAP COMMUNITY MAP 3720438600J PANEL 4385 WITH AN
NATURAL GAS IS RESPONSIBLE FOR INSTALLING TH6.4GASJM6TF�R�BUILUNJG,� a.
EFFECTIVE DATE OF NOVEMBER 3, 2405.
PRESSURE REGULATOR, AND GAS LINES. THE CONTACTOTYWy S jQ2NS A TTHE�--
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UNLESS OTHERWISE STATED UTILITIES SHOWN HEREON TAKEN FROM UTiLJTY
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8,
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FROM BASE (EC-WATER-B5).
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Hall, Christine
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <meredith.cutchin@navy_mil>
Sent: Tuesday, March 27, 2018 12:34 PM
To: Hall, Christine
Subject: RE: [External] P1320: BEQ SW Permit Application
Okay, thank you!
I thought you may have meant that, but figured it wouldn't hurt to give you more information in case : ]
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine [mailto:[e-mail]]
Sent: Tuesday, March 27, 2018 12:32 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: [External] P1320: BEQ SW Permit Application
should have clarified that I won't be able to comment on the SHWT until I get the entire package and I have a chance to
review it. The goal for submittal is to make sure all the pieces are submitted and the justification is there to support the
2' separation. At the meeting, it wasn't clear if the 2' of separation was provided without the soils report.
The revised paragraph looks good and provides enough detail to work with.
Thanksi
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine,[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [ma ilto:meredith.cutchin@navy. mil]
Sent: Tuesday, March 27, 2018 10:16 AM
To: Hall, Christine <[e-mail]>
Subject: RE: [External] P1320: BEQ SW Permit Application

Christine,
1. 1 have attached the relevant sheets from the geotech report. I can send you the whole thing or more of it it needed- it
is over 100 pages.
2. Let me know if this is detailed enough or if you want the particulars of the VMFW tradeoff to the 4 demolished
buildings since I was being more general to the overall site area:
The VMFW area is able to meet the definition of redevelopment because it does not result in an increase of built upon
area. The VMFW area has a smaller amount of impervious area then the 4 buildings that are being demolished.
Therefore, this project results in a lesser amount of runoff being discharged to the same point. Additionally, this area of
Camp Johnson is providing a level of stormwater control that is far greater than it has historically. In the past, Camp
Johnson had mostly used sheet flow and stormwater piping to convey stormwater. As redevelopment occurs, new
projects have added stormwater treatment features, swales and BMPs; thus reducing peak flows and creating a greater
level of stormwater control than existed in the past.
Thank you!
Meredith Cutchin, K
757-341-0322
-----Original Message -----
From: Hail, Christine [mailto:[e-mail]]
Sent: Tuesday, March 27, 2018 8:51 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: [External] P1320: BEQ SW Permit Application
Thanks Meredith,
I'm not going to be able to comment on the SHWT until I have all the information. For the redevelopment narrative, can
you describe the "stormwater control that existed in the past" in that last sentence? Was it sheet flow, piped collection
system, swales, or another method?
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall@ncdenr,gov
127 Cardinal Drive Ext,
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CiV NAVFAC MIDLANT, IPTMC [mailto:[e-mail]]
Sent: Monday, March 26, 2018 6:06 PM
To: Hall, Christine <Christine.Hall @ncdenr.gov>

.t
} Subject: [External] P1320: BEQSW Permit Application
Hi Christine,
am getting everything together to send back to you. I think the majority of the corrections were rather straightforward,
but I wanted to let you take a quick look at the Redevelopment Narrative and the Sand Filter SHWT explanation:
1, Redevelopment Narrative- I have added some additional information to the last paragraph.
2. Sand Filter SHWT- I originally designed based off of 3' below the 12 contour which gives us a SHWT of 9. 1 consulted
with our geotechnical engineer on this project and he felt that this was an acceptable assumption and that the design is
justified as is. I had him write up a narrative and added it to MDC 1.
Please let me know if you have any concerns with either of these items. I am hoping to have the complete package
FedEx'd to you by Thursday morning.
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC Midlant
757-341.-0322

..:
Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Thursday, February 01, 2018 10:24 AM
To: Hall, Christine; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [External] P1320 Permitting Submittal Meeting
Christine,
I will likely try to permit as part of one permitting action.
Cameron, j
Can we please set up a date for mid March?
Thank you!
I
Meredith Cutchin, PE
757-341-0322
REG'D FEB 0 1 2013
-----Original Message -----
From: Hall, Christine(mailto:[e-mail]]
Sent: Tuesday, January 30, 2018 8:29 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
Meredith,
The file should include a drainage area map for the system. I looked through it and the only thing that jumped out at me
as a drainage area line was a "project limit" that was delineated on the originally approved site and grading plans around
the block (excluding the roads). Unfortunately it's not something we have electronically.
There are two ways to approach this. If you are using the standard application, then you could modifying the original
permit to add the sidewalk within the existing drainage area and add drainage areas for the improvements proposed as
part of your project as a single permitting action. This would only require one fee ($4,000). Alternatively, if you wish to
permit them separately, it is lucky there is so much future cause adding the sidewalk would be considered a minor
modification to a high density project (what used to be called a plan revision). HD minor mods are $1,500. If you want
to do this as a separate action, we'll need a second express request for the minor modification.
Let me know if you have any other questions!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
i

127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:[e-mail]]
Sent: Friday, January 26, 2018 12:01 PM
To: Hall, Christine <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Cal!
Christine,
I forgot to ask one more question during the call. For my sidewalk that will connect to Field Medical Services School
(SW8 080740), what additional permit fees will I need to pay in order to add the sidewalk to the permit? Getting checks
here takes a very long time.
Also, If I read that permit correctly they allotted for an additional future impervious area of 63,152 square feet to drain
to the existing BMP. I am not sure if you have a map showing what the "approved drainage area" under this permit is?
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine [mailto:Christine.Hall @ncdenr.gov]
Sent: Thursday, January 25, 2018 4:10 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
I don't know about easier but it is a different method. In addition to the Storm-EZ form, you'll still need to provide the
usual Supplement EZ to demonstrate the SCMs meet the MDCs, the O&M agreement, and calculations.
I'll add a note to my calendar to be available at 10 am.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.

Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:meredith.cutchin@navy. mil]
Sent: Thursday, January 25, 2018 3:57 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Call
Okay I'll plan to call you at 10am.
Nothing on the project has really changed since my last scoping meeting. Linda had suggested I read about runoff
treatment and volume match at that meeting and that section of the stormwater design manual suggests using storm
ez, which I do believe Linda mentioned at the meeting was an easier way of permitting. I am happy to permit in
whichever way you feel comfortable with.
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine[mailto:Christine.Hall @ncdenr.gov]
Sent: Thursday, January 25, 2018 3:51 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN.
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
Meredith,
It almost sounds like you need another scoping meeting. However, I can be available for a short time to discuss this
project tomorrow. Anytime after 9:30 is fine with me.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.

._ .
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC[mailto:[e-mail]
Sent: Thursday, January 25, 2018 3:27 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: [External] P1320 Phone Call
Hello Cameron,
I know we touched base about having a phone call yesterday to go over the project, but I did not hear back on a time
that worked for you and Christine.
Christine, if you have time tomorrow, I would like to go over the project to make sure we are on the same page with the
best plan for permitting.
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC Midlant
757-341-0322

Hall, Christine
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Thursday, February 01, 2018 10:24 AM
To: Hall, Christine; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [External) P1320 Permitting Submittal Meeting
Christine,
I will likely try to permit as part of one permitting action.
Cameron,
Can we please set up a date for mid March?
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine[mailto:[e-mail]]
Sent: Tuesday, January 30, 2018 8:29 AM
To: Cutchin, Meredith A C V NAVFAC MIDLANT, IPTMC
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
Meredith,
The file should include a drainage area map for the system. I looked through it and the only thing that jumped out at me
as a drainage area line was a "project limit" that was delineated on the originally approved site and grading plans around
the block (excluding the roads). Unfortunately it's not something we have electronically.
There are two ways to approach this. If you are using the standard application, then you could modifying the original
permit to add the sidewalk within the existing drainage area and add drainage areas for the improvements proposed as
part of your project as a single permitting action. This would only require one fee ($4,000). Alternatively, if you wish to
permit them separately, it is lucky there is so much future cause adding the sidewalk would be considered a minor
modification to a high density project (what used to be called a plan revision). HD minor mods are $1,500. if you want
to do this as a separate action, we'll need a second express request for the minor modification.
Let me know if you have any other questions!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]

127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:meredith.cutchin@navy. mi1]
Sent: Friday, January 26, 2018 12:01 PM
To: Hall, Christine <Christine.Hal [e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Call
Christine,
I forgot to ask one more question during the call. For my sidewalk that will connect to Field Medical Services School
(SW8 080740), what additional permit fees will I need to pay in order to add the sidewalk to the permit? Getting checks
here takes a very long time -
Also, If I read that permit correctly they allotted for an additional future impervious area of 63,152 square feet to drain
to the existing BMP. I am not sure if you have a map showing what the "approved drainage area" under this permit is?
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine (mailto:[e-mail]]
Sent: Thursday, January 25, 2018 4:10 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [Non-DoD Source] RE: [External) P1320 Phone Call
I don't know about easier but it is a different method. In addition to the Storm-EZ form, you'll still need to provide the
usual Supplement EZ to demonstrate the SCMs meet the MDCs, the 0&M agreement, and calculations.
I'll add a note to my calendar to be available at 10 am.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall@ncdenr,gov
127 Cardinal Drive Ext.

Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:meredith.cutchin@navy. mi1]
Sent: Thursday, January 25, 2018 3:57 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Call
Okay I'll plan to call you at 10am.
Nothing on the project has really changed since my last scoping meeting. Linda had suggested I read about runoff
treatment and volume match at that meeting and that section of the stormwater design manual suggests using storm
ez, which I do believe Linda mentioned at the meeting was an easier way of permitting. I am happy to permit in
whichever way you feel comfortable with.
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine [mailto:[e-mail]]
Sent: Thursday, January 25, 2018 3:51 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: (Nan-DoD Source] RE: (External] P1320 Phone Call
Meredith,
It almost sounds like you need another scoping meeting. However, I can be available for a short time to discuss this
project tomorrow. Anytime after 9:30 is fine with me.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
1.27 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
9

-----Original Message ---
From. Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC f mailto:[e-mail]]
Sent: Thursday, January 25, 2018 3:27 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: [External] P1320 Phone Call
Hello Cameron,
I know we touched base about having a phone call yesterday to go over the project, but I did not hear back on a time
that worked for you and Christine.
Christine, if you have time tomorrow, I would like to go over the project to make sure we are on the same page with the
best plan for permitting.
Thank you]
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC Midlant
757-341-0322

Hall, Christine
From: Hall, Christine
Sent: Tuesday, January 30, 2018 8:29 AM
To: 'Cutchin, Meredith A CIV NAVFAC MIDLANT, 1PTMC'
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: RE: [External] P1320 Phone Call
Meredith,
The file should include a drainage area map for the system. I looked through it and the only thing that jumped out at me
as a drainage area line was a "project limit" that was delineated on the originally approved site and grading plans around
the block (excluding the roads). Unfortunately it's not something we have electronically.
There are two ways to approach this. If you are using the standard application, then you could modifying the original
permit to add the sidewalk within the existing drainage area and add drainage areas for the improvements proposed as
part of your project as a single permitting action. This would only require one fee ($4,000). Alternatively, if you wish to
permit them separately, it is lucky there is so much future cause adding the sidewalk would be considered a minor
modification to a high density project (what used to be called a plan revision), HD minor mods are $1,500, If you want
to do this as a separate action, we'll need a second express request for the minor modification.
Let me know if you have any other questions!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [mailto:[e-mail]]
Sent: Friday, January 26, 2018 12:01 PM
To: Hail, Christine <Christine.Hall @ncdenr.gov>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Call
Christine,
I forgot to ask one more question during the call. For my sidewalk that wi0 connect to Field Medical Services School
(SW8 080740), what additional permit fees will I need to pay in order to add the sidewalk to the permit? Getting checks
here takes a very long time.

w
ICJ
Also, If I read that permit correctly they allotted for an additional future impervious area of 63,152 square feet to drain
to the existing BMP. I am not sure if you have a map showing what the "approved drainage area" under this permit is?
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From, Hall, Christine[mailto:Christine.Hali@ncdenr,gov]
Sent: Thursday, January 25, 2018 4:10 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
I don't know about easier but it is a different method. In addition to the Storm-EZ form, you'll still need to provide the
usual Supplement EZ to demonstrate the SCMs meet the MDCs, the O&M agreement, and calculations.
I'll add a note to my calendar to be available at 10 am.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources W State 5tormwater Program Department of Environmentai Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC jmailto:meredith.cutchin@navy,mil]
Sent: Thursday, January 25, 2018 3:57 PM
To: Hall, Christine <Christine,[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: RE: [External] P1320 Phone Call
Okay I'll plan to call you at 10am.
Nothing on the project has really changed since my last scoping meeting. Linda had suggested I read about runoff
treatment and volume match at that meeting and that section of the stormwater design manual suggests using storm
ez, which I do believe Linda mentioned at the meeting was an easier way of permitting. I am happy to permit in
whichever way you feel comfortable with.

TM
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine [mailto:[e-mail]]
Sent: Thursday, January 25, 2018 3:51 PM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC; Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - FWD - DESIGN
Subject: [Non-DoD Source] RE: [External] P1320 Phone Call
Meredith,
It almost sounds ►ike you need another scoping meeting. However, 1 can be available for a short time to discuss this
project tomorrow. Anytime after 9:30 is fine with me.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith ACIV NAVFAC MIDLANT, IPTMC [mailto: [e-mail]
Sent: Thursday, January 25, 2018 3:27 PM
To: Hall, Christine <[e-mail]>; Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: [External] P1320 Phone Call
Hello Cameron,
I know we touched base about having a phone call yesterday to go over the project, but I did not hear back on a time
that worked for you and Christine.
Christine, if you have time tomorrow, I would like to go over the project to make sure we are on the same page with the
best plan for permitting,
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC Midlant
3

r
757-341-0322

For [C' Use ONLY
Rev iawer: C lL
North Carolina Department of Environmental Quality submr[:
Request for Express Permit Review
Timo:
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed RETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
ap ckape of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;[e-mail] �ce� Cf
• Fayetteville or Raleigh Region -David Lee 919-791-4203; [e-mail] all-1e
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107, [e-mail] o� 3
• Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1320 BACHELOR ENLISTED QUARTERS County. ONSLOW
Applicant: USMC Company: USMC
Address: BLD 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-
Phone: [phone], Fax: _ _ Email: thomas [e-mail]
Physical Location -COMPANY E STREET CAMP JOHNSON
Provided Existing Permits
01 related to this Protect
SW
SW
NPDES
NPDES
WQ
WQ
E&S
E&S
Other
Project Drains into SC waters — Water classification HQW,NSW (DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? YIN, within'/2 mile and draining to class SA waters Y or within 1
mile and draining to class HOW waters? YIN
Engineer/Consultant: MEREDITH CUTCHIN Company: NAVFAC�� �AZa�a
Address: 9324 VIRGINIA AVENUE City: NORFOLK, State: VA Zip: 23511-3095
Phone; 757-341-0322, Fax: [phone], Email: meredith.cutchin and guuy.tran@navy,mil
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY RfC
® Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ 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
❑ IntermittendPerennial 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 ❑ 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 #)]
❑ High Density -Detention Pond — # Treatment Systems ® High Density-)nfiltration _ ,#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 4 # Treatment Systems /❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW {provide permit at
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 14 acres to be disturbed. (CK # & Amt. (for DEQ 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: Oacre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process wl US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
Fax 1)FQ uu only
Fee Split for multiple permits: (Check # 1 Total Fee Amourft3
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
S
Stream Deter,_
S
NCDEQ EXPRESS March 2016

For DEO Use ONLY
Reviewer:
North Carolina Department of Environmental Quality s,
Request for Express Permit Review
Time:
confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma 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;[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203; [e-mail]
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; [e-mail]
• Washington Region -Lyn Hardison 252-948-3842 or [e-mail]
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: P-1320 BACHELOR ENLISTED QUARTERS County: ONSLOW
Applicanl: USMC Company: USMC
Address: BLD 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-
Phone: [phone]. Fax: _ _ Email: [e-mail]
Physical Localion:COMPANY E STREET CAMP JOHNSON
Provided Existing Permits
related to this Protect
SW
SW _
SW _
NPDES
NPDES
WQ _
WQ _
E&S _
E&S _
Other
Project Drains into SC waters — Water classification HQW,NSW (DWR Surface Water Classifications Map}
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? YIN, within Y2 mile and draining to class SA waters Y. or within 1
mile and draining 10 class HOW waters? YIN
Engineer/Consultant: MEREDITH CUTCHIN Company: NAVFAC
Address: 9324 VIRGINIA AVENUE City: NORFOLK, State: VA Zip: 23511-3095
Phone: [phone], Fax: [phone], Email: meredith.cutchin [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$# JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ 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 Determinaticr; _ # 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 ❑ 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 #))
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
® High Density -Other 4 # Treatment Systems / ❑ MOD:® Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit 4)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 14 acres to be disturbed. (CK # & Amt. (for DEQ 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
DHJ use r)171V
Fee Split for multiple permits: (Check #
Buffer Impacts: ® No ❑ YES: Oacre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wi US ACOE: ❑ Yes ® No Permit
Total Fee Amount 5
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Mai; ❑ Min)
S
SW (❑ HD, ❑ LID, ❑ Gen)
S
401:
S
LOS
S
Stream Deter,_
S
NCDEQ EXPRESS March 2016

ENAfFAC
Naval Facilities Engineering Command
NAVFAC MILD -ATLANTIC
Civil: BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project will consist of a 70,956 SF bachelor enlisted quarters (BEQ) and a 7,997 SF
combined vehicle maintenance facility/warehouse (VMFW). Parking lots and other
smaller structures will be constructed to support these two facilities. P1320 will be
constructed off of Harlem Drive along Company D and E Streets. The site surrounds the
existing Bradley Hall, building M508.
1.2 EXISTING CONDITIONS
The existing site is approximately 15 acres. Wetlands surround the perimeter of the
majority of the site. A 50' buffer will be maintained to protect the existing wetlands. Some
minimal disturbance to the buffer area may occur during grading. The site has moderate
to flat slopes and falls in the direction of the surrounding wetlands. Portions of the site
were previously developed; abandoned utilities and foundation features may still exist in
these areas. Some of the site is presently wooded; previously developed portions have
been cleared. The site is not in the 100-yr flood plain.
1.3 GEOTECHNICAL
See geotechnical report.
1.4 DEMOLITION
All trees and vegetation within the limits of disturbance. will be cleared and grubbed as
needed. All abandoned utilities in the project limits will be removed. Disturbance will be
minimized and will only include areas needed to construct the site.
1.5 NEW SITE WORK
The project will construct a bachelor enlisted quarters for 396 people. Supporting facilities
will include a cleaning station, drying station, outdoor workout area, picnic shelter and a
lighted basketball court.
To support the BEQ, two personally owned vehicle (POV) parking lots will be constructed
to provide parking to students that will be staying in the BEQ. The POV lots will provide: 8
handicapped spaces, 269 POV spaces and 4 motorcycle spaces. The POV spaces will
be 9' wide by 18.5' long; handicapped spaces will have the same dimension with
additional adjacent space. The motorcycle spaces will be 4.5' by 18.5'. Typical drive
aisles will be 26' wide.
The project also constructs a combined vehicle maintenance facility/warehouse. The
VMFW will have its own 17 space, fenced parking lot as well as additional space to
accommodate deliveries to the warehouse portion of the building. Of the 17 spaces, 16
will be oversized 10' by 20' spaces with one 12' by 30' space to accommodate the large
vehicles that are utilized by the battalion. The vehicle maintenance portion of the building
Marine Corps IPT
P1320

HAdrk
,i P
Naval Facilities Engineering Command
NAVFAC MID -ATLANTIC
has been designed so that vehicles are able to drive through the building for more
efficient circulation.
The project will relocate the existing hand to hand combat shelter to the east of Bradley
Hall to make way for the parking lot.
The project will also provide a 6' wide asphalt jogging trail that connects the existing
sections of trail.
The project will thin a portion of forested area to make room for a preventative medicine
trail (PMT). The equipment that is part of this trail will be installed by others.
Three wet ponds and one sand filter BMPs will be constructed in order to treat
stormwater from impervious surfaces.
1.6 ATFP
Access control will be provided to limit access to Company E Street in front of the BEQ
as well as access to the combined maintenance drive and sidewalk located at the rear of
the building. The standoff distance for the BEQ is 86'. An SBEDS blast analysis was
completed at a distance of 42' for the west wall that faces the parking lot. The analysis
verified that this distance is adequate for the required level of protection. See structural
for additional details.
ATFP standoff distance will not apply to the VMFW due to the low occupancy of the
building.
1.7 SUSTAINABLE DESIGN
The project is seeking to attain DEED or Green Globes certification,
1.8 WATER AND FIRE SUPPLY
An 8" water main will be extended from the side of building M508. A 4" line will provide
domestic service and a 6" line will provide fire flows. Two fire hydrants will provide
adequate service to the BEQ. A water permit will be attained.
1.9 SANITARY SEWER
The BEQ will be served by three 6" gravity sewer laterals. The VMFW will be served by
one 3" fine. The 18P sanitary fine that currently exists near the proposed VMFW will be
rerouted around the building. A sewer permit will be attained.
1.10 NATURAL GAS
Natural gas will be supplied to both the BEQ and the VMFW for heating purposes.
1.11 EROSION AND SEDIMENT CONTROL
Silt fence, diversion ditches, check dams and sediment traps will provide phase I erosion
and sediment control. Inlet protection will be added in phase II. An erosion and control
permit will be attained.
Marine Corps IPT
P1320

NAUFAC
Naval Facilities Engineering Command
9 g
NAVFAC MIU-ATLAN73G
1.12 ENVIRONMENTAL PERMITTING
Water extension and sewer extension permits may be required. Stormwater and erosion
and sediment control permits will be required.
2.0 STORM DRAINAGEISTORMWATER MANAGEMENT
2.1 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onsiow County.
Sheet flow in combination with storm drains and roof drains will be used throughout the
site. All on site flow will be routed to the sand filters.
The project is within a drainage basin which flows to the White Oak River. The receiving
stream is Scales Creek.
2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the proposed sand filter. Minimal curbing
and storm sewer piping will be used to promote surface flows.
Rainfall intensity values are taken from the NOAA Atlas for the location and are 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 Quality as follows:
Roofs, Inclined 1.00
Asphalt 0.95
Concrete 0.95
Lawns, sandy soil 0.15
Wooded 0.15
2.2 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
Sand filters will be constructed to provide the required water quality controls in
accordance with NCDEQs standards. The BMPs will be designed to handle the 1.5" rain
event.
The basins will be designed for 90% TSS removal.
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.
The BMP will reduce the 10-year site release to at or below existing levels.
The basins will be designed to safely pass the 100 year storm.
Marine Corps IPT
P 1320

NAf'�P/K
Naval Facilities Engineering Command
NAVFAC WD-ATLANPC
3.0 EROSION AND SEDIMENT CONTROL MANAGEMENT
3.1 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 3 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. Sod will not be used in the base
of the sand filters.
6. Erosion Control Matting: Provided in all new ditches and swales to maintain bank
stability.
7. Temporary Seeding: See Specifications.
3.2 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 sediment basins as indicated,
6. Clear and grub the site within the limits of disturbance.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system.
8. Install building pad, utilities and site work.
9. Finish slopes around building upon completion of rough grading_ Leave slightly rough
and vegetate and mulch immediately.
10. Complete final grading for parking, drives and stabilize with gravel.
11. Complete final grading for the building.
12. Complete final grading of the grounds, topsoil critical areas and permanently vegetate
with sod, landscape and mulch.
13. After site is stabilized, remove all temporary measures.
3.3 MAINTENANCE PLAN
1. 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.
3.4 VEGETATIVE PLAN
Marine Corps IPT
P 1320

I SAND
-II I EIIIII-
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i
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- P-1320 AI
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: COURAW r STREW . .
• � �'1M�JwYr��' I ; I •
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LEGEND
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NOTES
s
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SR'JC',qh, MkT. AW SS tt S WEN WWII A7 12' FOR
'-�
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—
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GRAPHIC SCALE
D• (1a I60'
I S
CS.200

Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Tuesday, December 05, 2017 1:12 PM
To: Weaver, Cameron
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN
Subject: [External] P1320-Camp Johnson: Request for Submittal Meeting
Attachments: 1320 REQUEST FOR EXPRESS.docx
Hello Cameron,
I know you guys have been busy so I wanted to see how you were scheduling for the late February early March
timeframe? The project would be P1320, for which we had the scoping meeting in September.
Hope all is well!
Thank you!
Meredith
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Sent: Tuesday, August 15, 2017 3:54 PM
To: [e-mail]
Subject: P1320-Camp Johnson: Request for Scoping Meeting
Hello Cameron,
Please see the request for a scoping meeting on P1320 at Camp Johnson. I would like to schedule it on September 26th
right after the 10am meeting if possible.
Please let me know if you need any additional information.
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC M4ant
757-341-0322

Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Tuesday, January 02, 2018 12:10 PM
To: Weaver, Cameron
Subject: RE: [External] FW: P1320-Camp Johnson: Request for Submittal Meeting
Attachments: P1.320 Site Overview.pdf
Hi Cameron,
This sheet gives the best big picture prospective of the project; especially when it comes to stormwater. It does not
show some of the demolition involved as welt as the extent of the jogging trail. Those additional details can be seen on
the rest of the plans.
Piease let me know if this is okay.
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Weaver, Cameron ImaiIto:[e-mail]]
Sent: Tuesday, January 02, 2018 11.43 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: [External] FW: P1320-Camp Johnson: Request for Submittal Meeting
Hi Meredith.
Companion to my voicemail today ... I only received plans for this request and the form. I need a detailed narrative and a
single overall plan sheet showing the extent of the project to add to the packet and then I can get you scheduled with
Linda Lewis.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
91.0-796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service
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: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC(mailto:meredith.cutchin@navy. mill
Sent: Friday, December 22, 2017 11:50 AM
To: Weaver, Cameron <[e-mail]>
Subject: [External] FW: P1320-Camp Johnson: Request for Submittal Meeting
CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an
attachment to [e-mail].

Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Tuesday, January 02, 2018 11:56 AM
To: Weaver, Cameron
Subject: [External] FW; P1320-Camp Johnson: Request for Submittal Meeting
Attachments: 1320 REQUEST FOR EXPRESS.DOCX; 04 P1320 PreFinal BOD CIVIL.docx
Cameron,
The second document is the Basis of Design. Let me find the best overview sheet and I will send that over
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Sent: Wednesday, December 20, 2017 6:56 PM
To: 'Weaver, Cameron'
Subject: P1320-Camp Johnson: Request for Submittal Meeting
Apparently the drawings are too large and my email was stuck in the outbox, I will send the drawings in another email.
Hi Cameron,
Please let me know if you need anything else to schedule the meeting.
So my thought is to attempt to attend the SCM Construction Inspection Training(February 28th) on the way to or from
the permitting meeting if it works with your scheduling. So these times would be most ideal: Feb 27th at 2pm or March
1st at 11:30 am. I can certainly try to be a little more flexible if it helps or if those dates don't work at all I can send some
others. Also- do you have any feedback from the SCM Construction Inspection training? Let me know if you've heard it's
not worth attending.
Thank you Cameron! Happy Holidays if I don't get a chance to talk to you further!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Wednesday, December 06, 2017 11:26 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RE: [External] P1320-Camp Johnson: Request for Submittal Meeting
Hi Meredith.

f
C
We are in mid -February at this moment so gather the details to complete the request packet and send it on when you
can so that we meet your timeframe_
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 2840S
910-796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service
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: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC[mailto:[e-mail]1]
Sent: Tuesday, December 05, 2017 1:12 PM
To: Weaver, Cameron <[e-mail]>
Cc Bradshaw, Thomas C CIV MARFORCOM, I&E - PWD - DESIGN <[e-mail]>
Subject: [External] P1320-Camp Johnson: Request for Submittal Meeting
CAUTION: External email. Do not click links or open attachments unless verified. Send all suspicious email as an
attachment to [e-mail].
2

�) North Carolina Department of Environmental Quality
Fcr 0EQ Use CVLY
R 'iewcr �
Request for Express Permit Review r
7ime
FILL- all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative site plan PDF file and vicinity ma 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,[e-mail]
• Fayetteville or Raleigh Region -David Lee 919-791-4203; [e-mail]
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107: marcia.allocco@ncdenr. ov
• Washington Region -Lyn Hardison 252-948.3842 or lyn,hardison@ncdenr,gov
• Wilmington Region -Cameron Weaver 910-796-7303 or [e-mail]
NOTE: Project application received after 12 noon wily be stamped in the following work day.
Project Name. P-1320 BACHELOR ENLISTED QUARTERS County: ONSLOW
Applicant: USMC Company: USMC
Address: BLD 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28542-�
Phone: [phone], Fax: _= Email: ihamas.bradshawC�usme.mil
Physical Location•COMPANY E STREET CAMP JOHNSON
Provided Existing Permits
related to this Project
SW
SW
SW_
NPDES
NPDES
wo
wQ
E&S
E&S
Other
Project Drains into SC waters - Water classification HQW,NSW (DWR Surface Water Classifications Map}
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? Y/N. within V2 miie and draining to class SA wavers Y. or within 1
mile and draining to class HOW waters? Y/N
Engineer/Consultant: MEREDITH CUTCHIN Company: NAVFAC
Address: 9324 VIRGINIA AVENUE City' NORFOLK, State: VA Zip: 23511-3095
Phone: [phone], Fax: [phone], Email: meredlth.cutchin andguy tran@nav .mil
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
S 0 JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
® 5coping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ 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
❑ IntermittentlPerennial 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 ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utiiiiy ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _.4 Curb Outlet Swales ❑ Off -site [SW (Provide permit #}]
❑ High Density -Detention Pond — # Treatment Systems ® High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ .# Treatment Systems
High Density -Other 4 # Treatment Systems /❑ MOD:Z Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit 4)
❑ Coastal Management ❑ Excavation & Fill ❑ Brldges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 14 acres to be disturbed. (CK ii & Amt (for Di 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
n DI-Q ti=sc onh'.
Fee Split for multiple permits: (Check #
Buffer Impacts: ® No ❑ YES: Oacre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE ❑ Yes ® No Permit
Total Fee Amount $
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
S
Variance (❑ Mai; [] Min)
S
SW (❑ HD, ❑ LD, ❑ Gen)
S
401:
I
S
LQS
S
Stream Deter.
S
NCDEQ EXPRESS March 2016

MIN
.��Naval Fa�.•�gi�ering Command
Civil: BASIS OF DESIGN
1.0 PROJECT INFORMATION
1.1 PROJECT DESCRIPTION AND LOCATION
The project will consist of a 70,956 SF bachelor enlisted quarters (BEQ) and a 7,997 SF
combined vehicle maintenance facility/warehouse (VMFW). Parking lots and other
smaller structures will be constructed to support these two facilities. P1320 will be
constructed off of Harlem Drive along Company D and E Streets. The site surrounds the
existing Bradley Hall, building M508.
1.2 EXISTING CONDITIONS
The existing site is approximately 12 acres. Wetlands surround the perimeter of the
majority of the site. A 50' buffer will be maintained to protect the existing wetlands. Some
minimal disturbance to the buffer area may occur during grading. The site has moderate
to flat slopes and falls in the direction of the surrounding wetlands. Portions of the site
were previously developed; abandoned utilities and foundation features may still exist in
these areas. Some of the site is presently wooded; previously developed portions have
been cleared. The site is not in the 100-yr flood plain.
1.3 GEOTECHNICAL
See geotechnical report.
1.4 DEMOLITION
All trees and vegetation within the limits of disturbance will be cleared and grubbed as
needed. All abandoned utilities in the project limits will be removed. Disturbance will be
minimized and will only include areas needed to construct the site.
1.5 NEW SITE WORK
The project will construct a bachelor enlisted quarters for 396 people. Supporting facilities
will include a cleaning station, drying station, outdoor workout area; picnic shelter and a
lighted basketball court.
To support the BEQ, two personally owned vehicle (POV) parking lots will be constructed
to provide parking to students that will be staying in the BEQ. The POV lots will provide: 8
handicapped spaces, 269 POV spaces and 4 motorcycle spaces. The POV spaces will
be 9' wide by 18.5' long; handicapped spaces will have the same dimension with
additional adjacent space. The motorcycle spaces will be 4.5' by 18.5'. Typical drive
aisles will be 26' wide.
The project also constructs a combined vehicle maintenance facility/warehouse. The
VMFW will have its own 17 space, fenced parking lot as well as additional space to
accommodate deliveries to the warehouse portion of the building. Of the 17 spaces, 16
will be oversized 10' by 20' spaces with one 12' by 30' space to accommodate the large
vehicles that are utilized by the battalion. The vehicle maintenance portion of the building
Marine Corps IPT
P1320

I,��►
Naval Fa cili;ies Ergineed Comma^d
L
WAVFA,C M10-A;rLA,''W.
has been designed so that vehicles are able to drive through the building for more
efficient circulation.
The project will relocate the existing hand to hand combat shelter to the east of Bradley
Hall to make way for the parking lot.
The project will also provide a 6' wide asphalt jogging trail that connects the existing
sections of trail.
The project will thin a portion of forested area to make room for a preventative medicine
trail (PMT). The equipment that is part of this trail will be installed by others.
Four sand filter BMPs will be constructed in order to treat water from impervious
surfaces.
1.6 ATFP
Access control will be provided to limit access to Company E Street in front of the BEQ
as well as access to the combined maintenance drive and sidewalk located at the rear of
the building. The standoff distance for the BEQ is 86'. An SBEDS blast analysis was
completed at a distance of 42' for the west wall that faces the parking lot. The analysis
verified that this distance is adequate for the required level of protection. See structural
for additional details.
ATFP standoff distance will not apply to the VMFW due to the low occupancy of the
building.
1.7 SUSTAINABLE DESIGN
The project is seeking to attain LEED or Green Globes certification.
1.8 WATER AND FIRE SUPPLY
An 8" water main will be extended from the side of building M508. A 4" line will provide
domestic service and a 6" line will provide fire flows. Two fire hydrants will provide
adequate service to the BEQ. A water permit will be attained.
1.9 SANITARY SEWER
The BEQ will be served by three 6" gravity sewer laterals. The VMFW will be served by
two 3" lines. The 18" sanitary line that currently exists near the proposed VMFW will be
rerouted around the building, If required, a sewer permit will be attained.
1.10 NATURAL GAS
Natural gas will be supplied to both the BEQ and the VMFW for heating purposes.
1.11 EROSION AND SEDIMENT CONTROL
Silt fence, diversion ditches, check dams and skimmer basins will provide phase I erosion
and sediment control. Inlet protection will be added in phase II. An erosion and control
permit will be attained.
Marine Corps IPT
P1320

. �'W
^S�hq
J
Naval Fa ilitiS Frgir^ems{'inr� Command
NAVFAc r, ic,-ArLANI IC
1.12 ENVIRONMENTAL PERMITTING
Water extension and sewer extension permits may be required. Stormwater and erosion
and sediment control permits will be required.
2.0 STORM DRAINAGEISTORMWATER MANAGEMENT
2.1 SITE RUNOFF
Soil types were taken from the USDA Soil Survey of Onslow County.
Sheet flow in combination with storm drains and roof drains will be used throughout the
site. All on site flow will be routed to the sand filters.
The project is within a drainage basin which flows to the White Oak River. The receiving
stream is Scales Creek.
2.2 STORM DRAINAGE
All new impervious areas are intended to flow to the proposed sand filter. Minimal curbing
and storm sewer piping will be used to promote surface flows.
Rainfall intensity values are taken from the NOAA Atlas for the location and are 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 Quality as follows:
Roofs, Inclined 1.00
Asphalt 0.95
Concrete 0.95
Lawns, sandy soil 0.15
Wooded 0.15
2.2 STORMWATER MANAGEMENT WATER QUALITY ANALYSIS
Sand filters will be constructed to provide the required water quality controls in
accordance with NCDEQs standards. The BMPs will be designed to handle the 1.5" rain
event.
The basins will be designed for 90% TSS removal.
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.
The BMP will reduce the 10-year site release to at or below existing levels.
The basins will be designed to safely pass the 100 year storm.
Marine Corps IPT
P1320

A W
PW
W"N
naval Facilities engineering Cor'nmand
3.0 EROSION AND SEDIMENT CONTROL MANAGEMENT
3.1 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 3 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. Sod will not be used in the base
of the sand filters.
6. Erosion Control Matting: Provided in all new ditches and swales to maintain bank
stability.
7. Temporary Seeding: See Specifications.
3.2 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 sediment basins as indicated.
6. Clear and grub the site within the limits of disturbance.
7. Rough grade site, stockpile topsoil, construct swales, culverts and storm drain system_
8. Install building pad; utilities and site work.
9. Finish slopes around building upon completion of rough grading. Leave slightly rough
and vegetate and mulch immediately.
10. Complete final grading for parking, drives and stabilize with gravel.
11. Complete final grading for the building,
12. Complete final grading of the grounds, topsoil critical areas and permanently vegetate
with sod, landscape and mulch.
13. After site is stabilized, remove all temporary measures.
3.3 MAINTENANCE PLAN
1. 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.
3.4 VEGETATIVE PLAN
Marine Corps IPT
P1320

m
�pr,-� .4
I®�
M Laval Facilities Engineering Command
HAVFikC WID-XLAWTiC
See specification Section 32 92 19 SEEDING and 32 92 23 SODDING.
-- End of Section --
Marine Corps IPT
P1320

GENERAL SHEET NOTES
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Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <meredith.cutchin cO, navy.mil>
Sent: Tuesday, August 15, 2017 3:54 PM
To: Weaver, Cameron
Subject: P1320-Camp Johnson: Request for Scoping Meeting
Attachments: P1320 Preliminary Plans.pdf; 1320 REQUEST FOR EXPRESS.docx; 02 CIVIL.pdf
Hello Cameron,
Please see the request for a Scoping meeting on P1320 at Camp Johnson. 1 would like to schedule it on September 26th
right after the loam meeting if possible.
Please let me know if you need any additional information.
Thank you!
Meredith Cutchin, PE
Civil Engineer
Marine Corps IPT
NAVFAC Midlant
757-341-0322
q

I
VA
loe yAk,7 "
CA
LID Tvt��c� GY e - � i
rl

Hall, Christine
From: Hall, Christine
Sent: Monday, January 22, 2018 8:47 AM
To: 'Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC'
Cc: Thomas Bradshaw; Weaver, Cameron
Subject: RE: [External] RE: P-1320 BEQ
Attachments: 2014 02 permit 080740.pdf
Meredith,
The Storm-EZ application has not been updated to meet the 2017 rules. The methodology is still good but if you do elect
to you use it, you will need to be very careful the data entered, design of the project, and the SCMs will meet the 2017
rules.
I have attached the permit for the Field Medical Services School. In looking at your site plan, there is additional sidewalk
proposed within SW8 080740 that will connect these two projects.
We don't see a lot of projects using Storm-EZ so if you plan on using it, I'll talk with others to determine the best person
to review it.
Christine Hali
Environmental Engineer
Division of Energy, Mineral and Land Resources — State 5tormwater Program Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext_
Wilmington, NC 28405
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Cutchin, Meredith A CIV NAVFAC MIDLANI IPTMC Irnailto:[e-mail]]
Sent: Friday, January 19, 2018 4:54 PM
To: Hall, Christine <[e-mail]>
Subject: (External] RE: P-1320 BEQ
Hello Christine,
I. I must have accidently had that boxed checked. I agree it is not in SA waters.
2. I am trying to meet the current rules and have been working on the Storm-EZ form to show compliance. The filter
strips will be included on that form; however, the main reason for the filter strips was to meet federal UFC LID
requirements.

3. The work does surround the Field Medical Services School, but I was hoping that I would not need to update this
permit. I had some of the information on that permit sent over to me from the base, but would you happen to have a
full copy? I think our current impacts to this permit should be very minimal if any.
Sorry for not responding sooner, I was down at Camp Lejeune for the week and had limited computer use. Would you
have some time next week to discuss this project further on the phone? I know that my initial scoping was with Linda, so
it may be helpful to walk through some of the assumptions I have made and my goals for permitting. I also wanted to
further discuss the use of Storm EZ for permitting since Thomas Bradshaw at the base mentioned he has not seen it used
on any Camp Lejeune projects.
Thank you!
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Hall, Christine[mailto:[e-mail]]
Sent: Wednesday, January 17, 2018 1:13 PM
To: Cutchin, Meredith A CN NAVFAC MIDLANT, IPTMC
Cc: Weaver, Cameron
Subject: [Non -DOD Source] P-1320 BEQ
Meredith,
I'm looking at the Express request for this project and have a few questions.
1• The express request says this site is within % mi of SA waters. In trying to locate this project, it seems well
outside the SA water area. Can you confirm if this project is subject to SA?
2. 1 see filter strips IDed on the site plans. Which set of rules is the BEQ trying to meet? 2017?
3. The work proposed by this project appears to impact / surround the adjacent permit for the Field Medical
Services School (SW8 080740). Are you looking to modify this adjacent permit to put the improvements under one
permit? Are you looking to permit those improvements separately?
Thanks!
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 7967215 office
910 796 7335 direct
[e-mail]

Weaver, Cameron
From: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC <[e-mail]>
Sent: Wednesday, January 17, 2018 11:52 AM
To: Weaver, Cameron
Subject: RE: [External] P1320-Camp Johnson: Request for Submittal Meeting
Thank you!
Just a reminder for you and me from my old email, I mentioned Feb 27th at 2pm or March 1st at 11:30 am so I could
attend the SCM Construction Inspection Training on February 28th on the same trip. Not sure if those dates may be
possible.
Meredith Cutchin, PE
757-341-0322
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Wednesday, January 17, 2018 11:47 AM
To: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC
Subject: [Non-DoD Source] RF: [External] P1320-Camp Johnson: Request for Submittal Meeting
Hi Meredith.
I will be talking with Christine to get you on the schedule as soon as possible. I'll be in touch today.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service
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: Cutchin, Meredith A CIV NAVFAC MIDLANT, IPTMC [ma ilto:meredith.cutchin@navy. mil]
Sent: Tuesday, December 05, 2017 1:12 PM
To: Weaver, Cameron <[e-mail]>
Cc: Bradshaw, Thomas C CIV MARFORCOM, I&E - FWD - DESIGN <[e-mail]>
Subject: [External] P1320-Camp Johnson: Request for Submittal Meeting

CAUTfON: External email. Do not click links or open attachments unless verified. Send all suspicious email as an
attachment to [e-mail].
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