SW6090803_HISTORICAL FILE_20090821

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

Stormwater Management Calculations
SOF ROWE TRADING COMPLEX
PHASE IV
August 2009
nr:mR-FRO
Phase IV
r flt� Prepared by
Moorman, Kizer & Reitzel, Inc.
H
Engineers, Planners & Surveyo
115 Broadfoot Avenue
Za EAC : D
Fayetteville, NC 28305
p '•• o tors. -
Telephone: [phone]
;7G'.Fti -
Fax: (910) 48"388
�� EEP
Firm No. F-0106
Phase III
Prepared by
Greenhorne & O'Mara
��`�SNCARo/`�i
5565 Centerview Dr. Suite 107
Raleigh, N.C., 27606
; nx SEA —_
Telephone: [phone]
= 2 1 _ =
s
Fax: [phone]
Firm No. F-014$

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TABLE OF CONTENTS
Phase IV
SWMP Narrative
Quad Map
Infiltration Basin Supplement
Infiltration Trench Supplement and Calculations
Soil report
Richmond County Sils Map PDF and Soils Legend
Excerpt from Cumb. County Soils Survey (Permeability of Norfolk soils)
Drainage Calculations Ready Building
Financial Form FIO
ECP Narrative
Drainage Calculations
Drainage Area Map's (Roof drain and Site)
Drainage Calculations Ready State Isolation Facility Building
ECP Narrative
Drainage Calculations
Drilling Logs
Drainage Area Map's (Offsite)
Drainage Area Map's (Onsite)
Environmental Sensitivity Map
Phase III
Stormwater Management Calculations
Grading Plan
Soils Report

Stormwater Management Calculations
SOF ROWE TRAINING COMPLEX
17:7.I1--DJ: I
August 2009
Phase IV
Prepared by
Moorman, Kizer & Reitzel, Inc.
Engineers, Planners & Surveyors
115 Broadfoot Avenue
Fayetteville, NC 28305
Telephone: [phone]
Fax: [phone]
Firm No. F-0106
ESS/
EA
0 101

August 19, 2009
Ms. Belinda S. Henson
Regional Supervisor
Surface Water Protection
NCDENR
225 Green Street
Fayetteville, NC 28301
Re: NOV 2009-OP-0050
SOF Rowe Training Complex Phase IV and Phase III
Dear Ms. Henson,
ENGINEERS
PLANNERS
SURVEYORS
MOORMAN, KIZER & REI ZEL, INC.
115 Broadtoot Ave.
P.O. Box 53774
Fayetteville, NC 28305
[phone]
Fax:[phone]
www.mkrinc.com
Enclosed please find 2 copies of the Storm Water Management Application, SWMP
Narrative, BMP Supplements, O&M Agreements, supporting maps and calculations for review
as requested. Please note that the documents enclosed include the Phase III Rowe Training
Facility prepared by Greenhorne & O'Mara pursuant to the August 10, 2009 meeting discussions
at your office. We appreciate your consideration in this matter and will gladly answer any
questions you may have.
CC: Mike Lawyer w/o encl.
Chuck Haag w/ encl.
Lee Ward w/encl.
I Anderson w/encl.
MKR Files
Respectfully ubr
Moorman zer 1
avid E. Vaughn,
I'u�1L-y

SWMP Combination Narrative
SOF Rowe Phase III and IV Project's
Camp Mackall, N.C.
Project Description
The purpose of this project is to remove existing site improvements at the Rowe Training
Facility and construct new facilities to accommodate the Rowe Mission. The construction areas
of Phase III and Phase IV of the Rowe Training Center are within 1 mile of Drowning Creek in
Richmond County. Drowning Creek is classified as a High Quality Water per NCDWQ. The
DWQ Regulations require a storm water permit in addition to the Land Disturbing Permit
obtained for these projects from NCDENR Land Quality.
In view of this additional storm water requirement the Designer for the Rowe Phase III
Project has incorporated 6 Bio Retention Cell's to store the difference between the pre and post
25 year storm event and as such will capture and treat significantly more than the first I inch of
rain from the drainage area. Of these Bio retention cells Bio Retention Cells designated on the
Phase ILI plans as IA, IB and Area 3 are tributary to the Phase IV Infiltration Basin. Phase III
Bio retention Cells designated as Area 2, Area 6 and Area 5 are not tributary to the Phase IV
Infiltration Basin however the cells are sized to store the difference between the pre post 25 year
storm and as such will capture and treat significantly more than the first inch of rainfall.
The Phase 1V infiltration Basin has been sized to treat the first I inch of runoff from the
tributary drainage area approximately 289,674 square feet as well as store the difference between
the pre and post development 25 year storm event. The storage obtained in the Phase III Bio
Retention basins has been subtracted from the storage required for the drainage area to determine
the net infiltration basins storage capacity and appurtenances. This Infiltration Basin will store
and treat significantly more runoff than the volume of the first inch over the drainage area.
The Infiltration Basin is located on the south east corner of the Rowe Complex and has
been placed in a natural depression adjacent to an old road fill. There is no outlet for this low
other than infiltration and overtopping of the adjacent roadway. Should the storm water overflow
the roadway across the gravel weir it will be retained by an existing depression that has no outlet.
The current drop inlet in this depression leads to a storm drain that has been permanently
plugged per PWBC. The soils in the area are classified as Roanoke sands.
The Roanoke sand is a very permeable material per the Richmond County Soil survey
with hydraulic conductivity of 0.6 to 2" per hour and can be as high as 6 to 20" in/hr. This soil
was derived from the Richmond County soil survey overlaid on the Richmond county Ortho
photos.
The Ready Building, a Phase IV facility, is located at the top of the complex water shed
and has soils similar to those previously described. The Ready Building roof drain system is
piped to an underground storm drain system. The Surface area around the Ready Building is
gravel with gravel swales conveying runoff from very small drainage areas to the drop inlets
appurtenant to the underground drainage system. This underground system extends to an existing
drop inlet located on the edge of the gravel perimeter road that surrounds the Rowe Training
Facility. The Underground system consists of a drop inlets and pipes that discharge to an existing
drainage structure on the east side of the Rowe Campus. Prior to entering this existing drainage
e

U
system the new increased impervious area generated from the Ready Building portion of the
Project, a net total of 5000 square feet must be treated. The Ready Building area was virtually an
impervious area prior to development with the exception that a 5000 sq. ft. grass/soil area has
been excavated and overlaid with stone. The treatment Device for this area is an infiltration
trench approx. 22' long x 7.5' wide. This trench and the 12" pipes are designed to capture and
treat the first 1" of runoff from the area.
The first inch of runoff will enter the drainage system and encounter a flow separator to
be constructed in the first drainage inlet upstream of the existing system. This separator will
divert the first flush to 2-8" pipes that will discharge to an infiltration basin consisting of 2 12"
perforated pipes placed in a 7'wide x 22' long x 4' deep stone trench, all wrapped in fabric. The
bottom of the stone will be laid upon clean washed sand. The trench is designed to
accommodate the treatment required for 5000 sq ft x 1" depth. It should be noted that the size of
the trench incorporates the fact that infiltration will begin immediately, i.e. flow will be
discharging as it enters and slowly will fill the storage volume where upon the flow splitter will
allow excess flows greater than those necessary for treatment to be bypassed to the drainage
system.
Site Description
The site is located approx 3.8 miles south of Pine Bluff N.0 and is located at the Rowe Training
Center on Camp Mackall Military Reservation. The site is heavily wooded to the south and east,
to the north and west is existing Phase II and Phase III construction by Todd Construction and
Sauer Inc. This Design Build Project will be constructed by Sauer construction. Currently the
sediment trap for the Phase III approved plan is in the location of the proposed Phase IV
construction limits. This trap will need to be removed after the Phase IV (Permanent
detention/Infiltration - temporary sediment basin) and other erosion control measures are
constructed. Slopes in the area are approx 0.5 to 1.6 percent.
Adjacent Property
Land use in the vicinity is primarily wooded to the south and east, to the north and west is the
Rowe Training Center which incorporates substantial low impact development measures.
Soils
Soils in the building area are generally silty coarse sand and silty medium sand to a depth of 3.5
feet, SP fine to coarse medium sand to a depth of 8.0 feet and SC clayey fine to coarse sand to a
depth of 25 feet. A boring log of the soils at the center of the site is attached for reference. It
should be noted that ground water was not encountered in the boring indicative of soils that are
well drained. SHWT is expected at depths of around 30 below the surface. The foregoing
descriptions are based upon a 25' depth soil boring. Soils in the undeveloped areas are mapped
as BaB, (Blaney Loamy Sand). BaB soils are well drained soils on side slopes of uplands.
Typically the surface layer is dark grayish brown loamy sand 4 inches thick. The subsurface
layer is light yellowish brown loamy sand 21 inches thick. The subsoil is 37 inches thick and is
brown yellowish sandy clay loam. The underlying material to a depth of 80 inches is yellow
loamy coarse sand. Permeability is moderate and available water capacity is good

l
Construction Schedule
1. Preconstruction Conference
2. Install gravel construction entrance
3. Install sediment control devices and begin maintaining.
4. Install tree Protection
5. Clear and grub area for sediment basin
6. Strip and stockpile topsoil for use on site.
7. Construct temporary sediment -permanent detention/infiltration basin and begin
maintaining
8. Install culvert under trail and rip rap outlet of culvert
9. Remove Phase Ill sediment trap
10. Perform Site demolition
11. Install water distribution, electric, gas, comm. etc. utility mains only
12. Rough Grade site
13. Construct utilities "services" to facility and below grade plumbing etc. under foundation
14. Construct foundation and build facility
15. Grade swales as indicated and armor as indicated
16. Fine grade site
17. Install gravel around building area, Seed and mulch remaining disturbed area
18. Construct BMP at Ready Building
19. Remove impermeable soils due to sediment storage etc. from infiltration/detention basin
(approx. I foot depth -to be determined at final cleanout) from basin and replace with
permeable soils.
20. Pre -final Inspection
21. Contractor address prefinal punch list
22. Final Inspection and Acceptance including NCDENR Representative.
23. Remove temporary erosion control measures.
24. Begin 1 year warranty period.
The majority of the Phase I11 drainage area will discharge to bio retention basins designed
as part of Phase III by others to infiltrate the ditFerence between the 25 year post and pre
construction runoff.
All Runoff in the drainage area will be directed to the Phase IV Permanent
Infiltration/Detention Basin. After the site is stabilized the Contractor will be required to remove
approx F of soil from the bottom of the Temporary sediment trap and replace with a permeable
material prior to converting the trap to a permanent detention/infiltration basin, this is to insure
that soil impacted with fines is removed insuring infiltration in the basin is not impeded.
The permanent basin principal spillway is designed to flow the predevelopment flow of
1.82 CFS across the soil trail during a 25 year storm event., approx 1 fps, which will be armored
with cellular confinement and filled with 6" No. 5 or No. 57 stone. This 1.82 cfs flow will flow
to a natural depression that has a drop inlet. The depression will further allow for infiltration into
the soils. The capacity of the down stream 18" storm is 6.21 CFS.
All measures are to be maintained periodically and after each rainfall occurrence. The
SWMP devices and drainage devices have been designed to accommodate flow for the 25 year

event while discharging only the 25 year preconstruction discharge flow. The majority of area
around the facility will receive stone and the remaining disturbed areas not otherwise improved
shall be grade, top soiled, amendments added seeded and mulched. After stabilization is achieved
and final inspection has occurred at the direction of NCDENR and Owner remove temporary
measures.

u C,
�' North Carolina Waterbodies Listed by County
Note: Waterbodies arc listed in more than one county if they cross county lines.
game of.iir&-m D=,Tcn(N%un
Records Found. 135
Search Parameters:
County:
Moore
Class:
%
SpDes:
%
Name:
%
Index#:
%
Cum Class Dale Basin sv-aam Inch,: a
Moore County
Drowning Creek
From source to Naked
WS-II;Sw,HQW
08/03/92
Lumber
14-2-(1)
Creek
Drowning Creek
From. a -'point. 0'-4, mile
. C;Sw;HQW-
08/03/92
Lumber
14-2-(10.5)
rupstream,of U.S. Hwy.
1 to Lumber River
Drowning Creek
From Naked Creek to
WS-II;Sw,HQW
08/03/92
Lumber
14-2-(6.5)
Horse Creek
Drowning Creek
From Horse Creek to a
WS-II;Sw,HQW,CA
08/03/92
Lumber
14-2-(9)
point 0.4 mile
upstream of U.S. Hwy-
1 (Town of Southern
Pines water supply
intake)
Horse Creek
From source to
WS-II;HQW
08/03/92
Lumber
14-2-10
(Pineburst Lake)
Drowning Creek
Deep Creek
Prom source to a point
WS-II,B;HQW
08/03/92
Lumber
14-2-10-1-(1)
3,500 feet upstream
from Moore County SR
1122
Deep Creek
From a point 3,500
WS-1I;HQW
08/03/92
Lumber
14 -2-10-1- (2)
feet upstream from
Moore County SR 1122
to Horse Creek.
Sandy Run
From source to Deep
WS-II;HQW
08/03/92
Lumber
14-2-10-1-3
Creek
Rays Big Branch
From source to Deep
wS-II;HQW
08/03/92
Lumber
14-2-10-1-4
Creek
Aberdeen Creek
From source (at dam at
C
08/03/92
Lumber
14-2-11-(1)
Watson Lake) to
backwaters of Pages
Lake (Aberdeen Lake)
at normal lake
elevation
Aberdeen Creek From backwaters of B 12/01/63 Lumber 14-2-11-(5)
[Pages Lake Pages Lake (Aberdeen
(Aberdeen Lake)) Lake) at normal lake
elevation to dam of
Pages Lake (Aberdeen
Lake)
Aberdeen Creek From dam at Pages Lake C 09/01/74 Lumber 14-2-11-(6)
(Aberdeen Lake) to
Drowning Creek
Watson Lake Entire lake B 12/01/63 Lumber 14-2-11-2
Page I of 7 2009-09-01 07:16:59

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a Department of the Army
`^ s.nr To
Attn: Grcaory G. Bean
.....- .
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Siere:
Pbe
�. ort I3raDgNC 28310-5000

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Envirmmrent and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 9, 2007
CERTIFIED A1AIL: 7001 2510 0006 9498 8718
RETURN RECE 1PT REQUESTED
Department of the Army
Attn: Gregory G. Bean, Directorate of Public Works
Bldg. 3-1631 Butner Road
Fort Bragg, NC 28310-5000
SUBJECT: Stormwater lylanagentent Permit Application
SOF Rowe Training Complex Phase III
Camp MacKall-Fort Bragg -Richmond County
Dear Mr. Bean:
Enclosed is a copy of the letter sent to you from this office by Certified Mail on June 21, 2006.
In that letter, it was explained that the subject project might be within a High Quality Water zone and
subject to the requirements for obtaining a Stormwater Management Permit prior to the construction of
built -upon areas (buildings, pavement, gravel roads and parking areas, etc.). As of the date of this letter,
our office has not received the Water Quality Classification Request Form that was enclosed with the
June 21, 2006 letter nor an application for the permit
Be advised that construction of any built -upon areas prior to issuance of the permit will be
considered a violation of Title 15A NCAC 02H .1003. You should submit to this office your
application package, or a schedule of construction if the project has not begun, within 15 calendar
days from receipt of this letter. If you have any questions regarding this matter, please contact Mike
Lawyci or myself at [phone].
Sincerely,
Belinda S. Henson
Regional Supervisor
Surface Water Protection Section
BSH:MLhnl
Enclosure
cc: Greenhornc & O'Mara, Inc.
FRO -Surface Water Protection
FRO -Land Quality NoiihCat-olina
Water Quality Central Files Alabrrally
North Carolina Division of Water Quality 225 Green SueetSuite 714 Fayetteville, NC 28301 Phone [phone] Customer Service
Internet: wo,wircwatermtalitv.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycled/101/. Post Consumer Paper

�0 !�O Michael F Easley, Governor
William G. Ross Jr., Secretary
h r \ronh CSrolina Department of Environment and Natural Resources
Alan W. Klimek, Y.E. Director
Division of Water Quality
June 21, 2006
CERTIFIED MAIL: 7001 2510 0006 9500 5858
RETURNRECEIPTREQUESTED
Gregory G. Bean, Directorate of Public Works
Bldg. 3-1361 Burner Road
Fort Bragg, NC 28310-5000
SUBJECT: REQUEST FOR STREAM CLASSIFICATION
SOP Rowe Training Complex Phase III
Camp MacKall-Fort Bragg
Dear Mr. Bean:
. On June 14, 2006, the Fayetteville Regional Office of the Division of Water Quality received a
copy of the Letter of Approval dated June 9, 2006 for the SOF Rowe Training Complex Phase III
project located at. Camp MacKall. A review of the location of this project shows that it may be within a
High Quality Water zone. State regulation 15A NCAC 02H .1003 requires that any development
activity that is required to obtain either a CAMA major permit within the twenty coastal counties or an
approved Erosion and Sedimentation Control Plan in which the project is draining to Outstanding
Resource Waters or within one mile of and draining to High Quality Waters to apply for and obtain a
Stormwater Management Permit. In order to determine if a Stormwater Management Permit will be
required for this project, this office must verify the classification of anddistanceto the receiving Waters.
Please return the enclosed classification request form with a color copy of that portion of the USGS
quad sheet with the project and the closest downslope named receiving waters clearly identified.
Upon classification of the receiving waters by this office, you will be sent either a Stormwater
Management Pemtit application via certified mail or a letter stating that a Stormwater Management
Permit is not required for this project. The localgoverning authority for compliance must review
projects that drain to Water Supply Watersheds.
Please be advised that construction of any built -upon areas prior to receipt of a Stormwater
Management Permit, if required, will be considered a violation of the North Carolina Administrative
Codes. If you have any questions concerning this matter, please call me at 9I 0-433-3329.
Sincerely, -
Michael Lawyer
Environmental Technician
Enclosure
<roilhCarolina
,Naturally
North Carolina Division of Water Quality 225 Cueen Street, Suite 714 Fayetteville, NC 28301-5043 Phone [phone] Customer Service
lntzmet www-ncwaternnality ore - Fax ('910) 486-0707 1-877-623-6748
An Equal OpportunityJAffitmative Action Employer - 50% Recycled/10% Post Consumer Paper

Michael F. Easley, Governor
William G. Ross Jr., secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.F. Director
Division of Water Quality
May 9, 2007
CERTIFIED MAIL: 7001 251.0 0006 9498 8701
RETURN RECEIPT REQUESTED
Department of the Anny
Attn: Gregory G. Bean, Directorate of Public Works
Bldg. 3-1631 Butner Road
Fort Bragg, NC 28310-5000
SUBJECT: Stormwater Management Permit Application
SOF Rowe Training Complex Phase IV .
Camp MacKall-Fort Bragg -Richmond County
Dear Mr. Bean:
Enclosed is a copy of the letter sent to you from this office by Certified Mail on July 6, 2006- In
that letter, it was explained that the subject project might be within a High Quality Water zone and
subject to the requirements for obtaining a Stormwater Management Permit prior to the construction of
built -upon areas (buildings, pavement, gravel roads and parking areas, etc.). As of the date of this letter,
our office has not received the Water Quality Classification Request Form that was enclosed with the
June 21, 2006 letter not, an application for the permit.
Be advised that construction of any built -upon areas prior to issuance of the permit will be
considered a violation of Title 15A NCAC 02H .1003. You should submit to this office your
application package, or a schedule of construction if the project has not begun, within 15 calendar
days from receipt of this letter. If you have any questions regarding this matter, please contact Mike
Lawyer or myself at [phone].
Sincerely,
Belinda S. Henson
Regional Supervisor
Surface Water Protection Section
BSH:ML/ntl
Enclosure
cc: Moorman, Kizer & Reitzel, Inc.
FRO -Surface Water Protection
FRO -Land Quality
onhCmnlina
Water Quality Central Files Aaluralljl
North Carolina Division of Water Quality 225 Green Street -Suite 714 Fayetteville, NC 28301 Phone [phone] Customer Service
Internee www.newatermmlitv.orc Fax [phone]
An Equal OpportunirylAffirmative Action Employer - 50% Recycled/10% Post Consumer Paper

\:
' William G. Rocs Jr., Secretary
North Carolina Department of Environment and Natural Resources
;�- Q
Y Alan W. Klimek, P.E. Director
. Division of Water Quality
July 6, 2006
CERTIFIED MAIL: 7001 2510 0006 9500 5643
RETURN RECEIPT REQUESTED
Gregory G. Bean, Directorate of Public Works
Bldg. 3-1364. Butner Road
Fort Bragg, NC 28310-5000
SUBJECT: . REQUEST FOR STREAM CLASSIFICATION
SOF Rowe Training Complex Phase IV'
Camp MacKall-Fort Bragg
Dear Mr. Bean:
On July 5, 2006, the Fayetteville Regional Office of the Division of Water Quality received a
copy of the Letter of Approval with Modifications dated July 31 2006 for the SOF Rowe Training
Complex Phase IV project located at Camp MacKall. A review of the location of this project shows
that it may be within a High_ Quality Water zone. State regulation 15A NCAC 02H .1003 requires that
any development activity that is required to obtain either a CAMA major permit within the twenty
coastal counties or an approved Erosion and Sedimentation Control Plan in which the project is draining
to Outstanding Resource Waters or within one mile of and draining to High Quality Waters to apply for
and obtain a Stormwater Management Permit. In order to determine if a Stormwater Management.
Permit will be required for this project, this office must verify the classification of and distance to the
receiving waters. Please return the enclosed classification request form with a color copy of that portion
of the USGS quad sheet with the project and the closest downslope named receiving waters clearly
identified.
Upon classification of the receiving waters by this office, you will be sent either a Stormwater
Management Permit application via certified mail or a letter stating that a Stormwater Management
Permit is not required for this project. The local governing authority for compliance must review
projects that drain to Water Supply Watersheds.
Please be advised that construction of any built -upon areas prior to receipt of a Stormwater
Management Permit, if required, will be considered a violation of the North Carolina Administrative
Codes. If you have any questions concerning this matter, please call me at 910-433-3329.
Sincerely,
!t���
Michael Lawyer
Environmental Technician
Enclosure
NorthCarolina
Nakirally
North Carolina Division of Water Quality 22� ('rteen Street, Suite 714 Fayetteville, NC 28301-_043 Plione [phone] Customer Service
Internet www.ncwatergnahty.ore Fax [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled110% Post Consumer Paper

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 6, 2006
CERTIFIED MAIL: 7001 2510 0006 9500 5643
RETURN RECEIPT REQUESTED
Gregory G. Bean, Directorate of Public Works
Bldg. 3-1364 Butner Road
Fort Bragg, NC 28310-5000
SUBJECT: . REQUEST FOR STREAM CLASSIFICATION
SOF Rowe Training Complex Phase IV
Camp MacKall-Fort Bragg
Dear Mr. Bean:
On July 5, 2006, the Fayetteville Regional Office of the Division of Water Quality received a
copy of the Letter of Approval with Modifications dated July 3, 2006 for the SOF Rowe Training
Complex Phase IV project located at Camp MacKall. A review of the location of this project shows
that it may be within a High Quality Water zone. State regulation 15A NCAC 02H .1003 requires that
any development activity that is required to obtain either a CAMA major permit within the twenty
coastal counties or an approved Erosion and Sedimentation Control Plan in which the project is draining
to Outstanding Resource Waters or within one mile of and draining to High Quality Waters to apply for
and obtain a Stormwater Management Permit. In order to determine if a Stormwater Management
Permit will be required for this project, this office must verify the classification of and distance to the
receiving waters. Please return the enclosed classification request form with a color copy of that portion
of the USGS quad sheet with the project and the closest downslope named receiving waters clearly
identified.
Upon classification of the receiving waters by this office, you will be sent either a Stormwater
Management Permit application via certified mail or a letter stating that a Stormwater Management
Permit is not required for this project. The local governing authority for compliance must review
projects that drain to Water Supply Watersheds.
Please be advised that construction of any built -upon areas prior to receipt of a Stormwater
Management Permit, if required, will be considered a violation of the North Carolina Administrative
Codes. If you have any questions concerning this matter, please call meat 910-433-3329.
Sincerely,
w
,
Michael Lawyer
Environmental Technician
N� hCarolina
Enclosure �I�turally
North Carolina Division of Water Quality 225 Green Street, Suite 714 Fayetteville, NC 28301-?043 Phone [phone] Customer Service
Internet: wwwncwsternualitv.ore Fax [phone]
An Equal OpportunitylAffirmative Action Employer — 50% Recycled110% Post Consumer Paper

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATER QUALITY CLASSIFICATION REQUEST FORM
This form may be photocopied for nse as an original.
In order to determine whether a State Stormwater Management Permit will be required for a project located
within a High Quality Water (HQW) or Outstanding Resource Water (ORW) zone, the classification of the
closest downslope surface waters (the surface waters that any sheet flow or overflow from the project
would flow toward) must be determined. It is required that the same authorized person that obtained the
Approved Erosion and Sedimentation Control Plan complete only Section i and 11 below. Division of
Water Quality staff will determine the receiving stream classification, complete Section I❑ and return the
completed form to you.
1. PROJECT INFORMATION
l . Project Name:
2. Authorized Contact Person (print)
3. Mailing Address
County:
4. City: State: _ zip code: Phone #:
5. Name of closest downslope surface water:
6. 'Signature of Contact Person: Date:
(To be signed by the same person or Authorized Agent as on the Approved Erosion & Sedimentation Control Plan)
7. Is an Erosion & Sedimentation Control Plan required? Yes_ No
-
If. REQUIRED ITEMS
An 8.5" x I I" copy of the appropriate portion of a USGS quad sheet clearly showing the project's property
boundaries, receiving stream, major roads or State Road numbers and the nearest town or city.
Ill. CLASSIFICATION REQUEST (To be completed by Regional Office personnel)
I . Name of surface water:
2. River Basin:
Stream Index:
3. Classification (as established by the Environmental Management Commission):
4. Proposed Classification, if applicable:
5. Approximate distance in feet from project site if classification is HQW:
6. State Stormwater Management Permit required'? Yes_ No
7. Signature of Regional Office personnel: Date:

%Michael �. Easley, Governor
William G. RossJT., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
June 21, 2006
CERTIFIED MAIL: 7001 2510 0006 9500 5858
RETURN RECEIPT REQUESTED
Gregory G. Bean, Directorate of Public Works
Bldg. 3-1361 Butner Road
Fort Bragg, NC 28310-5000
SUBJECT: REQUEST FOR STREAM CLASSIFICATION
SOF Rowe Training Complex Phase III
Camp MacKall-Fort Bragg
Dear Mr. Bean:
On June 14, 2006, the Fayetteville Regional Office of the Division of Water Quality received a
copy of the Letter of Approval dated June 9, 2006 for the SOF Rowe Training Complex Phase If
project located at Camp MacKall_ A review of the location of this project shows that it may be within a
High Quality Water zone. State regulation 15A NCAC 02H .1003 requires that any development
activity that is required to obtain either a CAMA major permit within the twenty coastal counties or an
approved Erosion and Sedimentation Control Plan in which the project is draining to Outstanding
Resource Waters or within one mile of and draining to High Quality Waters to apply for and obtain a
Stormwater Management Permit. In order to determine if a Stormwater Management Permit will be
required for this project, this office must verify the classification of and distance to the receiving waters.
Please return the enclosed classification request form with a color copy of that portion of the USGS
quad sheet with the project and the closest downslope named receiving waters clearly identified.
Upon classification of the receiving waters by this office, you will be sent either a Stormwater
Management Permit application via certified mail or a letter stating that a Stormwater Management
Permit is not required for this project. The local governing authority for compliance must review
projects that drain to Water Supply Watersheds.
Please be advised that construction of any built -upon areas prior to receipt of a Stormwater
Management Permit, if required, will be considered a violation of the North Carolina Administrative
Codes. If you have any questions concerning this matter, please call me at 910-433-3329.
Sincerely,
�
O'
t Michael Lawyer
Environmental Technician
Enclosure
Nor"hCatolina
'Naturally
North Carolina Division of Water Quality 225 Green Street, Suite 714 Fayetteville, NC 28301-5043 Phone [phone] Customer Service
hnemee www.ncvv'ateraualitv.ore fax [phone]
An Equal 0pportunitylAffirmative Action Employer - 50% Recycled/10% Post Consumer Paper

I
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATER QUALITY CLASSIFICATION REQUEST FORM
This form may be photocopied for use as an original.
In order to determine whether a State Stormwater Management Permit will be required for a project located
within a High Quality Water (HOW) or -Outstanding Resource Water (ORW) zone, the classification of the
closest downslope surface waters (the surface waters that any sheet flow or overflow from the project
would flow toward) must be determined. It is required that the same authorized person that obtained the
Approved Erosion and Sedimentation Control Plan complete only Section 1 and 11 below. Division of
Water Quality staff will determine the receiving stream classification, complete Section III and return the
completed form to you.
I. PROJECT INFORMATION
I . Project Name: County:
2. Authorized Contact Person (print):
3. Mailing Address:
4. City: State: zip code: Phone #:
5. Name of closest downslope surface water:
6. Signature of Contact Person: Date:
(To be signed by the same person or Authorized Agent as on the Approved Erosion & Sedimentation Control Plan)
7. Is an Erosion & Sedimentation Control Plan required? Yes_ No_
IL REQUIRED ITEMS
An 8.5" x 11" copy of the appropriate portion of a USGS quad sheet clearly showing the project's property
boundaries, receiving stream, major roads of State Road numbers and the nearest town or city.
Ill. CLASSIFICATION REQUEST (To be completed by Regional Office personnel)
1. Name of surface water:
2. River Basin: Stream Index:
3. Classification (as established by the Environmental Management Commission):
4.
5.
6.
7.
Proposed Classification, ifapplicable:
Approximate distance in feet from project site if classification is I IQW:
State Stormwater Management Permit required? Yes_ No_
Signature of Regional Office personnel:
Date:

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I

PART 3
SUBSURFACE EXPLORATION
AND
GEOTECHNICAL ENGINEERING REPORT
(PRELIMINARY)
SOF TRAINING FACILITY (ROWE III)
L.I. 59516, FY-05
Fort Bragg, North Carolina
By
Soils Section
Geotechnical & HTRW Branch
U.S. Army Engineer District, Savannah
March 2004

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NORTH NMENT A D NATURAL RES
0NMENT NATURAL RESOURCES
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FA GREEN STREET —SUITE 714
FAVETTEVILLE, NC 28301-5M3
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TABLE OF CONTENTS
SUBJECT
PAGE
I.
PURPOSE 1
2.
QUALIFICATION OF REPORT I
3.
PROJECT DESCRIPTION 1
4.
EXPLORATION PROCEDURES I
a. Site Reconnaissance I
b. Field Exploration 2
5.
SITE AND SUBSURFACE CONDITIONS 2
a_ Site Description 2
b. Area and Site Geology 3
c. Subsurface Conditions 3
d. Groundwater Conditions 4
G.
ENGINEERING EVALUATIONS AND RECOMMENDATIONS 4
a_ General 4
b. General Site Preparation 4
c. Foundation Design and Construction 4
d. Seismic Design 5
e. Concrete Stabs -on -Grade G
g. Groundwater Considerations 6
h. Structural Fill 6
i. Construction Quality Control Testing 7
APPENDIX
One -Point and Two -Point Compaction Methods

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SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING REPORT
(PRELIMINARY)
SOF TRAINING FACILITY (ROWE Ill)
L.I. 59510, FY-05
Fort Bragg, North Carolina
March 2004
I. PURPOSE. The Government has conducted a preliminary geotechnical investigation for the
proposed project. This report provides an overview of die site conditions, including subsurface soil
and ground -water conditions, and preliminary recommendations pertaining to the geotechnical
design and construction of the project.
2. QUALIFICATION OF REPORT. The field explorations performed for this report were
made to determine the subsurface soil and groundwater conditions and were not intended to
serve as an assessment of site environmental conditions. No effort was made to define.
delineate, or designate any areas of environmental concern or of contamination. Any
recommendations regarding drainage and earthwork construction are made on the basis that such
work can be performed in accordance with applicable laws pertaining to environmental
contamination.
3. PROJECT DESCRIPTION. The proposed project consists of the design, site preparation
and construction of four one-story Ready State Buildings. Each Ready State Building will be
approximately 11,900 square feet and be divided into five bays. The objective of this project is to
provide adequate facilities for the 1" Special War -fare Training Group (A) to support the Special
Forces Training mission. These buildings are part of phase If I building improvements to the
Special Operations Forces (SOF) Training Camp at Camp Mackall, North Carolina.
Load Bearing CMU Walls will be utilized for the structural system in all the buildings. Interior
walls will also be CMU. The roof structure will consist of light gauge steel trusses spaced on 4
foot centers supporting a 1 %2" X 22 gauge galvanized metal roof deck. The Ready State
Buildings will have 4" concrete slab on grade placed over a compacted subgrade, a capillaR,
water barrier, and a vapor barrier.
4. EXPLORATION PROCEDURES.
a. Site Reconnaissance. Prior to the field exploration, the site and surrounding areas
were visually inspected by a geotechnical engineer. The observations were used in planning the
exploration, in determining areas of special interest, and in relating site conditions to known
geologic conditions in the area.

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6� C �ee�r.� ENVIRONMENT AND NATURAL RESOURCES }nwK,oeP`Pd ePad\e`'g
225 GREEN
CV d NCDENR FAYETTEVILLE. NC 283 1STREET—SUI,SM34 Q0"P'6
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b. Field Exploration.
(1) Subsurface conditions at the project site were explored by thirteen soil test borings
(designated B-I through B-l3) drilled at the approximate locations shown on the Boring Location
and Excavation Plan (Plate B-01) included in the drawings with this RFP. Depths of the borings
ranged from 5 to 20 feet below existing ground surface.
(2) Boring locations were established in the Geld by an engineer by measuring distances
and estimating right angles from the existing fences and buildings. Since the measurements were
not precise, the locations shown on the boring location plan should be considered approximate.
(3) Froehling & Robertson, Inc. (F&R), under contract to the Savannah District,
drilled the borings utilising the Standard Penetration Test (SPT). The borings were drilled with
an ATV -mounted CME 750 ATV drill rig: a 2%-inch I.D. hollow -stem auger was used to
advance the boreholes. Soil sampling and Standard Penetration Testing (SPT) were in substantial
accordance with ASTM D 1586: sampling was performed at intervals shown on the boring logs.
In the Standard Penetration Test (SPT), a soil sample is obtained with a standard 1% inch I.D. by
2 inch O.D. split -barrel sampler. The sampler is first seated 6 inches and then driven an
additional 12 inches with blows from a 140 pound hammer falling a distance of 30 inches. The
number of blows required to drive the sampler the final 12 inches is recorded and is termed the
"standard penetration resistance", or the "N-value". Penetration resistance, when properly
evaluated, is an index of the soil's strength, density, and foundation support capability.
(4) Representative portions of the soil samples taken in the field were sealed in
airtight containers and transported to the drillers laboratory where they were examined to
confirm the drillers field classifications. Classification of the soil samples was performed in
general accordance with ASTM D 248 &(Visual -Manual Procedure for Description of Soils).
The soil classifications include the use of the Unified Soil Classification System described in
ASTM D 2487 (Classification of Soils for Engineering Purposes)_ Since the soil descriptions
and classifications are based on visual examination, they, should be considered approximate.
(5) Soil boring logs graphically depicting soil descriptions, standard penetration
resistances, and observed groundwater levels are shown on Plates B-02 through B-05 included in
the drawings with this RFP.
5. SITE AND SUBSURFACE CONDITIONS.
a. Site Description
The project site is located at the northeast comer of the intersection of Special Forces Way and
A -Team Road. The topographic elevation ranges from approximately 345 to 332 MSL. The site
generally slopes from the west to east. The proposed Ready State Buildings of phase III are in
the vicinity of existing building numbers T-3030, -3031, -3032, -3033, -3034, -3035 and -3036.
The southern most portion of the site is undeveloped «4th scattered pine trees.

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The finished floor elevations of each Ready State building vary and were determined by the site
topography and grading. The knish floor elevations for each Ready State Buildings also vary by
bay. The western most Ready State building finish floor elevations van' from 334.67 to 336.62
feet. The eastern most Ready State building finish Floor elevation vary from 342.67 feet to
34167 feet. The northwestern most Ready State building finish floor elevation vary from 334.67
feet to 336.67 feet. The northeastem most Ready State building finish floor elevation vary from
337.67 feet to 341.67 feet.
b. Area and Site Geology.
Fort Bragg is situated in the Sand Hills area of the Coastal Plain physiographic province of North
Carolina The Coastal Plain extends westward from the Atlantic Ocean to the Fall Line, a
distance of about 130 miles. The Fall Line is the boundary between the Coastal Plain and the
Piedmont physiographic provinces. Geologic units in the area, ranging from oldest to youngest,
include the Carolina Slate Belt rocks, which comprise the basement rock, the Cape Fear
Formation, and the Middendorf Formation. The Cape Fear and Middendorf Formations overlie
the basement rock and are part of the generally southeastward -dipping and thickening wedge of
sediments that constitute the Atlantic Coastal Plain deposits. The Middendorf Formation is
exposed at land surface throughout the area. The formation is composed of tan, cross -bedded,
medium- and fine-grained, micaceous quartz sand and clayey sand interbedded with clay or
sandy clay lenses or layers. Layers of hematite -cemented sandstone occur locally throughout the
Middendorf Formation as do thin layers of hard kaolin and kaolin -cemented sandstone. Below,
the water table, these units are generally friable or plastic. In places, the Middendorf Formation
is a mottled orange, gray, and tan color with streaks and laminae of red and purple hematite and
manganese oxide stains.
c. Subsurface Conditions.
(1) A small amount of apparent earth fill was encountered in soil test borings B-12.
(2) Four to twelve inches of topsoil was encountered in all soil test boring except B-6,
B-I0, 13-11 and B-12.
(3) The soil profile at the project site is rather homogeneous, consisting of brown / light
brown silly sand to depths ranging from the ground surface to 17.5 feet. Below the surficial silty
sands ISM), a layer of orange/brown to brown clayey sand (SC) was encountered. This layer is
noted in borings B-I through B-8. B-f2. and B-13. The lop of clayey sand was encountered at
depths from 6 to 17.5 feet. This layer was not encountered in boring B-9 through B-I I due to the
shallow depth of these borings. The clayey sand extended to the bottom of borings B-5 through
B-8. In the remaining deeper borings, the clayey sands are underlain by silty sands (SM), sandy
silts (ML), and/or Sandy Clays (CL). Standard penetration resistances within generally the upper 7
feet of the profile ranged from 2 to 11, indicating vent' loose to medium relative density. Below 7
feet, the standard penetration resistances ranged from 5 to 30, indicating loose to dense relative
density.

(4) The above subsurface descriptions are of a generalized nature to highlight the major
subsurface stratification features and material characteristics. The boring logs shown on the
drawings should be reviewed for specific information at individual boring locations. The
stratifications shown on the boring logs represent the conditions only at the actual boring locations.
Variations may occur and should be expected between boring locations. The stratifications
represent the approximate boundary behveen the subsurface materials', the actual transition may be
gradual.
d. Groundwater Conditions
(1) Water levels are generally measured in the borings at termination of drilling.
Ground water was not encountered in any of the soil borings at the project site. All borings
except soil test boring B-2 were backfilled upon completion because of safety concerns. A
piezometer was installed in boring B-2 to measure the long term stabilized water level. Alter 24
hours, there was still no water observed in the piezometer.
(2) Absence of ground -water data implies that no data is available. but does not
necessarily mean that ground water will not be encountered at the locations of those borings.
Ground -water levels will fluctuate with seasonal and climatic variations, variations in subsurface
soil conditions, and construction operations. Therefore, ground -water conditions in the future,
and at other locations on die site, may differ from the conditions encountered at the boring
locations, on the dates the borings were performed. Water mav_ be encountered during
construction at depths not indicated during this investigation.
6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS.
a. Genera! The following conclusions and recommendations are based on the information
available on the proposed structures, observations made at the project site, interpretation of the data
obtained from the soil test borings, and our experience with soils and subsurface conditions similar
to those encountered at the site. Since the test borings represent a very small statistical sampling of
the subsurface conditions, it is possible that subsurface conditions substantially dilTerent from those
indicated by the test borings could be encountered during the construction. In such instances,
adjustments to the design and construction of the proposed structures might be necessary, depending
on the actual conditions.
b. General Site Preparation. The demolition and removal or relocation of small
buildings, sheds, a control tower and bleachers will be required to prepare the site for construction.
Following demolition and removal, the construction areas should be grubbed and stripped of all
vegetation, topsoil, roots, organics, and other deleterious materials. Clean topsoil can be stockpiled
and reused later in landscaped areas. It is recommended that the zone of stripping extend a
minimum of 10 feet outside the outer edges of the structures. Any existing utilities in construction
areas should be located and rerouted, as necessary.
c. Foundation Design and Construction.
(1) Given the proposed site and the proposed types of strictures, it is our opinion
that shallow spread foundations can be used for support of the proposed buildings.

(2) Footings should be supported on the natural in situ soils or on properly compacted
structural fill. Column footings and load -bearing wall footings should have minimum dimensions
of 30 and 24 inches, respectively_ and should be located at a minimum depth of 24 inches below
finish floor or finish grade, as appropriate. Non load -bearing wall footings should have a minimum
width off8 inches and should be located at a depth of 18 inches below finish floor or finish grade,
as appropriate.
(3) Due to the presence of near -surface loose soils and possible excessive settlement,
the soils beneath three of the Ready State buildings should he excavated and replaced in
compacted layers. It is recommended that the loose soils be excavated to a depth of 2.5 feet
below the existing ground surface for the buildings shown on Plate B-01. The base of the
excavated areas shall extend 5 feet beyond the outside of the building walls. Notes related to the
recommended excavations are shown on the soil test boring location and excavation plan, Plate
B-0I .
Excavated satisfactory materials shall be stockpiled for replacement in the excavated areas, or for
fill required in other areas of the project. Moisture conditioning of the excavated soils will
probably be required prior to their reuse as structural fill. The bottom of the excavation should be
compacted to the density specified below prior to any backfilling.
Excavation and backfilling of the areas beneath the building shall be performed in the dry. The
excavated areas shall be refilled with satisfactory excavated and/or borrow soils. Backfill
materials shall be placed in lavers not exceeding 8 inches loose measure and compacted to 92
percent of maximum diy density as determined by the modified proctor compaction test (ASTM
D 1557). Continue placing fill in same manner until final building subgrade has been achieved.
Fill placement shall be observed and approved by the consulting geotechnical engineer who shall
prepare and submit a written report.
(4) Foundation/footing excavations should be concreted as soon as practical following
excavation. Exposure to the environment could weaken the soils at the footing bearing level should
the foundation excavations remain open for an extended period of time. Bottoms of foundation
excavations should be inspected immediately prior to placement of veinfoveing steel and concrete to
verify that adequate bearing soils are present and that all debris, mud, and loose, frozen or water
softened soils are removed. If the bearing surface soils have been softened by surface water
intrusion or by exposure, the softened soils must be removed to firm bearing, and replaced with
additional concrete during the concreting, or replaced to design subgrade with No. 57 or No. 67
stone, compacted to a non -yielding condition. To minimize the exposure, the final excavation (4 to
6 inches) to design subgrade could be delayed until just prior to placement of reinforcing steel and
concreting. Foundation excavations must be maintained in a drained/dewatered condition
throughout the foundation construction process.
d. Seismic Design. Seismic loads should be computed in accordance with IBC 2000,
except as modified by UFC 1-200-01. The project site should be classified as Site Class D for
the purpose of determining maximum considered earthquake spectral response accelerations.

e. Concrete Slabs -On -Grade.
(1) Based upon our past experienceand the subsurface conditions encountered at the
site, concrete floor slabs can be supported on densified in situ soils or on fill soils placed and
compacted in accordance with the recommendations presented in this report regarding structural fill.
We recommend that all concrete slabs -on -grade in inhabitable areas, including storage areas, be
underlain by a minimum of4 inches of open graded; washed pea gravel, or stone, often termed
"capillary water barrier;" to prevent the capillary rise of groundwater. Nos. 57, 67, 78, or 89 stone
could be used. We also recommend that a moisture vapor barrier consisting of lapped polyethylene
sheeting having a minimum thickness of 6 mils be provided beneath the building floor slabs to
reduce the potential for slab dampness from soil moisture. Concrete slabs should be jointed around
columns and along supported walls to minimize cracking due to possible differential movement-
(2) Construction activities and exposure to the environment often cause deterioration of
the prepared slab -on -grade subgrade. Therefore, we recommend that the slab subgrade soil be
inspected and evaluated immediately prior to floor slab construction. The evaluation might include
a combination of visual observations, hand rod probing and field density tests to verify that the
subgrade has been properly prepared. If unstable soil is revealed, the affected soil should be
removed to firm bearing, and replaced to design subgrade with suitable structural fill soil placed and
compacted as recommended, or replaced with additional capillary water barrier material.
f. Groundwater Considerations.
(1) "Perched water" conditions could be encountered, and the accumulation of run-off
water or seepage at the base of excavations may occur during foundation construction and site work.
Where seepage is encountered at shallow, depths, pumping from filtered sumps and/or the use of
perimeter trenches to collect and discharge the water away from the work area should be utilized-
(2) Water should not be allowed to collect near the foundation or on floor slab areas
of the building either during or after construction. Undercut or excavated areas should be sloped
toward one comer to facilitate removal of any, collected rainwater, groundwater, or surface
runoff Positive site drainage should be provided to reduce infiltration of surface water around
the perimeter of the building and beneath the floor slabs.
g. Structural Fill. In order to achieve high density structural fill, the following evaluations
and recommendations are offered:
(1) Based on the soil test borings, excavated on -site soils (excluding any organics and
debris) can be used as structural fill. Some moisture content adjustment will probably be necessary
to achieve proper compaction. If water must be added, it should be unifomily applied and
thoroughly mixed into the soil by discing.
(2) We recommend that the contractor have appropriate disc harrows on site during
earthwork for both drying and wetting the soils.
(3) Materials selected for use as structural fill should be free from roots and other
organic matter, trash, debris, and frozen soil, and stones larger than 3 inches in any dimension. The

following soils represented by their Unified Soil Classification System (ASTM D 2487) group
symbols will be suitable for use as structural fill GC, GM, SP, SW, SC, SM, ML and CL_ The
following soil types are considered unsuitable: Pt, OH, OL, GP, GW, MI-i and CH.
(4) Suitable fill soils should be placed in lifts of maximum 8 inches loose measurement.
The soil should be compacted by mechanical means such as steel drum, sheepsfool, tamping, or
rubber -tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping roller.
Periodically rolling with heavily loaded, rubber -tired equipment may be desirable to seal the surface
of the compacted fill, thus reducing the potential for absorption of surface water following a rain.
This sealing operation is particularly important at the end of the workday and at the end of the week.
Within confined areas or foundation excavations; we recommend the use of manually operated,
internal combustion activated compactors ("wacker packers" or sled tamps). The compactors
should have sufficient weig t and striking power to produce the same degree of compaction that is
obtained on the other portions of the fill by the rolling equipment as specified. Where hand
operated equipment is used, the soils should be placed in lifts of maximum 4 inches loose
measurement.
(5) We recommend the structural fill and subgrades be compacted to the following
minimum percents of the modified Proctor maximum dn, density (ASTM D 1557):
Beneath structures and building 92 percent
slabs, to 5 feet beyond building
and structure line; around footings
and in trenches
Beneath paved areas, except top 12 inches 90 percent
Beneath paved areas, top 12 inches 95 percent
Beneath sidewalks and grassed areas 85 percent
i. Construction Quality Control Testing.
(1) Prior to initiating any structural fill placement and/or compaction operations, we
recommend that representative samples of the soils which wit! be used as structural fill or subgrade,
both suitable on -site soils and off -site soils (borrow), be obtained and tested to determine their
classification and compaction characteristics. The samples should be carefully selected to represent
the full range of soil types to be used. The moisture content, maximum dry density, optimum
moisture content, grain -size and plasticity characteristics should be determined. These tests are
required to determine if the fill and subgrade soils are acceptable and for compaction quality control
of the subgrades and structural fill. Tests for the above soil properties should be in accordance with
the following:
Moisture Content ASTM D 2216
Maximum Dry Density and Optimum Moisture ASTM D 1557
Grain -Size (Wash No. 200, less hydrometer) ASTM D 422 and D 1140
Plasticity ASTM D 4318

Permit Number:��(iv�o.� G�o%3
(to be provided by DWQ)
Drainage Area Number:
Bioretention 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 operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month 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:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
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.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4

BMP element:
Potential problems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
pH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of properly and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3
Page 2 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
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-Bioretention O&M-Rev.3 Page 3 of 4

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:SOF Rowe Training Complex Phase III
BMP drainage area number:I A, 1 B 2 & 3
Io
Date:
Note: The legally responsible party 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 1 , and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Form SW401-Bioretention I&M-Rev. 2 Page 4 of 4

S WMP
Drainage Calculations
Ready State Isolation Building
Rowe Phase IV
Infiltration Basin
Moorman, Kizer & Reitzel, Inc.
115 Broadfoot Avenue
Fayetteville, North Carolina 28305
Phone: [phone]
Fax: [phone]
Firm #F-0106

Erosion Control Narrative
Amendment to SOF Rowe Phase III Project
For inclusion of the
SOF Rowe Training Facility -Phase 4
Ready State Isolation Building Project (3B)
Camp Mackall, N.C. Part A
Proiect Description
The purpose of this project is to construct a 12000 SF Ready Isolation Building including water,
sewer, power, communication, drainage and erosion control. In addition to the Construction an
existing 1800 SF facility will be removed. The disturbed area is 1.73 Ac. All utilities that exist in
the area of new construction are to be removed and new utilities installed to connect to the
existing utilities to remain The project is located within the boundary of Camp Mackall at the
South West corner of the Rowe Training Center in Richmond County. The project is planned to
begin construction August 01, 2006 and will have a construction period of 510 days.
Site Description
The site is located approx 3.8 miles south of Pine Bluff N.0 and is located at the Rowe Training
Center on Camp Mackall Military Reservation. The site is heavily wooded to the south and east,
to the north and west is existing Phase II and Phase III construction by Todd Construction and
Sauer Inc. This Design Build Project will be constructed by Sauer construction. Currently the
sediment trap for the Phase ❑I approved plan is in the location of the proposed Phase IV
construction limits. This trap will need to be removed after the Phase IV (Permanent
detention/Infiltration - temporary sediment basin) and other erosion control measures are
constructed. Slopes in the area are approx 0.5 to 1.6 percent.
Adjacent Property
Land use in the vicinity is primarily Wooded to the south and east, to the north and west is the
Rowe Training Center which incorporates substantial low impact development measures.
Soils
Soils in the building area are generally SM silty coarse sand and silty medium sand to a depth of
3.5 feet, SP fine to coarse medium sand to a depth of 8.0 feet and SC clayey fine to coarse sand
to a depth of 25 feet. A boring log of the soils at the center of the site is attached for reference. It
should be noted that ground water was not encountered in the boring indicative of soils that are
well drained. The foregoing descriptions are based upon a 25' depth soil boring. Soils in the
undeveloped areas are mapped as BaB, (Blaney Loamy Sand). BaB soils are well drained soils
on side slopes of uplands. Typically the surface layer is dark grayish brown loamy sand 4 inches
thick. The subsurface layer is light yellowish brown loamy sand 21 inches thick. The subsoil is
37 inches thick and is brown yellowish sandy clay loam. The underlying material to a depth of

80 inches is yellow loamy coarse sand. Permeability is moderate and available water capacity is
good
Construction Schedule
1. Preconstruction Conference
2. Install gravel construction entrance
3. Install sediment control devices and begin maintaining.
4. Install tree Protection
5. Clear and grub area for sediment basin
6. Strip and stockpile topsoil for use on site.
7. Construct temporary sediment -permanent detention/infiltration basin and begin
maintaining
8. Install culvert under trail and rip rap outlet of culvert
9. Remove Phase III sediment trap
10. Perform Site demolition
11. Install water distribution, electric, gas, comm. etc. utility mains only
12. Rough Grade site
13. Construct utilities "services" to facility and below grade plumbing etc. under foundation
14. Construct foundation and build facility
15. Grade swales as indicated and armor as indicated
16. Fine grade site
17. Install gravel around building area, Seed and mulch remaining disturbed area
18. Remove impermeable soils due to sediment storage etc. from infiltration/detention basin
(approx. I foot depth -to be determined at final cleanout) from basin and replace with
permeable soils.
19. Pre -final Inspection
20. Contractor address prefinal punch list
21. Final Inspection and Acceptance including NCDENR Representative.
22. Remove temporary erosion control measures.
23. Begin 1 year warranty period.
Planned Erosion and Sediment Control Procedures
The existing Erosion Control measures in Phase III will remain functional and be maintained by
the Phase III Contractor until such time that the phase III Contractor demobilizes after the site is
established and accepted by NCDENR and Owner. The majority of the Phase III drainage area
will discharge to bio retention basins designed as part of Phase Ill by others to infiltrate the
difference between the 25 year post and pre construction runoff.
The Rowe Phase IV Temporary Sediment Trap- Permanent Detention/Infiltration Basin will
store the difference between the 25 Yr Post construction and the 25 year preconstruction runoff
less the storage included in the upland bio retention basins. The storage in the basin excludes all
infiltration losses and is therefore a more conservative design.

All Runoff in the drainage area will be directed to the Phase IV Temporary sediment trap -
Permanent Infiltration/Detention Basin. After the site is stabilized the Contractor will be required
to remove approx 1' of soil from the bottom of the Temporary sediment trap and replace with a
permeable material prior to converting the trap to a permanent detention/Infiltration basin, this is
to insure that soil impacted with fines is removed insuring infiltration in the basin is not
impeded.
Silt fence is utilized around the staging, storage and demolition areas as well as along the
perimeter of the site. A gravel construction entrance will be installed at the site entrance. A rock
check dam will be installed in the trapezoidal swale to the immediate south of the proposed
facility. In addition the trapezoidal swale will be lined with straw and net matting after seed bed
is prepared to provide channel protection. The inlet area of the 24" culvert crossing the trail at
the terminal end of the trapezoidal swale will have the bank stabilized with filter fabric, stone
filter and Class I rip rap. The outlet of the culvert will be armored with rip rap and filter fabric
under layment to eliminate scour. The temporary sediment trap/permanent detention/infiltration
basin itself has been designed to accommodate a floating orifice type skimmer as the principal
spillway to dewater the basin. This device incorporates a constant hydraulic head to maintain a
steady predicted outflow. The permanent basin principal spillway is designed to flow the
predevelopment flow of 1.82 CFS across the soil trail (approx 1 fps) which will be armored with
cellular confinement and filled with 6" No. 5 or No. 57 stone. This 1.82 cfs flow will flow to a
natural depression that has a drop inlet. The depression will further allow for infiltration into the
soils. The capacity of the down stream 18" storm is 6.21 CFS.
All measures are to be maintained periodically and after each rainfall occurrence. The Sediment
devices and drainage devices have been designed to accommodate flow for the 25 year event
while discharging only the 25 year preconstruction discharge flow. Silt fence shall be placed at
toes of all slopes. Temporary drainage under construction inlet protection shall be installed
during pipe construction and all entrances to culverts. The majority of area around the facility
will receive stone and the remaining disturbed areas not otherwise improved shall be grade,
topsoiled, amendments added seeded and mulched. After stabilization is achieved and final
inspection has occurred at the direction of NCDENR and Owner remove temporary measures.

`Id,
plWorksheet 2: Runoff curve number and runoff
jProject ✓ff'.±.:r J%^�ir�
Location l_-N r�F,/% y�/%/ji/z/!/ Checked
Circle one: Present) Developed
1. Runoff curve number (CN)
�L•
Date
Date
Soilname
hydro(cover
grohydrologic
(appe
Cover description
type, treatment, and
condition;
percent impervious;
connected/connected impervious
area ratio)
l/ Area
CN I
n
N I �i ©-acres
w ❑mi-
❑ `/,
m -a
E L
Product
of
CN x area
t�2GeV
i
��
�p, /w,
1/ Use only one CN source per line. Totals
CN (weighted) - total product =
total area
2. Runoff
= �_- Use CN G.JG
Frequency .............................. yr
Rainfall, P (24-hour) .................. to
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4,)
Storm #1
Storm #2
Storm 03
D-2 (210-VI-TR-55, Second Ed., June 1986)

Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project !�U✓✓�F� ��1?Gr_iL?—^ By /'/Vi Date
Location (f A''P, /J �t�f '/.-' j/� Checked Date
/
Circle one: Present 7 Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each
worksheec.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc only) Segment ID lt
1. Surface description (table 3-1) V Elv./I
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L < 300 ft) .......... ft
4. Two—yr 24—hr rainfall, P2
5. Land slope, s .............................. ft/ft r ✓ /
0.8
6. Tt OP000.5(S 00.4 _ �%,'._— Compute Tt ...... hr �. Z� +
�2 •.
Shallow concentrated flow Segment ID T'
7. Surface description (paved or unpaved) ..... af!00C6
8. Flow length, L ............... ft
9. Watercourse slope, s
C�
10. Average velocity, V (figure 3-1) ........... ft/s +U
ll. Tt 3600 V Compute Tt ...... hr ° +
Channel flow Segment ID
12. Cross sectional flow area, a ............... ft2
13. Wetted perimeter, pw ....................... ft
14. Hydraulic radius, r = a Compute r ....... ft
Pw
15. Channel slope, s ........................... ft/ft
16. Manning's roughness coeff., n ..............
2/3 1/2
17. V = 1.49 rs Compute V ....... ft/s
n
18. Flow length L ft
19. Tt J600 V Compute Tt ,,,,,, hr +
20
Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) .......
= EC j
hr
(210-VI-TR-55, Second Ed., June 1986) D-3

Worksheet 4: Graphical Peak Discharge method
Project
BY Date
Location
Circle one: Present/ Developed
i. Data:
Checked Date
4
Drainage area ..........l A©j= o•U1d31`a mil (acres/640)
Runoff curve number ....RCN _55 (From worksheet 2)
Time of concentration .. Tc 2. 3 "?- hr (From worksheet 3)
Rainfall distribution type -7Z- (I, IA, II, III)
Pond and swamp areas spread
throughout watershed ...... _ (%
2. Frequency ...............................
3. Rainfall, P (24-hour) ...................
4. Initial abstraction, I
(Use CY with table 4-1.)
5. Compute I /P ......................
percent of Am (_ acres or mil covered)
Storm #1 Storm Gt2 Storm 43
yr /2
in
in /1 r Jim /i. ?*G
6. Unit peak discharge, (q�................. csm/in
(Use Tc and Ia/P with exhibit 4 _)
7. Runoff,t'QD.. ...............
(From worksheet 2). ••• ••••
8. Pond and swamp adjustment factor,tF .,
(Use percent pond and swamp area ��
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9. Peak discharge, q ......................
P
(where qP = quAmQF )
P
in
x / tt
T 6;
D-4 (210-VI-TR-55, Second Ed., June 1986)

I
Worksheet 2: Runoff curve number and runoff
Project
Location
Circle one: Present Developed —I
1. Runoff curve number (CN)
By Date
Checked Date
Soil name
and
Cover description
/ Area
I
1
Product
hydrologic
(cover type, treatment, and
CN
of
CN x area
group
hydrologic condition;I
acres
percent impervious;
m
`" `" ❑ mil
(appendix A)
unconnected/connected impervious
area ratio)
❑ i
�dqn3,
(o
i
i
-L/ Use only one CN source per line.
Totals =
CN (weighted) - total product _ 60 0 .�
total area � r S� Use CN
G.
2. Runoff ./
Frequency ............................
.. yr
Rainfall, P (24-hour) .................. in
Runoff, Q .............................. in
(Use P and CN with table 2-1, fig. 2-1,
or eqs. 2-3 and 2-4.)
Storm #1
Storm #2
Storm q3
D-2 (210-VI-TR-55, Second Ed., June 1986)

Worksheet 3: Time of concentration (Tc) or travel time (Tt)
Project - By Date
Location Checked Date
Circle one: Presen Developed
Circle one: T T ugh subarea
17Bid�G�
c t
Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc only) Segment ID
1. Surface description (table 3-1) ............
2. Manning's roughness coeff., n (table 3-1) ..
3. Flow length, L (total L < 300 ft) .......... ft
4. Two-yr 24-hr rainfall, P2 .................. in
5. Land slope, s .............................. ft/ft
0.8
6. Tt = 0.00075(nL0 )4 v as Compute Tt ...... hr
P2 s Ci,937.RO
Shallow concentrated flow Segment ID
7. Surface description (paved or unpaved) .....
8. Flow length, L ............................. ft
9. Watercourse slope, s ....................... ft/ft
10. Average velocity, V (figure 3-1) ........... ft/s
11. It 3600 V 5'_'_.._ Compute I ...... hr
Channel flow Segment ID
12. Cross sectional flow area, a ............... ft2
13. Wetted perimeter, p w ....................... ft
14. Hydraulic radius, r - a Compute r ....... ft
P
w
15. Channel slope, s ........................... ft/ft
16. Manning's roughness coeff., n ..............
2/3 1/2
17 V - 1.49 r s Compute V ft/s
18.
19.
20
n ......
Flow length, L ............................. ft
Tt 3600 V Compute ute Tt + _
hr
Watershed or subarea Tc or Tt (add I In steps 6, 11, and 19) ... hr �r
(210-VI-TR-55, Second Ed., June 1986) D-3

Worksheet 4: Graphical Peak Discharge method
Project
Location
Circle one: Present Developed
1. Data:
By
Checked
Date
Date
Drainage area ..........�= 'N'03942mi2 (acres/640)�-�,�y9,G
Runoff curve number .... CN = -7k (From worksheec 2) `.J
Time of concentration .. Tc ; hr (From worksheet 3)
Rainfall distribution type = (I, IA, II, III)
Pond and swamp areas spread J
throughout watershed ...... _ /. L percent of Am (_ acres or mil covered)
Storm ;II Storm 22 1 Storm rt3
2.
Frequency ...............................
yr
3.
Rainfall, P (24-hour) ...................
in
4,
Initial abstraction, I .................
in
���%y U.b�iG.� �9,0;1
(Use CY with table 4-1.)
5.
Compute I /P .......................
a
t p
6.
Unit peak discharge,,,,,,,,,,,,,,,,,,
csm/in
q
`� �S 3 L ,�2
(Use Tc and Ia/P with exhibit 4 _)
7.
Runoff, Q ...............................
in
3,2
A7 G%
(From worksheet 2).
8.
Pond and swamp adjustment factor, F
(Use percent pond and swamp area p
with table 4-2. Factor is 1.0 for
zero percent pond and swamp area.)
9.
Peak discharge, qp ,,,,,,,,,,,,,,,,,,,,,,
cfs�
(Where qP = quAmQF ) -- -
P
D4 (210-VI-TR-55, Second Ed., June 1986)

Worksheet 6a: Detention basin storage,
peak outflow discharge (qo) known
Pro 'e ct ..- 3'!a L IZ�;1��{ `" (�-f7 ..-..j.�,� l By Date
J c�.t!
Location Checked Date
Circle one: Present Developed
1. Data:
Drainage area .......
Rainfall distribution
type (I, LA, II, III)
Detention basin storage
V
6.
�j
�t7�3/ mil ys
r ..q .............
0
(Use with figure
q
i
Is[ 2nd
stage I sta e
2. Frequency ...... yr Z 5
91
4.
W
6-1)
7. Runoff, Q ...... in 3-
(From vorksheet 2) 41
E
Peak inflow.dis— T„ Cyr t�.��,
charge, q . cfsf�
(From vorksheet 4 or 5b)
1/
Peak outflow dis—
charge, q0 .... cfs
10.
Compute — q° lI0? // 113�
1/ 2nd stage qo includes Ist stage q
0
Vunoff volume, L,� r ac-ft
(Vr - QAm53.33) 4,?i o.o/p3 CO A7„)
Storage volume,
Vs .......... ac—ft
7
Maximum stage, E
max
(From plot)
J 3 6G)
AW,
(210-VI-TR-55, Second Ed., June 1986)
D-7

( fI LL I'l L-11- / l nl\j
ZS^
Co Er,-7 &&*/iV to 4r
;r ;i 1IC5 Ir =
I� ' i#5ItiJ b-5 I = I&zZ� s-
„
�A
5YJl,4�lE2 Z
,�:
1-
-
--
i
i°✓G 4 f E
�L�f'

Temporary Sediment Trap Permanent Infiltration/Detention Basin Dewatering Device
Calculation.
Calculate Dewatering Skimmer Size
Calculate Skimmer Drawdown (2" Head)
Skimmer Sizing - 29,595 ft' Runoff Storage
48 hr dewater
Calculate Drawdown
48 Hour Drawdown-
29,595 ft'
(2) 24 hr (60 min)(60 sec)
Calculate Orifice Size
= 0.17 cfs required drawdown rate
Q = CdA 42gh
Q = 0.17cfs = 0.62 (A) g2(322)(.16')
A = 0.17cfs = 3-99A
1.99 4-.99
A=0.0854 sq. ft. (area of orifice)
Calculate Orifice Diameter
Area = 0.25 nd2
0.0854= 0.25 (3.14)(d2)
0.0854 = 0.7.85 d2 ; d2 = 0.1088 = 0.329'
0.785 0.785
n? `) (ram, f
.r
)3 LS
n Vk f \. q
V \,
Jy'��a�
(12") , Orifice dia = 3.95 inch
Use (4" Faircloth skimmer) with 3.95" diameter orifice to dewater.

Worksheet for Temp. Sediment Trap- Permanent Infiltration/Detention Basin
Principal Spillway Broad Crested Weir
Project Description
Flow Element:
Broad Crested Weir
Solve For:
Discharge
Input Data
Headwater Elevation:
333.20
ft
Crest Elevation:
333.00
ft
Tailwater Elevation:
330.00
ft
Crest Surface Type:
Gravel
Crest Breadth:
25.00
ft
Crest Length:
8.00
ft
Results
/1
Discharge:
1.85
W/s
Headwater Height Above Crest:
0.20 ��
ft
Tailwater Height Above Crest:
-3.00 !/ r
ft
Weir Coefficient
2.59 ([�
Us
Submergence Factor:
1.00
Adjusted Weir Coefficient:
2.59 / Y
US
Flow Area:
1.60 _ �!
ft'
Velocity:
1.16
Ns
Wetted Perimeter:
8.40
ft
Top Width:
&00
ft
J
/�.a'l�:ila�d GGrt ilrJi'v2�<"i'•

i
Hole No. B-2
C
c 1.w1s N/A
SE" E REMAF
ffr
6 MAY 03
DRILLING LOG ° r s -
SODTH ATLANTIC
IImA11Ana1 -
FORT BRAGG. NC
s4
lem, 2 $�
I- fir SOF ROWE TRAINING COMPLEX. PH II
Ia. 9....Ttts s.. 2.25- I.D. NSA
L.I. 55325, FY-04
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EARIN FILLI MEDIUM DENSE.
DARK GRAY A BROWN. SILTY
fFIOIST,
LETO COARSE SAID ISM1. tITH FILE
RAVEL
331.0
LOOSE, MOIST, BROWN. SILTY FINE TO
2
MEDIUM SAND (SM)
3
329.0
4
VERY LOOSE TO LOOSE, MOIST. LIGHT
SLIGHTLY FINE TO COARSE SAID.
(Sp1
5
6
7
324.5
8
kfDIUW DENSE. MOIST. ORANGISH-BROWN
CLAYEY FINE TO COARSE SAID (SC)
9
10
11
12
13
DRILLM LOG (Cont Sh"0 A
32.5 m s tLLE
rlm Hole No. 8-2
Fw"TSOF ROWE TRAINING COMPLEX.PH I I IMST1LLATla s1EET 2
L.I. 55325, FY-04 FORT BRAGG. NC a 2 alms
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17

X
IMrATER ENCOMTERED
CAVE-IN AT 17.0'
KOWS ARE SHOWN 1 FT.
TOP OF DRIVE.

0
t fj� 1—m^.➢�a
�#
1
Basin
ltk
Big_ asin._t
v
• g..� .l K� S S.y.__
At It-
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Depression No
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Drainage Outlet
MF�''i''
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e
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e Outlet
i
Predevelopment Drainage Area Map
{ Scale 1 " = 90'
I

Drainage Calculations
SOF Rowe Phase IV
Training Facility
Ready Building
Camp Mackall, NC
Richmond County, NC
June 21,.2006
Moorman, Kizer & Reitzel, Inc.
115 Broadfoot Avenue
Fayetteville, North Carolina 28305
Phone: [phone]
Fax: [phone]

Cover Sheet
Financial Form (For information only)
Narrative
Calculations Rowe Ready Building Phase IV
Drainage Calculation Sheet page I
Cale. Storm Drain Pipe page 2-4
Drainage Swale Calculation page 5-17
Drainage Area Site Map
Roof Drain Area Map
Specifications

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name SOF Rowe Training Complex Phase IV Ready Building
2. Location of land -disturbing activity: County Richmond City or Township Camp Mackall
Highway/Street Special Forces Way Latitude 35.047 N Longitude 79.489 W
3. Approximate date land -disturbing activity will commence: —August 1 2006
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Military Training
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): Additional 1.98
6. Amount of fee enclosed: $ 600.00 . The application fee of $50.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450).
7. Has an erosion and sediment control plan been filed? Yes No X Enclosed
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Craig
Lantz
E-mail Address
iennings.c.lantz(d-)us army mil
Telephone
910-396-2301
Cell # N/A
Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Fort Bragg
Name
Bldg 3-1631 Butner Road
Current Mailing Address
J Fort Bragg NC 28310-5300
City State Zip
10. Deed Book
910-396-4009
Telephone
Current Street Address
City State
910-432-6908
Fax Number
Zip
Page No. Provide a copy of the most current deed.
Part B.
I 1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Name E-mail Address
!� Current Mailing Address Current Street Address
1 City State Zip City State
` Telephone Fax Number
r�

Erosion Control Narrative
SOF Rowe Training Facility -Phase 4
Ready Building Project
Camp Mackall, N.C.
Project Description
The purpose of this project is to construct a 24000 SF Ready Building including water, sewer,
power, communication, drainage and erosion control. In addition to the Construction 4 existing
2500 SF facilities will be removed. The disturbed area is 1.98 Ac. All utilities that exist in the
area of new building construction are to be removed and new utilities installed to connect to the
existing utilities to remain The project is located within the boundary of Camp Mackall in the
middle of the Rowe Training Center in Richmond County. The project is planned to begin
construction August 01, 2006 and will have a construction period of 510 days.
Site Description
The site is located approx 3.8 miles south of Pine Bluff N.0 and is located at the Rowe Training
Center on Camp Mackall Military Reservation. The site is bounded by existing facilities. This
Design Build Project will be constructed by Sauer construction. Slopes in the area are
approximate 0.5 to 1.6 percent.
Adjacent Property
Land use in the vicinity is developed brick/block training facilities with gravel streets and
contonement areas around facilities.
Soils
The site is currently improved with approximately 6" gravel at the surface. Soils below the
gravel are generally SP fine to course sand and silty fine to course sand to a depth of 12 feet, SW
fine to coarse medium sand to a depth of 20 feet. A boring log of the soils at the center of the
site is attached for reference. It should be noted that ground water was not encountered in the
boring indicative of soils that are well drained. The foregoing descriptions are based upon a 20'
depth soil boring.
Construction Schedule
I. Preconstruction Conference
2. Install gravel construction entrance
3. Install sediment control devices and begin maintaining.
4. Install tree Protection
5. Perform Site demolition l
6. Install water distribution, electric, gas, comm. etc. utility mains only
7. Rough Grade site
►1
i

Erosion Control Narrative
SOF Rowe Training Facility -Phase 4
Ready State Building Project
Camp Mackall, NC
Page 2
8. Construct utilities "services" to facility and below grade plumbing etc. under foundation
9. Construct foundation and build facility
10. Grade swales as indicated and armor as indicated
11. Fine grade site
12. Install gravel around building area, Seed and mulch remaining disturbed area
13. Pre -final Inspection
14. Contractor address prefinal punch list
15. Final Inspection and Acceptance including NCDENR Representative.
16. Remove temporary erosion control measures.
17. Begin I year warranty period.
Planned Erosion and Sediment Control Procedures
The majority of the Phase 4 Ready Building drainage area will discharge to underground roof
leaders and drop inlets designed for the 25 year storm and tied into the existing drainage system.
' Silt fence is utilized around the staging, storage and demolition areas as well as along the
perimeter of the site. A gravel construction entrance will be installed at the site entrance.
Inlet protection will be placed at inlets along the site perimeter and the new drainage boxes.
i During pipe construction temporary drainage under construction will be utilized.
All measures are to be maintained periodically and after each rainfall occurrence. The Sediment
(� devices and drainage devices have been designed to accommodate flow for the 25 year event.
Silt fence shall be placed at the toes of all slopes. The majority of the area around the facility will
receive stone and the remaining disturbed areas not otherwise improved shall be graded,
t l topsoiled, amendments added seeded and mulched. After stabilization is achieved and final
(I inspection has occurred at the direction of NCDENR and Owner temporary measures shall be
removed.
I�

r►
r
F.

t d t f4�4(
if f T.
Worksheet for Circular Pipe - 1
Project Description I
Flow Element: Circular Pipe ��—
Friction Method: Manning Formula
Solve For: Normal Depth
Input Data
Roughness Coefficient:
0.011
Channel Slope:
0.00500
ft/ft
Diameter.
1.00
ft
Discharge:
0.47
ft'/s
Results
Normal Depth:
0.27
ft
Flow Area:
0.17
ft'
Wetted Perimeter.
1.09
ft
Top Width:
0.89
ft
Critical Depth:
0.28
It
Percent Full:
26.9
%
Critical Slope:
Velocity:
0.00401
^"1
2.77� j
J�.
�r/
ft/ft
Ws
Velocity Head:
0.12
ft
Specific Energy:
0.39
ft
Froude Number.
1.11
Maximum Discharge:
3.20
ft'/s
Discharge Full:
2.98
ft /s
Slope Full:
0.00012
ft/ft
Flow Type:
Supercritical
�I
GVF Input Data
Downstream Depth:
0.00
ft
Length.
0.00
ft
II
Number Of Steps:
0
GVF Output Data
Upstream Depth:
0.00
.
fl
Profile Description:
WA
Profile Headloss:
0.00
It
Average End Depth Over Rise:
0.00
%
Normal Depth Over Rise:
0.00
%
Downstream Velocity:
0.00
fl/s

titaY = Z 3� `f o"ly ZGIB
Worksheet for Circular Pipe - 1
Projectbescription
Flow Element.
Circular Pipe
Friction Method:
Manning Formula
Solve For:
Discharge
Input Data
Roughness Coefficient:
0.011
Channel Slope:
0.00500
Rift
Normal Depth:
1.00
ft
Diameter.
1.00
ft
Results
Discharge:
2.98
ft31S
Flow Area:
0.79
ft'
Wetted Perimeter:
3.14
It
Top Width:
0.00
It
Critical Depth:
0.74
It
Percent Full:
100.0
%
Critical Slope:
0.00621
1U1t
Velocity-
3.79
ft/s
Velocity Head:
0.22
It
Specific Energy:
1.22
It
Froude Number:
0.00
Maximum Discharge:
3.20
ft3/s
Discharge Full:
2.98
ft3/s
Slope Full:
0.00500
1V ft
Flow Type:
SubCri ical
GVF Input Data.
Downstream Depth:
0.00
It
ueri9th:
0.00
It
Number Of Steps:
0
GVF:Output
;
upstream Depth:
0.00
It
Profile Description:
WA
Profile Headloss:
0.00
It
Average End Depth Over Rise:
0.00
%
Normal Depth Over Rise:
0.00
%
Downstream Velocity:
0.00
ft/s

Worksheet for Circular Pipe - ICY/,5 ,� / �+ 0
Project Description
Flow Element:
Circular Pipe
Friction Method:
Manning Formula
Solve For.
Full Flow Capacity
Input Data
Roughness Coefficient:
0.013
Channel Slope:
0.00800
WIt
Diameter.
1.25
ft
Results
Discharge:
5.78
ft/s
Normal Depth:
1.25
1t
Flow Area:
1.23
ft'
Wetted Perimeter.
3.93
ft
Top Width:
0.00
ft
Critical Depth:
0.97
ft
Percent Full:
100.0
%
Critical Slope:
0.00885
ft/ft
Velocity.
4.71
tt/s
Velocity Head:
0.34
ft
Specific Energy:
1.59
ft
Froude Number:
0.00
Maximum Discharge:
6.21 Z 1
1P/s
Discharge Full:
(� /
5.78��_
ft'/s
Slope Full:
/j
-00 j�
ry/g
Flow Type:
SubCritical /
GVF Input Data
Downstream Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
GVF Output Data,... .•_
.. -
Upstream Depth:
0.00
R
Profile Description:
WA
Profile Headloss:
0.00
ft
Average End Depth Over Rise:
0.00
%
Normal Depth Over Rise:
0.00
%
Downstream Velocity:
0.00
tt/s

Worksheet for 2a.1
Flow Element:
Trlargular Channel
Friction Method:
Manning Formula
Solve For.
Normal Depth
F -a 51,1 i�NY, vt.,,.r
r �� y- -- rr..u,%r,z
J'un41,
Roughness CcelTicierrt
0.033
Charnel Slope:
0.006w
ft/ft
Left Side Slope:
3.00
ft/ft (H: V)
Right Side Slope:
3.00
ft/ft (H:V)
Discharge:
0.07
ft/S
Normal Depth:
0.17
ft
Flow Area:
0.09
ft
Wetted Perimeter.
1.09
ft
Tap Width:
1.03
ft
Critical Depth:
0.13
ft
Critical Slope:
0.04282
ft/ft
Velocity
0.79
We
Velocity Head:
0.01
ft
Specific Energy
0.18
It
Frarde Number:
0.48
Flow Type:
SWvibcal
GVF.brp'A Data, '§
,.r�++�: .. �., , a,-'rz� ...
Darwstrearn Depth: 0.00 It
Length: OM ft
Nurturer Of Steps: 0
Upstream Depth:
0.00
ft
I 1
I
Profits Description:
WA
Profile Fps:
0.00
ft
Dowrstrcarn Velocity:
0.00
Ns
(,
Upstream Velocity:
0.00
Ws
Normal Depth:
0.17
It
(7
Critical Depth:
0.13
ft
l! {I
Ctarrcl Slope:
0.00sw
ft/ft
Critical Slope:
0.04262
It/ft
III

worksheet for 2a.2
a,
Flow Element Trsw g Channel
Friction (Method: Nanning Formula
Solve For. Normal Depth
triptrt�Daa i'1u�`ik c s "e<' R3 sr '� r c t , r qM 4 Uyy
, .
Roughness Coefficient:
0.033
Channel Slope:
0.00780
Nft
Left Side Slope:
3.00
ft/ft (H: V)
Right Side Slope:
3.00
Nft (H:V)
Discharge:
0.13
ft'/s
RewMsgst
Normal Depth:
0.22
ft
Flow Area:
0.15
ft'
Welted Perimeter
1.40
ft
Top Width:
,I
1.33
ft
Critical Depth:
0.16
It
Critical Slope:
0.03923
Nft
VebW
0.88
ft/s
Velocity Head:
0.01
ft
Specify Energy.
0.23
It
Froude Number:
0.47
Flow Type:
Subontical
�.
� F
� G�✓�d �iun3«s§'h t
F,ll,n;��;i'+xh�. �t>tt'` ,. �::oYT1��F4
.}. :'�]J', FS�i %IJ]�-'"F,x .rrxx i�
« .
Downstream Depth:
0.00
ft
Length:
0.00
It
�)
Nunnbr Of Steps:
0
tixE
Upstrem Depth:
0.00
ft
Profile Description:
WA
Profile Headbss:
0.00
ft
j
Oownstream Velocity:
0.00
ft/s
1
Ll;i m Velocity:
0.00
ft/s
N�l Depth:
0.22
It
11
Crifical Depth:
0.16
It
Channel Slope:
0.09780
ft/ft
f-f
CftWW slope:
OM923
Nft

Worksheet for 2b.1
Flow Element:
Tria;gular Channel
Friction Method:
Manning Formula
Salve For.
Normal Depth
input
Roughness Coefficient:
M033
Channel Slope:
0.00760
ft/ft
Left Side Skye:
3.00
ft/ft (H: V)
Right Side Slope:
3.00
ft/ft (H:V)
Dscharge:
0.13
ft'ie
cAM7
',S_`.C.sS€:..t .c
i_.�kiC•..?SG9`�:s`^.x,..^. .n u..x..._: `�:+. a1•j*. 1.,
�.'�.%.,,.v
Normal Depth:
022
ft
Flow Area:
0.15
ft'
Wetted Perimeter.
1 AO
R
-
Top Width:
1.33
It
Critical Depth:
0.16
ft
Critical Slope:
0.03923
ft/ft
'
Velocity:
0.88
R/s
Velocity Head:
0.01
It
Specific Energy!
023
ft
Froude Number:
0.47
Flow
Srbcribcal
yType: h
Downstream Depth:
0.00
ft
Length:
OAO
ft
Number Of Steps:
._f+s?0
^,iT.,t,SAl;K'jy y.Y Tyc Fib&' �^y�T' r
!Z
"5,m
Upstream Depth:
0 w
R
ProMe Description:
WA
Pmfie Headbss:
0.00
ft
Dm nstream Velocity:
0.00
R/s
t.
1.
Upstream Velocity:
0.00
Ms
Normal Depth:
0-22
ft
I(
Critical Depth:
0.16
R
_
! _�
Channel Slope:
0.00780
Rift
Critical Slope:
0.03923
JIM
nn
I I

Worksheet for 2b.2
Flow Element: Trfangufar Channel
Friction Method: Manning Formula
Solve For: Normal Depth
y A
r r
Roughness Coefr
0.033
Channel Slope:
0.00660
ft/ft
Left Side Slope:
3.00
tuft (H:V)
Right Side Slope:
3.00
rt/ft (H:V)
Discharge:
0.13
ft'/s
.
�0
Normal Depth:
22
R
Flow Area:
0.14
ft'
Wetted Pemneter.
1.37
ft
Top Width:
1.30
ft
Critical Depth:
0.16
It
' Critical Slope:
0.03925
ft/ft
I Vebcity
0.92
ft/s
Velocity Head:
0.01
It
. Specific Energy
0.23
ft
Froude Number:
0.49
Flaw Type:
Subcritical
l
4.l♦f f'€Nti. b'Fx
"k Y r"' _. 'y,:
'
Nx1"`Dataylttl9 r+f kALL{% {.<
S:a y
Downtream Depth:
OM
it
j-�
Length:
0.00
ft
j
Numba Of Steps:
0
GYF Ordptdt m sw v
1 Upstream Depth:
0.00
It
Profile Description:
WA
Profile Fps:
O-00
It
} Downstream VebW
0.00
ft/s
Upstream Velocity.
O.00
Ns
iNormal Depth:
0.22
It
L_ Critical Depth:
0.16
ft
Chan nel Slope:
0.00860
ft/ft
Critical Slope:
0.03925
ft/ft

Worksheet for 2c.1
Flow Ek TWYt
Triangular Channel
Friction Method:
Manning FormWa
Solve For
Normal Depth
. ..
.
Roughness Coefficient:
0.033
Charnel Slope:
0.02550
ft/ft
Left Side Slope:
3.00
ft/ft (H:V)
Rigid Side Slope:
3.00
f fft (H:V)
Dimchhaarge:
0.16
fr/s
Normal Depth:
0.19
ft
Flow Area:
0.11
fe
Wetted Perimeter
1.21
ft
Top Width:
1.15
ft
Critical Depth:
0.18
ft
Critid Slope:
0.03817
ftAt
Ve":
1.45
Ms
Velocity Head:
0.03
ft
Specific Energy:
0.22
ft
Froude Number:
0.83
Flow Type:
Subcnbcal
•,-
�. F
Downstrean Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
T A
x
Upstream Depth.
0.00
ft
Profile Description:
N/A
Profile Headloss:
0.00
It
13mmstrearn Velocity
0.00
ft/s
Upstream Velocity
0.00
ft/s
Norval Depth:
0.19
ft
Crlocal Depth:
0.18
ft
Channel Slope:
0.02550
8flt
Critical Slope:
0.03817
ft/ft

Worksheet for 2c.2
47
FPn.�r
low Element Triangular Charnel
Felon Method: Manning Formula
Solve Far Normal Depth
. eYr^OB�d MV""i'. i�.'kS�"1 rJ Jryi : '�y`� S s y Xv �� ¢g'i;y¢p�V : .� "� •Ms'
Roughness Coefr a & 0.033
Channel Slope: 0.04750 ft/ft
Left Side Slope: 3.00 ft/ft (H:V)
Right Side Slope: 3.00 ft/ft (H: V)
Discharge: 0.16 ft'/S
5AS Sjt1"L MY4{ SY��} ''fYi i rr{'+.� i�ry, 'ili ,I,. 5 f
'4N v' iy�w, > Y
..
o. 2k�.yV .,. .
� Nonnal Depth:
0.17 It
l Flow Area:
0.09 ft'
Wetted Perimeter
1.08 ft
i Top WMth:
1.02 ft
Critical Depth:
0.18 ft
Critical Slope:
0,03817 ft/ft
Velocity:
1.83 ft/s
Velocity Head:
0.05 ft
Specft Energy:
0.22 ft
Froude Number:
1.11
Flow e:
trp
Sernclocal
�T.ry�p
ii
G ±lnpt& tlata'S^f ral{1vxW"+..{e
..er ^%n'L'1>xv(5wn_.s:
.` P.. .. 3,.x.,S'xfi•.i �. !r:»t`h'% h' -urn,'.. r_asYn .>i*.'.Y k:Karh xurr -
y
Dowrstrearn Depth:
_
0.00 ft
Length:
0.00 ft
Number Of Steps:
0
y?... K" ry „F'^yra
rvx�ae:�vra.+,tt.raSYf�At�a.'^1txea�...r3E..f+�s."r'ft'iw"��.w MOM �
jl
Dlrstiemn Depth:
OAO ft
,1 Profile Desuiptiar:
WA
Profile Headbss:
0.00 ft
Downstream Velocity:
0.00 Ns
Upstream Velocity
0.00 ft/s
Nanrral Depth:
0.17 ft
CdbcW Depth:
0.18 ft
Charnel Slope:
0.04750 ft/ft
j1
Critical Slope:
0.03817 ft/ft

Worksheet for 2c.3
proJect}DQS. -
x rncCf,.
Flow Element: Triangular Channel
Friction Mettwd: MwuwV Formula
Sable For: Normal Depth
input Data "� h'W:":r�'/.fiY`
Rougfiness Coefficient 0.033
Channel Slope:
0.01000
R/ft
Left Side Slope:
3.00
ft/ft (H:V)
Right Side Slope:
3.00
R/ft (H:V)
Discharge:
0.08
ft3/S
Resuflsff
L'y.
: v kv Ss
.. .L nW.N(i"A4.�..e� L ��.a'.1..i,
x.S Jaen A•}�.✓�'fi �°�615
-tin- f� ,,, n.4:.
Normal Depth:
0.10
It
Flow Area:
0.09
IF
Wetted Penmeber:
1.11
It
Top WKM:
1.06
It
Critical Depth:
0.13
It
Cfbcal Slope:
0.04184
ft/ft
Velocity:
0.86
1Vs
Velocity Head:
0.01
ft
Specific Energy:
0.19
It
Fmucle Number
0.51
Flow Type:
Subcnbcal
Do mslrearn Depth: 0.00 It
Length: 0.00 ft
Number Of Steps: 0
GVF Oiitpt&t0hta 3' 'L. -`.r `NO Rk ax �+"P kxi s`><, 'ar rrve5 ,a �T£ ��yy,z, `asr "`" 4.M' k'
hC.v .nc.v4...k..aR
xv lu^r,3: k�1f�..
>nt,- ..X <.eu iuvP .. }n4 n'+..<fibR.0 su.�1'�"i.MIN
-upstream Depth:
0.00
ft
Profile DescnpbDn:
WA
Profile Headloss:
0.00
ft
Downstream Velocity
0.00
ft/s
Upstream VebW
0.00
ft/S
Normal Depth:
0.18
It
Cry Depth:
0.13
It
Channel Slope:
0.01000
ft/ft
Critical Slope:
0.04184
ft/ft

Worksheet for 3a
r„-,. ;tw+.te ,3w....."" . �.a:,�,rc�..,+x<.%n,4, .,F>5+. S i....,.�ut .. wc.. ..... vy a a b`:.. � ♦.. i.'
Flow Element: Triangular Channel
Friction Method: Manning Formula
Solve For Normal Depth
Roughness Coefficient:
0.033
Channel Slope:
0.02240
tuft
Left Side Slope:
3.00
Rift (H: V)
Rind Side Slope:
3.00
Rift (H:V)
i Discharge:
0.08
fP/s
_. y SF iirr y� r� Fen. u i r re
Normal Depth:
0.15
ft
Flow Any:
0.07
ft
Wetted Penmet r.
0.96
It
Top Wirth:
0.91
ft
Critical Depth:
0.13
ft
Critical Slope:
0.04183
Rift
Velocity:
1.16
ft/s
Velocity Head:
0.02
It
Specific Energy:
0.17
it
Fronde Number:
0.74
Flow Type:
Subcntical
Downshearn Depth:
0.00
ft
Length:
0.00
It
Number Of Steps:
0
W. r .. i*^2s;.—�. A' r'tirty';"$',Nzt , s�r,.1s.<=11'`"-,
�t
^�FiiXEJARI
Upstream Depth:
0.00
It
Prime Description:
WA
Profile Headloss:
0.00
It
Downstream Velocity:
0.00
RIS
Upstream Vebrity:
0.00
ft/s
Normal Depth:
0.15
ft
Critical Depth:
0.13
ft
Charnel Slope:
0.02240
fl/ft
Critical Slope:
0.04183
ft/ft

Worksheet for 3b
••.�.,,^"wa"•M^'••b{J±�S1 ��" t Fla{ a',XktY q! r� YS Y .i'n ��4
1'St��4��Ykt�E'��r`
Flow Element:
Triangular Channel
Friction Method:
Manning Formula
Solve For
Normal Depth
✓✓,.
1.,.,..t � ',]>i"�f fid F �
A { n �„ �
k ,yya i j'' d ✓i K� iF � X ' ¢f � ib�' a
,� .I
Rougfness Coefficient:
0.033
Charnel Slope:
0.02670
fti t
Left Side Slope:
3.00
RM (H:V)
Right Side Slope:
3.00
ft/ft (H:V)
Discharge:
fY/s
50.08 dd $$
i t,x>"egYiY v�i =`,: iY`'t;]h5✓ a a $xy iT YS 'dA1ProwT `irF4 hgij
Normal Depth:
0.15
ft
Flow Area:
0.06
ft
Wetted Perimeter.
0.93
ft
Top Width:
0.86
ft
Critical Depth:
0.13
It
Critical Slope:
0.04182
ft/ft
Velow
1.24
ft/s
Velocity Head:
0.02
It
Specific Energy.
0.17
ft
Frande Number
0.81
Flow Type:
Subcritkal
,�ry r i i
,
GVF a, rDa� .x•u+vatr r.a
F. (i`'-'3��
..Wxuz'.�e1 �a+5. w,' rs, % .�7"ha..'.
�.. N� e{!
I
Downstream Depth:
0.00
ft
Length:
0.00
ft
Number Of Steps:
0
Upstrea Depth.
0.00
It - I
Profile Description:
WA
Profile Headbss:
0.00
It
Downstream Velocity:
0.00
ft/s
Upstream Velocity:
0.00
t/S
Normal Depth:
0.15
ft
n
Critical Depth:
0.13
ft
l J
Chanel Slope:
0.02670
ftfft
Critical Slope:
0.04182
M t

Worksheet for 4a
Flow Element: Triangular Channel
Friction Method: Manning Formula
Solve For Normal Depth
IdDatatw- --s t, 'I'zc4iv"r
A
11:q'.i s.$.eayxJ3fi-`,.,t.,.
Roughness Coefficient: 0.033
Channel Slope: 0.008W ft/ft
Left Side Slope: 3.00 ft/ft (H:V)
Right Side Slope: 3.00 Wit (H:V)
Discharge: 0.09 ft31s
Re31Ats+ E 1LjWY� ¢ s d�jJ:Lr'�4 'M '"''x+Yf
z 1."�a.F
.
Normal Depth:
0.19
rt
Flow Area:
0.11
ft,
Wetted Perimeter:
1.20
ft
Top VV-K the
1.14
ft
Critical Depth:
0.14
ft
Critical Slope:
0.04121
Rift
VekaT
0.83
ft/S
Velocity Head:
0.01
ft
Specilk Energy:
0.20
ft
Froude Number:
0.48
Flow Type:
r,
Subcritical
�
Input
fCY��v:.!Y..r�iWatYaY
.
Downstream Depth:
0.00
It
Length:
0.00
ft
II ,I Number Of Steps:
0
�x+ 'N," < R m 1r s
GVFrxuq .,y,�r „�'x'=",u€„sh < tit=^s,.. r'�"'vt k �sMr:(
Upsbearn Depth:
0.00
It
Profile Desc iption:
WA
jj
Pmfde Headloss:
0.00
ft
Downstream VeIoW
0.00
t1/e
Upstream VeloW
0.00
1tls
Non" Depth.
0.19
ft
Critical Depth:
0.14
It
Channel Slope:
0.00850 -
Rift
1�
Critical Slope:
0.04121
Rift

Worksheet for 4b
4
Flow Element:
Triangular Channel
Friction Method:
Manning Formula
Salve For:.
Normal Depth
11nr W1y,r�. ,�
St `-
eGF4.A��Y � Y"i
Roughness Coefficient:
0.033
Channel Slope:
0.00570
ft/tt
Left Side Slope:
3.00
Will (H:V)
Right Side Slope:
3.00
ft/ft (H:V)
Discharge:
0.22
( .a y ,r (yW/S
Results $DT�91Jgi;2 IY m�"Yt�� 4f} 1 :il Y £Sb�ry�t' AS' �If�flYi
.Jpv.o=2f?~w'.s
Normal Depth:
0.29
ft
FIOW Area:
0.25
fP
Wetted Perimeter
1.81
ft
Top VVrdfh:
1.71
ft
Critical Depth:
0.20
ft
Critical Slope:
0.03658
fttft
Velocity:
0.90
fits
Velocity Head:
0.01
ft
Specific Energy:
0.30
ft
Froude Number.
0.42
Flow Type:
Subcritical
GVF,kiptRDateM1'�y. ....5<yl...�".''=.r;t�;,._*' }u.: fhM.,�.
Downstream Depth:R 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
q�a�'`.+•" r .#r„(x'-fin 's'. ,, J,-g*sw ...o, ,rr�`s, t ova::dr ".F fYpr r
.�:.ea..`'v-.'3�"`�x
Upstream Depth:
0.00
ft
Profile Description:
WA
Profile Headloss:
0.00
it
Dowarstrearn Velocity:
0.00
fits
Upstream Velocity:
0.00
fits
Normal Depth:
0.29
It
Critical Depth:
0.20
ft
Channel Slope:
0.00570
Wit
Critical Slope:
0.03658
tuft

Worksheet for 5a
Flow Element : Triangular Channel
Friction Method: Manning Formula
Solve For: Normal Depth
Dais �,�P�S''�it iAl'S..ix�) IY,I+'l1 Nye Y Cr�O 9r'�i N fP d
i. 4�..NV
Roughness Coefficient:
0.033
Channel Slope:
0.00530
ft/ft
Left Side Slope:
3.00
ft/ft (H:V)
Right Side Slope:
3.00
ft/ft (H:V)
Discharge:
0.11
flil/s
��w fiv'K7L$ tea, rzr �A�>� N
ResultsPIN r
�0iN4
I �l /��T��.
..�'.:. d�� :'�� Kf�o i 4.. 3i . ,✓'". 'Sh 2y� p t9,��ji ✓'Y�J � r�.rn,.„
M.) >n ��
Normal Depth:
0.22
ft
i
Flow Area:
0.15
ft'
Wetted Perimeter.
1.41
ft
' Top Width:
1.34
It
Critical Depth:
0.15
It
Critical Slope:
0.04011
ft/ft
i Velocity:
0.73
ft/s
Velocity Head:
0.01
ft
. Spepnc Energy:
0.23
ft
. Fnwde Number:
0.39
Flow Type:
Subcrftical
GVF."9^'•Ddia(Ch�.�eth>�j°��+'t[?Y +fi. vS�+Y�q�"�,]�;2il � Ij� :- �F �', 'R �w�� F'f1�4`# P �.'. t �t�{ %�'!T 'AAI
.., wr. vet. crvwwLhGa3d J�54.. �,ax P"��d,'£a�:'G�l�.�;�r4 s�7, ;,a .-N�,.M�L�J dRY ✓�1+'�t 5...}�4„�'A r)a /�r%Y3°r'.�u.�L�
Downstream Depth: 0.00 ft
Length: 0.00 ft
Number Of Steps: 0
v'„'`n^'3 Sm
Upstream Depth:
0.00
ft
Profile Description:
WA
j Prof le Headloss:
0.00
ft
Ij Dowrisheam Velocity:
l
0.00
R/s
Upstream Velocity.
0.00
ft/s
Il Normal Depth:
0.22
It
Q ieal Depth:
0.15
ft
Channel Slope:
0.00530
Rift
n Critical Slope:
0.04011
RM
(1

Worksheet for 5b
Flow Element Triangular Channel
Friction Method: Manning Formula
Solve For. Normal Depth
3L,} �,. lee t^`T HrYD°c
„.r
ti�Data -�
o°.:p5
...yr:�.R:',
Roughness Coefficient:
0.033
Channel Slope:
0.00520
ftM
Left Side Slope:
3.00
fttft (H:V)
Rigid Side Slope:
3.00
ft/ft (H:V)
Dscharge:
0.04
Normal Depth:
0.15
It
Flow Area:
0.07
ft'
Wetted Pacnetec
OW
It
Top Width:
0.92
It
Crrb"cat Depth:
0.10
It
Critical Slope:
0.04590
ft/It
Velocity.
0.57
ft/s
Velocity Head:
0.00
It
Specft Energy
0.10
ft
Fro de Number:
0.36
Flow Type:
Suballoal
rt
z
Downstream Depth: 0.00 It
Length: 0.00 ft
Number Of Steps: 0
i cat u i n?Y9` '..-r�'z,,,eq'-t`r. ,
(`VF,OWptl:Data,Y✓
u..x-.,.svar
.. s .i>,:!.'7.
....y�r���..E,
Up stream Depth:
0.06
ft
Prdle Description:
WA
Profits Headbss:
0.00
ft
Downstream Velocity.
0.00
Ns
Upstream Vdocdl!
0.00
Ns
Normal Depth:
0.15
It
Critical Depth:
0.10
It
Channel Slope:
0.00520
ft/ft
Critical Slope:
0.04590
ft/ft