6403_NashLCID_applic_20191031

GARRETT rv■
& MOORE
Engineering for the Power and Waste Industries
October 30, 2019
Ms. Donna Wilson
North Carolina Department of Environmental and Natural Resources
Solid Waste Section
1646 Mail Service Center
Raleigh, NC 27699-1646
RE: Nash County Landfill
Land Clearing and Inert Debris (LCID) Landfill
Permit to Construct Application
Dear Ms. Wilson:
This Permit to Construct Application for a Land Clearing and inert Debris (LCID) Landfill located in
Nashville, N.C. is submitted on behalf of Nash County and is prepared to satisfy the requirements of
North Carolina Solid Waste Management Rules 15A NCAC 13B .0563 through .0566.
We sincerely appreciate your review and assistance in this process. Thank you for your
consideration, and please do not hesitate to contact us with any questions and comments.
Sincerely,
Garrett & Moore, Inc.
Craig M. Fortn P.E. Professional
Engineer
Cc: William Hill, MPH — Nash County Health Director
206 High House Road, Suite 259 • Cary, North Carolina 27513 • 0: 919-792-1900 • F: 866-311-7206

NASH COUNTY
LAND CLEARING AND INERT DEBRIS (LCID) LANDFILL
PERMIT TO CONSTRUCT APPLICATION
PERMIT APPLICATION
OCTOBER 2019
IN COU
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PREPARED BY:
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206 High House Road, Suite 259, Cary, North Carolina 27513 • O: 919-792-1900 -
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
CONTENTS
INTRODUCTION................................................................................................................................... 1
1.0 15A NCAC 13B .0565(1) - SITING CRITERIA................................................................................. 1
1.1 15A NCAC 13B .0565(1)(A) - LOCAL GOVERNMENT APPROVAL OF ZONING ....................... 1
1.2 15A NCAC 13B .0565(1)(B) - LOCATION MAP........................................................................... 1
1.3 15A NCAC 13B .0565 (1)(C) - SEASONAL HIGH WATER TABLE ............................................. 2
1.4 15A NCAC 13B .0565(1)(D) - SITING CRITERIA........................................................................ 3
1.5 15A NCAC 13B .0565(1)(E) - LEGAL DESCRIPTION & PROPERTY OWNER ........................... 6
1.6 15A NCAC 13B .0565(1)(F) - OTHER PERTINENT INFORMATION .......................................... 6
2.0 SITE PLAN...................................................................................................................................... 7
2.1 15A NCAC 13B .0565 (2)(A) - PROPERTY MAP........................................................................ 7
2.2 15A NCAC 13B .0565 (2)(B) - STRUCTURES, UTILITIES, WELLS, WATER FEATURES ......... 7
2.3 15A NCAC 13B .0565 (2)(C) - 100-YEAR FLOODPLAIN............................................................ 7
2.4 15A NCAC 13B .0565 (2)(D) - WETLAND BOUNDARIES.......................................................... 7
2.5 15A NCAC 13B .0565 (2)(E) - HISTORICAL OR ARCHAEOLOGICAL SITES ............................ 7
2.6 15A NCAC 13B .0565 (2)(F) - PARK, SCENIC, OR RECREATION BOUNDARIES .................... 7
3.0 DESIGN PLANS.............................................................................................................................. 8
3.1 15A NCAC 13B .0565 (3) - DESIGN PLANS............................................................................... 8
ATTACHMENT 1 - ZONING APPROVAL..............................................................................................A
ATTACHMENT 2 -MEMORANDUM PREPARED BY CAROLINA ECOSYSTEMS, INC....................... B
ATTACHMENT 3 - PROPERTY MAP & DEED......................................................................................0
APPENDIX A. EROSION & SEDIMENT CONTROL PLAN...............................................................D
APPENDIX B. OPERATIONS PLAN.................................................................................................E
APPENDIX C. GEOPROBE LOGS................................................................................................... F
GARRET ■
& MOORE
Engineering forth Power and Waste Industries

NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
INTRODUCTION
The Nash County Land Clearing and Inert Debris (LCID) Landfill is proposed to be located at the
Nash County Solid Waste Facility at 3057 Duke Road, Nashville, NC 27856, approximately 1
mile west of the intersection of Duke Road and NC Highway 1004 (Taylor Store Road).
The Solid Waste Facility consists of a closed MSW landfill, active C&D landfill, yard waste
management area, white goods, and soil borrow areas.
The purpose of this application is to acquire a permit to construct a proposed LCID Landfill.
Sheet 2 of the attached drawings presents the proposed development of the landfill.
The following information provided in Section 1 is organized to address 15A NCAC 13B .0565
Application Requirements for Land Clearing/Inert Debris (LCID) Landfills.
1.0 15A NCAC 13B .0565(1) -SITING CRITERIA
The information is provided for review and approval of the siting of the proposed LCID landfill.
1.1 15A NCAC 13B .0565(1)(A) -LOCAL GOVERNMENT APPROVAL OF ZONING
15A NCAC 13B .0565(1)(a) requires an approval letter from the unit of local government
having zoning authority over the area where the facility is to be located stating that the site
meets all of the requirements of the local zoning ordinance, or that the site is not zoned.
An approval letter from the Nash County Planning Director, Planning & Inspections
Department stating that the site meets all of the requirements of the local zoning ordinance
is included as Attachment 1.
1.2 15A NCAC 13B .0565(1)(B) -LOCATION MAP
As required by 15A NCAC 13B .0565(1)(b), Figure 1 below shows major transportation routes
and the location of the site.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
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1.3 15A NCAC 13B .0565 (1)(C) —SEASONAL HIGH WATER TABLE
15A NCAC 13B .0565(1)(c) requires information showing that the bottom elevation of the
waste shall be four feet above the seasonal high water table. Seasonal high water table
elevations were obtained from the use of on -site test borings.
In order to satisfy this requirement, a subsurface investigation was performed in July, 2019.
Twenty one (21) direct -push borings were advanced within and near the proposed LCID
operational area for the purpose of characterizing subsurface soils and establishing the
location of the groundwater table. Soils encountered at each boring were visually classified
and recorded, as well as the depth to groundwater and refusal as encountered. The degree
of saturation of collected soils was used to determine the depth of groundwater at each boring
location. Probe refusal, when encountered, was assumed to represent the depth to highly
compacted silt based on previous subsurface explorations performed at the facility.
Geopbrobe Logs are Included in Appendix C.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
Using the information collected during the subsurface investigation, the LCID base grades
were set to meet the minimum 4-feet of separation. The Engineering Drawings present the
encountered groundwater and design limiting surface for the proposed LCID landfill base
grades.
1.4 15A NCAC 13B .0565(1)(D) -SITING CRITERIA
The rules require a written report indicating that the facility shall comply with all the
requirements set forth under Rule .0564 of this Section.
In accordance with 15A NCAC 13B .0564 Siting Criteria for Land Clearing and Inert Debris
(LCID) Landfills, the proposed facility is designed to meet the following criteria:
(1) Facilities or practices shall not be located within the 100-year floodplain.
The 100-year floodplain is indicated on the site plan and engineering drawings. The
proposed facility or practices are not located within the 100-year floodplain.
(2) Facilities or practices shall not cause or contribute to the taking of any
endangered or threatened species of plants, fish, or wildlife.
The proposed facility will not cause or contribute to the taking of any endangered or
threatened species of plants, fish, or wildlife. Refer to the memorandum prepared by
Carolina Ecosystems, Inc. and included at the end of this section as Attachment 2.
(3) Facilities or practices shall not result in the destruction or adverse modification
of the critical habitat of endangered or threatened species as identified in 50
CFR Part 17 which is hereby incorporated by reference including any
subsequent amendments and editions.
The proposed facilities or practices will not result in the destruction or adverse
modification of the critical habitat of endangered or threatened species as identified in
50 CFR Part 17. Refer to the memorandum prepared by Carolina Ecosystems, Inc.
and included at the end of this section as Attachment 2.
(4) Facilities or practices shall not damage or destroy an archaeological or
historical site.
The proposed facilities or practices will not damage or destroy an archaeological or
historical site. Refer to the memorandum prepared by Carolina Ecosystems, Inc. and
included at the end of this section as Attachment 2.
(5) Facilities or practices shall not cause an adverse impact on a state park,
recreation or scenic area, or any other lands included in the state nature and
historic preserve.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
The proposed facilities or practices will not cause an adverse impact on a state park,
recreation or scenic area, or any other lands included in the state nature and historic
preserve. Refer to the memorandum prepared by Carolina Ecosystems, Inc. and
included at the end of this section as Attachment 2.
(6) Facilities shall not be located within any wetland as defined in the Clean Water
Act, Section 404(b).
The proposed facilities will not be located within any wetland as defined in the Clean
Water Act, Section 404(b). Refer to the memorandum prepared by Carolina
Ecosystems, Inc. and included at the end of this section as Attachment 2.
(7) It must be shown that adequate suitable soils are available for cover, either from
on or off site.
The total landfill footprint for Phases 1-2 as proposed in this application is
approximately 10.9 acres. All areas are assumed to have a minimum of one -foot of
cover in place.
One foot of cover soil over 10.9 Acres is approximately 16,000 cubic yards.
Approximately 8,000 cubic yards will be generated with the construction of perimeter
drainage ditch and the sediment pond. The facility has permitted on -site borrow areas
that will be used to provide the remaining cover soils.
(8) Land Clearing and Inert Debris landfills shall meet the following surface and
ground water requirements:
a. Facilities or practices shall not cause a discharge of pollutants into waters of
the state that is in violation of the requirements of the National Pollutant
Discharge Elimination System (NPDES), under Section 402 of the Clean Water
Act, as amended.
The facility will not cause a discharge of pollutants into waters of the state that
is in violation of the requirements of the National Pollutant Discharge
Elimination System (NPDES), under Section 402 of the Clean Water Act, as
amended.
b. Facilities or practices shall not cause a discharge of dredged materials or fill
material into waters of the state that is in violation of the requirements under
Section 404 of the Clean Water Act, as amended.
The proposed facility will not cause a discharge of dredged materials or fill
material into waters of the state that is in violation of the requirements under
Section 404 of the Clean Water Act, as amended.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
c. Facilities or practices shall not cause non -point source pollution of waters of
the state that violates assigned water quality standards.
The proposed facility will not cause non -point source pollution of waters of the
state that violates water quality standards.
d. Waste in landfills with a disposal area greater than two acres shall be placed a
minimum of four feet above the seasonal high water table, except where an
alternative separation is approved by the Division.
In order to satisfy this requirement, a subsurface investigation was performed
in July, 2019. Twenty one (21) direct -push borings were advanced within and
near the proposed LCID operational area for the purpose of characterizing
subsurface soils and establishing the location of the groundwater table. Soils
encountered at each boring were visually classified and recorded, as well as
the depth to groundwater and refusal as encountered. The degree of saturation
of collected soils was used to determine the depth of groundwater at each
boring location. Probe refusal, when encountered, was assumed to represent
the depth to highly compacted silt based on previous subsurface explorations
performed at the facility. Geopbrobe Logs are Included in Appendix C.
Using the information collected during the subsurface investigation, the LCID
landfill base grades were set to meet the minimum 4-feet of separation. The
Engineering Drawings present the encountered groundwater and design
limiting surface for the proposed LCID landfill base grades.
e. Waste in landfills with a disposal area less than two acres shall be placed above
the seasonal high water table.
The proposed facility is larger than two acres, therefore this requirement does
not apply.
(9) The facility shall meet the following minimum buffer requirements:
a. 50 feet from the waste boundary to all surface waters of the state as defined in
G.S. 143-212.
b. 100 feet from the disposal area to property lines, residential dwellings,
commercial or public buildings, and wells.
c. Buffer requirements may be adjusted as necessary to insure adequate
protection of public health and the environment.
The information provided in this permit application, including the permit drawings and
the erosion control plan, demonstrate compliance with the minimum buffer
requirements listed above.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
(10) The facility shall meet all requirements of any applicable zoning ordinance.
An approval letter from the Nash County Planning Director, Planning & Inspections
Department stating that the site meets all of the requirements of the local zoning
ordinance is included as Attachment 1.
(11) Erosion and Sediment Control Plan
The Erosion and Sediment Control Plan associated with the LCID Landfill is attached
as a separate report in Appendix A. The E&SC Plan will be submitted to NCDEQ for
approval prior to development of the proposed LCID landfill.
1.5 15A NCAC 13B .0565(1)(E) -LEGAL DESCRIPTION & PROPERTY OWNER
The rules require a copy of the deed or other legal description of the site that would be
sufficient as a description in an instrument of conveyance, showing property owner's name.
The following deed book reference is from the Nash County NC Register of Deeds office:
Property PIN
Book
Page
Acreage
Grantor
Grantee
289300499600
1573
958
186.09
Tyson, Scott
Alan
Nash
County
A map of the property from the Nash County GIS and a copy of the property plat and deed
are included as Attachment 3.
1.6 15A NCAC 13B .0565(1)(F) -OTHER PERTINENT INFORMATION
The Proposed development of the LCID Landfill is summarized as follows.
Unit
Acres
Gross Capacity
Status
Phase 1
6.5
210,000 CY
Future
Phase 2
4.4
290,000 CY
Future
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
2.0 SITE PLAN
Rule 15A NCAC 13B .0565 (2) requires the following information be provided on a map or aerial
photograph with a scale of at least one inch equals four hundred feet showing the area within
one-fourth mile of the site.
2.1 15A NCAC 13B .0565 (2)(A) -PROPERTY MAP
The rules require a map of the entire property or portion thereof owned or leased by the
person providing the disposal site.
A site plan is included in the Engineering Drawings. The site plan is based on 2017 Nash
County aerial imagery. The drawing entitled "SHEET 1 SITE MAP" includes the entire
property on which the proposed LCID landfill is sited.
2.2 15A NCAC 13B .0565 (2)(B) -STRUCTURES, UTILITIES, WELLS, WATER FEATURES
The rules require a map showing the location of all homes, buildings, public or private utilities,
roads, wells, watercourses, water or other impoundments, and any other applicable features
or details. The Site Map presented as Sheet 1 of the Engineering Drawings shows all
applicable features.
2.3 15A NCAC 13B .0565 (2)(C) - 100-YEAR FLOODPLAIN
The Site Map presented as Sheet 1 of the Engineering Drawings shows all applicable
features of the facility. The 100-Year Floodplain does not occur on the facility.
2.4 15A NCAC 13B .0565 (2)(D) - WETLAND BOUNDARIES
The Engineering Drawings shows delineated wetland boundaries in the vicinity of the
proposed LCID Landfill. The proposed LCID landfill does not impact delineated wetlands.
2.5 15A NCAC 13B .0565 (2)(E) - HISTORICAL OR ARCHAEOLOGICAL SITES
The site does not contain any identified historical or archaeological sites as documented in
Attachment 3.
2.6 15A NCAC 13B .0565 (2)(F) - PARK, SCENIC, OR RECREATION BOUNDARIES
The Site Map presented as Sheet 1 of the Engineering Drawings shows all applicable
features. No park, scenic, or recreation boundaries occur near the facility.
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NASH COUNTY LANDFILL
LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
3.0 DESIGN PLAINS
Rule 15A NCAC 13B .0565 (3) requires submission of development and design plans and
details, at a scale of at least one inch equals one hundred feet with one inch equals forty feet
preferred, and specifications containing the following information.
3.1 15A NCAC 13B .0565 (3) - DESIGN PLANS
Engineering Drawings showing the following requirements, as applicable, are included as an
attachment to this report.
(a) Property or site boundary, fully dimensioned with bearings and distances, tied to North
Carolina grid coordinates where reasonably feasible.
(b) Easements and right-of-ways
(c) Existing pertinent on site and adjacent structures such as houses, buildings, wells,
roads and bridges, water and sewer utilities, septic fields, and storm drainage
features.
(d) Proposed and existing roads, points of ingress and egress along with access control
such as gates, fences, or berms.
(e) Buffer and set back lines along with the buffered boundary or feature.
(f) Springs, streams, creeks, rivers, ponds, and other waters and impoundments.
(g) Wetlands, if any.
(h) Boundary of the proposed waste area.
(i) Existing topography with contours at a minimum of five foot intervals. Where
necessary, a smaller interval shall be utilized to clarify existing topographic conditions.
Q) Proposed excavation, grading, and final contours at a minimum of five foot intervals.
Where necessary, a smaller interval shall be utilized to clarify proposed grading.
Excavation, grading, and fill material side slopes shall not exceed three to one (3:1).
(k) Where on site borrow for operational and final cover is proposed, indicate the borrow
excavation and grading plan with contours at a minimum of five foot intervals. Where
necessary, a smaller interval shall be utilized to clarify proposed grading. Soil from the
excavation for landfill base grades is proposed for use as operational and borrow
cover, and will be stored in the Soil Stockpile Area defined on Sheet 2 of the drawings.
(1) Proposed surface water control features and devices such as slope drains, storm
water pipes, inlets, culverts, and channels.
(m) Information showing that the project meets the requirements of 15A NCAC 4,
Sedimentation Control Rules.
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LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
(n) Location of test borings or test pits, if used to determine the seasonal high water table
elevation, shall be shown on the plans.
(o) A minimum of two cross -sections, one each along each major axis, per operational
area showing:
a. Original elevations.
b. Proposed excavation.
c. Proposed final elevations.
A set of engineering drawings, addressing all requirements listed above, is included as an
attachment to this report.
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NASH COUNTY LANDFILL LCID LANDFILL PERMIT APPLICATION I OCTOBER 2019
4.0 OPERATIONAL PLAN
Rule 15A NCAC 13B .0565 (4) requires submission of an Operational Plan addressing the
requirements under Rule .0566. The required Operational Plan is included as Appendix B to
this report.
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ATTACHMENT 1 - ZONING APPROVAL

NASH COUNTY PLANNING & INSPECTIONS
Claude Mayo, Jr. Administration Building
120 West Washington Street, Suite 2110
Nashville, North Carolina 27856
Phone: [phone] Fax: [phone]
Website: www.nashcountync.gov
September 4, 2019
William W. Hill, Jr.
Nash County Health & Human Services Director
214 S Barnes St
PO Box 849
Nashville, NC 27856
Zoning Approval for Proposed Nash County Land Clearing & Inert Debris (LCID) Landfill
Mr. Hill,
The approximately 10.9 acre proposed land clearing and inert debris (LCID) landfill depicted on
the attached site plan and specifically intended for the disposal of yard waste is located on the
site of the existing Nash County Solid Waste Management Facility accessed via 3057 Duke
Road, Nashville, NC 27856 and further identified as Nash County Tax Map PIN 289300499600 /
Parcel ID 048763 adjacent to West Castalia Road. The subject property is located within the
planning and zoning jurisdiction of Nash County, North Carolina and is currently zoned Al-CU
(Agricultural - Conditional Use.)
The subject property was rezoned by the Nash County Board of Commissioners on July 7, 1997
(Rezoning Case File #CU-6971) specifically for conditional use as a construction and demolition
(C&D) landfill for the disposal of materials not required by law to be placed in a lined landfill after
January 1, 1998 including shingles, wood, sheetrock, brick, concrete, tin, land clearing debris,
and inert debris. The previous zoning approval did not establish specific boundaries within the
subject property for the actual landfill area.
The Nash County Unified Development Ordinance does not include a separate classification for
an LCID landfill and the disposal of yard waste is sufficiently similar to the previously authorized
disposal of land clearing debris. Therefore, it is my determination as the Nash County
Zoning Administrator that the approximately 10.9 acre proposed land clearing and inert
debris (LCID) landfill depicted on the attached site plan is a permitted land use subject to
the following conditions established by Rezoning Case File #CU-6971:
(1) The facility is to be operated according to the North Carolina Solid Waste Management
Rules (15A NCAC 13B) which require that a permit be obtained to operate the site and
further regulate site operation including waste acceptance and handling, erosion
control, ground and surface water protection, access and security requirements, and
safety requirements.
(2) The operating hours are to be no longer than the current landfill hours of operation.

(3) No landfilling operations are to be conducted within 500 feet of a dwelling or private well
or within 300 feet of a residentially used or zoned lot.
(4) A screening buffer must be established to separate the landfill operation from any
adjoining residentially used or zoned properties which shall consist of one or more
species of plants as recommended by the Agricultural Extension Service that will
provide the best combination of density, growth rate, and survival.
Conditions #1 and #2 above are operational conditions that are unrelated to the layout of the
facility and the attached proposed site plan appears to satisfy Condition #3.
However, please note that the vegetative screening buffer previously planted between
the site of the Nash County Solid Waste Management Facility and the rear lot lines of the
adjoining residentially used properties located along West Castalia Road may require
replanting or supplementation with additional plantings prior to the operation of the
proposed LCID landfill in order to provide an effective visual screen as required by
Condition #4 above.
Additionally, because the proposed LCID landfill site is located within the Tar -Pamlico
River Basin Overlay (TPO) District and will disturb a land area greater than one-half of an
acre, the project may also require the issuance and recording of a Nash County
Stormwater Permit prior to its development. My office is currently in contact with the
North Carolina Department of Environmental Quality, Division of Water Resources to
determine how these requirements will specifically apply to this project. For additional
information on the Nash County stormwater management and permitting requirements,
you may contact Planning Specialist Tommy Jones by telephone at 252-459-1686 or by
email at [e-mail].
Please contact me if you have any questions related to this matter or if I can provide any further
assistance.
Respectfully,
Adam Tyson, Planning Director
Nash County Planning & Inspections Department
Phone: [phone]
Email: [e-mail]
Enclosure:
Site Plan: Nash County Landfill — Proposed LCID Landfill, Prepared by Garrett & Moore, Inc.

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ATTACHMENT 2 - PROPERTY MAP & DEED

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048763
289300499600
H:ArcGIS Projects/Plot-8.5x11-Appraisal-Portrait.mxd
N
Nash County
Tax Department / Mapping Division°Lil 2
No warranty or guarantee of legal accuracy is represented by Nash W E
County with regards to the sale of Mapping Data in any form. The s
sale or any further sale or copying / reproduction of Nash County g
Mapping Data or portions thereof is strictly prohibited by all others. $
Datn. December 15, 2016 - 1 inch = 600 feet
025628
289400522093
Nash County Administration Building
120 West Washington Street
Suite 2058
Nashville, North Carolina 27856
4#Phone:[phone] Fax:[phone]
http://gis.co.nash.nc.us/connectgis/nash

Page 1 of 3
IEIIIII IIIIII III IIIiI IIIII IiIII IIIII IIIII Ellll lllll lllll lllll lllil lllll llll llll
Doc ID: 007085830003 Tvoe: CRP
Recorded: 12/07/2016 at 12:25:33 PM
Fee Amt: $26.00 Paae i of 3
Nash Countv North Carolina
Anne J. Melvin Resister of Deeds
BK2856PG272-274
Prepared by and return to:
G. Vincent Durham, Jr.
Battle, Winslow, Scott & Wiley, P.A.
Post Office Box 7100
Rocky Mount, North Carolina 27804
NORTH CAROLINA
NASH COUNTY
Tax Parcels: All of 048763 and a portion of 025628
INSTRUMENT OF COMBINATION
THIS INSTRUMENT OF COMBINATION, made this 'day of , 2016, by
NASH COUNTY, a body politic and corporate of the State of North Carolina, whose address is 120
West Washington Street, Nashville, NC 27856 (the "Coon ").
RECITALS:
1. The County is the owner of certain parcels of real estate located in Nash County,
North Carolina, and being more particularly described as Tract 1 and Tract 2 on Exhibit A attached
hereto and incorporated herein by reference.
2. Tracts 1 and 2 are contiguous. The County wishes to combine Tracts 1 and 2 into a
single tract of land.
3. This is a limited special purpose instrument for purposes specified above and is not a
conveyance and does not change or modify in any manner the ownership interests in the above -
referenced tracts.
4. Upon execution and recordation of this Instrument of Combination, Tracts 1 and 2
shall be combined and thereafter considered a single tract of land.
5. Tracts 1 and 2 do not contain any residential dwellings.
3
Book: 2856 Page: 272 Seq: 1

Page 2 of 3
Z -7 3
IN WITNESS WHEREOF, Nash County has caused this instrument to be executed by the
Chairman of its Board and attested by the Clerk to the Board as of the day and year first above
written.
!; L
,•'. ,' G \
AT'
i
STATE OF NORTH CAROLINA
COUNTY OF Na jh
NASH COUNTY
By:
Robbie B. Davis, Chairman of the
Nash County Board of Commissioners
I, JCe a 9 4 C &2e Va rl7e // , a Notary Public of the aforesaid County and State, do hereby certify
that JANICE EVANO came before me this day and acknowledged that she is the Clerk to the Board of Commissioners of
NASH COUNTY, a body politic and corporate of the State of North Carolina, and that by authority duly given and as the
act of NASH COUNTY, the foregoing instrument was signed in its name by the Chairman of its Board of
Commissioners, sealed with its corporate seal, and attested by JANICE EVANS as its Clerk.
Witness my hand and notarial stamp or seal this � day of C r2016.
My Commission Expires: - a & -
[NOTARY PUBLIC SEAL/STAMP]
FED
UI LJNE VAMREI LL
b7M.y PUBLIC
CMi CO!fTi', FCC
Not ry Pic (signature)
J'2e-a[sr_li'n eV ,moll
Notary (print/type)
Book: 2856 Page: 272 Seq:2

Page 3 of 3
Z"7 '�"
EXHIBIT A
Tract I (All of Parcel ID 048763)
Being all of that tract of land containing 169.28 acres, more or less, as shown on plat entitled "Final
Plat — Property of Nash County", dated July 2, 1997, by Joyner-Keeny & Associates, Planning &
Land Surveying, and recorded in Map Book 25, Page 15, Nash County Registry. Being the same
property conveyed to Nash County by deed recorded in Book 1573, Page 958, Nash County Registry.
Tract 2 (Portion of Parcel ID 025628)
Beginning at the southwestern corner of property owned by Nash County (Book 1158, Page 69, Nash
County Registry) and designated as "LIGHT WOOD STAKE" on that plat recorded in Map Book
25, Page 15, Nash County Registry, THE POINT AND PLACE OF BEGINNING; thence from the
point and place of beginning N 08' 05' 54" E 1701.060 feet to a point located along Pig Basket
Creek; thence continuing along the run of Pig Basket Creek the following courses and distances: S
520 31' 06" E 142.410 feet; S 18' 08' 06" E 66.910 feet; N 76' 23' 54" E 65.770 feet; S 42' 43' 54"
W 205.150 feet; S 59' 54' 06" E 104.390 feet; S 42' 3706" E 60.230 feet; N 66' 54' 54" E 34.660
feet; S 46' 02' 06" E 62.640 feet; S 10' 28' 54" W 49.060 feet; S 80' 44' 54" W 84.990 feet; S 50'
05' 06" E 73.640 feet; S 030 51' 06", E 69.570.feet; S 63' 08' 06" E 72.440 feet; S 22' 21' 06" E
43.000 feet; S 120 5754" W 197.050 feet; S 12' 36' 54" W 47.190 feet; S 13' 40' 06" E 61.530 feet;
S 300 37' 06" E 133.690 feet; S 330 45' 06" E 175.630; S 36' 39' 06" E 91.290 feet; S 19' 33' 54" W
94.970 feet; S 27' 11' 06" E 41.140 feet; S 27' 01' 54" W 119:860 feet; S 65' 58' 54" W 46.320 feet;
S 300 56' 06" E 85.960 feet; S 370 25' 06" E 45.380 feet; S 36' 56' 06" E 70.030 feet; S 450 57' 54"W
23.960 feet; S 61 ° 46' 54" W 81.890 feet; and S 28' 48' 06" E 27.966 feet to a point located in the
southern boundary line of property owned by Nash County (Book 1158, Page 69, Nash County
Registry), cornering; thence along said line N 78' 19' 06" W 749.032 feet to the POINT AND
PLACE OF BEGINNING, containing 17.3629 acres, more or less, and being a portion of the
property conveyed to Nash County by deed recorded in Book 1158, Page 69, Nash County Registry
(Portion of Nash County Parcel ID 025628).
FAAPPS\WP51\DURHAM\NASH COUNTY\LANDFILL\Instrument of Combination.doc
Z6,c'�,V
/-311 k-)
Book: 2856 Page: 272 Seq: 3

ATTACHMENT 3 - Wetlands, Endangered Species, and Cultural
Resources MEMORANDUM PREPARED BY CAROLINA ECOSYSTEMS, INC.

0 CAROLINA 3040 NC 42 West, Clayton NC 27520
ECOSYSTEMS P:919 359-1102 F:919 585 5570
February 10, 2020
Craig Fortner, P.E.
Garrett & Moore, Inc.
206 High House Road #259
Cary, North Carolina 27513
RE: Environmental Review
Nash County Landfill
Nash County, NC
Dear Mr. Fortner,
Carolina Ecosystems, Inc. (CEI) has completed an environmental review of the proposed
expansion of the Nash County Landfill (Site) off of West Castalia Road near Castalia, NC,
shown in Figures 1 and 2. CEI staff reviewed the Site on August 27, 2019 for streams and
wetlands under the jurisdiction of Section 401 and 404 of the Clean Water Act (CWA) as well as
species protected under Section 7 of the Endangered Species Act (ESA). This letter summarizes
the findings of our background research and field review of the Site.
Project Location and Description
The Site is located southeast of Castalia, North Carolina, between Duke Road and West Castalia
Road. The Site has been previously disturbed and the majority of the area has been recently
cleared of trees. Remaining vegetation is relatively young and limited to the edges of the
property. The southwest edge of the property slopes down into the floodplain of Pig Basket
Creek.
Natural Communities
One natural community exist within the Site, with the remainder of the site too disturbed to
consist of a natural community. The forested edge of the site is Brownwater Bottomland
Hardwoods (High Subtype) consisting primarily of Loblolly pine (Pinus taeda), American
hornbeam (Carpinus caroliniana), and sweetgum (Liquidambar styraciflua). The cleared area
contains primarily blackberry (Rubus sp.), dogfennel (Eupatorium capillifolium), and winged
sumac (Rhus copallinum).
Jurisdictional Wetland and Stream Delineation
The Site was reviewed for wetlands and streams potentially under the jurisdiction of the CWA
using the methodology outlined in the 1987 US Army Corps of Engineers (USAGE) Wetland
Delineation Manual and the 2010 Eastern Mountains and Piedmont Regional Supplement. Two
wetlands (WA and WB) and one stream (Pig Basket Creek) were identified near the Site and are
subject under Section 404 of the CWA.

Mr. Craig Fortner, P.E. Nash County Landfill
February 10, 2020 Page 2 of 6
These areas were submitted for a Preliminary Jurisdiction Determination (SAW-2014-00024) on
October 19, 2019 and the US Army Corps of Engineers (USACE) concurred with the delineation
on January 10, 2020.
Federally Protected Species
Plants and animals classified as Endangered or Threatened by the U.S. Fish and Wildlife Service
(USFWS) are protected under the provisions of Section 7 and Section 9 of the Endangered
Species Act of 1973, as amended. Table 1 presents the federally protected species listed by the
USFWS (accessed February 6, 2020) for Nash County, North Carolina.
Investigations regarding the species listed in Table 1 were performed at the Site by CEI
personnel on August 27, 2019. NCDOT species descriptions along with biological conclusions
for each species are detailed below.
Table 2. ESA federally protected species listed for Northampton County.
Scientific Name
Common Name
Federal
Habitat
Biological
Status
Present
Conclusion
Picoides borealis
Red -cockaded Woodpecker
E
No
No Effect
Necturus lewisi
Neuse River Waterdog
PT
No
No Effect
Noturus furiosus
Carolina Madtom
PE
No
No Effect
Fusconaia masom
Atlantic Pigtoe
PT
No
No Effect
Alasmidonta
Dwarf Wedgemussel
E
No
No Effect
heterodon
Elliptio
Tar River Spinymussel
E
No
No Effect
steinstansana
Elliptio lanceolata
Yellow Lance
T
No
No Effect
Rhus michauxii
Michaux's Sumac
E
Yes
No Effect
E — Endangered
T — Threatened
PE — Proposed Endangered
PT — Proposed Threatened
Red -cockaded woodpecker
USFWS optimal survey window: year round; November -early March (optimal)
Habitat Description: The red -cockaded woodpecker (RCW) typically occupies open, mature
stands of southern pines, particularly longleaf pine (Pinus palustris), for foraging and
nesting/roosting habitat. The RCW excavates cavities for nesting and roosting in living pine
trees, aged 60 years or older, and which are contiguous with pine stands at least 30 years of age
to provide foraging habitat. The foraging range of the RCW is normally no more than 0.5 miles.

Mr. Craig Fortner, P.E.
February 10, 2020
Biological Conclusion: No Effect
Nash County Landfill
Page 3 of 6
Suitable foraging or nesting habitat for the red -cockaded woodpecker was not found on the Site.
No open stands of suitably aged pines are present on the Site. No individuals of this species
were observed during the field visit. A review of NC Natural Heritage Program (NCNHP)
element occurrence records, accessed February 6, 2020, indicates no known occurrences within
1.0 mile of the study area.
Neuse River Waterdog
USFWS optimal survey window: year round; September through May (optimal)
Habitat Description: A fully aquatic salamander, the Neuse River waterdog lacks lungs and
therefore requires clean, flowing water with a high dissolved oxygen content. The waterdog is
typically found in burrows or under large granite rocks and usually inhabits streams that are
greater than 15 meters in width. The species thrives in cooler water with activity increases
observed in temperature under 18°C.
Biological Conclusion: No Effect
No habitat for Neuse River Waterdog is located on the Site, as Pig Basket Creek will not be
impacted by the project. The study area is located approximately four miles upstream of Neuse
River Waterdog Proposed Critical Habitat. A review of NCNHP records, accessed February 6,
2020, indicates no known occurrences within 1.0 mile of the study area.
Carolina Madtom
USFWS optimal survey window: year round; September through May (optimal)
Habitat Description: Habitat includes sand, gravel, and detritus -bottomed riffles and runs of
small to medium rivers. Usually this madtom is in very shallow water with little or no current
over fine to coarse sand bottom. Nests have been found in cans and bottles in pools and runs.
Biological Conclusion: No Effect
No habitat for Carolina Madtom was identified on the Site, as Pig Basket Creek will not be
impacted by the project. A review of NCNHP records, accessed February 6, 2020, indicates no
known occurrences within 1.0 mile of the study area.
Atlantic Pigtoe
USFWS optimal survey window: year-round
Habitat Description: The preferred habitat of the Atlantic pigtoe is coarse sand and gravel, and
rarely in silt and detritus. Historically, the best populations existed in small creeks to larger rivers
with excellent water quality, where flows were sufficient to maintain clean, silt -free substrates.

Mr. Craig Fortner, P.E.
February 10, 2020
Biological Conclusion: No Effect
Nash County Landfill
Page 4 of 6
Suitable habitat for Atlantic pigtoe is not present on the Site, as Pig Basket Creek will not be
impacted by the project. A review of NCNHP element occurrence records, accessed February 6,
2020, indicates no known occurrences within 1.0 mile of the study area.
Dwarf Wedgemussel
USFWS optimal survey window: year round
Habitat Description: In North Carolina, the dwarf wedgemussel is known from the Neuse and
Tar River drainages. The mussel inhabits creek and river areas with a slow to moderate current
and sand, gravel, or firm silt bottoms. Water in these areas must be well oxygenated. Stream
banks in these areas are generally stable with extensive root systems holding soils in place.
Biological Conclusion: No Effect
No habitat for Dwarf Wedgemussel was identified on the Site, as Pig Basket Creek will not be
impacted by the project. A review of NCNHP records, accessed February 6, 2020, indicates no
known occurrences within 1.0 mile of the study area.
Tar River Spinymussel
USFWS optimal survey window: year round
Habitat Description: The Tar River spinymussel is endemic to the Tar and Neuse River
drainage basins in North Carolina. This mussel requires a stream with fast flowing, well -
oxygenated, circumneutral pH water. The bottom should be composed of unconsolidated gravel
and coarse sand. The water needs to be relatively silt -free, and stream banks should be stable,
typically with many roots from adjacent riparian trees and shrubs.
Biological Conclusion: No Effect
No habitat for Tar River Spinymussel was identified on the Site, as Pig Basket Creek will not be
impacted by the project. A review of NCNHP records, accessed February 6, 2020, indicates no
known occurrences within 1.0 mile of the study area.
Yellow Lance
USFWS optimal survey window: year round; September through May (optimal)
Habitat Description: This species is found in sandy substrates, rocks and in mud, in slack water
areas, but apparently is absent from lakes. It is also found buried deep in sand and may migrate
with shifting sands. Although it prefers clean, coarse to medium sized sands as substrate, on
occasion, specimens are also found in gravel substrates. This species is found in the main
channels of drainages down to streams as small as a meter across.

Mr. Craig Fortner, P.E.
February 10, 2020
Biological Conclusion: No Effect
Nash County Landfill
Page 5 of 6
No habitat for Carolina Madtom was identified in the study area, as Pig Basket Creek will not be
impacted by the project. A review of NCNHP records, accessed February 6, 2020, indicates no
known occurrences within 1.0 mile of the study area.
Michaux's Sumac
USFWS optimal survey window: year round; September through May (optimal)
Habitat Description: Michaux's sumac, endemic to the inner Coastal Plain and lower Piedmont,
grows in sandy or rocky, open, upland woods on acidic or circumneutral, well -drained sands or
sandy loam soils with low cation exchange capacities. The species is also found on sandy or
submesic loamy swales and depressions in the fall line Sandhills region as well as in openings
along the rim of Carolina bays; maintained railroad, roadside, power line, and utility rights -of -
way; areas where forest canopies have been opened up by blowdowns and/or storm damage;
small wildlife food plots; anbandoned building sites; under sparse to moderately dense pin or
pine/hardwood canopies; and in and along edges of other artificially maintained clearings
undergoing natural succession. In the central Piedmont, it occurs on clayey soils derived from
mafic rocks. The plant is shade intolerant and, therefore, grows best where disturbance (e.g.
mowing, clearing, grazing, periodic fire) maintains its open habitat.
Biological Conclusion: No Effect
Habitat for Michaux's Sumac was identified in the study area along the edge of the disturbed
area. Surveys were performed on August 27, 2019 and no individuals were observed. A review
of NCNHP records, accessed February 6, 2020, indicates no known occurrences within 1.0 mile
of the study area.
State Historic Preservation Office (SHPO) Coordination
Site information was provided to SHPO on October 20, 2019 and SHPO issued a letter on
December 6, 2019 confirming that no historic resources would be affected by the project. A copy
of the letter is attached.
Summary
Based on these findings, the following recommendations are applicable to this project:
➢ The proposed project will not require permitting under the CWA if potential
jurisdictional wetlands are not impacted by the project.
➢ No potential wetlands are present on Site. Site verification of the boundary is
recommended if construction will be directly adjacent to wetlands
➢ Consultation under the Endangered Species Act is not required as the project will have
"No Effect" on federally listed threatened or endangered species.
If you have any questions or concerns, please contact me at your earliest convenience at (919)
606-1065 or [e-mail].

Mr. Craig Fortner, P.E.
February 10, 2020
Sincerely,
Carolina Ecosystems, Inc.
74- k
Phil May
Senior Environmental Scientist
Cc: William Hill, Nash County Health & Human Services Director
Attachments:
- Figure 1
— Vicinity Map
- Figure 2
— USGS Map
- Figure 3
— Aquatic Resources Map
- Figure 4
— NRCS Map
- SHPO Letter
Nash County Landfill
Page 6 of 6

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Project Location:
Nash County, NC
N Nash County Landfill
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ECOSYSTEMS Miles
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October 2019 Figure 1: Vicinity Map

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CAROLINA i Potential Stream (Pig Basket Creek) ® Previous JD Nash County, NC
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October 2019 Castalia (2016) and Red Oak (2016) Figure 2: USGS Map
USGS 1:24000 Quadrangle Map

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p CAROLINA tiPotential Stream (Pig Basket Creek) ®Previous
ECOSYSTEMS 0000000=7= Feet 4WPotential Wetland
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October 2019 2017 NC Statewide Aerial Photography
Nash County Landfill
Nash County, NC
Figure 3: Aquatic
Features Map

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October 2019 Figure 4: NRCS Map
Nash County Soil Survey (1989) Sheets 3 and 4

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary Susi H. Hamilton
December 6, 2019
Phil May
Carolina Ecosystems, Inc.
3040 NC 42 West
Clayton, NC 27520
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Develop Nash County LCID Landfill, West Castalia Road, Nashville, Nash County, ER 19-3206
Dear Mr. May:
Thank you for your letter of October 20, 2019, concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected by
the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
environmental.reviewgncdcr.gov. In all future communication concerning this project, please cite the above
referenced tracking number.
Sincerely,
amona Bartos, Deputy
State Historic Preservation Officer
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

From: Phil Mav
To: Craig Fortner
Subject: FW: SAW-2014-00024 Nash County Landfill JD
Date: Friday, January 10, 2020 2:02:03 PM
Craig
Happy New Year. At long last, the Corps has issued the email below which should suffice as their approval. Do
you need a formal Jurisdictional Determination from them? As you can see their workload is high so if it is not
required for other approvals then you should be good to go.
Thanks
Phil
Phil May
CAROLINA ECOSYSTEMS INC.
[phone]
-----Original Message -----
From: Dailey, Samantha J CIV USARMY CESAW (USA) <[e-mail]>
Sent: Friday, January 10, 2020 11:29 AM
To: Phil May <[e-mail]>
Subject: SAW-2014-00024 Nash County Landfill JD
Good morning Phil,
This office concurs with your JD package dated October 19, 2019, including Figure 3 Aquatic Features Map dated
October 2019. The Corps Action ID for the project is: SAW-2014-00024. Please reference this on all future
correspondence. This email serves as my concurrence for the above referenced project and may be used for planning
purposes and avoidance and minimization. Given my current workload please let me know when/if you need the JD.
Please let me know if you have any additional questions.
Regards,
Sam
Samantha Dailey
Regulatory Project Manager
U.S. Army Corps of Engineers
Regulatory Division
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
[phone], Ext. 22
[e-mail]

APPENDIX A. EROSION & SEDIMENT CONTROL PLAN

NASH COUNTY
LAND CLEARING AND INERT DEBRIS (LCID) LANDFILL
PERMIT TO CONSTRUCT APPLICATION
EROSION & SEDIMENT CONTROL PLAN
FOR
LAND DISTURBANCE ACTIVITIES
AT THE
NASH COUNTY LCID LANDFILL
PREPARED BY:
Gj�&UTTnAfMOORS
Engineering for the Power and Waste Industries
'��511111I►Itoo".
•��tH C.A%Ile
►.
a i
nSEALn
206 High House Road, Suite 259, Cary, North Carolina 27513 • 0: 919-792-1900 -
F: 866-311-7206

This page intentionally left blank

NASH COUNTY LCID LANDFILL
E&SC PLAN
CONTENTS
1.0 LOCATION INFORMATION................................................................................................ 1
1.1 PROJECT LOCATION & LABELED VICINITY MAP ........................................................ 1
1.2 RIVER BASIN AND FLOODPLAINS................................................................................ 1
2.0 NARRATIVE........................................................................................................................ 1
2.1 PROJECT DESCRIPTION............................................................................................... 1
2.2 TOTAL DISTURBED ACREAGE..................................................................................... 1
2.3 SITE DESCRIPTION........................................................................................................ 1
2.4 DESIGN & PERFORMANCE STANDARDS.................................................................... 2
2.4.1 PRE -CONSTRUCTION CONDITIONS...................................................................... 2
2.4.2 POST -CONSTRUCTION CONDITIONS................................................................... 3
2.5 PLANNED EROSION & SEDIMENT CONTROL PRACTICES ........................................ 3
2.5.1 LAND GRADING - PRACTICE 6.02......................................................................... 3
2.5.2 SURFACE ROUGHENING - PRACTICE 6.03.......................................................... 3
2.5.3 TEMPORARY SEEDING - PRACTICE 6.10............................................................. 3
2.5.4 PERMANENT SEEDING - PRACTICE 6.11............................................................. 4
2.5.5 SILT FENCE - PRACTICE 6.62................................................................................ 4
2.5.6 GRASS -LINED DITCHES - PRACTICE 6.30............................................................ 4
2.5.7 SKIMMER SEDIMENT BASIN - PRACTICE 6.64..................................................... 4
2.5.8 OUTLET STABILIZATION STRUCTURE - PRACTICE 6.41.................................... 4
2.5.9 ROLLED EROSION CONTROL PRODUCTS - PRACTICE 6.17 ............................. 4
2.5.10 POROUS BAFFLES................................................................................................ 4
3.0 SITE DRAINAGE FEATURES............................................................................................. 5
4.0 CONSTRUCTION SEQUENCE........................................................................................... 5
5.0 MAINTENANCE PLAN........................................................................................................ 5
6.0 VEGETATIVE PLAN............................................................................................................ 5
6.1 SEEDING SPECIFICATIONS & SCHEDULES................................................................ 5
6.2 SOIL AMENDMENTS...................................................................................................... 6
6.3 MULCH............................................................................................................................ 6
6.4 MAINTENANCE............................................................................................................... 6

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
7.0 SPECIFICATIONS............................................................................................................... 6
7.1 SILT FENCE (ALSO SEDIMENT FENCE)....................................................................... 6
7.2 LAND GRADING.............................................................................................................. 7
7.3 SURFACE ROUGHENING.............................................................................................. 8
7.4 GRASS -LINED DITCHES................................................................................................ 8
7.5 SKIMMER SEDIMENT BASIN......................................................................................... 9
7.6 OUTLET STABILIZATION STRUCTURES....................................................................
11
7.7 ROLLED EROSION CONTROL PRODUCTS................................................................
12
7.8 POROUS BAFFLES......................................................................................................
14
FIGURES................................................................................................................................... A
APPENDIX A. REFERENCE DOCUMENTS.......................................................................... A
APPENDIX B. DESIGN CALCULATIONS.............................................................................. B
APPENDIX C. ENGINEERING DRAWINGS (SEE SOLID WASTE PERMIT TO
CONSTRUCT DRAWINGS DATED AUGUST, 2019)...............................................................0

NASH COUNTY LCID LANDFILL E&SC PLAN 12019
1.0 LOCATION INFORMATION
1.1 PROJECT LOCATION & LABELED VICINITY MAP
The Nash County Landfill is located approximately seven miles north of Nashville, North
Carolina. Specifically, the facility entrance is located at 3057 Duke Road, approximately 1
mile west of the intersection of Duke Road and NC Highway 1004 (Taylor Store Road). The
proposed Land Clearing and Inert Debris (LCID) Landfill is located in a currently inactive
portion of the landfill property.
A vicinity map is presented on Figure 1 at the end of this report.
A copy of the deed for the parcel is in included in Appendix A — Reference Documents.
1.2 RIVER BASIN AND FLOODPLAINS
This project occurs in the Tar -Pamlico River Basin. A discussion of Tar -Pamlico Buffer
requirements is included in Appendix A.
2.0 NARRATIVE
2.1 PROJECT DESCRIPTION
The Nash County LCID Landfill Project provides Nash County with a permanent disposal
solution for land clearing and inert debris. The Phases of the project generally consist of the
following.
1) Phase 1 — Stormwater detention basin, stormwater drainage, 6.5 acre Phase 1 LCID
Landfill base grades.
2) Phase 2 — 4.4 acre Phase 2 LCID Landfill base grades.
Storm water runoff within the proposed limits of disturbance will be directed across the site
via sheet flow, temporary measures, proposed storm water ditches and ponds. All disturbed
areas will flow toward BMPs as shown on the Engineering Drawings.
2.2 TOTAL DISTURBED ACREAGE
The total disturbed area will be approximately 15.1 acres as determined by area takeoff of
the engineering drawings.
2.3 SITE DESCRIPTION
The Nash County LCID Landfill will serve the commercial generators of Land Clearing and
Inert Debris waste in Nash County, North Carolina.
Page 1 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
The existing natural topography in the project vicinity varies in elevation from approximately
225 feet Mean Sea Level (MSL) in the west to 195 feet MSL to the east. The proposed LCID
landfill is located in a former borrow area used for landfill closure activities in the late 1990's.
Since termination of borrow activity, the area has been maintained by mowing annually.
Stormwater infrastructure associated with the former borrow area exists in the form of a berm
and ditches and sediment trap. Any remaining stormwater infrastructure is insufficient for
use and will be replaced with new BMPs as described herein.
On -site surface drainage is generally west to the east. The land immediately adjacent to the
proposed land disturbance area is bordered on the north, east and south by forested land,
including an unnamed drainage feature to the north and Pigbasket Creek to the east.
The project site occurs on FEMA FIRM 3710955400J, Panel 370328 (effective date October
3, 2006) and FEMA FIRM 3720288200J, Panel 370278 (effective date November 3, 2004).
The 100-year floodplain does not occur in the project area. A copy of the referenced FIRMs
is included in Appendix A.
A layout of the facility, including the area proposed for land disturbance activities, is included
on the Engineering Drawings.
2.4 DESIGN & PERFORMANCE STANDARDS
Erosion and sedimentation control measures, structures, and devices are designed for the
following:
• 2-yr, 24-hour post -developed discharge does not exceed pre -development discharge;
• 10-yr, 24-hour post -developed discharge does not exceed pre -development
discharge;
• Permanent features are designed to manage 25-yr, 24-hour discharge in accordance
with North Carolina Solid Waste Rules.
The erosion and sedimentation control measures and permanent stormwater management
structures were designed using the guidelines presented in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
2.4.1 PRE -CONSTRUCTION CONDITIONS
Pre -construction runoff conditions at the facility are characterized by areas currently
served by existing ditches and a sediment trap.
LCID Landfill Operational Area
The exiting conditions of the Phase 1 &2 Operational Areas are characterized by being an
open field of scrub vegetation. The operational area currently drains via two grass lined
Page 2 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
storm water ditches from west to east and deposits to an existing system of BMPs
including a ditch/berm and sediment basin. The sediment basin discharges west of
Pigbasket Creek. Existing BMPs have exceeded their useful life, and will be replaced with
the development of the LCID Landfill.
A pre -development drainage area map and discharge table is presented in Figure 2 at
the end of this report.
2.4.2 POST -CONSTRUCTION CONDITIONS
Post -construction runoff at the facility will consist of the following general areas:
LCID Landfill Operational Area
The Phase 1 &2 Operational Area will be utilized for future Land Clearing and Inert Debris
disposal. Stormwater runoff will be directed to a newly constructed perimeter ditch and
proposed Sediment Pond. The Sediment Pond consists of a skimmer low-level outlet,
concrete riser primary outlet, and emergency spillway. None of the proposed features
will occur within the adjacent wetlands or Tar -Pamlico River Basin Buffers
A post -development drainage area map and discharge table is presented on Figure 3 at
the end of this report.
2.5 PLANNED EROSION & SEDIMENT CONTROL PRACTICES
Erosion and sediment control measures are shown on detail sheets in the engineering
drawings. In addition, the following practices will be employed on the project.
2.5.1 LAND GRADING - PRACTICE 6.02
The proposed design of the operation will require grading (cut/fill) of the current non -active
area to provide storage capacity for the designed cells, ditches and ponds. Grading
operations will be performed within the project area to the approximate grades indicated.
2.5.2 SURFACE ROUGHENING - PRACTICE 6.03
Disturbed areas will be slightly roughened by disking immediately prior to vegetating.
2.5.3 TEMPORARY SEEDING - PRACTICE 6.10
Temporary surface stabilization will be accomplished with temporary vegetation and will
be used to control runoff and erosion for the temporary sediment basin until permanent
vegetation can be established.
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2.5.4 PERMANENT SEEDING - PRACTICE 6.11
Surface stabilization will be accomplished with permanent vegetation and will be used for
all disturbed soil areas upon final grading.
2.5.5 SILT FENCE - PRACTICE 6.62
Sediment fence will be installed in locations shown on the Engineering Drawings.
Sediment fence will not be placed such that flow from proposed stormwater outfalls will
be obstructed.
2.5.6 GRASS -LINED DITCHES - PRACTICE 6.30
Grass -lined ditches will be installed where shown on the Drawings and according to the
appropriate details. Meaning, ditches with flows with a velocity less than 5 ft/sec and/or a
shear stress less than 2.25 Ib/ft^2 will be lined with Grass to ensure erosion control.
Grass -lined channel design is presented in Appendix B. As an alternate see Rolled
Erosion Control Products.
2.5.7 SKIMMER SEDIMENT BASIN - PRACTICE 6.64
The Sediment Pond is designed as a Skimmer Sediment Basin will be installed to manage
runoff from the new phase 1 &2 operational areas. Grading and details are shown on the
Drawings. Skimmer Sediment Basin design calculations are presented in Appendix B.
2.5.8 OUTLET STABILIZATION STRUCTURE - PRACTICE 6.41
Outlet stabilization structures, in the form of energy dissipaters shown in the drawing, will
be placed at the outlet of all newly installed pipes per the details shown on the Drawings.
Outlet stabilization structure design is presented in Appendix B.
2.5.9 ROLLED EROSION CONTROL PRODUCTS - PRACTICE 6.17
Rolled erosion control matting will be installed in locations shown on the Drawings.
Generally, erosion control matting will be installed in grass -lined channels to facilitate
establishment of permanent vegetation.
2.5.10 POROUS BAFFLES
Porous baffles are shown in plan view on the Engineering Drawings, with additional
details and specifications provided.
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E&SC PLAN 12019
3.0 SITE DRAINAGE FEATURES
There are several site drainage features around the proposed phase 1 &2 operational areas.
Those site drainage features include: Pig Basket Creek tributaries to the north and east, and a
storm water pond to the south.
4.0 CONSTRUCTION SEQUENCE
The Construction Sequence is shown on the Drawings.
5.0 MAINTENANCE PLAN
Check erosion and sediment control devices after each rainfall. Remove sediment and restore
original volume when sediment accumulates to about one-half the design volume. Check the
structures for erosion, and rock displacement after each significant rainstorm and repair
immediately.
Inspect sediment fences at least once a week and after each rainfall. Make any required repairs
immediately.
Generally, a stand of vegetation cannot be determined to be fully established until soil cover has
been maintained for one full year from planting. Inspect seeded areas for failure and make
necessary repairs and reseedings with the same season, if possible.
Periodically check all graded areas and the supporting erosion and sedimentation control
practices, especially after heavy rainfalls. Promptly remove all sediment from diversions or other
water -disposal practices. If washouts or breaks occur, repair them immediately.
Additional detail for maintenance requirements is provided in the specifications for each practice
listed in Section 7 of this report.
6.0 VEGETATIVE PLAN
6.1 SEEDING SPECIFICATIONS & SCHEDULES
Temporary seeding will be used to temporarily stabilize areas until permanent vegetation or
other erosion control measures can be established.
Areas to be stabilized with permanent vegetation will be seeded or planted within 14 calendar
days after final grade is reached.
Permanently seeded areas will be vegetated according to the detail presented on the
Drawings as required by NPDES Construction Stormwater General Permit NCG010000.
Page 5 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
6.2 SOIL AMENDMENTS
Soil amendments should be applied as specified in the applicable seeding mixture (above).
Alternately, soil may be amended according to recommendations made in a NCDA Soil Test
Report for soil samples obtained at the site.
6.3 MULCH
Suitable mulch should be provided and applied as specified in the applicable seeding
mixture.
6.4 MAINTENANCE
Re -fertilize in the second year unless growth is fully adequate. May be mowed once or twice
a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas
immediately.
7.0 SPECIFICATIONS
7.1 SILT FENCE (ALSO SEDIMENT FENCE)
Materials
1) Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or
polyethylene yarn, which is certified by the manufacturer or supplier as conforming to
the requirements shown in Table 6.62b of the North Carolina Erosion and Sediment
Control Planning and Design Manual.
2) Ensure that posts for silt fences are 1.25 lb/If steel with a minimum length of 5 ft. Make
sure that steel posts have projections to facilitate fastening the fabric.
3) For reinforcement of standard strength filter fabric, use wire fence with a minimum 14
gauge and a maximum mesh spacing of 6 inches.
Construction
1) Construct the sediment barrier of standard strength synthetic filter fabric.
2) Ensure that the height of the silt fence does not exceed 24 inches above the ground
surface.
3) Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid
joints. When joints are necessary, securely fasten the filter cloth only at a support
post with overlap to the next post.
4) Support standard strength filter fabric by wire mesh fastened securely to the upslope
side of the posts. Extend the wire mesh support to the bottom of the trench. Fasten
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NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
the wire reinforcement, then fabric on the upslope side of the fence post. Wire or
plastic zip ties should have minimum 50 lb tensile strength.
5) When a wire mesh support fence is used, space posts a maximum of 8 feet apart.
Support posts should be driven securely into the ground a minimum of 24 inches.
6) Extra strength filter fabric with 6 feet post spacing does not require wire mesh support
fence. Securely fasten the filter fabric directly to posts. Wire or plastic Zip ties should
have minimum 50 pound tensile strength.
7) Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed
line of posts and upslope from the barrier.
8) Place 12 inches of the fabric along the bottom and side of the trench.
9) Backfill the trench with compacted soil or gravel placed over the filter fabric.
10)Do not attach filter fabric to existing trees.
7.2 LAND GRADING
1) Construct and maintain all erosion and sedimentation control practices and measures
in accordance with the approved sedimentation control plan and construction
schedule.
2) As conditions merit, remove good topsoil from areas to be graded and filled, and
preserve it for use in finishing the grading of all critical areas.
3) Scarify areas to be top -soiled to a minimum depth of 2 inches before placing topsoil
4) Clear and grub areas to be filled to remove trees, vegetation, roots, or other
objectionable material that would affect the planned stability of the fill.
5) Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris,
and other materials inappropriate for constructing stable fills.
6) Place all fill in layers not to exceed 9 inches in thickness, and compact the layers as
required to reduce erosion, slippage, settlement, or other related problems.
7) Do not incorporate frozen material or soft, mucky, or highly compressible materials
into fill slopes.
8) Do not place fill on a frozen foundation, due to possible subsidence and slippage.
9) Keep diversions and other water conveyance measures free of sediment during all
phases of development.
10)Handle seeps or springs encountered during construction in accordance with
approved methods.
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11)Permanently stabilize all graded areas immediately after final grading is completed on
each area in the grading plan. Apply temporary stabilization measures on all graded
areas when work is to be interrupted or delayed 30 working days or longer.
12)Show topsoil stockpiles, borrow areas, and spoil areas on the plans, and make sure
they are adequately protected from erosion. Include final stabilization of these areas
in the plan.
7.3 SURFACE ROUGHENING
1) Roughen fill areas and areas to be seeded to shallow grooves by normal tilling,
disking, harrowing, or use of a cultipacker/seeder.
2) Make grooves formed by such implements close together (less than 10 inches) and
not less than 1 inch deep.
3) If tracked machinery is used, limit roughening to sandy soils to avoid undue
compaction of the soil surface. Operate tracked machinery up and down the slope to
leave horizontal depressions in the soil. Do not back -blade during the final grading
operation.
7.4 GRASS -LINED DITCHES
Specifications:
1) Remove all trees, brush, stumps, and other objectionable material from the foundation
area, and dispose of properly.
2) Excavate the channel, and shape it to neat lines and dimensions shown on the plans
plus a 0.2-foot overcut around the channel perimeter to allow for bulking during
seedbed preparations and sod buildup.
3) Remove and properly dispose of all excess soil so that surface water may enter the
channel freely.
4) The procedure used to establish grass in the channel will depend upon the severity of
the conditions and selection of species. Protect the channel with mulch or a temporary
liner sufficient to withstand anticipated velocities during the establishment period.
Maintenance:
During the establishment period, check grass -lined channels after every rainfall. After grass
is established, periodically check the channel; check it after every heavy rainfall event.
Immediately make repairs. It is particularly important to check the channel outlet and all road
crossings for bank stability and evidence of piping or scour holes. Remove all significant
sediment accumulations to maintain the designed carrying capacity. Keep the grass in a
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NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
healthy, vigorous condition at all times, since it is the primary erosion protection for the
channel (Practice 6.11, Permanent Seeding).
7.5 SKIMMER SEDIMENT BASIN
Specifications:
1) Clear, grub, and strip the area under the embankment of all vegetation and root mat.
Remove all surface soil containing high amounts of organic matter and stockpile or
dispose of it properly. Haul all objectionable material to the designated disposal area.
Place temporary sediment control measures below basin as needed.
2) Ensure that all material for the embankment is free of roots, woody vegetation, organic
matter, and other objectionable material. Place the all in lifts not to exceed 9 inches,
and machine compact it. Over all the embankment 6 inches to allow for settlement.
3) Shape the basin to the specified dimensions. Prevent the skimming device from
settling into the mud by excavating a shallow pit under the skimmer or providing a low
support under the skimmer of stone or timber.
4) Place the barrel (typically 4-inch Schedule 40 PVC pipe) on a firm, smooth foundation
of impervious soil. Do not use pervious material such as sand, gravel, or crushed
stone as backfill around the pipe. Place the all material around the pipe spillway in 4-
inch layers and compact it under and around the pipe to at least the same density as
the adjacent embankment. Care must be taken not to raise the pipe from the firm
contact with its foundation when compacting under the pipe haunches. Place a
minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing
it with construction equipment. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
5) Assemble the skimmer following the manufacturer's instructions, or as designed.
6) Lay the assembled skimmer on the bottom of the basin with the flexible joint at the
inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the
skimmer over the excavated pit or support. Be sure to attach a rope to the skimmer
and anchor it to the side of the basin. This will be used to pull the skimmer to the side
for maintenance.
7) Earthen spillways — Install the spillway in undisturbed soil to the greatest extent
possible. The achievement of planned elevations, grade, design width, and entrance
and exit channel slopes are critical to the successful operation of the spillway. The
spillway should be lined with laminated plastic or impermeable geotextile fabric. The
fabric must be wide and long enough to cover the bottom and sides and extend onto
the top of the dam for anchoring in a trench. The edges may be secured with 8-inch
staples or pins. The fabric must be long enough to extend down the slope and exit
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E&SC PLAN 12019
onto stable ground. The width of the fabric must be one piece, not joined or spliced;
otherwise water can get under the fabric. If the length of the fabric is insufficient for
the entire length of the spillway, multiple sections, spanning the complete width, may
be used. The upper section(s) should overlap the lower section(s) so that water
cannot flow under the fabric. Secure the upper edge and sides of the fabric in a trench
with staples or pins. (Adapted from "A Manual for Designing, Installing and Maintaining
Skimmer Sediment Basins." February, 1999. J. W. Faircloth & Son.).
8) Inlets —Discharge water into the basin in a manner to prevent erosion. Use temporary
slope drains or diversions with outlet protection to divert sediment -laden water to the
upper end of the pool area to improve basin trap efficiency (References: Runoff
Control Measures and Outlet Protection).
9) Erosion control —Construct the structure so that the disturbed area is minimized.
Divert surface water away from bare areas. Complete the embankment before the
area is cleared. Stabilize the emergency spillway embankment and all other disturbed
areas above the crest of the principal spillway immediately after construction
(References: Surface Stabilization).
10)Install porous baffles as specified in Practice 6.65, Porous Baffles.
11)After all the sediment -producing areas have been permanently stabilized, remove the
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly (References: Surface Stabilization).
Maintenance:
Inspect skimmer sediment basins at least weekly and after each significant (one-half inch or
greater) rainfall event and repair immediately. Remove sediment and restore the basin to its
original dimensions when sediment accumulates to one-half the height of the first baffle. Pull
the skimmer to one side so that the sediment underneath it can be excavated. Excavate the
sediment from the entire basin, not just around the skimmer or the first cell. Make sure
vegetation growing in the bottom of the basin does not hold down the skimmer.
Repair the baffles if they are damaged. Re -anchor the baffles if water is flowing underneath
or around them.
If the skimmer is clogged with trash and there is water in the basin, usually jerking on the
rope will make the skimmer bob up and down and dislodge the debris and restore flow. If
this does not work, pull the skimmer over to the side of the basin and remove the debris.
Also check the orifice inside the skimmer to see if it is clogged; if so remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction
cleared with a plumber's snake or by flushing with water. Be sure and replace the orifice
before repositioning the skimmer.
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E&SC PLAN 12019
Check the fabric lined spillway for damage and make any required repairs with fabric that
spans the full width of the spillway. Check the embankment, spillways, and outlet for erosion
damage, and inspect the embankment for piping and settlement. Make all necessary repairs
immediately. Remove all trash and other debris from the skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special precautions should be
taken in the winter to prevent the skimmer from plugging with ice.
7.6 OUTLET STABILIZATION STRUCTURES
Specifications:
1) Ensure that the subgrade for the filter and riprap follows the required lines and grades
shown in the plan. Compact any fill required in the subgrade to the density of the
surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may
also be filled by increasing the riprap thickness. The riprap and gravel filte
must conform to the specifie grading limits shown on the plans.
2) The riprap and gravel filter must conform to the specified grading limits shown on the
plans.
3) Filter cloth, when used, must meet design requirements and be properly protected
from punching or tearing during installation. Repair any damage by removing the
riprap and placing another piece of filter cloth over the damaged area. All connecting
joints should overlap so the top layer is above the downstream layer a minimum of 1
foot. If the damage is extensive, replace the entire filter cloth.
4) Riprap may be placed by equipment, but take care to avoid damaging the filter.
5) The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
6) Riprap may be field stone or rough quarry stone. It should be hard, angular, highly
weather -resistant and well graded.
7) Construct the apron on zero grade with no overfill at the end. Make the top of the
riprap at the downstream end level with the receiving area or slightly below it.
8) Ensure that the apron is properly aligned with the receiving stream and preferably
straight throughout its length. If a curve is needed to fit site conditions, place it in the
upper section of the apron.
9) Immediately after construction, stabilize all disturbed areas with vegetation
(Practices 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance:
Page 11 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
Inspect riprap outlet structures weekly and after significant (1/2 inch or greater) rainfall events
to see if any erosion around or below the riprap has taken place, or if stones have been
dislodged. Immediately make all needed repairs to prevent further damage.
7.7 ROLLED EROSION CONTROL PRODUCTS
Specifications:
1) Even if properly designed, if not properly installed, RECP's will probably not function
as desired. Proper installation is imperative. Even if properly installed, if not properly
timed and nourished, vegetation will probably not grow as desired. Proper
seed/vegetation selection is also imperative.
2) Grade the surface of installation areas so that the ground is smooth and loose. When
seeding prior to installation, follow the steps for seed bed preparation, soil
amendments, and seeding in Surface Stabilization, 6.1. All gullies, rills, and any other
disturbed areas must be fine graded prior to installation. Spread seed before RECP
installation. (Important: Remove all large rocks, dirt clods, stumps, roots, grass
clumps, trash, and other obstructions from the soil surface to allow for direct contact
between the soil surface and the RECP.)
3) Terminal anchor trenches are required at RECP ends and intermittent trenches must
be constructed across channels at 25-foot intervals. Terminal anchor trenches should
be a minimum of 12 inches in depth and 6 inches in width, while intermittent trenches
need be only 6 inches deep and 6 inches wide.
4) Installation for Slopes— Place the RECP 2-3 feet over the top of the slope and into an
excavated end trench measuring approximately 12 inches deep by 6 inches wide. Pin
the RECP at 1 foot intervals along the bottom of the trench, backfill, and compact.
Unroll the RECP down (or along) the slope maintaining direct contact between the soil
and the RECP. Overlap adjacent rolls a minimum of 3 inches. Pin the RECP to the
ground using staples or pins in a 3 foot center -to -center pattern. Less frequent
stapling/pinning is acceptable on moderate slopes.
5) Installation in Channels— Excavate terminal trenches (12 inches deep and 6 inches
wide) across the channel at the upper and lower end of the lined channel sections. At
25-foot intervals along the channel, anchor the RECP across the channel either in 6
inch by 6 inch trenches or by installing two closely spaced rows of anchors. Excavate
longitudinal trenches 6 inches deep and wide along channel edges (above water line)
in which to bury the outside RECP edges. Place the first RECP at the downstream
end of the channel. Place the end of the first RECP in the terminal trench and pin it
at 1 foot intervals along the bottom of the trench.
Page 12 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
Note: The RECP should be placed upside down in the trench with the roll on the
downstream side of the bench.
Once pinned and backfilled, the RECP is deployed by wrapping over the top of the
trench and unrolling upstream. If the channel is wider than the provided rolls, place
ends of adjacent rolls in the terminal trench, overlapping the adjacent rolls a minimum
of 3 inches. Pin at 1 foot intervals, backfill, and compact. Unroll the RECP in the
upstream direction until reaching the first intermittent trench. Fold the RECP back
over itself, positioning the roll on the downstream side of the trench, and allowing the
mat to conform to the trench.
Then pin the RECP (two layers) to the bottom of the trench, backfill, and compact.
Continue up the channel (wrapping over the top of the intermittent trench) repeating
this step at other intermittent trenches, until reaching the upper terminal trench.
At the upper terminal trench, allow the RECP to conform to the trench, secure with
pins or staples, backfill, compact and then bring the mat back over the top of the trench
and onto the existing mat (2 to 3 feet overlap in the downstream direction), and pin at
1 foot intervals across the RECP. When starting installation of a new roll, begin in a
trench or shingle -lap ends of rolls a minimum of 1 foot with upstream RECP on top to
prevent uplifting. Place the outside edges of the RECP(s) in longitudinal trenches,
pin, backfill, and compact.
6) Anchoring Devices-11 gauge, at least 6 inches length by 1 inch width staples or 12
inch minimum length wooden stakes are recommended for anchoring the RECP to
the ground.
Drive staples or pins so that the top of the staple or pin is flush with the ground surface.
Anchor each RECP every 3 feet along its center. Longitudinal overlaps must be
sufficient to accommodate a row of anchors and uniform along the entire length of
overlap and anchored every 3 feet along the overlap length. Roll ends may be spliced
by overlapping 1 foot (in the direction of water flow), with the upstream/upslope mat
placed on top of the down stream/downslope RECP. This overlap should be anchored
at 1 foot spacing across the RECP. When installing multiple width mats heat seamed
in the factory, all factory seams and field overlaps should be similarly anchored.
Maintenance:
1) Inspect Rolled Erosion Control Products at least weekly and after each significant (1/2
inch or greater) rain fall event repair immediately.
2) Good contact with the ground must be maintained, and erosion must not occur
beneath the RECP.
Page 13 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
3) Any areas of the RECP that are damaged or not in close contact with the ground shall
be repaired and stapled.
4) If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the
eroded area protected.
5) Monitor and repair the RECP as necessary until ground cover is established.
7.8 POROUS BAFFLES
Specifications:
1) Grade the basin so that the bottom is level front to back and side to side.
2) Install the coir fiber baffles immediately upon excavation of the basin.
3) Install posts across the width of the sediment trap (Practice 6.62, Sediment Fence).
4) Steel posts should be driven to a depth of 24 inches and spaced a maximum of 4 feet
apart. The top of the fabric should be a minimum of 6 inches higher than the invert of the
spillway. Tops of baffles should be a minimum of 2 inches lower than the top of the
earthen embankment.
5) Install at least three rows of baffles between the inlet and outlet discharge point. Basins
less than 20 feet in length may use 2 baffles.
6) Attach a 9-gauge high tension wire strand to the steel posts at a height of 6 inches above
the spillway elevation with plastic ties or wire fasteners to prevent sagging. If the
temporary sediment basin will be converted to a permanent stormwater basin of a greater
depth, the baffle height should be based on the pool depth during use as a temporary
sediment basin.
7) Extend 9 gauge minimum high tension wire strand to side of basin or install steel T-posts
to anchor baffle to side of basin and secure to vertical end posts.
8) Drape the coir fiber mat over the wire strand mounted at a height of 6 inches above the
spillway elevation. Secure the coir fiber mat to the wire strand with plastic ties or wire
fasteners. Anchor the matting to the sides and floor of the basin with 12 inch wire staples,
approximately 1 ft apart, along the bottom and side slopes of the basin.
9) Do not splice the fabric, but use a continuous piece across the basin.
10)Adjustments may be required in the stable requirement to fit individual site conditions.
Maintenance:
Inspect baffles at least once a week and after each rainfall. Make any required repairs
immediately.
Page 14 of 15

NASH COUNTY LCID LANDFILL
E&SC PLAN 12019
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear,
decompose, or become ineffective, replace it promptly.
Remove sediment deposits when it reaches half full, to provide adequate storage volume for
the next rain and to reduce pressure on the baffles. Take care to avoid damaging the baffles
during cleanout, and replace if damaged during cleanout operations. Sediment depth should
never exceed half the designed storage depth.
After the contributing drainage area has been properly stabilized, remove all baffle materials
and unstable sediment deposits, bring the area to grade, and stabilize it.
Page 15 of 15

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APPENDIX A. REFERENCE DOCUMENTS

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: Nash County LCID Landfill Permitting
2. Location of land -disturbing activity: County: Nash City or Township: Castalia
Highway/Street: Dukes Road Latitude: 36.061966' Longitude:-77.993296'
3. Approximate date land -disturbing activity will commence: December 1, 2019
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Industrial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 13 acres
6. Amount of fee enclosed: $845. The application fee of $65.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Craig Fortner, PE E-mail Address cfortner(c�aarrett-moore.com
Telephone [phone] Cell # [phone] Fax #
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Name: Nash County Telephone: [phone] Fax Number: [phone]
Name: Nash County Telephone: [phone] Fax Number:
Current Mailing Address: 3057 Duke Road. P.O Box 849 Current Street Address:Same
Nashville, NC 27856
City State Zip
10. Deed Book No. 2856 Page No. 272-274 Provide a copy of the most current deed.
Part B.
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: Nash County Email: NA
Current Mailing Address: 214 S. Barnes St. P.O Box 849 Current Street Address: Same
Nashville, NC, 27856
City, State Zip
Telephone: [phone] Fax Number: NA

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name: NA Email: NA
Current Mailing Address
City State Zip
Telephone: [phone]
Fax Number
Current Street Address
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
Current Mailing Address
City
Telephone
E-mail Address
Current Street Address
State Zip City State Zip
Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney -in -fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there be any change in the information provided herein.
Type or print name
Signature
Title or Authority
Date
, a Notary Public of the County of
State of North Carolina, hereby certify that appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this day of 20
Seal
Notary
My commission expires

Fir
�ta�;+�^ii+Ms}arr�2lA�
1
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CALE 1" = 1,000- (1 : 12,000)
0 1000 2000
FEET
m L PANEL 2884J�
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 2884
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
NASH COUNTY 370278 2884 J
Notice to User: The Map Number shown below should be used
when placing map orders: the Community Number shown
above should be used on insurance applications for the subject
community.
EFFECTIVE DATE
MAP NUMBER
NOVEMBER 3,2004
3720288400J
c[N.
$�R
State of North
Carolina
Federal Emergency Management Agency
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MITOn-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
relb
HALIFAX
CA
S§
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. 7-11% J"Jif-11% I W K.
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of FIRMs for adjacent
jurisdictions may result in slight positional differences in map features across
j u risd ictio n a I. bo u nd a ries. These d ifferences do not aff ect the accu ra cy of th is
FIRM. All coordinates on this map are in U.S. Survey Feet, where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1988 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVID 88 and the National Geodetic Vertical Datum of 1929
(NGVID 29) has beer computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flo od I nsu ra n ce Study report to obtai n f u rth er info rmati on o n th de co nversio n
of elevations between NAVID 88 and NIGVD 29. To obtain current elevation,
description, and/or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic
Su rvey at (301 ) 713 - 3242, o r visit their webs ite at www. n q s - noa a. q ov.
North Carolina Geodetic Survey County Average Vertical Datum Offset Table
121 West Jones Street CountV Vertical Datum Offset (ft)
Raleigh, NC 27601 Nash -1.02
[phone]
www.ncqs.state.nc.us
Example: NAVD 88 = NGVD 29 f (-1,02)
All streams listed in the Flood Hazard Data Table below were studied by
detafled methods using field survey. Otherflood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
78003'00' 78"02'00' JOINS PANEL 2884 2 295 000 FEET
713001'00' 77000'00'
2 280 000 FEET 766 1768 770 2 300 000 FEET
840 000 FEET
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2 280 000 FEET 7616 000 M 2 285 ODO FEET 768 JOINS PANEL 2880 770 OPOO M
78003'00' 78002'00' 78001'00' 77000'00'
820 000 FEET
2 300 000 FEET
NOTES TO USERS
This map is foruse in administering the National Flood Insurance Program, ltdoes not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed and up-to-date stream channel configurations than MAP REPOSITORY
necessarily identify all areas subject to flooding, particularly from local drainage sources structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FIRM for -this jurisdiction. The floodplains and floodways Referto listing of Map Repositories on Map Index or visit www-ndloodmaps-com-
SWE v N RT4 of small size. The community map repository should be consulted for possible updated Study report for information on flood control structures in the jurisdictions. that were transferred from the previous FIRM may have been adjusted to conform to
or additional flood hazard information. these new stream channel configurations. As a result, the Flood Profiles and Floodway
Base map information and geospatial data used to develop this FIRM were obtained from Data tables in the Flood Insurance Study report (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
-6 To obtain more detailed information in areas where Base Flood Elevations (BFEs) various organizations, including the participating local community(ies), state and federal data) may reflect stream channel distances that differ from what is shown on this map. NOVEMBER 3,2004
FEMM; COUPERA I ING 'HH1UALP-,H1NEH and/or f loodways have been determined, users are encouraged to consult the Flood agencies. and/or other sources. The primary base for this FIRM is aerial imagery acquired as
Profiles, Floodway Data and/or Summary of Stillwater Elevations tables contained within part of the National Digital Orthophoto Program. The time period of collection for the Please refer to the separately printed Map Index for an overview map of the county EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL
the Flood Insurance Study (FIS) report that accompanies this FIRM. Users should be imagery is 1998-1999. Information and geospatial data supplied by the local community(ies) showing the layout of map panels, community map repository addresses, and a Listing of
awaro that BFEs shown on the FIRM represent rounded whole -foot elevations. These that met FEMA base map specifications were considered the preferred source for Communities table containing National Flood Insurance Program dates for each community
This digital Flood Insurance Rate Map (FIRM) was produced through a unique BFEs are Intended for flood insurance rating purposes only and should not be used development of the base map. See geospatial metadata for the associated digital FIRM as well as a listing of the panels on which each is located.
cooperative partnership between the State of North Carolina and the Federal as the sole source of flood elevation information. Accordingly, flood elevation data for additional information about base map preparation.
Emergency Management Agency (FEMA). The Stale of North Carolina has presented in the FIS report should be utilized in conjunction with the FIRM for purposes If you have questions about this map, or questions concerning the National Flood
implemented a long term approach of floodplain management to decrease of construction and/or floodplain management. Base map features shown or this map, such as corporate limits, are based on the I n su rance Pro g ram i n g en era[, pI ease ca I I I - 877 - FEMA MAP (1-87 7-336-2627) or vi s it the
the costs associated with flooding. This is demonstrated by the State's com- most up-to-date data available at the time of publication. Changes in the corporate FEMA website atwww.fema.gov. For community map revision history prior to statewide mapping, refer to the Community Map
mitment to map floodplain areas at the local level. As a part of this effort, the Boundaries of the f loodways were computed at cross sections and interpolated between limits may have occurred since this map was published. Map users should History table located in the Flood Insurance Study report for this jurisdiction.
State of North Carolina has joined in a Cooperating Technical Slate agreement cross sections. The floodways were based on hydraulic considerations with regard to consult the appropriate community official or website to verify current conditions of An accompanying Flood Insurance Study report. Letter of Map Revision (LOMR) or Letter
with FEMA to produce and maintain this digitaIFIRM. requirements of the National Flood Insurance Program. Floodway widths and other jurisdictional boundaries and base map features. of Map Amendment (LOMA) revising portions of this panel, and digital versions of this To determine if flood insurance is available in this community, contact your insurance agent, the
pertinent floodway data are provided in the Flood Insurance Study report for the jurisdictions. FIRM may be available. Visit the North Carolina Floodplain Mapping Program website North Carolina Division of Emergency Management or the National Flood Insurance Program at the
at wvvw.ncfloodmaps.com, or contact the FEMA Map Service Center at 1-800-358-9616 following phone numbers or websites:
www.ncfloodmaps.com for information on all related products associated with this FIRM. The FEMA Map Service NC Division of Emergency Management National Flood insurance Program
I Center may also be reached by Fax at 1-800-358-9620 and their website at www.fema.gov/msc. [phone] www.nfip.ncem.org 1-800-638-6620 www.fema.goVnfip
LEGEND
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
The I % annual chance flood 000�year flood), also known as the base flood, is the flood
that has a 1 % chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the I% annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water -surface elevation of the 1% annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AH Flood depths of I to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of I to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to e protecte rn I annua c ance oo y a Fe era
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined.
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
keptfree of encroachment so that the 1% annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2 % a n n ual chance flood - areas of 1 % annual cha nce flood
with average depths of less than 1 foot or with drainage areas less than
I square mile- and areas protected by levees from 1 % annual chance
flood.
OTHER AREAS
ZONE X Areasdetermined to be ouWde the 0.2% annual chance floodplain.
ZONE D Areas in which flood hazards are undetermined, but possible.
E= COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
Floodway boundary
Zone D Boundary
CBRS and OPA boundary
F7 Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
-513- Base Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet'
*Referenced to the North American Vertical Datum of 1988
Cross section line
- - - - - - Transect line
Geographic coordinates referenced to the NorLh American
9 7 07- 30 32- 22' 3 0 Da of 1983 (NAID 83)
4276wOm 2000-meter Universal Transverse Mercator grid ticks, zone 17
1 477 500 FEET 5000-foot grid values: North Carolina State Plane coordinate
system (FIPSZONE 3200, State Plane NAL) 83 feet)
13MB510 North Carolina Geodetic Survey bench mark (see explanation
X in the Datum Information section of this FIRM panel).
BM5510 National Geodetic Survey bench mark (see explanation in
(2) the Datum Information section of this FIRM panel).
0 M1.5 River Mile
GRID NORTH
MAP SCALE I" = 1,000' (1 :12,000)
500 0 1000 200D
FEET
METERS
300 a 300 600
PANEL 2882J
FIRM
1M L
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 2882
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
Im L
�r�
NASH COUNTY 370278 2882 1
QD
CD
lew
Notice to User: The Map Number shown below should be used
when placing rnap orders; the Community Number shown
ebiove should be used or insurance applicatiors for the subject
community
EFFECTIVE DATE MAP NUMBER
NOVEMBER 3, 2004 3720288200J
(HD
?ARRI,
N
State of North Carolina
Federal Emergency Management Agency

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
FRANKL.IN
i 0 nlvj I n�
HALI FAX
1
f
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of FIRMs for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are in U.S. Survey Feet, where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1988 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29) has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion
of elevations between NAVD 88 and NGVD 29. To obtain current elevation,
description, and/or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic
Survey at [phone], or visit their website at wwvv.ngs.noaa.gov.
North Carolina Geodetic Survey
121 West Jones Street
Raleigh, NC 27601
[phone]
www. negs. state. nc.0 s
County Average Vertical Datum Offset Table
County Vertical Datum Offset (ft)
Nash - 1.02
Example: NAVD 88 = NGVD 29 +
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
nVORTHCAROLINA
Ir
rerating TeAn cal StateLIP [ECHNICALPAWNER
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach of floodplain management to decrease
the icosts associated with flooding. is demonstrated b the State's com-
mitment Y
to map floodplain areas at the local level. As a part of this effort, the
State of North Carolina has joined in a Cooperating Technical Slate agreement t
with FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
78*03'00' 78002.00' JOINS PANEL 2886 2 295 00077°00'aa'
78 01.00'
2 28
860 000 FE
4000 00o M
36°06'00'
3998 OW M
36°05'0a'
3996 600 M
845 000 FE
36°04'00'
3994 000 M
a40 000 FEI
2 28v uvu rtti
78003'00' 78002'00' 78001'00' 77°00'00'
JOINS PANEL 2882
This map is for use in administering the National Flood Insurance Program. It does not
necessarily identify all areas subject to flooding, particularly from local drainage sources
of small size. The community map repository should be consulted for possible updated
or additional flood hazard information.
To obtain more detailed information in areas where Base Flood Elevations (BFEs)
and/or floodways have been determined, users are encouraged to consult the Flood
Profiles, Floodway Data and/or Summary of Stillwater Elevations tables contained within
the Flood Insurance Study (FIS) report that accompanies this FIRM. Users should be
aware that BFEs shown on the FIRM represent rounded whole -foot elevations. These
BFEs are intended for flood insurance rating purposes only and should not be used
as the sole source of flood elevation information. Accordingly, flood elevation data
presented in the FIS report should be utilized in conjunction with the FIRM for purposes
of construction and/or floodplain management.
Boundaries of the floodways were computed at cross sections and interpolated between
cross sections. The floodways were based on hydraulic considerations with regard to
requirements of the National Flood Insurance Program. Floodway widths and other
pertinent Floodway data are provided in the Flood Insurance Study report for the jurisdictions.
NOTES TO
Certain areas not in Special Flood Hazard Areas may be protected by flood control
structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance
Study report for information on flood control structures in the jurisdictions.
Base map information and geospatial data used to develop this FIRM were obtained from
various organizations, including the participating local community(ies), state and federal
agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired as
part of the National Digital Orthophoto Program. The time period of collection for the
imagery is 1998A999. Information and geospatial data supplied by the local community(ies)
that met FEMA base map specifications were considered the preferred source for
development of the base map. See geospatial metadata for the associated digital FIRM
for additional information about base map preparation.
Base map features shown on this map, such as corporate limits, are based on the
most up-to-date data available at the time of publication. Changes in the corporate
limits may have occurred since this map was published. Map users should
consult the appropriate community official or website to verify current conditions of
jurisdictional boundaries and base map features.
USERS
This map reflects more detailed and up-to-date stream channel configurations than
those shown on the previous FIRM for this jurisdiction. The floodplains and floodways
that were transferred from the previous FIRM may have been adjusted to conform to
these new stream channel configurations. As a result, the Flood Profiles and Floodway
Data tables in the Flood Insurance Study report (which contains authoritative hydraulic
data) may reflect stream channel distances that differ from what is shown on this map.
Please refer to the separately printed Map Index for an overview map of the county
showing the layout of map panels; community map repository addresses; and a Listing of
Communities table containing National Flood Insurance Program dates for each community
as well as a listing of the panels on which each is located.
If you have questions about this map, or questions concerning the National Flood
Insurance Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the
FEMA website at www.fema.gov.
An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter
of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website
at wvvw.ncfloodmaps.com, or contact the FENA Map Service Center at 1-800-358-9616
for information on all related products associated with this FIRM. The FEMA Map Service
Center may also be reached by Fax at 1-800-358-9620 and their website at www.fema.gov/msc.
LEGEND
FEET
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
3 000 FEET
INUNDATION BY THE 1% ANNUAL CHANCE FLOOD
The 1 % annual chance flood 000-year flood), also known as the base flood, is the flood
that has a 1 % chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 1 % annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
4000Ow m
Flood Elevation is the water -surface elevation of the 1% annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 1 % annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
36006'00'
determined.
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1 % annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE X Areas of 0.2% annual chance flood; areas of 1 % annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1 % annual chance
flood.
i 000 FEET
OTHER AREAS
ZONE X Areas determined to be outside the 0.2% annual chance floodplain.
ZONE a Areas in which flood hazards are undetermined, but possible.
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
— — — — Floodway boundary
3998 Ow m
- - Zone ❑ Boundary
■■■■•■■■■■■■•+••■■■■ CBRS and OPA boundary
- - - - - - - Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
-, -, 513- Base Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet"
*Referenced to the North American Vertical Datum of 1988
otx Cross section line
23 - - - - - - 23 Transect line
Geographic coordinates referenced to the North American
36°05'00'
97° 07' 3a" 32° 22' 30" Datum of 1983 (NAD 83)
4276wOm 2000-meter Universal Transverse Mercator grid ticks, zone 17
5000-foot grid values: North Carolina State Plane coordinate
1 477 500 FEET system (FIPSZONE 3200, State Plane NAD 83 feet)
13M5510 North Carolina Geodetic Survey bench mark (see explanation
X in the Datum Information section of this FIRM panel).
BM5510 National Geodetic Survey bench mark (see explanation in
0 the Datum Information section of this FIRM panel).
■ M1.5 River Mile
3996 000 m
36°04'00'
0 000 FEET
FEET
MAP REPOSITORY
Refer to listing of Map Repositories on Map Index or visit www.ncfloodmaps.com.
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
NOVEMBER 3, 2004
EFFECTIVE DATES) OF REVISIONS) TO THIS PANEL
For community map revision history prior to statewide mapping, refer to the Community Map
History table located in the Flood insurance Study report for this jurisdiction.
To determine if flood insurance is available in this community, contact your insurance agent, the
North Carolina Division of Emergency Management or the National Flood Insurance Program at the
following phone numbers or websites:
NC Division of Emergency Management National Flood insurance Program
[phone] www.nfip.ncem.org 1-800-638-6620 www.fema.gov/nfip
Z&
GRID NORTH
MAP SCALE 1" = 1,000' (1 : 12,000)
500 0 1000 2000
I FEET
METERS
300 0 300 600
ID
PANEL 2884)
FIRM
FLOOD INSURANCE RATE MAP
>(—v-
NORTH CAROLINA
0
110"t
PANEL 2884
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
NASH COUNTY 370278 2884 J
O
O
—
tv
Notice to User: The Map Number shown below should be used
when placing map orders; the Community Number shown
above should be used on insurance applications for the subject
community -
EFFECTIVE DATE MAP NUMBER
NOVEMBER 3, 2004 3720288400J
CC[D
VAWe. MIT,k
�1
L7
State of North Carolina
Federal Emergency Management Agency

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Nash County,
North Carolina
July 9, 2019

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
SoilMap.................................................................................................................. 8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................ 11
MapUnit Descriptions.........................................................................................11
Nash County, North Carolina.......................................................................... 13
GeC—Georgeville loam, 6 to 10 percent slopes.........................................13
NrB—Norfolk, Georgeville, and Faceville soils, 2 to 8 percent slopes........ 14
RaA—Rains fine sandy loam, 0 to 2 percent slopes, Southern Coastal
Plain......................................................................................................16
W—Water....................................................................................................18
Wh—Wehadkee loam, 0 to 2 percent slopes, frequently flooded ............... 18
References............................................................................................................ 21
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
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Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
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Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
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Custom Soil Resource Report
3 Soil Map
769780 769850 769M 769990
36° 321" N
I
36° 3' 2" N
769780 769850 769920 769M T70060
3
m
Map Scale: 1:3,000 W printed on A portrait (8.5" x 11") sheet
Meters N
0 40 80 160 240
Feet
0 100 200 400 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
77ODW
T70130
770130
3
b
b
Ik
770200
36' 321" N
36' 32" N
770200
3
0

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
■
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.4
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
A
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
.-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
-
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
�}}
Rails
measurements.
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Nash County, North Carolina
Survey Area Data: Version 17, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2016—Oct
26, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
GeC
NrB
Georgeville loam, 6 to 10
percent slopes
2.3
16.0
10.4%
73.3%
Norfolk, Georgeville, and
Faceville soils, 2 to 8 percent
slopes
RaA
Rains fine sandy loam, 0 to 2
percent slopes, Southern
Coastal Plain
3.4
15.5%
W
Water
0.1
0.5%
Wh
Wehadkee loam, 0 to 2 percent
slopes, frequently flooded
0.1
0.3%
Totals for Area of Interest
21.9
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
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Custom Soil Resource Report
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Custom Soil Resource Report
Nash County, North Carolina
GeC—Georgeville loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3gdd
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Georgeville and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Georgeville
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 8 inches: loam
Bt1 - 8 to 15 inches: clay loam
Bt2 - 15 to 45 inches: clay
BC - 45 to 80 inches: loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Tatum, moderately eroded
Percent of map unit: 7 percent
Landform: Hillslopes on ridges
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Custom Soil Resource Report
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
Lignum
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
NrB—Norfolk, Georgeville, and Faceville soils, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3gdz
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 45 percent
Georgeville and similar soils: 25 percent
Faceville and similar soils: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Ridges on marine terraces, broad interstream divides on marine
terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 9 inches: loamy sand
E - 9 to 14 inches: loamy sand
Bt - 14 to 70 inches: sandy clay loam
C - 70 to 100 inches: sandy clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
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Custom Soil Resource Report
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Hydric soil rating: No
Description of Georgeville
Setting
Landform: Ridges
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or residuum
weathered from argillite
Typical profile
Ap - 0 to 8 inches: loam
Bt1 - 8 to 15 inches: clay loam
Bt2 - 15 to 45 inches: clay
BC - 45 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Faceville
Setting
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
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Custom Soil Resource Report
Parent material: Clayey marine deposits
Typical profile
Ap - 0 to 8 inches: fine sandy loam
E - 8 to 13 inches: fine sandy loam
Bt - 13 to 80 inches: clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
RaA—Rains fine sandy loam, 0 to 2 percent slopes, Southern Coastal
Plain
Map Unit Setting
National map unit symbol: 2v75b
Elevation: 30 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Rains, undrained, and similar soils: 70 percent
Rains, drained, and similar soils: 16 percent
Minor components: 14 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rains, Undrained
Setting
Landform: Flats on marine terraces, carolina bays on marine terraces, broad
interstream divides on marine terraces
Landform position (three-dimensional): Dip, talf
Down -slope shape: Linear
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Custom Soil Resource Report
Across -slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
A - 0 to 8 inches: fine sandy loam
Eg - 8 to 13 inches: fine sandy loam
Btg - 13 to 72 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Description of Rains, Drained
Setting
Landform: Carolina bays on marine terraces, broad interstream divides on marine
terraces, flats on marine terraces
Landform position (three-dimensional): Dip, talf
Down -slope shape: Linear
Across -slope shape: Linear
Parent material: Loamy marine deposits
Typical profile
Ap - 0 to 8 inches: fine sandy loam
Eg - 8 to 13 inches: fine sandy loam
Btg - 13 to 72 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
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Custom Soil Resource Report
Minor Components
Lynchburg
Percent of map unit: 8 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
Pantego, ponded
Percent of map unit: 6 percent
Landform: Flats, broad interstream divides
Landform position (three-dimensional): Talf
Down -slope shape: Linear
Across -slope shape: Concave
Hydric soil rating: Yes
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
Hydric soil rating: No
Wh—Wehadkee loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 3gf9
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wehadkee, undrained, and similar soils: 85 percent
Wehadkee, drained, and similar soils: 5 percent
Minor components: 8 percent
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Custom Soil Resource Report
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Description of Wehadkee, Drained
Setting
Landform: Depressions on flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Ponded
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
19

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Minor Components
Chewacla
Percent of map unit: 4 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
Hydric soil rating: No
Riverview
Percent of map unit: 4 percent
Landform: Flood plains
Down -slope shape: Linear
Across -slope shape: Linear
Hydric soil rating: No
20

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www. nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
21

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290.pdf
22

APPENDIX B. DESIGN CALCULATIONS

Pre -Construction:
Subbasins 01 Overview

Project Description
File Name .........................................................
Pre -Development 9_20_19.SPF
Project Options
Flow Units ........................................................
CFS
Elevation Type .................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
Kirpich
Link Routing Method ........................................
Hydrodynamic
Enable Overflow Ponding at Nodes .................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On .............................................
Jul 09, 2019
00:00:00
End Analysis On ...............................................
Jul 10, 2019
00:00:00
Start Reporting On ...........................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .......................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step ........................................
0 00:05:00
days hh:mm:ss
Routing Time Step ...........................................
30
seconds
Number of Elements
Qty
RainGages ......................................................
1
Subbasins..........................................................
1
Nodes................................................................
2
Junctions ..................................................
1
Outfalls....................................................
1
Flow Diversions .......................................
0
Inlets........................................................
0
Storage Nodes .........................................
0
Links..................................................................
1
Channels.................................................
0
Pipes........................................................
1
Pumps......................................................
0
Orifices.....................................................
0
Weirs.......................................................
0
Outlets.....................................................
0
Pollutants.........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-02 Cumulative inches North Carolina Nash 2 3.70 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average
Flow Total Total
Total Peak
Time of
ID Curve Slope
Length Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
(ac) N
(ft) (in) (in)
(ac-in) (cfs)
(days hh:mm:ss)
1 Sub-01 18.50 49.00 2.9000
1146.01 3.70 0.22
4.03 2.18
0 00:06:54

Node Summary
SN Element Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft) (ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm) (ac-in) (min)
1 Jun-01 Junction
0.00
6.00
0.00 6.00
0.00 1.81 0.00
0.00
6.00
0 00:00 0.00 0.00
2 Out-01 Outfall
0.00
1.81 0.00

Link Summary
SN Element Element From To (Outlet) Length
Inlet
Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow
Peak Flow Total Time Reported
ID Type (Inlet) Node
Invert
Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Depth/ Surcharged Condition
Node
Elevation Elevation Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N (in) (cfs) (cfs) (fUsec) (ft)
(min)
1 Link-01 Pipe Jun-01 Out-01 90.43
0.00
0.00 0.0000 0.000 0.0150 1.81 0.00 0.00 0.00 0.00
0.00 0.00

Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac)......................................................
18.50
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
2.9000
Flow Length (ft)...........................................
1146.01
Rain Gage ID ...............................................
Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 18.50 A 49.00
Composite Area & Weighted CN 18.50 49.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 1146.01
Slope (%).................................................... 2.9
Computed TOC (min) .................................. 6.91
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 0.22
Peak Runoff (cfs)......................................... 2.18
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:06:55

Subbasin : Sub-01
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
E 2.8
2.6
2.4
ry 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
N 1.1
v 1
0
0.9
Or
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]

Junction Input
SN Element Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)
(Max)
Water Water Elevation
Depth Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft) (ft)
(ft) (ft')
(in)
1 Jun-01 0.00 6.00
6.00
0.00 0.00 6.00
0.00 0.00
0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID Inflow Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm) (ac-in) (min)
1 Jun-01 1.81 1.81 0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert
Invert Invert Drop
Slope Shape
Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation
Offset
Height
(ft) (ft) (ft)
(ft) (ft) (ft)
N
(in) (in) (cfs)
1 Link-01 90.43 0.00 0.00
0.00 0.00 0.00
0.0000 Dummy
0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-01 1.81 0 12:10 0.00 0.00 0.00 0.00 0.00 0.00

Project Description
File Name .........................................................
Pre -Development 9_20_19.SPF
Project Options
Flow Units ........................................................
CFS
Elevation Type .................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
Kirpich
Link Routing Method ........................................
Hydrodynamic
Enable Overflow Ponding at Nodes .................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On .............................................
Jul 09, 2019
00:00:00
End Analysis On ...............................................
Jul 10, 2019
00:00:00
Start Reporting On ...........................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .......................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step ........................................
0 00:05:00
days hh:mm:ss
Routing Time Step ...........................................
30
seconds
Number of Elements
Qty
RainGages ......................................................
1
Subbasins..........................................................
1
Nodes................................................................
2
Junctions ..................................................
1
Outfalls....................................................
1
Flow Diversions .......................................
0
Inlets........................................................
0
Storage Nodes .........................................
0
Links..................................................................
1
Channels.................................................
0
Pipes........................................................
1
Pumps......................................................
0
Orifices.....................................................
0
Weirs.......................................................
0
Outlets.....................................................
0
Pollutants.........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-10 Cumulative inches North Carolina Nash 10 5.70 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average
Flow Total Total
Total Peak
Time of
ID Curve Slope
Length Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
(ac) N
(ft) (in) (in)
(ac-in) (cfs)
(days hh:mm:ss)
1 Sub-01 18.50 49.00 2.9000
1146.01 5.70 0.93
17.26 21.84
0 00:06:54

Node Summary
SN Element Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft) (ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm) (ac-in) (min)
1 Jun-01 Junction
0.00
6.00
0.00 6.00
0.00 21.39 0.00
0.00
6.00
0 00:00 0.00 0.00
2 Out-01 Outfall
0.00
21.39 0.00

Link Summary
SN Element Element From To (Outlet) Length
Inlet
Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow
Peak Flow Total Time Reported
ID Type (Inlet) Node
Invert
Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Depth/ Surcharged Condition
Node
Elevation Elevation Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N (in) (cfs) (cfs) (fUsec) (ft)
(min)
1 Link-01 Pipe Jun-01 Out-01 90.43
0.00
0.00 0.0000 0.000 0.0150 21.39 0.00 0.00 0.00 0.00
0.00 0.00

Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac)......................................................
18.50
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
2.9000
Flow Length (ft)...........................................
1146.01
Rain Gage ID ...............................................
Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 18.50 A 49.00
Composite Area & Weighted CN 18.50 49.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 1146.01
Slope (%).................................................... 2.9
Computed TOC (min) .................................. 6.91
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 0.93
Peak Runoff (cfs)......................................... 21.84
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:06:55

Subbasin : Sub-01
8
7.5
7
6.5
6
5.5
5
4.5
v 4
3.5
3
2.5
2
1.5
1
0.5
23
22
21
20
19
18
17
16
15
14
N 13
--- 12
11
10
9
8
7
6
5
4
3
2
1
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]

Junction Input
SN Element Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)
(Max)
Water Water Elevation
Depth Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft) (ft)
(ft) (ft')
(in)
1 Jun-01 0.00 6.00
6.00
0.00 0.00 6.00
0.00 0.00
0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID Inflow Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm) (ac-in) (min)
1 Jun-01 21.39 21.39 0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert
Invert Invert Drop
Slope Shape
Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation
Offset
Height
(ft) (ft) (ft)
(ft) (ft) (ft)
N
(in) (in) (cfs)
1 Link-01 90.43 0.00 0.00
0.00 0.00 0.00
0.0000 Dummy
0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-01 21.39 0 12:05 0.00 0.00 0.00 0.00 0.00 0.00

Project Description
File Name .........................................................
Pre -Development 9_20_19.SPF
Project Options
Flow Units ........................................................
CFS
Elevation Type .................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
Kirpich
Link Routing Method ........................................
Hydrodynamic
Enable Overflow Ponding at Nodes .................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On .............................................
Jul 09, 2019
00:00:00
End Analysis On ...............................................
Jul 10, 2019
00:00:00
Start Reporting On ...........................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .......................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step ........................................
0 00:05:00
days hh:mm:ss
Routing Time Step ...........................................
30
seconds
Number of Elements
Qty
RainGages ......................................................
1
Subbasins..........................................................
1
Nodes................................................................
2
Junctions ..................................................
1
Outfalls....................................................
1
Flow Diversions .......................................
0
Inlets........................................................
0
Storage Nodes .........................................
0
Links..................................................................
1
Channels.................................................
0
Pipes........................................................
1
Pumps......................................................
0
Orifices.....................................................
0
Weirs.......................................................
0
Outlets.....................................................
0
Pollutants.........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-01 Time Series TS-25 Cumulative inches North Carolina Nash 25 6.60 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average
Flow Total Total
Total Peak
Time of
ID Curve Slope
Length Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
(ac) N
(ft) (in) (in)
(ac-in) (cfs)
(days hh:mm:ss)
1 Sub-01 18.50 49.00 2.9000
1146.01 6.60 1.37
25.31 33.71
0 00:06:54

Node Summary
SN Element Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft) (ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm) (ac-in) (min)
1 Jun-01 Junction
0.00
6.00
0.00 6.00
0.00 33.53 0.00
0.00
6.00
0 00:00 0.00 0.00
2 Out-01 Outfall
0.00
33.53 0.00

Link Summary
SN Element Element From To (Outlet) Length
Inlet
Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow
Peak Flow Total Time Reported
ID Type (Inlet) Node
Invert
Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Depth/ Surcharged Condition
Node
Elevation Elevation Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N (in) (cfs) (cfs) (fUsec) (ft)
(min)
1 Link-01 Pipe Jun-01 Out-01 90.43
0.00
0.00 0.0000 0.000 0.0150 33.53 0.00 0.00 0.00 0.00
0.00 0.00

Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac)......................................................
18.50
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
2.9000
Flow Length (ft)...........................................
1146.01
Rain Gage ID ...............................................
Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 18.50 A 49.00
Composite Area & Weighted CN 18.50 49.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 1146.01
Slope (%).................................................... 2.9
Computed TOC (min) .................................. 6.91
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 1.37
Peak Runoff (cfs)......................................... 33.71
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:06:55

Subbasin : Sub-01
9.5
9
8.5
8
7.5
7
6.5
6
5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
36
34
32
30
28
26
24
22
N 20
v 18
0
16
14
12
10
8
6
4
2
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]

Junction Input
SN Element Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)
(Max)
Water Water Elevation
Depth Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft) (ft)
(ft) (ft')
(in)
1 Jun-01 0.00 6.00
6.00
0.00 0.00 6.00
0.00 0.00
0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID Inflow Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm) (ac-in) (min)
1 Jun-01 33.53 33.53 0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert
Invert Invert Drop
Slope Shape
Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation
Offset
Height
(ft) (ft) (ft)
(ft) (ft) (ft)
N
(in) (in) (cfs)
1 Link-01 90.43 0.00 0.00
0.00 0.00 0.00
0.0000 Dummy
0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-01 33.53 0 12:05 0.00 0.00 0.00 0.00 0.00 0.00

Project Description
File Name ......................................................... Pre -Development 9_20_19.SPF
Project Options
Flow Units ........................................................
CFS
Elevation Type .................................................
Elevation
Hydrology Method ............................................
SCS TR-55
Time of Concentration (TOC) Method ..............
Kirpich
Link Routing Method ........................................
Hydrodynamic
Enable Overflow Ponding at Nodes .................
YES
Skip Steady State Analysis Time Periods ........
NO
Analysis Options
Start Analysis On .............................................
Jul 09, 2019
00:00:00
End Analysis On ...............................................
Jul 10, 2019
00:00:00
Start Reporting On ...........................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .......................................
0
days
Runoff (Dry Weather) Time Step ......................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .....................
0 00:05:00
days hh:mm:ss
Reporting Time Step ........................................
0 00:05:00
days hh:mm:ss
Routing Time Step ...........................................
30
seconds
Number of Elements
Qty
RainGages ......................................................
1
Subbasins..........................................................
1
Nodes................................................................
2
Junctions ..................................................
1
Outfalls....................................................
1
Flow Diversions .......................................
0
Inlets........................................................
0
Storage Nodes .........................................
0
Links..................................................................
1
Channels.................................................
0
Pipes........................................................
1
Pumps......................................................
0
Orifices.....................................................
0
Weirs.......................................................
0
Outlets.....................................................
0
Pollutants.........................................................
0
LandUses ........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
1 Rain Gage-01 Time Series TS-100 Cumulative inches North Carolina Nash 100 8.30 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average
Flow Total Total
Total Peak
Time of
ID Curve Slope
Length Rainfall Runoff
Runoff Runoff
Concentration
Number
Volume
(ac) N
(ft) (in) (in)
(ac-in) (cfs)
(days hh:mm:ss)
1 Sub-01 18.50 49.00 2.9000
1146.01 8.30 2.33
43.03 60.47
0 00:06:54

Node Summary
SN Element Element
Invert Ground/Rim
Initial Surcharge Ponded Peak Max HGL
Max
Min
Time of Total Total Time
ID Type
Elevation
(Max)
Water Elevation
Area Inflow Elevation Surcharge Freeboard
Peak Flooded Flooded
Elevation Elevation
Attained
Depth
Attained
Flooding Volume
Attained
Occurrence
(ft)
(ft)
(ft) (ft)
(ft') (cfs) (ft)
(ft)
(ft)
(days hh:mm) (ac-in) (min)
1 Jun-01 Junction
0.00
6.00
0.00 6.00
0.00 59.63 0.00
0.00
6.00
0 00:00 0.00 0.00
2 Out-01 Outfall
0.00
59.63 0.00

Link Summary
SN Element Element From To (Outlet) Length
Inlet
Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow
Peak Flow Total Time Reported
ID Type (Inlet) Node
Invert
Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth
Depth/ Surcharged Condition
Node
Elevation Elevation Ratio
Total Depth
Ratio
(ft)
(ft)
(ft) N (in) (cfs) (cfs) (fUsec) (ft)
(min)
1 Link-01 Pipe Jun-01 Out-01 90.43
0.00
0.00 0.0000 0.000 0.0150 59.63 0.00 0.00 0.00 0.00
0.00 0.00

Subbasin Hydrology
Subbasin : Sub-01
Input Data
Area (ac)......................................................
18.50
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
2.9000
Flow Length (ft)...........................................
1146.01
Rain Gage ID ...............................................
Rain Gage-01
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 18.50 A 49.00
Composite Area & Weighted CN 18.50 49.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 1146.01
Slope (%).................................................... 2.9
Computed TOC (min) .................................. 6.91
Subbasin Runoff Results
Total Rainfall (in) ......................................... 8.30
Total Runoff (in) ........................................... 2.33
Peak Runoff (cfs)......................................... 60.47
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:06:55

Subbasin : Sub-01
11.5
11
10.5
10
9.5
9
8.5
8
7.5
7
6.5
6
5.5
Or
5
4.5
4
3.5
3
2.5
2
1.5
1
0.5
62
60
58
56
54
52
50
48
46
44
42
40
38
36
34
32
0 30
� 28
26
24
22
20
18
16
14
12
10
8
6
4
2
Rainfall Intensity Graph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]
Runoff Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time [hrs]

Junction Input
SN Element Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max)
(Max)
Water Water Elevation
Depth Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft) (ft)
(ft)
(ft) (ft) (ft)
(ft) (ft')
(in)
1 Jun-01 0.00 6.00
6.00
0.00 0.00 6.00
0.00 0.00
0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of Total Total Time
ID Inflow Lateral Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded Flooded
Inflow Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs) (cfs) (ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm) (ac-in) (min)
1 Jun-01 59.63 59.63 0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet
Outlet Outlet Total Average Pipe
Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. of
ID Invert Invert
Invert Invert Drop
Slope Shape
Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation
Offset
Height
(ft) (ft) (ft)
(ft) (ft) (ft)
N
(in) (in) (cfs)
1 Link-01 90.43 0.00 0.00
0.00 0.00 0.00
0.0000 Dummy
0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-01 59.63 0 12:05 0.00 0.00 0.00 0.00 0.00 0.00

Post -Construction:
Phase 2 Overview
A-02
RMWATE R

Post -Construction:
Sediment Pond Overview

Project Description
File Name...........................................................
post development 9-18-19 cf.SPF
Project Options
Flow Units..........................................................
CFS
Elevation Type ...................................................
Elevation
Hydrology Method ..............................................
SCS TR-55
Time of Concentration (TOC) Method ................
Kirpich
Link Routing Method ..........................................
Kinematic Wave
Enable Overflow Ponding at Nodes ...................
YES
Skip Steady State Analysis Time Periods ..........
NO
Analysis Options
Start Analysis On ...............................................
Jul 09, 2019
00:00:00
End Analysis On .................................................
Jul 11, 2019
00:00:00
Start Reporting On .............................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .........................................
0
days
Runoff (Dry Weather) Time Step ........................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .......................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..........................................
0 00:05:00
days hh:mm:ss
Routing Time Step .............................................
30
seconds
Number of Elements
Qty
RainGages ........................................................
1
Subbasins............................................................
17
Nodes..................................................................
16
Junctions ....................................................
13
Outfalls......................................................
2
Flow Diversions .........................................
0
Inlets..........................................................
0
Storage Nodes ...........................................
1
Links....................................................................
16
Channels...................................................
2
Pipes..........................................................
11
Pumps........................................................
0
Orifices.......................................................
1
Weirs.........................................................
1
Outlets.......................................................
1
Pollutants...........................................................
0
LandUses..........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-001 Time Series TS-02 Cumulative inches North Carolina Nash 2 3.70 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average Flow Total Total Total Peak Time of
ID Curve Slope Length Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) M (ft) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-02 1.56 77.00 25.0000 500.00 3.70 1.58 2.47 3.90 0 00:05:00
2 Sub-03 1.98 77.00 25.0000 500.00 3.70 1.58 3.13 4.94 0 00:05:00
3 Sub-04 2.38 77.00 25.0000 500.00 3.70 1.58 3.76 5.93 0 00:05:00
4 Sub-05 2.49 77.00 25.0000 500.00 3.70 1.58 3.93 6.20 0 00:05:00
5 Sub-06 0.71 77.00 25.0000 500.00 3.70 1.58 1.12 1.76 0 00:05:00
6 Sub-07 0.64 77.00 25.0000 500.00 3.70 1.58 1.01 1.60 0 00:05:00
7 Sub-08 2.32 77.00 25.0000 500.00 3.70 1.58 3.66 5.79 0 00:05:00
8 Sub-09 1.38 88.20 0.5000 500.00 3.70 2.47 3.41 5.02 0 00:07:10
9 Sub-10 0.30 77.00 5.0000 107.16 3.70 1.58 0.48 0.75 0 00:05:00
10 Sub-11 0.05 77.00 5.0000 148.05 3.70 1.57 0.08 0.11 0 00:05:00
11 Sub-12 0.04 77.00 5.0000 78.07 3.70 1.57 0.07 0.11 0 00:05:00
12 Sub-13 0.15 77.00 5.0000 68.43 3.70 1.58 0.23 0.37 0 00:05:00
13 Sub-14 0.22 77.00 5.0000 88.05 3.70 1.58 0.35 0.56 0 00:05:00
14 Sub-15 0.06 77.00 5.0000 123.83 3.70 1.57 0.09 0.14 0 00:05:00
15 Sub-16 0.07 77.00 5.0000 74.76 3.70 1.58 0.11 0.18 0 00:05:00
16 Sub-17 2.50 51.80 2.5000 557.07 3.70 0.30 0.76 0.74 0 00:05:00
17 Sub-18 0.52 49.00 0.5000 383.97 3.70 0.22 0.11 0.07 0 00:05:51

Node Summary
SN Element
Element
Invert
Ground/Rim
Initial
Surcharge
Ponded
Peak
Max HGL
Max
Min
Time of
Total
Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation
Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft')
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
223.00
227.00
0.00
0.00
0.00
1.69
223.00
0.00
4.00
0 00:00
0.00
0.00
2 Jun-02
Junction
220.00
224.00
0.00
0.00
0.00
3.55
220.00
0.00
4.00
0 00:00
0.00
0.00
3 Jun-03
Junction
215.00
219.00
0.00
0.00
0.00
10.05
215.00
0.00
4.00
0 00:00
0.00
0.00
4 Jun-04
Junction
197.00
201.00
0.00
0.00
0.00
16.48
197.00
0.00
4.00
0 00:00
0.00
0.00
5 Jun-06
Junction
211.00
215.00
0.00
0.00
0.00
10.65
211.00
0.00
4.00
0 00:00
0.00
0.00
6 Jun-07
Junction
223.00
227.00
0.00
0.00
0.00
6.48
223.00
0.00
4.00
0 00:00
0.00
0.00
7 Jun-08
Junction
208.00
212.00
0.00
0.00
0.00
15.72
208.00
0.00
4.00
0 00:00
0.00
0.00
8 Jun-09
Junction
199.00
203.00
0.00
0.00
0.00
15.72
199.00
0.00
4.00
0 00:00
0.00
0.00
9 Jun-10
Junction
194.00
196.00
0.00
0.00
0.00
16.48
195.04
0.00
0.96
0 00:00
0.00
0.00
10 Jun-11
Junction
193.00
196.00
0.00
0.00
0.00
16.17
194.03
0.00
1.97
0 00:00
0.00
0.00
11 Jun-12
Junction
192.00
199.00
0.00
0.00
0.00
16.05
193.01
0.00
5.99
0 00:00
0.00
0.00
12 Jun-13
Junction
0.00
6.00
0.00
6.00
0.00
0.66
0.00
0.00
6.00
0 00:00
0.00
0.00
13 Jun-14
Junction
192.00
196.00
192.00
0.00
0.00
0.38
192.20
0.00
3.80
0 00:00
0.00
0.00
14 Out-01
Outfall
191.50
0.38
191.70
15 Out-02
Outfall
191.50
0.00
191.50
16 Stor-01
Storage Node
192.00
198.00
193.00
31740.00
35.93
194.57
0.00
0.00

Link Summary
SN Element
Element From To (Outlet) Length
Inlet
Outlet
Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet) Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(fUsec)
(ft)
(min)
1 Link-02
Pipe
Jun-09 Stor-01
83.78
0.00
0.00
0.0000
0.000
0.0320 15.72
0.00
0.00
0.00
0.00
0.00
0.00
2 Link-03
Pipe
Jun-07 Jun-06
524.19
223.00
211.00
2.2900
0.000
0.0300 6.48
0.00
0.00
0.00
0.00
0.00
0.00
3 Link-04
Pipe
Jun-01 Jun-02
175.44
223.00
220.00
1.7100
0.000
0.0300 1.69
0.00
0.00
0.00
0.00
0.00
0.00
4 Link-05
Pipe
Jun-02 Jun-03
182.89
220.00
215.00
2.7300
0.000
0.0300 3.55
0.00
0.00
0.00
0.00
0.00
0.00
5 Link-06
Pipe
Jun-03 Jun-04
545.86
215.00
197.00
3.3000
0.000
0.0300 10.05
0.00
0.00
0.00
0.00
0.00
0.00
6 Link-07
Pipe
Jun-06 Jun-08
417.04
211.00
208.00
0.7200
0.000
0.0300 10.65
0.00
0.00
0.00
0.00
0.00
0.00
7 Link-08
Pipe
Jun-08 Jun-09
255.16
208.00
199.00
3.5300
0.000
0.0320 15.72
0.00
0.00
0.00
0.00
0.00
0.00
8 Link-09
Pipe
Jun-04 Jun-10
88.32
0.00
0.00
0.0000
0.000
0.0150 16.48
0.00
0.00
0.00
0.00
0.00
0.00
9 Link-12
Pipe
Jun-12 Stor-01
143.43
0.00
192.00
-133.8600
0.000
0.0150 16.05
0.00
0.23
0.00
0.97
0.50
0.00 Calculated
10 Link-25
Pipe
Jun-13 Jun-06
49.86
0.00
211.00
-423.1800
0.000
0.0150 0.66
0.00
0.23
0.00
0.97
0.50
0.00 Calculated
11 Link-26
Pipe
Jun-14 Out-01
78.27
192.00
191.50
0.6400
30.000
0.0150 0.38
28.41
0.01
2.03
0.20
0.08
0.00 Calculated
12 Link-10
Channel
Jun-10 Jun-11
183.06
194.00
193.00
0.5500
24.000
0.0320 16.17
67.82
0.24
2.61
1.01
0.51
0.00
13 Link-11
Channel
Jun-11 Jun-12
173.36
193.00
192.00
0.5800
24.000
0.0320 16.05
69.69
0.23
2.65
0.97
0.50
0.00
14 Riser-01
Orifice
Stor-01 Jun-14
192.00
192.00
72.000
0.00
15 Skimmer-01
Outlet
Stor-01 Jun-14
192.00
192.00
0.38
16 Weir-01
Weir
Stor-01 Out-02
192.00
191.50
0.00

Subbasin Hydrology
Subbasin : Sub-02
Input Data
Area(ac)......................................................
1.56
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.56 A 77.00
Composite Area & Weighted CN 1.56 77.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 3.90
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-02
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
'E 2.4
ry 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
4.2
4
3.8
3.6
3.4
3.2
3
2.8
2.6
N 2.4
v 22
0 2
C
1h 1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-03
Input Data
Area(ac)......................................................
1.98
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.98 A 77.00
Composite Area & Weighted CN 1.98 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 4.94
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-03
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
N
t 2.8
w 2.6
0
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-04
Input Data
Area(ac)......................................................
2.38
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.38 A 77.00
Composite Area & Weighted CN 2.38 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 5.93
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-04
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
0 3
� 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-05
Input Data
Area(ac)......................................................
2.49
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.49 A 77.00
Composite Area & Weighted CN 2.49 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 6.20
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-05
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
7
6.5
6
5.5
5
4.5
N 4
C]
w 3.5
0
0
FY 3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-06
Input Data
Area(ac)......................................................
0.71
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.71 A 77.00
Composite Area & Weighted CN 0.71 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 1.76
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-06
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
N
1
0.9
1h 0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-07
Input Data
Area(ac)......................................................
0.64
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.64 A 77.00
Composite Area & Weighted CN 0.64 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 1.60
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-07
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
1.7
1.6
1.5
1.4
1.3
1.2
1.1
_ 1
N
0.9
0.8
O✓
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-08
Input Data
Area(ac)......................................................
2.32
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.32 A 77.00
Composite Area & Weighted CN 2.32 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 5.79
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-08
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
0 3
� 2.8
2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-09
Input Data
Area(ac)......................................................
1.38
Weighted Curve Number .............................
88.20
Average Slope (%)......................................
0.5000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Open Water
1.11
A
98.00
50 - 75% grass cover, Fair
0.28
A
49.00
Composite Area & Weighted CN
1.39
88.20
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 0.5
Computed TOC (min) .................................. 7.18
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 2.47
Peak Runoff (cfs)......................................... 5.02
Weighted Curve Number ............................. 88.20
Time of Concentration (days hh:mm:ss) ...... 0 00:07:11

Subbasin : Sub-09
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
N
t 2.8
w 2.6
0
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-10
Input Data
Area(ac)......................................................
0.30
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
107.16
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.30 A 77.00
Composite Area & Weighted CN 0.30 77.00
Time of Concentration
Flow Length (ft)........................................... 107.16
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 0.75
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:54

Subbasin : Sub-10
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.8
0.75
0.7
0.65
0.6
0.55
0.5
N 0.45
w 0.4
0
0
� 0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-11
Input Data
Area(ac)......................................................
0.05
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
148.05
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.05 A 77.00
Composite Area & Weighted CN 0.05 77.00
Time of Concentration
Flow Length (ft)........................................... 148.05
Slope(%).................................................... 5
Computed TOC (min) .................................. 1.16
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.57
Peak Runoff (cfs)......................................... 0.11
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:10

Subbasin : Sub-11
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.12
0.115
0.11
0.105
0.1
0.095
0.09
0.085
0.08
0.075
- 0.07
N
t 0.065
w 0.06
0
� 0.055
e
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 8 8 10 12 14 18 18 20 22 24 28 28 30 32 34 38 38 40 42 44 46
Time [hrs]

Subbasin : Sub-12
Input Data
Area(ac)......................................................
0.04
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
78.07
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.04 A 77.00
Composite Area & Weighted CN 0.04 77.00
Time of Concentration
Flow Length (ft)........................................... 78.07
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.71
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.57
Peak Runoff (cfs)......................................... 0.11
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:43

Subbasin : Sub-12
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.12
0.115
0.11
0.105
0.1
0.095
0.09
0.085
0.08
0.075
- 0.07
N
t 0.065
w 0.06
0
� 0.055
e
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 8 8 10 12 14 18 18 20 22 24 28 28 30 32 34 38 38 40 42 44 46
Time [hrs]

Subbasin : Sub-13
Input Data
Area(ac)......................................................
0.15
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
68.43
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.15 A 77.00
Composite Area & Weighted CN 0.15 77.00
Time of Concentration
Flow Length (ft)........................................... 68.43
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.64
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 0.37
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:38

Subbasin : Sub-13
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.4
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
0.22
w 0.2
0
O✓
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-14
Input Data
Area(ac)......................................................
0.22
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
88.05
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.22 A 77.00
Composite Area & Weighted CN 0.22 77.00
Time of Concentration
Flow Length (ft)........................................... 88.05
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.78
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 0.56
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:47

Subbasin : Sub-14
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.62
0.6
0.58
0.56
0.54
0.52
0.5
0.48
0.46
0.44
0.42
0.4
0.38
0.36
0.34
0.32
0 0.3
0.28
0.26
0.24
0.22
0.2
0.18
0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-15
Input Data
Area(ac)......................................................
0.06
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
123.83
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.06 A 77.00
Composite Area & Weighted CN 0.06 77.00
Time of Concentration
Flow Length (ft)........................................... 123.83
Slope(%).................................................... 5
Computed TOC (min) .................................. 1.01
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.57
Peak Runoff (cfs)......................................... 0.14
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:01

Subbasin : Sub-15
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.155
0.15
0.145
0.14
0.135
0.13
0.125
0.12
0.115
0.11
0.105
0.1
0.095
- 0.09
N
t 0.085
, :7 0.08
0.075
C
0.07
1h0.065
0.06
0.055
0.05
0.045
0.04
0.035
0.03
0.025
0.02
0.015
0.01
0.005
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-16
Input Data
Area(ac)......................................................
0.07
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
74.76
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.07 A 77.00
Composite Area & Weighted CN 0.07 77.00
Time of Concentration
Flow Length (ft)........................................... 74.76
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.68
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 1.58
Peak Runoff (cfs)......................................... 0.18
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:41

Subbasin : Sub-16
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.19
0.18
0.17
0.16
0.15
0.14
0.13
0.12
0.11
N
v 0.1
0.09
1h 0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-17
Input Data
Area(ac)......................................................
2.50
Weighted Curve Number .............................
51.80
Average Slope (%)......................................
2.5000
Flow Length (ft)...........................................
557.07
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
50 - 75% grass cover, Fair
2.25
A
49.00
Fallow, bare soil
0.25
A
77.00
Composite Area & Weighted CN
2.50
51.80
Time of Concentration
Flow Length (ft)........................................... 557.07
Slope (%).................................................... 2.5
Computed TOC (min) .................................. 4.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 0.30
Peak Runoff (cfs)......................................... 0.74
Weighted Curve Number ............................. 51.80
Time of Concentration (days hh:mm:ss) ...... 0 00:04:12

Subbasin : Sub-17
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.75
0.7
0.65
0.6
0.55
0.5
0.45
N
v 0.4
O
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-18
Input Data
Area(ac)......................................................
0.52
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
0.5000
Flow Length (ft)...........................................
383.97
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 0.52 A 49.00
Composite Area & Weighted CN 0.52 49.00
Time of Concentration
Flow Length (ft)........................................... 383.97
Slope(%).................................................... 0.5
Computed TOC (min) .................................. 5.86
Subbasin Runoff Results
Total Rainfall (in) ......................................... 3.70
Total Runoff (in) ........................................... 0.22
Peak Runoff (cfs)......................................... 0.07
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:05:52

Subbasin : Sub-18
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
28
co 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0.05
0.048
0.046
0.044
0.042
0.04
0.038
0.036
0.034
0.032
_ 0.03
N 0.028
, :0.026
0.024
e 0.022
0.02
0.018
0.016
0.014
0.012
0.01
0.008
0.006
0.004
0.002
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ft)
(ft)
(ft) (ft)
(ft)
(ft)
(ft')
(in)
1 Jun-01
223.00
227.00
4.00
0.00-223.00
0.00
-227.00
0.00
0.00
2 Jun-02
220.00
224.00
4.00
0.00-220.00
0.00
-224.00
0.00
0.00
3 Jun-03
215.00
219.00
4.00
0.00-215.00
0.00
-219.00
0.00
0.00
4 Jun-04
197.00
201.00
4.00
0.00-197.00
0.00
-201.00
0.00
0.00
5 Jun-06
211.00
215.00
4.00
0.00-211.00
0.00
-215.00
0.00
0.00
6 Jun-07
223.00
227.00
4.00
0.00-223.00
0.00
-227.00
0.00
0.00
7 Jun-08
208.00
212.00
4.00
0.00-208.00
0.00
-212.00
0.00
0.00
8 Jun-09
199.00
203.00
4.00
0.00-199.00
0.00
-203.00
0.00
0.00
9 Jun-10
194.00
196.00
2.00
0.00-194.00
0.00
-196.00
0.00
0.00
10 Jun-11
193.00
196.00
3.00
0.00-193.00
0.00
-196.00
0.00
0.00
11 Jun-12
192.00
199.00
7.00
0.00-192.00
0.00
-199.00
0.00
0.00
12 Jun-13
0.00
6.00
6.00
0.00 0.00
6.00
0.00
0.00
0.00
13 Jun-14
192.00
196.00
4.00
192.00 0.00
0.00
-196.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
1.69
1.69
223.00
0.00
0.00
4.00
223.00
0.00
0 00:00
0 00:00
0.00
0.00
2 Jun-02
3.55
1.85
220.00
0.00
0.00
4.00
220.00
0.00
0 00:00
0 00:00
0.00
0.00
3 Jun-03
10.05
6.50
215.00
0.00
0.00
4.00
215.00
0.00
0 00:00
0 00:00
0.00
0.00
4 Jun-04
16.48
6.43
197.00
0.00
0.00
4.00
197.00
0.00
0 00:00
0 00:00
0.00
0.00
5 Jun-06
10.65
4.00
211.00
0.00
0.00
4.00
211.00
0.00
0 00:00
0 00:00
0.00
0.00
6 Jun-07
6.48
6.48
223.00
0.00
0.00
4.00
223.00
0.00
0 00:00
0 00:00
0.00
0.00
7 Jun-08
15.72
5.07
208.00
0.00
0.00
4.00
208.00
0.00
0 00:00
0 00:00
0.00
0.00
8 Jun-09
15.72
0.00
199.00
0.00
0.00
4.00
199.00
0.00
0 00:00
0 00:00
0.00
0.00
9 Jun-10
16.48
0.05
195.04
1.04
0.00
0.96
194.05
0.05
0 12:00
0 00:00
0.00
0.00
10 Jun-11
16.17
0.00
194.03
1.03
0.00
1.97
193.05
0.05
0 12:01
0 00:00
0.00
0.00
11 Jun-12
16.05
0.00
193.01
1.01
0.00
5.99
192.05
0.05
0 12:02
0 00:00
0.00
0.00
12 Jun-13
0.66
0.66
0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00
0.00
0.00
13 Jun-14
0.38
0.00
192.20
0.20
0.00
3.80
192.20
0.20
0 00:00
0 00:00
0.00
0.00

Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) N (ft) (ft) (cfs)
1 Link-10 183.06 194.00 0.00 193.00 0.00 1.00 0.5500 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-11 173.36 193.00 0.00 192.00 0.00 1.00 0.5800 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No

Channel Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 Link-10
16.17
0 12:01
67.82
0.24
2.61
1.17
1.01
0.51
0.00
2 Link-11
16.05
0 12:02
69.69
0.23
2.65
1.09
0.97
0.50
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet
Outlet
Total
Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap
ID
Invert
Invert
Invert
Invert
Drop
Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses
Flow Gate
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
N
(in)
(in)
(cfs)
1 Link-02
83.78
0.00-199.00
0.00-192.00
0.00
0.0000 Dummy
0.000
0.000
0.0320
0.5000
0.5000
0.0000
0.00 No
2 Link-03
524.19
223.00
0.00
211.00
0.00
12.00
2.2900 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
3 Link-04
175.44
223.00
0.00
220.00
0.00
3.00
1.7100 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
4 Link-05
182.89
220.00
0.00
215.00
0.00
5.00
2.7300 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
5 Link-06
545.86
215.00
0.00
197.00
0.00
18.00
3.3000 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
6 Link-07
417.04
211.00
0.00
208.00
0.00
3.00
0.7200 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
7 Link-08
255.16
208.00
0.00
199.00
0.00
9.00
3.5300 Dummy
0.000
0.000
0.0320
0.5000
0.5000
0.0000
0.00 No
8 Link-09
88.32
0.00
-197.00
0.00-194.00
0.00
0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
9 Link-12
143.43
0.00
-192.00
192.00
0.00-192.00
-133.8600 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
10 Link-25
49.86
0.00
0.00
211.00
0.00-211.00-423.1800 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
11 Link-26
78.27
192.00
0.00
191.50
0.00
0.50
0.6400 CIRCULAR
30.000
30.000
0.0150
0.5000
0.5000
0.0000
0.00 No

No. of
Barrels

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec) (min)
(ft)
(min)
1 Link-02
15.72
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
2 Link-03
6.48
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
3 Link-04
1.69
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
4 Link-05
3.55
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
5 Link-06
10.05
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
6 Link-07
10.65
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
7 Link-08
15.72
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
8 Link-09
16.48
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
9 Link-12
16.05
0 12:02
0.00
0.23
0.00
0.97
0.50
0.00
Calculated
10 Link-25
0.66
0 12:05
0.00
0.23
0.00
0.97
0.50
0.00
Calculated
11 Link-26
0.38
0 00:09
28.41
0.01
2.03 0.64
0.20
0.08
0.00
Calculated

Storage Nodes
Storage Node : Stor-01
Input Data
Invert Elevation (ft)...........................................................
192.00
Max (Rim) Elevation (ft)...................................................
198.00
Max (Rim) Offset (ft).........................................................
6.00
Initial Water Elevation (ft).................................................
193.00
Initial Water Depth (ft)......................................................
1.00
Ponded Area (ft')..............................................................
31740.00
Evaporation Loss.............................................................
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 31739.49 0.000
1 34022.12 32880.81
2 36531.29 68157.52
3 39096.56 105971.45
4 41717.92 146378.69
5 44395.38 189435.34
6 47481.18 235373.62

E
m
M
m
L
Storage Area Volume Curves
Storage Volume (ft3j
0 20,000 40.04) 00,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000
6----------------------------------------------------------------------------------------- 6
'r.8-------------------------------- ---- 5.8
i.6----------------I----------I---------I---------------4-------------------------------------- •------- 5.6
5.4'--------J--------'--------`--------`------- '--------'--------`-------- ------ '--------J------•------- 5.4
5.2'--------=--------'--------=----- = ' = _------- 5.2
1.8----------------------------------------------- ------------------------------------------------ ------ 4.8
4.6'--------J--------'-------- `-------- `-------- --------'--------`------- ---- '--------J--------•------- 4.6
4.2---------------- 4.2
4 ------ 4
3.8'-------- ------------------`--------`-------- ------- ------ ------- `-------- -------- -------•------- 3.8
#.4
3.2 ----------------- ----- ------- ------ ----- ------- ------ ----- ------- 3.2
3----------------------------------- ----------------------------------------- ------ 3
?.8'-------- J--------'--------`-------- `------- ------ '-------- `-------- `------ '--------J--------•------ 2.8
t.4 - ------------- r------- '------- ------ 2.4
t.2 ; ; � - - - - --- - - - - -- ; ; _------ 2.2
2 ---- ----- ------ ---- ---- ----- ----- ---- ---- ----- ----- 2
1.8j -------------------------------------- ------ 1.8
1.6 r------- -------------------------------------------- ------ 1.6
1.4 ; r r ; : -- - - -- 1.4
1.2------------------------------------------------------------------------------------------------- ----- 1.2
1
#.8 _----'--------=--------'-------=- ' = = 0.8
#.6 ------ ------- ----- ------- ------ ----- ------- ------ 0.6
#.4 -----------I---------I---------------4--------- 4.4
0 0
32,000 33,000 34,000 35,000 363000 373000 38,000 39,000 40,000 41,000 42,000 43,000 44,000 45,000 46,000 47,000
Storage Area (ftxj
- Storage Area - Storage Volume
E
m
a�
m

Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap
ID Type Gate
1 Weir-01 Trapezoidal No
Outflow Orifices
Crest Crest Length Weir Total Discharge
Elevation Offset Height Coefficient
197.00 5.00 15.00 1.00 3.33
SN Element Orifice
Orifice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice Orifice Orifice
Invert Coefficient
Diameter Height Width
Elevation
(in) (in) (in)
(ft)
1 Riser-01 Bottom
Rectangular No
72.00 72.00
196.50 0.63
Output Summary Results
Peak Inflow (cfs)...............................................................
35.93
Peak Lateral Inflow (cfs)...................................................
4.81
Peak Outflow (cfs)............................................................
0.38
Peak Exfiltration Flow Rate (cfm).....................................
0.00
Max HGL Elevation Attained (ft).......................................
194.57
Max HGL Depth Attained (ft)............................................
2.57
Average HGL Elevation Attained (ft)................................
193.85
Average HGL Depth Attained (ft).....................................
1.85
Time of Max HGL Occurrence (days hh:mm) ...................
1 00:08
Total Exfiltration Volume (1000-ft3)..................................
0.000
Total Flooded Volume (ac-in)...........................................
0
Total Time Flooded (min) .................................................
0
Total Retention Time (sec) ...............................................
0.00

Project Description
File Name...........................................................
post development 9-18-19 cf.SPF
Project Options
Flow Units..........................................................
CFS
Elevation Type ...................................................
Elevation
Hydrology Method ..............................................
SCS TR-55
Time of Concentration (TOC) Method ................
Kirpich
Link Routing Method ..........................................
Kinematic Wave
Enable Overflow Ponding at Nodes ...................
YES
Skip Steady State Analysis Time Periods ..........
NO
Analysis Options
Start Analysis On ...............................................
Jul 09, 2019
00:00:00
End Analysis On .................................................
Jul 11, 2019
00:00:00
Start Reporting On .............................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .........................................
0
days
Runoff (Dry Weather) Time Step ........................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .......................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..........................................
0 00:05:00
days hh:mm:ss
Routing Time Step .............................................
30
seconds
Number of Elements
Qty
RainGages ........................................................
1
Subbasins............................................................
17
Nodes..................................................................
16
Junctions ....................................................
13
Outfalls......................................................
2
Flow Diversions .........................................
0
Inlets..........................................................
0
Storage Nodes ...........................................
1
Links....................................................................
16
Channels...................................................
2
Pipes..........................................................
11
Pumps........................................................
0
Orifices.......................................................
1
Weirs.........................................................
1
Outlets.......................................................
1
Pollutants...........................................................
0
LandUses..........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-001 Time Series TS-10 Cumulative inches North Carolina Nash 10 5.70 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average Flow Total Total Total Peak Time of
ID Curve Slope Length Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) M (ft) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-02 1.56 77.00 25.0000 500.00 5.70 3.22 5.03 7.98 0 00:05:00
2 Sub-03 1.98 77.00 25.0000 500.00 5.70 3.22 6.37 10.11 0 00:05:00
3 Sub-04 2.38 77.00 25.0000 500.00 5.70 3.22 7.65 12.14 0 00:05:00
4 Sub-05 2.49 77.00 25.0000 500.00 5.70 3.22 8.00 12.69 0 00:05:00
5 Sub-06 0.71 77.00 25.0000 500.00 5.70 3.22 2.28 3.60 0 00:05:00
6 Sub-07 0.64 77.00 25.0000 500.00 5.70 3.22 2.06 3.27 0 00:05:00
7 Sub-08 2.32 77.00 25.0000 500.00 5.70 3.22 7.45 11.84 0 00:05:00
8 Sub-09 1.38 88.20 0.5000 500.00 5.70 4.36 6.02 8.65 0 00:07:10
9 Sub-10 0.30 77.00 5.0000 107.16 5.70 3.22 0.97 1.54 0 00:05:00
10 Sub-11 0.05 77.00 5.0000 148.05 5.70 3.20 0.15 0.23 0 00:05:00
11 Sub-12 0.04 77.00 5.0000 78.07 5.70 3.20 0.14 0.23 0 00:05:00
12 Sub-13 0.15 77.00 5.0000 68.43 5.70 3.22 0.47 0.75 0 00:05:00
13 Sub-14 0.22 77.00 5.0000 88.05 5.70 3.22 0.71 1.14 0 00:05:00
14 Sub-15 0.06 77.00 5.0000 123.83 5.70 3.21 0.18 0.29 0 00:05:00
15 Sub-16 0.07 77.00 5.0000 74.76 5.70 3.21 0.23 0.36 0 00:05:00
16 Sub-17 2.50 51.80 2.5000 557.07 5.70 1.12 2.80 3.82 0 00:05:00
17 Sub-18 0.52 49.00 0.5000 383.97 5.70 0.93 0.49 0.64 0 00:05:51

Node Summary
SN Element
Element
Invert
Ground/Rim
Initial
Surcharge
Ponded
Peak
Max HGL
Max
Min
Time of
Total
Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation
Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft')
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
223.00
227.00
0.00
0.00
0.00
3.49
223.00
0.00
4.00
0 00:00
0.00
0.00
2 Jun-02
Junction
220.00
224.00
0.00
0.00
0.00
7.30
220.00
0.00
4.00
0 00:00
0.00
0.00
3 Jun-03
Junction
215.00
219.00
0.00
0.00
0.00
20.71
215.00
0.00
4.00
0 00:00
0.00
0.00
4 Jun-04
Junction
197.00
201.00
0.00
0.00
0.00
33.95
197.00
0.00
4.00
0 00:00
0.00
0.00
5 Jun-06
Junction
211.00
215.00
0.00
0.00
0.00
25.11
211.00
0.00
4.00
0 00:00
0.00
0.00
6 Jun-07
Junction
223.00
227.00
0.00
0.00
0.00
13.34
223.00
0.00
4.00
0 00:00
0.00
0.00
7 Jun-08
Junction
208.00
212.00
0.00
0.00
0.00
35.55
208.00
0.00
4.00
0 00:00
0.00
0.00
8 Jun-09
Junction
199.00
203.00
0.00
0.00
0.00
35.55
199.00
0.00
4.00
0 00:00
0.00
0.00
9 Jun-10
Junction
194.00
196.00
0.00
0.00
0.00
34.44
195.47
0.00
0.53
0 00:00
0.00
0.00
10 Jun-11
Junction
193.00
196.00
0.00
0.00
0.00
33.82
194.46
0.00
1.54
0 00:00
0.00
0.00
11 Jun-12
Junction
192.00
199.00
0.00
0.00
0.00
33.62
193.43
0.00
5.57
0 00:00
0.00
0.00
12 Jun-13
Junction
0.00
6.00
0.00
6.00
0.00
3.79
0.00
0.00
6.00
0 00:00
0.00
0.00
13 Jun-14
Junction
192.00
196.00
192.00
0.00
0.00
1.27
192.36
0.00
3.64
0 00:00
0.00
0.00
14 Out-01
Outfall
191.50
1.27
191.86
15 Out-02
Outfall
191.50
0.00
191.50
16 Stor-01
Storage Node
192.00
198.00
193.00
31740.00
75.88
196.55
0.00
0.00

Link Summary
SN Element
Element From To (Outlet) Length
Inlet
Outlet
Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet) Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(fUsec)
(ft)
(min)
1 Link-02
Pipe
Jun-09 Stor-01
83.78
0.00
0.00
0.0000
0.000
0.0320 35.55
0.00
0.00
0.00
0.00
0.00
0.00
2 Link-03
Pipe
Jun-07 Jun-06
524.19
223.00
211.00
2.2900
0.000
0.0300 13.34
0.00
0.00
0.00
0.00
0.00
0.00
3 Link-04
Pipe
Jun-01 Jun-02
175.44
223.00
220.00
1.7100
0.000
0.0300 3.49
0.00
0.00
0.00
0.00
0.00
0.00
4 Link-05
Pipe
Jun-02 Jun-03
182.89
220.00
215.00
2.7300
0.000
0.0300 7.30
0.00
0.00
0.00
0.00
0.00
0.00
5 Link-06
Pipe
Jun-03 Jun-04
545.86
215.00
197.00
3.3000
0.000
0.0300 20.71
0.00
0.00
0.00
0.00
0.00
0.00
6 Link-07
Pipe
Jun-06 Jun-08
417.04
211.00
208.00
0.7200
0.000
0.0300 25.11
0.00
0.00
0.00
0.00
0.00
0.00
7 Link-08
Pipe
Jun-08 Jun-09
255.16
208.00
199.00
3.5300
0.000
0.0320 35.55
0.00
0.00
0.00
0.00
0.00
0.00
8 Link-09
Pipe
Jun-04 Jun-10
88.32
0.00
0.00
0.0000
0.000
0.0150 33.95
0.00
0.00
0.00
0.00
0.00
0.00
9 Link-12
Pipe
Jun-12 Stor-01
143.43
0.00
192.00
-133.8600
0.000
0.0150 33.62
0.00
0.48
0.00
1.39
0.72
0.00 Calculated
10 Link-25
Pipe
Jun-13 Jun-06
49.86
0.00
211.00
-423.1800
0.000
0.0150 3.79
0.00
0.48
0.00
1.39
0.72
0.00 Calculated
11 Link-26
Pipe
Jun-14 Out-01
78.27
192.00
191.50
0.6400
30.000
0.0150 1.27
28.41
0.04
2.93
0.36
0.14
0.00 Calculated
12 Link-10
Channel
Jun-10 Jun-11
183.06
194.00
193.00
0.5500
24.000
0.0320 33.82
67.82
0.50
3.17
1.45
0.73
0.00
13 Link-11
Channel
Jun-11 Jun-12
173.36
193.00
192.00
0.5800
24.000
0.0320 33.62
69.69
0.48
3.22
1.39
0.72
0.00
14 Riser-01
Orifice
Stor-01 Jun-14
192.00
192.00
72.000
0.89
15 Skimmer-01
Outlet
Stor-01 Jun-14
192.00
192.00
0.38
16 Weir-01
Weir
Stor-01 Out-02
192.00
191.50
0.00

Subbasin Hydrology
Subbasin : Sub-02
Input Data
Area(ac)......................................................
1.56
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.56 A 77.00
Composite Area & Weighted CN 1.56 77.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 7.98
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-02
8
7.5
7
6.5
6
5.5
5
4.5
v 4
3.5
3
2.5
2
1.5
0.5
8.5
8
7.5
7
6.5
6
5.5
_ 5
N
4.5
0 4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-03
Input Data
Area(ac)......................................................
1.98
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.98 A 77.00
Composite Area & Weighted CN 1.98 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 10.11
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-03
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
11
10.5
10
9.5
9
8.5
8
7.5
7
_ 6.5
N
� 6
w 5.5
0
� 5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-04
Input Data
Area(ac)......................................................
2.38
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.38 A 77.00
Composite Area & Weighted CN 2.38 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 12.14
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-04
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.5
8
7.5
N
7
w 6.5
0
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-05
Input Data
Area(ac)......................................................
2.49
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.49 A 77.00
Composite Area & Weighted CN 2.49 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 12.69
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-05
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.5
_ 8
N 75
C]
7
0 6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-06
Input Data
Area(ac)......................................................
0.71
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.71 A 77.00
Composite Area & Weighted CN 0.71 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 3.60
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-06
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
N
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-07
Input Data
Area(ac)......................................................
0.64
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.64 A 77.00
Composite Area & Weighted CN 0.64 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 3.27
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-07
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
3.6
3.4
3.2
3
2.8
2.6
2.4
2.2
N 2
C]
w 1.8
0
0
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-08
Input Data
Area(ac)......................................................
2.32
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.32 A 77.00
Composite Area & Weighted CN 2.32 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 11.84
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-08
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
12.5
12
11.5
11
10.5
10
9.5
9
8.5
8
7.5
N 7
C]
6.5
0 6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-09
Input Data
Area(ac)......................................................
1.38
Weighted Curve Number .............................
88.20
Average Slope (%)......................................
0.5000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Open Water
1.11
A
98.00
50 - 75% grass cover, Fair
0.28
A
49.00
Composite Area & Weighted CN
1.39
88.20
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 0.5
Computed TOC (min) .................................. 7.18
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 4.36
Peak Runoff (cfs)......................................... 8.65
Weighted Curve Number ............................. 88.20
Time of Concentration (days hh:mm:ss) ...... 0 00:07:11

Subbasin : Sub-09
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
9
8.5
8
7.5
7
6.5
6
5.5
N 5
C]
w 4.5
O
C
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-10
Input Data
Area(ac)......................................................
0.30
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
107.16
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.30 A 77.00
Composite Area & Weighted CN 0.30 77.00
Time of Concentration
Flow Length (ft)........................................... 107.16
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 1.54
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:54

Subbasin : Sub-10
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
1.7
1.6
1.5
1.4
1.3
1.2
1.1
_ 1
N
0.9
0.8
O✓
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-11
Input Data
Area(ac)......................................................
0.05
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
148.05
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.05 A 77.00
Composite Area & Weighted CN 0.05 77.00
Time of Concentration
Flow Length (ft)........................................... 148.05
Slope(%).................................................... 5
Computed TOC (min) .................................. 1.16
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.20
Peak Runoff (cfs)......................................... 0.23
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:10

Subbasin : Sub-11
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
0.14
N
0.13
w 0.12
0
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-12
Input Data
Area(ac)......................................................
0.04
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
78.07
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.04 A 77.00
Composite Area & Weighted CN 0.04 77.00
Time of Concentration
Flow Length (ft)........................................... 78.07
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.71
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.20
Peak Runoff (cfs)......................................... 0.23
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:43

Subbasin : Sub-12
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
0.16
0.15
0.14
N
0.13
w 0.12
0
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-13
Input Data
Area(ac)......................................................
0.15
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
68.43
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.15 A 77.00
Composite Area & Weighted CN 0.15 77.00
Time of Concentration
Flow Length (ft)........................................... 68.43
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.64
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 0.75
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:38

Subbasin : Sub-13
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0.8
0.75
0.7
0.65
0.6
0.55
0.5
N 0.45
w 0.4
0
� 0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-14
Input Data
Area(ac)......................................................
0.22
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
88.05
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.22 A 77.00
Composite Area & Weighted CN 0.22 77.00
Time of Concentration
Flow Length (ft)........................................... 88.05
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.78
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.22
Peak Runoff (cfs)......................................... 1.14
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:47

Subbasin : Sub-14
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
1.2
1.15
1.1
1.05
0.95
0.9
0.85
0.8
0.75
0.7
N
0.65
w 0.6
0
S 0.55
1h 0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 8 8 10 12 14 18 18 20 22 24 28 28 30 32 34 38 38 40 42 44 46
Time [hrs]

Subbasin : Sub-15
Input Data
Area(ac)......................................................
0.06
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
123.83
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.06 A 77.00
Composite Area & Weighted CN 0.06 77.00
Time of Concentration
Flow Length (ft)........................................... 123.83
Slope(%).................................................... 5
Computed TOC (min) .................................. 1.01
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.21
Peak Runoff (cfs)......................................... 0.29
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:01

Subbasin : Sub-15
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0.31
0.3
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
N
� 0.17
0.16
0 0.15
0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-16
Input Data
Area(ac)......................................................
0.07
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
74.76
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.07 A 77.00
Composite Area & Weighted CN 0.07 77.00
Time of Concentration
Flow Length (ft)........................................... 74.76
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.68
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 3.21
Peak Runoff (cfs)......................................... 0.36
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:41

Subbasin : Sub-16
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0.38
0.36
0.34
0.32
0.3
0.28
0.26
0.24
N 0.22
v 0.2
0
0.18
1h 0.16
0.14
0.12
0.1
0.08
0.06
0.04
0.02
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-17
Input Data
Area(ac)......................................................
2.50
Weighted Curve Number .............................
51.80
Average Slope (%)......................................
2.5000
Flow Length (ft)...........................................
557.07
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
50 - 75% grass cover, Fair
2.25
A
49.00
Fallow, bare soil
0.25
A
77.00
Composite Area & Weighted CN
2.50
51.80
Time of Concentration
Flow Length (ft)........................................... 557.07
Slope (%).................................................... 2.5
Computed TOC (min) .................................. 4.20
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 1.12
Peak Runoff (cfs)......................................... 3.82
Weighted Curve Number ............................. 51.80
Time of Concentration (days hh:mm:ss) ...... 0 00:04:12

Subbasin : Sub-17
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
4
3.8
3.6
3.4
3.2
3
2.8
2.6
2.4
N 22
C]
-� 2
0
C
1.8
O✓
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-18
Input Data
Area(ac)......................................................
0.52
Weighted Curve Number .............................
49.00
Average Slope (%)......................................
0.5000
Flow Length (ft)...........................................
383.97
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
50 - 75% grass cover, Fair 0.52 A 49.00
Composite Area & Weighted CN 0.52 49.00
Time of Concentration
Flow Length (ft)........................................... 383.97
Slope(%).................................................... 0.5
Computed TOC (min) .................................. 5.86
Subbasin Runoff Results
Total Rainfall (in) ......................................... 5.70
Total Runoff (in) ........................................... 0.93
Peak Runoff (cfs)......................................... 0.64
Weighted Curve Number ............................. 49.00
Time of Concentration (days hh:mm:ss) ...... 0 00:05:52

Subbasin : Sub-18
8.5
8
7.5
7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
0.7
0.65
0.6
0.55
0.5
0.45
N 0.4
w 0.35
0
0.3
0.25
0.2
0.15
0.1
0.05
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Junction Input
SN Element
Invert Ground/Rim Ground/Rim
Initial Initial Surcharge Surcharge Ponded Minimum
ID
Elevation
(Max)
(Max)
Water Water
Elevation
Depth
Area
Pipe
Elevation
Offset Elevation Depth
Cover
(ft)
(ft)
(ft)
(ft) (ft)
(ft)
(ft)
(ft')
(in)
1 Jun-01
223.00
227.00
4.00
0.00-223.00
0.00
-227.00
0.00
0.00
2 Jun-02
220.00
224.00
4.00
0.00-220.00
0.00
-224.00
0.00
0.00
3 Jun-03
215.00
219.00
4.00
0.00-215.00
0.00
-219.00
0.00
0.00
4 Jun-04
197.00
201.00
4.00
0.00-197.00
0.00
-201.00
0.00
0.00
5 Jun-06
211.00
215.00
4.00
0.00-211.00
0.00
-215.00
0.00
0.00
6 Jun-07
223.00
227.00
4.00
0.00-223.00
0.00
-227.00
0.00
0.00
7 Jun-08
208.00
212.00
4.00
0.00-208.00
0.00
-212.00
0.00
0.00
8 Jun-09
199.00
203.00
4.00
0.00-199.00
0.00
-203.00
0.00
0.00
9 Jun-10
194.00
196.00
2.00
0.00-194.00
0.00
-196.00
0.00
0.00
10 Jun-11
193.00
196.00
3.00
0.00-193.00
0.00
-196.00
0.00
0.00
11 Jun-12
192.00
199.00
7.00
0.00-192.00
0.00
-199.00
0.00
0.00
12 Jun-13
0.00
6.00
6.00
0.00 0.00
6.00
0.00
0.00
0.00
13 Jun-14
192.00
196.00
4.00
192.00 0.00
0.00
-196.00
0.00
0.00

Junction Results
SN Element
Peak
Peak Max HGL Max HGL
Max
Min Average HGL Average HGL
Time of
Time of
Total Total Time
ID
Inflow
Lateral
Elevation
Depth Surcharge Freeboard
Elevation
Depth
Max HGL
Peak Flooded
Flooded
Inflow
Attained
Attained
Depth
Attained
Attained
Attained
Occurrence
Flooding Volume
Attained
Occurrence
(cfs)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(days hh:mm)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
3.49
3.49
223.00
0.00
0.00
4.00
223.00
0.00
0 00:00
0 00:00
0.00
0.00
2 Jun-02
7.30
3.81
220.00
0.00
0.00
4.00
220.00
0.00
0 00:00
0 00:00
0.00
0.00
3 Jun-03
20.71
13.41
215.00
0.00
0.00
4.00
215.00
0.00
0 00:00
0 00:00
0.00
0.00
4 Jun-04
33.95
13.24
197.00
0.00
0.00
4.00
197.00
0.00
0 00:00
0 00:00
0.00
0.00
5 Jun-06
25.11
8.24
211.00
0.00
0.00
4.00
211.00
0.00
0 00:00
0 00:00
0.00
0.00
6 Jun-07
13.34
13.34
223.00
0.00
0.00
4.00
223.00
0.00
0 00:00
0 00:00
0.00
0.00
7 Jun-08
35.55
10.43
208.00
0.00
0.00
4.00
208.00
0.00
0 00:00
0 00:00
0.00
0.00
8 Jun-09
35.55
0.00
199.00
0.00
0.00
4.00
199.00
0.00
0 00:00
0 00:00
0.00
0.00
9 Jun-10
34.44
0.62
195.47
1.47
0.00
0.53
194.07
0.07
0 12:00
0 00:00
0.00
0.00
10 Jun-11
33.82
0.00
194.46
1.46
0.00
1.54
193.07
0.07
0 12:01
0 00:00
0.00
0.00
11 Jun-12
33.62
0.00
193.43
1.43
0.00
5.57
192.07
0.07
0 12:01
0 00:00
0.00
0.00
12 Jun-13
3.79
3.79
0.00
0.00
0.00
6.00
0.00
0.00
0 00:00
0 00:00
0.00
0.00
13 Jun-14
1.27
0.00
192.36
0.36
0.00
3.64
192.22
0.22
0 18:58
0 00:00
0.00
0.00

Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) N (ft) (ft) (cfs)
1 Link-10 183.06 194.00 0.00 193.00 0.00 1.00 0.5500 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Link-11 173.36 193.00 0.00 192.00 0.00 1.00 0.5800 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No

Channel Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity
Time
Depth
Depth/
Surcharged Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec)
(min)
(ft)
(min)
1 Link-10
33.82
0 12:01
67.82
0.50
3.17
0.96
1.45
0.73
0.00
2 Link-11
33.62
0 12:01
69.69
0.48
3.22
0.90
1.39
0.72
0.00

Pipe Input
SN Element
Length
Inlet
Inlet
Outlet
Outlet
Total
Average Pipe
Pipe
Pipe
Manning's Entrance Exit/Bend Additional Initial Flap
ID
Invert
Invert
Invert
Invert
Drop
Slope Shape
Diameter or
Width
Roughness
Losses
Losses
Losses
Flow Gate
Elevation
Offset Elevation
Offset
Height
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
N
(in)
(in)
(cfs)
1 Link-02
83.78
0.00-199.00
0.00-192.00
0.00
0.0000 Dummy
0.000
0.000
0.0320
0.5000
0.5000
0.0000
0.00 No
2 Link-03
524.19
223.00
0.00
211.00
0.00
12.00
2.2900 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
3 Link-04
175.44
223.00
0.00
220.00
0.00
3.00
1.7100 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
4 Link-05
182.89
220.00
0.00
215.00
0.00
5.00
2.7300 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
5 Link-06
545.86
215.00
0.00
197.00
0.00
18.00
3.3000 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
6 Link-07
417.04
211.00
0.00
208.00
0.00
3.00
0.7200 Dummy
0.000
0.000
0.0300
0.5000
0.5000
0.0000
0.00 No
7 Link-08
255.16
208.00
0.00
199.00
0.00
9.00
3.5300 Dummy
0.000
0.000
0.0320
0.5000
0.5000
0.0000
0.00 No
8 Link-09
88.32
0.00
-197.00
0.00-194.00
0.00
0.0000 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
9 Link-12
143.43
0.00
-192.00
192.00
0.00-192.00
-133.8600 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
10 Link-25
49.86
0.00
0.00
211.00
0.00-211.00-423.1800 Dummy
0.000
0.000
0.0150
0.5000
0.5000
0.0000
0.00 No
11 Link-26
78.27
192.00
0.00
191.50
0.00
0.50
0.6400 CIRCULAR
30.000
30.000
0.0150
0.5000
0.5000
0.0000
0.00 No

No. of
Barrels

Pipe Results
SN Element
Peak
Time of Design Flow
Peak Flow/ Peak Flow Travel Peak Flow
Peak Flow
Total Time
Froude Reported
ID
Flow
Peak Flow
Capacity
Design Flow
Velocity Time
Depth
Depth/
Surcharged
Number Condition
Occurrence
Ratio
Total Depth
Ratio
(cfs)
(days hh:mm)
(cfs)
(ft/sec) (min)
(ft)
(min)
1 Link-02
35.55
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
2 Link-03
13.34
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
3 Link-04
3.49
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
4 Link-05
7.30
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
5 Link-06
20.71
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
6 Link-07
25.11
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
7 Link-08
35.55
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
8 Link-09
33.95
0 12:00
0.00
0.00
0.00
0.00
0.00
0.00
9 Link-12
33.62
0 12:01
0.00
0.48
0.00
1.39
0.72
0.00
Calculated
10 Link-25
3.79
0 12:05
0.00
0.48
0.00
1.39
0.72
0.00
Calculated
11 Link-26
1.27
0 18:58
28.41
0.04
2.93 0.45
0.36
0.14
0.00
Calculated

Storage Nodes
Storage Node : Stor-01
Input Data
Invert Elevation (ft)...........................................................
192.00
Max (Rim) Elevation (ft)...................................................
198.00
Max (Rim) Offset (ft).........................................................
6.00
Initial Water Elevation (ft).................................................
193.00
Initial Water Depth (ft)......................................................
1.00
Ponded Area (ft')..............................................................
31740.00
Evaporation Loss.............................................................
0.00
Storage Area Volume Curves
Storage Curve : Storage-01
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 31739.49 0.000
1 34022.12 32880.81
2 36531.29 68157.52
3 39096.56 105971.45
4 41717.92 146378.69
5 44395.38 189435.34
6 47481.18 235373.62

E
m
M
m
L
Storage Area Volume Curves
Storage Volume (ft3j
0 20,000 40.04) 00,000 80,000 100,000 120,000 140,000 160,000 180,000 200,000 220,000
6----------------------------------------------------------------------------------------- 6
'r.8-------------------------------- ---- 5.8
i.6----------------I----------I---------I---------------4-------------------------------------- •------- 5.6
5.4'--------J--------'--------`--------`------- '--------'--------`-------- ------ '--------J------•------- 5.4
5.2'--------=--------'--------=----- = ' = _------- 5.2
1.8----------------------------------------------- ------------------------------------------------ ------ 4.8
4.6'--------J--------'-------- `-------- `-------- --------'--------`------- ---- '--------J--------•------- 4.6
4.2---------------- 4.2
4 ------ 4
3.8'-------- ------------------`--------`-------- ------- ------ ------- `-------- -------- -------•------- 3.8
#.4
3.2 ----------------- ----- ------- ------ ----- ------- ------ ----- ------- 3.2
3----------------------------------- ----------------------------------------- ------ 3
?.8'-------- J--------'--------`-------- `------- ------ '-------- `-------- `------ '--------J--------•------ 2.8
t.4 - ------------- r------- '------- ------ 2.4
t.2 ; ; � - - - - --- - - - - -- ; ; _------ 2.2
2 ---- ----- ------ ---- ---- ----- ----- ---- ---- ----- ----- 2
1.8j -------------------------------------- ------ 1.8
1.6 r------- -------------------------------------------- ------ 1.6
1.4 ; r r ; : -- - - -- 1.4
1.2------------------------------------------------------------------------------------------------- ----- 1.2
1
#.8 _----'--------=--------'-------=- ' = = 0.8
#.6 ------ ------- ----- ------- ------ ----- ------- ------ 0.6
#.4 -----------I---------I---------------4--------- 4.4
0 0
32,000 33,000 34,000 35,000 363000 373000 38,000 39,000 40,000 41,000 42,000 43,000 44,000 45,000 46,000 47,000
Storage Area (ftxj
- Storage Area - Storage Volume
E
m
a�
m

Storage Node : Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap
ID Type Gate
1 Weir-01 Trapezoidal No
Outflow Orifices
Crest Crest Length Weir Total Discharge
Elevation Offset Height Coefficient
197.00 5.00 15.00 1.00 3.33
SN Element Orifice
Orifice Flap
Circular Rectangular Rectangular
Orifice Orifice
ID Type
Shape Gate
Orifice Orifice Orifice
Invert Coefficient
Diameter Height Width
Elevation
(in) (in) (in)
(ft)
1 Riser-01 Bottom
Rectangular No
72.00 72.00
196.50 0.63
Output Summary Results
Peak Inflow (cfs)...............................................................
75.88
Peak Lateral Inflow (cfs)...................................................
8.31
Peak Outflow (cfs)............................................................
1.27
Peak Exfiltration Flow Rate (cfm).....................................
0.00
Max HGL Elevation Attained (ft).......................................
196.55
Max HGL Depth Attained (ft)............................................
4.55
Average HGL Elevation Attained (ft)................................
195.35
Average HGL Depth Attained (ft).....................................
3.35
Time of Max HGL Occurrence (days hh:mm) ...................
0 18:58
Total Exfiltration Volume (1000-ft3)..................................
0.000
Total Flooded Volume (ac-in)...........................................
0
Total Time Flooded (min) .................................................
0
Total Retention Time (sec) ...............................................
0.00

Project Description
File Name...........................................................
post development 9-18-19 cf.SPF
Project Options
Flow Units..........................................................
CFS
Elevation Type ...................................................
Elevation
Hydrology Method ..............................................
SCS TR-55
Time of Concentration (TOC) Method ................
Kirpich
Link Routing Method ..........................................
Kinematic Wave
Enable Overflow Ponding at Nodes ...................
YES
Skip Steady State Analysis Time Periods ..........
NO
Analysis Options
Start Analysis On ...............................................
Jul 09, 2019
00:00:00
End Analysis On .................................................
Jul 11, 2019
00:00:00
Start Reporting On .............................................
Jul 09, 2019
00:00:00
Antecedent Dry Days .........................................
0
days
Runoff (Dry Weather) Time Step ........................
0 01:00:00
days hh:mm:ss
Runoff (Wet Weather) Time Step .......................
0 00:05:00
days hh:mm:ss
Reporting Time Step ..........................................
0 00:05:00
days hh:mm:ss
Routing Time Step .............................................
30
seconds
Number of Elements
Qty
RainGages ........................................................
1
Subbasins............................................................
17
Nodes..................................................................
16
Junctions ....................................................
13
Outfalls......................................................
2
Flow Diversions .........................................
0
Inlets..........................................................
0
Storage Nodes ...........................................
1
Links....................................................................
16
Channels...................................................
2
Pipes..........................................................
11
Pumps........................................................
0
Orifices.......................................................
1
Weirs.........................................................
1
Outlets.......................................................
1
Pollutants...........................................................
0
LandUses..........................................................
0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 Rain Gage-001 Time Series TS-25 Cumulative inches North Carolina Nash 25 6.60 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Weighted Average Flow Total Total Total Peak Time of
ID Curve Slope Length Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) M (ft) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-02 1.56 77.00 25.0000 500.00 6.60 4.01 6.26 9.90 0 00:05:00
2 Sub-03 1.98 77.00 25.0000 500.00 6.60 4.01 7.94 12.54 0 00:05:00
3 Sub-04 2.38 77.00 25.0000 500.00 6.60 4.01 9.53 15.06 0 00:05:00
4 Sub-05 2.49 77.00 25.0000 500.00 6.60 4.01 9.96 15.75 0 00:05:00
5 Sub-06 0.71 77.00 25.0000 500.00 6.60 4.01 2.83 4.46 0 00:05:00
6 Sub-07 0.64 77.00 25.0000 500.00 6.60 4.01 2.57 4.06 0 00:05:00
7 Sub-08 2.32 77.00 25.0000 500.00 6.60 4.01 9.28 14.69 0 00:05:00
8 Sub-09 1.38 88.20 0.5000 500.00 6.60 5.23 7.22 10.27 0 00:07:10
9 Sub-10 0.30 77.00 5.0000 107.16 6.60 4.01 1.21 1.91 0 00:05:00
10 Sub-11 0.05 77.00 5.0000 148.05 6.60 3.99 0.19 0.28 0 00:05:00
11 Sub-12 0.04 77.00 5.0000 78.07 6.60 3.99 0.17 0.28 0 00:05:00
12 Sub-13 0.15 77.00 5.0000 68.43 6.60 4.01 0.58 0.93 0 00:05:00
13 Sub-14 0.22 77.00 5.0000 88.05 6.60 4.01 0.89 1.42 0 00:05:00
14 Sub-15 0.06 77.00 5.0000 123.83 6.60 4.00 0.22 0.37 0 00:05:00
15 Sub-16 0.07 77.00 5.0000 74.76 6.60 4.00 0.29 0.45 0 00:05:00
16 Sub-17 2.50 51.80 2.5000 557.07 6.60 1.60 4.00 5.76 0 00:05:00
17 Sub-18 0.52 49.00 0.5000 383.97 6.60 1.37 0.72 0.97 0 00:05:51

Node Summary
SN Element
Element
Invert
Ground/Rim
Initial
Surcharge
Ponded
Peak
Max HGL
Max
Min
Time of
Total
Total Time
ID
Type
Elevation
(Max)
Water
Elevation
Area
Inflow
Elevation
Surcharge
Freeboard
Peak
Flooded
Flooded
Elevation
Elevation
Attained
Depth
Attained
Flooding
Volume
Attained
Occurrence
(ft)
(ft)
(ft)
(ft)
(ft')
(cfs)
(ft)
(ft)
(ft)
(days hh:mm)
(ac-in)
(min)
1 Jun-01
Junction
223.00
227.00
0.00
0.00
0.00
4.33
223.00
0.00
4.00
0 00:00
0.00
0.00
2 Jun-02
Junction
220.00
224.00
0.00
0.00
0.00
9.07
220.00
0.00
4.00
0 00:00
0.00
0.00
3 Jun-03
Junction
215.00
219.00
0.00
0.00
0.00
25.70
215.00
0.00
4.00
0 00:00
0.00
0.00
4 Jun-04
Junction
197.00
201.00
0.00
0.00
0.00
42.14
197.00
0.00
4.00
0 00:00
0.00
0.00
5 Jun-06
Junction
211.00
215.00
0.00
0.00
0.00
32.35
211.00
0.00
4.00
0 00:00
0.00
0.00
6 Jun-07
Junction
223.00
227.00
0.00
0.00
0.00
16.55
223.00
0.00
4.00
0 00:00
0.00
0.00
7 Jun-08
Junction
208.00
212.00
0.00
0.00
0.00
45.31
208.00
0.00
4.00
0 00:00
0.00
0.00
8 Jun-09
Junction
199.00
203.00
0.00
0.00
0.00
45.31
199.00
0.00
4.00
0 00:00
0.00
0.00
9 Jun-10
Junction
194.00
196.00
0.00
0.00
0.00
42.99
195.63
0.00
0.37
0 00:00
0.00
0.00
10 Jun-11
Junction
193.00
196.00
0.00
0.00
0.00
42.23
194.61
0.00
1.39
0 00:00
0.00
0.00
11 Jun-12
Junction
192.00
199.00
0.00
0.00
0.00
42.02
193.59
0.00
5.41
0 00:00
0.00
0.00
12 Jun-13
Junction
0.00
6.00
0.00
6.00
0.00
5.56
0.00
0.00
6.00
0 00:00
0.00
0.00
13 Jun-14
Junction
192.00
196.00
192.00
0.00
0.00
4.00
192.63
0.00
3.37
0 00:00
0.00
0.00
14 Out-01
Outfall
191.50
4.00
192.13
15 Out-02
Outfall
191.50
0.00
191.50
16 Stor-01
Storage Node
192.00
198.00
193.00
31740.00
95.30
196.63
0.00
0.00

Link Summary
SN Element
Element From To (Outlet) Length
Inlet
Outlet
Average Diameter or
Manning's Peak Design Flow
Peak Flow/ Peak Flow Peak Flow
Peak Flow
Total Time Reported
ID
Type
(Inlet) Node
Invert
Invert
Slope
Height
Roughness Flow
Capacity
Design Flow
Velocity
Depth
Depth/
Surcharged Condition
Node
Elevation Elevation
Ratio
Total Depth
Ratio
(ft)
(ft)
(ft)
N
(in)
(cfs)
(cfs)
(fUsec)
(ft)
(min)
1 Link-02
Pipe
Jun-09 Stor-01
83.78
0.00
0.00
0.0000
0.000
0.0320 45.31
0.00
0.00
0.00
0.00
0.00
0.00
2 Link-03
Pipe
Jun-07 Jun-06
524.19
223.00
211.00
2.2900
0.000
0.0300 16.55
0.00
0.00
0.00
0.00
0.00
0.00
3 Link-04
Pipe
Jun-01 Jun-02
175.44
223.00
220.00
1.7100
0.000
0.0300 4.33
0.00
0.00
0.00
0.00
0.00
0.00
4 Link-05
Pipe
Jun-02 Jun-03
182.89
220.00
215.00
2.7300
0.000
0.0300 9.07
0.00
0.00
0.00
0.00
0.00
0.00
5 Link-06
Pipe
Jun-03 Jun-04
545.86
215.00
197.00
3.3000
0.000
0.0300 25.70
0.00
0.00
0.00
0.00
0.00
0.00
6 Link-07
Pipe
Jun-06 Jun-08
417.04
211.00
208.00
0.7200
0.000
0.0300 32.35
0.00
0.00
0.00
0.00
0.00
0.00
7 Link-08
Pipe
Jun-08 Jun-09
255.16
208.00
199.00
3.5300
0.000
0.0320 45.31
0.00
0.00
0.00
0.00
0.00
0.00
8 Link-09
Pipe
Jun-04 Jun-10
88.32
0.00
0.00
0.0000
0.000
0.0150 42.14
0.00
0.00
0.00
0.00
0.00
0.00
9 Link-12
Pipe
Jun-12 Stor-01
143.43
0.00
192.00
-133.8600
0.000
0.0150 42.02
0.00
0.60
0.00
1.54
0.79
0.00 Calculated
10 Link-25
Pipe
Jun-13 Jun-06
49.86
0.00
211.00
-423.1800
0.000
0.0150 5.56
0.00
0.60
0.00
1.54
0.79
0.00 Calculated
11 Link-26
Pipe
Jun-14 Out-01
78.27
192.00
191.50
0.6400
30.000
0.0150 4.00
28.41
0.14
4.08
0.63
0.25
0.00 Calculated
12 Link-10
Channel
Jun-10 Jun-11
183.06
194.00
193.00
0.5500
24.000
0.0320 42.23
67.82
0.62
3.36
1.61
0.81
0.00
13 Link-11
Channel
Jun-11 Jun-12
173.36
193.00
192.00
0.5800
24.000
0.0320 42.02
69.69
0.60
3.42
1.54
0.79
0.00
14 Riser-01
Orifice
Stor-01 Jun-14
192.00
192.00
72.000
3.62
15 Skimmer-01
Outlet
Stor-01 Jun-14
192.00
192.00
0.38
16 Weir-01
Weir
Stor-01 Out-02
192.00
191.50
0.00

Subbasin Hydrology
Subbasin : Sub-02
Input Data
Area(ac)......................................................
1.56
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.56 A 77.00
Composite Area & Weighted CN 1.56 77.00
Time of Concentration
TOC Method : Kirpich
Sheet Flow Equation
Tc = (0.0078 * ((Lf^0.77) * (Sf^-0.385)))
Where :
Tc = Time of Concentration (min)
Lf = Flow Length (ft)
Sf = Slope (ft/ft)
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 9.90
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-02
9.5
9
8.5
8
7.5
7
6.5
6
5.5
5
° 4.5
4
3.5
3
2.5
2
1.5
0.5
10.5
10
9.5
9
8.5
8
7.5
7
6.5
N 6
v 5.5
0 5
1h 4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-03
Input Data
Area(ac)......................................................
1.98
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 1.98 A 77.00
Composite Area & Weighted CN 1.98 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 12.54
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-03
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.5
_ 8
N 75
C]
7
0 6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-04
Input Data
Area(ac)......................................................
2.38
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.38 A 77.00
Composite Area & Weighted CN 2.38 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 15.06
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-04
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
17
16
15
14
13
12
11
_ 10
N
9
0 8
7
6
5
4
3
2
1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-05
Input Data
Area(ac)......................................................
2.49
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.49 A 77.00
Composite Area & Weighted CN 2.49 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 15.75
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-05
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
17
16
15
14
13
12
11
_ 10
N
9
0 8
7
6
5
4
3
2
1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-06
Input Data
Area(ac)......................................................
0.71
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.71 A 77.00
Composite Area & Weighted CN 0.71 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 4.46
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-06
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
N
2.6
w 2.4
0
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-07
Input Data
Area(ac)......................................................
0.64
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.64 A 77.00
Composite Area & Weighted CN 0.64 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 4.06
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-07
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
4.4
4.2
4
3.8
3.6
3.4
3.2
3
2.8
_ 2.6
N
2.4
w 2.2
O
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-08
Input Data
Area(ac)......................................................
2.32
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
25.0000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.32 A 77.00
Composite Area & Weighted CN 2.32 77.00
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope(%).................................................... 25
Computed TOC (min) .................................. 1.59
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 14.69
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:01:35

Subbasin : Sub-08
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
15.5
15
14.5
14
13.5
13
12.5
12
11.5
11
10.5
10
9.5
9
8.5
8
0 7.5
� 7
6.5
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-09
Input Data
Area(ac)......................................................
1.38
Weighted Curve Number .............................
88.20
Average Slope (%)......................................
0.5000
Flow Length (ft)...........................................
500.00
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area
Soil
Curve
Soil/Surface Description
(acres)
Group
Number
Open Water
1.11
A
98.00
50 - 75% grass cover, Fair
0.28
A
49.00
Composite Area & Weighted CN
1.39
88.20
Time of Concentration
Flow Length (ft)........................................... 500.00
Slope (%).................................................... 0.5
Computed TOC (min) .................................. 7.18
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 5.23
Peak Runoff (cfs)......................................... 10.27
Weighted Curve Number ............................. 88.20
Time of Concentration (days hh:mm:ss) ...... 0 00:07:11

Subbasin : Sub-09
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
10.5
10
9.5
9
8.5
8
7.5
7
6.5
N 6
v 5.5
0 5
1h 4.5
4
3.5
3
2.5
2
1.5
0.5
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]

Subbasin : Sub-10
Input Data
Area(ac)......................................................
0.30
Weighted Curve Number .............................
77.00
Average Slope (%)......................................
5.0000
Flow Length (ft)...........................................
107.16
Rain Gage ID ...............................................
Rain Gage-001
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 0.30 A 77.00
Composite Area & Weighted CN 0.30 77.00
Time of Concentration
Flow Length (ft)........................................... 107.16
Slope(%).................................................... 5
Computed TOC (min) .................................. 0.90
Subbasin Runoff Results
Total Rainfall (in) ......................................... 6.60
Total Runoff (in) ........................................... 4.01
Peak Runoff (cfs)......................................... 1.91
Weighted Curve Number ............................. 77.00
Time of Concentration (days hh:mm:ss) ...... 0 00:00:54

Subbasin : Sub-10
10
9.5
9
8.5
8
7.5
7
6.5
6
� 5.5
v 5
4.5
4
3.5
3
2.5
2
1.5
0.5
2.1
2
1.9
1.8
1.7
1.6
1.5
1.4
1.3
N 1.2
v 1.1
0 1
1h 0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
Rainfall Intensity Graph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time [hrs]
Runoff Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46
Time [hrs]