SW6101105_HISTORICAL FILE_20200205

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

DEPARTMENT OF THE ARMY
US ARMY INSTALLATION MANAGEMENT COMMAND
HEADQUARTERS, UNITED STATES ARMY GARRISON, FORT BRAGG
I_ I
2175 ROAD, STOP A
FORT BRAGAGG NORTH CAROLINA 28010-5000
February 4, 2020 RECEIVED
Department of Environmental Quality FEB -5 2020
Division of Energy, Mineral and Land Resources
Stormwater Permitting Program DEO-FAYETTEVILLE REMNAL OFFICE
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Subject: SW6101105, Fort Bragg Range 37 Training Annex
Permit Modification
Dear Sir/Madam:
In lieu of Form SW401-O&M, Ft Bragg will comply with NPDES
Phase II Permit # NCS000331. Fort Bragg NPDES Phase II Permit #
NCS000331 Part II.F.1.b&c requires development and
implementation of strategies which include a combination of
structural and /or non-structural best management practices
(BMPs) and ensure long-term operation and maintenance of BMPs.
Additionally, Part II.G.2.h requires Ft Bragg to maintain and
implement an 0&M program for structural stormwater controls.
The O&M program shall specify the frequency of inspection and
routine maintenance requirements. Ft Bragg shall inspect and
maintain all structural stormwater controls in accordance with
the schedule developed by Ft Bragg.
Ft Bragg's Stormwater Control Measures Inspection and
Maintenance Manual fulfills these requirements of the NPDES
Phase II permit.
Fort Bragg military installation is, committed to maintaining
compliant environmental programs while ensuring full mission
support. If you have any questions on the information provided
please contact Mr. Lee Ward, Chief, Water Management Section,
Environmental Division at [phone] or
[e-mail].
Sincerely, J-4111a1z,
David A. Heins
Chief, Environmental Division
Directorate of Public Works

STORM DRAINAGE CALCULATIONS
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Fort Bragg — Range 37 Annex
Infiltration Trench Modification Design
Original AE#2009-100, Modification AE#2019-238
Existing Permit SW6101105
Stormwater Treatment Design:
Curb Inlet 3 and Manhole 4 are connected by 175' of a 60" diameter retention
basin. The 60' pipe is perforated and surrounded by gravel to allow water to
escape the pipe and infiltrate into the ground. The exit from the pipe at Manhole
4 is through a 15" pipe whose invert is aligned with the crest of the 60" pipe;
therefore, all of the 60" pipe can be considered to capture stormwater for
infiltration. In addition, 2.5' of gravel on the sides of the pipe and below the pipe
will capture stormwater in its 40% void space. The site requires the first 1" of
rainwater be captured and treated for removal of 85% of the Total Suspended
Solids (TSS). The captured water must be released at no more than the pre -
development runoff rate. The captured water will be infiltrated into the ground,
which qualifies for 100% removal of TSS and reduces the post -development
discharge for this volume to 0 efs.
Simple Method for Volume Required
Rv 0.05+0.9*IA=0.05+0.9*0.87=0.83
V = 3630 * Ro * Rv * A = 3630 * 1.0" * 0.83 * 1.10ac = 3314 cf
Volume in pipe = (2.5')' a x 1757 = 3436 cf.
Volume in gravel = 0.40(175'x 10'xT5' — 3436 cf) = 3876 cf
Volume in CI = 2.5' x 10.33' x 5' = 129 cf
Volume in MH = (4.01)2 a x 5' = 251 cf.
Total Volume = 3436 cf'+ 3876 ef+ 129 cf + 251 cf= 7692 cf. > 3314 cf. OK
Infiltration rate in area is 1.75 in/hr.
Drawdown = depth/rate = 7.5' x (12 in/ft) / 1.75 in/hr = 51.4 hrs. < 72 hrs. OK.

AJr
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr. Craig Lantz
Fort Bragg DPW-WMB
2175 Reilly Road Stop A
Fort Bragg, NC 28310-5000
Coleen H. Sullins
Director
January 13, 2011
Subject: Stormwater Permit No. SW6101105
Fort Bragg Range 37 Training Annex
High Density Infiltration Trench Project
Cumberland County
Dear Mr. Lantz:
Dee Freeman
Secretary
DENR-FRO
FEB 15 2011
M
The Stormwater Permitting Unit received a complete Stormwater Management Permit
Application for Fort Bragg Range 37 Training Anne on November 30, 2010; and additional
information received on January 5, 2011 and January 12, 2011. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 211.1000 and Session Law 2006-246. We are forwarding
Permit No. SW6101105, dated January 13, 2011, for the construction, operation and
maintenance of the subject project and the stormwater BMPs.
The infiltration trench is designed to provide treatment for 2.5 times the minimum required
treatment volume in order to waive the bypass and vegetated filter strip requirements.
This permit shall be effective from the date of issuance until January 13, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for inspection and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150E of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, INC 27611-7447. Unless such demands are made this
permit shall be final and binding.
This project will be kept on file at the Fayetteville Regional Office. If you have any questions, or
need additional information concerning this matter, please contact Robert Patterson at (919)
807-6375; or [e-mail].
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, Nodh Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: www.ncwaterquality.org
An Equal Opportunity t Afirmatve Acton Employer
NorthCarolina
Naturally

Mr. Craig Lantz
SW6101105 — Fort Bragg Range 37 Training Annex
January 13, 2011
Sincerely,
forC I��SullinsC`�'""�"/
cc: Fayetteville Regional Office — Mike Lawyer
SW6101105 File
ec: Cromwell Architects Engineers — John Peterson, PE
Page 2 of 2

State Stormwater Permit
Permit No. SW6101105
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Fort Bragg Directorate of Public Works
Fort Bragg Range 37 Training Annex
South side of Longstreet Rd. (-700' east of Lamont Rd.), Fort Bragg,
Cumberland. -County
FOR THE
construction, operation and maintenance of one underground infiltration trench in
compliance with the provisions of Session Law 2006-246 and 15A NCAC 2H .1000
(hereafter referred to as the "stormwater rules') and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 13, 2021, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 of this permit. The stormwater control has been
designed to handle the runoff from 34,848 square feet of impervious area.
3. The infiltration trench is designed to provide treatment for 2.5 times the minimum
required treatment volume in order to waive the bypass and vegetated filter strip
requirements.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
of this permit, and per approved plans.
The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent streams.
Page 1 of 6

State Stormwater Permit
Permit No. SW6101105
7. The following design criteria have been provided in the infiltration trench and
must be maintained at design condition:
a. Drainage Area, acres: 1.03
Onsite, ft : 44,867
Offsite, ft2: 0
b. Total Impervious Surfaces, ft2: 34,848
Onsite, ft : 34,848
Offsite, ft2: 0
G. Design Storm, inches: 1.0
d. Trench Length ft: 175
e. Trench Width, ft: 10.0
f. Trench Height, ft: 7.75
g. Perforated Pipe Diameter / Length: 60 inches / 175 feet
h. Bottom Elevation, FMSL: 327.00
i. Overflow Elevation, FMSL: 334.50
j. Permitted Storage Volume, ft3: 7,312
k. Predevelopment 1 year 24 hour: 0.12 cfs
I. Post development 1 year 4 hour: 0.00 cfs
m. Type of Soil: Vaucluse Loamy Sand
n. Expected Infiltration Rate, in/hr: 1.75
o. Seasonal High Water Table, FMSL: 320.00
P. Time to Draw Down, days: 2.14
q. Receiving Stream/River Basin: UT to Bones Creek / Cape Fear
r. Stream Index Number: 18-31-24-2
S. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and vegetated areas.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass/overflow structure, filter media,
catch basins, piping and drainage system.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
records will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
Page 2 of 6

State Stormwater Permit
Permit No. SW6101105
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was 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.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d.. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
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 revised plans and certification. in writing to the Director
that the changes have been made. - • • , _ . -
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
supporting documentation as listed on page 2 of the form. The approval of this
request will be considered on its merits and may or may not be approved.
Page 3 of 6

State Stormwater Permit
Permit No. SW6101105
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 13t' day of January, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Loieen h. Sumns, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 6

State Stormwater Permit
Permit No. SW6101105
Fort Bragg Range 37 Training Annex
Stormwater Permit No. SW6101105 .
Cumberland County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 5 of 6

State Stormwater Permit
Permit No. SW6101105
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
Please submit this Designer's Certification to: Fayetteville Regional Office
Surface Water Protection
225 Green Street
Systel Building Suite 714
Fayetteville, NC 28301-5043
Page 6 of 6

�r
NC®ENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
Mr. Craig Lantz
Fort Bragg DPW-WMB
2175 Reilly Road Stop A
Fort Bragg, NC 28310-5000
Division of Water Quality
Coleen H. Sullins
Director
January 13, 2011
Subject: Stormwater Permit No. SW6101105
Fort Bragg Range 37 Training Annex
High Density Infiltration Trench Project
Cumberland County
Dear Mr. Lantz:
Dee Freeman
Secretary
i
JAN 18 2011
LIME
11
The Stormwater Permitting Unit received a complete Stormwater Management Permit
Application for Fort Bragg Range 37 Training Anne on November 30, 2010; and additional
information received on January 5, 2011 and January 12, 2011. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 21-1.1000 and Session Law 2006-246. We are forwarding
Permit No. SW6101105, dated January 13, 2011, for the construction, operation and
maintenance of the subject project and the stormwater BMPs.
The infiltration trench is designed to provide treatment for 2.5 times the minimum required
treatment volume in order to waive the bypass and vegetated filter strip requirements.
This permit shall be effective from the date of issuance until January 13, 2021, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate system
for inspection and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
This project will be kept on file at the Fayetteville Regional Office. If you have any questions, or
need additional information concerning this matter, please contact Robert Patterson at (919)
807-6375; or [e-mail].
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: w .ncwaterquality.otg
An Equal CppoMnity \ Affirmative Action Employer
No�rthCaroj i na
;Vaturally

iwr. Craig t.amz
SW6101 105 — fort Bragg Range 37 Training Annex
January 13, 2011
f � J
Sincerely,
for C IS2ll
cc: z'Fayetteville. Regional Office — Mike Lawyer
SW6101105 File
ec: Cromwell Architects Engineers — John Peterson, PE
Page 2 of 2

State Stormwater Permit
Permit No. SW6101105
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Fort Bragg Directorate of Public Works
Fort Bragg Range 37 Training Annex
South side of Longstreet Rd. (-700' east of Lamont Rd.), Fort Bragg,
Cumberland County
FOR THE
construction, operation and maintenance of one underground infiltration trench in
compliance with the provisions of Session Law 2006-246 and 15A NCAC 2H .1000
(hereafter referred to as the "stormwater rules') and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 13, 2021, and
shall be subject to the followinq specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 of this permit. The stormwater control has been
designed to handle the runoff from 34,848 square feet of impervious area.
3. The infiltration trench is designed to provide treatment for 2.5 times the minimum
required treatment volume in order to waive the bypass and vegetated filter strip
requirements.
4. The tract will be limited to the amount of built -upon area indicated in Section 1.8
of this permit, and per approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent streams.
Page 1 of 6

State Stormwater Permit
Pen -nit No. SW6101105
7. The following design criteria have been provided in the infiltration trench and
must be maintained at design condition:
a. Drainage Area, acres: 1.03
Onsite, ft : 44,867
Offsite, ft2: 0
b. Total Impervious Surfaces, ft2: 34,848
Onsite, ft : 34,848
Offsite, ft2: 0
C. Design Storm, inches: 1.0
d. Trench Length ft: 175
e. Trench Width, ft: 10.0
f. Trench Height, ft: 7.75
g. Perforated Pipe Diameter / Length: 60 inches / 175 feet
h. Bottom Elevation, FMSL: 327.00
i. Overflow Elevation, FMSL: 334.50
j. Permitted Storage Volume, W: 7,312
k. Predevelopment 1 year 24 hour: 0.12 cfs
I. Post development 1 year 4 hour: 0.00 cfs
M. Type of Soil: Vaucluse Loamy Sand
n. Expected Infiltration Rate, in/hr: 1.75
o. Seasonal High Water Table, FMSL: 320.00
p. Time to Draw Down, days: 2.14
q. Receiving Stream/River Basin: UT to Bones Creek / Cape Fear
r. Stream Index Number: 18-31-24-2
S. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and vegetated areas.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass/overflow structure, filter media,
catch basins, piping and drainage system.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
records will indicate the date, activity, name of person performing the work and
what actions were taken.
The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report
shall summarize the inspection dates, results of the inspections, and the
maintenance work performed at each inspection.
Page 2 of 6

State Stormwater Permit
Permit No. SW6101105
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was 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.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
c. Transfer of ownership.
A. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained,on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
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 revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event of a change of ownership, or a name
change, the permittee must submit a completed Name/Ownership Change form
to the Division of Water Quality, signed by both parties, and accompanied by the
supporting documentation as listed on page 2 of the form: The approval of this
request will be considered on its merits and may or may not be approved.
Page 3 of 6

State Stormwater Permit
Permit No. SW6101105
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 131h day of January, 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 6

State Stormwater Permit
Permit No. SW6101105
Fort Bragg Range 37 Training Annex
Stormwater Permit No. SW6101105
Cumberland County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 5 of 6

State Stormwater Permit
Permit No. SW6101105
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. AII required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
Please submit this Designer's Certification to: Fayetteville Regional Office
Surface Water Protection
225 Green Street
Systel Building Suite 714
Fayetteville, NC 28301-5043
Page 6 of 6

CROMWELL
AKHrrECTS FAMED6
TRANSMITTAL:
ATTENTION:
Robert D. Patterson, PE
512 N. Salisbury ST.
Raleigh, NC 27604
9th Floor
COMPANY:
NCDENRIDWQI Stormwater Permitting
PHONE:
919 807 6375
DATE:
January 10, 2011
PROJECT:
Ft Bragg-SOF Expl Training Fac
AE Project No.:
2009-100
SUBJECT:
Fort Bragg SOF Range 37 Trainin Annex - Stormwater Management Permit
Application Revisions
DOCUMENT:
DATED:
COPIES:
REMARKS:
Drawing CG301 Storm Drain Profiles
Revised
01/07/2011
2
Full Size
Drawing CG502 Site Details
Revised
01/07/2011
2
Full Size
Drawing CG601 Storm Drain Pipe &
Structure Schedule
Revised
01/07/2011
2
Full Size
Drawing CG801 Drainage Area Delineation
Plan
Revised
01/07/2011
2
Full Size
Calculations - Stormwater Drainage
01/07/2011
2
4 Sheets Each (81/2x11)
CC:
�P, 7. (F� IR9W
�I
ncua . wexcurv�et
SENT VIA:
BY: Lance Ballard
101 SOUTH SPRING STREET, LITTLE ROCK, ARKANSAS 72201 501-372-2900 FAX [phone] Pt

DWQ USE ONLY
DatV Received
Fee Pa'd
Permit Number
Applicable Rul s:
❑ Coastal SW -1995 Coastal SW - 2008 &Ph II - Post Construction
(select all that apply)
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina VED RECEI
Department of Environment and Natural Resources
Division of Water Quality NOV 2
STORMWATER MANAGEMENT PERMIT APPLICATION FORM 3 2���
This form tuay be photocopied for use as at original Raleigh Regional Ott;Ce
NC DEIVR
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.): DENR—FRn
Fort Bragg Range 37 Training Annex
2. Location of Project (street address): FES 15 2011
City:Fort Bragg County:Cumberland Zip:28316J )
3. Directions to project (from nearest major intersection):
®1 �
4. Latitude:35° 08' 07.09" N Longitude:79* 03' 46.23" W of the main entrance
1I. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberN/A , its issue date (if known)N/A and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. S ecify the type of propct (check one):
11�Low Density High„�e sity ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, N/A and the previous name of the project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 3.92 ac of Disturbed Area
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:FB-SOP Range 37 Training Annex (PN74837) Project ID CUMBE-2011-
060, Letter of Approval September 20, 2010 for Express Review of Sedimentation/Erosion Control NPDES
General Stormwater Permit NCGO1000 (Construction Activities)
Form SWU-101 Version 07July2009 Page I of

III. CONTACT INFORMATION
I. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: Fort Bragg Directorate of Public Works
Signing Official & Title: Mr. Craig Lantz, Water Management Branch Chief
b. Contact information for person listed in item la above:
Street Address: 2175 Reilly Road Stop A
City: Fort Bragg State: NC Zip: 28310-5000
Mailing Address (if applicable): 2175 Reilly Road Stop A
City: Fort Bragg State: NC Zip: 28310-5000
Phone: ( 910 ) 396-2301 Fax: ( 910 ) 907-2420
Email: [e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization: Fort Bragg Directorate of Public Works
Signing Official & Title: Mr. Craig Lantz, Water Management Branch Chief
b.Contact information for person listed in item 2a above:
Street Address: 2175 Reilly Road Stop A
City: Fort Bragg State: NC Zip: 28310-5000
Mailing Address (if applicable): 2175 Reilly Road Stop A
City: Fort Bragg State: NC Zip: 28310-5000
Phone: ( 910 ) 396-2301
Email: jennings.clantzQus.army.mil
Fax: ( 910 ) 907-2420
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: Mr. Lee Ward/Water Management Branch
Signing Official &
b.Contact information for person listed in item 3a above:
Mailing Address: Building 0-9125 McKellars Road
City: Fort Bragg State: NC Zip: 28310
Phone: ( 910 ) 396-2301
Email: [e-mail]
4. Local jurisdiction for building permits:
Fax: ( 910 ) 907-2420
Point of Contact: Phone #:
Form SWU-101 Version 07Ju1y2009 Page 2 of6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
?1—+A!
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 3.92 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:3.92 acres
Total project area shall be calculated to exclude the following the norual ool of impounded structures, the area
between the batiks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward frorn the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Notn-coastal roetlauds landward of the NHW (or MHW) line stay
be included in the total project area. y) ^ X
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 � / %
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet1y j�hthe information for each area
provided in the same format as below?L [A/F. TIC/`.tCrf /�/
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area :
Drainage Area
Receiving Stream Name
Bones Creek
Bones Creek
Stream Class *
C
C
Stream Index Number *
1 31-24-2
18-31-24-2
Total Drainage Area (so
1 755
44867
On -site Drainage Area (so
17 55
44867
Off -site Drainage Area (so
0
0
Proposed Impervious Area** (so
3484
34848
% Impervious Area** total
20.4
7.7
Impervious", Surface Area .
D aina e Area 1
. Drainage Area 2
Drainage Area,_-
Drainage Area
On -site Buildings/Lots (so
6200
6200
On -site Streets (so
9600
9600
On -site Parking (so
5241
15241
On -site Sidewalks (so
807
3807
Other on -site (so
0
0
Future (so
0
Off -site (so
0
Existing BUA*** (so
0
0
Total (so:
34848
34848
Stream Class and Index Number can be determined at: http://It2o.enr.state.nc.us/biros/reportslreportsW6 )alai
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that annount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
i
Form SWU-101 Version 071uly2009 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DWQ Central Ojjice staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttp://h2o.enr.state.nc.us/su/bmp forms.htn.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at hqp://h2o.enr.state.nc.us/su/msi maps htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms htm.
In' 'als
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP. _
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress hhul for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius the map.
7. Sealed, signed
and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name. 7
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
I. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Form SWU-101 Version 07Ju1y2009 Pale 4 of 6

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: N/A Page No: N/A
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secretaEy.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and'future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmp forms.htmkdeed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Tohn Peterson, PE
Consulting Firm: Cromwell Architects Engineers
Mailing Address:101 South Spring Street
City:Little Rock State:AR Zip:72201
Phone: (501 ) 372-2900
Email: jeterson©cromwell.com
Fax: (501 ) 372-0482
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled ont, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) N/A , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) N/A with (print or type name of organization listed in
Contact Information, item 1b) N/A to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07July2009 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of . County of
do hereby certify that
before me this _ day of
personally appeared
. and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
X. APPLICANT'S CERTIFICATION
I, (print or hjpe nanre of person listed in Contact Information, item 2) Craig Lantz
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 75Ad 000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature: Date: Date: (j
7
I, I - —'�a Notary Public for the State of County of
do hereby certify that
before me this _ day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
Form SWU-101 Version 07July2009 Page 6 of

CROMWELL
ARGHTECTS E%INr.ERS
TRANSMITTAL:
ATTENTION:
Bill Diuguid, AICP
COMPANY:
Wetlands and Stormwater Branch
Division of Water Quality I NCDENR
512 N. Salisbury St., 9th Floor
Raleigh, NC 27604,
PHONE:
919-807-6369
DATE:
January 4, 2011
PROJECT:
Ft Bragg-SOF Expl Training Fac
AE Project No.:
2009-100
SUBJECT:
Fort Bragg Range 37 Training Annex - Stormwater Permit Application Check
DOCUMENT: I DATED: I COPIES:IREMARKS:
Check 1 01/04/2011 1 1 1 Replacement Check, previous check cancelled
CC:
SENT VIA:
BY:
Federal Express - Standard Overnight
John T Peterson
101 SOUTH SPRING STREET, LITTLE ROCK, ARKANSAS 72201 501-372-2900 FAX [phone] Pi

7D F1)-1-r«0A-
�/% C('
` pplication Completeness Review
rs tv rJ pny o`F�rc ,L I
❑ First Submittal ❑ Re -submittal Date Received: / �o to DateLviewed::7LI oo By Kilt ittrr
Development/Project Name: r6e-F 82o%C RAJ -77 "%AAJ&il
Receiving stream name Be'rg'e's Cel-rc c I classification: C
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW; and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
I Hiqh Density Proiects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal. I
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): "I
f}
Latitude and Longitude: OR Jurisdiction %—cFT„_4.
Project Address: l� rr —+�r.� r r�J s'� o F _ g m �uu 'FoRT FrA *CkS
Engineer name and firm. Vert s o cRo _L.,(� > Grcr
jTJeicreS�(\� lRcy�J�.C��+ %UJ SOu Sp,e,ni- L; P°
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets �6 High Density ❑ Other
14/h, ,I< 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or addinfo letter)
4EKSUA
ecMg*naftre
inclu a
ngino p o ocopy) on application �AJ� CF-4/6
u�Legal signature (Corporation-VP/higher, Partnership -General �artner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: htip://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
r subdivided projects, a signed and notarized deed restriction statement
e Sealed, signed & dated calculations
❑ Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
V❑ /Infiltration Basin
Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
:✓Jlwo sets of sealed, signed & dated layout& finish grading plans with appropriate details
q
� arrative Description of stormwater management provided
4oils report provided
-� /Wetlands delineated or a note on the plans that none exist on site and/or adjacent property
F etails for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
� Xiimensions & slopes provided
LP/�,Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
4/_Jpspection and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments
K, 4R
�l?Yar
February 9, 2009 Revision

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low-densitv oroiects
❑ No more than two dwelling units per acre or 24% built -upon area;
❑ Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
Hiah density oroiects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require a separation from the seasonal high-water table (S,HWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c);
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require,long-term operation and maintenance of Best Management Practices
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffer Requirements
❑ Undisturbed riparian buffers within 200 feet of water bodies within the 100-Year Floodplain and within 100 feet
of water bodies that are not within the 100-Year Floodplain. Exceptions to the undisturbed buffer
requirements are set forth in 15A NCAC 02B .0607
Stormwater Controls as required by 15A NCAC 02B .0602
❑ Control and treat the difference between the pre -development and post -development conditions for the one-
year, 24-hour storm with structural controls.
❑ Development and redevelopment shall implement stormwater management measures that promote infiltration
of flows and ground water recharge for the purpose of maintaining stream base flow.
85% average annual removal of total suspended solids.
❑ Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention ponds.
❑ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the one-
year, 24-hour storm.
❑ Meet design or stormwater management measures set forth in 15A NCAC 2H .1008.
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
❑ 30% TN
❑ 30% TP
February 9, 2009 Revision

Permit No. W i 10 11 OS
(to be provided by DWO)
04 Wp1EH
02 O�
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I -PROJECT, INFORMATION, ,i'..�
"revs-ur , (•..!` �� tr,t �, ,<e$� r �: .r d"
Project name
Fort Bragg Range 37 Training Annex
Contact person
John Peterson
Phone number
501-372-2900
Date
1RI2011
Drainage area number
2
IL'DESIGN:INFORMATION .l
Site Characteristics
Drainage area
44,867,00
rye
Impervious area
34,848.00
ft2
impervious
71..
in
DEN R—FRO
Design rainfall
Design rainfall depth
depth
0
1.00
in
� > •'�*�
Peak Flow Calculations
FEB 1 5 2011
1-yr, 24-hr rainfall depth
3.00
in
1-yr, 24-hr intensity
0.13
inlhr
w
Pre -development 1-yr, 24-hr discharge
0.12
fflsec
��
��1��
Post -development 1-yr, 24-hr discharge
0.00
fl'/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.12
ft'Isec
Storage Volume: Non -SA Waters
Minimum volume required
7,010.00
Its
Volume provided
7,312.00
fl' OK for non -SR waters
Storage Volume: SA Waters
1.5• runoff volume
ff'
Pre -development 1-yr, 24-hr runoff volume
It,
Post -development 1-yr, 24-hr runoff volume
ff'
Minimum volume required
ff'
Volume provided
ff'
Soils Report Summary
Soil type
Vaucluse Loamy
Sand
Infiltration rate
1.75
ini
SHWT elevation
320.00
fmsl
Trench Design Parameters
Drawdown time
2.14
days OK
Perforated pipe diameter
60.00
in
Perforated pipe length
175.00
It
Number of laterals
1
Stone type (if used)
Gravel
Stone void ratio
0.4
Stone is free of fines?
Y
(Y or N) OK
Fonn SW401-Infiltration Trench-Rev.4 Parts I. & 11. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWO)
Trench Elevations
Bottom elevation
327.00
fmsl
OK
Storage/overflow elevation
334.50
fmsl
Top elevation
334.75
fmsl
Trench Dimensions
Length (long dimension)
175.00
It
Width (short dimension)
10.00
ft
Height (depth)
7.75
ff
OK
Additional Information
Maximum volume to each inlet into the trench?
0.24
ac-in
OK
Length of vegetative filler for overflow
70.00
ft
OK
Number of observation wells
1
OK
Distance to structure
150.00
fit
OK
Distance from surface waters
500.00
ft
OK
Distance from water supply well(s)
5,000.00
fit
OK
Separation from impervious soil layer
10.00
it
OK
Depth of naturally occuring soil above SHWT
20.00
It
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
NA
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
NA
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No
(to be provided by DV✓Q)
Ill. ;,REQUIRED ITEMS,CHECKLIST„ .' :,fix .: fib M. E:ii 'k :"_ fi. kS.,1 Aj 1,11
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
In' ials
Sheet No.
7/
CG801
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Trench dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
A _ �
- Boundaries of drainage easement.
CG sheets
2. Partial plan (1" = 30' or larger) and details for the infiltration trench showing:
- Bypass structure,
- Maintenance access,
- Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
p
Pretreatment device.
I
CG301/502
3. Section view of the infiltration trench (1" = 20' or larger) showing:
- Pretreatment and treatment areas, and
/1
-Inlet and outlet structures.
CG801
4. A table of elevations, areas, incremental volumes &accumulated volumes to verify the volume provided.
Soils Report
5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
U
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
(� „n
investigation request form. County soil maps are not an acceptable source of soils information.
CG700-709
6. A construction sequence that shows how the infitlration basin will be protected from sediment until the
„ � n
entire drainage area is stabilized.
Calcs
7. The supporting calculations.
0&M
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
NA
9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Trench-Rev.4 Part III. Required Items Checklist, Page 1 of 1

Permit Number: 51/6101(05_
(to be provided by DWQ)
Drainage Area Number: 2-
Infiltration Trench Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the infiltration trench will be carefully managed to reduce
the sediment load to the sand filter.
— The water level in the monitoring wells will be recorded once a month and after
every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
The infiltration trench will be inspected once a quarter and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of
operation and maintenance will be kept in a known set location and will be available
upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How 1 will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash debris. ,
The grass filter strip or
Areas of bare soil and/or
Regrade the soil if necessary to
other pretreatment area
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment has accumulated to
Search for the source of the
a depth of greater than six
sediment and remedy the problem if
inches.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
The flow diversion
The structure is clogged.
Unclog the conveyance and dispose
structure (if applicable)
of any sediment off -site.
The structure is damaged.
Make any necessary repairs or
replace if damage is too large for
repair.
FEB 15 2011
FIT, '(I1
Form SW401-Infiltration Trench O&M-Rev.3 Page 1 of 3

BMP element:
Potentialproblem:
How I will remediate theproblem:
The trench
Water is pending on the
Remove the accumulated sediment
surface for more than 24
from the infiltration system and
hours after a storm.
dispose in a location that will not
impact a stream or the BMP.
The depth in the trench is
Remove the accumulated sediment
reduced to 75% of the original
from the infiltration system and
design depth.
dispose in a location that will not
impact a stream or the BMP.
Grass or other plants are
Remove the plants, preferably by
growing on the surface of the
hand. If pesticide is used, wipe it on
trench.
the plants rather than spraying.
The observation well(s)
The water table is within one
Contact the DWQ Stormwater Unit
foot of the bottom of the
immediately at 919-733-5083.
system for a period of three
consecutive months.
The outflow pipe is clogged.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
The outflow pipe is damaged.
Repair or replace the pipe.
The emergency overflow
Erosion or other signs of
The emergency overflow berm will
berm
damage have occurred at the
be repaired or replaced if beyond
outlet.
repair.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Infiltration Trench O&M-Rev.3 ,Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Fort Bragg Range 37 Training Annex
BMP drainage area number:
Print name:Mr. Craig Lantz
Title: Directorate of Public Works (DPW) /Water Management Branch (WMB)
Address:2175 Reilly Road Stop A, Fort Bragg, NC 28310-5000
Note: The legally responsible parry should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of and acknowledge the due execution of the
forgoing infiltration trench maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW40 I -Infiltration Trench O&M-Rev.3 Page 3 of 3

CROMWELL
ARMECTS DGNE.05
TRANSMITTAL:
ATTENTION: Stormwater Management Permit Review RECEIVED
COMPANY: Division of Water Quality, NCDENR
Raleigh Regional Office
1628 Mail Service Center NOV 2 3 2010
Raleigh, NC 27699-1628 NCDENR
PHONE: [phone] Raleigh Renianal office
DATE:
November 22, 2010
PROJECT:
Ft Bragg-SOF Expl Training Fac
AE Project No.:
2009-100
SUBJECT:
Stormwater Mangement Permit Application
DOCUMENT:
DATED:
COPIES:
REMARKS:
001-034B (28 Drawings)
2
Stormwater Calculations
2
Stormwater Permit Application
2
Partial Erosion Control Calculations
2
Stormwater Narrative
2
Soils Reports
2
O&M Forms
2
Supplemental Forms
2
CC:
SENT VIA: Federal Express - Standard Overnight
BY: John Peterson
�
o
�, x NOV 242010
DENR- WATER W1AIttY
rts 3eoQ WEUMANDSTORIMATERSMON
L W9 1
�A
w'
/24/ 1A A&LI
101 SOUTH SPRING S"FREET, LITTLE ROCK, ARKANSAS 72201 501-372-2900 FAX [phone] N

Stormwater Management Report
Bldg. 0-3570 Parking Lot Expansion
Project No. TA-00034-18
Fort Bragg, NC
Prepared For:
Barnhill Contracting Company
R'ec EiV E©
FEB - 5 2G2
DEQ-FAyEj1cVILLE F,EGIONALOFrICE
Prepared By:
'.
.........
GRADIENT
,
LAND WATER- INNOVATION
SEAL
230 Donaldson St; Suite 500A
28421
Fayetteville, NC 28301
"',;yFq'H��••'��
Firm Lic. No. P-1875
Hydraulics Engineer:
C. Heath Wadsworth, PE
Lic. No. 28421
December. 2019

1. Introduction:
The purpose of this Stormwater Report is to document the stormwater management plan for
the Building 0-3570 Parking Lot Expansion project at Fort Bragg. The project stormwater
control measure is a bio-retention basin. The Appendix of this report contains the
stormwater hydraulic calculation outputs from Pond Pack, a pre -development map, a post -
development map, and a soils inspection report.
2. Project Location:
The project site is located east of the intersection of Longstreet Road and Lamont Road on
Fort Bragg in Cumberland County, NC.
3. Existing Condition:
The existing property is an undeveloped wooded area. The NRCS soil maps show that the
site is Hydrologic Soil Group C soils.
Soil Infiltration: The soils report performed by Hal Owen Associates, Inc. is included with this
report. Even though the existing soils show some infiltration potential, the bio-retention
system has been designed with an underdrain systems.
Bldg. 0-3570 Fort Bragg
Stormwater Management December, 2019

Pre -Development Landuse
Land Cover
Area (SF)
Curve Number (CN)
Woods, good
31,038
70
BUA
0
98
Total
31,038
4. Proposed Condition:
The proposed condition will include a parking lot expansion (see plans produced by
Gradient, PLLC for more detail). The stormwater control measure is a bio-retention basin
with an underdrain system.
Post -Development Landuse
Land Cover
Area (SF)
Curve Number (CN)
Into Basin
BUA (new)
12,824
98
Open Space, Good
4,299
74
Sub -Total
17,123
75%BUA
Not In to Basin
BUA (new)
1,765
98
Open Space, Good
12,150
74
Sub -Total
13,915
Total
31,038
47%BUA
5. Proposed Stormwater Treatment and Quality Control:
The proposed bio-retention provides water quality treatment. The water quality treatment
volume is detained and will be drawndown slowly through the media and underdrain system.
Water Quality Volume Provided in bio-basin = 1,504 cu. Ft.
Water Quality Volume Required for contributing Drainage Area = 1,033 cu. Ft.
Because the stormwater control measures are designed to attenuate the 1-year, 24-hour
storm event, they provide more water quality volume than is required.
Bldg. 0-3570 Fort Bragg
Stormwater Management December, 2019

6. Proposed Stormwater Attenuation and Quantity Control:
The pre- and post -development peak discharge attenuation requirement was assessed for
the entire development site. The site peak discharge is reduced during the post -
development condition for the 1-yr, 24-hr storm event.
Site Pre -Development 1-yr, 24-hr Discharge = 0.8 cfs
Site Post -Development 1-yr, 24-hr Discharge = 0.5 cfs
Bio-retention Performance Breakdown
Routing Breakdown
Basin Minimum EL=356.5; Max EL=358.0; Top of Riser Spillway EL=357.4
Storm Event
Max Flow in
cfs
Max Flow out
cfs
Max Basin
WSEL
Volume Stored
ac-ft
1-yr
1.3
0.2
357.41
0.037
10-yr
2.6
2.4
357.54
0.043
100-yr
4.0
3.8
357.60
0.046
Supporting Documentation:
- Pre- and Post -development Maps
- Project Site on USGS Quad Map
- Soils Report
- Pond Pack Output
Bldg, 0-3570 Fort Bragg
Stormwater Management December, 2019

Pre- and Post -development Maps
Project Site on Quad Map
Bldg. 0-3570 Fort Bragg
Stormwater Management December, 2019

'd P
Project Area=31,038 SF
Nit
sit
00
-♦
bing ate,,

r
r
OF
r
10, Project Site �
saw =osan • II
)I J r 1
i O O o
• V O �O /
WA
� O a
9
n r �
6
v
Bones Creek
USGS Quad
Bidg. 0-3570 Parking Expansion
0 300 600 1,200 1,800 2,400 e
Feet
� VIA�
G
���GRADIENT!
J LAND WAINNOVATION 1

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400, Lillington NC 27546-0400
Phone [phone] / Fax [phone]
www.halowensoil.com
8 November 2019
Mr. Gordon Rose
Gradient, PLLC
230 Donaldson Street, Suite 500A
Fayetteville, NC 28301
Reference: Soil Scientist Investigation
Bldg 0-3570 Parking Lot Extension
Dear Mr. Rose,
A site investigation has been conducted for the above referenced site, located on the
southern side of Longstreet Road in Cumberland County, North Carolina. The purpose of this
investigation was to provide a general characterization of the soils in the area proposed for a
stormwater infiltration device, including a determination of the depth to evidence of a seasonal
high water table and estimation of the permeability of the various soil layers. In -situ hydraulic
conductivity testing was not conducted. All soil characteristics were described in accordance
with the USDA Field Book for Describing and Sampling Soils. This report represents my
professional opinion as a Licensed Soil Scientist.
Hand powered auger borings were advanced in the area proposed for the infiltration
device (Figure 1). Soil morphological characteristics indicating a seasonal high water table
(SHWT) were observed at 110 inches below surface. Infiltration rates (permeability) range from
1.5 in/hr in the sandy clay loam layer between 12 and 18 inches to as high as 10 in/hr in the
loamy sand textured soils observed in the surface layers. A soil profile description was collected
at location #1 and is attached to this report.
I appreciate the opportunity to provide this service and trust that you will feel free to call
on me again in the future. If you have any questions or need additional information, please
contact me at your convenience.
cnu _
N�zp NOR"
Sincerely
jww_r�
Hal Owen
Licensed Soil Scientist
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

HAI. OWEN & ASSOCIATES, INC.
Soil Scientist Investigation For Stormwater Management
Bldg 0-3570 Parking Lot Extension
8 November 2019
Figure I
LONOSTREET ROAD
.c ar ae o.e— at
�'tio
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

1-IAL OWEN & ASSOCIATES, INC.
SOIL PROFILE DESCRIPTIONS
FOR
STORMWATER MANAGEMENT DEVICES
PROJECT NAME: Bld, 0-3570 Parkin, Lot Extension PROPOSED FACILITY:
LOCATION OF SITE: Lom,street Road COUNTY: Cumberland
EVALUATED BY: Hal Owen, NC Licensed Soil Scientist DATE EVALUATED: 5 November?019
EVALUATION M6TFIOD: Auger Boring Z. Pit ❑
PROFILE: I
HORIZON
DI -I III
(IN)
MATRIX
MO'PTLP.S
'I'IiX'l'URF,
STRUC: IURI,
CONSIS- .
'IENCE
PI:RMF,AI311'
I"IN(IN/1-Ilt)
NOTES
A
0-5
I OYR 3/3
LS
2 M GR
17R
10
E
5-12
IOYR 6/6
LS
2 M GR
I7R
10
ntl
12-I8
7.5 YR 6/8
SCI.
2MSBK
PI
IS
M2
I8-70
10YR 7/8
SL
2 M S13K
1:1
2.0
BG
70-82
IOYR 7/8
IOYR 8/3 t7
SL
2 M S13K
PR
6.0
13t4
82-110
IOYR 5/6
SL
I M S13K
FR
6.0
RC
110+
7.5YR 8/I
7.5YR 5/8 m2
SL
AW'I
MIW'I"
I10inches
SLWI'
SLOPE
DRAINAGE
SOIL SERIES
VEGE rAT ION
Mixed pine -hardwoods
COMMENTS:
Complex soil patterns
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

FIAL OWEN & ASSOCIATES, INC.
LEGEND OF ABBREVIATIONS FOR SOIL PROFILE DESCRIPTIONS
TEXTURE
S
- Sand
LS
- Loamy Sand
SL
- Sandy Loam
L
- Loam
SCL
- Sandy Clay Loam
CL
- Clay Loam
SiL
- Silt Loam
Si
- Silt
SiCL-
Silt Clay Loam
SC
- Sandy Clay
C
- Clay
SiC
- Silty Clay
O
- Organic
MOTTLES
f — few
c — common
in — many
STRUCTURE
0 - structureless
1 - weak
2 - moderate
3 - strong
MOIST CONSISTENCE
L,
- Loose
VFR
- Very Friable
FR
- Friable
FI
- Firm
VFI
- Very Firm
EFI
- Extremely Firm
AWT —Apparent Water'rable
SFI WT —Seasonal Fligh Water Table
SLWT— Seasonal Low Water Table
I - fine F - Faint
2 - medium D - Distinct
3 - coarse P - Prominent
VF
-very fine
G
- Single Grain
F
- fine
M
- Massive
M
- medium
CR
- Crumb
C
- coarse
GR
- Granular
VC
- very coarse
SBK
- Subangular Blocky
ABK
- Angular Blocky
PL
- Platy
PR
- Prismatic
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

3P 9IT N
a 4CN
Soil Map —Cumberland County, North Carolina 3
� y
yM My
F R
MIT 5715M sm 5mm 67MM am=
a
M3pSob:1:591ipintedonApabal[(&5'x 11)91eec
M
& N Me0l5
0 5 N1 31 3D
k0 75 8D IOD 1
Map RoJa2rN:Web MaaNr Comermordnates:W13586 Ed9ets:Url4Zme17NNKS84
USDA Natural Resources Web Soil Survey
i Conservation Service National Cooperative Soil Survey
3Y BIPN
1
3T 66N
11 /22/2019
Page 1 of 3

Soil Map —Cumberland County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
vau
Totals for Area of Interest
vaucrose loamy sane, o to io
percent slopes
.0 1 UU.0 %o
_1_0100.0%'.
USDA Natural Resources Web Soil Survey 11/2212019
Conservation Service National Cooperative Soil Survey Page 3 of 3

Project Summary
Title
Barnhill - Bldg. 0-
3570
Engineer
C. Heath
Wadsworth, PE
Company
Gradient, PLLC
Date
11/22/2019
Notes
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030.ppc Center )08.11.o155)
12/5/2019 27 Siemon Company Drive Suite 200 W Page 1 of 50
Watertown, CT 06795 USA ,t-203-755-1666

Table of Contents
Master Network Summary
Time -Depth - 1
Time -Depth Curve, 100 years
Time -Depth Curve, 10 years
Time -Depth Curve, 1 years
Unit Hydrograph Equations
CM-1
Unit Hydrograph Summary, 1 years
Unit Hydrograph (Hydrograph Table), 1 years
CM-2
Unit Hydrograph Summary, 1 years
Unit Hydrograph (Hydrograph Table), 1 years
CM-3
Unit Hydrograph Summary, 1 years
Unit Hydrograph (Hydrograph Table), 1 years
0-1
Addition Summary, 1 years
Addition Summary, 1 years
PO-1 (IN)
Time vs. Elevation, 1 years
PO-1
Time vs. Volume, 1 years
PO-1
Elevation -Area Volume Curve, 1 years
Volume Equations, 1 years
Composite Outlet Structure - 1
Outlet Input Data, 1 years
Individual Outlet Curves, 1 years
Composite Rating Curve, 1 years
Outlet-1
Diverted Hydrograph, 1 years
PO-1
Elevation -Volume -Flow Table (Pond), 1 years
PO-1 (IN)
4
6
8
10
12
14
16
18
20
22
24
24
26
29
32
33
34
38
40
41
42

PO-1 (INF)
PO-1 (OUT)
PO-1 (IN)
Table of Contents
Pond Infltration Calculations, 1 years 43
Level Pool Pond Routing Summary, 1 years 44
Pond Infiltration Hydrograph, 1 years 45
Pond Routed Hydrograph (total out), 1 years 47
Pond Inflow Summary, 1 years 48

Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
CM-1
Pre -Development 1
1
0.045
11.950
0.76
year
CM-1
Pre -Development 10
10
0.140
11.950
2.54
year
CM-1
Pre -Development 100
100
0.275
11,900
4.99
year
CM-2
Post -Development 1
1
0.073
11.900
1.30
year
CM-2
Post -Development 10
10
0.148
11.900
2.56
year
CM-2
Post -Development
100
0.237
11.900
4.00
100 year
CM-3
Post -Development 1
1
0.030
11.950
0.54
year
CM-3
Post -Development 10
10
0.080
11.900
1.45
year
CM-3
Post -Development
100
0.145
11.900
2.63
100 year
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
0-1
Pre -Development 1
1
0.045
11.950
0.76
year
0-1
Post -Development 1
1
0.034
11.950
0.54
year
0-1
Pre -Development 10
10
0.140
11.950
2.54
year
0-1
Post -Development 10
10
0.136
11.950
3.84
year
0-1
Pre -Development 100
100
0.275
11.900
4.99
year
0-1
Post -Development
100
0.270
11.950
6.35
100 year
Pond Summary
Label Scenario
PO-1 (IN) Post -
Development
1 year
Return Hydrograph Time to Peak
Peak Flow Maximum
Maximum
Event Volume (hours)
(ft3/s) Water
Pond Storage
(years) (ac-ft)
Surface
(ac-ft)
Elevation
(ft)
1
0.073
11,900
1.30
(N/A)
(N/A)
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Subsection:
Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(hours)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
PO-1
(OUT)
Post-
1
0.004
12.150
0.18
357.41
0.037
Development
1 year
PO-1
(IN)
Post-
10
0.148
11.900
2.56
(N/A)
(N/A)
Development
10 year
PO-1
(OUT)
Post-
10
0.056
11.950
2.41
357.54
0.043
Development
10 year
PO-1(IN)
Post-
100
0.237
11.900
4.00
(N/A)
(N/A)
Development
100 year
PO-1
(OUT)
Post-
100
0.124
11.950
3.81
357.60
0.046
Development
100 year
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Subsection: Time -Depth Curve
Label: Time -Depth - 1
Time -Depth Curve:
100-yr, 24-hr
Label
100-yr, 24-hr
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
100 years
Return Event: 100 years
Storm Event: 100-yr, 24-hr
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.1
0.1
0.1
0.1
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.2
0.2
0.2
2.000
0.2
0.2
0.2
0.2
0.2
2.500
0.2
0.2
0.3
0.3
0.3
3.000
0.3
0.3
0.3
0.3
0.3
3.500
0.3
0.3
0.4
0.4
0.4
4.000
0.4
0.4
0.4
0.4
0.4
4.500
0.5
0.5
0.5
0.5
0.5
5.000
0.5
0.5
0.5
0.6
0.6
5.500
0.6
0.6
0.6
0.6
0.6
6.000
0.7
0.7
0.7
0.7
0.7
6.500
0.7
0.7
0.8
0.8
0.8
7.000
0.8
0.8
0.8
0.9
0.9
7.500
0.9
0.9
0.9
0.9
1.0
8.000
1.0
1.0
1.0
1.0
1.1
8.500
1.1
1.1
1.1
1.2
1.2
9.000
1.2
1.2
1.3
1.3
1.3
9.500
1.3
1.4
1.4
1.4
1.5
10.000
1.5
1.5
1.6
1.6
1.6
10.500
1.7
1.7
1.8
1.8
1.9
11.000
1.9
2.0
2.1
2.1
2.2
11.500
2.3
2.5
2.9
3.5
4.7
12.000
5.4
5.6
5.7
5.8
5.9
12.500
6.0
6.1
6.2
6.2
6.3
13.000
6.3
6.4
6.4
6.5
6.5
13.500
6.6
6.6
6.6
6.7
6.7
14.000
6.7
6.8
6.8
6.8
6.8
14.500
6.9
6.9
6.9
6.9
7.0
15.000
7.0
7.0
7.0
7.1
7.1
15.500
7.1
7.1
7.2
7.2
7.2
16.000
7.2
7.2
7.3
7.3
7.3
16.500
7.3
7.3
7.3
7.4
7.4
17.000
7.4
7.4
7.4
7.4
7.5
17.500
7.5
7.5
7.5
7.5
7.5
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Subsection: Time -Depth Curve
Label: Time -Depth -I
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Return Event: 100 years
Storm Event: 100-yr, 24-hr
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
7.6
7.6
7.6
7.6
7.6
18.500
7.6
7.6
7.7
7.7
7.7
19.000
7.7
7.7
7.7
7.7
7.7
19.500
7.8
7.8
7.8
7.8
7.8
20.000
7.8
7.8
7.8
7.8
7.8
20.500
7.9
7.9
7.9
7.9
7.9
21.000
7.9
7.9
7.9
7.9
8.0
21.500
8.0
8.0
8.0
8.0
8.0
22.000
8.0
8.0
8.0
8.0
8.1
22.500
8.1
8.1
8.1
8.1
8.1
23.000
8.1
8.1
8.1
8.1
8.1
23.500
8.2
8.2
8.2
8.2
8.2
24.000
8.2
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Time -Depth Curve
Label: Time -Depth - 1
Time -Depth Curve: 10-yr, 24-hr
Label
10-yr, 24-hr
Start Time
0.000 hours
Increment
0.100 hours
End Time
24.000 hours
Return Event
10 years
Return Event: 10 years
Storm Event: 10-yr, 24-hr
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.1
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.2
0.2
0.2
0.2
0.2
3.000
0.2
0.2
0.2
0.2
0.2
3.500
0.2
0.2
0.2
0.2
0.3
4.000
0.3
0.3
0.3
0.3
0.3
4.500
0.3
0.3
0.3
0.3
0.3
5.000
0.3
0.4
0.4
0.4
0.4
5.500
0.4
0.4
0.4
0.4
0.4
6.000
0.4
0.4
0.5
0.5
0.5
6.500
0.5
0.5
0.5
0.5
0.5
7.000
0.5
0.5
0.6
0.6
0.6
7.500
0.6
0.6
0.6
0.6
0.6
8.000
0.7
0.7
0.7
0.7
0.7
8.500
0.7
0.7
0.7
0.8
0.8
9.000
0.8
0.8
0.8
0.9
0.9
9.500
0.9
0.9
0.9
0.9
1.0
10.000
1.0
1.0
1.0
1.1
1.1
10.500
1.1
1.1
1.2
1.2
1.2
11.000
1.3
1.3
1.4
1.4
1.5
11.500
1.5
1.7
1.9
2.3
3.1
12.000
3.6
3.7
3.8
3.9
3.9
12.500
4.0
4.0
4.1
4.1
4.2
13.000
4.2
4.2
4.3
4.3
4.3
13.500
4.3
4.4
4.4
4.4
4.4
14.000
4.5
4.5
4.5
4.5
4.5
14.500
4.6
4.6
4.6
4.6
4.6
15.000
4.6
4.7
4.7
4.7
4.7
15.500
4.7
4.7
4.7
4.8
4.8
16.000
4.8
4.8
4.8
4.8
4.8
16.500
4.8
4.9
4.9
4.9
4.9
17.000
4.9
4.9
4.9
4.9
4.9
17.500
5.0
5.0
5.0
5.0
5.0
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Subsection: Time -Depth Curve
Label: Time -Depth - 1
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Return Event: 10 years
Storm Event: 10-yr, 24-hr
Time
on left represents
time
for first value
in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
5.0
5.0
5.0
5.0
5.0
18.500
5.1
5.1
5.1
5.1
5.1
19.000
5.1
5.1
5.1
5.1
5.1
19.500
5.1
5.1
5.2
5.2
5.2
20.000
5.2
5.2
5.2
5.2
5.2
20.500
5.2
5.2
5.2
5.2
5.2
21.000
5.2
5.3
5.3
5.3
5.3
21.500
5.3
5.3
5.3
5.3
5.3
22,000
5.3
5.3
5.3
5.3
5.3
22.500
5.3
5.4
5.4
5.4
5.4
23.000
5.4
5.4
5.4
5.4
5.4
23.500
5.4
5.4
5.4
5.4
5.4
24.000
5.4
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Time -Depth Curve
Label: Time -Depth - 1
Time -Depth Curve: 1-yr, 24-hr
Label 1-yr, 24-hr
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 1 years
Return Event: 1 years
Storm Event: 1-yr, 24-hr
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.0
0.0
0.0
0.0
0.0
1.500
0.0
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.1
0.1
0.1
3.000
0.1
0.1
0.1
0.1
0.1
3.500
0.1
0.1
0.1
0.1
0.1
4.000
0.1
0.2
0.2
0.2
0.2
4.500
0.2
0.2
0.2
0.2
0.2
5.000
0.2
0.2
0.2
0.2
0.2
5.500
0.2
0.2
0.2
0.2
0.2
6,000
0.2
0.3
0.3
0.3
0.3
6.500
0.3
0.3
0.3
0.3
0.3
7.000
0.3
0.3
0.3
0.3
0.3
7.500
0.3
0.3
0.3
0.4
0.4
8.000
0.4
0.4
0.4
0.4
0.4
8.500
0.4
0.4
0.4
0.4
0.4
9,000
0.5
0.5
0.5
0.5
0.5
9.500
0.5
0.5
0.5
0.5
0.5
10.000
0.6
0.6
0.6
0.6
0.6
10.500
0.6
0.6
0.7
0.7
0.7
11.000
0.7
0.7
0.8
0.8
0.8
11.500
0.9
0.9
1.1
1.3
1.7
12.000
2.0
2.1
2.1
2.2
2.2
12.500
2.3
2.3
2.3
2.3
2.4
13.000
2.4
2.4
2.4
2.4
2.4
13.500
2.5
2.5
2.5
2.5
2.5
14.000
2.5
2.5
2.5
2.6
2.6
14.500
2.6
2.6
2.6
2.6
2.6
15.000
2.6
2.6
2.6
2.6
2.7
15.500
2.7
2.7
2.7
2.7
2.7
16.000
2.7
2.7
2.7
2.7
2.7
16.500
2.7
2.7
2.7
2.8
2.8
17.000
2.8
2.8
2.8
2.8
2.8
17.500
2.8
2.8
2.8
2.8
2.8
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Subsection: Time -Depth Curve
Label: Time -Depth - 1
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
18.000
2.8
2.8
2.8
2.8
2.8
18.500
2.9
2.9
2.9
2.9
2.9
19.000
2.9
2.9
2.9
2.9
2.9
19.500
2.9
2.9
2.9
2.9
2.9
20.000
2.9
2.9
2.9
2.9
2.9
20.500
2.9
2.9
3.0
3.0
3.0
21.000
3.0
3.0
3.0
3.0
3.0
21.500
3.0
3.0
3.0
3.0
3.0
22.000
3.0
3.0
3.0
3.0
3.0
22.500
3.0
3.0
3.0
3.0
3.0
23.000
3.0
3.0
3.0
3.0
3.0
23.500
3.1
3.1
3.1
3.1
3.1
24.000
3.1
(N/A)
(N/A)
(N/A)
(N/A)
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
At
Total area (acres): At = Ai+Ap
Ai
Impervious area (acres)
Ap
Pervious area (acres)
CNi
Runoff curve number for impervious area
CNp
Runoff curve number for pervious area
floss
f loss constant infiltration (depth/time)
gKs
Saturated Hydraulic Conductivity (depth/time)
Md
Volumetric Moisture Deficit
Psi
Capillary Suction (length)
hK
Horton Infiltration Decay Rate (timeA-1)
fo
Initial Infiltration Rate (depth/time)
fc
Ultimate(capacity)Infiltration Rate (depth/time)
la Initial Abstraction (length)
dt Computational increment (duration of unit excess rainfall)
Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) Point on distribution curve (fraction of P) for time step t
K 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Ks Hydrograph shape factor = Unit Conversions * K: = ((Ihr/3600sec)
(lft/12in) * ((5280ft)**2/sq.nl * K
Default Ks = 645.333 * 0.75 = 484
Lag
Lag time from center of excess runoff (dt) to Tp: tag = 0.6Tc
P
Total precipitation depth, inches
Pa(t)
Accumulated rainfall at time step t
Pi(t)
Incremental rainfall at time step t
qp
Peak discharge (CIS) for lin. runoff, for lhr, for 1 sq.mi. = (Ks * A * Q) /
Tp (where Q = In runoff, A=sq.mi.)
QUM
Unit hydrograph ordinate (cfs) at time step t
Q(t)
Final hydrograph ordinate (cfs) at time step t
Rai(t)
Accumulated runoff (inches) at time step t for impervious area
Rap(t)
Accumulated runoff (inches) at time step t for pervious area
Rii(t)
Incremental runoff (inches) at time step t for impervious area
Rip(t)
Incremental runoff (inches) at time step t for pervious area
R(t)
Incremental weighted total runoff (inches)
Rtm
Time increment for rainfall table
Si S for impervious area: Si = (1000/CNi) - 10
Sp 5 for pervious area: Sp = (1000/CNp) - 10
t Time step (row) number
Tc Time of concentration
Tb Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr Time (hrs) of receding limb of unit hydrograph: Tr = ratio of Tp
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Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Column (1) Time for time step t
Column (2) D(t) = Point on distribution curve for time step t
Column (3) Pi(t) = Pa(t) - Pa(t-1): Cot(4) - Preceding Col.(4)
Column (4) Pa(t) = D(t) x P: Col.(2) x P
Pervious Area Runoff (using SCS Runoff CN Method)
Column (5) Rap(t) = Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (Col.(4)-0.2Sp)**2 / (Col.(4)+0.8Sp)
Column (6) Rip(t) = Incremental pervious runoff for time step t
Rip(t) = Rap(t) - Rap(t-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Impervious Area Runoff
Column (7 & 8)... Did not specify to use impervious areas.
Incremental Weighted Runoff
Column (9) R(t) = (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) = (Ap/At) x Col.(6) + (Ai/At) x Col.(8)
SCS Unit Hydrograph Method
Column (10) Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
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Subsection: Unit Hydrograph Summary
Label: CM-1
BAR.1030.ppc
12/5/2019
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
31,038.000 f12
Computational Time
0.011 hours
Increment
Time to Peak (Computed)
11.933 hours
Flow (Peak, Computed)
0.77 ft3/s
Output Increment
0.050 hours
Time to Flow (Peak
11.950 hours
Interpolated Output)
Flow (Peak Interpolated
0.76 ft3/s
Output)
Drainage Area
SCS CN (Composite)
70.000
Area (User Defined)
31,038.000 ft'
Maximum Retention
4.3 in
(Pervious)
Maximum Retention
0.9 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
0.8 in
(Pervious)
Runoff Volume (Pervious)
0.045 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume
0.045 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
0.083 hours
(Composite)
Computational Time
0.011 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor
0.749
Receding/Rising, Tr/Tp
1.670
Unit peak, qp
9.69 ft3/s
Unit peak time, Tp
0.056 hours
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795
USA [phone]
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley PondPack V8i
[08.11.01.561
Page 12 of 50

Subsection: Unit Hydrograph Summary
Label: CM-1
SCS Unit Hydrograph Parameters
Unit receding limb, Tr 0.222 hours
Total unit time, Tb 0.278 hours
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Systems, Inc. Haestao Methods Solution Bentley Pond Pack VBi
BAR. 1030.ppc Center (08. 11,01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 13 of 50
Watertown, CT 06795 USA «1-203-755-1666

Subsection: Unit Hydrograph (Hydrograph Table)
Label: CM-1
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
31,038.000 ft2
Return Event: 1 years
Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
11.500
0.00
0.00
0.01
0.03
0.06
11.750
0.12
0.21
0.40
0.68
0.76
12.000
0.74
0.54
0.26
0.18
0.15
12.250
0.14
0.13
0.13
0.12
0.11
12.500
0.10
0.09
0.08
0.08
0.08
12.750
0.08
0.07
0.07
0.07
0.07
13.000
0.06
0.06
0.06
0.06
0.06
13.250
0.06
0.06
0.05
0.05
0.05
13.500
0.05
0.05
0.05
0.05
0.05
13.750
0.05
0.04
0.04
0.04
0.04
14.000
OAH
0.04
0.04
0.04
0.04
14.250
0.04
0.04
0.04
0.04
0.04
14.500
0.04
0.04
0.04
0.04
0.04
14.750
0.04
0.03
0.03
0.03
0.03
15.000
0.03
0.03
0.03
0.03
0.03
15.250
0.03
0.03
0.03
0.03
0.03
15.500
0.03
0.03
0.03
0.03
0.03
15.750
0.03
0.03
0.03
0.03
0.03
16.000
0.03
0.03
0.03
0.03
0.03
16.250
0.03
0.03
0.03
0.03
0.03
16.500
0.02
0.02
0.02
0.02
0.02
16.750
0.02
0.02
0.02
0.02
0.02
17.000
0.02
0.02
0.02
0.02
0.02
17.250
0.02
0.02
0.02
0.02
0.02
17.500
0.02
0.02
0.02
0.02
0.02
17.750
0.02
0.02
0.02
0.02
0.02
18.000
0.02
0.02
0.02
0.02
0.02
18.250
0.02
0.02
0.02
0.02
0.02
18.500
0.02
0.02
0.02
0.02
0.02
18.750
0.02
0.02
0.02
0.02
0.02
19.000
0.02
0.02
0.02
0.02
0.02
19.250
0.02
0.02
0.02
0.02
0.02
19.500
0.02
0.02
0.02
0.02
0.02
19.750
0.02
0.02
0.02
0.02
0.02
20.000
0.02
0.02
0.02
0.02
0.02
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi
BAR.1030.ppc Center [08.11.01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 14 of 50
Watertown, CT 06795 USA [phone]

Subsection: Unit Hydrograph (Hydrograph Table)
Label: CM-1
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Flow
Flow
Flow Flow
(hours)
(ft3/5)
(f 3/5)
(ft3/5) (ft3/5)
20.250
0.02
0.02
0.02
0.02
20.500
0.02
0.02
0.02
0.02
20.750
0.02
0.02
0.02
0.02
21.000
0.02
0.02
0.02
0.02
21.250
0.02
0.02
0.02
0.01
21.500
0.01
0.01
0.01
0.01
21.750
0.01
0.01
0.01
0.01
22.000
0.01
0.01
0.01
0.01
22.250
0.01
0.01
0.01
0.01
22.500
0.01
0.01
0.01
0.01
22.750
0.01
0.01
0.01
0.01
23.000
0.01
0.01
0.01
0.01
23.250
0.01
0.01
0.01
0.01
23.500
0.01
0.01
0.01
0.01
23.750
0.01
0.01
0.01
0.01
24.000
0.01
(N/A)
(N/A) (N/A)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Flow
(ft3/5)
0.02
0.02
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Bentley Systems, Inc. Haeslad Methods Solution Bentley Pond Pack VBi
BAR. 1030.ppc Center [08.11.01.561
12/5/2019 27 Stemon Company Drive Suite 200 W Page 15 of 50
Watertown, CT 06795 USA [phone]

Subsection: Unit Hydrograph Summary
Label: CM-2
BAR, 1030.ppc
12/5/2019
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
17,123.000 ft2
Computational Time
0.011 hours
Increment
Time to Peak (Computed)
11.922 hours
Flow (Peak, Computed)
1.34 ft3/s
Output Increment
0.050 hours
Time to Flow (Peak
11.900 hours
Interpolated Output)
Flow (Peak Interpolated
1.30 ft3/s
Output)
Drainage Area
SCS CN (Composite)
91.974
Area (User Defined)
17,123.000 ft2
Maximum Retention
0.9 in
(Pervious)
Maximum Retention
0.2 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
2.2 in
(Pervious)
Runoff Volume (Pervious)
0.073 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume
0.073 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
0.083 hours
(Composite)
Computational Time
0.011 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor
0.749
Receding/Rising, Tr/Tp
1.670
Unit peak, qp
5.34 ft3/s
Unit peak time, Tip
0.056 hours
Bentley Systems, Inc.
Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, CT 06795
USA .1-203-755-1665
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley PondPack Vei
[08.11.01.56]
Page 16 of 50

Subsection: Unit Hydrograph Summary
Label: CM-2
SCS Unit Hydrograph Parameters
Unit receding limb, Tr 0.222 hours
Total unit time, Tb 0.278 hours
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030.ppc Center [08.11.01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 17 of 50
Watertown, CT 06795 USA *1-203-755-1666

Subsection: Unit Hydrograph (Hydrograph Table)
Label: CM-2
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
17,123.000 ft2
Return Event: 1 years
Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/S) (ft3/S) (ft3/5)
5.150
0.00
0.00
0.00
0.00
0.00
5.400
0.00
0.00
0.00
0.00
0.00
5.650
0.00
0.00
0.00
0.00
0.00
5.900
0.00
0.00
0.00
0.00
0.00
6.150
0.00
0.00
0.00
0.00
0.00
6.400
0.00
0.00
0.00
0.00
0.00
6.650
0.00
0.00
0.00
0.01
0.01
6.900
0.01
0.01
0.01
0.01
0.01
7.150
0.01
0.01
0.01
0.01
0.01
7.400
0.01
0.01
0.01
0.01
0.01
7.650
0.01
0.01
0.01
0.01
0.01
7.900
0.01
0.01
0.01
0.01
0.01
8.150
0.01
0.01
0.01
0.01
0.01
8.400
0.01
0.01
0.01
0.01
0.01
8.650
0.01
0.01
0.01
0.01
0.01
8.900
0.02
0.02
0.02
0.02
0.02
9.150
0.02
0.02
0.02
0.02
0.02
9.400
0.02
0.02
0.02
0.02
0.02
9.650
0.02
0.02
0.02
0.02
0.02
9.900
0.02
0.02
0.02
0.02
0.03
10.150
0.03
0.03
0.03
0.03
0.03
10.400
0.03
0.03
0.03
0.04
0.04
10,650
0.04
0.04
0.04
0.04
0.05
10.900
0.05
0.05
0.05
0.05
0.06
11.150
0.06
0.07
0.07
0.08
0.08
11.400
0.08
0.09
0.09
0.14
0.19
11.650
0.28
0.39
0.53
0.69
0.97
11.900
1.30
1.25
1.08
0.74
0.34
12.150
0.23
0.19
0.18
0.16
0.15
12.400
0.14
0.13
0.11
0.10
0.10
12.650
0.09
0.09
0.09
0.08
0.08
12.900
0.08
0.07
0.07
0.07
0.07
13.150
0.07
0.06
0.06
0.06
0.06
13.400
0.06
0.06
0.05
0.05
0.05
13.650
0.05
0.05
0.05
0.05
0.05
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi
BAR.1030.ppc Center [08.11.01.56]
12/5/2019 27 Siemon Company Drive Suite 200 W Page 18 of 50
Watertown, CT 06795 USA F1-203-755-1666

Subsection: Unit Hydrograph (Hydrograph Table) Return Event: 1 years
Label: CM-2 Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Flow
Flow
Flow
Flow
Flow
(hours)
(ft3/S)
(ft3/S)
(fta/S)
(f 3/S)
(ft3/S)
13.900
0.05
0.04
0.04
0.04
0.04
14.150
0.04
0.04
0.04
0.04
0.04
14.400
0.04
0.04
0.04
0.04
0.04
14.650
0.04
0.04
0.04
0.04
0.04
14.900
0.04
0.03
0.03
0.03
0.03
15.150
0.03
0.03
0.03
0.03
0.03
15.400
0.03
0.03
0.03
0.03
0.03
15.650
0.03
0.03
0.03
0.03
0.03
15.900
0.03
0.03
0.03
0.03
0.03
16.150
0.03
0.03
0.03
0.03
0.03
16.400
0.03
0.03
0.02
0.02
0.02
16.650
0.02
0.02
0.02
0.02
0.02
16.900
0.02
0.02
0.02
0.02
0.02
17.150
0.02
0.02
0.02
0.02
0.02
17.400
0.02
0.02
0.02
0.02
0.02
17.650
0.02
0.02
0.02
0.02
0.02
17.900
0.02
0.02
0.02
0.02
0.02
18.150
0.02
0.02
0.02
0.02
0.02
18.400
0.02
0.02
0.02
0.02
0.02
18.650
0.02
0.02
0.02
0.02
0.02
18.900
0.02
0.02
0.02
0.02
0.02
19.150
0.02
0.02
0.02
0.02
0.02
19.400
0.02
0.02
0.02
0.02
0.02
19.650
0.02
0.02
0.02
0.02
0.02
19.900
0.02
0.02
0.02
0.01
0.01
20.150
0.01
0.01
0.01
0.01
0.01
20.400
0.01
0.01
0.01
0.01
0.01
20.650
0.01
0.01
0.01
0.01
0.01
20.900
0.01
0.01
0.01
0.01
0.01
21.150
0.01
0.01
0.01
0.01
0.01
21.400
0.01
0.01
0.01
0.01
0.01
21.650
0.01
0.01
0.01
0.01
0.01
21.900
0.01
0.01
0.01
0.01
0.01
22.150
0.01
0.01
0.01
0.01
0.01
22.400
0.01
0.01
0.01
0.01
0.01
22,650
0.01
0.01
0.01
0.01
0.01
22.900
0.01
0.01
0.01
0.01
0.01
23.150
0.01
0.01
0.01
0.01
0.01
23.400
0.01
0.01
0.01
0.01
0.01
23.650
0.01
0.01
0.01
0.01
0.01
23.900
0.01
0.01
0.01
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
BARA 030.ppc Center [08.11,01.56]
12/5/2019 27 Siemon Company Drive Suite 200 W Page 19 of 50
Watertown, CT 06795 USA t1-203-755-1666

Subsection: Unit Hydrograph Summary
Label: CM-3
BAR.1030.ppc
12/5/2019
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
13,915.000 ft2
Computational Time
0.011 hours
Increment
Time to Peak (Computed)
11.933 hours
Flow (Peak, Computed)
0.55 ft3/s
Output Increment
0.050 hours
Time to Flow (Peak
11.950 hours
Interpolated Output)
Flow (Peak Interpolated
0.54 ft3/s
Output)
Drainage Area
SCS CN (Composite)
77.044
Area (User Defined)
13,915.000 ft'
Maximum Retention
3.0 in
(Pervious)
Maximum Retention
0.6 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
1.1 in
(Pervious)
Runoff Volume (Pervious)
0.030 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume
0.030 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
0.083 hours
(Composite)
Computational Time
0.011 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor
0.749
Receding/Rising, Tr/Tp
1.670
Unit peak, qp
4.34 ft3/s
Unit peak time, Tp
0.056 hours
Bentley Systems, Inc. Haestad Methods Solution
Center
27 Siemon Company Dnve Suite 200 W
Watertown, CT 06795
USA [phone]
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Pond Pack VBi
(08.11.01.561
Page 20 of 50

Subsection: Unit Hydrograph Summary
Label: CM-3
SCS Unit Hydrograph Parameters
Unit receding limb, Tr 0.222 hours
Total unit time, Tb 0.278 hours
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi
BAR.1030.ppc Center [08.11.01.56]
12/5/2019 27 Siemon Company Drive Suite 200 W Page 21 of 50
Watertown, CT 06795 USA .1-203-755-1665

Subsection: Unit Hydrograph (Hydrograph Table)
Label: CM-3
Storm Event
1-yr, 24-hr
Return Event
1 years
Duration
24.000 hours
Depth
3.1 in
Time of Concentration
0.083 hours
(Composite)
Area (User Defined)
13,915.000 ft2
Return Event: 1 years
Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
10.550
0.00
0.00
0.00
0.00
0.00
10.800
0.00
0.00
0.00
0.00
0.00
11.050
0.01
0.01
0.01
0.01
0.01
11.300
0.01
0.01
0.01
0.02
0.02
11.550
0.03
0.04
0.06
0.10
0.15
11.800
0.21
0.34
0.51
0.54
0.50
12.050
0.35
0.16
0.11
0.10
0.09
12.300
0.08
0.08
0.07
0.07
0.06
12.550
0.05
0.05
0.05
0.05
0.05
12.800
0.04
0.04
0.04
0.04
0.04
13.050
0.04
0.04
0.04
0.03
0.03
13.300
0.03
0.03
0.03
0.03
0.03
13.550
0.03
0.03
0.03
0.03
0.03
13.800
0.03
0.03
0.03
0.02
0.02
14.050
0.02
0.02
0.02
0.02
0.02
14.300
0.02
0.02
0.02
0.02
0.02
14.550
0.02
0.02
0.02
0.02
0.02
14.800
0.02
0.02
0.02
0.02
0.02
15.050
0.02
0.02
0.02
0.02
0.02
15.300
0.02
0.02
0.02
0.02
0.02
15.550
0.02
0.02
0.02
0.02
0.02
15.800
0.02
0.02
0.02
0.02
0.02
16.050
0.02
0.01
0.01
0.01
0.01
16.300
0.01
0.01
0.01
0.01
0.01
16.550
0.01
0.01
0.01
0.01
0.01
16.800
0.01
0.01
0.01
0.01
0.01
17.050
0.01
0.01
0.01
0.01
0.01
17.300
0.01
0.01
0.01
0.01
0.01
17.550
0.01
0.01
0.01
0.01
0.01
17.800
0.01
0.01
0.01
0.01
0.01
18.050
0.01
0.01
0.01
0.01
0.01
18.300
0.01
0.01
0.01
0.01
0.01
18.550
0.01
0.01
0.01
0.01
0.01
18.800
0.01
0.01
0.01
0.01
0.01
19.050
0.01
0.01
0.01
0.01
0.01
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030.ppc Center (08.11.01.56]
12/5/2019 27 Siemon Company Ddve Suite 200 W Page 22 of 50
Watertown, CT 06795 USA [phone]

Subsection: Unit Hydrograph (Hydrograph Table)
Label: CM-3
HYDROGRAPH ORDINATES (ft3/5)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Flow
Flow
Flow Flow
(hours)
(ft3/5)
(ft3/5)
(ft3/5) (fI
19.300
0.01
0.01
0.01
0.01
19.550
0.01
0.01
0.01
0.01
19.800
0.01
0.01
0.01
0.01
20.050
0.01
0.01
0.01
0.01
20.300
0.01
0.01
0.01
0.01
20.550
0.01
0.01
0.01
0.01
20.800
0.01
0.01
0.01
0.01
21,050
0.01
0.01
0.01
0.01
21.300
0.01
0.01
0.01
0.01
21.550
0.01
0.01
0.01
0.01
21.800
0.01
0.01
0.01
0.01
22.050
0.01
0.01
0.01
0.01
22,300
0.01
0.01
0.01
0.01
22.550
0.01
0.01
0.01
0.01
22.800
0.01
0.01
0.01
0.01
23.050
0.01
0.01
0.01
0.01
23.300
0.01
0.01
0.01
0.01
23.550
0.01
0.01
0.01
0.01
23.800
0.01
0.01
0.01
0.01
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Flow
MYS)
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
BAR.1030.ppc Center [08.11.01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 23 of 50
Watertown, CT 06795 USA -1-203-755-1666

Subsection: Addition Summary
Label: 0-1
Summary for Hydrograph Addition at'0-1'
Upstream Link Upstream Node
<Catchment to Outflow Node> CM-3
Outlet-1 PO-1
Node Inflows
Inflow Type Element
Volume
Time to Peak
Flow (Peak)
(ac-ft)
(hours)
(ft3/s)
Flow (From) CM-3
0.030
11.950
0.54
Flow (From) Outlet-1
0.004
12,150
0.18
Flow (In) 0-1
0.034
11.950
0.54
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030.ppc Center [08.11.01.56]
12/5/2019 27 Semen Company Drive Suite 200 W Page 24 of 50
Watertown, CT 05795 USA [phone]

Subsection: Addition Summary
Label: 0-1
Summary for Hydrograph Addition at'0-1'
Upstream Link Upstream Node
<Catchment to Outflow Node> CM-1
Inflow Type Element
Flow (From) CM-1
Flow (In) 0-1
Node Inflows
Volume
Time to Peak
(ac-ft)
(hours)
0.045
11.950
0.045
11.950
Flow (Peak)
MIN
0.76
0.76
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030opc Center [08.11.01.56]
12/5/2019 27 Siemon Company Drive Suite 200 W Page 25 of 50
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Subsection: Time vs. Elevation
Label: PO-1 (IN)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Time Elevation Elevation Elevation Elevation Elevation
(hours) (ft) (ft) (ft) (ft) (ft)
0.000
356.50
356.50
356.50
356.50
356.50
0.250
356.50
356.50
356.50
356.50
356.50
0.500
356.50
356.50
356.50
356.50
356.50
0.750
356.50
356.50
356.50
356.50
356.50
1.000
356.50
356.50
356.50
356.50
356.50
1.250
356.50
356.50
356.50
356.50
356.50
1.500
356.50
356.50
356.50
356.50
356.50
1.750
356.50
356.50
356.50
356.50
356.50
2.000
356.50
356.50
356.50
356.50
356.50
2.250
356.50
356.50
356.50
356.50
356.50
2.500
356.50
356.50
356.50
356.50
356.50
2.750
356.50
356.50
356.50
356.50
356.50
3.000
356.50
356.50
356.50
356.50
356.50
3.250
356.50
356.50
356.50
356.50
356.50
3.500
356.50
356.50
356.50
356.50
356.50
3.750
356.50
356.50
356.50
356.50
356.50
4.000
356.50
356.50
356.50
356.50
356.50
4.250
356.50
356.50
356.50
356.50
356.50
4.500
356.50
356.50
356.50
356.50
356.50
4.750
356.50
356.50
356.50
356.50
356.50
5.000
356.50
356.50
356.50
356.50
356.50
5.250
356.50
356.50
356.50
356.50
356.50
5.500
356.50
356.50
356.50
356.50
356.50
5.750
356.50
356.50
356.50
356.50
356.50
6.000
356.50
356.50
356.50
356.50
356.50
6.250
356.51
356.51
356.51
356.51
356.51
6.500
356.51
356.51
356.51
356.51
356.51
6.750
356.51
356.51
356.51
356.51
356.51
7.000
356.51
356.51
356.51
356.51
356.51
7.250
356.51
356.51
356.51
356.52
356.52
7.500
356.52
356.52
356.52
356.52
356.52
7.750
356.52
356.52
356.52
356.52
356.52
8.000
356.52
356.52
356.52
356.52
356.53
8.250
356.53
356.53
356.53
356.53
356.53
8.500
356.53
356.53
356.53
356.53
356.53
8.750
356.53
356.54
356.54
356.54
356.54
9.000
356.54
356.54
356.54
356.54
356.55
9.250
356.55
356.55
356.55
356.55
356.55
9.500
356.55
356.55
356.56
356.56
356.56
9.750
356.56
356.56
356.56
356.56
356.57
10.000
356.57
356.57
356.57
356.57
356.57
10.250
356.58
356.58
356.58
356.58
356.59
10.500
356.59
356.59
356.59
356.60
356.60
Bentley Systems, Inc. Haestao Methods Solution Bentley PonoPack V6i
BAR.1030.ppc Center (08,11,01.561
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Watertown, CT 06795 USA .1-203-755-1666

Subsection: Time vs. Elevation Return Event: 1 years
Label: PO-1 (IN) Storm Event: 1-yr, 24-hr
Time vs. Elevation (ft)
Output
Time increment
= 0.050
hours
Time
on left represents
time
for first value
in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
10.750
356.60
356.61
356.61
356.61
356.62
11.000
356.62
356.63
356.63
356.63
356.64
11.250
356.65
356.65
356.66
356.66
356.67
11.500
356.68
356.69
356.70
356.73
356.76
11.750
356.81
356.87
356.96
357.06
357.18
12.000
357.28
357.36
357.40
357.41
357.41
12.250
357.41
357.41
357.41
357.41
357.40
12.500
357.40
357.40
357.40
357.40
357.40
12.750
357.40
357.40
357.40
357.40
357.40
13.000
357.40
357.40
357.40
357.40
357.40
13.250
357.40
357.40
357.40
357.40
357.39
13.500
357.39
357.39
357.39
357.39
357.39
13.750
357.39
357.38
357.38
357.38
357.38
14.000
357.37
357.37
357.37
357.37
357.36
14.250
357.36
357.36
357.36
357.35
357.35
14.500
357.35
357.34
357.34
357.34
357.34
14.750
357.33
357.33
357.33
357.32
357.32
15.000
357.32
357.31
357.31
357.31
357.30
15.250
357.30
357.30
357.29
357.29
357.29
15.500
357.28
357.28
357.28
357.27
357.27
1S.750
357.27
357.26
357.26
357.26
357.25
16.000
357.25
357.24
357.24
357.24
357.23
16.250
357.23
357.22
357.22
357.22
357.21
16.500
357.21
357.20
357.20
357.20
357.19
16.750
357.19
357.19
357.18
357.18
357.17
17.000
357.17
357.17
357.16
357.16
357.15
17.250
357.15
357.15
357.14
357.14
357.13
17.500
357.13
357.12
357.12
357.12
357.11
17.750
357.11
357.10
357.10
357.10
357.09
18.000
357.09
357.08
357.08
357.08
357.07
18.250
357.07
357.06
357.06
357.05
357.05
18.500
357.05
357.04
357.04
357.03
357.03
18.750
357.02
357.02
357.02
357.01
357.01
19.000
357.00
357.00
356.99
356.99
356.98
19.250
356.98
356.97
356.97
356.96
356.96
19.500
356.96
356.95
356.95
356.94
356.94
19.750
356.93
356.93
356.92
356.92
356.92
20.000
356.91
356.91
356.90
356.90
356.90
20.250
356.89
356.89
356.88
356.88
356.88
20.500
356.87
356.87
356.87
356.86
356.86
20.750
356.86
356.85
356.85
356.85
356.84
21.000
356.84
356.84
356.83
356.83
356.83
21.250
356.82
356.82
356.82
356.81
356.81
Bentley Systems,
Inc. Haestad
Methods Solution
Bentley Pond Pack V6i
BAR.1030opc
Center
[08,11.01,56]
12/5/2019
27 Siemon
Company Drive
Suite 200 W
Page 27 of 50
Watertown,
CT 06795 USA
[phone]

Subsection: Time vs. Elevation
Label: PO-1 (IN)
Time vs. Elevation (ft)
Output
Time increment = 0.050
hours
Time
on left
represents time
for first value in each
row.
Time
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
21.500
356.81
356.81
356.80
356.80
21.750
356.80
356.79
356.79
356.79
22.000
356.78
356.78
356.78
356.78
22.250
356.77
356.77
356.77
356.76
22.500
356.76
356.76
356.76
356.75
22.750
356.75
356.75
356.75
356.74
23.000
356.74
356.74
356.74
356.73
23.250
356.73
356.73
356.73
356.73
23.500
356.72
356.72
356.72
356.72
23.750
356.71
356.71
356.71
356.71
24.000
356.71
(N/A)
(N/A)
(N/A)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Elevation
(ft)
356.80
356.79
356.77
356.76
356.75
356.74
356.73
356.72
356.72
356.71
Bentley Systems, Inc. Haeslad Methods Solution Bentley PondPack V81
BAR.1030.ppc Center [08. 11.01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 28 of 50
Watertown, CT 06795 USA [phone]

Subsection: Time vs. Volume
Label: PO-1
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Time Volume Volume Volume Volume Volume
(hours) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.250
0.000
0.000
0.000
0.000
0.000
0.500
0.000
0.000
0.000
0.000
0.000
0,750
0.000
0.000
0.000
0.000
0.000
1.000
0.000
0.000
0,000
0.000
0.000
1.250
0.000
0.000
0.000
0.000
0.000
1.500
0.000
0.000
0.000
0.000
0,000
1.750
0.000
0.000
0.000
0.000
0.000
2,000
0.000
0.000
0.000
0.000
0.000
2.250
0.000
0.000
0.000
0.000
0.000
2.500
0.000
0.000
0.000
0.000
0.000
2.750
0.000
0.000
0.000
0.000
0.000
3.000
0.000
0.000
0.000
0.000
0.000
3.250
0.000
0.000
0.000
0.000
0.000
3.500
0.000
0.000
0.000
0.000
0.000
3.750
0.000
0.000
0.000
0.000
0.000
4.000
0.000
0.000
0.000
0.000
0.000
4.250
0.000
0.000
0.000
0.000
0.000
4.500
0.000
0.000
0.000
0.000
0.000
4.750
0.000
0.000
0.000
0.000
0.000
5.000
0.000
0.000
0.000
0.000
0.000
5.250
0.000
0.000
0.000
0.000
0.000
5.500
0.000
0.000
0.000
0.000
0.000
5,750
0.000
0.000
0.000
0.000
0.000
6.000
0.000
0.000
0.000
0.000
0.000
6.250
0.000
0.000
0.000
0.000
0.000
6.500
0.000
0.000
0,000
0.000
0.000
6.750
0.000
0.000
0.000
0.000
0.000
7,000
0.000
0.000
0.000
0.000
0,000
7.250
0.000
0.000
0.000
0.001
0.001
7.500
0.001
0.001
0.001
0.001
0.001
7.750
0.001
0.001
0.001
0.001
0.001
8.000
0.001
0.001
0.001
0.001
0.001
8.250
0.001
0.001
0.001
0.001
0.001
8.500
0.001
0.001
0.001
0.001
0.001
8.750
0.001
0.001
0.001
0.001
0.001
9.000
0.001
0.001
0.001
0.001
0.001
9.250
0.002
0.002
0.002
0.002
0.002
9.500
0.002
0.002
0.002
0.002
0.002
9.750
0.002
0.002
0.002
0.002
0.002
10.000
0.002
0.002
0.002
0.002
0.003
10.250
0.003
0.003
0.003
0.003
0.003
10.500
0.003
0.003
0.003
0.003
0.003
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi
BAR.1030.ppc Center [08. 11.01.561
12/5/2019 27 Siemon Company Drive Suite 200 W Page 29 of 50
Watertown, CT 05795 USA i1-203-755-1666

Subsection: Time vs. Volume Return Event: 1 years
Label: PO-1 Storm Event: 1-yr, 24-hr
Time vs. Volume (ac-ft)
Output
Time increment
= 0.050
hours
Time
on left represents
time
for first value
in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
10.750
0.003
0.004
0.004
0.004
0.004
11.000
0.004
0.004
0.004
0.005
0.005
11.250
0.005
0.005
0.005
0.006
0.006
11.500
0.006
0.007
0.007
0.008
0.009
11.750
0.011
0.013
0.017
0.021
0.026
12.000
0.031
0.034
0.036
0.037
0.037
12.250
0.037
0.037
0.037
0.036
0.036
12.500
0.036
0.036
0.036
0.036
0.036
12.750
0.036
0.036
0.036
0.036
0.036
13.000
0.036
0.036
0.036
0.036
0.036
13.250
0.036
0.036
0.036
0.036
0.036
13.500
0.036
0.036
0.036
0.036
0.036
13.750
0.036
0.035
0.035
0.035
0.035
14.000
0.035
0.035
0.035
0.035
0.035
14.250
0.034
0.034
0.034
0.034
0.034
14.500
0.034
0.034
0.034
0.033
0.033
14.750
0.033
0.033
0.033
0.033
0.033
15.000
0.032
0.032
0.032
0.032
0.032
15.250
0.032
0.032
0.031
0.031
0.031
15.500
0.031
0.031
0.031
0.031
0.030
15.750
0.030
0.030
0.030
0.030
0.030
16.000
0.029
0.029
0.029
0.029
0.029
16.250
0.028
0.028
0.028
0.028
0.028
16.500
0.028
0.027
0.027
0.027
0.027
16.750
0.027
0.027
0.026
0.026
0.026
17.000
0.026
0.026
0.026
0.025
0.025
17.250
0.025
0.025
0.025
0.024
0.024
17.500
0.024
0.024
0.024
0.024
0.023
17.750
0.023
0.023
0.023
0.023
0.023
18.000
0.022
0.022
0.022
0.022
0.022
18.250
0.021
0.021
0.021
0.021
0.021
18,500
0.021
0.020
0,020
0.020
0.020
18.750
0.020
0.020
0.019
0.019
0.019
19.000
0.019
0.019
0.018
0.018
0.018
19.250
0.018
0.018
0.017
0.017
0.017
19.500
0.017
0.017
0.016
0.016
0.016
19.750
0.016
0.016
0.016
0.015
0.015
20.000
0.015
0.015
0.015
0.015
0.014
20.250
0.014
0.014
0.014
0.014
0.014
20.500
0.013
0.013
0.013
0.013
0.013
20.750
0.013
0.013
0.013
0.012
0.012
21.000
0.012
0.012
0.012
0.012
0.012
21.250
0.012
0.011
0.011
0.011
0.011
Bentley Systems,
Inc. Haestad
Methods Solution
Bentley Pond Pack V8i
BAR.1030.ppc
Center
[08.11.01.56l
12/5/2019
27 Siemon
Company Drive
Suite 200 W
Page 30 of 50
Watertown,
CT 06795 USA
-1-203-755-1666

Subsection: Time vs. Volume
Label: PO-1
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time
on left represents time
for first value in each row.
Time
Volume
Volume
Volume
Volume
(hours)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
21.500
0.011
0.011
0.011
0.011
21.750
0.010
0.010
0.010
0.010
22.000
0.010
0.010
0.010
0.010
' 22.250
0.010
0.009
0.009
0.009
22.500
0.009
0,009
0.009
0.009
22.750
0.009
0.009
0.009
0.008
23.000
0.008
0.008
0.008
0.008
23.250
0.008
0.008
0.008
0.008
23.500
0.008
0.008
0.008
0.008
23.750
0.007
0.007
0,007
0.007
24.000
0.007
(N/A)
(N/A)
(N/A)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Volume
(ac-ft)
0.011
0.010
0.010
0.009
0.009
0.008
0.008
0.008
0.007
0.007
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
BAR.1030.ppc Center [08, 11.01_561
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Subsection: Elevation -Area Volume Curve
Label: PO-1
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ft2) (ft2) (AS*A2) (ac-ft) (ac-ft)
(ft2)
356.50
0.0
1,426.000
0.000
0.000
0.000
357.00
0.0
1,831.000
4,872.861
0.019
0.019
358.00
0.0
2,272.000
6,142.616
0.047
0.066
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Subsection: Volume Equations Return Event: 1 years
Label: PO-1 Storm Event: 1-yr, 24-hr
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 - Ell) * (Areal + Area2 + sgr(Areal * Area2))
where: ELI, EL2 Lower and upper elevations of the increment
Areal, Area2 Areas computed for ELI, EL2, respectively
Volume Incremental volume between ELI and EL2
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Subsection: Outlet Input Data
Label: Composite Outlet Structure - 1
Requested Pond Water Surface Elevations
Minimum (Headwater) 356.50 It
Increment (Headwater) 0.50 ft
Maximum (Headwater) 358.00 It
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box I
Riser - 1
Forward
Culvert - 1
357.40
358.00
Culvert -Circular
Culvert - 1
Forward
TW
353.50
358.00
Tailwater Settings
Tailwater
(N/A)
(N/A)
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Subsection: Outlet Input Data Return Event: 1 years
Label: Composite Outlet Structure - 1 Storm Event: 1-yr, 24-hr
Structure ID: Riser- 1
Structure Type: Inlet Box
Number of Openings
1
Elevation
357.40 ft
Orifice Area
16.0 ft2
Orifice Coefficient
0.600
Weir Length
16.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's In
0.000
Key, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Culvert - 1
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
15.0 in
Length
24.00 ft
Length (Computed Barrel)
24.00 ft
Slope (Computed)
0.010 R/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.000
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
0.000
T2 ratio (HW/D)
1.192
Slope Correction Factor
-0.500
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Subsection: Outlet Input Data
Label: Composite Outlet Structure -
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Return Event: 1 years
Storm Event: 1-yr, 24-hr
T1 Elevation 353.50 ft T1 Flow 4.80 ft3/s
T2 Elevation 354.99 ft T2 Flow 5.49 ft3/s
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Subsection: Outlet Input Data
Label: Composite Outlet Structure - 1
Structure ID: TW
Structure Type: TW Setup, DS
Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
Return Event: 1 years
Storm Event: 1-yr, 24-hr
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Subsection: Individual Outlet Curves
Label: Composite Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID = Culvert - 1 (Culvert -Circular)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Water
Device (into)
Converge
Next
Downstream
Convergence
Downstream Tailwater
Surface
Flow Headwater
Downstream
Downstream
Hydraulic
Error
Channel Error
Elevation
(ft3/s) Hydraulic
Hydraulic
Hydraulic
Grade Line
(ft3/s)
Tailwater (ft)
(ft)
Grade Line
Grade Line
Grade Line
Error
(ft)
(ft)
(ft)
(ft)
(ft)
356.50
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
357.00
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
357.40
0.00
0.00
0.00
0.00
0.00
0.00
(N/A)
0.00
357.50
1.52
357.50
Free Outfall
354.21
0.00
0.00
(N/A)
0.00
358.00
22.31
358.00
358.00
358.00
0.00
0.00
(N/A)
0.00
Message
WS below an invert; no
flow.
WS below an invert; no
flow.
WS below an invert; no
Flow.
Weir: H =0.1ft
FULLY CHARGED RISER:
ADJUSTED TO WEIR: H
=0.6ft
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Subsection: Individual Outlet Curves
Label: Composite Outlet Structure - 1
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Culvert - 1 (Culvert -Circular)
Mannings open channel maximum capacity: 7.09 ft3/s
Upstream Ib = Riser - 1 (Inlet Box)
Downstream ID = Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Water
Device (into)
Converge
Next
Downstream
Convergence
Downstream Tailwater
Surface
Flow Headwater
Downstream
Downstream
Hydraulic
Error
Channel Error
Elevation
(ft3/s) Hydraulic
Hydraulic
Hydraulic
Grade Line
(ft3/s)
Tailwater (ft)
(ft)
Grade Line
Grade Line
Grade Line
Error
(ft)
(ft)
(ft)
(ft)
(ft)
356.50
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
357.00
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
357.40
0.00
0.00
0.00
Free Outfall
0.00
0.00
(N/A)
0.00
357.50
1.52
354.21
Free Outfall
Free Outfall
0.00
0.00
(N/A)
0.00
358.00
13.15
358.00
Free Outfall
Free Outfall
0.00
9.15
(N/A)
0.00
WS below an invert; no
flow.
WS below an invert; no
Flow.
WS below an invert; no
flow.
FLOW PRECEDENCE SET
TO UPSTREAM
CONTROLLING
STRUCTURE
INLET CONTROL...
Submerged: HW =4.50
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Subsection: Composite Rating Curve
Label: Composite Outlet Structure - 1
Composite Outflow Summary
Water Surface Flow
Elevation (ft3/s)
(ft)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Tailwater Elevation Convergence Error
(ft) (ft)
356.50
0.00
(N/A)
0.00
357.00
0.00
(N/A)
0.00
357.40
0.00
(N/A)
0.00
357.50
1.52
(N/A)
0.00
358.00
13.15
(N/A)
0.00
Contributing Structures
(no Q: Riser - 1,Culvert -
1)
(no Q: Riser - 1,Culvert -
1)
(no Q: Riser - 1,Culvert -
1)
Riser - 1,Culvert - I
Riser - 1,Culvert - 1
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Subsection: Diverted Hydrograph
Label: Outlet-1
Peak Discharge
0.18 ft3/s
Time to Peak
12.150 hours
Hydrograph Volume
0.004 ac-ft
Return Event: 1 years
Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/5)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
12.050
0.00
0.04
0.18
0.15
0.12
12.300
0,10
0.09
0.08
0.07
0.05
12.550
0.04
0.03
0.03
0.02
0.02
12.800
0.02
0.01
0.01
0.01
0.00
13.050
0.00
0.00
(N/A)
(N/A)
(N/A)
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Subsection: Elevation -Volume -Flow Table (Pond)
Label: PO-1
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
1.5000 in/h
Initial Conditions
Elevation (Water Surface,
356.50 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/S
Flow (Initial, Total)
0.00 ft3/S
Time Increment
0.050 hours
Elevation Outflow Storage Area
(ft) (ft3/S) (ac-ft) (ft2)
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Infiltration Flow (Total) 2S/t + O
(ft3/5) (ft3/S) (ft3/S)
3S6.S0
0.00
0.000
1,426.000
0.00
0.00
0.00
357.00
0.00
0.019
1,831.000
0.06
0.06
9.09
357.40
0.00
0.036
2,001.696
0.07
0.07
17.61
357.50
1.52
0.041
2,045.558
0.07
1.59
21.38
358.00
13.15
0.066
2,272.000
0.08
13.23
45.01
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Subsection: Pond Infiltration Calculations
Label: PO-1 (IN)
Average Infiltration Rating Table
Elevation (Water Area (Total) Flow (Infiltration)
Surface) (ft2) MIN
(ft)
356.50
1,426.0
0.00
357.00
1,831.0
0.06
357.40
2,001.7
0.07
357.50
2,045.6
0.07
358.00
2,272.0
0.08
Return Event: 1 years
Storm Event: 1-yr, 24-hr
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Subsection: Level Pool Pond Routing Summary
Label: PO-1 (IN)
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
1.5000 in/h
Initial Conditions
Elevation (Water Surface,
356.50 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/S
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/S
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Flow (Peak In)
1.30 ft3/s
Time to Peak (Flow, In)
11.900 hours
Infiltration (Peak)
0.07 ft3/s
Time to Peak (Infiltration)
12.150 hours
Flow (Peak Outlet)
0.18 ft3/s
Time to Peak (Flow, Outlet)
12.150 hours
Elevation (Water Surface,
357.41 ft
Peak)
Volume (Peak)
0.037 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.073 ac-ft
Volume (Total Infiltration)
0.061 ac-ft
Volume (Total Outlet
0.004 ac- ft
Outflow)
Volume (Retained)
0.007 ac-ft
Volume (Unrouted)
-0.001 ac-ft
Error (Mass Balance)
0.8 3/0
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Subsection: Pond Infiltration Hydrograph
Label: PO-1 (INF)
Peak Discharge 0.07 ft3/s
Time to Peak 12.150 hours
Hydrograph Volume 0.061 ac-ft
Return Event: 1 years
Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
.Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Time Flow Flow Flow Flow Flow
(hours) (ft3/s) (ft3/s) (ft3/s) (ft3/s) (ft3/s)
6.650
0.00
0.00
0.00
0.00
0.00
6.900
0.00
0.00
0.00
0.00
0.00
7.150
0.00
0.00
0.00
0.00
0.00
7.400
0.00
0.00
0.00
0.00
0.00
7.650
0.00
0.00
0.00
0.00
0.00
7.900
0.00
0.00
0.00
0.00
0.00
8.150
0.00
0.00
0.00
0.00
0.00
8.400
0.00
0.00
0.00
0.00
0.00
8.650
0.00
0.00
0.00
0.00
0.00
8.900
0.00
0.00
0.01
0.01
0.01
9.150
0.01
0.01
0.01
0.01
0.01
9.400
0.01
0.01
0.01
0.01
0.01
9.650
0.01
0.01
0.01
0.01
0.01
9.900
0.01
0.01
0.01
0.01
0.01
10.150
0.01
0.01
0.01
0.01
0.01
10.400
0.01
0.01
0.01
0.01
0.01
10.650
0.01
0.01
0.01
0.01
0.01
10.900
0.01
0.01
0.02
0.02
0.02
11.150
0.02
0.02
0.02
0.02
0.02
11.400
0.02
0.02
0.02
0.02
0.03
11.650
0.03
0.03
0.04
0.05
0.06
11.900
0.06
0.07
0.07
0.07
0.07
12.150
0.07
0.07
0.07
0.07
0.07
12.400
0.07
0.07
0.07
0.07
0.07
12.650
0.07
0.07
0.07
0.07
0.07
12.900
0.07
0.07
0.07
0.07
0.07
13.150
0.07
0.07
0.07
0.07
0.07
13.400
0.07
0.07
0.07
0.07
0.07
13.650
0.07
0.07
0.07
0.07
0.07
13.900
0.07
0.07
0.07
0.07
0.07
14.150
0.07
0.07
0.07
0.07
0.07
14.400
0.07
0.07
0.07
0.07
0.07
14.650
0.07
0.07
0.07
0.07
0.07
14.900
0.07
0.07
0.07
0.07
0.07
15.150
0.07
0.07
0.07
0.07
0.07
15.400
0.07
0.07
0.07
0.07
0.07
15.650
0.07
0.07
0.07
0.07
0.07
15.900
0.07
0.07
0.07
0.07
0.07
16.150
0.07
0.07
0.07
0.07
0.07
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Subsection: Pond Infiltration Hydrograph Return Event: 1 years
Label: PO-1 (INF) Storm Event: 1-yr, 24-hr
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time
on left represents
time
for first value
in each row.
Time
Flow
Flow
Flow
Flow
Flow
(hours)
(ft3/S)
(ft3/5)
(ft3/5)
(ft3/5)
(ft3/S)
16.400
0.07
0.07
0.07
0.07
0.07
16.650
0.07
0.07
0.07
0.07
0.07
16.900
0.07
0.07
0.07
0.07
0.07
17.150
0.07
0.07
0.07
0.07
0.07
17.400
0.07
0.07
0.07
0.07
0.07
17.650
0.07
0.07
0.07
0.07
0.07
17.900
0.06
0.06
0.06
0.06
0.06
18.150
0.06
0.06
0.06
0.06
0.06
18.400
0.06
0.06
0.06
0.06
0.06
18.650
0.06
0.06
0.06
0.06
0.06
18.900
0.06
0.06
0.06
0.06
0.06
19.150
0.06
0.06
0.06
0.06
0.06
19.400
0.06
0.06
0.06
0.06
0.06
19.650
0.06
0.06
0.06
0.05
0.05
19.900
0.05
0.05
0.05
0.05
0.05
20.150
0.05
0.05
0.05
0.05
0.05
20.400
0.05
0.05
0.05
0.05
0.05
20.650
0.05
0.05
0.05
0.04
0.04
20.900
0.04
0.04
0.04
0.04
0.04
21.150
0.04
0.04
0.04
0.04
0.04
21.400
11.04
0.04
0.04
0.04
0.04
21.650
0.04
0.04
0.04
0.04
0.04
21.900
0.04
0.04
0.04
0.04
0.04
22.150
0.04
0.03
0.03
0.03
0.03
22.400
0.03
0.03
0.03
0.03
0.03
22.650
0.03
.0.03
0.03
0.03
0.03
22.900
0.03
0.03
0.03
0.03
0.03
23.150
0.03
0.03
0.03
0.03
0.03
23.400
0.03
0.03
0.03
0.03
0.03
23.650
0.03
0.03
0.03
0.03
0.03
23.900
0.03
0.03
0.03
(N/A)
(N/A)
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Subsection: Pond Routed Hydrograph (total out)
Label: PO-1 (OUT)
Peak Discharge
Time to Peak
Hydrograph Volume
0.18 ft3/s
12.150 hours
0.004 ac-ft
HYDROGRAPH ORDINATES (ft3/s)
Output Time Increment = 0.050 hours
Time on left represents time for first value in each row.
Return Event: 1 years
Storm Event: 1-yr, 24-hr
Time Flow Flow Flow Flow Flow
(hours) (ft3/5) (ft3/5) (ft3/s) (ft3/5) (ft3/5)
12.050
0.00
0.04
0.18
0.15
0.12
12.300
0.10
0.09
0.08
0.07
0.05
12.550
0.04
0.03
0.03
0.02
0.02
12.800
0.02
0.01
0.01
0.01
0.00
13.050
0.00
0.00
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack VBi
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Subsection: Pond Inflow Summary Return Event: 1 years
Label: PO-1 (IN) Storm Event: 1-yr, 24-hr
Summary for Hydrograph Addition at'PO-1'
Upstream Link Upstream Node
<Catchment to Outflow Node> CM-2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ac-ft) (hours) (ft3/s)
Flow (From) CM-2 0.073 11.900 1.30
Flow (In) PO-1 0.073 11.900 1.30
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Index
C
CM-1 (Unit Hydrograph (Hydrograph Table), 1 years)... 14, 15
CM-1 (Unit Hydrograph Summary, 1 years) ... 12, 13
CM-2 (Unit Hydrograph (Hydrograph Table), I years) ... 18, 19
CM-2 (Unit Hydrograph Summary, 1 years) ... 16, 17
CM-3 (Unit Hydrograph (Hydrograph Table), I years) ... 22, 23
CM-3 (Unit Hydrograph Summary, 1 years) ... 20, 21
Composite Outlet Structure - 1 (Composite Rating Curve, I years) ... 40
Composite Outlet Structure - 1 (Individual Outlet Curves, 1 years) ... 38, 39
Composite Outlet Structure - 1 (Outlet Input Data, 1 years) ... 34, 35, 36, 37
M
Master Network Summary ... 2, 3
0
0-1 (Addition Summary, 1 years)... 24, 25
Outlet-1 (Diverted Hydrograph, 1 years) ... 41
P
PO-1 (Elevation -Area Volume Curve, I years) ... 32
PO-1 (Elevation -Volume -Flow Table (Pond), 1 years) ... 42
PO-1 (IN) (level Pool Pond Routing Summary, I years) ... 44
PO -I (IN) (Pond Infiltration Calculations, I years) ... 43
PO-1 (IN) (Pond Inflow Summary, 1 years) ... 48
PO-1 (IN) (Time vs. Elevation, 1 years) ... 26, 27, 28
PO-1 (INF) (Pond Infiltration Hydrograph, 1 years) ... 45, 46
PO-1 (OUT) (Pond Routed Hydrograph (total out), I years) ... 47
PO-1 (Time vs. Volume, I years) ... 29, 30, 31
PO -I (Volume Equations, I years) ... 33
T
Time -Depth - 1 (Time -Depth Curve, 1 years) ... 8, 9
Time -Depth - 1 (Time -Depth Curve, 10 years) ... 6, 7
Time -Depth - 1 (Time -Depth Curve, 100 years) ... 4, S
U
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Unit Hydrograph Equations...10, 11
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SEASONAL HIGH WATER TABLE DETERMINATION
AND
INFILTRATION TESTING REPORT
Range 37 Training Annex
FY 10, LI 74837
Fort Bragg, North Carolina
1. PURPOSE. This report has been prepared to provide information for the design of proposed
stormwater detention structures at the Range 37 Training Annex project at Fort Bragg, North
Carolina. The purpose of this report is to provide soil borings within the footprint of the stormwater
structures to determine the seasonal high water table elevations and infiltration rates for the design
of the structures. The proposed locations for the borings were provided by the AE firm, Cromwell
Architects Engineers in Little Rock, Arkansas.
2. EXPLORATION PROCEDURES.
a. Soil Survey Research. Prior to the field investigation, the U.S. Department of
Agriculture (USDA) Web Soil Survey was used to access the Cumberland County Soil Survey to
obtain an overview of possible soil series located in the project area. The project site is
surrounded by the three mapped soil series listed below.
Map Unit Symbol
Soil Series
CaB
Candorsand
I to 8 percent slopes
VaB
Vaucluse loamy sand
2 to 8 percent slopes
VaD
Vaucluse loamy sand
8 to 15 percent slopes
b. Field Exploration.
(1) Subsurface conditions at the locations of the stormwater structures were explored by
two soil test borings drilled to depths of 20 and 25 feet. The borings were performed within the
footprint of the proposed stormwater detention structures at the locations shown on the attached
plan.
(2) The boring locations were established in the field by an engineer using a hand held
Global Positioning System (GPS) device having an accuracy oft10 feet. The ground surface
elevations at the boring locations were determined by interpolation from the site topography survey.
Since the measurements were not precise, the locations shown on the boring layout plan and the
elevations on the drilling logs should be considered approximate.

SHWT Determination and Infiltration Testing Report
Range 37 Training Annex, Fort Bragg, NC, Li 74837, FY 10
October 2010
(3) The borings were drilled by Freehling & Robertson, Inc. of Raleigh, North
Carolina under contract to the Savannah District. The borings were drilled with an ATV CME
550 drill rig; a 2 1/4-inch I.D. hollow stem auger was used to advance the boreholes. Split -barrel
sampling with Standard Penetration Testing (SPT) was performed at intervals shown on the
boring logs. All soil sampling and Standard Penetration Testing were in substantial accordance
with ASTM D 1586.
(4) Representative portions of the soil samples obtained from the borings were sealed
in airtight containers and transported to the Savannah District office where they were examined
by a geotechnical engineer. Classification of the soil samples was performed in general
accordance with ASTM D 2488 (Visual -Manual Procedure for Description of Soils. Since the
soil descriptions and classifications are based on visual examination, they should be considered
approximate.
(5) Logs of the soil borings graphically depicting soil descriptions, standard
penetration resistances, and groundwater levels are attached to this report.
3. SUBSURFACE CONDITIONS.
a. Site Description. The proposed sites for the stormwater structures at the Range 37
Training Annex are in the northwest portion of the site. This portion of the site is sparsely
wooded having been timbered recently and slopes to the northwest and Longstreet Road.
b. Subsurface Soil Conditions. The USDA lists the typical soil profile for the Vaucluse
loamy sand group as loamy sand from the surface to a depth of 1.25 feet bgs. Below this a zone
of sandy clay loam extends to a depth of 4.8 feet bgs. A sandy loam layer extends to a depth of
6.7 feet bgs. The soil boring logs for the stormwater structure borings correlate fairly well with
the typical soil profile for the Vaucluse loamy sand group in Cumberland County, North
Carolina. The two borings drilled at the site contain more sandy materials especially from 3.5
to 6.5 feet bgs in boring PB-I. This subsurface description is of a generalized nature to
highlight the major subsurface stratification features and material characteristics. The boring
log should be reviewed for specific information at the boring location. The stratifications shown
on the boring log represent the conditions only at the actual boring location. The stratification
lines shown on the boring log represent approximate boundaries between the subsurface
materials; the actual transitions are typically more gradual.
c. Groundwater Conditions. Groundwater was not encountered in either boring during
or after drilling. Many of the borings previously drilled on the site have been dry. However,
groundwater was detected in three previous borings on the site; the depth to groundwater was
measured as 17 feet, 19 feet, and 20 feet bgs. It should be noted that groundwater conditions,
including perched water, vary during periods of prolonged drought and excessive rainfall as well as
seasonally. Therefore, fluctuations in the elevation of the groundwater and the occurrence of
perched water conditions should be anticipated with changing climatic and rainfall conditions.
There were no indications of a seasonal high water table within the depths of these borings. It is
recommended that the infiltration structures planned for this site be located in the sand layer at a

SIIWT Determination and Intl ltration Testing Report
Range 37 Training Annex, Fort Bragg, NC, LI 74837, FY 10
October 2010
depth of 3.5 to 6.5 feet bgs in boring PB-1 and below the clay layer extending from 13.5 to 18.5
feet bgs in boring P13-2.
4. IN -SITU INFILTRATION TESTING.
Two in -situ infiltration tests were completed adjacent to boring locations P13-1 and P13-2. These
tests were conducted to determine the infiltration rate of the in -situ soils at the locations and
depths proposed for the storm water infiltration structures. The following test procedure was
used.
• Boreholes were advanced to the selected depths below ground surface (bgs), 8.3 feet for
PB-I and 18.3 ft for 1`13-2, using a 6.25 inch inside diameter hollow stem auger.
• Four inches of general purpose gravel were placed in the bottom of the hole.
• A 4 foot length of 4 inch PVC slotted screen with 4 inch PVC casing was installed in the
hole and the hole was backfilled with gravel to an elevation above the screen.
• The temporary wells were filled with water to the ground surface. After waiting 10
minutes the wells were refilled with water.
• The next day, infiltration tests were conducted by filling the temporary well with water to
an elevation at least 2 feet above the elevation of the screen and recording the decline in
water level over time.
• Changes in water level and elapsed time were recorded until a stabilized rate of decline
was obtained.
The results of the infiltration tests are shown in the table below.
Location
Test depth
Soil Classification
Infiltration
(bgs)
Rate in/hr
1`13-1
4-8
3.5 — 6.5 very loose, fine to med. sand
21.6
6.5 — 8.0 medium dense, sand clay loam
PB-2
14 - 18
14 — 18 stiff, sandy clay
2.4
Note: The infiltration rate of 21.6 in/hr for 1`13-1 is thought to be more representative of the
sands in the 3.5 to 6.5 foot range. It is anticipated that the sandy clay loam would have an
infiltration rate similar to the rate from P13-2.

I
iDPDP9NTSCRAPE ;" LEGEND
NOTES: P'PO ,..OUR4LGROY vDD, oELEV. )59.H
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°IKA�' WTM EXA ITMMOECOCHS PROVIDE 'f' `C; EREWRI
). D),IpGL11'p yyIL ZOIVM ICu1W Yl�xzY WIDELIXICPEiE 'f' 1�� W [RO4a/d mJD-Y ______
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I c IS, 15J i CONSTRUCT R4UOLiER NO WiP�L i
Nore:N41DMlP PYMIN4bP.LLE NTR.WSITIdrIOURo V/ILq IE eIO WIgN VAtIS iMFH b
....E STRIP. ALEE59LANE CAM HEIGHT TO
t�
E NO MORE THAN S%CROSS DRIVE
SLOPE WARY DIRECTION 3Y
SITE GRADING & DRAINAGE PLAN
FOR OFFICIAL USE ONLY

BORING LOG
Report No.: 66L 0454-0005
SINCE
�p FROEHLING & ROBERTSON, INC.
Oc ENGINEERING • ENVIRONMENTAL - GEOTECHNICAL
ro
I e e I Date: October 2010
Client: U.S. Army Corps of Engineers
Project. SOF Range 37 Training Annex (PN 74837, FY-10), Ft. Bragg, North Carolina
Boring No.: PB-1 (l of l)
Dettlh 20.0'
Elev: 340.0 m51
Location:
Type of Boring: 2.25" ID HSA I
Started: 10/14/10 Completed: 10/14/10
Driller: D. Tignor
Elevation
Depth
( )
DESCRIPTION OF MATERIALS
(Classification)
' Sam le
P
Blows
Sam le
Depih
feet
( blows/ft
REMARKS
2.0
'
'
•
SURFICIAL ORGANIC SOILS
4-5-5
0.0
1.5
2 .0
10
3
GROUNDWATER DATA:
0 His.: Dry inside HSA
Boring bacldilled upon
completion.
NATIVE SOILS: Medium dense, moist,
orange -brown, silty fine SAND (SM), with some clay.
Very loose, moist, orange -brown, clayey tine SAND
2-1-2
(SC), with some silt.
3.5
3.5
3
Very loose, moist, tan -brown, fine to medium SAND
1-1-2
(SP), with trace silt.
5.0
6.5
6.5
18
•
•
Medium dense, moist, orange -brown, clayey fine to
8-7-I I
medium SAND (SC), with area.
8.0
8.5
21
6-8- 33
10.0
13.5
13.5
11
Medium dense, moist, orange -gray, clayey fine SAND
44-7
!
(SC).
15.0
16.0
'
'
Medium dense, moist, orange -gray, silty clayey fine to
medium SAND (SC).
18.5
17
3-5-12
20.0
Boring Terminated at 20.0 feet.
'Number of blows required fur a 140 lb automatic hammer dropping 30" to drive 2" O.D., 1.375" I.D. spht-spoon sampler in successive 6' increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, "N".

BORING LOG
Report No.: 66L-0454-0005
SINCE
�p FROEHLING & ROBERTSON, INC.
Ot ENGINEERING • ENVIRONMENTAL • GEOTECHNICAL
m
tees Date: October 20 ] 0
Client: U.S. Army Corps of Engineers
Project: SOF Range 37 Training Annex (PN 74837, FY-10), Ft. Bragg, North Carolina
Boring No.: PR-2 (l of l)
De th 2$A'
El,,: 343 . 0 m51
Location:
Type of Boring: 2.25"IDHSA
Started: 10/14/10 Completed: 10/14/10
Driller: D.Tignor
Elevation
Depth
(feet)
DESCRIPTION OF MATERIALS
(Classification)
* Sample
Blows
Sample
Depth
N Value
(blows/ft)
REMARKS
2.0
'
'
•
SURFICIAL ORGANIC SOILS
1-1-2
1.5
2.0
3
2
GROUNDWATER DATA:
0 Hrs.: Dry inside HSA
Boring backfilled upon
completion.
NATIVE SOILS: Very loose, mist, orange -brown,
silty fine to medium SAND (SM), with trace gravel.
Very loose, moist, red -brown, clayey fine SAND (SC).
2-1-1
3.5
3 5
2
Very loose, moist, orange -brown, silty fine to medium
1-1-1
•
SAND (SM).
5.0
6.5
6 5
I
Very loose, mist, orange -brown, silty fine to rnedium
OH-WOH-1
•
SAND (SM), with trace clay.
8.0
8.5
8.5
4
•
Loose to very loose, mist, orange -gray, clayey fine to
2-1-3
coarse SAND (SC).
10.0
13.5
13.5
1 I
Stiff, mist, gray, fine sandy CLAY (CL).
q_5{
15.0
18.5
18.5
12
Medium dense, mist, orange -gray, silty fine SAND
4-"
(SM), with trace clay.
20.0
23.5
23 5
31
Dense, mist, gray -orange -red, clayey fine SAND
7-9-22
(SC), with trace coarse sand.
25.0
Boring Temtinate(1 at 25.0 feet.
_ .
•Number of blows required fora 14U Ib automatic hammer dropping 30" W drive 2" O.D., 1.375" I.D. split -spoon sampler in successive 6" increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, "N".

SINE FROEHLING & ROBERTSON, INC.
Engineering • Environmental • Geotechnical
$( 310 Hubert Street
Raleigh, North Carolina 27603-2302 1 USA
1 8 81 O T 919.828.34411 F 919.828.5751
Soil Infiltration Test
Date: 10/15/2010
Number: 66 L-045 4-0005
Engineering Staff: D. Racey
Client/Project: USACE-SOF Range 37 Training Annex
(PN 74837, FY-10)
Test
Hole
Did water remain in test hole overnight i(24hr)?:
'
Yes - Measurement to T.O.W. per _Time Interval
Nu r
-
Time began: 9:50 AM
min
hr
min
h r„
min
hr-
min
hr
mini hr
min
hr
min
hr
min
hr
Final
81
X
If yes, adjust to 4' and test in 30 min.
90
o.s
60
1.0
90
1 i
zoz.os 1
15o z.s
180
3.0
zto
3.s
zao
q.o
Infiltration
If no, add _ &test every 30 min for 4 hrs
s'
4.9'
4.9'
4.9'
4.9'
4.9'
Rate
PB-1
Depth to
-. T.O.W.
If no, and _ drains within 30 min, adjust to
and test every 10 min. for 1 hr
min
r
mini
hr
mini
hr
min
hr
min
hr
mini
hr
0.9'/30 min.
(21.6"/hr.)
'10
0.17
20
633
'so
oso
qo
0.57
so
0.83
so
1 1.00
4'
Water readjusted to 4'B.G.S, at all test intervals.
* Tests were performed in general accordance with the Wastewater Treatment Manual TM 5-814-3.
T.O.W. =Top of Water (measured from ground surface)
B.G.S. = Below Ground Surface
NOTES: 10 14 10:
1) Driller moved approx. 3' SE of SPT boring and test hole PB-1 was drilled to a depth of 8.3' using 6.25" ID H.S.A.
2) 4" of general purpose gravel was placed in the bottom of the hole.
3) A 4" slotted PVC pipe was installed to 8.0' B.G.S. and backfilled with gravel to a depth of 4.0' B.G.S.
10/14/10 Pre-soak:
1) Filled pipe with water to ground surface, water level dropped to approx. 5.0' B.G.S. after 10 min.
2) Re -filled pipe with water to ground surface, water level dropped to approx. 5.0' B.G.S. after 10 min.
10/15/10 Infiltration Test:
1) Water level was at 6.2' B.G.S. after overnight pre-soak
2) Filled pipe with water to 4.0' B.G.S., water level dropped to 5.0' B.G.S. after 30 min.

SINCE FROEHLING & ROBERTS❑N, INC.
Engineering • Environmental • Geotechnical
�( 310 Hubert Street
Raleigh, North Carolina 27603 2302 1 USA
1881
T 919.828.34411 F 919.828.5751
Soil Infiltration Test
Date: 10/15/2010
Number: 66 L-04 54-0005
Engineering Staff: D. Racey
Client/Project: USACE-SOF Range 37 Training Annex
(PN 74837, FY-10)
Test
Hole__
Did water remain in -test hole overnight,(24hr)?:
Yes : .. -:.Measurement to T.O.W.: per Time Interval,_-
" m
-Deoth"
Time began: 10:01 AM
min
hr
min
hr
minj
hr
minj
hr
min hr
min
hr-
min
hr
min
hr
Final
18'
X
If yes, adjust to 14' and test in 30 min.
so
os
so'..
1.0,
so
:.1.5
1zo
z.o
150 zs
_iso
1:0
uo
as
zoo
-a.o
Infiltration
If no, add _ & test every 30 min for 4 hrs
14.2'
14.2'
14.2'
14.2'
14.2'
141'
Rate
PB-2
Depth to
T.O.W,
If no, and _ drains within 30 min, adjust to
_and test every 10 min. for 1 hr
min
hr:
min
: hr,
:min
hr
min
hr
min
hr
min
hr
0.2730 min.
(2.4'/1hr.)
I
10
o.v.
zo -
0.33
ao
oso
ao
0.67
so
0.83
so
1 1.00
14'
Water readjusted to 14' B.G.S. at all test intervals.
. Tests were performed in general accordance with the Wastewater Treatment Manual TM 5-814-3.
T.O.W. =Top of Water (measured from ground surface)
B.G.S. = Below Ground Surface
NOTES: 10/14/10:
1) Driller moved approx. 3' SE of SPT boring and test hole PB-2 was drilled to a depth of 18.3' using 6.25" ID H.S.A.
2) 4" of general purpose gravel was placed in the bottom of the hole.
3) A 4" slotted PVC pipe was installed to 18.0' B.G.S. and backfilled with gravel to a depth of 13.5' B.G.S.
10/14/10 Pre-soak:
1) Filled pipe with water to ground surface, water level dropped to approx. 15.0' B.G.S. after 10 min.
2) Re -filled pipe with water to ground surface, water level dropped to approx. 15.0' B.G.S. after 10 min.
10/15/10 Infiltration Test:
1) Water level was at 16.0' B.G.S. after overnight pre-soak
2) Filled pipe with water to 14.0' B.G.S., water level dropped to 14.2' B.G.S. after 30 min.