20240529_ESC_Plan

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Erosion and Sedimentation Control Plan
Stone LCID Landfill
Chatham County, North Carolina
Prepared for:
ARBD, LLC
Chapel Hill, NC
STONE EXCAVATING
February 2023
(Revised May2024)
Prepared by:
SMITH4GARONER
14 N.Boylan Avenue,Raleigh NC 27603 1 919.828.0577
O 2023 Smith Gardner,Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner,Inc.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Erosion and Sedimentation Control Plan
Stone LCID Landfill
Chatham County, North Carolina
Prepared For:
ARBD, LLC
Chapel Hill, NC
S+G Project No. ARBD-21-1
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Stacey A.Smith, P.E.
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February 2023
(Revised May 2024)
SMITH GARDNER
14 N.Boylan Avenue,Raleigh NC 27603 1919.828.0577

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Stone LCIB Landfill
Chatham County
Erosion and Sedimentation Control Plan
Table of Contents
Paqe
1.0 NARRATIVE.....................................................................................................................2
1.1 Project Description......................................................................................................2
1.2 Site Location.................................................................................................................2
1.3 Contact Information.....................................................................................................2
1.3.1 Engineer...........................................................................................................2
1.3.2 Owner...............................................................................................................3
1.4 Existing Site Conditions...............................................................................................4
1.5 Adjacent Areas.............................................................................................................4
1.6 Site Soils Information ..................................................................................................4
2.0 DESIGN GUIDELINES AND PROCEDURES.....................................................................4
3.0 RUNOFF CALCULATIONS...............................................................................................5
4.0 EROSION AND SEDIMENTATION CONTROL MEASURES - INITIAL...............................5
4.1 Sediment Basins..........................................................................................................5
4.2 Drainage Channels......................................................................................................6
4.3 Drop Inlets....................................................................................................................6
4.4 Culverts ........................................................................................................................6
4.5 Silt Fence......................................................................................................................6
4.6 Vegetative Stabilization ...............................................................................................6
5.0 EROSION AND SEDIMENTATION CONTROL MEASURES - FINAL.................................7
5.1 Side Slope Swales........................................................................................................7
5.2 Down Pipes...................................................................................................................7
6.0 SCHEDULE FOR IMPLEMENTATION ..............................................................................7
7.0 INSPECTION AND MAINTENANCE.................................................................................8
FIGURES
Figure 1 USGS Map (Farrington Quadrangle)
Figure 2 Post Development Drainage Areas
APPENDICES
Appendix A Current Deeds & Solid Waste Permit
Appendix B Erosion and Sedimentation Control Calculations
Appendix C Erosion and Sedimentation Control Technical Specifications
Appendix D Erosion and Sedimentation Control Plans and Details

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1.0 NARRATIVE
1.1 Project Description
ARBD, LLC currently operates a Land Clearing and Inert Debris (LCID) landfill at their
Landfill facility located off of Rock Hill Drive in Chatham County. The landfill property is
proposing an expansion from a 38-acre site to a 60-acre site operating under NC DEQ
Solid Waste Permit No. 19-9. A copy of the current NC Solid Waste Permit is shown in
Appendix A. This plan discusses both the initial and long term (final) erosion and
sedimentation control measures used on this project.
1.2 Site Location
The attached USGS map (Farrington Quadrangle) shows the approximate location of the
site and the location of stormwater outfalls for this project. Additional information is as
follows:
Address: 52 Rock Hill Drive
Chapel Hill, NC 27517
Coordinates
(Site Entrance): Latitude: 35.80 degrees
Longitude: -79.03 degrees
River Basin: Cape Fear
Receiving Streams) Jordan Lake
(Stream Classification):
1.3 Contact Information
1.3.1 En ineer
For questions regarding this erosion and sedimentation control plan, please
contact the following:
Smith Gardner, Inc.
Attn.: Stacey A. Smith, P.E.
14 N. Boylan Ave.
Raleigh, NC 27603
Phone: [phone]
Email: stacey(dsmithgardnerinc.com.
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 2

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1.3.2 Owner
The owner of the site and the person to contact should sediment control issues
arise during the land-disturbing activity is as follows:
ARBD LLC
Attn: Alan Stone, President
5180-A Big Woods Road
Chapel Hill, NC 27517
Phone: [phone]
The property includes multiple parcels as shown below. Copies of the deeds are
shown in Appendix A.
PIN Book Page Acreage Grantor Grantee
9794-00-06-6670 2.60
9791-00-06-5834 4.25
9794-00-07-7340 3.39
9794-00-06-2132 1.80
9794-00-01-6956 1828 0533 2.00 Alan H. Stone ARBD LLC
9794-00-06-8964 2.00
9794-00-16-1724 2.21
9794-00-96-9735 20.59
9794-00-06-3570 0.98
9794-00-05-3751 1.29
9794-00-06-7335 0.92
9794-00-16-1542 0.84
9794-00-06-8170 1.12
9794-00-05-7905 2.18 Mildred P.
9794-00-05-3876 3.10 Ramsey, Elbert
9794-00-05-6511 0289 0206 2.06 Ramsey, Lillian P. Alan Hugh Stone
9794-00-06-5204 1.91 Shaw&Joseph & Helen B. Stone
9794-00-06-9414 0.93 Shaw
9784-00-96-7064 0.97
9784-00-96-5097 0.86
9784-00-96-3282 1.28
9781-00-95-3963 1.18
9794-00-06-4069 0729 0038 1.17 Helen B. Stone Marlon K. Stone
9786-00-06-4069 0680 1073 1.01 A. Hugh Stone Helen B. Stone
Total Site Acreage: 60.64
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 3

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
1.4 Existing Site Conditions
ARBD owns and operates a LCID landfill under NC Solid Waste Permit No. 19-09. The
LCID landfill has been in operation since 2003. The facility entrance is located at 52 Rock
Hill Drive. Rock Hill Drive is a gravel road off of Big Woods Road. The elevation varies
from 390 ft in the southern portion of the existing landfill property to 250 ft in the eastern
portion of the property.
1.5 Adjacent Areas
The site lies between Dalton Drive to the North and Rock Hill Drive to the South. There is
an unnamed creek running in the Northern portion of the site and Jordan Lake sites
adjacent to the site on the East.
1.6 Site Soils Information
According to the USDA Natural Resources Conservation Service soil survey (see
Drawing S11, the native surficial soils at the site fall under the categories Nanford-Badin
Complex, Goldston-Badin Complex, and Georgeville-Badin Complex.
For purposes of runoff calculations, the soils at the site can be classified as being in
hydrologic soil group (HSG) "B".
2.0 DESIGN GUIDELINES AND PROCEDURES
The erosion and sediment control design for the landfill was conducted based on guidelines and
procedures as set forth in the following references:
A. HydroCAD Software Solutions, LLC (2006), HydroCAD Stormwater Modeling System
Owner's Manual - Version 8, Chocorua, NH.
B. Malcom, H. Rooney (1989 & 2003 Supplement), Elements of Urban Stormwater Design,
NC State Univ., Raleigh, NC.
C. North Carolina Division of Land Resources (2013 Update), North Carolina Erosion &
Sediment Control Planning & Design Manual, Raleigh, NC.
D. Chatham County Chapter 164.16 Ordinance on Soil Erosion and Sedimentation Control
Design and Performance Standards.
E. North Carolina Stormwater BMP Manual (2018)
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 4

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
3.0 RUNOFF CALCULATIONS
All stormwater flow volumes were calculated using the HydroCAD computer program (utilizing
USDA-NRCS (SCS) methods) and/or the Rational Method based on a 25-year 24-hour storm
event. Rainfall quantities and/or intensities used in the analyses were derived from an analysis
of design storms for the site. Drainage areas were determined using a planimeter and/or
AutoCAD on topographic sheets of the project area. For each drainage area, runoff curve
numbers (SCS methods) and/or runoff coefficients (Rational Method) were selected based on
ground cover conditions, where the Chatham County minimum design standard (c=0.60) was
used. Times of concentration were calculated by HydroCAD using SCS methods.
4.0 EROSION AND SEDIMENTATION CONTROL MEASURES- INITIAL
The following erosion and sedimentation control measures are to be constructed as part of the
proposed construction. Appendices B, C, and D to this plan include calculations, technical
specifications, and plans and details (project drawings) for each of these measures,
respectively.
In most cases, the following erosion and sedimentation control measures were designed using
the final drainage areas which were found to represent a worst case for design. Each
calculation indicates what condition was used in the analysis.
4.1 Sediment Basins
There are four (4) permanent (Sediment Basins A, B, D, and E) sediment basins which
will serve the site. Sediment Basin A is existing and is located on the west side of the
existing landfill. Sediment Basin B is also existing and is located to the north side of the
Landfill. Sediment Basin D is to be located to the east side of the existing landfill. Finally,
Sediment Basin E will be located south of the proposed expansion area. These basins
were designed in accordance with E&SCP&DM Section 6.61 and the Chatham County
Stormwater Ordinance Section 164.16.
Sediment basins are subject to several design requirements. Each sediment basin must
have a basin volume of 3,600 ft3/acre of disturbed area and should have a surface area
(measured at crest of principal spillway (riser)) of 400 ft2/cfs (based on the peak flow
from the 10-year storm). Each basin must include a riser/barrel principal spillway and
must have an emergency spillway (preferably a weir type spillway). The crest of the
emergency spillway is set one foot above the invert of the riser and the spillway must
pass the peak run off from the design storm event with one foot (min.) of freeboard to
the crest of berm. Each riser/barrel assembly must be provided with an anchor
displacing a buoyant weight of at least 1.1 times the weight of water displaced by the
riser. Each riser must also be provided with a method of dewatering the basin. In
addition to E&SCP&DM requirements, each sediment basin was designed to have an
adequate surface area to achieve an 80% settling efficiency of a 40-micron (silt size)
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 5

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
particle at the peak discharge from the design storm. Each sediment basin was
modeled with the HydroCAD computer program and a spreadsheet was used to verify
the design requirements.
4.2 Drainage Channels
Drainage channel calculations were conducted using a reformulation of Manning's
Equation in a spreadsheet format. The calculations determine the normal depth of flow
based on the peak discharge from the design storm (from HydroCAD) and assumed
channel dimensions/slope(s). Both temporary and/or permanent channel linings were
chosen, as appropriate, based on the calculated velocity and/or shear stress. Steeper
channels (if specified) were analyzed as riprap channels in accordance with NRCS
procedures. Temporary channel linings (if specified) were designed based on the peak
discharge from a 2-year and 25-year design storm.
4.3 Drop Inlets
Four (4) Weir-type drop inlets will be used in the perimeter drainage channel to route
flows into Sediment Basin E. These drop inlets were designed either using HydroCAD or
a spreadsheet based on an analysis of the flow capacity of the open sides (weirs) of the
drop inlet compared to the maximum flow from the design storm. Prior to vegetative
stabilization of the perimeter channel, each drop inlet will be protected from
sedimentation by a placing a wire mesh and coarse aggregate filter around all sides of
the drop inlet.
4.4 Culverts
There are four (4) culverts which will be used at the site to convey flow beneath
roadways and embankments. These culverts will be directed to Sediment Basin E.
Culverts were designed either using HydroCAD or a spreadsheet based on an analysis of
inlet and outlet control under the influence of the design storm to determine the
maximum headwater elevation. Where required, culvert outlets were designed for
outlet stabilization based on criteria set forth in E&SCP&DM, Section 6.41.
4.5 Silt Fence
Silt fencing design was based on criteria set forth in E&SCP&DM, Section 6.62 including
the limitation of 100 feet of fencing for each acre of drainage area.
4.6 Ve etative Stabilization
Vegetative stabilization will be in accordance with the seeding schedule on the project
drawings and/or in the project specifications.
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 6

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
5.0 EROSION AND SEDIMENTATION CONTROL MEASURES- FINAL
The following erosion and sedimentation control measures are to be constructed as art of final
cover construction. The design and permitting of these controls are under jurisdiction of NC
DEQ Solid Waste Section, the measures listed below are proposed and subject to change during
a subsequent permit modification.
5.1 Side Slope Swales
Side slope swales (diversion berms) are to be placed along final cover side slopes at 20
to 30 foot vertical increments. Flow from the side slope swales is directed to the down
pipes or perimeter channels. The capacity and need for lining of the swales was
checked using the same procedures as described above for drainage channels.
5.2 Down Pipes
Down pipes will be used to carry flows from side slope swales to the bottom of final
cover slopes. Down pipes were designed based on an analysis of inlet and outlet control
under the influence of the design storm to determine the governing headwater condition.
Down pipes will be adequately anchored to the landfill side slopes by use of a soil cover
and each will be discharged either directly to perimeter channels or sediment traps
(with rip rap outlet protection).
6.0 SCHEDULE FOR IMPLEMENTATION
Erosion and sedimentation control measures will be established prior to, or as soon as practical
thereafter, any land disturbance or construction activities may begin in that portion of the site
which drains to the erosion control measures. The following general schedule will be followed
for this project:
A. Flag the clearing limits and identify any tree protection areas.
B. Install temporary gravel construction entrance/exit.
C. Clear the vegetated portion of the site and install silt and stone filter fencing prior to
stripping/grubbing.
D. Site shall be inspected and approved by Chatham County.
E. Only strip/grub areas required for installation of structures, berms, and drainage
channels. Other areas will be stripped/grubbed once the skimmer basins are
completed.
F. Install sediment basin outlet structure; outlet protection and/or channel, berm, and
emergency spillway.
G. Perform earthwork as required for construction.
H. Perform fine grading and establish permanent vegetation on completed areas.
I. After stabilization, remove silt and stone filter fencing and other temporary measures
and install permanent vegetation on the disturbed areas.
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page?

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Soil stabilization will be achieved on any area of the site where land disturbing activities have
temporarily or permanently ceased according to the following schedule:
A. All perimeter dikes, swales, ditches, perimeter slopes, and all slopes steeper than 3
horizontal to 1 vertical (3H:1V) will be provided temporary or permanent stabilization
with ground cover and erosion control blanket as soon as practicable but in any event
within 7 calendar days from the last land disturbing activity.
B. All other disturbed areas will be provided temporary or permanent stabilization with
ground cover as soon as practicable but in any event within 15 calendar days from the
Last land disturbing activity.
C. Basins, traps, channels, and diversions will be lined with anchored rolled erosion control
products or rip rap and/or vegetated upon construction.
D. Permanent ground cover for all disturbed areas will be established within 15 working
days or 90 calendar days (whichever is shorter) following completion of construction or
development.
7.0 INSPECTION AND MAINTENANCE
All erosion and sedimentation control measures will be inspected at least once every 7 calendar
days and within 24 hours after any storm event of greater than 1-inch of rain per 24-hour period
and appropriate maintenance conducted. A rain gauge will be maintained on the site and a
record of the rainfall amounts and dates will be kept.
During inspections, any stormwater discharges from the site will be observed for stormwater
discharge characteristics to evaluate the effectiveness of the erosion and sedimentation control
measures incorporating Best Management Practices (BMPs). If visible sedimentation is leaving
the disturbed limits of the site, corrective action will be taken immediately to control the
discharge of sediments.
Maintenance activities will include, but not be limited to the following:
A. The removal and satisfactory disposal of trapped or deposited sediments from basins,
traps, barriers, filters, and/or drainage features/devices;
B. Replacement of filter fabrics used for silt fences upon loss of efficiency; and
C. Replacement of any other components which are damage or cannot serve the intended
use.
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Page 8

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AppendixA
Current Deeds & Solid Waste Permit
Erosion and Sedimentation Control Plan
Stone LCIB Landfill
Chatham County, North Carolina

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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0533
FILED
CHATHAM COUNTY NC
LUNDAY A. RIGGSBEE
REGISTER OF DEEDS
FILED Nov 16, 2015
AT 04:13:21 pm
BOOK 01828
START PAGE 0533
END PAGE 0535
INSTRUMENT# 11214
EXCISE TAX (None)
Excise Tax: $ 6
Mail after recording to: Grantee
This instrument was prepared by: Paul S. Messick,Jr.,Attorney at Law, Pittsboro,NC
If checked,the property includes the primary residence of at least one of the Grantors.(NCGS §105-317.2)
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED, made this day of November 2015 between ALAN H. STONE, unmarried, 5180-A BIG
WOODS ROAD, CHAPEL HILL, NC 27517; hereinafter referred to as GRANTOR; and ARBD, LLC, 5180-A BIG
WOODS ROAD, CHAPEL HILL, NC 27517; hereinafter referred to as GRANTEE. The designation Grantor and
Grantee as used herein shall include parties, their heirs, successors, and assigns, and shall include singular, plural,
masculine, feminine or neuter as required by context.
WITNESSETH
The Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has
and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of
land situated in Chatham County,North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND
INCORPORATED HEREIN BY REFERENCE.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to
convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will
warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter
stated.
The property hereinabove described are properties acquired by Grantor by instrument recorded in Book
,Page of the Chatham County Registry.
Title to the property hereinabove described is subject to the following exceptions:
Easements and restrictions of record.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand an a the da and year first above written.
(SEAL)
ALAN H. STONE, unmarried
STATE OF NORTH CAROLINA
COUNTY OF OA
I, a Notary Public of i4v County and State aforesaid, certify that ALAN ,W!° TOW,, harried,
personally appeared before me this day and acknowledged the execution of the foregoing instrumeqk.`
F l
Witness my hand and official stamp or seal,this day of 20�I Ste`yr
M"y Commission Expires: 1 u—( 3 "aU I-7 _ J ALJ'Printed Name:_
Notary Public 90°�+tu+s1110`�

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0534
EXHIBIT A
TRACT I: (Tax Parcel No. 77630) ALL of Lot 8 according to a plat entitled "Property of A. Hugh
Stone and wife, Helen B. Stone" prepared by Gerald M. White, RLS, dated August 29, 1983 and
recorded in Plat Book 37, Page 19, Chatham County Registry, reference to which is hereby made for a
more particular description.
TRACT II: (Tax Parcel Nos. 87481, 87482, & 76383) ALL that certain tract or parcel of land
containing 26.191 acres, more or less, according to plat entitled "Site Plan for Alan Hugh Stone"
prepared by Smith and Smith Surveyors, dated May 21, 2001 and recorded in Plat Slide 2001-298,
Chatham County Registry, reference to which is hereby made for a more particular description.
TRACT III: (Tax Parcel No. 68340) ALL that certain tract or parcel of land containing 4.944 acres,
more or less, according to plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith
Surveyors, dated May 21, 2001 and recorded in Plat Slide 2001-298, Chatham County Registry,reference
to which is hereby made for a more particular description.
TRACT IV: (Tax Parcel No. 65049) ALL of Lot A containing 3.001 acres, more or less, according to a
plat entitled, "Property of Alan Hugh Stone and wife, Cynthia W. Stone," prepared by Gerald M. White,
PE, RLS, dated May 21, 1992 and recorded in Plat Slide 92-207, Chatham County Registry, reference to
which is hereby made for a more particular description.
TRACT V: (Tax Parcel No. 87344) ALL of Lot B containing 3.856 acres, more or less, according to a
plat entitled, "Property of Alan Hugh Stone and wife, Cynthia W. Stone," prepared by Gerald M. White,
PE, RLS, dated May 21, 1992 and recorded in Plat Slide 92-207, Chatham County Registry, reference to
which is hereby made for a more particular description.
TRACT VI: (Tax Parcel No. 79314) ALL of Lot 1 containing 2.000 acres, more or less, according to
plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith Surveyors, dated May 21,
2001 and recorded in Plat Slide 2001-298, Chatham County Registry, reference to which is hereby made
for a more particular description. (Said lot is a part of Tracts 11 and V above)
TRACT VII: (Tax Parcel No. 73915) ALL of Lot 2 containing 2.000 acres, more or less, according to
plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith Surveyors, dated September
11, 2001 and recorded in Plat Slide 2001-448, Chatham County Registry, reference to which is hereby
made for a more particular description. (Said lot is a part of Tracts 1I, III, IV, and V above.)
SAVE AND EXCEPT: BEGINNING at a point in the northern right of way line of Rock Hill Drive, and
running thence North 28 degrees 50 minutes 41 seconds West 154.88 feet from an existing iron pipe, a
common corner between Stone lots described by deed recorded in Book 595, Page 291 and Book 524,
Page 747, Chatham County Registry; thence North 62 degrees 59 minutes 02 seconds East 302.63 feet to
a point in the western right of way line of an existing 60 foot private road; thence along the right of way
of said road South 56 degrees 34 minutes 34 seconds East 66.37 feet to a point; thence South 27 degrees
00 minutes 58 seconds East 55.41 feet to a point in the northern right of way line of Rock Hill Drive;
thence along said drive South 73 degrees 09 minutes 15 seconds West 35.20 feet to an existing iron pipe;
thence further South 62 degrees 59 minutes 02 seconds West 268.91 feet to the point or place of
BEGINNING, containing 0.800 acre and denominated as "Well Lots" on the plat entitled "Well Lot Map
Alan Hugh Stone" prepared by Smith and Smith Surveyors dated March 26, 2015, a copy of which is
attached hereto as Exhibit B and incorporated herein by reference.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0535
EXHIBIT B
Mar&U#Kff
9If
THIS MAP IS NOT A CER77RED SURVEY
AND HAS NOT BEEN RENEWED BY A
LOCAL GOVERNMENT AGENCY FOR
COMPLIANCE WITH ANY APPUCABLE
84 $ 64 LAND DEVELOPMENT REGULA77ONS.
VAMVJff YAP
AD,DNNXS'DEED OW 594 PACE 201
PLAT aw 2001-298
PRICY 7P>Y AALrPfSZ �0"NG 27517
ALL QtSTAMD=S 9AOMN/L7pEOV A�U.S £Y
fEET Atl04GWTAL GPOI.AO IL£ASfA�DV7S
AWA BY 7W AWL AI W=
r �
' ALAN H. STONE 1 `
DA 524 Pa 747
PLAT SLIDE 2WI-296 ALAN H. STONE I
' Ip up RA SLIDE 200-2W
� b
2 b 1,0 o
MP s
�"a ox VP
It Ati EI
ALAN H. STONE AF �. 00%
6 G. as 594 Pa 291 s oosTWD T suuE
4r\� PUT SiIQE 2001-296 (-SM ,s ue
`s- P/N 979-1-06-6670
\\ AKPAR/65049 W
Op
.01 E ac0ir[ounov) �S 25541 g
i
wcu HOWE �S 3pi�0
gg 41 �: DP i
d NELL LOT �
� 1/ i
MP a8OO AQW 91 W OR I
unury
9�10 ME
ZIP
W/Pms S
cd EP / 1 AR 37, Pa 19
Z N 2239Y•W AP •Wig u'" .00
� I
.So TLUTr
Q S� � /1\
kio
J tlU%j \ P.a 37, Pa 19 1
A. HUGH S70NE, ET UX
_ PRAT BK. 37, Pa 19 1/
/ THIS IS A PRELIMINARY DRAWING
AND NOT TO USED AS A
SURVEY OR TO TRANSFER ANY
PROPERTY SHOWN HEREON.
!DO D 50 100 7/7/L7I/QL//L�D�J/7/I/U�7/P/ /���/}/7/�/
LB rim � Ru1.YJL 1L SM vE
it- -Edrthp#w,Pot
1N FEMP "S-O-km Poo set
1 inch = 100 ft RRs-o-fi km Stake
LWLLUAIS 701M/9/° La'"p"L O&MY,ACRIN CARO MA
R�- - TR�r L1r Smith and Smithu LwawMs
DLiILQV sr �- -umv Pais r 1Q0
Cc& - surveyors
AP-O-NoMrrroUcd Pohl ary L�a1 u'>et Al.t-mat a�-06-6?M
EALP-•-D*thy Rakoad P.a AW Nf -m ��• PJKMKT
roy J" Arm

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
NORTH CAROLINA
CHATHAM COUNTY
THIS DEED:, made this 31st day of May, 1963, by MILDRED P. RAMSEY
and husband, ELBERT RAMSEY, and LILLIAN P. SHAW and husband, JOSEPH.
SHAW, parties of the first part, to A. HUGH STONE and wife, HELEN B.
STONE, of Chatham County, North Carolina, parties of the second part,
WITNE SSETH°
That said parties of the first part in consideration of TEN DOLLARS
($10.0-0) and other valuable- considerations to them paid by said parties
of the second part, the receipt or which is hereby acknowledged, have
bargained and sold, and by these presents do grant, bargain, sell and
convey unto said parties of the second part and their heirs and assigns,
a certain lot or parcel of land in Williams Township, Chatham. County,
North Carolina, bounded and described as follows:
BEGINNING at a,brock and pointers in the southeastern corner
of Lot No. 1 of the division of the Calvin W. Powell home
tract, common corner of Hugh Stone and Curtis V. Dowdy
and H. N. Butler, and running thence along and with Dowdy
and Butler- line South 68 deg. 52 min. East 560.75 feet to
an iron pipe corner, known as the "Old Shotgun Barrell
Corner" in an old roadbed; thence with the line of Dowdy
and Butler North 59 deg. 22 min. East 669 feet to an iron
pipe; thence with the line of Dowdy and Butler North 48
deg. 5.1 min. East 255.90 feet to an iron pipe; thence with
the line of Dowdy and Butler South 79 deg• 35 min. East
796.66 feet to an iron pipe on the West bank of Big Bush
Creek; thence South 79 deg. 35 min. East 30 feet to a point
in the center of said creek; thence down the course- of said
Bush Creek as the same meanders in a southeastern direction
the following courses and distances: South 37 deg. 04 min..
East 205 feet, South 21 deg. 04 min. East 168 feet, South
39 deg. 41 min. 78 feet; South 28 deg. 19 min. East 238
feet, South .24 deg. 41 min. East 153 feet, South 12 deg.
06 min.. West 63 feet, South 47 deg. 54 min. East 377..50
feet, North 71 deg. 46 min. East 118 feet., South 26 deg
46 min. West 97 feet and South 12 deg:. 12 min. East 193.11
feet to a railroad spike in a bridge in the center of the
intersection of said Big- Bush Creek with N. C. Secondary
Road No. 1715; thence along and with the center line- of
said N. C. Secondary Road No. 1715 South 6o deg. 13 min.
30 seconds West 914.38 feet to an. iron pipe; thence North
0 deg. 23 min.. West 113 feet to an iron pipe, stone and
ash pointer, Hugh Stone's corner; thence- along and with said
Hugh Stone's line North 0 deg. 03 min. West 925.36 feet to
an iron pipe;- thence with the line of Hugh Stone North 87 deg.
42 min. West• 2,000.40 feet to an iron pipe, known as "The Old
Dogwood Corner"; thence with the line of Hugh Stone North 1

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
SEP L2 2I l -1 197
07337
BooK 729 PAGE 38
Mccise Tax� Recording 71me, Hook and Page
Tax Lot No. ........... .... .................. .. .............. .. ......... . .. . ... ............ Parcel Identifier No ... , ..,........... ,
Verified by ......... ...................... .... . ... ...I... .-.. ......,: . .,,. County on the .. ............ day of ..... , ............ ,,. ....... , . ..........
.� 19.
by ................. .................. .. .. ................. . . ....I........ ,., . . .,............ ,. ...,..... ,. .. .. ,...... , ... .. . ............ ,. . ............ , ....... �.,... .. .... , ........:... ..
Mail after recording to _. G1r.antee
This instrument was prepared by .... a }... M 1 si k� Jri �...Attorney.•a•t•-•Lawi...Pittsborcri-.NC.......... ........................
Brief description for the Index
NORTH CAROLINA NON-WARRANTY DEED
THIS DEED made this ... ......., day of .August...-...................... , y9.9.7........ by and between
GRANTOR GRANTEE
HELEN B. STONE, free trader MARLON K. STONE
3405 Lazy bay Lane
Charlotte , NC 28269
Enter in appropriate block for each party: name, address, and, it Appropriate, character of entity, e.q, corporation or partnenhlp.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and
shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
A City o .................. s .... Township,
certain of or parcel of [and situated in the ty f -.-.-.-.-.Williams
.................Chatliam, County, North Carolina and more particularly described as follows;
ALL of Lot 12 containing 50,762 square feet, more or less, according to a plat entitled "Property
of A. Hugh Stone and wife, Helen B. Stone" prepared by Gerald M. White, RL , dated August
299 1983, recorded in Plat Book 37, Page 20 of the Chatham County Registry, reference to which
is hereby made for a more particular description.
N.C. Bar Assoc. Fenn No. 7 0 1977 —Jan+M Widkwm A co,•Inc-Solt 17I.wadkiwAlIC N,c,2700
hinted by Avemienl with the W C.Bar Ame,—1981
k
a
.i
r

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
9 '
i
BOOK 7 PAGE 39
The property hereinabove described was acquired by Grantor by instrument recorded in .
A map showing the above described property is recorded in Plat Boot: .
37
Page ., 20
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging Grantee in fee simple. Sing to the
The Grantor makes no warranty, express or implied, .as to title to the property hereitlabove described.
IN
corporate name byyItsEdu yPauthorl authorized Officers ande Grantor has o set his itsto be h reuilto And and ffixrdrby auth rii o
Abov wrlt.t4n. rate, has caused this instrument to be siiened In itf
y f Its lluurd� Of IfJr c t a, the dqy and year first
a
(corporate Name) - ----------(SEAL)
13rCX '
By; »---- ---- ------- ---- ------- - ---- ------------ __ Z
------- -- -------------- ----president ------------------------ ----- -- ---- -- -----------
(SEAL)
)
ATTEST: i
V
a ---- ------ -------
-------------- - - ,. �_m------
------ --- 4 __----- ------ --»-----_-_. --- ------ ---- isl:at.)
------- ---Secretary (Corporate Seal)
r
- - - -- --------- --- -------------- ---------
_(SEAL)
SE4�L1tt �ll� f',, J NoRTH CAROLIN'4 '- --- ---------- ---
County.
Ili Z
* 4�IP,•.,r4a 1, a Notary Public of the County and State aforesaid, certify that __Helen $. , tol2e
��� - � -- -- -------z-�-----__free trader
X -- --- - -
,� -----------------
-------- �- ------- ----------- - -------- ------------ ---------- Grantor,
o y `
s * „ personally aPPeared before me this day and acknowledged the execution of the foregoing instrument. Witness my
R f `a hand
�/f a 1 * and official stamp ur seal, this .. day of , ___A l , .___-- 7
••..,�$ ` ; A M+ MY commission exPires: _
_4/2-5/20 l0------
i �. - -
-r -- 4 Public
xpIZTH eArtOI,INA, _.-----__,LL
------ ------ --------County,
I, a Notary Public of the C4utety and state aforesaid, certify that _
a personally came before me this day and acknowledged that at
he Is Secretary of
-- - __
"----- ---- _ __ a North Carolina corporation, and that by authority duly
given and as the act of the Corporation, the foregoing instrument was signed In its name by its
;i� President, sealed with its corporate seal and attested
by ........... as its
Witness my hand and official stamp -.........................
-_- ____________ ___ _Secretary.
ti P or Beal, thin _____ day of ________
--- ---- ---- --, 19------
y
My commission expires.,
- --------------------------------------Notary public
The
_- NORTH CAROLINA, CHATHAM COUNTY -----I-
-- ThO foregoing Certificate(s) of GINA F. WEBSTER ---_--_. -�
Pt�bllc is (are) certified to be Correct. This Instrument Was r -
p wanted for re 2 : 2I Notary(ies)
f; ., on Se tember ---------
• �997 registration at o chock
#. hown on the
REBA a.THOIWAS, and r corde In Book 729
_ _ REGISTER OF DEEDS FOR CHATHAM COUNW By -�� Page 38
By ....... ..............
Assistant-Rapist of Deeds -, COUNTY
N.C.Bar Assoc. Form No.7 C) 1977-Jw wiaiom.ei co.,inc„box,27.vrdklrn,;or,N.C.27055
Fringe br, V*WrMM VAlh ehs N.C.S&Amm,—1081

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
DEC
680 PAGE 1073
EXciae Tax Recording Time, Book and page
TaxLot No. ... .... . .............................. ..... ........... . .. „ .. .. .. ............ parcel Identifier No. ......... .. .. . ............... « ,........ ., . ,.. ..,................
Verified by ... ,, .. .« ....................... , ... , ................. County on the ................ day of ........................................................ 19.... .
by ......... .. ... . ......... ............. .., .................... ; .............-.......................................
«.,......:.......... «, , ......,..... .,..,........ , . .................. , .,...
ir
Mail after recording to ....Grantee.... . .�,.,��°� '4 ? .,.,........... ..... .+ .. �...... .. . .....« ................ .. . .........,...
........... .. ...........«.................. , ....,....... ., .. ,«., ,.. . ......,..........
...1.......
,........ , ......
.. .................. , ............... ,..,..............,,..
This instrument was prepared by ....Nau1 ,S. „Messick._.jr. , At.tnrney. at Lawn... .itteboro IBC „27 12
Brief description for the Index
.. .... , . .. .. , . . ...' '.. . . .. .... . . . . ., .. ... ..............�...
NORTH AROLINA NOWWARR AN TY" DIRED
THIS DEED made this .,NT"N.— day of ..... ...December.............. .. . .......... by and between
GRANTOR GRANTEE
A. HUGH STONE HELEN B. STONE
Enter in appropriate block for each party: name, address, and, if appropriate, character of entity, e.q. corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and
shalt include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable conaideration paid by the Grantee, the receipt of which is hereby
acknowledged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that
certain lot or parcel of land situated in the City of .................. Williams
_. Township,
Chatham ........... ......... .............. ...�.... . ....... , « p,
.« . ............. .... County, North Carolina and more articular) described particularly e cribed as follows:
IrgA One; ALL of Lot No. 2 containing 2.46 acres, more or less according to a plat recorded in Plat
Bonk 26, Page 62 of the Chatham County Registry, reference to which is hereby made for a more
Particular description.
act Tw • ALL of Lots 12 and 18 containing 50,762 square fee and 43,961 square feet, respectively,
according to a plat entitled "Property of A. Hugh Stone and wife, Helen B. Stone" prepared by Gerald M.
White, RLS, dated August 29, 1983, recorded in Flat Book 37, Page 20 of the Chatham County Registry,
reference to which is hereby made for a more particular description.
It is the purpose and intent of this conveyance to effectuate a partial settlement of marital property
between the parties pursuant to an agreement between them &ted November 30, 1995 and G.S. ¢ 150-
29(d). From and after the execution and delivery hereof, the Grantor shall have no further rig) k title or
interest herein by virtue of the marital relationship and Grantee sill have the right, without the Joinder
or consent of the 15rantor, to mortgap or convey the pity conveyed herein,

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
4
r
680
PA6E I 74
The property hereinabove described was acquired b
q y Grantor by instrument recorded in . ........ ...... ..... ..... . .. . ....... ,........
.......... ...... I.......................,,... .......,,... .,........... ....... . . ,........... ... .. „--- ...... ......... .. ..... ... . ,.,..... ,............ ......
. : A map showing the above described property is recorded in Plat Book
........................ pale ..,..........,...........
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
The Grantor makes no warranty, express or implied, as to title to the property hereinabave described.
i
or WITNESS WHISR6DR. the Grantor has !Hereunto set his hand and seal. or co�otate. h /t*used this in rHsalelHt to be nod In its
eoeporate patine by its duly Authorized officers and Its seal to be hereunto affix
Above written. a its Board fir to the day and year arst
----------------------------------
(Corporgte Name) a A �- --- ----- - -�- - .............(SEAL)
z A. HUGH #STON
----------•------•-----•--------------�---
_President -'----,...-,...__(dRAAL)
ATTEST:
------------------------------------- ...................(SEAL)
---�...-a.. ,,
............... ._—_......-..,..-------------
--_-_- �.secretar
- f� ►1 0�# iz - --- r(Corporate seal)
00 t
/ ---...-------•____•----------------------r__.._...._.....(SWAL)
py NORT#1 CAROLINA. _ ..__ Count
i. ■ Notary► Pnblie of the County and State aforesaid, certify that At__Ut _ t-gmi---------------
4 +�
------------------------------------•--------------------*------ ------- ---I---- •----------_.+___ Grantor,
i a M
personally appeared before me this day and Aftn*W dried the execution of %isle foregoing instrument. Witness my
:0!' pq Band sari official stamp or seat, this day a[ ___ -_-- ......i y
r. _
S--
�E���r�t:rr�►t�� � ,�.�1f a
my commission expires: --- - -_-__- ,.
--- ----- ........
public
SEAL•5TAMP NORTH CAROLINA County,
r. a Notary Public of the County and State aforesaid, tertlfy that
personally tame before me this day and acknowledged that mo... he Is .,._ ------------------ Secretary at
----------------`-----•-------------------------_.---- a North Carolina corporation, and that by atttbority duly
given and as the act of the corporation, the foregoing Instrument was signed In Its flame by its .__---__
President, sealed with Its corporate seal and attested by ........... as Its ._-..............._.........Secretary.
Witness MY band and official stamp or seal, this _ — day of -------------------------,,,to......
my commission expires. __ ------------------,.__-_- - ._-_____----_...___.,____- .__ .___Notary► Pubtk
NORTH CAROU A, CHA,TH" COUNTY
The foregoing Caliticata(s) of GINA F. WEBSTER
Notafy(ias) Public,
Wan) certified to be oonWA. This instrument W&S preaeted for regisoration at 9; 5 o'clock .. a,m. an
December 15 ,t 995, and recorded in Book , Page
Reba G. 'Thom, REGISTER OF DEEDS FOR CHATHAM COUNTY
BY Aidtaot - Register of Doodi«
N.C.Bar Assoc. Form No.7 0 1977-r�wau.�r�ra co..ice..soy lr�.v rk�n,nrw.a.�#ross
PFAqd by AV*wnNM w+wh 1100 M.C.Ow Ann-1=1 �y

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
sT4iE Issuance:February 9,2021
», �y
ROY COOPER File ID: 1516661
Page 1 of 9
Governor
MICHAEL S.REGAN u o
Secretary L2
rftL v�
MICHAEL SCOTT `a`Q�
Director NORTH CAROLINA
Environmental Quality
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WASTE MANAGEMENT
SOLID WASTE SECTION
SOLID WASTE MANAGEMENT FACILITY
Permit No. 1909-LCID-2010
ARBD LLC d/b/a STONE COMPANY LLP
and ALAN HUGH STONE
is hereby issued a
Permit to Construct and Operate
Stone Landfill LCID
Phases 1, 2, 3, & 4
Located north of the intersection of Rock Hill Drive and Big Woods Road, Chapel Hill, Williams
Township, North Carolina in Chatham County, in accordance with Article 9, Chapter 130A, of
the General Statutes of North Carolina and all rules promulgated thereunder and subject to the
conditions set forth in this permit. The legal description of the site is identified on the deeds
recorded for this property listed in Attachment No. 1 of this permit.
Sherri C. Stanley, Supervisor
Permitting Branch
Solid Waste Section
Division of Waste Management
1646 Mail Service Center,Raleigh,North Carolina 27699-1646
Phone:[phone] Internet: hfps:Hdeq.ne.gov/abouVdivisions/waste-management
An Equal Opportunity 1 Affirmative Action Employer

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 2 of 9
ATTACHMENT 1
GENERAL PERMIT CONDITIONS AND INFORMATION
Permit to Operate Data Table
Permit Status Issuance EExpiration
1909-LCID-2010 Active February 9, 2021 February 9, 2026
PART I: GENERAL PERMIT CONDITIONS
1. This permit is issued by the North Carolina Department of Environmental Quality,Division
of Waste Management, Solid Waste Section(Section). In accordance with North Carolina
Solid Waste Management Rules(Rule) 15A NCAC 13B .0201 (e),a land clearing and inert
debris (LCID) solid waste management facility permit may be combined in two parts: a
Permit to Construct and a Permit to Operate. The Permit to Construct conditions are
contained in Attachment 2 of this permit and the Permit to Operate conditions are contained
in Attachment 3 of this permit.
2. The persons to whom this permit is issued ("permittee") are the owners and operators of
the solid waste management facility.
3. The permit to operate for this facility issued August 7, 2015 was recorded in the Chatham
County Register of Deeds on August 17, 2015 in Deed Book 01813, Page 0070 to Page
0080.
4. When this property is sold, leased, conveyed, or transferred in any manner, the deed or
other instrument of transfer must contain in the deed description section, in no smaller type
than that used in the body of the deed or instrument, a statement that the property has been
used as a land clearing and inert debris landfill and a reference by book and page to the
recordation of the permit.
5. By beginning construction or receiving waste at this facility, the permittee shall be
considered to have accepted the terms and conditions of this permit.
6. Construction and operation of this solid waste management facility must be in accordance
with the Solid Waste Management Rules, 15A NCAC 13B, Article 9 of Chapter 130A of
the North Carolina General Statutes (NCGS 130A-290, et seq.), the conditions contained
in this permit, and the approved plan identified in Attachment 1, "List of Documents for
the Approved Plan". Should the approved plan and the rules conflict, the Solid Waste
Management Rules shall take precedence unless specifically addressed by permit
condition.
7. The permit is issued based on the documents submitted in support of the application for
permitting the facility including those identified in Attachment 1, "List of Documents for
Approved Plan," and which constitute the approved plan for the facility. Where
discrepancies exist, the most recent submittals and the Conditions of Permit shall govern.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 3 of 9
8. The owner or operator shall notify the Department within 30 days of a significant change
in accordance with G.S. 130A-295.2(g). The owner or operator shall submit an application
to amend the permit for any change in ownership or corporate structure.
9. The permittee is responsible for obtaining all permits and approvals necessary for the
development of this project including approval from appropriate agencies for
sedimentation and erosion control, and a General or Individual National Pollutant
Discharge Elimination System (NPDES) Stormwater Discharge Permit, if applicable.
Issuance of this permit does not remove the permittee's responsibilities for compliance with
any other local, state or federal rule, regulation or statute.
Pro erties Approved for the Solid Waste Facility
Chatham County, N.C.,Register of Deeds
Book Page Grantor Grantee Acres
0595 0291 A. Hugh Stone and 6.60
Helen B. Stone Alan Hugh Stone
1411 0517 Cynthia W. Stone Alan Hugh Stone 2.21
0524 0747 A. Hugh Stone and Alan Hugh Stone 4.25
Helen B. Stone
0826 0314 A. Hugh Stone and Alan Hugh Stone 3.39
Helen B. Stone
1554 0319 A. Hugh Stone and Alan Hugh Stone 20.59
Helen B. Stone
826 0314 A. Hugh Stone and Alan Hugh Stone 0.98
Helen B. Stone
Total Site Acrea e: 38.02
PART II: SUBTITLE D/LINED MUNICIPAL SOLID WASTE LANDFILL (MSWLF)
UNIT(S)
Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL UNIT(S)
Not Applicable
PART IV: INDUSTRIAL LANDFILL UNIT(S)
Not Applicable

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 4 of 9
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S)
Permitting History
Doc/File
Permit Action Date ID
1909-LCID-2010
Original Issuance Permit to Construct/Operate May 28, 2010 10409
Permit Amendment, Expansion August 7, 2015 24484
Permit Amendment, Renewal February 9, 2021 151661
List of Documents for Approved Plan
Note—Documents referenced in this permit (e.g., DIN/FID 1234567) can be viewed online at the
NC Solid Waste Section website in the Documents database
1. Application for LCID Landfill Permit. Prepared by: John H. Harris, P.E. Consulting
Engineer, Inc. DIN 10383. September 2009.
2. Application for LCID Expansion. Prepared by: John H. Harris, P.E. Consulting Engineer, Inc.
DIN 24250. March 2015.
3. 2020 Permit Renewal Application Stone LCID Landfill. Prepared by: Smith+Gardner
Engineers. Prepared for: ARBD, LLC. FID 1390647. February 2020.
PART VI: TRANSFER STATION/TREATMENT & PROCESSING UNIT(S)
Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT UNIT (S)
Not Applicable
—End of Section—

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 5 of 9
ATTACHMENT 2
CONDITIONS OF PERMIT TO CONSTRUCT
PART I: GENERAL PERMIT CONDITIONS
1. Construction of all solid waste management units within this facility must be in accordance
with the pertinent approved plans included in Attachment 1, "List of Documents for the
Approved Plan".
2. Modification or revision of any approved plan or changes during construction require
approval by the Section and may constitute a permit modification and be subject to a
permitting fee.
3. All sedimentation and erosion control activities must be conducted in accordance with the
Sedimentation Control Act NCGS 113A-50, et seq., and rules promulgated under 15A
NCAC 4. The facility must furnish a copy of the approved Sedimentation and Erosion
Control Plan from the NC Division of Energy, Mineral and Land Resources, Land Quality
Section, to the Solid Waste Section.
4. Modifications to the approved sedimentation and erosion control activities require approval
by the NC Division of Energy, Mineral and Land Resources, Land Quality Section. The
Solid Waste Section must be notified of any modifications.
5. Facility construction must not cause or result in a discharge of pollution, dredged material,
and/or fill material into waters of the state in violation of the requirement under Sections
401 and 404 of the Clean Water Act, as amended.
EROSION AND SEDIMENTATION CONTROL REQUIREMENTS
6. All earth disturbing activities must be conducted in accordance with the Sedimentation
Pollution Control Act of 1973 (15 NCAC 4) and consistent with any other local, state or
federal requirements.
7. Facility construction, operations or practices must not cause or result in a discharge of
pollution, dredged material, and/or fill material into waters of the state in violation of the
requirements under Sections 401 and 404 of the Clean Water Act, as amended.
8. Modifications to the approved sedimentation and erosion control activities require approval
by the North Carolina Land Quality Section. The permittee must notify the Section of any
sedimentation and erosion control plan modifications.
PART II: SUBTITLE D/LINED MUNICIPAL SOLID WASTE LANDFILL (MSWLF)
UNIT(S)
Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL UNIT(S)
Not Applicable
PART IV: INDUSTRIAL LANDFILL UNIT(S)
Not Applicable

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 6 of 9
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S)
9. The landfill is permitted for a total gross capacity of 920,721 cubic yards (CY) including
106,149 cubic yards in the existing 4.87-acre landfill. Gross capacity is the measured
volume between the bottom of waste and the top of final cover. Development of the landfill
is approved as shown in the approved operation plans and drawings listed in Attachment 1
List of Approved Documents (FID 1390647) and summarized below.
Phase Development Acreage Capacity (CY) Status
Phase 1 2.43 54,305 Existing
Phase 2 2.44 51,844 Existing
Phase 3 8.14 352,836 Existing
Phase 4 5.58 243,936 Existing
Phase 5 1 5 217,800 Proposed
TOTAL 1 23.6 920,721
10. The facility capacity will be completed when fill reaches the final grades as shown in the
approved facility drawings (FID 1390647). Any additional capacity at the facility will
require the permittee to complete the application process as required under NC Solid Waste
Management Rule 15A NCAC 13B .0563 et seq.
11. The following is required prior to receiving solid waste in the new phase.
a. Written certification from a registered professional engineer must be submitted to
the Section certifying that the waste disposal unit(s) has been constructed in
accordance with the approved plan.
b. The disposal unit boundary must be accurately delineated with permanent markers in
accordance with 15A NCAC 13B .0201(g).
c. A site inspection and pre-operative meeting must be conducted by a representative of
the Section. The permittee must notify the Section and make arrangements for the
site inspection and pre-operative meeting.
PART VI: TRANSFER STATION/TREATMENT & PROCESSING UNIT(S)
Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT UNIT (S)
Not Applicable
—End of Section—

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 7 of 9
ATTACHMENT 3
CONDITIONS OF PERMIT TO OPERATE
PART I: GENERAL PERMIT CONDITIONS
1. The facility must be adequately secured by means of gates, chains,berms, fences, or other
security measures approved by the Section to prevent unauthorized access.
2. Signs must be posted at the site entrance that state that no hazardous waste or liquid waste
can be received at the facility; that provide information on dumping procedures and hours
of operation; and that show the permit number, site contact's name and phone number,
emergency contact information and the waste types accepted for disposal at the facility.
Traffic signs or markers must be provided as necessary to promote an orderly traffic pattern
to and from the discharge area and to maintain efficient operating conditions.
3. Access roads shall be of all-weather construction and shall be maintained to allow access
by vehicles transporting waste, Department staff, and fire-fighting vehicles.
4. The permanent markers that delineate the waste disposal boundary must be maintained at
all times.
5. Copies of this permit, the approved plans, and all records required to be maintained by the
permittee must be maintained at the facility and made available to the Section upon request
during normal business hours.
6. All sedimentation and erosion control activities must be conducted in accordance with the
Sedimentation Control Act, N.C.G.S. 113A-50 et seq., and rules promulgated under 15A
NCAC 4. The Section must be notified of any approved modifications to the sedimentation
and erosion control plan.
7. Facility construction, operations or practices must not cause or result in a discharge of
pollution, dredged material, and/or fill material into waters of the state in violation of the
requirements under Sections 401 and 404 of the Clean Water Act, as amended.
8. Fire lanes must be established and maintained at all times. The dimensions of the fire lanes
must be coordinated with the Fire Marshall having jurisdiction over the site.
9. Open burning of solid waste is prohibited unless approval has been obtained from the
Division, the local government, and the Division of Air Quality in accordance with 15A
NCAC 02D .1900 prior to any burning activity.
10. The owner or operator shall provide equipment on-site to control fires and make
arrangements with the local fire protection agency to provide fire-fighting services. Fires
must be reported to the regional waste management specialist with 24 hours or the
occurrence, followed by a written notification within 15 calendar days of the occurrence.
11. Financial assurance as required by state rules and statutes must be continuously maintained
for the duration of the facility and updated and submitted annually to the Section by the
anniversary date of the issuance of this permit.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 8 of 9
PART II: SUBTITLE D/LINED MUNICIPAL SOLID WASTE LANDFILL (MSWLF)
UNIT(S)
Not Applicable
PART III: CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL UNIT(S)
Not Applicable
PART IV: INDUSTRIAL LANDFILL UNIT(S)
Not Applicable
PART V: LAND CLEARING AND INERT DEBRIS LANDFILL UNIT(S)
12. This Permit to Operate expires February 9, 2026 or when the facility capacity reaches the
final grades as shown in the approved facility drawings (FID 1390647). Pursuant to 15A
NCAC 13B .201(c), the permittee must submit a permit renewal application prepared in
accordance with 15A NCAC 13B .0565 and .0566 to the Section no later than August 9,
2025.
13. This Permit to Operate authorizes the continued operation of Phase 1, Phase 2, Phase 3,
and Phase 4 of the LCID Landfill as shown in the approved plans and drawings indicated
in Attachment 1, List of Documents for Approved Plan
14. This facility is permitted to receive land clearing waste;yard trash;untreated and unpainted
wood; uncontaminated soil; inert debris such as unpainted rock, brick, concrete, and
concrete block; and asphalt in accordance with NCGS 130-294(m).
15. Revisions to the design or operation of the facility require written approval of the Section
and may be subject to a permitting fee.
16. Solid waste in the landfill shall be compacted. Slopes shall not exceed a ratio of three
horizontal to one vertical (3:1) at any time.
17. An operator must be on duty at all times while the site is open for public use to assure
compliance with operational requirements and to prevent acceptance of unauthorized
wastes.
COVER MATERIAL REQUIREMENTS
18. All waste shall be covered with no less than six inches of soil monthly or when the active
area reaches one (1) acre in size, whichever occurs first. More frequent cover may be
required when necessary to prevent the site from becoming a nuisance, or to mitigate
conditions associated with fire, windblown materials, vectors, or excessive water
infiltration. Any soils used for cover at the site shall meet unrestricted use standards for
soils as defined in G.S. 130A-310.65.
19. The facility must maintain a supply of cover material adequate to cover the working face
in case of an emergency or fire at all times.
20. Areas that will not have additional wastes placed on them for three months or more, but
where final termination of disposal operations has not occurred, shall be covered with no

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Facility Permit No: 1909
ARBD LLC d/b/a Stone Company LLP
Issuance:February 9,2021
File ID: 1516661
Page 9 of 9
less than one foot of soil cover sloped to direct the flow of surface water from the landfill,
and stabilized with vegetative ground cover or other stabilizing material. The Division may
require further action to correct any condition that the Division determines may be injurious
to the public health, or a nuisance to the community.
21. The owner or operator shall meet the closure and post-closure requirements of 15A NCAC
13B .0567(b) and(c).
DRAINAGE CONTROL AND WATER PROTECTION REQUIREMENTS
22. All required sedimentation and erosion control measures must be installed and maintained
to mitigate excessive on-site erosion and to prevent silt from leaving the site of the landfill
unit during the service life of the facility.
23. Ground water quality at this facility is subject to the classification and remedial action
provisions of 15 NCAC 2L.
24. Solid waste must be placed a minimum of four feet above the seasonal high water table in
accordance with Rule 15A NCAC 13B .0564(9).
25. Solid waste shall not be disposed in standing water. Surface water shall be diverted away
from the operational area and shall not be impounded over waste.
26. Leachate shall be maintained and managed on-site.
RECORDKEEPING AND REPORTING
27. The permittee must maintain a record of the amount of solid waste received at the facility.
On or before August 1 annually, the permittee must submit an annual facility report to the
Solid Waste Section, on forms prescribed by the Section
PART VI: TRANSFER STATION/TREATMENT & PROCESSING UNIT(S)
Not Applicable
PART VII: MISCELLANEOUS SOLID WASTE MANAGEMENT UNIT (S)
Not Applicable
—End of Section—

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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
RDY COOPER = r
Governor
s
ELIZABETH S.BISER `
Secretary � +
MICHAEL SCOTT NORTH CAROLINA
Director Environmental Quality
May 19, 2022
Sent Via Email - ray.maxwell@gaston ov.com
Alan Stone
Owner
ARBD, LLC
5180-A Big Woods Road
Chapel Hill, NC 27517
Subject: Phase 5 - Approval to Operate
Stone Landfill LCID
Chatham County, Permit# 1909-LCID-2010, File ID 1677023
Dear Alan,
The Division of Waste Management, Solid Waste Section (Section) has completed review of the
Phase 5 Construction Certification submittal (file ID number 1676421) for the above referenced
facility. The document was submitted on your behalf by Smith+Gardner, Inc., and received by
the Section on May 11, 2022.
The certification document contained the information that was required to be submitted to the
Section, by the conditions of the permit to construct and operate, prior to beginning operations
in Phase 5 of the landfill. No issues of concern were noted with any of the information provided
in the report. Based on the Engineer's Certification, and the review of the report, the Section
approves operation of Phase 5.
If you should have any questions regarding this matter, please contact me at [phone],
or by email at [e-mail] .
Sincerely,
Jordan Russ
Permitting Engineer
CC: Stacey Smtih - Smith+Gardner
Jesse Li - Smith+Gardner
Chuck Kirchner - NC DEQ
,.- North Carolina Department of Environmental Quality I Division of Waste Management
217 West Jones Street 1 164b Mail Service Center I Raleigh,North Carolina 27699-1646
NCi31 I I':RI ICll.11:
u.u.m.m ar,�n nnMl a n� r 919,707.8200

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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
191a♦7
FILED
CHATHAM COUNTY
REBA G.THOMAS
Chatham County,North Carolina REGISTER OF DEEDS
REBA G.THOMAS Register of Deeds
The foregoing certificate(s)of FILED Jun 20, 2003
TERESA LOY FARRELL AT 03:47:31 pm
BOOK 01030 BOCK t3 15A 0
notary/notaries public START PAGE 0150
is/are certified to be correct. END PAGE 0153
I a INSTRUMENT# 09852
Assistant-Register of Deeds
North Carolina
Department of Environment and Natural Resources
f •r
Division of Waste Management
Michael F.Easley,Governor NCDENR
William G.Ross Jr.,Secretary
Dexter R.Mattbe-,vs,Director
LAND CLEARING AND INERT DEBRIS LANDFILL NOTIFICATION
Pursuant to 15A NCAC 13B .0563(2)(a),the land owner(s) and operator(s) of any Land Clearing and Inert
Debris Landfill under two (2) acres in size shall submit this notification form to the Division prior to
constructing or operating the landfill. This form must be filed for recordation in the Register of Deeds'
Office. The Register of Deeds shall index the notification under the name of the owner(s) of the land in
the county or counties in which the land is located. The Register's seal and the date, book, and page
number of recording must be included on this form when submitted to the Division.This notification is not
valid to authorize operation of a landfill unless complete,accurate,recorded,and submitted to the Division
as required by 15A NCAC 13B .0563(2)(b). f
1. Facility Name:
2, Facility location (street address): J� c�k/
City: 0- W 01 A/e- County: N( A- zip: ZVI
3. Directions to Site: 'ru
j 4 S 5 M ley 1) eoLlL .lei/ �/• / �firtr..�y
4. The land on which this landfill is located is described in the deed recorded in;
deed book: page: �iI county: C A
5. Name of land owner: M) TO1\C-
6. Mailing address of land owner: ,31+8' Awsk CY'edi 40-m
City: F tQ Wit State: A(�. zip: M-7 —
7. Telephone number of land owner:) 9l9 ) /���Gg54 (0yj� ) _If^D6i IC qfq_ �)_o9tr
If the land is owned by more than one person, attach additional sheets with the name, address,
and phone number of all additional land owners.
8. Name of operator: kt-An r`(-
9. Trade or business name of operator. LA) 54bNL iFvl.AV irl Ale.
10. Mailing address of_operator: 34f( B,,LS k er-tok Atf-
[
City:a t'}fT�t^ 14t(' , _ State: /v� Zip: A ZVI
11. Telephone number of operator: lq
If the landfill is operated by more than one person, attach additional sheets with the name,
address, and phone number of all additional operators. A
12. Projected use of land after completion of landfill operations: �flRiS —S�{4��� �"r���
1646 Mail Service Center,Raleigh,North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet: www.enr.state,nc.us
AN EQUAL OPPORTUhIITY\AFFMMATIVE ACTION EMPLOYER-50%RECYCLED/I0%POST CONSUMER PAPER

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
17131
r
BOOK 10 t 0 PAUGE 151
The following are the applicability, siting, and operating criteria for Land Clearing and Inert Debris Landfills operating
under notification.
From: North Carolina Solid Waste Management Rules 15A NCAC 1313:
.0101 DEFINITIONS
(63) "Land clearing waste"means solid waste which is generated solely from land clearing activities such as stumps,trees,limbs,brush,grass,
and other naturally occurring vegetative material.
(54) "Land clearing and inert debris landfill" means a facility for the land disposal of land clearing waste,concrete,brick, concrete block,
uncontaminated soil,gravel and rock,untreated and unpainted wood,and yard trash.
(55) "Yard trash"means solid waste resulting from landscaping and yard maintenance such as brush,grass,tree limbs,and similar vegetative
materials.
.0563 APPLICABILITY REQUIREMENTS FOR LAND CLEARING AND INERT DEBRIS(LCID)LANDFILLS
Management of land clearing and inert debris shall be in accordance with the State hierarchy for managing solid waste as provided for under N.C.G.S.
§130A-309.04(a).Disposal in a landfill is considered to be the least desirable method of managing land clearing and inert debris.Where landfilling is
necessary,the requirements of this Rule apply.
(1) An individual permit from the Division of Solid Waste Management is not required for Land Clearing and inert Debris(LCID)landfills that meet
all of the following conditions:
(a) The facility is to be operated for the disposal of land clearing waste,inert debris,untreated wood,and yard trash.Operations must
be consistent and in compliance with the local government solid waste management plan as approved by the Division of Solid
Waste Management.
(b) The total disposal area is under two acres in size.
(c) The facility and practices comply with the siting criteria under Rule.0564,and operational requirements under Rule.0566.
(d) The fill activity is not exempt from,and must comply with all other Federal,State,or Local laws,ordinances,Rules,regulations,
or orders,including but not limited to zoning restrictions,flood plain restrictions,wetland restrictions,sedimentation and erosion
control requirements,and mining regulations.
(2) Where an individual permit is not required,the following applies:
(a) The owner of the land where the landfill is located must notify the Division on a prescribed form,duly signed,notarized,and
recorded as per Rule.0563(2)lb).The operator of the landfill,if different from the(and owner,shall also sign the notification form.
(b) The owner must file the prescribed notification form for recordation in the Register of Deeds'Office.The Register of Deeds shall
index the notification in the grantor index under the name of the owner of the land in the county or counties in which the land is
located-A Copy of the recorded notification,affixed with the Register's seal and the date,book and page number of recording shall
be sent to the Division of Solid Waste Management.
(c) When the land on which the Land Clearing and Inert Debris Landfill is sold,leased,conveyed,or transferred in any manner,the
deed or other instrument of transfer shall contain in the description section in no smaller type than that used in the body of the
deed or instrument a statement that the property has been used as a Land Clearing and Inert Debris Landfill and a reference by
book and page to the recordation of the notification.
.0564 SITING CRITERIA FOR LAND CLEARING AND INERT DEBRIS(LCID)LANDFILLS -
The following siting criteria shall apply for Land Clearing and Inert Debris(LCID)landfills:
(1) Facilities or practices,shall not be located in 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.
(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.This material is
available for inspection at the Department of Environment,Health,and Natural Resources,Division of Solid Waste Management,401 Oberlin
Road,Raleigh,North Carolina 27605 where copies can be obtained at no cost.
14) Facilities or practices shall not damage or destroy an archaeological or historical site.
15) 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.
16) Facilities shall not be located in any wetland as defined in the Clean Water Act,Section 404(b).
17) It must be shown that adequate suitable soils are available for cover,either from on or off site.
(8) Land Clearing and Inert Debris landfills shall meet the following surface and ground water requirements:
la) 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.
(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.
(e) Facilities or practices shall not cause non-point source pollution of waters of the state that violates assigned 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.
(a) Waste in landfills with a disposal area less than two acres shall be placed above the seasonal high water table.
(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.143.21 2.
(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.
(10) The facility shall meet all requirements of any applicable zoning ordinance.
.0566 OPERATIONAL REQUIREMENTS FOR LAND CLEARING AND INERT DEBRIS(LCID)LANDFILLS
Land Clearing and Inert Debris(LCID)landfills shall meet the following operational requirements:
(1) Operational plans shall be approved and followed as specified for the facility.
(2) The facility shall only accept those solid wastes which it is permitted to receive-
(3) Solid waste shall be restricted to the smallest area feasible and compacted as densely as practical into cells.
(4) Adequate soil cover shall be applied monthly,or when the active area reaches one acre in size,whichever occurs first.
2

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171aL _
BOOK 10 v i PAGE 15 2
15) 120 calendar days after completion of any phase of disposal operations,or upon revocation of a permit,the disposal area shall be covered
with a minimum of one foot of suitable soil cover sloped to allow surface water runoff in a controlled manner.The Division may require further
action in order to correct any condition which is or may become injurious to the public health,or a nuisance to the community.
16) Adequate erosion control measures,structures,or devices shall be utilized to prevent silt from leaving the site and to prevent excessive on
site erosion.visions(7) Pro for a ground cover sufficient to restrain erosion must be accomplished within 30 working days or 120 calendar days upon
completion of any phase of landfill development.
(8) The facility shall be adequately secured by means of gates,chains,berms,fences,etc.to prevent unauthorized access except when an
operator is on duty.An attendant shall be on duty at all times while the landfill is open for public use to assure compliance with operational
requirements and to prevent acceptance of unauthorized wastes.
19) Access roads shall be of all-weather construction and properly maintained.
{to) Surface water shall be diverted from the working face and shall not be impounded over waste.
(t 11 Solid waste shall no be disposed of in water.
1121 Open burning of solid waste is prohibited.
(13) The concentration of explosive gases generated by the facility shall not exceed:
fal Twenty-five percent of the lower explosive limit for the gases in facility structures.
fb) The lower explosive limit for the gases at the property boundary.
(141 Leachate shall be properly managed on site through the use of current best management practices.
(151 Should the Division deem it necessary,ground water or surface water monitoring,or both,may be required as provided for under Rules.0501
and.0602 of this Subchapter.
(16) A sign shall be posted at the facility entrance showing the contact name and number in case of an emergency and the permit number.The
permit number requirement is not applicable for facilities not requiring an individual permit.
Certification by Land Owner:
I certify that the information provided by me in this notification is true, accurate, and complete to the best
of my knowledge. The facility siting and disposal operations of this Land Clearing & Inert Debris landfill
will comply with the requirements of Sections .0563, .0564 and .0566 of 15A NCAC 13B, North Carolina
Solid Waste Management Rules. The facility and operations of this landfill will also comply with all
applicable Federal, State, and Local laws, rules, regulations, and ordinances. Where the operator is
different from the land owner, I, the land owner, have knowledge of the operator's plans to dispose of
solid waste on the land and I specifically grant permission for the operation of the landfill. I understand
that both the land owner and operator are jointly and severally liable for improper operations and proper
closure of the landfill as provided for by North Carolina General Statute 130A-309.27. I further understand
that North Carolina General Statute 130A-22 provides for administrative penalties of up to five thousand
dollars($5,000.00) per day per each violation of the Solid Waste Management Rules. I further understand
that the Solid Waste Management Rules may r vised or amended in the future and that the facility
siting af�d operations of this landfill will be re r d to ply with all such revisions o am ndments.
&
Print Name (Owner) Signature (Owner) Date
North Carolina
CI 1CT17 F�M County
I, f``!! a 1—0 Fr_VY_? a Notary Public for said County and State, do hereby certify
that ! ) personally appeared before me this day and acknowledged the due
ext cltitlon,gf the foregoing instrument.
J' tne4s rOj�hQ�fcl and offices ial seal, this the eday f 20 0
wf©ffial Sprall }
Notary Public
":J�hy bomlpissf l�g-kplr#s 20
My Commission Expires Feb.13,2007.
3

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
U-LDJ
r ~
Certification by Landfill Operator (if different from Owner):
I certify that the information provided by me in this notification is true,accurate, and complete to the best
of my knowledge. The facility siting and disposal operations of this Land Clearing & Inert Debris landfill
will comply with the requirements of Sections .0563, .0564 and .0566 of 15A NCAC 1313, North Carolina
Solid Waste Management Rules. The facility and operations of this landfill will also comply with all
applicable Federal, State, and Local laws, rules, regulations, and ordinances. I have informed the land
owner of my plans to dispose of solid waste on the land and the land owner has specifically granted
permission for the operation of the landfill. I understand that both the operator and land owner are jointly
and severally liable for improper operations and proper closure of the landfill as provided for by North
Carolina General Statute 130A-309.27. I further understand that North Carolina General Statute 130A-22
provides for administrative penalties of up to five thousand dollars ($5,000.00) per day per each violation
of the Solid Waste Management Rules. I further understand that the Solid Waste Management Rules may
be revised or amended in the future and that t facility siting and operations of this landfill will be
required to comply witt all such revisions or an, n ments
Print Name (Operator) Signature (Operator) Date
North Carolina
County
I, =z 4_o laae t a Notary Public for said County and State, do hereby certify
t4, personally appeared before me this day and acknowledged the due
exgptrtion„qf the foreping instrument.
GY r�' 1
�Y�1li 6ess.rriy d aid official seal,this the ao- day taf 2003 _.
(b'fficiitloSaa1) r = '�
- c 1 Notary Public
�•• � � n ��
'.,'My'e4Dmm4 -expires 0
' r c o�` My Commission Expires 0
For additional land owners and landfill operators, attach separate notarized certifications for each
additional land owner and landfill operator.
For Corporate land owners and/or operators, use the Corporate Certifications, pages 5 and 6. Contact the
Division of Solid Waste Management for proper applicable certifications.
INSTRUCTIONS
Purpose: Notification of Land Clearing and Inert Debris Landfills under two(2)acres in size is required under 15 NCAC 13B.0563(2)(a).
Contact the Solid Waste Section at the address below for further information.
Distribution: Mail completed recorded original notification to the following address:
Division of Solid Waste Management
Solid Waste Section
1 646 Mail Service Center
Raleigh,North Carolina 27699.1646
[phone]
Disposition: This form will be transferred to the State Records Center when reference value ends.Records will be held for agency in the State
Records Center five(5)additional years and then transferred to the custody of the Archives.
4

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0533
FILED
CHATHAM COUNTY NC
LUNDAY A. RIGGSBEE
REGISTER OF DEEDS
FILED Nov 16, 2015
AT 04:13:21 pm
BOOK 01828
START PAGE 0533
END PAGE 0535
INSTRUMENT# 11214
EXCISE TAX (None)
Excise Tax: $ 6
Mail after recording to: Grantee
This instrument was prepared by: Paul S. Messick,Jr.,Attorney at Law, Pittsboro,NC
If checked,the property includes the primary residence of at least one of the Grantors.(NCGS §105-317.2)
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED, made this day of November 2015 between ALAN H. STONE, unmarried, 5180-A BIG
WOODS ROAD, CHAPEL HILL, NC 27517; hereinafter referred to as GRANTOR; and ARBD, LLC, 5180-A BIG
WOODS ROAD, CHAPEL HILL, NC 27517; hereinafter referred to as GRANTEE. The designation Grantor and
Grantee as used herein shall include parties, their heirs, successors, and assigns, and shall include singular, plural,
masculine, feminine or neuter as required by context.
WITNESSETH
The Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has
and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of
land situated in Chatham County,North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND
INCORPORATED HEREIN BY REFERENCE.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to
convey the same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will
warrant and defend the title against the lawful claims of all persons whomsoever except for the exceptions hereinafter
stated.
The property hereinabove described are properties acquired by Grantor by instrument recorded in Book
,Page of the Chatham County Registry.
Title to the property hereinabove described is subject to the following exceptions:
Easements and restrictions of record.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand an a the da and year first above written.
(SEAL)
ALAN H. STONE, unmarried
STATE OF NORTH CAROLINA
COUNTY OF OA
I, a Notary Public of i4v County and State aforesaid, certify that ALAN ,W!° TOW,, harried,
personally appeared before me this day and acknowledged the execution of the foregoing instrumeqk.`
F l
Witness my hand and official stamp or seal,this day of 20�I Ste`yr
M"y Commission Expires: 1 u—( 3 "aU I-7 _ J ALJ'Printed Name:_
Notary Public 90°�+tu+s1110`�

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0534
EXHIBIT A
TRACT I: (Tax Parcel No. 77630) ALL of Lot 8 according to a plat entitled "Property of A. Hugh
Stone and wife, Helen B. Stone" prepared by Gerald M. White, RLS, dated August 29, 1983 and
recorded in Plat Book 37, Page 19, Chatham County Registry, reference to which is hereby made for a
more particular description.
TRACT II: (Tax Parcel Nos. 87481, 87482, & 76383) ALL that certain tract or parcel of land
containing 26.191 acres, more or less, according to plat entitled "Site Plan for Alan Hugh Stone"
prepared by Smith and Smith Surveyors, dated May 21, 2001 and recorded in Plat Slide 2001-298,
Chatham County Registry, reference to which is hereby made for a more particular description.
TRACT III: (Tax Parcel No. 68340) ALL that certain tract or parcel of land containing 4.944 acres,
more or less, according to plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith
Surveyors, dated May 21, 2001 and recorded in Plat Slide 2001-298, Chatham County Registry,reference
to which is hereby made for a more particular description.
TRACT IV: (Tax Parcel No. 65049) ALL of Lot A containing 3.001 acres, more or less, according to a
plat entitled, "Property of Alan Hugh Stone and wife, Cynthia W. Stone," prepared by Gerald M. White,
PE, RLS, dated May 21, 1992 and recorded in Plat Slide 92-207, Chatham County Registry, reference to
which is hereby made for a more particular description.
TRACT V: (Tax Parcel No. 87344) ALL of Lot B containing 3.856 acres, more or less, according to a
plat entitled, "Property of Alan Hugh Stone and wife, Cynthia W. Stone," prepared by Gerald M. White,
PE, RLS, dated May 21, 1992 and recorded in Plat Slide 92-207, Chatham County Registry, reference to
which is hereby made for a more particular description.
TRACT VI: (Tax Parcel No. 79314) ALL of Lot 1 containing 2.000 acres, more or less, according to
plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith Surveyors, dated May 21,
2001 and recorded in Plat Slide 2001-298, Chatham County Registry, reference to which is hereby made
for a more particular description. (Said lot is a part of Tracts 11 and V above)
TRACT VII: (Tax Parcel No. 73915) ALL of Lot 2 containing 2.000 acres, more or less, according to
plat entitled "Site Plan for Alan Hugh Stone" prepared by Smith and Smith Surveyors, dated September
11, 2001 and recorded in Plat Slide 2001-448, Chatham County Registry, reference to which is hereby
made for a more particular description. (Said lot is a part of Tracts 1I, III, IV, and V above.)
SAVE AND EXCEPT: BEGINNING at a point in the northern right of way line of Rock Hill Drive, and
running thence North 28 degrees 50 minutes 41 seconds West 154.88 feet from an existing iron pipe, a
common corner between Stone lots described by deed recorded in Book 595, Page 291 and Book 524,
Page 747, Chatham County Registry; thence North 62 degrees 59 minutes 02 seconds East 302.63 feet to
a point in the western right of way line of an existing 60 foot private road; thence along the right of way
of said road South 56 degrees 34 minutes 34 seconds East 66.37 feet to a point; thence South 27 degrees
00 minutes 58 seconds East 55.41 feet to a point in the northern right of way line of Rock Hill Drive;
thence along said drive South 73 degrees 09 minutes 15 seconds West 35.20 feet to an existing iron pipe;
thence further South 62 degrees 59 minutes 02 seconds West 268.91 feet to the point or place of
BEGINNING, containing 0.800 acre and denominated as "Well Lots" on the plat entitled "Well Lot Map
Alan Hugh Stone" prepared by Smith and Smith Surveyors dated March 26, 2015, a copy of which is
attached hereto as Exhibit B and incorporated herein by reference.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BK 1828 PG 0535
EXHIBIT B
Mar&U#Kff
9If
THIS MAP IS NOT A CER77RED SURVEY
AND HAS NOT BEEN RENEWED BY A
LOCAL GOVERNMENT AGENCY FOR
COMPLIANCE WITH ANY APPUCABLE
84 $ 64 LAND DEVELOPMENT REGULA77ONS.
VAMVJff YAP
AD,DNNXS'DEED OW 594 PACE 201
PLAT aw 2001-298
PRICY 7P>Y AALrPfSZ �0"NG 27517
ALL QtSTAMD=S 9AOMN/L7pEOV A�U.S £Y
fEET Atl04GWTAL GPOI.AO IL£ASfA�DV7S
AWA BY 7W AWL AI W=
r �
' ALAN H. STONE 1 `
DA 524 Pa 747
PLAT SLIDE 2WI-296 ALAN H. STONE I
' Ip up RA SLIDE 200-2W
� b
2 b 1,0 o
MP s
�"a ox VP
It Ati EI
ALAN H. STONE AF �. 00%
6 G. as 594 Pa 291 s oosTWD T suuE
4r\� PUT SiIQE 2001-296 (-SM ,s ue
`s- P/N 979-1-06-6670
\\ AKPAR/65049 W
Op
.01 E ac0ir[ounov) �S 25541 g
i
wcu HOWE �S 3pi�0
gg 41 �: DP i
d NELL LOT �
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MP a8OO AQW 91 W OR I
unury
9�10 ME
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cd EP / 1 AR 37, Pa 19
Z N 2239Y•W AP •Wig u'" .00
� I
.So TLUTr
Q S� � /1\
kio
J tlU%j \ P.a 37, Pa 19 1
A. HUGH S70NE, ET UX
_ PRAT BK. 37, Pa 19 1/
/ THIS IS A PRELIMINARY DRAWING
AND NOT TO USED AS A
SURVEY OR TO TRANSFER ANY
PROPERTY SHOWN HEREON.
!DO D 50 100 7/7/L7I/QL//L�D�J/7/I/U�7/P/ /���/}/7/�/
LB rim � Ru1.YJL 1L SM vE
it- -Edrthp#w,Pot
1N FEMP "S-O-km Poo set
1 inch = 100 ft RRs-o-fi km Stake
LWLLUAIS 701M/9/° La'"p"L O&MY,ACRIN CARO MA
R�- - TR�r L1r Smith and Smithu LwawMs
DLiILQV sr �- -umv Pais r 1Q0
Cc& - surveyors
AP-O-NoMrrroUcd Pohl ary L�a1 u'>et Al.t-mat a�-06-6?M
EALP-•-D*thy Rakoad P.a AW Nf -m ��• PJKMKT
roy J" Arm

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This page intentionally left blank.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5D6B1
�.,k-.,_L--V/V 1 ! I UI c. J 1.-.rA 1 I
v�STATE
State of North Carolina
Department of Environment, Health, and Natural Resources
512 North Salisbury Street • Raleigh, North Carolina 27604
Division of Solid Waste Management
James B. Hunt, Jr., Governor Solid Waste Section Jonathan B. Howes, Secretary
Telephone[phone]
January 27, 1993
Alan Stone
Route 9, Box 474
Chapel Hill, North Carolina 27514
Ref: Land Clearing & Inert Debris Notification
Mr. Stone:
On January 27, 1993, the Solid Waste Section received your Land Clearing and Inert Debris landfill
notification. As long as your disposal activities remain under 2 acres, you may operate under the
provisions of this approval. If your landfill disposal activities grow in size to more than 2 acres, please
contact the Solid Waste Section for assistance in obtaining an individual permit.
If this property is sold, leased, conveyed or transferred, the deed or other instrument of transfer shall
contain in the description section, in no smaller type than used in the body of the deed or instrument,
a statement that the property has been used as a Land Clearing and Inert Debris landfill.
Amendments or revisions to the Solid Waste Management Rules or violation of groundwater standards
may necessitate modification of the construction and operation of this facility or closure of this facility.
This approval is not transferrable.
The Land Clearing and Inert Debris landfill is permitted to receive:
a. Land Clearing Waste as provided for in 15A NCAC 13B .0101(72); stumps, trees,
limbs, brush, grass, and other naturally occurring vegetative material.
b. Inert Debris and untreated wood as provided for in 15A NCAC 13B .0101(73);
concrete, brick, concrete block, uncontaminated soil, gravel and rock, untreated and
unpainted wood.
C. Used asphalt as provided for under North Carolina General Statute §130A-
309.09B(a)(1); used asphalt or used asphalt mixed with dirt, sand, gravel, rock, and
concrete; effective till July 1, 1993.
Site preparation and construction shall be in accordance with 15A NCAC 13B .0564, Siting Criteria
For Land Clearing and Inert Debris (LCID) Landfills.
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone [phone] Fax N 919-733-0513
An Equal Opportunity Affirmative Action Employer

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
The facility must be operated in accordance with 15A NCAC 13B .0566, Operational Requirements
for Land Clearing and Inert Debris (LCID) Landfills.
All sedimentation and erosion control activities shall be conducted in accordance with 15A NCAC 4,
Sedimentation Control. Construction and operations involving sedimentation and erosion control
activities greater than 1 acre typically require approval from the Land Quality Section. Contact the Land
Quality Section to determine if your activities require approval.
Ground water quality at this facility is subject to the classification and remedial action provisions of
15A NCAC 2L, Classifications and Water Quality Standards.
If you have any questions or if we can be of any other assistance, please do not hesitate to contact
the Regional Waste Management Specialist, Mr. Mark Fry at (919) 486-1 191, the Eastern Area
Engineer, Mr. Jim Barber at [phone], or this office.
Thank you,
William D. Sessoms, PE
Approved:
Ja es C. Coffey, Sup rvi or
P mitting Branch
Solid Waste Section
copy: Mark Fry
Jim Barber
A. Hugh Stone & Helen B. Stone
C ASE SSOM SILCIMNOTIMSTO NE

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
SfArfo
} FILED
'S3 JAN 21 Ail 1133
State of North Carolina
Department of Environment, Health, and Natural Resobr6es', '� S
-r EEDS
Division of Solid Waste Management E
P.O. Box 27687-Raleigh,North Carolina 27611-768 Q. '� 00 N.C`
James G. Martin, Governor illiam L. e er
William W. Cobey, Jr., Secretary BOOK O P Q G E 71993 D it -Ud
f.
LAND CLEARING AND INERT DEBRIS LANDFILL NOTIFICATIO
Pursuant to 15A NCAC 13B .0563(2)(a), the land owner(s) and operator(s) of any Lan d
!nert Debris Landfill under two (2) acres in size shall submit this notification form to the Division prior-
to constructing or operating the landfill. This form must be filed for recordation in the Register of
Deeds' Office. The Register of Deeds shall record the notification under the name of the owner(s) of
the land in the county or counties in which the land is located. The Register's seal and the date, book,
and page number of recording must be included on this form when submitted to the Division. This
notification is not valid to authorize operation of a landfill unless complete. accurate, and recorded as
required by 15A NCAC 13B .056312)(b).
1. Facility Name:
2. Facility location (street address): /M�/�. t l�ao/
City: R l i�� County: C,04 0�,. Zip: 2 751Z
3. The land on which this landfill is located is described in the deed r eprded ig:
deed book: page: �! county:
4. Name of land owner: /I 7�6� A 4 Ae/G4 e, Soh-e
5. Mailing address f land owner: 14 S 4eyY /
City: State: tic . ® Zip: 2 6. Telephone number of land owner:( �//� 1 / 7-1/.7"
If the land is owned by more than one person, attach additional sheets with the name, address,
and phone number of all additional laird owners.
7. Name of operator: Z;� 5*q r
8. Trade or business name of operator: �1� n
9. Mailing address of operator:
_.__1er-2
City: 1" �� State: AA Zip: a7s/l�-
10. Telephone number of operator:( M )
If the landfill is operated by more than one person, attach additional sheets with the name,
address, and phone number of all additional operators.
11. Projected use of land after completion of landfill operations: AJ 91eS'S
An EgLW Opportunity Afiimutive Acdon Employer

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
BOOK 609PAGE S 3b
The following are the applicability, siting, and operating criteria for Land Clearing and Inert Debris
Landfills operating under notification.
.0563 APPLICABILITY REQUIREMENTS FOR LAND CLEARING AND INERT DEBRIS iLCID)LANDFILLS
Management of land clearing and Inert debris shall be In accordance with the State hierarchy for managing solid waste as provided for under
N.C.G.S. 5 130A-309.04(a).Disposal in a landfill is considered to be the least desirable method of managing land clearing and inert debris.Where
landfilling is necessary,the requirements of this Rule apply.
(1) An individual permit from the Division of Solid Waste Management Is not required for Land Clearing and Inert Debris(LCID)landfills that
most all of the following conditions:.
(a) The facility Is to be operated forthe disposal of land clearing waste,inert debris,untreated wood,and yard trash.Operations
must be consistent and in compliance with the local government solid waste management plan as approved by the Division
of Solid Waste Management.
(b) The total disposal area is under two acres in size.
(c) The facility and practices comply with the siting criteria under Rule.0564,and operational requirements under Rule.0566.
(d) The fill activity is not exempt from, and must comply with all other Federal, State, or Local laws, ordinances,Rules,
regulations, or orders, including but not limited to zoning restrictions, flood plain restrictions, wetland restrictions.
sedimentation and erosion control requirements,and mining regulations.
(2) Where an individual permit is not required,the following applies:
(a) The owner of the land where the landfill is located must notify the Division on s prescribed form,duly signed,notarized,and
recorded as per Rule.0663(2)(b).The operator of the landfill,if different from the land owner,shall also sign the notification
form.
(b) The owner must file the prescribed notification form for recordation In the Register of Deeds'Office.The Register of Deeds
shall index the notification in the grantor Index undarthe name of the owner of the land in the county or counties in which
the land is located.A copy of the recorded notification,affixed with the Registers seal and the date,book and page number
of recording shall be sent to the Division of Solid Waste Management.
(c► When the land on which the Land Clearing and Inert Debris Landfill is sold,leased,conveyed,or transferred in any manner,
the dead or other instrument of transfer shall contain in the description section in no smaller type than that used in the body
of the deed or instrument a statement that the property has been used as a Land Clearing and Inert Debris Landfill and a
reference by book and page to the recordation of the notification.
.0564 SITING CRITERIA FOR LAND CLEARING AND INERT DEBRIS(LCID)LANDFILLS
The following siting criteria shall apply for Land Clearing and Inert Debris(LCID)landfills:
(1) Facilities or practices,shall not be located in 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.
(3) Facilities or practices shall not result in the destructionor adverse modification of the critical habitat of endangered orthreatened species
as identified in 60 CFR Part 17 which is hereby incorporated by reference including any subsequent amendments and editions.This
material is available for inspection at the Department of Environment, Heakh, and Natural Resources, Division of Solid Waste
Management,401 Obedin Road,Raleigh,North Carolina 27605 where copies can be obtained at no cost.
(4) Facilities or practices shall not damage or destroy an archaeological or historical site.
(6) 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.
(6) Facilities shall not be located in any wetland as defined In the Clean Water Act,Section 404(b).
(71 It must be shown that adequate suitable soils are available for cover,either from on or off slte.
(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.
(b) Facilities or practices shall not cause a discharge of dredged materials or fill material into waters of the state that is in
vioiation cf the requirements under Section 404 of the Clean Water Act,as amended,
(c► Facilities or practices shall not cause non-point source pollution of waters of the state that violates assigned water quality
standards.
(d) Waste in landfills with a disposal area greaterthan 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.
(el Waste in landfills with a disposal area less than two acres shall be placed above the seasonal high water table.
(9) The facility shall meet the following minimum buffer requirements:
(a1 60 feet from the waste boundary to all surface waters of the state as defined In G,S. 143-212,
(bl 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 heafth and the environment.
(10) The facility shall meet all requirements of any applicable zoning ordinance.
.0666 OPERATIONAL REQUIREMENTS FOR LAND CLEARING AND INERT DEBRIS(LCID►LANDFILLS
Land Clearing and Inert Debris(LCID)landfills shall meet the following operational requirements:
(1) Operational plans shall be approved and followed as specified for the facility.
(21 The facility shall only accept those solid wastes which it is permitted to receive.
(3) Solid waste shall be restricted to the smallest area feasible and compacted as densely as practical into calls.
(41 Adequate soil cover shall be applied monthly,or when the active area reaches one acre in size,whichever occurs first,
2

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
(5) 120 calendar days after completion of any phase$I 46al op[l a ar-Ar revoc�ioTrof a permit,the disposal area shall be
covered with a minimum of ono foot of suitable soil,coffer eloped to allow surface water runoff in a controlled manner.The Division
may require further action in order to correct any condition which is or may become injurious to the public health,or a nuisance to the
community,
(6) Adequate erosion control measures,structures,or devices shall be utilized to prevent silt from leaving the site and to prevent excessive
an site erosion.
(7) Provisions for a ground cover sufficient to restrain erosion must be accomplished within 30 working days or 120 calendar days upon
completion of any phase of landfill development.
(6) The facility shall be adequately secured by means of gates,chains,berms,fences,etc,to prevent unauthorized access except when
an operator is on duty.An attendant shall be on duty at all times while the landfill is open for public use to assure compliance with
operational requirements and to prevent acceptance of unauthorized wastes.
(9) Access roads shall be of all-weather construction and properly maintained.
(10) Surface water shall be diverted from the working face and shall not be impounded over waste.
01) Solid waste shall not be disposed of In water,
(12) Open burning of solid waste Is prohibited.
(13) The concentration of explosive gases generated by the facility shall not exceed:
(a) Twenty-five percent of the lower explosive limit for the gases in facility structures.
(b) The lower explosive limit for the gases at the property boundary.
114) Leachate shall be properly managed on site through the use of current best management practices.
(16) Should the Division deem it necessary,ground water or surface water monitoring,or both,may be required as provided for under Rules
.0601 and,0602 of this Subchapter.
(16) A sign shall be posted at the facility entrance showing the contact name and number in case of an emergency and the permit number.
The permit number requirement is not applicable for facilities not requiring an individual permit.
Certification by Land Owner:
I certify that the information provided by me in this notification is true, accurate, and complete to the
best of my knowledge. The facility siting and disposal operations of this landfill will comply with the
requirements of sections .0564 and .0566 of the Solid Waste Management Rules. The facility and
operations of this landfill will also comply with all applicable Federal, State, and Local laws, rules,
regulations, and ordinances. Where the operator is different from the land owner, I, the land owner,
have knowledge of the operator's plans to dispose of solid waste on the land and I specifically grant
permission for the operation of the landfill. I understand that both the land owner and operator are
jointly:and severally liable for improper operations and proper closure of the landfill as provided for by
North Carolina General Statute 130A-309.27. I further understand that North Carolina General Statute
130A=22,p,roVides for administrative penalties of up to five hundred dollars ($500.00) per day per each
violation 61 the Solid Waste Management Rules. I further understand that the Solid Waste Management
Rules may'b0,revised or amended in the future and that the facility siting and operations of this landfill
will a to ired to comply with all such rev- ion o are
Print Name'(Owner) Signature (Ow er) Date
No h arolina
C County
1, 4 Z7 (�c ec_- , a Notary Public for said County and State, do hereby certify
that CA S personally appeared before me this day and acknowledged the
due execution of the foregoing instrument.
Witness my hand and official seal, this the day of !IYG;,9,C , 19 g
L
(Official Seal)
f Notary Putlic
My commission expires 5 /� , 19 �
3

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BOOK G d �PAGE 838
Certification by Landfill Operator (if different from Owner):
I certify that the information provided by me in this notification is true, accurate, and complete to the
best of my knowledge. The facility siting and disposal operations of this landfill will comply with the
requirements of sections .0564 and .0566 of the Solid Waste Management Rules. The facility and
operations of this landfill will also comply with all applicable Federal, State, and Local laws, rules,
regulations, and ordinances. I have informed the land owner of my plans to dispose of solid waste on
the land and the land owner has specifically granted permission for the operation of the landfill. I
understand that both the operator and land owner are jointly and severally liable for improper
operations and proper closure of the landfill as provided for by North Carolina General Statute 130A-
309.27. 1 further understand that North Carolina General Statute 130A-22 provides for administrative
penalties of up to five hundred dollars ($500.00) per day per each violation of the Solid Waste
Management Rules. I further understand that the Solid Waste Management Rules may be revised or
amended in the future and that the facility siti nd operations of this landfill will b required to
comply with all such revisions or amendment
Print Name (Operator) Signature (Operator) Date/
North Carolina
a County
I, a Notary Public for said County and State, do hereby certify
that 49L&� personally appeared before me this day and acknowledged the
due execution of the foregoing instrument.
Witness my hand and official seal, this the a y day of , 19�
(Official Seal)
N66ry Public
My commission expires led 19 _.
For additional land owners and landfill operators, attach separate notarized certifications for each
additional land owner and landfill operator.
INSTRUCTIONS
Purpose: Notification of Land Clearing and Inert Debris Landfills under two (2) acres in size is required under 15 NCAC 13B
.0563(2)(a). Contact the Solid Waste Section at the address below for further information.
Distribution: Mail completed recorded original notification to the following address:
Division of Solid Waste Management
Solid Waste Section
PO Box 27687
Raleigh,North Carolina 27611-7687
[phone]
Disposition: This forth will be transferred to the State Records Center when reference value ends.Records will be held for agency in the
State Records Center five(6)additional years and then transferred to the custody of the Archives.
4

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
NC 'DEPARTMENT, OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
Division of Sotid:Yaste Management
Sotid Waste Section
SOLID HASTE R4NAGBENT FACILITY EVAMTION REPORT
Type of Faci t i ty Lc! D Permit it BY NOT W County CC��
/ t Ca� 1, �-7
Now of Facility STbNt= 5 LAwni~9t.,t_ Locstiangoc4< HILL 1rL1, ©m /f
Date of Last Evaluation CO G j
I. Permit-Condition FOUVAled yes No. K 1Vk
A.. Specific canditiorKs) Violated
l-G�NI RCornS-�vne,�sLan��'i� _
Non
II. Operational Requirements Followed /yes No
15A N.c. Admin."Cade 13B"Section • 057(o
k. Specific Violation(s) 'by'rraber and letter. -
II,I ,R)tfier lhotatiara of Rule or Law
IV. Evatuator's can■ents siTa in th! c.(• o sHArE ,; 1^/C W tu- BE r..Lm ma mgg7-
W att You t o D I3 cyns Ompookrknon (j,LHng ith c- I aAft5 'TO SHi4PE"
�s LoPEJ FDR UOT)URE- FEEL FR 'E Th CALL .
V. Continuation Page Required) Yes X-1/00 Receiving Signature C mkiLix To /°kt At4 -,=sna t>_
Evaluation Date I eks 19 Solid Waste Section *Alt .[.1117
DEW 3793 Visit I Write: Facility Part II Canary: Centrat Office Part III Pink: Regional Office)
Solid Waste Section (Review 7/94)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Purpose: G.S. 130A-294 reg res that an evaluation program be established for the
operation of solid waste management facilities on a statewide basis. The
Solid Waste Management Act and Solid Waste Managemment Rules codified at
15A NCAC 13B list requirements which must be followed by solid waste
facilities.
IYLstnictions: Solid Waste Section personnel shall cculplete the evaluation form each
time they conduct official evaluations. The form shall be signed by
the person(s) receiving the report.
Part I White: facility copy
Part II Canary: Raleigh central office file copy
Part III Plink: Regional office file cclpy
Disposition: This form may be retained in accordance with the Record Retention and
Disposition Schedule of the Solid Waste Section, Solid Waste Management
Division of the Department of Enviramient, Health and Natural Resources.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1 � '.
..P„
NO DLPA R!.Jrt ..: OF ffi�iVIRONMEN'1', ,.HEALTH AND. NATURAL RESOURCES'
- �: Division of"solid Vesta ManOgesellt
Solid Waste Section l� fO0 ,
4�
M1 SOLID WZrE MA1BEi W•FACILITY EV OATIOY RPPORT ' v
Facility L�.+I Permit SI.hIQTIF 0olrity ATN&(
Ras of Facility � .Laeat'ifln77
:
Date+of.Last Evaluation '
:
:
;.
I.. Re11•lt'Cpllditlerl�.Followed .,•^^�Tas .. �'. `•.:llo �^Il/Ik. .. .
A- Specific ColdiOugs) Violated ;
-
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:
Sr r
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r6i
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:
.AtA� 'irl�. 1(0 ..tAgen ;sig.M zHowtmr.. '..caNThgT QEitioM 9*69 :A-4 tJuHaER
INI ct►-� �tF f�^rt>`'1��'Nc�l
III. Ot1r.Violatiane of:nuke or.Law:
IV. Evaluator's Comments no NaT EYTC-tJO FfU- /FNy . feikR11i R .'ris �bii'1'f-� Ar' 409R I..tt7Htip,
100� gum ro (DuTautLnttzc t4goygay wl t.t , Td JKNN40r& SLorls'
�tf B
Ta AC44 � -a i St orc mug= Sy . .65Yy 5 c3)(j) .
• BTh i _
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ng
60,
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Evaluation Deft 4A Solid Waste Section
RAIL
DEHNR 3793 tPart.I White: Facility Part II Canary: Central.office Part III Pink: ReRiana, fine)
Solid Waste Section (Review 7/9)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1 o
Pu3Tcme: G.S. 130A-294 requires that an evaluation program be established for the
operation of solid waste management facilities on a statewide basis. The
Solid Waste Management Act and Solid Waste Management hales codified at
15A NCAC 13B list requirements which must be followed by solid waste
facilities.
Instructions: Solid Waste Section personnel shall ccaTplete the evaluation form each
time they conduct official evaluations. The form shall be signed by
the person(s) receiving the report.
i]i ctrit»t-i can: Part I Mite: facility ccPY
Part II Canary: Raleigh ventral office file ccIpy
Part III Fink: Regional office file copy
Disposition: This form may be retained in accordance with the Record Retention and
Disposition Schedule of the Solid Waste Section, Solid Waste Management
Division of the Department of IIzvironment, Health and Natural Resources.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
" - NC DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
Division of Solid Waste Managament
Solid Waste Section
SOLID PASTE MVIIGM MT FACILITY EVALUATION REPORT
Yype:of Facitity LCAQ, Lkt4oF1tsL Pemit Y NdT'IJ, Y F f4TNF►h�
Name of Fae�t tl►: TONCBL&NOrtLL Location O.W. Mi of sk 171 t
Data df:East Osluatian, t!' %
I. Pr�it Conditi6m'FoUc W Yes No . V N/A
A: Specific Cadition(s) Violated
r
II OperationaL Requirements Fdttowed Yes y so
15A N_C. Ad in. Code 130 Section . C9 70 fO
A_ :Specific Vidtat on(s) by nuk6r and letter. ;
(B) FAQ1L.Ia. 54ALL: IRE At)F6tLJik"['I 9EG6 966 ACPAI NTr UMAUTRoM13CM
Cta� wArem 7a 15 niveRTE0 FRok woml-. w_ M-kC-115-
(tom) sl a<ni .1m 't.L B E' Fb!3f E;7LD ShtcsW frtfs easn*e . WAML- �tt.lt] cut i ^.i�t ty�i c sE'
of �'M�Rct�Ne:�l
III. 00w VidLations of Rute or Law 15 M .C.-A . C. . b d 1.�z OM NI I l ec IR Q21*4,
Co M'f F�3 t t N FOR ,4�rt t Tt cotr�e its�• ci,.� ®R N©ram k 1e„rrS
iv.' �valuatar■s Coo ents S�fiF IhL c, d `3�tAA� 0jVfeAU_ P UeAnE �oj-r- 9E N k►�t .
DiyeFer .; uRFAaC FLmA RtR4" ipjAsiur rOM 1MFQftHAtT'10K C*4 05h*5
CpntTrkoL P LPsN.. P`e" CA JOHN H©6LCJ A-r A 19) E71 � y 70
V. Continuatian Page Required? Yes V Mo Receiving Sigreture M 1f IUD TO ,r�i"F„�
Evatuation Date gq
Solid Waste fectiQn h✓vim -cI
OEM 3793 Pak I into: Facitity Pert II Canary: Centrat Office Part III Pink: RMianaL Office)
Solid Waste'Section (Review 7/9 )

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Purpose: G.S. 130A-294 requires that an evaluation program be established for the
operation of solid waste management facilities on a statewide basis. The
Solid Waste Management Act and Solid Waste Management Rules codified at
15A NCAC 13B list requirements which must be followed by solid waste
facilities.
Instructiicns: Solid Waste Section personnel shall coarplete the evaluation form each
time they conduct official evaluations. The form shall be signed by
the person(s) receiving the report.
Distributicn: Part I Mute: facility copy
Part II (,mazy: Raleigh cmt al office file copy
Part III Pink: Regional office file copy
Disposition: This form may be retained in accordance with the Record Retention and
Disposition Schedule of the Solid Waste Section, Solid Waste Management
Division of the Department of Environment, Health and Natural Resources.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
NQ. 10EPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOUR 1
Division of Solid haste Management A TE s
Solid Waste Section FJ,
SOLID WASTE MANAGEMENT FACILITY EVALUATION REPORT 2
6y
Type of Facility L.Gl b 1.AMbEll.L Permit N NoTEFI Tk tonty CHAT 1
Name of Facility 5--TONE 5 L..AtNDFI.LL Location©. t F 5• , 17
iij
Date of Last Evaluation N fA
-�
I. Permit COiditiom FoLLoued Yes No V N/A
A. Specific Condition(s) Violated
II. Operational Requirements Followed Yes ��Mo
15A N.C. Admin. Code 13B Section . (!>5 lute
A_ Specific Violations) by amber and etter.
$) P A C I L.i-r x tad"f" Ab nsi 1J\'T'E`1•.'y `3 CCU r.-JE.(
5IGN SHCw1MC- CCWTh-C' PE51k5oMJ NAHK AWQ CHOKE ►JO. L°
F®eT'F-'b AM eNTRANC15
III_ Other Violations of Rule or Law
IV. Evaluator's Comments. J 1 T"E it l t� C-001) CA D tT1 copy of
V. Continuation Page Required? Yes L//No Receiving Signature C Kd\1l.Ep MJ�. �t'a►1E��
Evaluation Date i i f ) Solid Waste Section�p7 Ak
DEHNR 3793 (Part I White: Facility Part II Canary: CentraL Office Part III Pink: Regional Office)
solid Waste Section (Review 7/94)
I��

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Purpose: G.S. 130A-294 requires that an evaluation program be established for the
operation of solid waste management facilities on a statewide basis. The
Solid. Waste Management Act and Solid Waste Management Rules codified at
15A NCAC 13B list requirements which must be followed by solid waste
facilities.
Instruction: Solid Waste Section personnel shall Clete the evaluation form each
time they conduct official evaluations. The form shall be signed by
the person(s) receiving the report.
nist-rib ticn: Part I mite: facility copy
Part II Canary: Ralei�ft central office file copy
Part III Pink: Regional office file copy
Disposition: This form may be retained in accordance with the Record Retention and
Disposition Schedule of the Solid Waste Section, Solid Waste Management
Division of the Department of Environment, Health and Natural Resources.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
This page intentionally left blank.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Certificate of Coverage
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL,AND LAND RESOURCES
GENERAL PERMIT NO. NCG010000
NC Reference No. NCG01-2019-0103
Certificate of Coverage No. NCC190103
STORMWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1,other lawful standards and regulations
promulgated and adopted by the North Carolina Environmental Management Commission,and the Federal Water
Pollution Control Act,as amended,
ARBD, LLC
is hereby authorized authorized to discharge stormwater associated with CONSTRUCTION ACTIVITIES to surface waters
of North Carolina from a site located at:
Stone LCID Landfill
52 Rock Hill Drive
Chapel Hill
Chatham County
in accordance with the effluent limitations, monitoring requirements, and other conditions set forth in N.C. General Permit
No. NCG010000.
This Certificate of Coverage is affiliated with E&SC Plan Project No.2018-01918
This Certificate of Coverage shall become effective 4/25/2019.
This Certificate of Coverage shall remain in effect for the duration of the General Permit or until rescinded.
for S. Daniel Smith
Interim Director, Division of Energy, Mineral,and Land Resources
By the Authority of the Environmental Management Commission

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
This page intentionally left blank.

DocuSign Envelope ID: IOC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
r WATERSHED PROTECTION DEPARTMENT
n
P.O.Box 548
CHATHAM COUNTY Pittsboro,NC 27312
NORTH C A R O L i N A Website:www.chathamnc.org
Soil Erosion and Sedimentation Control
LETTER OF APPROVAL—REVISED PLAN
June 14,2021
Alan Stone
5180-A Big Woods Road
Chapel Hill,NC 27517
Project Name: Stone LCID Landfill Phase 5
Project Number: 2018-01918/WP-21-196
Acres Approved: 28
Submitted by: Smith Gardner,Inc.
Date Received: 6/11/2021
To The Above Named Person and Entity,
This office has reviewed the subject revised erosion and sedimentation control plan. We
find the plan to be acceptable and hereby issue this Letter of Approval. The enclosed
Certificate of Approval must be posted at the job site. This plan approval shall expire two
(2) years following the date of approval, regardless of whether land-disturbing activity has
been undertaken or not. Active sites may have the permit renewed by applying for renewal
30 days prior to expiration.
Section 10 (1) of the Chatham County Sedimentation and Erosion Control Ordinance
requires that a copy of the approved erosion control plan be on file at the job site. Also, this
letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to
ensure compliance with the approved plan. Self-inspections and monitoring on your behalf
are required for all sites receiving a Land-Disturbing Permit. These inspections must occur
at a minimum of once a week and within 24 hours of any rainfall of one inch or greater.
Copies of all reports must be kept on site and produced to Chatham County upon request.
North Carolina's Sedimentation Pollution Control Act is performance-oriented, requiring
protection of existing natural resources and adjoining properties. If, following the
commencement of this project, the erosion and sedimentation control plan is inadequate to
meet the requirements of the Chatham County Sedimentation and Erosion Control
Ordinance, this office may require revisions to the plan and implementation of the revisions
to insure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and
State water quality laws, regulations, and rules. In addition, local city or county ordinances or
rules may also apply to this land-disturbing activity. This approval does not supersede any
other permit or approval.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Please note that this approval is based in part on the accuracy of the information provided in
the Financial Responsibility Form, which you provided. You are requested to file an
amended form if there is any change in the information included on the form. Please notify
us when you would like to schedule a preconstruction conference. Notification shall be
given at least 7 days prior to initiation of activity.
Your cooperation is appreciated.
Respectfully,
Morgan DeWit,PE
Environmental Engineer
Chatham County Watershed Protection Department
Enclosures: New NCG01 Permit Fact Sheet

DocuSign Envelope ID: IOC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
n/ ° WATERSHED PROTECTION DEPARTMENT
80 East Street
CHATHAM COUNTY Pittsboro,NC 27312
NORTH CAROLINA Website:chathamcountync.gov
Office: [phone]•E-mail:justin.hasenfus*chathamcountync.gov
Soil Erosion and Sedimentation Control
LETTER OF APPROVAL— REVISED PLANS
November 1,2022
Alan Stone
5180-A Big Woods Road
Chapel Hill,NC 27517
Project Name: Stone LCID Landfill Phase 5
Project Number: WP-21-196
Acres Approved: 19.0
Submitted by: Smith Gardner,Inc.
Date Received: 10/17/2022
Reason for Original design of Sediment Basin A modified due to weathered
Revision: rock encountered in field.
To The Above Named Person(s) and/or Entity,
This office has reviewed the revised erosion and sedimentation control plan. We find the plan to be
acceptable and hereby issue this Letter of Approval.
Erosion and Sedimentation Control Plan: This plan approval shall expire (2) years following the
date on this Letter of Approval,unless a Land-Disturbing Permit has been obtained within that initial
two-year period and remains in effect as provided in G.S. 164.12 (H). Active sites may have the
permit renewed by applying for renewal 30 days prior to expiration.
Section 164.10 (L) of the Chatham County Sedimentation and Erosion Control Ordinance requires
that a copy of the approved erosion control plan be on file at the job site.
North Carolina's Sedimentation Pollution Control Act is performance-oriented, requiring protection
of existing natural resources and adjoining properties. If, following the commencement of this
project, the erosion and sedimentation control plan is inadequate to meet the requirements of the
Chatham County Sedimentation and Erosion Control Ordinance, this office may require revisions to
the plan and implementation of the revisions to ensure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with county, state and
federal water quality laws, regulations and rules. In addition, local city or county ordinances or rules
may also apply to this land-disturbing activity. This approval does not supersede any other permit or
approval.
Inspections: This letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic
inspection to ensure compliance with the approved plan.
Section 164.12 (1) of the Chatham County Sedimentation and Erosion Control Ordinance requires
self-inspections and monitoring for all sites receiving a Land Disturbing Permit. These inspections
can be done by the Financially Responsible Party, or an agent thereof. These inspections must occur

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
at a minimum of once a week and within 24 hours of any rain event of 0.5 inch or greater. Copies of
inspection records and reports must be kept on site and produced to Chatham County upon request.
NPDES General Stormwater Permit NCGO10000: Please be aware that your project is covered by
the new NPDES General Stormwater Permit NCGO10000 (Construction Activities). If you have
already applied for and received coverage, you are required to provide updated information
regarding your project to the North Carolina Department of Environmental Quality's
Division of Energy, Mineral, and Land Resources by filing a "Modification Form". This can
be found at https://deq..nc.gov/NCGO1.
Land-Disturbing Permit: Active sites may have the permit renewed by applying for renewal 30
days prior to expiration. Chatham County's Land-Disturbing Permit must be posted at the job site.
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form, which you provided. You are requested to file an amended form if
there is any change in the information included on the form.
Respectfully,
Justin Hasenfus,CPESC
Senior Watershed Specialist
Chatham County Watershed Protection Department

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2019-01857 County: Chatham County U.S.G.S.Quad:Farrington
GENERAL PERMIT (REGIONAL AND NATIONWIDE)VERIFICATION
Permittee: Alan Stone
ARBD LLC
Address: 5180A Big Woods Drive
Chapel Hill NC,27517
Telephone Number: [phone]
Size(acres) 35(approximately) Nearest Town Chapel Hill
Nearest Waterway Haw River River Basin Cape Fear
USGS HUC 03030002 Coordinates Latitude: 35.801940
Longitude:-79.032780
Location description: This site is located immediately west of the Dalton Drive,Big Woods Road intersection in Chatham
County,North Carolina.
Description of projects area and activity: This authorization is for permanent impacts to a single wetland associated with the
construction of a stormwater basin for a commercial landfill as follows:Impact Site#1: 0.07 acre of permanent impact to
Wetland WA for the construction of a permanent stormwater basin(see attached plans).
Applicable Law: ® Section 404(Clean Water Act,33 USC 1344)
❑ Section 10(Rivers and Harbors Act,33 USC 403)
Authorization: Regional General Permit Number and/or Nationwide Permit Number:NWP 18 Minor Discharges
SEE ATTACHED RGP or NWP GENERAL,REGIONAL AND/OR SPECIAL CONDITIONS
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted application and attached information dated October 18,2019.Any violation of the attached
conditions or deviation from your submitted plans may subject the permittee to a stop work order,a restoration order,a Class
I administrative penalty,and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide and/or regional general permit
authorization is modified, suspended or revoked. If, prior to the expiration date identified below, the nationwide and/or regional
general permit authorization is reissued and/or modified, this verification will remain valid until the expiration date identified below,
provided it complies with all requirements of the modified nationwide permit. If the nationwide and/or regional general permit
authorization expires or is suspended, revoked, or is modified, such that the activity would no longer comply with the terms and
conditions of the nationwide permit, activities which have commenced (i.e., are under construction) or are under contract to
commence in reliance upon the nationwide and/or regional general permit, will remain authorized provided the activity is completed
within twelve months of the date of the nationwide and/or regional general permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis to modify,suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Resources(telephone [phone])to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.C.Division of Coastal Management in Morehead City,NC,at(252)808-2808.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program,please contact Andrew Williams at(919)554-4884 or Andrew.E.Williams2(ii)usace.army.mil.
Date:2019.11.07
Corps Regulatory Official: r��adc W�l 16:13:47-05'00' Date: November 7,2019
Expiration Date of Verification: March 18,2022

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A.Determination of Jurisdiction:
1. ® There are waters,including wetlands, on the above described project area that may be subject to Section 404 of the Clean
Water Act(CWA)(33 USC§ 1344)and/or Section 10 of the Rivers and Harbors Act(RHA)(33 USC §403).This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process(Reference 33 CFR Part
331). However,you may request an approved JD,which is an appealable action,by contacting the Corps district for further
instruction. Please note,if work is authorized by either a general or nationwide permit,and you wish to request an appeal of an
approved JD,the appeal must be received by the Corps and the appeal process concluded prior to the commencement of any
work in waters of the United States and prior to any work that could alter the hydrology of waters of the United States.
2. ❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act(RHA)(33 USC §403)and Section 404 of the Clean Water Act(CWA)(33 USC§
1344). Unless there is a change in the law or our published regulations,this determination may be relied upon for a period not to
exceed five years from the date of this notification.
3. ❑ There are waters,including wetlands, within the above described project area that are subject to the permit requirements of
Section 404 of the Clean Water Act(CWA)(33 USC§ 1344). Unless there is a change in the law or our published regulations,
this determination may be relied upon for a period not to exceed five years from the date of this notification.
4. ❑ A jurisdiction determination was not completed with this request. Therefore,this is not an appealable action. However,you
may request an approved JD,which is an appealable action,by contacting the Corps for further instruction.
5. ❑ The aquatic resources within the above described project area have been identified under a previous action. Please reference
the approved jurisdictional determination issued . Action ID: SAW-
B.Basis For Jurisdictional Determination: N/A.An Approved JD has not been completed.
C.Remarks: none
D. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants,or anticipate participation in USDA programs,you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service,prior to starting work.
E. Appeals Information for Approved Jurisdiction Determinations (as indicated in A2 and A3 above).
If you object to this determination,you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed
you will find a Notification of Appeal Process(NAP)fact sheet and Request for Appeal(RFA)form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Philip Shannin,Appeal Review Officer
60 Forsyth Street SW,Room 1OM15
Atlanta,Georgia 30303-8801
Phone: [phone]

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In order for an RFA to be accepted by the Corps,the Corps must determine that it is complete,that it meets the criteria for appeal
under 33 CFR part 331.5,and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form,it must be received at the above address by January 6,2020.
It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence. Date: 2019.1 1.07
Corps Regulatory Official: 16:1 1:17 -05'00'
Andrew Williams
Date of JD: November 7,2019
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so,please complete our Customer Satisfaction Survey, located online at
http://cop2smgpu.usace.g,M.mil/cm apex/f?p=136:4:0.
Copy furnished:
Phil May
Carolina Ecosystems
3040 NC Highway 42W
Clayton,North Carolina 27520

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
Action ID Number: SAW-2019-01857 County: Chatham County
Permittee: Alan Stone
ARBD LLC
Project Name: Stone Landfill/ARBD LLC/Chapel Hill NC/Chatham County/
Date Verification Issued: November 7, 2019
Project Manager: Andrew Williams
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Attn: Andrew Williams
3331 Heritiage Trade Drive, Suite 105
Wake Forest,North Carolina 27587
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. Failure to comply with any terms or conditions of this authorization may
result in the Corps suspending, modifying or revoking the authorization and/or issuing a Class I
administrative penalty, or initiating other appropriate legal action.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee Date

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR AP AL
Applicant: Alan Stone ARBD LLC File Number: SAW-2019-01857 Date: November 7,
2019
Attached is: See Section below
INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission) A
PROFFERED PERMIT Standard Permit or Letter ofpermission) B
PERMIT DENIAL C
APPROVED JURISDICTIONAL DETERMINATION D
PRELIMINARY JURISDICTIONAL DETERMINATION E
SECTION I-The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at htip://www.usace.q=.mil/Missions/CivilWorks/RegulatoryProgramandPermits.aspx or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit,you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission(LOP),you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety,and waive all rights to appeal the
permit,including its terms and conditions,and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit(Standard or LOP)because of certain terms and conditions therein,you may request that the
permit be modified accordingly.You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice,or you will forfeit your right to appeal
the permit in the future. Upon receipt of your letter,the district engineer will evaluate your objections and may: (a)modify the
permit to address all of your concerns,(b)modify the permit to address some of your objections,or(c)not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections,the district engineer
will send you a proffered permit for your reconsideration,as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit,you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission(LOP),you may accept the LOP and your work is authorized. Your signature
on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety,and waive all rights to appeal the
permit,including its terms and conditions,and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit(Standard or LOP)because of certain terms and conditions therein,you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of this form
and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the date of
this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice means that you accept the approved JD in its entirety,and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD,you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section 11 of this form and sending the form to the division engineer. This form must be received by
the division engineer within 60 days of the date of this notice.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved
JD (which may be appealed), by contacting the Corps district for further instruction. Also you may provide new
information for further consideration by the Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT I
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However,you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the If you only have questions regarding the appeal process you may
appeal process you may contact: also contact:
District Engineer,Wilmington Regulatory Division, Mr. Philip Shannin,Administrative Appeal Review Officer
Attn:Andrew Williams CESAD-PDO
69 Darlington Avenue U.S.Army Corps of Engineers, South Atlantic Division
Wilmington,North Carolina 28403 60 Forsyth Street,Room 1OM15
Atlanta,Georgia 30303-8801
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel,and any government
consultants,to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation,and will have the ooportuni to participate in all site investigations.
Date: Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer,Wilmington Regulatory Division,Attn: Andrew Williams,69 Darlington Avenue,Wilmington,North
Carolina 28403
For Permit denials,Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer,Commander,U.S.Army Engineer Division,South Atlantic,Attn: Mr.Philip Shannin,Administrative
Appeal Officer,CESAD-PDO,60 Forsyth Street,Room 1OM15,Atlanta,Georgia 30303-8801
Phone: [phone]

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
OUTLET PROTECTION, /
TYP. _ -S:-TtAM, _ 27
280
—50 STREAM EWER — — —_— —
WETLAND — — —
BASIN B , ��0 ti0� 296
EMERGENCY SPILLWAY,
TYP.
N
r
S
(L
_ 7:
L-:1
j/�/
/ //// 0 50' 100'
REFERENCES:
1. EXISTING TOPOGRAPHY OF THE FACILITY FROM GIS SURVEY PROVIDED
BY CHATHAM COUNTY GIS, ACCESSED FEBRUARY 11, 2019. IMPACTS
2. APPROXIMATE WETLAND AND STREAM LIMITS FROM FIELD LOCATION DESCRIPTION DISPLAY QUANTITY
Q DATED JULY 2019 BY CAROLINA ECOSYSTEMS.
3. RIPARIAN STREAM BUFFERS PURSUANT WITH SECTION 304 (J) OF WETLANDS 3049 ft2
THE CHATHAM COUNTY WATERSHED PROTECTION ORDINANCE.
PREPARED FOR: PR=PARED BY
ARBO, LLC
s STONE LCIO LANDFILLco SMITH +GARONER
J
CHAPEL HILL, NC
° BASIN B WETLAND IMPACTS
14 N.Boylan Avenue,Raleigh uc 27603 919.828.0577
j 1526 Richland St Columbia SC 29201
°m DRAWN: APPROVED: SCALE: DATE: PROJ=CT NO.: FIG-RE NO.: FILE NAME:
g
L.H.B. N.C.T. AS SHOWN Sep 2019 AReD 19-2 1 A0001
b
© 2019 Smith Gardner, Inc.

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Appendix B
Erosion and Sedimentation Control
Calculations
Erosion and Sedimentation Control Plan
Stone LCIB Landfill
Chatham County, North Carolina

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Erosion and Sedimentation Control Plan
Appendix B: Erosion and Sedimentation Control Calculations
Table of Contents
1.0 Drainage and E&S Control Calculations - Overview
2.0 Analysis of Design Storms
3.0 Stormwater Routing (HydroCAD output)*
• 2-Year 24-Hour Storm
• 25-Year 24-Hour Storm
• 100-Year 24-Hour Storm
4.0 Drainage Channel Analysis
5.0 Drop Inlet Analysis
6.0 Sedimentation Basin Analysis
7.0 Culvert Analysis
8.0 Outlet Protection Analysis
9.0 Concrete Pipe Analysis
10.0 Down Pipe Analysis
Stone LCID Landfill Erosion and Sedimentation Control Plan
February 2023(Revised May 2024) Appendix B: Table of Contents Page 01

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ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PROJECT Stone LCID Landfill Expansion SHEET 1 OF 2 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Drainage&E&SC Cal cs.-Overview JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design stormwater conveyance,detention,and erosion and sedimentation control measures to remove
and contain stormwater flow from the design storm. The design of these measures will be based on:
• Design storm information for the site;
• Peak discharge calculations using the Rational Method and/or USDA-NRCS(SCS)Methods;and
• Stormwater routinq using USDA-NRCS(SCS)or other methods.
REFERENCES: Debo,T.N.,and Reese,A.J.(1995),Municipal Storm Water Management,Lewis Publishers,Boca Raton,FL.
Federal Highway Administration(2001),Urban Drainage Design Manual,Hydraulic Engineering Circular
No.22,FHWA NHI-01-021,Second Ed.,U.S.Dept.of Transportation,Washington,D.C.
Georgia Soil and Water Conservation Commission(2000),Manual for Erosion and Sediment Control in
Georgia,Fifth Edition,Athens,CA.
HydroCAD Software Solutions,LLC(2006),HydroCAD Stormwater Modeling System Owner's Manual-
Version 8,Chocorua,NH.
Malcom,H.Rooney(1989&2003 Supplement),Elements of Urban Stormwater Design,NC State Univ.,
Raleigh,NC.
North Carolina Division of Land Resources(2013 Updates),North Carolina Erosion&Sediment Control
Planning&Design Manual,Raleigh,NC.
North Carolina Division of Water Quality(July 2005)Updated Draft Manual of Stormwater Best
Management Practices,(Public Comment Version),Raleigh,NC.
Pennsylvania DEP Bureau of Watershed Protection(2000),Erosion and Sediment Pollution Control
Program Manual.
USDA-NRCS(1992),Computer Program for Project Formulation Hydrology(TR-20).
USDA-NRCS(1986&1999 Update),Urban Hydrologyfor Small Watersheds(TR-55).
Virginia Department of Conservation and Recreation(1992),Virginia Erosion&Sediment Control
Handbook,Third Edition,Richmond,VA.
ANALYSIS: The main design criteria will be to ensure that all stormwater conveyance and detention measures will be
able to accommodate the runoff from the design storm. Drainage channels,culverts,etc.were designed
based on the peak discharge to each measure. Detention measures were designed based on stormwater
routing methods and/or State/local criteria.
CALCULATIONS:
- Peak Discharge Calculations:
USDA-NRCS(SCS)Methods:
Use HydroCAD program to determine the peak discharge to each device or structure. HydroCAD is based
on the SCS unit hydrograph procedure,which is a principal component of NRCS TR-20. Alternatively
spreadsheets can be used to determine flow rates using the procedures detailed in NRCSTR-55.
SMITH GARDNER,INC. 01 D&E&SCOVERVIEWSG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 2 OF 2 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Drainage&E&SC Cal cs.-Overview JOB# ARBD-21-1 CHECKED BY SAS
Rational Method:
Q=CIA (Malcom Eq.I-1)
where: G = peak discharge(cfs)
G = rational runoff coefficient
I = applicable rainfall intensity(in/hr)of storm event(based on time of concentration)
A = drainage area(acres)
Time of Concentration:
The time of concentration for use in determining the peak discharge in the NRCS and/or Rational methods
can be determined bythe methods detailed in NRCSTR-55 or other methods. HydroCAD uses the NRCS
methods.
-Stormwater Routina:
Stormwater routing was accomplished using the HydroCAD program,which is based on USDA-NRCS(SCS)methods.
Unless otherwise specified,the unit hydrograph method was used. The storm type(i.e.Type 124-hr.,Type II 24-hr.,
etc.)was selected as appropriate for the project location.
SMITH DRONER
SMITH GARDNER,INC. 01 D&E&SCOVERMEWSG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleiqh,NC27603 919.828.0577 www.smithgardnerinc.com
PROJECT Stone LCID Landfill Expansion SHEET 1 OF 2 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Analysis of Design Storms JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To compile the expected design storm depths and intensities over various return periods. These design
storm values will be used in various calculations.
REFERENCES: Rainfall data was obtained from thefollowingreferences:
Frederick,R.H.,V.A.Myers,and E.P.Anciello(1977),"Five to 60-Minute Precipitation Frequencyfor the
Eastern and Central United States," NOAATechnical Memo.NWS HYDR&35,National Weather Service,
NOAA,U.S.Dept.Of Commerce,Silver Spring,MD.
U.S.Weather Bureau(1961),"Rainfall Frequency Atlas of the United States for Durations from 30 Minutes
to 24 Hours and Return Periods from 1 to 100 Years," U.S.Weather Bureau Technical Paper 40.
SMITH GARDNER,INC. 02_DESIC-N STORMS SG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 2/2
JOB# ARBD-21-1
SUBJECT Analysis of Design Storms DATE 12/22/2022
COMPUTED BY JCL
CHECKED BY SAS
LOCATION: Chapel Hill,INC
RETURN PERIOD
2-YR P 100-YR P SOURCE
DURATION (in) (in)
5min 0.48 0.76 NOAAHYDRO.35
15 min 0.97 1.53 NOAA HYDR035
60 min 1.69 3.23 NOAAHYDRO.35
2 hr to 24 hr Rainfall Events= USER INPUT USWB TP-40
DEPTH-DURATION-FREQUENCY TABLE:
RETURN PERIOD
2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
DURATION (in) (in) (in) (in) (in) (in)
5 min 0.48 0.54 0.58 0.65 0.71 0.76
10 m i n 0.77 0.86 0.93 1.04 1.13 1.22
15 min 0.97 1.08 1.17 1.31 1.42 1.53
30 min 1.32 1.55 1.72 1.97 2.17 2.36
60 min 1.69 2.04 2.29 2.66 2.94 3.23
2 hr 2.00 2.46 2.84 3.30 3.68 4.04
3 hr 2.12 2.62 3.05 3.58 4.02 4.45
6 hr 2.55 3.15 3.66 4.33 4.88 5.44
12 hr 3.54 4.42 5.11 6.06 6.80 7.56
24 hr 3.53 4.42 5.11 6.06 6.80 7.56
I NTENSITY-DURATION-FREQUENCY TABLE:
RETURN PERIOD
2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
DURATION (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr)
5 min 5.81 6.46 6.99 7.82 8.48 9.14
10 m i n 4.64 5.15 5.57 6.24 6.76 7.29
15 min 3.90 4.33 4.68 5.24 5.68 6.12
30 min 2.65 3.10 3.44 3.94 4.33 4.73
60 min 1.69 2.04 2.29 2.66 2.94 3.23
2 hr 1.00 1.23 1.42 1.65 1.84 2.02
3 hr 0.71 0.87 1.02 1.19 1.34 1.48
6 hr 0.43 0.53 0.61 0.72 0.81 0.91
12 hr 0.29 0.37 0.43 0.51 0.57 0.63
24 hr 0.15 0.18 0.21 0.25 0.28 0.32
SMITH GARNER
SMITH GARDNER,INC. 02_DESIC4 STORMS SC

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
SIB-B
SB-B
DC-N2 DC-N3
DC-N 1 DC-N4
SB-A
S -A
DA-N2
DA-N 1 DA-N3
O SB-D
Area B tJ-N4Area A Area BD
Area D
DA-SW 2 DA-S3
\^
Y DC-S3
Area A Area D ❑
DA-S 1
DA-SW 1 \
O
DC-S1
FDC-GDC- outh 1
Gabion YJ
ce
DC-RR I-�
v
Riprap DC-SW1 DC-S2 b
Southwest Channel �g2 DC South 2 EI
[W11 ast Inlet
SB-C
West Inlet
SB-E
Subca Reach and Link Drainage Diagram for ARBD Expansion 2023
Prepared by Smith Gardner, Inc. 5/24/2024
HydroCAD®8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC

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ARBD Expansion 2023
Prepared by Smith Gardner, Inc. Page 2
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Area Listing (selected nodes)
Area (acres) CN Description (subcats)
53.418 75 Chatham Co. Min (DA-N1,DA-N2,DA-N3,DA-N4,DA-S1,DA-S2,DA-S3,DA-SW1,DA-SW2)
53.418

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 3
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment DA-N1: Area A Runoff Area=379,900 sf Runoff Depth>1.20"
Flow Length=865' Tc=8.7 min CN=75 Runoff=18.26 cfs 0.873 of
Subcatchment DA-N2: Area B Runoff Area=152,733 sf Runoff Depth>1.20"
Flow Length=730' Tc=8.6 min CN=75 Runoff=7.37 cfs 0.351 of
Subcatchment DA-N3: Area B Runoff Area=172,692 sf Runoff Depth>1.20"
Flow Length=593' Tc=5.0 min CN=75 Runoff=9.42 cfs 0.397 of
Subcatchment DA-N4: Area D Runoff Area=143,917 sf Runoff Depth>1.20"
Flow Length=672' Tc=5.9 min CN=75 Runoff=7.62 cfs 0.331 of
Subcatchment DA-S1: Runoff Area=625,000 sf Runoff Depth>1.20"
Flow Length=845' Tc=11.1 min CN=75 Runoff=27.44 cfs 1.434 of
Subcatchment DA-S2: Runoff Area=1.100 ac Runoff Depth>1.20"
Flow Length=100' Slope=0.3300'/' Tc=5.0 min CN=75 Runoff=2.61 cfs 0.110 of
Subcatchment DA-S3: Area D Runoff Area=189,584 sf Runoff Depth>1.20"
Flow Length=1,075' Tc=6.5 min CN=75 Runoff=9.87 cfs 0.436 of
Subcatchment DA-SW1: Runoff Area=10.790 ac Runoff Depth>1.20"
Flow Length=732' Tc=5.2 min CN=75 Runoff=25.39 cfs 1.081 of
Subcatchment DA-SW2: Area A Runoff Area=145,120 sf Runoff Depth>1.20"
Flow Length=536' Tc=5.5 min CN=75 Runoff=7.73 cfs 0.334 of
Reach DC-G: Gabion Avg. Depth=0.39' Max Vet=10.27 fps Inflow=25.39 cfs 1.081 of
n=0.025 L=206.0' S=0.1359'/' Capacity=558.40 cfs Outflow=24.95 cfs 1.080 of
Reach DC-N1: Avg. Depth=1.10' Max Vet=3.02 fps Inflow=18.26 cfs 0.873 of
n=0.030 L=300.0' S=0.0067'/' Capacity=68.63 cfs Outflow=17.04 cfs 0.870 of
Reach DC-N2: Avg. Depth=0.41' Max Vet=5.28 fps Inflow=7.37 cfs 0.351 of
n=0.030 L=500.0' S=0.0600'/' Capacity=205.89 cfs Outflow=6.90 cfs 0.350 of
Reach DC-N3: Avg. Depth=0.71' Max Vet=3.10 fps Inflow=9.42 cfs 0.397 of
n=0.030 L=350.0' S=0.0114'/' Capacity=89.86 cfs Outflow=8.53 cfs 0.396 of
Reach DC-N4: Avg. Depth=0.41' Max Vet=5.69 fps Inflow=7.62 cfs 0.331 of
n=0.030 L=430.0' S=0.0698'/' Capacity=222.02 cfs Outflow=7.11 cfs 0.330 of
Reach DC-RR: Riprap Avg. Depth=0.39' Max Vet=5.63 fps Inflow=24.95 cfs 1.080 of
n=0.035 L=223.0' S=0.0717'/' Capacity=458.22 cfs Outflow=24.18 cfs 1.078 of

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 4
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1 Avg. Depth=0.68' Max Vet=5.42 fps Inflow=27.44 cfs 1.434 of
n=0.030 L=891.0' S=0.0292'/' Capacity=215.61 cfs Outflow=25.84 cfs 1.425 of
Reach DC-S2: DC-South 2 Avg. Depth=0.16' Max Vet=2.72 fps Inflow=2.61 cfs 0.110 of
n=0.030 L=470.0' S=0.0383'/' Capacity=247.01 cfs Outflow=2.41 cfs 0.110 of
Reach DC-S3: Avg. Depth=0.52' Max Vet=2.32 fps Inflow=9.87 cfs 0.436 of
n=0.030 L=833.0' S=0.0072'/' Capacity=107.12 cfs Outflow=7.92 cfs 0.430 of
Reach DC-SW1: Southwest Channel Avg. Depth=0.39' Max Vet=3.59 fps Inflow=24.18 cfs 1.078 of
n=0.030 L=491.0' S=0.0204'/' Capacity=392.33 cfs Outflow=22.36 cfs 1.072 of
Reach DC-SW2: Avg. Depth=0.31' Max Vet=4.20 fps Inflow=7.73 cfs 0.334 of
n=0.030 L=370.0' S=0.0432'/' Capacity=262.47 cfs Outflow=7.22 cfs 0.332 of
Reach El: East Inlet Avg. Depth=0.39' Max Vet=4.32 fps Inflow=27.58 cfs 1.534 of
n=0.040 L=115.0' S=0.0522'/' Capacity=470.96 cfs Outflow=27.14 cfs 1.533 of
Reach WI: West Inlet Avg. Depth=0.27' Max Vet=5.31 fps Inflow=22.36 cfs 1.072 of
n=0.040 L=170.0' S=0.1294'/' Capacity=741.72 cfs Outflow=21.74 cfs 1.070 of
Pond DI-1: Peak Elev=268.82' Inflow=27.58 cfs 1.534 of
Outflow=27.58 cfs 1.534 of
Pond DI-2: Peak Elev=283.69' Inflow=22.36 cfs 1.072 of
Outflow=22.36 cfs 1.072 of
Pond SB-A: SB-A Peak EIev=313.04' Storage=45,795 cf Inflow=23.61 cfs 1.202 of
Primary=0.23 cfs 0.150 of Secondary=0.00 cfs 0.000 of Outflow=0.23 cfs 0.150 of
Pond SB-B: SB-B Peak EIev=285.86' Storage=29,168 cf Inflow=15.18 cfs 0.745 of
Primary=0.11 cfs 0.075 of Secondary=0.00 cfs 0.000 of Outflow=0.11 cfs 0.075 of
Pond SB-C: SB-E Peak EIev=257.27' Storage=106,691 cf Inflow=47.57 cfs 2.603 of
Primary=0.23 cfs 0.152 of Secondary=0.00 cfs 0.000 of Outflow=0.23 cfs 0.152 of
Pond SB-D: SB-D Peak EIev=251.81' Storage=29,960 cf Inflow=11.95 cfs 0.760 of
Primary=0.10 cfs 0.071 of Secondary=0.00 cfs 0.000 of Outflow=0.10 cfs 0.071 of
Total Runoff Area= 53.418 ac Runoff Volume= 5.346 of Average Runoff Depth = 1.20"
100.00%Pervious Area= 53.418 ac 0.00%Impervious Area=0.000 ac

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 5
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N1: Area A
Runoff = 18.26 cfs @ 12.01 hrs, Volume= 0.873 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
379,900 75 Chatham Co. Min
379,900 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 200 0.3300 0.43 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 150 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 150 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 365 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.7 865 Total
Subcatchment DA-N1: Area A
Hydrograph
20 0 Runoff
19 18.26 cfs --
18 Type 114-hr 2 ` R
17
16 >24 W-R
15 Rainfall',=3.53"
14 - - - -
13 Runoff Area=379900sf
Runoff Vo
n 12
11 fume=0.873 of
LL 19 - - - Runoff Depth>l.20'
f to w Length=865'
7 +
6 - - -TC=8.7 min
5 - - - - - CRf
-75
3
2 ji
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 6
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N2: Area B
Runoff = 7.37 cfs @ 12.01 hrs, Volume= 0.351 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
152,733 75 Chatham Co. Min
152,733 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 210 0.3300 0.44 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 160 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 180 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.2 180 0.1100 17.42 278.77 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.6 730 Total
Subcatchment DA-N2: Area B
Hydrograph
g ❑Runoff
7.37 cfs
7 Type II 24-hr 2-YR
24-H R
6 Rainfall=3.53"
5 Runoff Area--152,733 sf
Runoff Volume=0.351 of
4 Runoff Depth',>1.20"
3 _ Flow Length=730'
Tc=8.6 m i n
z CN=75
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 7
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N3: Area B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.42 cfs @ 11.96 hrs, Volume= 0.397 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
172,692 75 Chatham Co. Min
172,692 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.6 77 0.3300 0.36 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 172 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 &MY Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 344 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
4.1 593 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-N3: Area B
Hydrograph
10 ❑Runoff
9.42 cfs
- Type II 24-hr 2-YR
9
24-H R
8
Rainfall=3.53"
7 Runoff Area=172,692 sf
6 Runoff Volume=0.397 of
5 Runoff Depth>1.20"
LL ---_-_-. ---_- - _.
4 Flow Length=593'
3 Tc=5.0 min
2 CN=75
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 8
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N4: Area D
[49] Hint: Tc<2dt may require smaller dt
Runoff = 7.62 cfs @ 11.98 hrs, Volume= 0.331 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
143,917 75 Chatham Co. Min
143,917 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 95 0.3300 0.37 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 125 0.0480 10.31 103.12 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.0 7' Top.W=10.00'
n= 0.030 Earth, grassed &winding
1.5 452 0.3300 4.97 0.03 Circular Channel (pipe),
Diam= 1.0" Area= 0.0 sf Perim= 0.3' r= 0.02'
n= 0.013 Corrugated PE, smooth interior
5.9 672 Total
Subcatchment DA-N4: Area D
Hydrograph
- - - - ❑Runoff
8- 7.62 cfs
Type II 24-hr 2-YR
7 24-H R
6 Rainfall=3.53"
Runoff Area=143,917 sf
w 5
Runoff Volume=0.331 of
4 Runoff Depth,>1.20•'
Flow Length=672'
3
Tc=5.9 min
2 CN=75
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 9
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S1:
Runoff = 27.44 cfs @ 12.04 hrs, Volume= 1.434 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
625,000 75 Chatham Co. Min
625,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 170 0.1100 0.27 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 50 0.3300 4.02 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2 114 0.0400 9.41 94.13 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 511 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
11.1 845 Total
Subcatchment DA-S1:
Hydrograph
30 ■Runoff
27.44 cfs
26 - - - -''Type ff-24-hr 2-YR
28
24 . . -, 24-H R
22 ...... - - - - 11ainfalt,--3-•53"
Rung rea=C25'000'sf -
20
18
Rwno f Vol-ume--t-434 of
16
LL
- Runoff 0�;„th
0 14 1' �7 „
------ -
ngt _=_845'--
10 Tc 1 1
- .1 min
CIS-:75
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 10
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S2:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.61 cfs @ 11.96 hrs, Volume= 0.110 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (ac) CN Description
1.100 75 Chatham Co. Min
1.100 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 100 0.3300 0.55 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
3.0 100 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-S2:
Hydrograph
❑Runoff
2.61 cfs
Type II 24-hr 2-YR
24-H R
Rainfall=3.53„2-Runoff Area=1.100 ac
Runoff Volume=0.110 of
3 Runoff Depth>1.20"
LL Flow Length=100'
1 Slope=0.3300 '/'
Tc=5.0 min
CN=75
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 11
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S3: Area D
Runoff = 9.87 cfs @ 11.98 hrs, Volume= 0.436 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
189,584 75 Chatham Co. Min
189,584 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 130 0.3300 0.40 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 120 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 280 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 545 0.0660 13.50 215.94 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
6.5 1,075 Total
Subcatchment DA-S3: Area D
Hydrograph
11 I
❑Runoff
9.87 cfs
10 _11 24-h
:Type
r2 YR
9 24-W R
:Rainfall',=3.53"
584,
7
Ru n off Area=189: ,sf
9
Runoff Volum 6
w e=O'.436 of
LL Runoff ff Depth>1 20"
5
ow Len',gth=1,075'
4 ,
r
3 I TC=6.5 m i n
C IMF=75
2
1
0 . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 12
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW1:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 25.39 cfs @ 11.97 hrs, Volume= 1.081 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (ac) CN Description
10.790 75 Chatham Co. Min
10.790 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 181 0.3300 0.62 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
0.1 65 0.0300 8.15 81.52 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 486 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.2 732 Total
Subcatchment DA-SW1:
Hydrograph
28 ■Runoff
H39 cfs
26 24 Type-11-24=hr 2=YR
"
24=H R
22
nfall'=3 5 "
20 ------,,Rai �� - . �3
18 Runoff area=10.'790 ac
Runoff Volume=-1':081'of
w 16
14
--- -- - --- ----- ---R' ���--
3 12 ff Depth>1.22
s ui'f0
10 f Io w Length=72`
Tc-5.2 min
- - - - -
CN-
,75
4
2 .
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 13
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW2: Area A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 7.73 cfs @ 11.97 hrs, Volume= 0.334 af, Depth> 1.20"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-YR, 24-HR Rainfall=3.53"
Area (sf) CN Description
145,120 75 Chatham Co. Min
145,120 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.1 120 0.3300 0.39 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 100 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 &MY Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 316 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.5 536 Total
Subcatchment DA-SW2: Area A
Hydrograph
❑Runoff
8 7.73 cfs
Type II 24-hr 2-YR
7 24-H R
6 Rainfall=3.53"
Runoff Area=145,120 sf 5-Runoff Volume=0.334 of
4 Runoff Depth>1.20•'
Flow-Length=536'
3
Tc=5.5 min
2 CN=,75
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 14
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-G: Gabion
Inflow Area = 10.790 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 25.39 cfs @ 11.97 hrs, Volume= 1.081 of
Outflow = 24.95 cfs @ 11.98 hrs, Volume= 1.080 af, Atten= 2%, Lag= 0.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 10.27 fps, Min. Travel Time= 0.3 min
Avg. Velocity= 3.05 fps, Avg. Travel Time= 1.1 min
Peak Storage= 502 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.39'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 558.40 cfs
5.00' x 2.00' deep channel, n= 0.025 Rubble masonry, cemented
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 206.0' Slope= 0.1359'/'
Inlet Invert= 338.00', Outlet Invert= 310.00'
Reach DC-G: Gabion
Hydrograph
❑ Inflow
28 ❑outflow
24.95 cfs
26 Inflow Area=10.790 ac
24
22
Avg. Depth=0.39'
Max Vet=10.27 fps
20
18 : ;. n=0.025
16 - - - L=206.0'
14
7
Capacit =558.40 cfs
10 "
8
4 '
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 15
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N1:
Inflow Area = 8.721 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 18.26 cfs @ 12.01 hrs, Volume= 0.873 of
Outflow = 17.04 cfs @ 12.06 hrs, Volume= 0.870 af, Atten= 7%, Lag= 3.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.02 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 1.18 fps, Avg. Travel Time= 4.2 min
Peak Storage= 1,744 cf @ 12.03 hrs, Average Depth at Peak Storage= 1.10'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 68.63 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 14.00'
Length= 300.0' Slope= 0.0067 '/'
Inlet Invert= 318.00', Outlet Invert= 316.00'
Reach DC-N1:
Hydrograph
- - - -,- - - ■ Inflow
18.26 cfs ❑outflow
19
20 " ,. I11f l OV1f Ar
' H1
18
17.04 cfs ------ "'
Avg Depth-:
F
17 Dep 1
16 "
15 -Max-
Max-Ve l-
1r1 3.
14 �S
n=0.0 0
13
3 10 r
o S -0-0
8
- - - aaci = �, 3 c'
7
6 fS
5
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 16
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N2:
Inflow Area = 3.506 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 7.37 cfs @ 12.01 hrs, Volume= 0.351 of
Outflow = 6.90 cfs @ 12.05 hrs, Volume= 0.350 af, Atten= 6%, Lag= 2.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.28 fps, Min. Travel Time= 1.6 min
Avg. Velocity= 1.84 fps, Avg. Travel Time=4.5 min
Peak Storage= 670 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.41'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 205.89 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 500.0' Slope= 0.0600 7'
Inlet Invert= 318.00', Outlet Invert= 288.00'
Reach DC-N2:
Hydrograph
❑ Inflow
g 7.37 cfs ❑outflow
6.90 cfs Inflow Area=3.506 ac 7-Avg. Depth=0.41'
6 Max Vet=5.28 fps
5 n=0.030
N
3 4 L=500.0'
0
S=0.0600 T
3
Capacity=205.89 cfs
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 17
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N3:
Inflow Area = 3.964 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 9.42 cfs @ 11.96 hrs, Volume= 0.397 of
Outflow = 8.53 cfs @ 12.02 hrs, Volume= 0.396 af, Atten= 9%, Lag= 3.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.10 fps, Min. Travel Time= 1.9 min
Avg. Velocity= 1.10 fps, Avg. Travel Time= 5.3 min
Peak Storage= 1,016 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.71'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 89.86 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 14.00'
Length= 350.0' Slope= 0.0114 '/'
Inlet Invert= 292.00', Outlet Invert= 288.00'
Reach DC-N3:
Hydrograph
❑ Inflow
9.42 cfs ❑Outflow
10 Inflow: Area=3.964 ac
9 8.53 cfs Avg. Depth=0.71'
8
Max Vet=3.10 fps
7
n=0.030
w 6
L=350.0'
0 5
LL 4 S=0.0114 '/'
3 Capacity=89.86 cfs
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 18
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N4:
Inflow Area = 3.304 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 7.62 cfs @ 11.98 hrs, Volume= 0.331 of
Outflow = 7.11 cfs @ 12.01 hrs, Volume= 0.330 af, Atten= 7%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.69 fps, Min. Travel Time= 1.3 min
Avg. Velocity= 1.90 fps, Avg. Travel Time= 3.8 min
Peak Storage= 566 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.41'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 222.02 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 430.0' Slope= 0.0698 7'
Inlet Invert= 290.00', Outlet Invert= 260.00'
Reach DC-N4:
Hydrograph
❑ Inflow
7.62 cfs ❑Outflow
7.11 cfs
Inflow Area=3.304 ac
7 Avg. Depth=0.41'
6 Max Vet=5.69 fps
w
5 n=0.030
L=430.0'
0 4
S=0.0698 T
3
Capacity=222.02 cfs
2
ZZZ1ZzzZ/Z//1 ffiffim&�
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 19
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-RR: Ri prap
[611 Hint: Submerged 1% of Reach DC-G bottom
Inflow Area = 10.790 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 24.95 cfs @ 11.98 hrs, Volume= 1.080 of
Outflow = 24.18 cfs @ 11.99 hrs, Volume= 1.078 af, Atten= 3%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.63 fps, Min. Travel Time= 0.7 min
Avg. Velocity= 1.59 fps, Avg. Travel Time= 2.3 min
Peak Storage= 981 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.39'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 458.22 cfs
10.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.07' Top Width= 22.00'
Length= 223.0' Slope= 0.0717 '/'
Inlet Invert= 310.00', Outlet Invert= 294.00'
Reach DC-RR: Ri prap
Hydrograph
❑ Inflow
24.95 cfs ❑outflow
26 24..18 cfs Inflow Area=10.790 ac
24
22
Avg. Depth=0.39'
20 Max Vet=5.63 fps
18 n=0.035
w 16
3 14 L=223.0'
LL 12 S=0.0717 T
10 Capacity=458.22 cfs
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 20
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1
Inflow Area = 14.348 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 27.44 cfs @ 12.04 hrs, Volume= 1.434 of
Outflow = 25.84 cfs @ 12.11 hrs, Volume= 1.425 af, Atten= 6%, Lag= 4.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.42 fps, Min. Travel Time= 2.7 min
Avg. Velocity= 1.84 fps, Avg. Travel Time= 8.1 min
Peak Storage= 4,270 cf @ 12.07 hrs, Average Depth at Peak Storage= 0.68'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 215.61 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 891.0' Slope= 0.0292 7'
Inlet Invert= 294.00', Outlet Invert= 268.00'
Reach DC-S1: DC-South 1
Hydrograph
❑ Inflow
30
27.44 cfs ❑outflow
28 25.84 cfs
Inflow Area=14.348 ac
26 ! Avg. Depth=0.68'
24
Max Vet=5.42 fps
22
20 ' - '- - '- n=0.030
18
16
L=891 .0'
1 '
3
u. 2
0 14
10 Capacity=215.61 cfs
-
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 21
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S2: DC-South 2
Inflow Area = 1.100 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 2.61 cfs @ 11.96 hrs, Volume= 0.110 of
Outflow = 2.41 cfs @ 12.04 hrs, Volume= 0.110 af, Atten= 8%, Lag= 4.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.72 fps, Min. Travel Time= 2.9 min
Avg. Velocity= 0.85 fps, Avg. Travel Time= 9.3 min
Peak Storage= 420 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.16'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 247.01 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 470.0' Slope= 0.0383 '/'
Inlet Invert= 284.00', Outlet Invert= 266.00'
Reach DC-S2: DC-South 2
Hydrograph
❑ Inflow
2.61 cfs ❑outflow
Inflow Area=1 .100 ac
2.41 cfs
Avg. Depth=0.16'
2 Max Vet=2.72 fps
n=0.030
3 L=470.0'
0
LL S=0.0383 T
1 Capacity=247.01 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 22
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S3:
Inflow Area = 4.352 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 9.87 cfs @ 11.98 hrs, Volume= 0.436 of
Outflow = 7.92 cfs @ 12.14 hrs, Volume= 0.430 af, Atten= 20%, Lag= 9.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.32 fps, Min. Travel Time= 6.0 min
Avg. Velocity= 0.76 fps, Avg. Travel Time= 18.2 min
Peak Storage= 2,840 cf @ 12.04 hrs, Average Depth at Peak Storage= 0.52'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 107.12 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 833.0' Slope= 0.0072 7'
Inlet Invert= 294.00', Outlet Invert= 288.00'
Reach DC-S3:
Hydrograph
11 Cf ❑ Inflow
9.87 s ❑Outflow
10 Inflow Area=4.352 ac
9 Avg. Depth=0.52'
7.92 cfs
8 Max Vet=2.32 fps
7 n=0.030
N
3 6 L=833.0'
0 5
S 0.0072 T
4
3 Capacity=107.12 cfs
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 23
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW1: Southwest Channel
[611 Hint: Submerged 2% of Reach DC-RR bottom
Inflow Area = 10.790 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 24.18 cfs @ 11.99 hrs, Volume= 1.078 of
Outflow = 22.36 cfs @ 12.06 hrs, Volume= 1.072 af, Atten= 8%, Lag= 3.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.59 fps, Min. Travel Time= 2.3 min
Avg. Velocity= 1.02 fps, Avg. Travel Time= 8.0 min
Peak Storage= 3,127 cf @ 12.02 hrs, Average Depth at Peak Storage= 0.39'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 392.33 cfs
15.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 27.00'
Length= 491.0' Slope= 0.0204 '/'
Inlet Invert= 294.00', Outlet Invert= 284.00'
Reach DC-SW1: Southwest Channel
Hydrograph
❑ Inflow
26 24.18 cfs -- ❑outflow
' rl Inflow Area=10.790 ac
22.36 cfs
24
22 Avg. Depth=0.39'
20 Max Vet=3.59 fps
18
n=0.030
16
w
14 L=491 .0'
FL 12 =0.0204 '/'
10
8 Capacity=392.33 cfs
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 24
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW2:
Inflow Area = 3.331 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 7.73 cfs @ 11.97 hrs, Volume= 0.334 of
Outflow = 7.22 cfs @ 12.01 hrs, Volume= 0.332 af, Atten= 7%, Lag= 2.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.20 fps, Min. Travel Time= 1.5 min
Avg. Velocity= 1.24 fps, Avg. Travel Time= 5.0 min
Peak Storage= 670 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.31'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 262.47 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 370.0' Slope= 0.0432 7'
Inlet Invert= 338.00', Outlet Invert= 322.00'
Reach DC-SW2:
Hydrograph
- ❑ Inflow
7.73 cfs ❑outflow
7.22 cfs
Inflow Area=3.331 ac
7 Avg. Depth=0.31'
6 Max Vet=4.20 fps
y 5 n=0.030
L=370.0'
4
S=0.0432 T
3
Capacity=262.47 cfs
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 25
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach El: East Inlet
[79] Warning: Submerged Pond DI-1 Primary device# 1 OUTLET by 0.39'
Inflow Area = 15.448 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 27.58 cfs @ 12.11 hrs, Volume= 1.534 of
Outflow = 27.14 cfs @ 12.12 hrs, Volume= 1.533 af, Atten= 2%, Lag= 0.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.32 fps, Min. Travel Time= 0.4 min
Avg. Velocity= 1.32 fps, Avg. Travel Time= 1.5 min
Peak Storage= 732 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.39'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 470.96 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.07' Top Width= 27.00'
Length= 115.0' Slope= 0.0522 '/'
Inlet Invert= 260.00', Outlet Invert= 254.00'
Reach El: East Inlet
Hydrograph
❑ Inflow
30
27.58 cfs ❑outflow
28 27.14 cfs Inflow Area=15.448 ac
26 - Avg. Depth=0.39'
24
22 Max Vet=4.32 fps
20 ! n=0.040
w 18
16 L=115.0'
3
LL 14 S=0.0522 T
12 I
10 Capacity=470.96 cfs
a
6
4
r
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 26
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach WI: West Inlet
[79] Warning: Submerged Pond DI-2 Primary device# 1 OUTLET by 0.26'
Inflow Area = 10.790 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 22.36 cfs @ 12.06 hrs, Volume= 1.072 of
Outflow = 21.74 cfs @ 12.07 hrs, Volume= 1.070 af, Atten= 3%, Lag= 0.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.31 fps, Min. Travel Time= 0.5 min
Avg. Velocity= 1.55 fps, Avg. Travel Time= 1.8 min
Peak Storage= 712 cf @ 12.06 hrs, Average Depth at Peak Storage= 0.27'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 741.72 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.07' Top Width= 27.00'
Length= 170.0' Slope= 0.1294 '/'
Inlet Invert= 276.00', Outlet Invert= 254.00'
Reach WI: West Inlet
Hydrograph
❑ Inflow
22.36
24 74 cfs Inflow Area=1 ❑Outflow
21.
22 0.790 ac
Avg. Depth=0.27'
20
18 Max Vet=5.31 fps
16 n=0.040
w 14 `
L=170.0'
3 12
LL 10 S=0.1294 T
8 Capacity=741 .72 cfs
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 27
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-1:
[57] Hint: Peaked at 268.82' (Flood elevation advised)
[61] Hint: Submerged 3% of Reach DC-S1 bottom
[61] Hint: Submerged 16% of Reach DC-S2 bottom
Inflow Area = 15.448 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 27.58 cfs @ 12.11 hrs, Volume= 1.534 of
Outflow = 27.58 cfs @ 12.11 hrs, Volume= 1.534 af, Atten= 0%, Lag= 0.0 min
Primary = 27.58 cfs @ 12.11 hrs, Volume= 1.534 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 268.82' @ 12.11 hrs
Device Routing Invert Outlet Devices
#1 Primary 263.00' 36.0" x 60.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 260.00' S= 0.05007' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 268.40' 4.00'W x 0.75' H Vert. Orifice/Grate X 8.00 C= 0.600
Primary OutFlow Max=27.18 cfs @ 12.11 hrs HW=268.81' (Free Discharge)
L1=Culvert (Passes 27.18 cfs of 124.72 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 27.18 cfs @ 2.06 fps)
Pond DI-1:
Hydrograph
❑Inflow
30 S ❑Primary
27.58 cfs
28 Inflow Area=15.448 ac
26 Peak Elev=268.82'
24
22
20
18
w
16
3 - '
.2 14
12
10 - j r
8 • r
6
4-
2-
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 28
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-2:
[57] Hint: Peaked at 283.69' (Flood elevation advised)
Inflow Area = 10.790 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 22.36 cfs @ 12.06 hrs, Volume= 1.072 of
Outflow = 22.36 cfs @ 12.06 hrs, Volume= 1.072 af, Atten= 0%, Lag= 0.0 min
Primary = 22.36 cfs @ 12.06 hrs, Volume= 1.072 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 283.69' @ 12.06 hrs
Device Routing Invert Outlet Devices
#1 Primary 279.00' 36.0" x 65.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 276.00' S= 0.04627' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 283.50' 4.00' x 1.00' Horiz. Orifice/Grate X 8.00 Limited to weir flow C= 0.600
Primary OutFlow Max=21.99 cfs @ 12.06 hrs HW=283.69' (Free Discharge)
L1=Culvert (Passes 21.99 cfs of 107.31 cfs potential flow)
L2=Orifice/Grate (Weir Controls 21.99 cfs @ 1.43 fps)
Pond DI-2:
Hydrograph
22.36 cfs ■Inflow
24 __ 22.36 cfs __- e Primary
Inflow Area=10.790 ac
22
20 - Peak Elev=283.69'
18
16
w 14
I
0 12
10
8-
6-
4-
2-
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 29
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Inflow Area = 12.053 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 23.61 cfs @ 12.04 hrs, Volume= 1.202 of
Outflow = 0.23 cfs @ 12.15 hrs, Volume= 0.150 af, Atten= 99%, Lag= 6.5 min
Primary = 0.23 cfs @ 12.15 hrs, Volume= 0.150 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.04' @ 20.00 hrs Surf.Area= 18,524 sf Storage= 45,795 cf
Plug-Flow detention time= 258.2 min calculated for 0.150 of(13% of inflow)
Center-of-Mass det. time= 157.0 min ( 964.0- 807.0 )
Volume Invert Avail.Storage Storage Description
#1 310.00' 108,881 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
310.00 11,000 0 0
312.00 16,600 27,600 27,600
314.00 20,314 36,914 64,514
316.00 24,053 44,367 108,881
Device Routing Invert Outlet Devices
#1 Primary 311.30' 18.0" x 80.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 304.80' S= 0.0813 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 311.30' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.230 0.230
#3 Device 1 314.00' 3.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 315.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.23 cfs @ 12.15 hrs HW=311.62' (Free Discharge)
L1=Culvert (Passes 0.23 cfs of 0.43 cfs potential flow)
t2=Skimmer (Custom Controls 0.23 cfs)
3=Orifice/Grate
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=310.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 30
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Hydrograph
- 23.61 cfs - - - ■ Inflow
■Outflow
- - Primary
26 I',n �ow Area=12.053 1C ■Secondary
24 ' - - - - - - Peak-EIev=313.04'
t rah e_=45,795_'Gf
22 -.
20
18
16
14
a
10
8
6
4 S —>
0.23 cfs
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 31
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Inflow Area = 7.471 ac, Inflow Depth > 1.20" for 2-YR, 24-HR event
Inflow = 15.18 cfs @ 12.03 hrs, Volume= 0.745 of
Outflow = 0.11 cfs @ 11.80 hrs, Volume= 0.075 af, Atten= 99%, Lag= 0.0 min
Primary = 0.11 cfs @ 11.80 hrs, Volume= 0.075 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 285.86' @ 20.00 hrs Surf.Area= 11,832 sf Storage= 29,168 cf
Plug-Flow detention time= 250.0 min calculated for 0.075 of(10% of inflow)
Center-of-Mass det. time= 146.6 min ( 953.0- 806.4 )
Volume Invert Avail.Storage Storage Description
#1 283.00' 56,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
283.00 7,600 0 0
284.00 10,080 8,840 8,840
286.00 11,968 22,048 30,888
288.00 13,975 25,943 56,831
Device Routing Invert Outlet Devices
#1 Primary 283.00' 15.0" x 40.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 280.00' S= 0.0750 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 283.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.110 0.110
#3 Device 1 286.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 287.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.11 cfs @ 11.80 hrs HW=283.20' (Free Discharge)
L1=Culvert (Passes 0.11 cfs of 0.15 cfs potential flow)
t2=Skimmer (Custom Controls 0.11 cfs)
3=Orifice/Grate
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=283.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 32
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Hydrograph
15.18
■ Inflow
c fs ■outflow
- d =*
. A71-Ac- Primary
17 n �fl li �+'af ■Secondary
16
----------------
Peak E', ev 285.8'V -
- tore
- 9s�;68
14 ,' .'
a Gf
12 ---- ---- ----,---- - ----,----- -- ----- ----- -----
w 10
w
0 8 "
6 -
5
4
3 .11 fs
2 0.11 cfs
OAO cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 33
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
[61] Hint: Submerged 54% of Reach El bottom
[61] Hint: Submerged 15% of Reach WI bottom
Inflow Area = 26.238 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 47.57 cfs @ 12.10 hrs, Volume= 2.603 of
Outflow = 0.23 cfs @ 12.05 hrs, Volume= 0.152 af, Atten= 100%, Lag= 0.0 min
Primary = 0.23 cfs @ 12.05 hrs, Volume= 0.152 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 257.27' @ 20.00 hrs Surf.Area= 37,017 sf Storage= 106,691 cf
Plug-Flow detention time= 257.6 min calculated for 0.152 of(6% of inflow)
Center-of-Mass det. time= 149.8 min ( 961.5- 811.7 )
Volume Invert Avail.Storage Storage Description
#1 254.00' 220,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
254.00 28,400 0 0
256.00 33,600 62,000 62,000
258.00 39,000 72,600 134,600
260.00 46,900 85,900 220,500
Device Routing Invert Outlet Devices
#1 Primary 254.00' 24.0" x 60.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 253.00' S= 0.0167 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 254.50' 5-in Skimmer
Head (feet) 0.00 0.01 0.10 1.00 10.00
Disch. (cfs) 0.000 0.230 0.230 0.230 0.230
#3 Device 1 258.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 259.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.23 cfs @ 12.05 hrs HW=254.70' (Free Discharge)
L1=Culvert (Passes 0.23 cfs of 2.21 cfs potential flow)
t2=5-in Skimmer (Custom Controls 0.23 cfs)
3=Orifice/Grate
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=254.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 34
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
Hydrograph
47.57 cfs ❑ Inflow
❑Outflow
Inflow Area=26.238 ac o Se ma
Secondary
50 Peak Elev=257.27'
45 Storage=106,691 cf
40 - -
35
w 30
0 25
LL
20
15
10
� 0.23 cfs
0.23 cfs
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 35
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Inflow Area = 7.656 ac, Inflow Depth > 1.19" for 2-YR, 24-HR event
Inflow = 11.95 cfs @ 12.07 hrs, Volume= 0.760 of
Outflow = 0.10 cfs @ 11.60 hrs, Volume= 0.071 af, Atten= 99%, Lag= 0.0 min
Primary = 0.10 cfs @ 11.60 hrs, Volume= 0.071 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 251.81' @ 20.00 hrs Surf.Area= 14,257 sf Storage= 29,960 cf
Plug-Flow detention time= 236.3 min calculated for 0.071 of(9% of inflow)
Center-of-Mass det. time= 131.3 min ( 942.1 - 810.8 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 64,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
249.00 500 0 0
250.00 12,000 6,250 6,250
252.00 14,500 26,500 32,750
254.00 17,100 31,600 64,350
Device Routing Invert Outlet Devices
#1 Primary 249.00' 15.0" x 50.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 248.00' S= 0.0200 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 249.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.100 0.100
#3 Device 1 252.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 253.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.10 cfs @ 11.60 hrs HW=249.21' (Free Discharge)
L1=Culvert (Passes 0.10 cfs of 0.17 cfs potential flow)
t2=Skimmer (Custom Controls 0.10 cfs)
3=Orifice/Grate
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=249.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 2-YR, 24-HR Rainfall=3.53"
Prepared by Smith Gardner, Inc. Page 36
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Hydrograph
11.95 cfs ■ Inflow
■Outflow
A - - -
G C �� ■ Primary
r .
`7V ■Secondary
13
R eak E'rev25'I S',�
12 .
11-
9y�6Q
---- 41'ae- C --
10
9
8
3
0 6-
5-
4
3
2 s
0.10 cfs
0.06 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 37
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment DA-N1: Area A Runoff Area=379,900 sf Runoff Depth>3.08"
Flow Length=865' Tc=8.7 min CN=75 Runoff=46.18 cfs 2.238 of
Subcatchment DA-N2: Area B Runoff Area=152,733 sf Runoff Depth>3.08"
Flow Length=730' Tc=8.6 min CN=75 Runoff=18.63 cfs 0.900 of
Subcatchment DA-N3: Area B Runoff Area=172,692 sf Runoff Depth>3.08"
Flow Length=593' Tc=5.0 min CN=75 Runoff=23.63 cfs 1.018 of
Subcatchment DA-N4: Area D Runoff Area=143,917 sf Runoff Depth>3.08"
Flow Length=672' Tc=5.9 min CN=75 Runoff=18.94 cfs 0.848 of
Subcatchment DA-S1: Runoff Area=625,000 sf Runoff Depth>3.08"
Flow Length=845' Tc=11.1 min CN=75 Runoff=69.70 cfs 3.678 of
Subcatchment DA-S2: Runoff Area=1.100 ac Runoff Depth>3.08"
Flow Length=100' Slope=0.3300'/' Tc=5.0 min CN=75 Runoff=6.56 cfs 0.283 of
Subcatchment DA-S3: Area D Runoff Area=189,584 sf Runoff Depth>3.08"
Flow Length=1,075' Tc=6.5 min CN=75 Runoff=24.71 cfs 1.118 of
Subcatchment DA-SW1: Runoff Area=10.790 ac Runoff Depth>3.08"
Flow Length=732' Tc=5.2 min CN=75 Runoff=63.74 cfs 2.772 of
Subcatchment DA-SW2: Area A Runoff Area=145,120 sf Runoff Depth>3.08"
Flow Length=536' Tc=5.5 min CN=75 Runoff=19.42 cfs 0.856 of
Reach DC-G: Gabion Avg. Depth=0.66' Max Vet=13.77 fps Inflow=63.74 cfs 2.772 of
n=0.025 L=206.0' S=0.1359'/' Capacity=558.40 cfs Outflow=62.39 cfs 2.770 of
Reach DC-N1: Avg. Depth=1.67' Max Vet=3.84 fps Inflow=46.18 cfs 2.238 of
n=0.030 L=300.0' S=0.0067'/' Capacity=68.63 cfs Outflow=43.65 cfs 2.233 of
Reach DC-N2: Avg. Depth=0.66' Max Vet=6.86 fps Inflow=18.63 cfs 0.900 of
n=0.030 L=500.0' S=0.0600'/' Capacity=205.89 cfs Outflow=17.64 cfs 0.898 of
Reach DC-N3: Avg. Depth=1.09' Max Vet=3.93 fps Inflow=23.63 cfs 1.018 of
n=0.030 L=350.0' S=0.0114'/' Capacity=89.86 cfs Outflow=21.87 cfs 1.016 of
Reach DC-N4: Avg. Depth=0.65' Max Vet=7.31 fps Inflow=18.94 cfs 0.848 of
n=0.030 L=430.0' S=0.0698'/' Capacity=222.02 cfs Outflow=18.20 cfs 0.847 of
Reach DC-RR: Riprap Avg. Depth=0.67' Max Vet=7.67 fps Inflow=62.39 cfs 2.770 of
n=0.035 L=223.0' S=0.0717'/' Capacity=458.22 cfs Outflow=61.32 cfs 2.767 of

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 38
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1 Avg. Depth=1.13' Max Vet=7.16 fps Inflow=69.70 cfs 3.678 of
n=0.030 L=891.0' S=0.0292'/' Capacity=215.61 cfs Outflow=66.04 cfs 3.664 of
Reach DC-S2: DC-South 2 Avg. Depth=0.28' Max Vet=3.76 fps Inflow=6.56 cfs 0.283 of
n=0.030 L=470.0' S=0.0383'/' Capacity=247.01 cfs Outflow=5.98 cfs 0.281 of
Reach DC-S3: Avg. Depth=0.89' Max Vet=3.12 fps Inflow=24.71 cfs 1.118 of
n=0.030 L=833.0' S=0.0072'/' Capacity=107.12 cfs Outflow=20.87 cfs 1.108 of
Reach DC-SW1: Southwest Channel Avg. Depth=0.69' Max Vet=5.08 fps Inflow=61.32 cfs 2.767 of
n=0.030 L=491.0' S=0.0204'/' Capacity=392.33 cfs Outflow=56.85 cfs 2.757 of
Reach DC-SW2: Avg. Depth=0.52' Max Vet=5.63 fps Inflow=19.42 cfs 0.856 of
n=0.030 L=370.0' S=0.0432'/' Capacity=262.47 cfs Outflow=18.49 cfs 0.854 of
Reach El: East Inlet Avg. Depth=0.68' Max Vet=6.04 fps Inflow=70.31 cfs 3.945 of
n=0.040 L=115.0' S=0.0522'/' Capacity=470.96 cfs Outflow=69.73 cfs 3.943 of
Reach WI: West Inlet Avg. Depth=0.46' Max Vet=7.47 fps Inflow=56.85 cfs 2.757 of
n=0.040 L=170.0' S=0.1294'/' Capacity=741.72 cfs Outflow=56.34 cfs 2.755 of
Pond DI-1: Peak Elev=269.18' Inflow=70.31 cfs 3.945 of
Outflow=70.31 cfs 3.945 of
Pond DI-2: Peak Elev=283.86' Inflow=56.85 cfs 2.757 of
Outflow=56.85 cfs 2.757 of
Pond SB-A: SB-A Peak Elev=314.41' Storage=73,008 cf Inflow=60.13 cfs 3.087 of
Primary=10.35 cfs 1.575 of Secondary=0.00 cfs 0.000 of Outflow=10.35 cfs 1.575 of
Pond SB-B: SB-B Peak Elev=286.82' Storage=40,992 cf Inflow=38.71 cfs 1.914 of
Primary=8.33 cfs 1.185 of Secondary=0.00 cfs 0.000 of Outflow=8.33 cfs 1.185 of
Pond SB-C: SB-E Peak Elev=258.57' Storage=157,494 cf Inflow=121.53 cfs 6.697 of
Primary=21.24 cfs 3.515 of Secondary=0.00 cfs 0.000 of Outflow=21.24 cfs 3.515 of
Pond SB-D: SB-D Peak Elev=252.62' Storage=42,016 cf Inflow=34.27 cfs 1.955 of
Primary=8.08 cfs 1.178 of Secondary=0.00 cfs 0.000 of Outflow=8.08 cfs 1.178 of
Total Runoff Area= 53.418 ac Runoff Volume= 13.710 of Average Runoff Depth =3.08"
100.00%Pervious Area= 53.418 ac 0.00%Impervious Area=0.000 ac

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 39
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N1: Area A
Runoff = 46.18 cfs @ 12.00 hrs, Volume= 2.238 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
379,900 75 Chatham Co. Min
379,900 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 200 0.3300 0.43 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 150 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 150 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 365 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.7 865 Total
Subcatchment DA-N1: Area A
Hydrograph
50 ❑Runoff
46.18 cfs
45 Type:
II 24-hr' 25-YR
24-W R
40
- Rainfall!=6.06"
35
Runoff Area=379s'900'sf
30 Runofflum V� 'e=2'.238:of
25 - Runoff Depth>3.08"
LL ---------_-------------- ---------- -------.- -----.---- --- ----- -----
20 ,Flow Le: ngth=865'
15 ''I c=Q Tin
10 C `r
IY=:75
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 40
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N2: Area B
Runoff = 18.63 cfs @ 12.00 hrs, Volume= 0.900 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
152,733 75 Chatham Co. Min
152,733 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 210 0.3300 0.44 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 160 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 180 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.2 180 0.1100 17.42 278.77 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.6 730 Total
Subcatchment DA-N2: Area B
Hydrograph
20 ❑Runoff
18.63 cfs
19 - e
ll_2
18
- X 25= R
- ----- -- - ---- -- -nr
17 24-W R
16
15
Rain#all,=6.06"
;3 Runoff Area~ a
152 733 sf
w 12 Runoff Valum
11 a-09=00 of.
3 10 Runoff Depth>3.08"
LL 9
Flo ngth=730'
7
6 c=8.6 m i n
5
4 - - - - CN=75
3
2
1
0 . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 41
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N3: Area B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 23.63 cfs @ 11.96 hrs, Volume= 1.018 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
172,692 75 Chatham Co. Min
172,692 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.6 77 0.3300 0.36 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 172 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 344 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
4.1 593 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-N3: Area B
Hydrograph
26 23.63 c ■Runoff
Types II 2'' 25-`�R
24
4-hr24=H R
22
20
- 'Rainfall: -
18 . -Rainfall
I- - - Run off area- 2:692 sf 1727
-- R ff Vglume=l'�01-8 -a-f
14
wno
LL epth „
3 Q
12 Runoff D
10
nt
T .0 min
6 CN-75
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 42
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N4: Area D
[49] Hint: Tc<2dt may require smaller dt
Runoff = 18.94 cfs @ 11.97 hrs, Volume= 0.848 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
143,917 75 Chatham Co. Min
143,917 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 95 0.3300 0.37 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 125 0.0480 10.31 103.12 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
1.5 452 0.3300 4.97 0.03 Circular Channel (pipe),
Diam= 1.0" Area= 0.0 sf Perim= 0.3' r= 0.02'
n= 0.013 Corrugated PE, smooth interior
5.9 672 Total
Subcatchment DA-N4: Area D
Hydrograph
21 - - - -
■Runoff
20 18.94 cfs
18 - - - - '- - - - rt_Y_pe, 1124=hr' -YR
25
19
17
- - - - 24-HR
16 - - - - - - - - -
Ranfaii=6.O6"
15
Runoff Area=TA3sT7 sf
14 "
13
w 12
Runoff-Volume-- -848 of -
R 8"
3 ff D ;pth'>3.
LL $ " - - - -' -F=aw Len # =672'
9
7 1 - - - - - - - - - - - - - - - - - - - ---
min
CN-75
5 -
4 - - - - +
3 "
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 43
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S1:
Runoff = 69.70 cfs @ 12.03 hrs, Volume= 3.678 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
625,000 75 Chatham Co. Min
625,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 170 0.1100 0.27 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 50 0.3300 4.02 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2 114 0.0400 9.41 94.13 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 511 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
11.1 845 Total
Subcatchment DA-S1:
Hydrograph
75 69.70 cfs ■Runoff
Type: 112 'hr 25-`�R
70
24=H R
65
60
55 Rainfall=6.a
Runoff rea=625'000:sf
50
45
ff A D
v
40 678 of
- Runoff Vol-ume=3'
LL 35 Run-- --off D_ pth>3.08"
o
30 ', ', ', ', '',Fl_Ow_L ng#h=845'
25 Tc=A 1
1 AIn
20
- CN 75
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 44
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S2:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.56 cfs @ 11.96 hrs, Volume= 0.283 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (ac) CN Description
1.100 75 Chatham Co. Min
1.100 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 100 0.3300 0.55 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
3.0 100 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-S2:
Hydrograph
7 ❑Runoff
6.56 cfs
Type II 24-hr 25-YR
6 24-HR
Rainfall=6.06"5-Runoff Area=1.100 ac
4 Runoff Volume=0.283 of
Runoff Depth>3.08"
LL 3 Flow Length=100'
Slope=0.3300 '/'
2 Tc=5.0 min
CN=75
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 45
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S3: Area D
Runoff = 24.71 cfs @ 11.98 hrs, Volume= 1.118 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
189,584 75 Chatham Co. Min
189,584 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 130 0.3300 0.40 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 120 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 280 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 545 0.0660 13.50 215.94 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
6.5 1,075 Total
Subcatchment DA-S3: Area D
Hydrograph
s 26 24.71 C f ❑Runoff
TYpe,24
II 2 -hr,
25 `i(R
22 24 W R
20 Rainfall'=6.46"
18 Runoff Area=:189 584;sf
_w16 -' Runoff Volume=l 118 of
3 14
LL 12
ow p 8"
Runoff De th>3.0
10: Len' th,g =1075
F
8 Tc=6.5 m i n
- - -
6 CN-,75
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 46
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW1:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 63.74 cfs @ 11.96 hrs, Volume= 2.772 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (ac) CN Description
10.790 75 Chatham Co. Min
10.790 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 181 0.3300 0.62 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
0.1 65 0.0300 8.15 81.52 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 486 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.2 732 Total
Subcatchment DA-SW1:
Hydrograph
70 6 ■Runoff
3.74 cfs
60 65
TYpe
r
25-YR
24=W R
55 "
--
50
Rainfall'=6.06"
• p
45 Runoff area=10.''790ac
40 RunoffVolume=-2': 772 of
30 I----�'r - ---�',-----�',---R &'
3 35 ff ��';i1t�1>3.0
u0
- w Length=72`
25 Flo
Tc-5
20 .2 m'-n
15
CN=75
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 47
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW2: Area A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 19.42 cfs @ 11.96 hrs, Volume= 0.856 af, Depth> 3.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-YR, 24-HR Rainfall=6.06"
Area (sf) CN Description
145,120 75 Chatham Co. Min
145,120 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.1 120 0.3300 0.39 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 100 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 316 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.5 536 Total
Subcatchment DA-SW2: Area A
Hydrograph
21 - - - - - ■Runoff
20 - - - -'" 19.42 cfs
19 - - - - - Type: -
11 �,
', ', 25-`�R
�$ - - 2(4-ryH R
16
15 " '; ', ' ' ', Rainfall .
14 -, ! - Runoff Area�145 120:sf -
13
'
12 -'
Runoff Vol-ume=O':85f a€ -
11 " .-
- - - - - - - - - -
3 epth 3.08" -
LL
0 10 " ,. ', ', ', ', ', R ff D
Flowc_L� - - - -n t --58`
7
- - - - C= 5rn
- - - T in
6 ' ', r
5 "
C1tF-75
4 "
3 "
2 'r
1 ..
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 48
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-G: Gabion
Inflow Area = 10.790 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 63.74 cfs @ 11.96 hrs, Volume= 2.772 of
Outflow = 62.39 cfs @ 11.97 hrs, Volume= 2.770 af, Atten= 2%, Lag= 0.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 13.77 fps, Min. Travel Time= 0.2 min
Avg. Velocity= 3.77 fps, Avg. Travel Time= 0.9 min
Peak Storage= 944 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.66'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 558.40 cfs
5.00' x 2.00' deep channel, n= 0.025 Rubble masonry, cemented
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 206.0' Slope= 0.1359'/'
Inlet Invert= 338.00', Outlet Invert= 310.00'
Reach DC-G: Gabion
Hydrograph
70 63.74 cfs ❑Oultflow
cfs 62.39
Inflow
65 ;.. Area=10.790 ac
60 ! Avg. Depth=0.66'
55
50
Max Vet=13.77 fps
45
- n=0.025
35 - - - - - - - , - - - -.- - - L=206.0'
LL 30
25
Capacit =558.40 cfs
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 49
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N1:
Inflow Area = 8.721 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 46.18 cfs @ 12.00 hrs, Volume= 2.238 of
Outflow = 43.65 cfs @ 12.04 hrs, Volume= 2.233 af, Atten= 5%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.84 fps, Min. Travel Time= 1.3 min
Avg. Velocity= 1.39 fps, Avg. Travel Time= 3.6 min
Peak Storage= 3,500 cf @ 12.02 hrs, Average Depth at Peak Storage= 1.67'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 68.63 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 14.00'
Length= 300.0' Slope= 0.0067 '/'
Inlet Invert= 318.00', Outlet Invert= 316.00'
Reach DC-N1:
Hydrograph
❑ Inflow
50 46.18 cfs ❑outflow
43.65 cfs I of low: Area=8.721 ac
45 _40 -
Avg. Depth=1 .67'
35 Max Vet=3.84 fps
N 30 n=0.030
3 25 L=300.0'
0
LL 20 S=0.0067 T
15 Capacity=68.63 cfs
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 50
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N2:
Inflow Area = 3.506 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 18.63 cfs @ 12.00 hrs, Volume= 0.900 of
Outflow = 17.64 cfs @ 12.04 hrs, Volume= 0.898 af, Atten= 5%, Lag= 2.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.86 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 2.23 fps, Avg. Travel Time= 3.7 min
Peak Storage= 1,323 cf @ 12.02 hrs, Average Depth at Peak Storage= 0.66'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 205.89 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 500.0' Slope= 0.0600 7'
Inlet Invert= 318.00', Outlet Invert= 288.00'
Reach DC-N2:
Hydrograph
---------------------
■ Inflow
18.63 cfs
. . ' '
,
❑outflow
- -- oE -
19 - - - - 64 cfs
18 Avg De17 pth 0.66
16
- - - -'- - - -' - -
Max V 6-# -
15 -' .
e1=6.&
13
14
11 — 00 ��
c 10 - -
- .,
8 /�
9 - - - -S-W--0 00 7
7 1- as =2Q58
- cit 9 cfs
5 r r
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 51
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N3:
Inflow Area = 3.964 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 23.63 cfs @ 11.96 hrs, Volume= 1.018 of
Outflow = 21.87 cfs @ 12.00 hrs, Volume= 1.016 af, Atten= 7%, Lag= 2.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.93 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 1.32 fps, Avg. Travel Time= 4.4 min
Peak Storage= 2,020 cf @ 11.98 hrs, Average Depth at Peak Storage= 1.09'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 89.86 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 14.00'
Length= 350.0' Slope= 0.0114 7'
Inlet Invert= 292.00', Outlet Invert= 288.00'
Reach DC-N3:
Hydrograph
3.63 ■ Inflow
26 fs :Inflow: Ai3.9 4 ra 0 outflow
24 ? c � 'r �'
21.87 cfs
Avg Depth"t 0 '
9
22
20 M_ax Vel-
18 -
3 f
16 -----
3 0,
14 I
S
10
t' = 9.S
8 apaci
Y $ 6 cfs
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 52
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N4:
Inflow Area = 3.304 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 18.94 cfs @ 11.97 hrs, Volume= 0.848 of
Outflow = 18.20 cfs @ 12.00 hrs, Volume= 0.847 af, Atten= 4%, Lag= 1.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.31 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 2.30 fps, Avg. Travel Time= 3.1 min
Peak Storage= 1,106 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.65'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 222.02 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 430.0' Slope= 0.0698 7'
Inlet Invert= 290.00', Outlet Invert= 260.00'
Reach DC-N4:
Hydrograph
■ Inflow
21 - - - - 18.94 cfs ❑outflow
20 -" . 1 of how''.= ra='330
19 ,' 18.20 cfs
- C-
18
17 "' / 1/g. E�1 �i-
�
15 I 16
FYI�A V 14 - - - ''r -
0.03
F 12
0 10
L=430.0'-
M g �E'
s
8 ee'�� //}}
Ca ,—L 2.0
7
pacit 2 ifs
5 - - - - - -
4
3
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 53
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-RR: Riprap
[61] Hint: Submerged 2% of Reach DC-G bottom
Inflow Area = 10.790 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 62.39 cfs @ 11.97 hrs, Volume= 2.770 of
Outflow = 61.32 cfs @ 11.98 hrs, Volume= 2.767 af, Atten= 2%, Lag= 0.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.67 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.98 fps, Avg. Travel Time= 1.9 min
Peak Storage= 1,782 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.67'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 458.22 cfs
10.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.0 7' Top Width= 22.00'
Length= 223.0' Slope= 0.0717 7'
Inlet Invert= 310.00', Outlet Invert= 294.00'
Reach DC-RR: Ri prap
Hydrograph
fi - - - ■ Inflow
2.39 cfs ❑outflow
--------------
65 61.32 cfs
�nffdw Area_1 0.700 ac
55 Avg Depth=0. 7'
60 "
50 " ,...., Max Vet=7.67 fps
n=0.035
45
w 40 j
35 - - - -', = 23,0'-
L 30
s4-00-17 ` 1-
20 .
a a 5$,2
p ,
cif 4 .
fs
25 "
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 54
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1
Inflow Area = 14.348 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 69.70 cfs @ 12.03 hrs, Volume= 3.678 of
Outflow = 66.04 cfs @ 12.09 hrs, Volume= 3.664 af, Atten= 5%, Lag= 3.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.16 fps, Min. Travel Time= 2.1 min
Avg. Velocity= 2.24 fps, Avg. Travel Time= 6.6 min
Peak Storage= 8,423 cf @ 12.05 hrs, Average Depth at Peak Storage= 1.13'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 215.61 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 891.0' Slope= 0.0292 '/'
Inlet Invert= 294.00', Outlet Invert= 268.00'
Reach DC-S1: DC-South 1
Hydrograph
❑ Inflow
69.70 cfs ❑outflow
75
70 66.04 cfs
of low Area=14.348 ac
65 Avg. ,Depth=1_.13'_ _
60 `
- - - - Max Vet : 7.16 fps
55
50
n=0.030
N 45
40 - L=891 .0'
3 - - - - - - - - - - - -'- - - - - - ' - -
LL 35
S=0.0292 T
30
25 Capacity=215.61 cfs
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 55
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S2: DC-South 2
Inflow Area = 1.100 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 6.56 cfs @ 11.96 hrs, Volume= 0.283 of
Outflow = 5.98 cfs @ 12.01 hrs, Volume= 0.281 af, Atten= 9%, Lag= 3.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.76 fps, Min. Travel Time= 2.1 min
Avg. Velocity= 1.02 fps, Avg. Travel Time= 7.7 min
Peak Storage= 778 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.28'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 247.01 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 470.0' Slope= 0.0383 '/'
Inlet Invert= 284.00', Outlet Invert= 266.00'
Reach DC-S2: DC-South 2
Hydrograph
❑ Inflow
7 6.56 cfs ❑outflow
Inflow Area=1 .100 ac
5.98 cfs
6 Avg. Depth=0.28'
5 Max Vet=3.76 fps
n=0.030
3 4 L=470.0'
O
LL 3 S=0.0383 T
2 Capacity=247.01 cfs
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 56
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S3:
Inflow Area = 4.352 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 24.71 cfs @ 11.98 hrs, Volume= 1.118 of
Outflow = 20.87 cfs @ 12.09 hrs, Volume= 1.108 af, Atten= 16%, Lag= 6.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.12 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.93 fps, Avg. Travel Time= 14.9 min
Peak Storage= 5,716 cf @ 12.02 hrs, Average Depth at Peak Storage= 0.89'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 107.12 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 833.0' Slope= 0.0072 '/'
Inlet Invert= 294.00', Outlet Invert= 288.00'
Reach DC-S3:
Hydrograph
------------------- ■ Inflow
24.71 cfs 4.352 0 outflow
�a-
26 I ofow' Ar ac
24
Avg22 - - - - - - 20.87 cfs Depth- .8 '-
ICI ax-Ve l=3.1.2 f
20 ; _ -fps
18 —0` O 4
_ n 3Q-
� 16
14 - - - -L=833.O1
3
S=0.0072 ''/'
u. 12
- - - --- - - - - - - - -
10
s Capacity,=147.1'2-cfs-
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 57
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW1: Southwest Channel
[61] Hint: Submerged 4% of Reach DC-RR bottom
Inflow Area = 10.790 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 61.32 cfs @ 11.98 hrs, Volume= 2.767 of
Outflow = 56.85 cfs @ 12.02 hrs, Volume= 2.757 af, Atten= 7%, Lag= 2.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.08 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.27 fps, Avg. Travel Time= 6.4 min
Peak Storage= 5,789 cf @ 12.00 hrs, Average Depth at Peak Storage= 0.69'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 392.33 cfs
15.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 27.00'
Length= 491.0' Slope= 0.0204 '/'
Inlet Invert= 294.00', Outlet Invert= 284.00'
Reach DC-SW1: Southwest Channel
Hydrograph
61.32 c ■ Inflow
fs ❑outflow
65
Inflow Area=1'0.790 ac
60 56.85 cfs
--
Avg. ,Depth=0.69
55
Max 50
- -- - ��� -
, e
45-
n=0.030
-'.
w 40
35 - - - - =491 :01
LL 30
—�- �+
3 S 0.0
25 a a 39-2.3
20
G
� ,city= 3 ifs
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 58
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW2:
Inflow Area = 3.331 ac, Inflow Depth > 3.08" for 25-YR, 24-HR event
Inflow = 19.42 cfs @ 11.96 hrs, Volume= 0.856 of
Outflow = 18.49 cfs @ 11.99 hrs, Volume= 0.854 af, Atten= 5%, Lag= 1.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.63 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.53 fps, Avg. Travel Time= 4.0 min
Peak Storage= 1,253 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.52'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 262.47 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 370.0' Slope= 0.0432 7'
Inlet Invert= 338.00', Outlet Invert= 322.00'
Reach DC-SW2:
Hydrograph
■ Inflow
cfs 9.42 ❑outflow
21 -',
20 3
18.49 cfs
Inflow Aron- .331
19 - - - - -i- - - 'r
Av . Depth--0.52
18
16
15
13 -' - - - - n--0.0 30
L 70
10
11 r
u - 71-
8
r
= 3624
7 - ... �,
pacity- cfs
5
4 -
3
2 ,
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 59
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach El: East Inlet
[79] Warning: Submerged Pond DI-1 Primary device# 1 OUTLET by 0.68'
Inflow Area = 15.448 ac, Inflow Depth > 3.06" for 25-YR, 24-HR event
Inflow = 70.31 cfs @ 12.08 hrs, Volume= 3.945 of
Outflow = 69.73 cfs @ 12.09 hrs, Volume= 3.943 af, Atten= 1%, Lag= 0.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.04 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 1.64 fps, Avg. Travel Time= 1.2 min
Peak Storage= 1,337 cf @ 12.09 hrs, Average Depth at Peak Storage= 0.68'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 470.96 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.0 7' Top Width= 27.00'
Length= 115.0' Slope= 0.0522 7'
Inlet Invert= 260.00', Outlet Invert= 254.00'
Reach El: East Inlet
Hydrograph
6 70 cfs ■ Inflow
70.31 cfs ❑outflow
75 Inflow
70
- - - A�ea ' 6.448- c-
65 Avg :Depth-O 68`-
so
55 Max Yel-6 04
fps
50 n 0.-040-----
w 45
40
L=115.0' '
3 -
EEL-: 35 S 0.0522 'l'
30 .
25
Capacity�470.96 cfs
I I
20
15
10
r r
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type/1 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 60
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach WI: West Inlet
[79] Warning: Submerged Pond DI-2 Primary device# 1 OUTLET by 0.46'
Inflow Area = 10.790 ac, Inflow Depth > 3.07" for 25-YR, 24-HR event
Inflow = 56.85 cfs @ 12.02 hrs, Volume= 2.757 of
Outflow = 56.34 cfs @ 12.03 hrs, Volume= 2.755 af, Atten= 1%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.47 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.92 fps, Avg. Travel Time= 1.5 min
Peak Storage= 1,289 cf @ 12.03 hrs, Average Depth at Peak Storage= 0.46'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 741.72 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.0 7' Top Width= 27.00'
Length= 170.0' Slope= 0.1294 7'
Inlet Invert= 276.00', Outlet Invert= 254.00'
Reach WI: West Inlet
Hydrograph
■ Inflow
56.85 cfs ❑outflow
60 - 56.34 cfs Inflow Area=1',0.7,90 ac
55
Avg.vg.- Dep Ath=0.46'
45 �
- Max Vel7 47 fps
40
-0.040
35 -
r.,
LL 30
25 - Capa y 4-0.129 T-
.20 .., - cit '� =741 � ds-
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 61
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-1:
[57] Hint: Peaked at 269.18' (Flood elevation advised)
[61] Hint: Submerged 5% of Reach DC-S1 bottom
[61] Hint: Submerged 18% of Reach DC-S2 bottom
Inflow Area = 15.448 ac, Inflow Depth > 3.06" for 25-YR, 24-HR event
Inflow = 70.31 cfs @ 12.08 hrs, Volume= 3.945 of
Outflow = 70.31 cfs @ 12.08 hrs, Volume= 3.945 af, Atten= 0%, Lag= 0.0 min
Primary = 70.31 cfs @ 12.08 hrs, Volume= 3.945 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 269.18' @ 12.08 hrs
Device Routing Invert Outlet Devices
#1 Primary 263.00' 36.0" x 60.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 260.00' S= 0.05007' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 268.40' 4.00'W x 0.75' H Vert. Orifice/Grate X 8.00 C= 0.600
Primary OutFlow Max=69.06 cfs @ 12.08 hrs HW=269.17' (Free Discharge)
L1=Culvert (Passes 69.06 cfs of 129.79 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 69.06 cfs @ 2.88 fps)
Pond DI-1:
Hydrograph
❑Inflow
❑Primary
S Inflow Area— C1 C
15.448
75 70.31 cfs
70
65 Peak EIev=269.18'
60 ,
55
50 I
N 45
3 40
LL 35
30 ,
25
20 -
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 62
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-2:
[57] Hint: Peaked at 283.86' (Flood elevation advised)
Inflow Area = 10.790 ac, Inflow Depth > 3.07" for 25-YR, 24-HR event
Inflow = 56.85 cfs @ 12.02 hrs, Volume= 2.757 of
Outflow = 56.85 cfs @ 12.02 hrs, Volume= 2.757 af, Atten= 0%, Lag= 0.0 min
Primary = 56.85 cfs @ 12.02 hrs, Volume= 2.757 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 283.86' @ 12.02 hrs
Device Routing Invert Outlet Devices
#1 Primary 279.00' 36.0" x 65.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 276.00' S= 0.04627' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 283.50' 4.00' x 1.00' Horiz. Orifice/Grate X 8.00 Limited to weir flow C= 0.600
Primary OutFlow Max=55.29 cfs @ 12.02 hrs HW=283.85' (Free Discharge)
L1=Culvert (Passes 55.29 cfs of 110.01 cfs potential flow)
L2=Orifice/Grate (Weir Controls 55.29 cfs @ 1.95 fps)
Pond DI-2:
Hydrograph
56.85 c ■Inflow
fs bW - -- - '- - - -0 - ■Primary
', 85cfs �nf� '
60 56. Area=10.7, ac
55 � �-s7,96
50
2 ,
Pe
ak- v e
45
40
35
0 30
25
20
15- -
10 -
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 63
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Inflow Area = 12.053 ac, Inflow Depth > 3.07" for 25-YR, 24-HR event
Inflow = 60.13 cfs @ 12.02 hrs, Volume= 3.087 of
Outflow = 10.35 cfs @ 12.33 hrs, Volume= 1.575 af, Atten= 83%, Lag= 18.1 min
Primary = 10.35 cfs @ 12.33 hrs, Volume= 1.575 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 314.41' @ 12.33 hrs Surf.Area= 21,081 sf Storage= 73,008 cf
Plug-Flow detention time= 163.5 min calculated for 1.570 of(51% of inflow)
Center-of-Mass det. time= 86.0 min ( 872.5- 786.5 )
Volume Invert Avail.Storage Storage Description
#1 310.00' 108,881 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
310.00 11,000 0 0
312.00 16,600 27,600 27,600
314.00 20,314 36,914 64,514
316.00 24,053 44,367 108,881
Device Routing Invert Outlet Devices
#1 Primary 311.30' 18.0" x 80.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 304.80' S= 0.08137' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 311.30' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.230 0.230
#3 Device 1 314.00' 3.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 315.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=10.32 cfs @ 12.33 hrs HW=314.41' (Free Discharge)
L1=Culvert (Inlet Controls 10.32 cfs @ 5.84 fps)
2=Skimmer (Passes < 0.23 cfs potential flow)
t3=Orifice/Grate
(Passes < 10.27 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=310.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 64
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Hydrograph
cfs 60.13 ■ Inflow
---- I ---- - ',-----',-----', ---- I---------- ----- ■Outflow
■ Primary
■Secondary
65 n -
60 eA Ef@V=���.41-i
55 ���" . �� �"' _ Stora e=73,QO8 'cf
50
45
40
w
35
3 - - -'- - - - - - - - - - - -+,- - - -+,- - - -, - - -
a 30
25
20 10.35 cfs
10.35 cfs
15
10
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 65
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Inflow Area = 7.471 ac, Inflow Depth > 3.07" for 25-YR, 24-HR event
Inflow = 38.71 cfs @ 12.01 hrs, Volume= 1.914 of
Outflow = 8.33 cfs @ 12.24 hrs, Volume= 1.185 af, Atten= 78%, Lag= 13.7 min
Primary = 8.33 cfs @ 12.24 hrs, Volume= 1.185 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 286.82' @ 12.24 hrs Surf.Area= 12,787 sf Storage= 40,992 cf
Plug-Flow detention time= 136.1 min calculated for 1.182 of(62% of inflow)
Center-of-Mass det. time= 63.5 min ( 849.3- 785.8 )
Volume Invert Avail.Storage Storage Description
#1 283.00' 56,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
283.00 7,600 0 0
284.00 10,080 8,840 8,840
286.00 11,968 22,048 30,888
288.00 13,975 25,943 56,831
Device Routing Invert Outlet Devices
#1 Primary 283.00' 15.0" x 40.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 280.00' S= 0.0750 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 283.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.110 0.110
#3 Device 1 286.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 287.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.33 cfs @ 12.24 hrs HW=286.81' (Free Discharge)
L1=Culvert (Inlet Controls 8.33 cfs @ 6.79 fps)
2=Skimmer (Passes < 0.11 cfs potential flow)
t3=Orifice/Grate
(Passes < 13.65 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=283.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 66
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Hydrograph
■ Inflow
38.71 c fs ■Outflow
■ Primary
-- Area-
-/ .47 1 �' rs- -- ■Secondary
lnf�ovu ',
Peak E'lev 28
40 c Q
35
Storage=40 9 92 cf
30
w 25
0 20
IL
15 8.33 cfs
8.33 cfs
10
5
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 67
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
[61] Hint: Submerged 76% of Reach El bottom
[61] Hint: Submerged 21% of Reach WI bottom
Inflow Area = 26.238 ac, Inflow Depth > 3.06" for 25-YR, 24-HR event
Inflow = 121.53 cfs @ 12.06 hrs, Volume= 6.697 of
Outflow = 21.24 cfs @ 12.43 hrs, Volume= 3.515 af, Atten= 83%, Lag= 22.2 min
Primary = 21.24 cfs @ 12.43 hrs, Volume= 3.515 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 258.57' @ 12.43 hrs Surf.Area= 41,254 sf Storage= 157,494 cf
Plug-Flow detention time= 162.2 min calculated for 3.515 of(52% of inflow)
Center-of-Mass det. time= 84.4 min ( 874.5- 790.2 )
Volume Invert Avail.Storage Storage Description
#1 254.00' 220,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
254.00 28,400 0 0
256.00 33,600 62,000 62,000
258.00 39,000 72,600 134,600
260.00 46,900 85,900 220,500
Device Routing Invert Outlet Devices
#1 Primary 254.00' 24.0" x 60.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 253.00' S= 0.01677' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 254.50' 5-in Skimmer
Head (feet) 0.00 0.01 0.10 1.00 10.00
Disch. (cfs) 0.000 0.230 0.230 0.230 0.230
#3 Device 1 258.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 259.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=22.56 cfs @ 12.43 hrs HW=258.57' (Free Discharge)
L1=Culvert (Inlet Controls 22.56 cfs @ 7.18 fps)
2=5-in Skimmer (Passes < 0.23 cfs potential flow)
t3=Orifice/Grate
(Passes < 22.48 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=254.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 68
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
Hydrograph
121.53 cfs IMInflow
utflow
n Ar a 26 3$ a(', rima
ry
— econdary
-Peak Elev=2'
Re8. 7'
130
120
e 1
110 Stora g = 57,494 cf
100
90
80
-- 70
60
50
40 21.24 cfS
21.24 cfs
30
20 ,
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 69
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Inflow Area = 7.656 ac, Inflow Depth > 3.06" for 25-YR, 24-HR event
Inflow = 34.27 cfs @ 12.04 hrs, Volume= 1.955 of
Outflow = 8.08 cfs @ 12.33 hrs, Volume= 1.178 af, Atten= 76%, Lag= 17.3 min
Primary = 8.08 cfs @ 12.33 hrs, Volume= 1.178 of
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 252.62' @ 12.33 hrs Surf.Area= 15,308 sf Storage= 42,016 cf
Plug-Flow detention time= 140.5 min calculated for 1.174 of(60% of inflow)
Center-of-Mass det. time= 66.9 min ( 856.1 - 789.2 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 64,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
249.00 500 0 0
250.00 12,000 6,250 6,250
252.00 14,500 26,500 32,750
254.00 17,100 31,600 64,350
Device Routing Invert Outlet Devices
#1 Primary 249.00' 15.0" x 50.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 248.00' S= 0.0200 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 249.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.100 0.100
#3 Device 1 252.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 253.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.07 cfs @ 12.33 hrs HW=252.62' (Free Discharge)
L1=Culvert (Inlet Controls 8.07 cfs @ 6.58 fps)
2=Skimmer (Passes < 0.10 cfs potential flow)
t3=Orifice/Grate
(Passes < 10.03 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=249.00' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type // 24-hr 25-YR, 24-HR Rainfall=6.06"
Prepared by Smith Gardner, Inc. Page 70
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Hydrograph
- - - -
■ Inflow
34 cfs
■outflow
38 f1ow'Area=7Primary
1f1' ■Se ondary
34 Peak E',fev�252-.6'2' -
36
32
-Storage=4 cf
,©16
28
- - - - - - - - - - - - - - - --- - -
26
24
w 22
20
18
16
14 8.08 cfs
12 8.08 cfs
10
8
6
4
0.00 cfs
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 71
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment DA-N1: Area A Runoff Area=379,900 sf Runoff Depth>4.31"
Flow Length=865' Tc=8.7 min CN=75 Runoff=63.79 cfs 3.135 of
Subcatchment DA-N2: Area B Runoff Area=152,733 sf Runoff Depth>4.31"
Flow Length=730' Tc=8.6 min CN=75 Runoff=25.73 cfs 1.261 of
Subcatchment DA-N3: Area B Runoff Area=172,692 sf Runoff Depth>4.32"
Flow Length=593' Tc=5.0 min CN=75 Runoff=32.56 cfs 1.427 of
Subcatchment DA-N4: Area D Runoff Area=143,917 sf Runoff Depth>4.32"
Flow Length=672' Tc=5.9 min CN=75 Runoff=26.12 cfs 1.189 of
Subcatchment DA-S1: Runoff Area=625,000 sf Runoff Depth>4.31"
Flow Length=845' Tc=11.1 min CN=75 Runoff=96.40 cfs 5.154 of
Subcatchment DA-S2: Runoff Area=1.100 ac Runoff Depth>4.32"
Flow Length=100' Slope=0.3300'/' Tc=5.0 min CN=75 Runoff=9.04 cfs 0.396 of
Subcatchment DA-S3: Area D Runoff Area=189,584 sf Runoff Depth>4.32"
Flow Length=1,075' Tc=6.5 min CN=75 Runoff=34.04 cfs 1.566 of
Subcatchment DA-SW1: Runoff Area=10.790 ac Runoff Depth>4.32"
Flow Length=732' Tc=5.2 min CN=75 Runoff=87.87 cfs 3.883 of
Subcatchment DA-SW2: Area A Runoff Area=145,120 sf Runoff Depth>4.32"
Flow Length=536' Tc=5.5 min CN=75 Runoff=26.78 cfs 1.199 of
Reach DC-G: Gabion Avg. Depth=0.78' Max Vet=15.17 fps Inflow=87.87 cfs 3.883 of
n=0.025 L=206.0' S=0.1359'/' Capacity=558.40 cfs Outflow=86.18 cfs 3.882 of
Reach DC-N1: Avg. Depth=1.92' Max Vet=4.18 fps Inflow=63.79 cfs 3.135 of
n=0.030 L=300.0' S=0.0067'/' Capacity=68.63 cfs Outflow=60.48 cfs 3.130 of
Reach DC-N2: Avg. Depth=0.78' Max Vet=7.49 fps Inflow=25.73 cfs 1.261 of
n=0.030 L=500.0' S=0.0600'/' Capacity=205.89 cfs Outflow=24.43 cfs 1.258 of
Reach DC-N3: Avg. Depth=1.27' Max Vet=4.26 fps Inflow=32.56 cfs 1.427 of
n=0.030 L=350.0' S=0.0114'/' Capacity=89.86 cfs Outflow=30.32 cfs 1.424 of
Reach DC-N4: Avg. Depth=0.76' Max Vet=7.95 fps Inflow=26.12 cfs 1.189 of
n=0.030 L=430.0' S=0.0698'/' Capacity=222.02 cfs Outflow=25.20 cfs 1.187 of
Reach DC-RR: Riprap Avg. Depth=0.80' Max Vet=8.55 fps Inflow=86.18 cfs 3.882 of
n=0.035 L=223.0' S=0.0717'/' Capacity=458.22 cfs Outflow=84.70 cfs 3.878 of

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type // 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 72
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1 Avg. Depth=1.33' Max Vet=7.85 fps Inflow=96.40 cfs 5.154 of
n=0.030 L=891.0' S=0.0292'/' Capacity=215.61 cfs Outflow=91.49 cfs 5.137 of
Reach DC-S2: DC-South 2 Avg. Depth=0.34' Max Vet=4.18 fps Inflow=9.04 cfs 0.396 of
n=0.030 L=470.0' S=0.0383'/' Capacity=247.01 cfs Outflow=8.30 cfs 0.394 of
Reach DC-S3: Avg. Depth=1.07' Max Vet=3.45 fps Inflow=34.04 cfs 1.566 of
n=0.030 L=833.0' S=0.0072'/' Capacity=107.12 cfs Outflow=29.33 cfs 1.554 of
Reach DC-SW1: Southwest Channel Avg. Depth=0.84' Max Vet=5.68 fps Inflow=84.70 cfs 3.878 of
n=0.030 L=491.0' S=0.0204'/' Capacity=392.33 cfs Outflow=79.28 cfs 3.866 of
Reach DC-SW2: Avg. Depth=0.62' Max Vet=6.20 fps Inflow=26.78 cfs 1.199 of
n=0.030 L=370.0' S=0.0432'/' Capacity=262.47 cfs Outflow=25.60 cfs 1.197 of
Reach El: East Inlet Avg. Depth=0.82' Max Vet=6.73 fps Inflow=97.32 cfs 5.531 of
n=0.040 L=115.0' S=0.0522'/' Capacity=470.96 cfs Outflow=96.71 cfs 5.528 of
Reach WI: West Inlet Avg. Depth=0.56' Max Vet=8.42 fps Inflow=79.28 cfs 3.866 of
n=0.040 L=170.0' S=0.1294'/' Capacity=741.72 cfs Outflow=77.94 cfs 3.863 of
Pond DI-1: Peak EIev=269.50' Inflow=97.32 cfs 5.531 of
Outflow=97.32 cfs 5.531 of
Pond DI-2: Peak EIev=283.95' Inflow=79.28 cfs 3.866 of
Outflow=79.28 cfs 3.866 of
Pond SB-A: SB-A Peak EIev=315.40' Storage=94,795 cf Inflow=83.57 cfs 4.326 of
Primary=12.30 cfs 2.499 of Secondary=15.12 cfs 0.309 of Outflow=27.41 cfs 2.808 of
Pond SB-B: SB-B Peak EIev=287.53' Storage=50,385 cf Inflow=53.74 cfs 2.682 of
Primary=9.22 cfs 1.614 of Secondary=22.85 cfs 0.334 of Outflow=32.07 cfs 1.948 of
Pond SB-C: SB-E Peak EIev=259.61' Storage=202,311 cf Inflow=168.80 cfs 9.391 of
Primary=25.63 cfs 5.410 of Secondary=27.95 cfs 0.782 of Outflow=53.58 cfs 6.191 of
Pond SB-D: SB-D Peak EIev=253.37' Storage=53,827 cf Inflow=48.86 cfs 2.741 of
Primary=9.03 cfs 1.715 of Secondary=13.39 cfs 0.243 of Outflow=22.42 cfs 1.958 of
Total Runoff Area= 53.418 ac Runoff Volume= 19.209 of Average Runoff Depth =4.32"
100.00%Pervious Area= 53.418 ac 0.00%Impervious Area=0.000 ac

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 73
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N1: Area A
Runoff = 63.79 cfs @ 12.00 hrs, Volume= 3.135 af, Depth> 4.31"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
379,900 75 Chatham Co. Min
379,900 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.7 200 0.3300 0.43 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 150 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 150 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 365 0.0250 8.31 132.90 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.7 865 Total
Subcatchment DA-N1: Area A
Hydrograph
70
63.79 cfs
65 Type ype H 24 00-YR
-hr 1
60
24-W R
55
50 , - - - ,,Rainfall',=7.56"
45 Runoff Area-379,900 0----
w 40
_-_Runoff Vo_Ium'e=_3'.135 of
3 35 Runoff Depth>4 31"
U. 30
Flow Length- 65'-8
25
20 --- --- TC 8.7 IM in-
15 CN-75
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 74
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N2: Area B
Runoff = 25.73 cfs @ 12.00 hrs, Volume= 1.261 af, Depth> 4.31"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
152,733 75 Chatham Co. Min
152,733 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.0 210 0.3300 0.44 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 160 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 180 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.2 180 0.1100 17.42 278.77 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
8.6 730 Total
Subcatchment DA-N2: Area B
Hydrograph
28 ❑Runoff
25.73 cfs
26 Type II 24': hr-
- 100-YR
24 24-W R
22
7.56,.
18 Ru n off Area-152,733 sf
16 Runoff Volume=l'.261:of
3 14
a Runoff Depth>4 31"
LL 12 Flow tongth=7�j
10 30-8.6 min
8 Tc
6 CN-,75
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 75
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N3: Area B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 32.56 cfs @ 11.96 hrs, Volume= 1.427 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
172,692 75 Chatham Co. Min
172,692 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.6 77 0.3300 0.36 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.3 172 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 344 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
4.1 593 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-N3: Area B
Hydrograph
36 - - - ■Runoff
34 32.56 c s
00-
TY�e-11-24, - --YR
32 ' .- * �
30
24=H R
28 "
f Rainall'=7.5 ' -
26 6
22 .
24 off Area- 692 of
Run
172
�noff Vailume=1, -
R �4�7! a#
,6o Run off De th>4. 2LL
..
C
14 -',- - - gta� ��
w F la Le
12
10 Ci 5 0 1 n
8
,75 -
6
4
2 "
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 76
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-N4: Area D
[49] Hint: Tc<2dt may require smaller dt
Runoff = 26.12 cfs @ 11.97 hrs, Volume= 1.189 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
143,917 75 Chatham Co. Min
143,917 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 95 0.3300 0.37 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 125 0.0480 10.31 103.12 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.0 7' Top.W=10.00'
n= 0.030 Earth, grassed &winding
1.5 452 0.3300 4.97 0.03 Circular Channel (pipe),
Diam= 1.0" Area= 0.0 sf Perim= 0.3' r= 0.02'
n= 0.013 Corrugated PE, smooth interior
5.9 672 Total
Subcatchment DA-N4: Area D
Hydrograph
28 ❑Runoff
26.12 cfs
26 Type II 24-hr 100-YR
24 24-W R
22
20 Rainfall=7.56"
18 Runoff Area=143,917'sf
16 Runoff Volume=1.189 of
c 14 Runoff Depth>4.32"
" 12 Flow Length=672'
10
8 Tc=5.9 min
6 CN=75
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 77
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S1:
Runoff = 96.40 cfs @ 12.03 hrs, Volume= 5.154 af, Depth> 4.31"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
625,000 75 Chatham Co. Min
625,000 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.5 170 0.1100 0.27 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 50 0.3300 4.02 Shallow Concentrated Flow,
Short Grass Pasture Kv= 7.0 fps
0.2 114 0.0400 9.41 94.13 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 511 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
11.1 845 Total
Subcatchment DA-S1:
Hydrograph
105 96.40 c ■Runoff
100 fs
Type E124: 00-YR
- -
95 -
90 ----- -' ------- - - - -
- - - - hr '�
85 ! - - - ! 24-H R-
Ral
- -, _75 . rlfa[C-7.56"
$0
Runoff-Area=625 000'-af-
70
65 - - - - -
w 60
Runoff Vo�uine=5 154-of-
� s,
55 .'
pth '�"LL __________________________________________________________ ________________ -
e >4.
Flow Len th 845`
0 50 _ _ _ _ uno D
45
40
Tc 11 30 1 ruin
35 _
25
CN-75
20
15 J -�' -- --- -----
10 .'
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 78
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S2:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.04 cfs @ 11.96 hrs, Volume= 0.396 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (ac) CN Description
1.100 75 Chatham Co. Min
1.100 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.0 100 0.3300 0.55 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
3.0 100 Total, Increased to minimum Tc = 5.0 min
Subcatchment DA-S2:
Hydrograph
10 ❑Runoff
9.04 cfs
9 Type II 24-hr 100-YR
$ 24-HR
Rainfall=7.56"
7 _ . Runoff Area=1.100 ac 6-Runoff Volume=0.396 of
3 5 Runoff Depth>4.32"
LL
4 _ . Flow Length=100'
Slope=0.3300 '/'
3 Tc=5.0 min
2 CN=75
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 79
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-S3: Area D
Runoff = 34.04 cfs @ 11.98 hrs, Volume= 1.566 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
189,584 75 Chatham Co. Min
189,584 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 130 0.3300 0.40 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 120 0.0500 10.52 105.22 Channel Flow,
Area= 10.0 sf Perim= 10.8' r= 0.93'
n= 0.030 Earth, grassed &winding
0.1 280 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
0.7 545 0.0660 13.50 215.94 Trap/Vee/Rect Channel Flow,
Bot.W=2.00' D=2.00' Z= 3.0 '/' Top.W=14.00'
n= 0.030 Earth, grassed &winding
6.5 1,075 Total
Subcatchment DA-S3: Area D
Hydrograph
38 ❑Runoff
36 34.04 cfs
34 - - - - - - - - - - -
Type H 24' 00-YR
32 *��
30 24--W-R
28 Rainfall's=7.56"
26
24 '..' Runoff Area=189584;sf
N 22 Rwnof Volume-
-
- - -
2o f Vo a=1�566 of
18 - - Runoff Depth>4 32"
u 16
Flow 14 Len',gth :1=,075'
Ff 12 - - -Te=6.5 min
10
8
- - - -CN-75
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 80
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW1:
[49] Hint: Tc<2dt may require smaller dt
Runoff = 87.87 cfs @ 11.96 hrs, Volume= 3.883 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (ac) CN Description
10.790 75 Chatham Co. Min
10.790 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.9 181 0.3300 0.62 Sheet Flow,
Grass: Short n= 0.150 P2= 3.53"
0.1 65 0.0300 8.15 81.52 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 3.0 &2.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 486 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.2 732 Total
Subcatchment DA-SW1:
Hydrograph
95 - - - - -
■Runoff
87.87 cfs
- e fl_ 24-hr '�00-YR
90 .- T nn
85
80 24=H R
75 ,
- - - Rainfall c"
70 - - - 7 56
Runoff area" 790 -
65 _q
60 ' � ' ' ' � 10. laCi
w 55
Runoff Marl-urge=-1883, of
w
r
__ --- __ -
r.,
50
3 - - - R - ff_QEpth' 2"
LL 45 u1nQ
35 .." f IoW Length 732' -
40
30
- c=5.2 min -
25
20 ! -CN=,75
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 81
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Subcatchment DA-SW2: Area A
[49] Hint: Tc<2dt may require smaller dt
Runoff = 26.78 cfs @ 11.96 hrs, Volume= 1.199 af, Depth> 4.32"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR, 24-HR Rainfall=7.56"
Area (sf) CN Description
145,120 75 Chatham Co. Min
145,120 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.1 120 0.3300 0.39 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.53"
0.2 100 0.0500 10.52 105.24 Trap/Vee/Rect Channel Flow,
Bot.W=0.00' D=2.00' Z= 2.0 & 3.07' Top.W=10.00'
n= 0.030 Earth, grassed &winding
0.2 316 0.3300 34.15 60.34 Circular Channel (pipe),
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Corrugated PE, smooth interior
5.5 536 Total
Subcatchment DA-SW2: Area A
Hydrograph
28 Rs 26.78 C ■Runoff
-26 ! Type I',I 24 hr 1 00-YR
------------
24 - - - - -24-H-R
Rainfall=7.W'
22
20
R
18 unoff Area-:145 120',sf
ff Va e=1' 199 of
v 16 Runo Ium
0 14
>4.�
- - -------------
"
Runoff-Depth' 2LL
nt -
12 w Le g = 6 --1=to
10 ,
TC=5.5 min81
--
DH~75 -
g "
4
2
0
5 6 7 8 L I
9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 82
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-G: Gabion
Inflow Area = 10.790 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 87.87 cfs @ 11.96 hrs, Volume= 3.883 of
Outflow = 86.18 cfs @ 11.96 hrs, Volume= 3.882 af, Atten= 2%, Lag= 0.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 15.17 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 4.07 fps, Avg. Travel Time= 0.8 min
Peak Storage= 1,184 cf @ 11.96 hrs, Average Depth at Peak Storage= 0.78'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 558.40 cfs
5.00' x 2.00' deep channel, n= 0.025 Rubble masonry, cemented
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 206.0' Slope= 0.1359 '/'
Inlet Invert= 338.00', Outlet Invert= 310.00'
Reach DC-G: Gabion
Hydrograph
87.87 c ■ Inflow
fs ❑Outflow
- - -_ -
lnfl` Aria-10
95
90 86.18 cfs - ate- - hC-
Ag. ;'Qth
85
Q�
80 T �+
75
70
65 - 2 60 n 0_.O
fn 55
n
0V V
50F
-0.1 359,
0 45
- apaci E
� � � J58.4
35 - �-— 0tS
3025
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 83
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N1:
Inflow Area = 8.721 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 63.79 cfs @ 12.00 hrs, Volume= 3.135 of
Outflow = 60.48 cfs @ 12.03 hrs, Volume= 3.130 af, Atten= 5%, Lag= 2.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.18 fps, Min. Travel Time= 1.2 min
Avg. Velocity= 1.48 fps, Avg. Travel Time= 3.4 min
Peak Storage= 4,467 cf @ 12.01 hrs, Average Depth at Peak Storage= 1.92'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 68.63 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 14.00'
Length= 300.0' Slope= 0.0067 '/'
Inlet Invert= 318.00', Outlet Invert= 316.00'
Reach DC-N1:
Hydrograph
❑ Inflow
70 63.79 cfs ❑outflow
65 60.48 cfs
1 of I ow' Area=8.721 ac
60 ' Avg. Depth=1 .92'
55
Max Vet=4.18 fps
50
45
_ n=0.030
.>!' 40
3 35
- L=300.0'
0
30 5=0.0067 T
25
20
Capacity=68.63 cfs
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 84
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N2:
Inflow Area = 3.506 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 25.73 cfs @ 12.00 hrs, Volume= 1.261 of
Outflow = 24.43 cfs @ 12.03 hrs, Volume= 1.258 af, Atten= 5%, Lag= 2.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.49 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 2.40 fps, Avg. Travel Time= 3.5 min
Peak Storage= 1,680 cf @ 12.01 hrs, Average Depth at Peak Storage= 0.78'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 205.89 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 500.0' Slope= 0.0600 7'
Inlet Invert= 318.00', Outlet Invert= 288.00'
Reach DC-N2:
Hydrograph
FE -flow
25.73 cfs - - ❑outflow
24.43 cfs - - - :Inflow:,Aroa-',3.506 'dG
28
-= - -'
22 QQ
24
r,
vg. ept
-7- - ps-
20 Max- el:
18 . -n-=0.030-
k' 16 i
00.0'
0 14LL
—
S=0.
12 0600 71
.
G �3aCltQJr' .$�
10 .
y G fs
6
4 "
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 85
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N3:
Inflow Area = 3.964 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 32.56 cfs @ 11.96 hrs, Volume= 1.427 of
Outflow = 30.32 cfs @ 11.99 hrs, Volume= 1.424 af, Atten= 7%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.26 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.41 fps, Avg. Travel Time= 4.1 min
Peak Storage= 2,568 cf @ 11.98 hrs, Average Depth at Peak Storage= 1.27'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 89.86 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 14.00'
Length= 350.0' Slope= 0.0114 7'
Inlet Invert= 292.00', Outlet Invert= 288.00'
Reach DC-N3:
Hydrograph
36 32.56 c ■ Inflow
fs I ❑Outflow
34
32 �.
30.32 cfs
n � �4 �c
g th=
30
Av .- Dep
28 ,-
26 'I ' ' l 'dX e-
ps-
24 0.030
22 n—'
20
18
- ,
3 Oe
14 S 0.-0�11
rL 16 .
Ca 3 City=89.$
12
6 cfs
8 ,.
6
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 86
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-N4:
Inflow Area = 3.304 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 26.12 cfs @ 11.97 hrs, Volume= 1.189 of
Outflow = 25.20 cfs @ 11.99 hrs, Volume= 1.187 af, Atten= 4%, Lag= 1.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.95 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 2.47 fps, Avg. Travel Time= 2.9 min
Peak Storage= 1,401 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.76'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 222.02 cfs
2.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 14.00'
Length= 430.0' Slope= 0.0698 7'
Inlet Invert= 290.00', Outlet Invert= 260.00'
Reach DC-N4:
Hydrograph
{
-------------------
■ Inflow
❑Outflow
28
-------------
Ar
. cs
I n#how' 3.304
G[
25.20 cfs
26 ear� .yC 24
;, Avg Depth-0.76'
22
----
Max 1eI .9 20-
6 #ps
n-0.030
18 .
42
16 +
0
12
S=0.0698 'F1'
.
- - - - c it. pa : =222,0 -
y 2 cfs
10
8 ' I I
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 87
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-RR: Riprap
[61] Hint: Submerged 3% of Reach DC-G bottom
Inflow Area = 10.790 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 86.18 cfs @ 11.96 hrs, Volume= 3.882 of
Outflow = 84.70 cfs @ 11.98 hrs, Volume= 3.878 af, Atten= 2%, Lag= 0.8 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.55 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 2.15 fps, Avg. Travel Time= 1.7 min
Peak Storage= 2,214 cf @ 11.97 hrs, Average Depth at Peak Storage= 0.80'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 458.22 cfs
10.00' x 2.00' deep channel, n= 0.035 Earth, dense weeds
Side Slope Z-value= 3.0 '/' Top Width= 22.00'
Length= 223.0' Slope= 0.0717 '/'
Inlet Invert= 310.00', Outlet Invert= 294.00'
Reach DC-RR: Ri prap
Hydrograph
-------------------------------------
- -
------------
■ Inflow
Outflow
90
86.18 cs95 84.70 cfs �� �dWAre1 ©
85
75 g ,Depth=0.80'
80
70 WPM
pS
65 ." ax
-0.0
60
n--` -
L-- 3 `-w 55
50 — O
- - - -
0 45
u - - - - - - - —
40 ,"
07
-1-7I
35
30 apacity 458 2 Cfs
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 88
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S1: DC-South 1
Inflow Area = 14.348 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 96.40 cfs @ 12.03 hrs, Volume= 5.154 of
Outflow = 91.49 cfs @ 12.08 hrs, Volume= 5.137 af, Atten= 5%, Lag= 3.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 7.85 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 2.42 fps, Avg. Travel Time= 6.1 min
Peak Storage= 10,691 cf @ 12.05 hrs, Average Depth at Peak Storage= 1.33'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 215.61 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 891.0' Slope= 0.0292 7'
Inlet Invert= 294.00', Outlet Invert= 268.00'
Reach DC-S1: DC-South 1
Hydrograph
- - - ---
-
------------
96.40 c Inflow
105 fs ■outflow
InfF, - 4.3
- 48 ge -
100 ..', ' Ar@
+, 49 cfs
90hDe Avg p -. 3'
1
85
75
ax el 85 f
80
70 - - -- .030
_ 65 ,' - - - -r- - -
-L=8910'
-------------
55
u
5O0Z92',-'/`
0 50
45 - -
Pap�W tlm2"�5 �1 cfs
40 "
35
30 / ,- - - - '- - - - -'r r r - - - - '- - - -
25 - -- - - - '- - - - -'r
20 -
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 89
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S2: DC-South 2
Inflow Area = 1.100 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 9.04 cfs @ 11.96 hrs, Volume= 0.396 of
Outflow = 8.30 cfs @ 12.01 hrs, Volume= 0.394 af, Atten= 8%, Lag= 3.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.18 fps, Min. Travel Time= 1.9 min
Avg. Velocity= 1.10 fps, Avg. Travel Time= 7.1 min
Peak Storage= 967 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.34'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 247.01 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.07' Top Width= 17.00'
Length= 470.0' Slope= 0.0383 '/'
Inlet Invert= 284.00', Outlet Invert= 266.00'
Reach DC-S2: DC-South 2
Hydrograph
❑ Inflow
10 9.04 cfs ❑outflow
9 Inflow' Area=1 .100 ac
8.30 cfs
Avg. Depth=0.34'
7 Max Vet=4.18 fps
w
6 n=0.030
3 5 L=470.0'
0
LL 4 S=0.0383 T
3 Capacity=247.01 cfs
2
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 90
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-S3:
Inflow Area = 4.352 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 34.04 cfs @ 11.98 hrs, Volume= 1.566 of
Outflow = 29.33 cfs @ 12.08 hrs, Volume= 1.554 af, Atten= 14%, Lag= 6.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.45 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 1.01 fps, Avg. Travel Time= 13.8 min
Peak Storage= 7,294 cf @ 12.01 hrs, Average Depth at Peak Storage= 1.07'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 107.12 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 833.0' Slope= 0.0072 7'
Inlet Invert= 294.00', Outlet Invert= 288.00'
Reach DC-S3:
Hydrograph
■ Inflow
38 34.04 cfs ❑outflow
36
---- --- ::Inflow:: Aroa=
34
29. Avg.- th=4.0 '-
32 QFip ��
33 cfs
30 I I
28
26 3.4
x e - 5 ps
24 30-
22
20
- - - -L=833.0'-
0 18
16
S=0 00 72 ,
14
y=10_ 71�-
- - - h cfs-
12 C pat
10 "
8
6
4
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 91
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW1: Southwest Channel
[61] Hint: Submerged 5% of Reach DC-RR bottom
Inflow Area = 10.790 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 84.70 cfs @ 11.98 hrs, Volume= 3.878 of
Outflow = 79.28 cfs @ 12.01 hrs, Volume= 3.866 af, Atten= 6%, Lag= 2.2 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.68 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.38 fps, Avg. Travel Time= 5.9 min
Peak Storage= 7,186 cf @ 11.99 hrs, Average Depth at Peak Storage= 0.84'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 392.33 cfs
15.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 7' Top Width= 27.00'
Length= 491.0' Slope= 0.0204 7'
Inlet Invert= 294.00', Outlet Invert= 284.00'
Reach DC-SW1: Southwest Channel
Hydrograph
8 4.7
■ Inflo
w
❑outflo w0 c90 fs aC85 Inflow p 'e1 ,�.��©
79.28 cfs
80
Avg. 0 84'' Depth
75
.
70 Max Vel=5 68 fps
65
60 n- 0
55 .
- L- 91.
50
0 45 - -----------',
IL
40 �' �' �' ���,0204: 71
35
30 a�itY=3 =2.3 ===ifs-
Ca ----
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 92
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach DC-SW2:
Inflow Area = 3.331 ac, Inflow Depth > 4.32" for 100-YR, 24-HR event
Inflow = 26.78 cfs @ 11.96 hrs, Volume= 1.199 of
Outflow = 25.60 cfs @ 11.99 hrs, Volume= 1.197 af, Atten= 4%, Lag= 1.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.20 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.65 fps, Avg. Travel Time= 3.7 min
Peak Storage= 1,565 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.62'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 262.47 cfs
5.00' x 2.00' deep channel, n= 0.030 Earth, grassed &winding
Side Slope Z-value= 3.0 '/' Top Width= 17.00'
Length= 370.0' Slope= 0.0432 '/'
Inlet Invert= 338.00', Outlet Invert= 322.00'
Reach DC-SW2:
Hydrograph
6.78 c ■ Inflow
28C2 fs - -!'1r�.C� ❑outflow
3331
25.60 cfs
nf-�ow'
26
24 .,
Avg Depth=E}.G2'
Max a
22
20 --
'0-fpS
i
18 ." - - - -:-n=0.030
_ >
16 v
0
14
12 S=0.0432 'f'
C pacit =262,4 -
$ , � 7cfs
10 "
6
4 ,
2
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 93
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach El: East Inlet
[79] Warning: Submerged Pond DI-1 Primary device# 1 OUTLET by 0.82'
Inflow Area = 15.448 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 97.32 cfs @ 12.07 hrs, Volume= 5.531 of
Outflow = 96.71 cfs @ 12.08 hrs, Volume= 5.528 af, Atten= 1%, Lag= 0.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 6.73 fps, Min. Travel Time= 0.3 min
Avg. Velocity= 1.78 fps, Avg. Travel Time= 1.1 min
Peak Storage= 1,656 cf @ 12.08 hrs, Average Depth at Peak Storage= 0.82'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 470.96 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.07' Top Width= 27.00'
Length= 115.0' Slope= 0.0522 '/'
Inlet Invert= 260.00', Outlet Invert= 254.00'
Reach El: East Inlet
Hydrograph
In
ow j
105 97.32 cfs ❑Oultflow
100 96.71 cfs ----- 1 of 1ow'Area=15.448 ac
95
90 - - - -
Avg. Depth=0.82'
85 - -
80
Max Vet 6.73 fps
75
70
-n=©.040
65
60 ':
L=1150'
55
0 50 -
LL
S=0.0522 7'
45
Capcit y
40 =470.96 cfs
35
30
25
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 11 24-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 94
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Reach WI: West Inlet
[79] Warning: Submerged Pond DI-2 Primary device# 1 OUTLET by 0.56'
Inflow Area = 10.790 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 79.28 cfs @ 12.01 hrs, Volume= 3.866 of
Outflow = 77.94 cfs @ 12.02 hrs, Volume= 3.863 af, Atten= 2%, Lag= 0.6 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 8.42 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2.08 fps, Avg. Travel Time= 1.4 min
Peak Storage= 1,589 cf @ 12.02 hrs, Average Depth at Peak Storage= 0.56'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 741.72 cfs
15.00' x 2.00' deep channel, n= 0.040 Earth, cobble bottom, clean sides
Side Slope Z-value= 3.0 7' Top Width= 27.00'
Length= 170.0' Slope= 0.1294 '/'
Inlet Invert= 276.00', Outlet Invert= 254.00'
Reach WI: West Inlet
Hydrograph
c ■ Inflow
79.28
fg ❑Outflow
8580 Areac
77.94 cfs
75
70 "
Avg. �,De : th=0.56'-
65 - -- Max V�1-8.42 fps- -
60 ,
55
n
3 _ .0�
45 -
U
LL 40 S 294: /'
35
30
�'
- - fs -
25
20 "
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 95
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-1:
[57] Hint: Peaked at 269.50' (Flood elevation advised)
[61] Hint: Submerged 6% of Reach DC-S1 bottom
[61] Hint: Submerged 19% of Reach DC-S2 bottom
Inflow Area = 15.448 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 97.32 cfs @ 12.07 hrs, Volume= 5.531 of
Outflow = 97.32 cfs @ 12.07 hrs, Volume= 5.531 af, Atten= 0%, Lag= 0.0 min
Primary = 97.32 cfs @ 12.07 hrs, Volume= 5.531 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 269.50' @ 12.07 hrs
Device Routing Invert Outlet Devices
#1 Primary 263.00' 36.0" x 60.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 260.00' S= 0.05007' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 268.40' 4.00'W x 0.75' H Vert. Orifice/Grate X 8.00 C= 0.600
Primary OutFlow Max=95.35 cfs @ 12.07 hrs HW=269.47' (Free Discharge)
L1=Culvert (Passes 95.35 cfs of 133.95 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 95.35 cfs @ 3.97 fps)
Pond DI-1:
Hydrograph
■Inflow
Prima
100 " s2 ifs a=1 48 - -
■Primary
S Are 5.4'�n#��w '
105 -% .
97. ��
95 - - - -+- - - -
90 Peak-
85 r r r
80
75 : - - - - - - - -
70 ' -- ."- - - - 'r i
65
60
3 55
0 50 "
a 45
40
35 - - -
30 - - - - '- - - - --- - - - '- r- - - i
25 '"" :- - - - - - -
20
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 96
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond DI-2:
[57] Hint: Peaked at 283.95' (Flood elevation advised)
Inflow Area = 10.790 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 79.28 cfs @ 12.01 hrs, Volume= 3.866 of
Outflow = 79.28 cfs @ 12.01 hrs, Volume= 3.866 af, Atten= 0%, Lag= 0.0 min
Primary = 79.28 cfs @ 12.01 hrs, Volume= 3.866 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 283.95' @ 12.01 hrs
Device Routing Invert Outlet Devices
#1 Primary 279.00' 36.0" x 65.0' long Culvert X 2.00
RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert= 276.00' S= 0.0462 7' Cc= 0.900
n= 0.011 Concrete pipe, straight&clean
#2 Device 1 283.50' 4.00' x 1.00' Horiz. Orifice/Grate X 8.00 Limited to weir flow C= 0.600
Primary OutFlow Max=77.37 cfs @ 12.01 hrs HW=283.94' (Free Discharge)
L1=Culvert (Passes 77.37 cfs of 111.46 cfs potential flow)
L2=Orifice/Grate (Weir Controls 77.37 cfs @ 2.18 fps)
Pond DI-2:
Hydrograph
7979.28 C ❑Infl w
o
fs Inflow ❑Primary
85 28 cfs Area=1,0.790 ac 80
Peak-75 P�
Elev 2 3.9
70
65
60
55
w 50
3 45
LL 40
35
30
25
20;
10= r
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 97
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Inflow Area = 12.053 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 83.57 cfs @ 12.02 hrs, Volume= 4.326 of
Outflow = 27.41 cfs @ 12.20 hrs, Volume= 2.808 af, Atten= 67%, Lag= 11.1 min
Primary = 12.30 cfs @ 12.20 hrs, Volume= 2.499 of
Secondary= 15.12 cfs @ 12.20 hrs, Volume= 0.309 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 315.40' @ 12.20 hrs Surf.Area= 22,932 sf Storage= 94,795 cf
Plug-Flow detention time= 131.8 min calculated for 2.799 of(65% of inflow)
Center-of-Mass det. time= 62.8 min ( 841.6- 778.8 )
Volume Invert Avail.Storage Storage Description
#1 310.00' 108,881 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
310.00 11,000 0 0
312.00 16,600 27,600 27,600
314.00 20,314 36,914 64,514
316.00 24,053 44,367 108,881
Device Routing Invert Outlet Devices
#1 Primary 311.30' 18.0" x 80.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 304.80' S= 0.08137' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 311.30' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.230 0.230
#3 Device 1 314.00' 3.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 315.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=12.29 cfs @ 12.20 hrs HW=315.40' (Free Discharge)
L1=Culvert (Inlet Controls 12.29 cfs @ 6.96 fps)
2=Skimmer (Passes < 0.23 cfs potential flow)
t3=Orifice/Grate
(Passes < 51.24 cfs potential flow)
Secondary OutFlow Max=14.91 cfs @ 12.20 hrs HW=315.40' (Free Discharge)
t-4=Broad-Crested Rectangular Weir (Weir Controls 14.91 cfs @ 1.70 fps)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 98
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-A: SB-A
Hydrograph
- - - - - - - - - -
83.57 cfs ■ Inflow
■Outflow
- - -12.� c
Primary
■Secondary
n - 53
Peak Efev=315.4080
90
85 ' ' I I I I
-----------75 -----
::Storage—-94,7
95 'c70
65
60 --- - - --- - - - - - - - - - -
w 55
50 .
c 45
EL: 40 E27.41 cfs
- - - --- - - - - - -
35
30
25
20 15.12 cfs s
15
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 99
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Inflow Area = 7.471 ac, Inflow Depth > 4.31" for 100-YR, 24-HR event
Inflow = 53.74 cfs @ 12.01 hrs, Volume= 2.682 of
Outflow = 32.07 cfs @ 12.12 hrs, Volume= 1.948 af, Atten= 40%, Lag= 6.6 min
Primary = 9.22 cfs @ 12.12 hrs, Volume= 1.614 of
Secondary= 22.85 cfs @ 12.12 hrs, Volume= 0.334 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 287.53' @ 12.12 hrs Surf.Area= 13,504 sf Storage= 50,385 cf
Plug-Flow detention time= 110.2 min calculated for 1.942 of(72% of inflow)
Center-of-Mass det. time= 47.2 min ( 825.3- 778.2 )
Volume Invert Avail.Storage Storage Description
#1 283.00' 56,831 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
283.00 7,600 0 0
284.00 10,080 8,840 8,840
286.00 11,968 22,048 30,888
288.00 13,975 25,943 56,831
Device Routing Invert Outlet Devices
#1 Primary 283.00' 15.0" x 40.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 280.00' S= 0.0750 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 283.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.110 0.110
#3 Device 1 286.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 287.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=9.18 cfs @ 12.12 hrs HW=287.50' (Free Discharge)
L1=Culvert (Inlet Controls 9.18 cfs @ 7.48 fps)
2=Skimmer (Passes < 0.11 cfs potential flow)
t3=Orifice/Grate
(Passes < 18.53 cfs potential flow)
Secondary OutFlow Max=21.08 cfs @ 12.12 hrs HW=287.50' (Free Discharge)
t-4=Broad-Crested Rectangular Weir (Weir Controls 21.08 cfs @ 1.91 fps)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 100
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-B: SB-B
Hydrograph
■ Inflow
53.74 cfs
l A ■outflow
1 ���C��/ .47 1 -ac- 0 Primary
60 11lOW ■Secondary
55 "
Peak E'rev27.5'3'
Storage=50,385 cf
50 "
45 "
40 I 32.07 cfs I I I I I I I
w 35
3 30 ..
M 25 22,85 cfs
20 -
15 cfs
10 �.
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 101
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
[61] Hint: Submerged 93% of Reach El bottom
[61] Hint: Submerged 25% of Reach WI bottom
Inflow Area = 26.238 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 168.80 cfs @ 12.05 hrs, Volume= 9.391 of
Outflow = 53.58 cfs @ 12.27 hrs, Volume= 6.191 af, Atten= 68%, Lag= 13.1 min
Primary = 25.63 cfs @ 12.27 hrs, Volume= 5.410 of
Secondary= 27.95 cfs @ 12.27 hrs, Volume= 0.782 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 259.61' @ 12.27 hrs Surf.Area= 45,342 sf Storage= 202,311 cf
Plug-Flow detention time= 129.8 min calculated for 6.171 of(66% of inflow)
Center-of-Mass det. time= 61.6 min ( 843.9- 782.2 )
Volume Invert Avail.Storage Storage Description
#1 254.00' 220,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
254.00 28,400 0 0
256.00 33,600 62,000 62,000
258.00 39,000 72,600 134,600
260.00 46,900 85,900 220,500
Device Routing Invert Outlet Devices
#1 Primary 254.00' 24.0" x 60.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 253.00' S= 0.01677' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 254.50' 5-in Skimmer
Head (feet) 0.00 0.01 0.10 1.00 10.00
Disch. (cfs) 0.000 0.230 0.230 0.230 0.230
#3 Device 1 258.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 259.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=25.60 cfs @ 12.27 hrs HW=259.60' (Free Discharge)
L1=Culvert (Inlet Controls 25.60 cfs @ 8.15 fps)
2=5-in Skimmer (Passes < 0.23 cfs potential flow)
t3=Orifice/Grate
(Passes < 97.31 cfs potential flow)
Secondary OutFlow Max=27.30 cfs @ 12.27 hrs HW=259.60' (Free Discharge)
t-4=Broad-Crested Rectangular Weir (Weir Controls 27.30 cfs @ 2.08 fps)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 102
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-C: SB-E
Hydrograph
l - - - - - - - - - -
-----------
170
168.80 j
flow
s utflowInflow Area=26.238 acimaryecondary
180 Peak Elev=259.61'
160 Storage=202,311 d
150
140
130
120
w 110
100
- - - - -
0 90
80 53.58 cfs
70
60
50
40 27.95 cfs s
30
20
10
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 103
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Inflow Area = 7.656 ac, Inflow Depth > 4.30" for 100-YR, 24-HR event
Inflow = 48.86 cfs @ 12.03 hrs, Volume= 2.741 of
Outflow = 22.42 cfs @ 12.20 hrs, Volume= 1.958 af, Atten= 54%, Lag= 10.2 min
Primary = 9.03 cfs @ 12.20 hrs, Volume= 1.715 of
Secondary= 13.39 cfs @ 12.20 hrs, Volume= 0.243 of
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 253.37' @ 12.20 hrs Surf.Area= 16,280 sf Storage= 53,827 cf
Plug-Flow detention time= 116.2 min calculated for 1.958 of(71% of inflow)
Center-of-Mass det. time= 51.0 min ( 832.2- 781.2 )
Volume Invert Avail.Storage Storage Description
#1 249.00' 64,350 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
249.00 500 0 0
250.00 12,000 6,250 6,250
252.00 14,500 26,500 32,750
254.00 17,100 31,600 64,350
Device Routing Invert Outlet Devices
#1 Primary 249.00' 15.0" x 50.0' long Culvert CPP, projecting, no headwall, Ke= 0.900
Outlet Invert= 248.00' S= 0.0200 7' Cc= 0.900
n= 0.018 Corrugated PE, corrugated interior
#2 Device 1 249.10' Skimmer
Head (feet) 0.00 0.10 10.00
Disch. (cfs) 0.000 0.100 0.100
#3 Device 1 252.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Secondary 253.00' 22.0' long x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=9.02 cfs @ 12.20 hrs HW=253.37' (Free Discharge)
L1=Culvert (Inlet Controls 9.02 cfs @ 7.35 fps)
2=Skimmer (Passes < 0.10 cfs potential flow)
t3=Orifice/Grate
(Passes < 17.69 cfs potential flow)
Secondary OutFlow Max=13.22 cfs @ 12.20 hrs HW=253.37' (Free Discharge)
t-4=Broad-Crested Rectangular Weir (Weir Controls 13.22 cfs @ 1.63 fps)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
ARBD Expansion 2023 Type 1124-hr 100-YR, 24-HR Rainfall=7.56"
Prepared by Smith Gardner, Inc. Page 104
HydroCADO 8.00 s/n 004004 ©2006 HydroCAD Software Solutions LLC 5/24/2024
Pond SB-D: SB-D
Hydrograph
■ Inflow
48.86 c fs ■Outflow
— 656-aC-
■ Primary
In#1o�nr Area- . ■Secondary
50 Pe
ak E'fev2a3.3' '
storage-53,827
45
C�
40
35
30 -' 22.42cfs - - - -j- - - -, - - -
0 25
a
20
15 13.39 cfs
10
5
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PRQIECT Stone LCID Landfill Expansion SHEET 1 OF 9 DATE 12/5/2022
COMPUTED BY JCL
SUBJECT Drainage Channel Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design drainage channels,ditches,etc.to handle stormwater flow from the design storm(s). The main
design criteria will be to ensure that all drainage channels,ditches,etc.will be able to accommodate the
peak discharge from the design storm without overtopping and without exceeding the allowable shear
stress and/or velocity of the selected channel lining.
REFERENCES: Federal Highway Administration(2001),Urban Drainage Design Manual,Hydraulic Engineering Circular
No.22,FHWA NHI-01-021,Second Ed.,U.S.Dept.of Transportation,Washington,D.C.
North Carolina Division of Land Resources(2013 Updates),North Carolina Erosion&Sediment Control
Planning&Design Manual,Raleigh,NC.
Malcom,H.Rooney(1989&2003 Supplement),Elements of Urban Stormwater Design,NC State Univ.,
Raleigh,NC.
Pennsylvania DEP Bureau of Watershed Protection(2000),Erosion and Sediment Pollution Control
Program Manual.
ANALYSIS: The following approach is used in the design of drainage channels:
1- Determine the peak discharge from the design storm(s)(from HydroCAD or spreadsheet
methods). For permanent linings(Grass,TRM,rip rap,gabions,etc.)use the peak discharge
from the 25-Yr 24-Hr storm unless otherwise specified. For grass lined channels,a smaller
design storm(2-Yr 24-Hr- unless otherwise specified)is used to evaluate temporary linings.
2- Input other design parameters(bottom width;side slopes;minimum freeboard,min./max.
slopes;and channel lining).
3. Based on the design parameters calculate normal depth of flow,velocity,Froude number,and
maximum shear stress for both max./min.slopes. Also determine the critical slope and
corresponding normal depth.
4. Compare the velocity and/or shear stress to allowable values(the maximum slope val ues will
control). If val ues are exceeded,revise design parameters as required.
5. Based on normal depth values and required freeboard(generally use the greater of 6 inches or
25%of the flow depth),determine the minimum channel depth and top width for both max./min.
slopes(the minimum slope values will control).
6. If the channel has a significant curved reach,evaluate the shear stress and superelevation of
the water surface in the bend.
CALCULATIONS:
Manning's Equation:
1.49AR2'3S"2 AV (HEC-22 Eq.5-5)
Q= =
n
where: Q = discharge(cfs)
n = Manning's roughness coefficient(See Below)
A = cross sectional area of flow(ft2)
R = hydraulic radius(ft)=A/P
P = wetted perimeter
S = slope of channel(ft/ft)
V = average channel velocity(ft/sec)
SMITH GARNER,INC. DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 2 OF 9 DATE 12/5/2022
COMPUTED BY JCL
SUBJECT Drainage Channel Analysis JOB# ARBD-21-1 CHECKED BY SAS
Maximum Shear Stress(Tractive Force Method
zd = ),d,S' (HEC-22 Eq.5-13)
where: ro = maximum shear stress on channel lining(psf)
y = unit weight of water(62.4 pcf)
d = maximum depth of flow(ft)
S = channel slope(ft/ft)
Froude Number:
v
Fr=
TTA
where: F, = Froude number(dimensionless)
v = flow velocity(ft/sec)
g = acceleration of gravity (32.2 ft/sec`)
A = cross-sectional area of flow(ft`)
T = top width of flow(ft)
Note that A/T=the hydraul is depth(D).For Fr>1.0,flow is supercritical;Fr<1.0,flow is subcritical;Fr=1.0,flow is
critical.
Critical Slope:
The critical slope(Sj is the slope at which Fr=1.0. When the slope is between 0.7S.and 1.3S.,unstable
flow may occur as small flow disturbances can initiate a change in the flow state. If slopes are within this
range,consider additional freeboard.
Manning's Roughness Coefficient(nl:
Gr ass:
R v6
n= (HEC-22 Eq.5-6-5-10)
[K+ 19.971og(R'4So.4)]
where: R = hydraulic radius(ft)
K = vegetative coefficient(depending on retardance class)
=15.8(Class A)
=23.0(CA ass B)
=30.2(G ass C)
=34.6(CA ass D)
=37.7(G ass E)
S = slope of channel(ft/ft)
Rip Rap:
1/6
n= Y (PA DEP Manual Fig.3)
21.6 log(d 5 + 14
o
where: y = depth of flow(ft)
050 = median size of rip rap(ft)
SMITH DRONER
SMITH GARNER,INC. DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 3 OF 9 DATE 12/5/2022
COMPUTED BY JCL
SUBJECT Drainage Channel Analysis JOB# ARBD-21-1 CHECKED BY SAS
Curved Channels(Where Applicable
Shear Stress in Bend:
zh = Khzd (HEC-22 Eq.5-15)
where: r o = bend shear stress(psf)
Kb = function of Rc/B(use HEC-22 Chart 21)
ro = maximum shear stress on channel lining(psf)
Fc = radius to the centerl ine of the channel (ft)
B = bottom width of channel (ft)
Superelevation at Outside of Bend:
T, T
Z (HEC-22 Eq.5-11 modified)
A d= 0.5
gR,.
where: A 0 = superelevation of water surface between the outer channel bank and the
centerline of the channel (avg.water surface before bend)(ft)
V = average channel velocity(ft/sec)
T = top width of flow(ft)
g = acceleration of gravity (32.2 ft/sec2)
A, = radius to the centerl ine of the channel (ft)
Allowable Shear Stress/Velocity:
Grass-Lined Channels:
For grass-lined channels,an allowable velocity approach is applicable for slopes flatter than 10%. For
slopes of 10%and steeper appropriate permanent linings should be used. For use in the evaluation of
curved channels,the following allowable shear stress values(lb/ftz)can be assumed based on retardance
cl ass:
Gass A: 3.7
Gass B: 2.1
G ass C: 1
Gass D: 0.6
CA ass E: 0.35
Rip Rap-Lined Channels:
For rip rap-lined channels,an allowable velocity approach is applicable for slopes flatter than 10%(see table
below). For slopes of 10%or steeper,use the following equation:
zaz/'_ = 4 x dso (HEC-22 Eq.5-17)
where: ra„ow = allowable shear stress(psf)
050 = median size of rip rap(ft)
SMITH GARDNER
SMITH GARNER,INC. DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 4 OF 9 DATE 12/5/2022
COMPUTED BY JCL
SUBJECT Drainage Channel Analysis JOB# ARBD-21-1 CHECKED BY SAS
Riprap Gradation, Filter Blanket Requirements,Maximum Velocities
Graded Rock Size in Filter Blanket Re uirements**
Placement VWX
NSA No. Max- dso* Min. Size NSA No. Thickness (ftlsec
R-1 1.5 .75 No.8 FS-1 N/A 2.5
R-2 3 1.5 1 FS-1 WA 4.5
R-3 6 3 2 FS-1 3 6.5
RA 12 6 3 FS-2 4 9.0
R-5 18 9 5 FS-2 6 11.5
R-6 24 12 7 FS-3 8 13.0
R-7 30 15 12 FS-3 10 i 14.5
The d5o stone size is the size exceeded by 50%of the total weight of the tonnage shipped(i.e. 50%
by weight shall consist of pieces larger than the d5o stone size").
** This is a general standard. Soil conditions at each site should be analyzed to determine actual filter
size. A suitable woven or non-woven geotextile underlayment,used according to manufacturer's
recommendations,may be substituted for the filter stone.
Ref• PA DEPManua)Table 5
Reno Mattress or Gabion-Lined Channels:
For Reno mattress or gabion-lined channels,use allowable velocityfor slopes flatter than 10%and
allowable shear stress for slopes of 10%or steeper(see table below).
Maximum Permissible Velocities for Reno Mattress& Gabions
Permissible* Permissible—
Thickness Rock Fill Shear Stress
Type In Inches Gradation in Velocity(fps) Iblfts
.025-.030 _6 _ 3-6 6.0 8,35
Reno 625-A30 6-10 3_6 12.0 8.35
Mattress .025-.030 10-12 3-6 15.0 8.35
025-.030 12-18 4-6 1 18.0 1 8,35
Gabion .027 >18 5-9 1 22.0 8.35
* Permissible velocities may be increased by the introduction of sand mastic grout. Refer to
manufacturer's recommendations/specifications for permissible velocities and for recommendations
regarding filters or geotextile fabric underlayment when using Reno mattresses or gabions for
channel linings.
-Based on vegetation completely grown.
Ref. PA DEPManua/Table 95
SMITH -GQRONER
SMITH GARNER,INC. DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PRQIECT Stone LQD Landfill Expansion SHEET 5/9
JOB# ARBD-21-1
SUBJECT Drainage Channel Analysis(Grass Lined) DATE 5/24/2024
COMPUTED BY JCL
Channel No. DG141-DG144 CHECKED By SAS
Design Parameters:
PEAK DISCHARGE,Q?= 17.0 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE,Q?5= 43.7 ftl/s Source:HydroCAD25-Yr24-Hr
Bottom Width,B= 2.0 ft Permanent Grass Lining Temporary Lining
Left Side Slope,zr= 3.0 horizontal:1 vertical Grass Relardance= D Temporary Lining Used(Y/N)= Y
Right Side Slope,zz= 3.0 horizontal:1 vertical K= 34.6 RECP Product Name=NA Green-Curlex I,or equal
V_= 5.0 ft/sec Manning's Coefficient,n= 0.035
Minimum Freeboard= 0.5 ft r,,_= 0.60 Ib/ft2 = 1.55 Ib/ft2
Maximum Channel Slope,S_= 0.020 ft/ft Bare Ground(If Temporary Liner Not Usedy
Minimum Channel Slope,Sm _` 0.010 ft/ft Manning's Coefficient,n= 0.020
V_= 2.0 ft/sec
Normal Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm.Depth) Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity(V)or of Safety Comment
V Coefficient A P R=A7P T DeWT V Q F,(Normal) rd Sh.Stress(S) v�,/v„or
ft n ft2 ft ft ft ft fl/s ft3/s # Ib/ft2 Used? r-/ry
02
Maximum Slope:
0.90 0.035 4.23 7.69 0.55 7.40 0.57 4.04 17.1 0.94 1.1 S 1.4 CX
Minimum Slope:
1.06 0.035 5.49 8.70 0.63 8.36 0.66 3.13 17.2 0.68 0.7 S 2.3 CX
025
Maximum Slope:
1.61 0.050 11.00 12.18 0.90 11.66 0.94 3.97 43.6 0.72 2.0 V 1.3 O.K.
Minimum Slope:
1.92 0.052 14.90 14.14 1.05 13.52 1.10 2.94 43.8 0.49 1.2 V 1.7 O.K.
Critical Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Grit.Depth) Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope Comment
Y Coefficient A P R=A/P T DeWT Z=ADr�z Q 1/1 F,(0-ifical) S,
ft n ft, ft ft ft ft ft�s ft'/s fl/s # ft/ft
C2
0.87 0.035 4.01 7.50 0.53 722 0.56 2.99 17.0 4.23 1.00 0.023 Slopes Near So-Check Freeboard.
C25
1.38 0.047 8.47 10.73 0.79 10.28 1 0.82 7.69 43.7 5.15 1.00 0.037 Flow is Stable.
Determination of Minimum Channel Depth&Top Width(Based on 025)
Maximum Slope Minimum Slope
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
2.11 14.66 2.42 16.52
SMITH GARDNER,INC DO North DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PRQIECT Stone LQD Landfill Expansion SHEET 6/9
JOB# ARBD-21-1
SUBJECT Drainage Channel Analysis(Grass Lined) DATE 5/24/2024
COMPUTED BY JCL
Channel No. DC-S7-DGS3&DC-SW2 CHECKED By SAS
Design Parameters:
PEAK DISCHARGE,Q?= 25.8 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE,Q?5= 66.0 ftl/s Source:HydroCAD25-Yr24-Hr
Bottom Width,B= 5.0 ft Permanent Grass Lining Temporary Lining
Left Side Slope,zr= 3.0 horizontal:1 vertical Grass Relardance= D Temporary Lining Used(Y/N)= Y
Right Side Slope,zz= 3.0 horizontal:1 vertical K= 34.6 RECP Product Name=NA Green-Curlex I,or equal
V_= 5.0 ft/sec Manning's Coefficient,n= 0.035
Minimum Freeboard= 0.5 ft r,,_= 0.60 lb/ft' 1.55 Ib/ft,
Maximum Channel Slope,S_= 0.025 ft/ft Bare Ground(If Temporary Liner Not Usedy
Minimum Channel Slope,Sm _` 0.010 ft/ft Manning's Coefficient,n= 0.020
V_= 2.0 ft/sec
Normal Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm.Depth) Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity(V)or of Safety Comment
V Coefficient A P R=A7P T DeWT V Q F,(Normal) rd Sh.Stress(S) v�,/v„or
ft n ft2 ft ft ft ft fl/s ft3/s # Ib/ft2 Used? r-/ry
02
Maximum Slope:
0.77 0.035 5.63 9.87 0.57 9.62 0.59 4.63 26.1 1.07 1.2 S 1.3 CX
Minimum Slope:
0.98 0.035 7.78 11.20 0.69 10.88 0.72 3.34 26.0 0.70 0.6 S 2.5 CX
025
Maximum Slope:
1.45 0.047 13.56 14.17 0.96 13.70 0.99 4.89 66.4 0.87 2.3 V 1.0 O.K.
Minimum Slope:
1.87 0.050 1984. 16.83 1.18 16.22 1.22 3.33 66.1 0.53 1.2 V 1.5 O.K.
Critical Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Grit.Depth) Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope Comment
Y Coefficient A P R=A/P T DeWT Z=ADr�z Q 1/1 F,(0-ifical) S,
ft n ft, ft ft ft ft ft�s ft'/s fl/s # Wit
C2
0.80 0.035 5.92 10.06 0.59 9.80 0.60 4.60 26.1 4.41 1.00 0.022 Slopes Near So-Check Freeboard.
C25
1.34 0.046 12.09 13.47 0.90 13.04 0.93 11 64 66.0 5.46 1 00 0.033 Slopes Near Sc-Check Freeboard.
Determination of Minimum Channel Depth&Top Width(Based on 025)
Maximum Slope Minimum Slope
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.95 16.70 2.37 19.22
SMITH GARDNER,INC DC-South DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 7/9
JOB# ARBD-21-1
SUBJECT Drainage Channel Analysis(Reno/Mattress/Gabi on) DATE 12/5/2022
COMPUTED BY JCL
Channel No. DC-South(Gabion) CHECKEDBY SAS
Design Parameters.
PEAK DISCHARGE,Q25= 62.4 ft5/s Source: HydroCAD 25-Yr 24-Hr
Bottom Width,B= 5.0 ft Reno Mattress/Gabion Lining
Left Side Slope,z,=■ 3.0 horizontal:1 vertical Product Type=12'Reno Mattress
Right Side Slope,Z2= 3.0 horizontal:1 vertical Manning's Coefficient,n= 0.030
eaow= 15.0 ft/sec
Minimum Freeboard= 0.5 ft zeaow= 8.4 lb/ft'
Maximum Channel Slope,S_= 0.150 ft/ft
Minimum Channel Slope,Smjn= 0.020 ft/ft
Normal Depth
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm.Depth) Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity(V)or of Safety Comment
Y Coefficient A P R=A/P T D=A/T V Q F,(Normal) ad Sh.Stress(S) V,/Io„JV„ or
ft n ft, ft ft ft ft ft/s ft,/s # lb/ft' Used? ze�iaw/xp
Maximum Slope:
0.70 0.030 4.97 9.43 0.53 9.20 0.54 12.55 62.4 3.01 6.6 S 1.3 0.K.
Minimum Slope:
1.19 0.030 10.20 12.53 0.81 12.14 0.84 6.12 62.5 1.18 1.5 V 2.4 0.K.
Critical Depth
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Grit.Depth) Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope Comment
Y. Coefficient A P R=AIP T D=AiT z=gw112 Q V� F,(Oitical) S,
ft n ft2 It ft ft ft ft2.5 ft3/s ft/s # ft/ft
1.30 0.030 11.57 13.22 0.88 12.80 0.90 11.00 62.4 5.39 1.00 0.014 Flow is Stable.
Determination of Minimum Channel Depth&Top Width
Maximum Slope Minimum Slope
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft It
1.20 12.20 1.69 15.14
SMITH GARHNER.INC. Reno Mattress-Gabion DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 8/9
JOB# ARBD-21-1
SUBJECT Drainage Channel Analysis(Rip Rap Lined) DATE 12/5/2022
COMPUTED BY JCL
Channel No. DC-South(Rip Rap) CHECKEDBY SAS
Design Parameters.
PEAK DISCHARGE,Q25= 61.3 ft3/s Source: HydroCAD 25-Yr 24-Hr
Bottom Width,B= 10.0 ft Rip Rap Lining
Left Sid.Slope,z,=■ 3.0 14horizontal:1 vertical D.= 0.50 ft
Right Side Slope,Z2= 3.0 horizontal:1 vertical VNrow= 13.0 ft/sec
zeliow= 2.0 lb/ft'
Minimum Freeboard= 0.5 ft
Maximum Channel Slope,S_= 0.099 ft/ft
Minimum Channel Slope,Smj,,= 0.010 ft/ft
Normal Depth
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm.Depth) Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity(V)or of Safety Comment
Y Coefficient A P R=A/P T D=A/T V Q F,(Normal) ad Sh.Stress(S) V,/Io„JV„ or
ft n ft, ft ft ft ft ft/s ft,/s # lb/ft' Used? ze�iow/xp
Maximum Slope:
0.77 0.053 9.48 14.87 0.64 14.62 0.65 6.55 62.0 1.43 4.8 V 2.0 0.K.
Minimum Slope:
1.33 0.045 18.61 18.41 1.01 17.98 1.03 3.32 61.7 0.57 0.8 V 3.9 0.K.
Critical Depth
Depth of Flow Manning's Area Wetted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Grit.Depth) Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope Comment
Y. Coefficient A P R=AIP T D=AiT z=4w 112 Q Vo F,(Oitical) So
ft n ft, ft ft ft ft ft2.5 ft3/s ft/s # ft/ft
0.95 0.050 12.21 16.01 0.76 15.70 0.78 10.76 61.1 5.00 1.00 0.040 Flow is Stable.
Determination of Minimum Channel Depth&Top Width
Maximum Slope Minimum Slope
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.27 17.62 1.83 20.98
SMITH GARHNER.INC. Rip Rap DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PRQIECT Stone LQD Landfill Expansion SHEET 9/9
JOB# ARBD-21-1
SUBJECT Drainage Channel Analysis(Grass Lined) DATE 12/5/2022
COMPUTED BY JCL
Channel No. DC-SW1 CHECKED By SAS
Design Parameters:
PEAK DISCHARGE,Q?= 22.4 ft3/s Source:HydroCAD 2-Yr 24-Hr
PEAK DISCHARGE,Q?5= 56.9 ftl/s Source:HydroCAD25-Yr24-Hr
Bottom Width,B= 15.0 ft Permanent Grass Lining Temporary Lining
Left Side Slope,zr= 3.0 horizontal:1 vertical Grass Retardance= D Temporary Lining Used(Y/N)= Y
Right Side Slope,zz= 3.0 horizontal:1 vertical K= 34.6 RECP Product Name=NA Green-Curlex I,or equal
V_= 5.0 ft/sec Manning's Coefficient,n= 0.035
Minimum Freeboard= 0.5 ft rw,_= 0.60 lb/ft' = 1.55 Ib/ft,
Maximum Channel Slope,S_= 0.050 ft/ft Bare Ground(If Temporary Liner Not Usedy
Minimum Channel Slope,Sm _` 0.010 ft/ft Manning's Coefficient,n= 0.020
V_= 2.0 ft/sec
Normal Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Average Flow Froude Maximum Allowable Factor
(Norm.Depth) Roughness of Flow Perimeter Radius Width Depth Velocity Rate Number Shear Stress Velocity(V)or of Safety Comment
V Coefficient A P R=A7P T DeWT V Q F,(Normal) rd Sh.Stress(S) v�,/v„or
ft n ft2 ft ft ft ft ft/s ft3/s # Ib/ft2 Used? r-/ry
02
Maximum Slope:
0.33 0.035 5.28 17.09 0.31 16.98 0.31 4.35 22.9 1.37 1.0 S 1.5 CX
Minimum Slope:
0.52 0.035 8.61 18.29 0.47 18.12 0.48 2.58 22.2 0.66 0.3 S 4.8 CX
025
Maximum Slope:
0.70 0.050 11.97 19.43 0.62 19.20 0.62 4.78 57.2 1.07 2.2 V 1.0 O.K.
Minimum Slope:
1.16 0.055 21.44 22.34 0.96 21.96 0.98 2.65 56.8 0.47 0.7 V 1.9 O.K.
Critical Depth
Depth of Flow Manning's Area Welted Hydraulic Top Hydraulic Section Flow Average Froude Uniform-Flow
(Crit.Depth) Roughness of Flow Perimeter Radius Width Depth Factor Rate Velocity Number Critical Slope Comment
Y Coefficient A P R=A/P T DeWT Z=ADr�z Q 1/1 F,(0-ifical) S,
ft n ft, ft ft ft ft ft�s ft'/s ft/s # ft/ft
C2
0.40 0.035 6.48 17.53 0.37 17.40 1 0.37 3.95 22.4 346 1.00 0.025 Flow is Stable.
C25
0.73 0.051 12.55 1962. 0.64 19.38 1 0.65 10.10 57.3 4.57 1.00 0.044 Slopes Near Sc-Check Freeboard.
Determination of Minimum Channel Depth&Top Width(Based on 025)
Maximum Slope Minimum Slope
Minimum Minimum Minimum Minimum
Channel Top Width Channel Top Width
Depth T Depth T
ft ft ft ft
1.20 22.20 1.66 24.96
SMITH GARDNER,INC DC-Southwest DRAINAGE CHANNEL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
This page intentionally left blank.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PROJECT Stone LCID Landfill Expansion SHEET 1 OF 3 DATE 12/5/2022
COMPUTED BY JCL
SUBJECT Drop Inlet Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design drop inlets to handle stormwater flow from the design storm(s). The main design criteria wil I be
to ensure that all drop inlets will be able to accommodate the peak rate of run off from the design storm
without exceeding the allowable headwater depth.
REFERENCE: Malcom,H.Rooney(1989&2003 Supplement),Elements of Urban Stormwater Design,NC State Univ.,
Raleigh,NC.
ANALYSIS: The following approach is used in the design of drop Inlets:
1. Determine the peak discharge from the design storm(s)(from HydroCAD or spreadsheet
methods). Use the peak discharge from the 25-Yr 24-Hr storm unless otherwise specified.
2. As appropriate,analyze the inlet structure as a weir-type inlet and/or grated inlet.
3. Analyze the outlet structure separately by evaluating its behavior as a culvert.
CALCULATIONS:
Weir-Type Inlet=>Use the Weir Equation:
Q= CW LH312 (Malcom Eq.1-6)
where: Q = peak discharge(cfs)
Ca = weir coefficient(=3.0 for free overfal l)
L = length of weir(ft)
H = driving head(ft) (=allowable headwater above crest of weir)
Grated Inlet=>Use the Orifice Equation:
Q= Cd A 2gh (Malcom Eq.1-7)
where: G = peak discharge(cfs)
Cd = coefficient of discharge(0.6=typical value)
A = cross-sectional area of flow at orifice entrance(ft)
9 = acceleration of gravity(32.2 ft/seC2)
h = driving head(ft)(=allowable headwater above grate)
SMITH GARNER,INC. DROP INLET SG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 2/3
JOB# ARBD-21-1
SUBJECT Drop Inlet Analysis DATE 12/5/2022
COMPUTED BY JCL
CHECKED BY SAS
Drop Inlet No.: DI-1(x2)
Peak Discharges
PEAK DISCHARGE,Q25(cfs)= 83.8 Source: HydroCAD 25-Yr 24-Hr
Drop Inlet Parameters:
Weir Coefficient= 3.0
Coefficient of Discharge(Orifice)= 0.6
Allowable Driving Head(ft)= 1.5
Weir-Tyne Inlet:
L(ft)= 32
Q(cfs)= 176.4
SMITH GARDNER
SMITH GARNER,INC. Di-1 DROP INLET SG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 3/3
JOB# ARBD-21-1
SUBJECT Drop Inlet Analysis DATE 12/5/2022
COMPUTED BY JCL
CHECKED BY SAS
Drop Inlet No.: 13I-2(x2)
Peak Discharges
PEAK DISCHARGE,Q25(cfs)= 56.9 Source: HydroCAD 25-Yr 24-Hr
Drop Inlet Parameters:
Weir Coefficient= 3.0
Coefficient of Discharge(Orifice)= 0.6
Allowable Driving Head(ft)= 1.5
Weir-Tyne Inlet:
L(ft)= 32
Q(cfs)= 176.4
SMITH GARDNER
SMITH GARNER,INC. Di-2 DROP INLET SG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
This page intentionally left blank.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleiqh,NC27603 919.828.0577 www.smithgardnerinc.com
PROJECT Stone LCID Landfill Expansion SHEET 1 OF 18 DATE 5/7/2024
COMPUTED BY JCL
SUBJECT Sediment Basin Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design a sediment basin(s)to satisfy erosion and sediment control requirements and to handle the flow
from the design storm.
REFERENCES: American Concrete Pipe Association(1996),"Design Data 41 - Manhole Floatation",ACPA,Irving,TX.
Malcom,H.Rooney(1989&2003 Supplement),Elements of Urban Stormwater Design,NC State Univ.,
Raleigh,NC.
North Carolina Division of Land Resources(2013 Updates),North Carolina Erosion&Sediment Control
Planning&Design Manual,Raleigh,NC.
Virginia Department of Conservation and Recreation(1992),Virginia Erosion&Sediment Control
Handbook,Third Edition,Richmond,VA.
ANALYSIS: The following approach is used to properly size and evaluate each sediment basin:
1. Design for Wet(If Applicable)and Dry Storage.
2. Route Design Storm.
3. Design Outlet Structures(Design Riser/Barrel Structures and Perform Riser Base Calculations,
Anti-Seepage Collar Calculations,&Emergency Spillway Calculations).
CALCULATIONS:
Design for Wet(If Applicable)and Dry Storage:
Determine required wet(if applicable)and dry storage volumes based on applicable erosion and sedimentation
control requirements.
If applicable,calculate the desired surface area at the principal spillway. For some locations:
A= 0.01Qf,
where: A = desired surface area(acres)
G F = peak discharge from design storm(cfs)
(NC- Use 10-yr 24-hr storm;C4- Use 2-yr 24-hr storm)
Set up a stage-storage relationship for the proposed basin as shown below. Based on this relationship and the
required volume(s)and/or desired surface area,determine the required wet storage(if applicable)and dry storage
elevations. Alternatively the elevation(s)can be determined from a graphical stage-storage relationship.
S= KZ' (Malcom Eq.III-7)
where: 5 = storaqe volume(ft)
K b = linear regression constants describing the stage-storage relationship
z = stage referenced to the bottom elevation included in the analysis(ft)
Set sediment basin cleanout elevation.
SMITH GARDNER,INC. SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 2 OF 18 DATE 5/7/2024
COMPUTED BY JCL
SUBJECT Sediment Basin Analysis JOB# ARBD-21-1 CHECKED BY SAS
Size the outlet device to release the dry storage volume(WON/)over the desired drawdown period(typical ly this is a
minimum of 24 hours). Use the following equation:
As 2h (from Original Edition of NCE&SCP&DM)
A TCd(20,428)
where: A, = surface area of dewaterinq hole(s)(ft)
A s = surface area of basin(at principal spillway)(ft)
h = average head of water above hole(=(elev.of principal spillway-elev.of wet storage
or(if not applicable)bottom of basin)/2)(ft)
C o = coefficient of contraction(=0.60)
7 = detention time(hrs.)(vary over recommended limits)
Select a standard pipe size and number of holes. Verifythat the projected drawdown period is within the
recommended limits.
Where desired,size a drain for the basin for maintenance. The drain should dewater the basin(to principal
spillway)within 24 hours. Use the above equation to determine Ao of the basin drain. The inlet of the drain should
be protected from the sediment storage zone.
Evaluate basin shape. Compare with the recommended length to width ratio. If this ratio is not achieved,the basin
should be modified or baffles should be added as required.
Route Design Storm:
Route the design storm through the basin and determine the maximum pool elevation and the peak discharge(via
HydroCAD,spreadsheet methods,or other). Depending on local requirements,multiple design storms may need
to be considered and the peak discharge may need to be compared with the pre-development value.
Based on the peak stage of the design storm,check settling efficiency of the design particle. The design particle is
typically40 microns(0.04 mm)(within silt size criteria).
Settling Velocity of Design Particle
V =
g �(S S _ 1)]d2 (Malcom Eq.IV-3)
18 v J
where: �� = settling velocity(ft/s) -convert from(m/s)
9 = gravitational acceleration(m/s2)
55 = specific gravity of design particle
V = kinematic viscosity ofthefluid(m2/s)
(=1.14 x 10-6 mz/s(a�15C- Ref.Streeter,1975)
a = diameter of design particle(m)
Surface Area
As = WsZ(b-1) (Malcom Eq.IV-7)
where: A, = surface area at given stage(Z)(ft)
Ks,b = linear regression constants describing the stage-storage relationship
SMITH DRONER
SMITH GARDNER,INC. SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 3 OF 18 DATE 5/7/2024
COMPUTED BY JCL
SUBJECT Sediment Basin Analysis JOB# ARBD-21-1 CHECKED BY SAS
Settling Efficiency
E= 1- L1+ VOAS1 N (Malcom Eq.IV-1)
NQ J
where: E = settling efficiency(decimal fraction-convert to%)
A a = surface area at given stage(Z)(ft)
N = number of effective cells(N=2 with forebay)
G = discharge at given stage(Z)(cfs)
-Design of Outlet Structures:
Design riser/barrel structures based on information used in routing the design storm.
Design base for riser structure to resist design uplift force. Base must have a buoyant weight of at least the design
uplift force. If a concrete riser structure is used,the buoyant weight of the riser can be accounted for in the
calculations.
Design Uplift Force(otQ
T — WTop — Wsott — Rsotr (from VAE&SCH Spec.3.14)
F= (FS)V, ,,-,,, — WRfser
where: TF = design uplift force(I bs)
FS = factor of safety(use 1.25)
VRiser = interior volume of the riser(ft2)(base elevation to principal spillwayelevation)
VH2c = density of water(62.4 pcf)
WRiser buoyant weight of riser(not including base or top)(Ibs)
WTop = buoyant weight of riser top(Ibs)
Wso;i = buoyant weight of soil backfill around riser(above base projection)(Ibs)
Rso;i = sliding resistance of soil backfill around riser(Ibs)'
See American Concrete Pipe Association Design Data 41 for more information.
Volume of Concrete for Base
V on = T F T F (from VAE&SCH Spec.3.14)
W,_,, (150- 62.4)
where: t' volume of concrete(ft)
W coic6 = buoyant weight of concrete(150-62.4=87.6 I bs)
Anti-Seepage Col lar(s)
Determine anti-seepage collar requirements based on the following equation. Alternatively,a filter
diaphragm maybe designed.
LS = y z+ 4)1
1+ 0.25- s�IJ (VA E&SC Handbook p.1II-102)
where: L, = length of pipe in the saturated zone(ft)
y = distance from barrel invert to riser crest(ft)
2 = slope of upstream embankment(zH:1V)
s = pipe slope(ft/ft)
SMITH GARDNER
SMITH GARNER,INC. SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 4 OF 18 DATE 5/7/2024
COMPUTED BY JCL
SUBJECT Sediment Basin Analysis JOB# ARBD-21-1 CHECKED BY SAS
Determine Ls and use design chart to determine anti-seepage collar requirements. If more than one col lar is used,
the spacing between collars should be 14 times the projection(P)of the collar above the barrel. The first collar
should beset at 2P from the riser or a minimum length to bury collar in slope.
Emergency Spillway
Design crest length of emergency spillway to handle flow from the design storm using the following equation.
Determine peak flow from stormwater routing program. If applicable,design outlet channel as a drainage channel
or rock chute.
QP = CIILH312 (Malcom Eq.1-6)
where: C F = peak discharge from design storm(cfs)
C w = weir coefficient(=3.0 for free overfal I)
L = length of weir(ft)
h = driving head(ft) (=allowable headwater above crest of weir or calculated
value from stormwater routing program)
SMITH GARDNER
SMITH GARDNER,INC. SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 5/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Basin No.:
DESIGN FOR WET(IF APPLICABLE)AND DRYSTCRAGE:
Areas Drelning Into Basin:
Area
Drainage Area (acres)
Drainage Area 12.1
Total= 12.1 Acres
Basin Requirements:
Wet Storage,
Required Storage Capacity(ft'/Ac.) 0 Enter"0"if Not Applicable.
Required Storage Capacity(ft')= 0
Required Depth of Wet Storage(ft)= 0.0 Enter"0"if Not Applicable.
Dry Storage,
Required Storage Capacity((('/Ac.)= 3,600 To Crest of Principal Spillway
Required Storage Capacity(ft')= 43,560
Multipier(X)for Desired Surface Area(OP x X) 0.01 Al(rest of Principal Spillway
Peak Discharge into Basin(Op)(cfs)_� 60.1 From HydroCAD-25-Yr,24-Hr.Storm
Desired Surface Area(Ac)= 0.60
Desired Surface Area(ft')= 26,193
Determine Staae-Slorage Function:
Contour Area Area Incremental Omulatly Stage InS InZ Zest
(ft2) (acres) Vol ume(ft) Volume(ft') (ft)
311 11,000 0.25 0 0.0
312 16,600 0.38 20,700 20,700 1.5 9.94 0.41 1.50
314 20,314 0.47 36,914 57,614 3.5 10.96 1.25 3.47
316 24,053 0.55 44,367 101,981 5.5 11.53 1.70 5.53
Linear Regression Constants:
Ks= 12,551 Storage=12551 e1.22
b= 122
'CAUTION:CHECK INPUT FOR REGRESSION ANALYSIS!
Stage-Surface Area Relationship Stage-Storage Relationship
317 317
316 316
315 315
314 314
C K
a 313 a 313
N N
312 312
311 311
310 310
0 5,000 10,000 15,000 20,000 25,000 30,000 0 20,000 40,003 60,000 60,000 10o0o0 120,000
surface Area(sf) storage(cf)
SMITH- GARDNER
SMITH GARDNER,ING Basin A SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 6/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/16/2022
COMPUTED BY JCL
CHECKED BY SAS
Basin Design Devations•
EI ev.of Bottom of Basin(ft)= 311.0
Wet Storage,
Required Storage Capacity(ft')= 0
Min.Elev.of Wet Storage(Permanent Pool)= 311.0
Selected Elev.of Wet Storage(Permanent Pool)= 311.0 OK.
Actual Wet Storage Volume(ft')= 0 OK.
Dry Storage,
Required Storage Capacity(ft')= 43,560=Required Dry Storage+Actual Wet Storage
Min.Bev.of Principal Spillway(ft)= 313.8
Selected Bev.of Principal Spillway(ft)= 314.1 O.K.
Actual Total Storage Volume(ft')= 50,181 O.K.
Desired Surface Area(ft')= 26,193
Actual Surface Area at Principal Spillway(ft')= 19,828 No Good.Increase Surface Area at Permanent Pool If Possible.
aeanout:
Cleanout Requirement(%of Wet Storage)= 50 Enter"0"if Not Applicable
Geanout Requirement(%of Total Storage)=
Basin Cleanout Volume(ft')= 0 Based on 50%of Wet Storage Volume
Basin Geanout Elevation(ft)= 311.0
Dewstering of Dry Storage,
Option,Faircloth Skimmer
Actual Total Storage Volume to Dewater(ft')= 50,181=Volume at Principal Spillway
Required Orifice Diameter(in)= 4.0 From www.fsirclothskimmer.00m Based on 5 Day Drawdown
Basin Shape•
Length of Basin(ft)= 200 Measured at Principal Spillway Elevation
Width of Basin(ft)= 100 Measured at Principal Spillway Elevation
Desired Length to Width Ratio(X1)= 2
Actual Length to Width Patio(X1)= 2.0 O.K.
SMITH GARDNER
SMITH GARDNER,INI1 basin A SED BASIN-GENERPL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 7/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters,
Design Storm:25-Yr,24-Hr
Design Storm Rainfall(in)=6.06
Rainfall Distribution:Type II
Runoff Method:SCSTR-20
Results:
Maximum Pool Elevation= 314.4
Surface Area at Maximum Pool(ft')= 20,244
Peak Discharge(ds)= 10.4
Check Settling Efficiency
Particle Data:
Diam.(microns)= 40
Specific Gravity= 2.65
Settl ing Val oc.(ft/s)= 0.004140
Reynolds No.(W.5)= 0.044284 OK.
Efficiency Data,
Desired Efficiency(%)= 80
No.of Effective Cells= 3
Settling Efficiency(%)= 98.0 O.K.
DESIGN OUTLETSTRUCTURES•
Design Riser/Barrel Structures,
Riser Desicm
Type of Riser:Concrete-Rectangular
Top of Riser Base Elevation(ft)= 310.0
Elev.of Principal Spillway(ft)= 314.1
Riser Top Elevation(ft)= 314.0
Riser Height(ft)= 4.0
Outlets:
Outlet No.1(for Dewatering Dry Storage): Size:3"Diam.For Skimmer From Above-Dewatering of Dry Storage
Invert Elevation: 312.1 May Vary For Multiple Holes
Outlet No.2(Principal Spillway): Size:3.0'x 3.0'
Invert Elevation: 312.0
Concrete Riser Wall Thickness(in)= 6.0
2.5
Riser Inside Length(ft)= 3.0
Riser Inside Wdth(ft)= 3.0
Approx.Red.Concrete Riser Interior Volume(cf)= 37
Approx.Red.Concrete Riser Vol.of Concrete(d)= 29
Barrel Design,
Type of Barrel: HOPE
Diameter(in)= 18
Inv.In Elevation(ft)= 311.3
Inv.Out Elevation(ft)= 304.8
Length(ft)= 80.0
Slope(ft/ft)= 0.081
SMITH GARONER
SMITH GARDNER,ING Basin A SED BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 8/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Poser Base Calculations,
Design Uplift Force
Factor of Safety= 1.25
F(unadjusted)(lbs)= 2,878
0
Approx.Rect.Concrete Riser Buoyant Wt.(I bs)= 2,011 Factors in 80%of the Buoyant Weight of the Concrete Riser to Account for Outlets.
0
0
Buoyant WI.of Riser Top(I bs)= 0
Buoyant Wt.of Surrounding Soil Acting on Ext.Base(I bs)= 0
Sliding Resistance of Surrounding Soil(I bs)= 0
F(adj usted)(I bs)= 867
Concrete Base:
Required Volume of Concrete(ft')= 9.9
Length(ft)= 5.0
Width(ft)= 5.0
Thickness(ft)= 0.5(includes Concrete III Inside of Box)
Actual Volume of Concrete(ft')= 12.5 OK.
Anti-Seepage Collar Calculations:(Alternatively-Design Flltar Dia hr m
Slope of Upstream Embankment(zHAV)= 3
Slope of Outlet Pipe(ft/ft)= 0.081
L.(ft)= 41
Number of Collars: 2
Length of Fach Collar(ft)= 4.5 From Design Chart Based on L.and No.of Collars
Width of Each Collar(ft)= 4.5 From Design Chart Based on L.and No.of Collars
Collar Projection,P(ft)= 1.5
Spacing of Subsequent Anti-Seep Collars(ft)= 21=14P
Emergency Spillway Calculations,
Crest Elev.(ft)= 315.0
Required Freeboard(ft)= 1.0
Top of Bar m El ev.(ft)= 316.0
Required Capacity(cfs)= 20.0 From HydroCAD-No Outflow from 1(1 24-Hr.Storm;Assume 20 ofs Capacity
Driving Head(ft)= 0.5 Assumed
Weir Coefficient= 3.0
Length of Crest(ft)= 18.9 Determine by Weir Equation"
Design Crest Length(ft)= 20
Length=20 ft minimum.
SUMMARYDATA:
Basin No.: Basin A
Bev.of Bottom of Basin(ft)= 311.0
Cl eanout FJ ev.(ft)= 311.0
Elev.of Wet Storage(Permanent Pool)(ft)= NA
Elev.of Principal Spillway(ft)= 314.1 See Above for Riser and Other Design Information.
Emergency Spillway Elev.(ft)= 315.0
Top of Bar m El ev.(ft)= 316.0
Top of Berm Width(ft)=-
Barrel Diameter(in)= 18
Barrel Slope(%)= 8.1
SMITH GARDNER
SMITH GARDNER,ING Basin A MD BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill SHEET 9/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Basin No.:�B
DESIGN FOR WET(IF APPLICABLE)AND DRYSTCRAGE:
Areas Draining Into Basin:
Area
Drainage Area (acres)
Drainage Area 7.5
Total= 7.5 Acres
Basin Requirements:
Wet Storage,
Required Storage Capacity(ft'/Ac.) 0 Enter"0"if Not Applicable.
Required Storage Capacity(ft')= 0
Required Depth of Wet Storage(ft)= 0 Enter"0"if Not Applicable.
Dry Storage,
Required Storage Capacity((('/Ac.)= 3,600 To Crest of Principal Spillway
Required Storage Capacity(ft')= 27,000
Multipier(X)for Desired Surface Area(OP x X) 0 Al(rest of Principal Spillway
Peak Discharge into Basin(Cp)(cfs)_� 38.7 From HydroCAD-25-Yr,24-Hr.Storm -
Desired Surface Area(Ac)= 0.39
Desired Surface Area(ft')= 16,862
Determine Staae-Slorage Function:
Contour Area Area Incremental Omulatly Stage InS InZ Zest
(ft') (acres) Vol ume(ft) Volume(ft') (ft)
283.0 7,600 0.17 0 0.0
284 10,080 0.23 8,840 8,840 1.0 9.09 0.00 1.00
286 11,968 0.27 22,048 30,888 3.0 10.34 1.10 2.97
288 13,975 0.32 25,943 56,831 5.0 10.95 1.61 5.04
Linear Regression Constants
Ks= 8,806 Storage=8806 a 1.15
b= 115
'CAUTION:CHECK INPUT FOR REGRESSION ANALYSIS!
Stage-Surface Area Relationship Stage-Storage Relationship
289 289
288 288
287 287
286 286
C i
a 285 9 285
a w
284 284
283 283
282 282
0 5,000 10,000 15,000 0 10,000 20,000 30,000 40,000 50,000 60,000
Surface Area(en Storage(cf(
SMITH- GARDNER
SMITH GARDNER,ING BasinB SEDBASIN-DENS ARBDExpansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 10/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Basin Design Devations•
EI ev.of Bottom of Basin(ft)= 283.0
Wet Storage,
Required Storage Capacity(ft')= 0
Min.Elev.of Wet Storage(Permanent Pool)= 283.0
Selected Elev.of Wet Storage(Permanent Pool)= 283.0 OK.
Actual Wet Storage Volume(ft')= 0 OK.
Dry Storage,
Required Storage Capacity(ft')= 27,000=Required Dry Storage+Actual Wet Storage
Min.Bev.of Principal Spillway(ft)= 285.6
Selected Bev.of Principal Spillway(ft)= 286.0 OK.
Actual Total Storage Volume(ft)= 31,267 OK.
Desired Surface Area(ft')= 16,862
Actual Surface Area at Principal Spillway(ft')= 12,021 Increase Surface Area at Permanent Pool if Possible.
Oeanout:
Cleanout Requirement(%of Wet Storage)= 0 Enter"0"if Not Applicable
Oeanout Requirement(%of Total Storage)= 50
Basin Cleanout Volume(ft')= 15,634 Based on 50%of Total Storage Volume
Basin Cleanout Elevation(ft)= 284.6
Dewatering of Dry Storage,
Option,Faircloth Skimmer
Actual Total Storage Volume to Dewater(ft')= 31,267=Volumsat Principal Spillway
Required Orifice Diameter(in)= 4.0 From www.fairclothskimmer.com Based on 5 Day Drawdown
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters,
Design Storm:25-Yr,24-Hr
Design Storm Rainfall(in)=6.06
Rainfall Distribution:Type II
Runoff Method:SCSTR-20
Results:
Maximum Pool Elevation= 286.8
Surface Area at Maximum Pool(ft')= 12,475
Peak Discharge(GIs)= 8.3
Check Settling Efficiency,
Particle Data:
Dian,(microns)= 40
Specific Gravity= 2.65
Settl ing Vel oc.(ft/s)= 0.004140
Reynolds No.(W.5)= 0.044284 OK.
Efficiency Data,
Desired Efficiency(%)= 80
No.of Effective Cells= 3
Settling Efficiency(%)= 96.5 OK.
SMITH GARDNER
SMITH GARDNER,ING Basin B MD BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 11/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
DESIGN OUTLETSTRUCTURES•
Design Poser/Barrel Structures,
Riser Deal=
Typeof Riser:HDPE-Circular
Topof Riser Base Elevation(ft)=. 280.0
Elev.of Principal Spillway(ft)= 286.0
Riser Top Elevation(ft)= 282.5
Riser Height(ft)= 2.5
Outlets:
Outlet No.1(for Dewatering Dry Storage): Si—3"Diam.For Skimmer From Above-Dewatering of Dry Storage
Invert Elevation: 283.1 May Vary For Multiple Holes
Outlet No.2(Principal Spillway): Size:24"Diam.Orifice
Invert Elevation: 286.0
Riser Inside Diameter(ft)=0 2.0
Approx.are.Riser Interior Volume(cf)= 19
Barrel Design,
Type of Barrel: HOPE
Diameter(in)= 15
Inv.In Elevation(ft)= 283.0
Inv.Out Elevation(ft)= 280.0
Length(ft)= 40.0
Slope(ft/ft)= 0.075
Poser Base Calculations,
Design Uplift Force,
Factor of Safety= 1.25
F(unadjusted)(Ibs)= 1,470
0
0
0
HOPE Riser Buoyant Weight(Ibs)= 0
Buoyant WI.of Riser Top(I bat= 0 T x T x 0.6 x Buoyant Wt.of Concrete(87.6 per)
Buoyant Wt.of Surrounding Soil Acting on Ext.Base(Ibs)= 0 V Min.Depth x Outside Perimeter(24')x Base Protrusion(0.V)x Buoyant Wt.of Soil(40 pcf)
Sl iding Resistance of Surrounding Soil(Ibs)= 0
F(adj usted)(I bat= 1,470
Concrete Base:
Required Volume of Concrete(ft')= 16.8
Length Width
'
Width(ft)=
Thickness(ft)_
Actual Volume of Concrete(ft)= 25.0 OK.
Emergency Spillway Calculations,
Crest Elev.(ft)= 287.0
Required Freeboard(ft)= 1.0
Top of Bar m El ev.(ft)= 288.0
Required Capacity(cfs)= 20.0 From HydroCAD-No Outflow from 100-W,24-Hr.Storm;Assume 20 cfs Capacity
Driving Head(ft)= 0.5 Assumed
Weir Coefficient= 3.0
Length of Crest(ft)= 18.9 Determine by Weir Equation"
Design Crest Length(ft)= 20
Length=20 ft minimum.
SUMMARYDATA:
Basin No.: Basin B
Bev.of Bottom of Basin(ft)= 283.0
Cl eanout FJ ev.(ft)= 284.6
Elev.of Wet Storage(Permanent Pool)(ft)= NA
Elev.of Principal Spillway(ft)= 286.0 See Above for Riser and Other Design Information.
Emergency Spillway Elev.(ft)= 287.0
Top of Bar m El ev.(ft)= 288.0
Topof Berm Wldth(ft)=_ 10
Barrel Diameter(in)= 15
Barrel Sl ope(%)=' 7.5
SMITH >GARONER
SMITH GARDNER,ING Basin B MD BASIN-DENERPL ARBD Expansion

DocuSign Envelope ID: 1O=E7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill SHEET 12/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY sas
Basin No.:
DESIGN FOR WET(IF APPLICABLE)AND DRYSTCRAGE:
Areas Draining Into Basin:
Area
Drainage Area (acres)
Drainage Area 7.7
Total= 7.7 Acres
Basin Requirements:
Wet Storage,
Required Storage Capacity(ft'/Ac.)= 0 Enter"0"if Not Applicable.
Required Storage Capacity(ft')= 0
Required Depth of Wet Storage(ft)= 0 Enter"0"if Not Applicable.
Dry Storage,
Required Storage Capacity((('/Ac.)= 3,600 To Crest of Principal Spillway
Required Storage Capacity(ft')= 27,720
Multipier(X)for Desired Surface Area(OP x 1)= 0 Al(rest of Principal Spillway
Peak Discharge into Basin(Cp)(cfs)=� 34.3 From HI-25-Yr,24-Hr.Storm -
Desired Surface Area(Ac)= 0.34
Desired Surface Area(ft')= 14,941
Determine Stage-Storage Function:
Contour Area Area Incremental Omulatly Stage InS InZ Zest
(ft2) (acres) Vol ume(ft) Volume(ft') (ft)
249.0 500 0.01 0 0.0
250 12,000 0.28 6,250 6,250 1.0 8.74 0.00 0.99
252 14,500 0.33 26,500 32,750 3.0 10.40 1.10 3.09
254 17,100 0.39 31,600 64,350 5.0 11.07 1.61 4.90
Linear Regression Constants'
Ks= 6,332 Storage=6332 a 1.46
b= 146
'CAUTION:CHECK INPUT FOR REGRESSION ANALYSIS!
Stage-Surface Area Relationship Stage-Storage Relationship
255 255
254 254
253 253
252 252
C i
° 251 9 251
N N
250 250
249 249
248 248
0 5,000 10,000 15,000 20,000 0 20,000 40,600 60,000 80,000
Surface Area(sr) Storsge(cf(
SMITH- GARDNER
SMITH GARDNER,ING Basin D MD BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 13/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JOL
CHECKED BY sas
Basin Design Devations•
EI ev.of Bottom of Basin(ft)= 249.0
Wet Storage,
Required Storage Capacity(ft')= 0
Min.Elev.of Wet Storage(Permanent Pool)= 249.0
Selected Elev.of Wet Storage(Permanent Pool)= 249.0 OK.
Actual Wet Storage Volume(ft')= 0 OK.
Dry Storage,
Required Storage Capacity(ft')= 27,720=Required Dry Storage+Actual Wet Storage
Min.Bev.of Principal Spillway(ft)= 251.8
Selected Bev.of Principal Spillway(ft)= 252.2 O.K.
Actual Total Storage Volume(ft)= 34,527 O.K.
Desired Surface Area(ft')= 14,941
Actual Surface Area at Principal Spillway(ft')= 15,7330.K.
aeon"(:
Cleanout Requirement(%of Wet Storage)= 0 Enter"0"if Not Applicable
Geanout Requirement(%of Total Storage)= 50
Basin Cleanout Volume(ft')= 17,264 Based on 50%of Total Storage Volume
Basin Cleanout Elevation(ft)= 251.0
DewAltring of Dry Storage,
Option,Faircloth Skimmer
Actual Total Storage Volume to Dewater(ft')= 34,527=Volume at Principal Spillway
Required Orifice Diameter(in)= 3.0 From www.fairclothskimmer.com Based on 5 Day Drawdown
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters,
Design Storm:25-Yr,24-Hr
Design Storm Rainfall(in)=6.06
Rainfall Distribution:Type II
Runoff Method:SCSTR-20
Results:
Maximum Pool Elevation= 252.6
Surface Area at Maximum Pool(ft')= 16,606
Peak Discharge(GIs)= 8.1
Check Settling Efficiency,
Particle Data:
Dian,(microns)= 40
Specific Gravity= 2.65
Settl ing Vel oc.(ft/s)= 0.004140
Reynolds No.(W.5)= 0.044284 OK.
Efficiency Data,
Desired Efficiency(%)= 80
No.of Effective Cells= 3
Settling Efficiency(%)= 98.2 OK.
SMITH GARDNER
SMITH GARDNER,ING Basin D MD BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill SHEET 14/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY sea
DESIGN OUTLETSTRUCTURES•
Design Poser/Barrel Structures,
Riser Deal=
Typeof Riser:HDPE-Circular
Topof Riser Base Elevation(ft)=. 250.0
Elev.of Principal Spillway(ft)= 2522
Riser Top Elevation(ft)= 252.0
Riser Height(ft)= 2.0
Outlets:
Outlet No.1(for Dewatering Dry Storage): Si-3"Diam.For Skimmer From Above-Dewatering of Dry Storage
Invert Elevation: 250.0 May Vary For Multiple Holes
Outlet No.2(Principal Spillway): Size:24"Diam.Orifice
Invert Elevation: 252.0
Riser Inside Diameter(ft)=0 2.0
Approx.are.Riser Interior Volume(cf)= 7
Barrel Design,
Type of Barrel: HOPE
Diameter(in)= 18
Inv.In Elevation(ft)= 249.0
Inv.Out Elevation(ft)= 248.0
Length(ft)= 50.0
Slope(ft/ft)= 0.020
Poser Base Calculations,
Design Uplift Force,
Factor of Safety= 1.25
F(unadjusted)(Ibs)= 539
0
0
0
HOPE Riser Buoyant Weight(Ibs)= 0
Buoyant WI.of Riser Top(I bat= 0 T x T x 0.6 x Buoyant Wt.of Concrete(87.6 per)
Buoyant Wt.of Surrounding Soil Acting on Ext.Base(Ibs)= 0 V Min.Depth x Outside Perimeter(24')x Base Protrusion(0.V)x Buoyant Wt.of Soil(40 pcf)
Sl iding Resistance of Surrounding Soil(Ibs)= 0
F(adj usted)(I bat= 539
Concrete Base:
Required Volume of Concrete(ft')= 6.2
Length(ft)= 5.0
Width(ft)= 5.0
Thickness(ft)= 1.0
Actual Volume of Concrete(ft)= 25.0 OK.
Emergency Spillway Calculations,
Crest Elev.(ft)= 253.0
Required Freeboard(ft)= 1.0
Top of Bar m El ev.(ft)= 254.0
Required Capacity(cfs)= 20.0 From HydroCAD-No Outflow from 100-W,24-Hr.Storm;Assume 20 cfs Capacity
Driving Head(ft)= 0.5 Assumed
Weir Coefficient= 3.0
Length of Crest(ft)= 18.9 Determine by Weir Equation"
Design Crest Length(ft)= 20
Length=20 ft minimum.
SUMMARYDATA:
Basin No.: Basin D
Bev.of Bottom of Basin(ft)= 249.0
Cl eanout FJ ev.(ft)= 251.0
Elev.of Wet Storage(Permanent Pool)(ft)= NA
Elev.of Principal Spillway(ft)= 252.2 See Above for Riser and Other Design Information.
Emergency Spillway Elev.(ft)= 253.0
Top of Bar m El ev.(ft)= 254.0
Top of Berm Wldth(ft)=- 10
Barrel Diameter(in)= 18
Barrel SI ope(%)=�1111111111111.0
SMITH >GARONER
SMITH GARDNER,ING Basin D MD BASIN-GENERAL ARBD Expansion

DocuSign Envelope ID: 1O=E7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill Expansion SHEET 15/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Basin No.:�E
DESIGN FOR WET(IF APPLICABLE)AND DRYSTCRAGE
Areas Draining Into Basin:
Area
Drainage Area (acres)
Drainage Area 26.2
Total= 26.2 Acres
Basin Requirements:
Wet Storage,
Required Storage Capacity(ft'/Ac.)= 0 Enter"0"if Not Applicable.
Required Storage Capacity(ft')= 0
Required Depth of Wet Storage(ft)= 0.0 Enter"0"if Not Applicable.
Dry Storage,
Required Storage Capacity((('/Ac.)= 1,800 To Crest of Principal Spillway
Required Storage Capacity(ft')= 47,088
Multipier(X)for Desired Surface Area(OP x 1)= 0.01 Al(rest of Principal Spillway
Peak Discharge into Basin(Cp)(cfs)=� 121.5 From HI-25-Yr,24-Hr.Storm
Desired Surface Area(Ac)= 1.22
Desired Surface Area(ft')= 52,925
Determine Stage-Storage Function:
Contour Area Area Incremental Omulatly Stage InS InZ Zest
(ft') (acres) Vol ume(ft) Volume(ft') (ft)
254 28,400 0.65 0 0.0
256 33,600 0.77 62,000 62,000 2.0 11.03 0.69 2.01
258 39,000 0.90 72,600 134,600 4.0 11.81 1.39 3.94
260 46,900 1.08 85,900 220,500 6.0 12.30 1.79 6.05
Linear Regression Constants:
Ks= 27,751 Storage=27751 el.15
b= 115
'CAUTION:CHECK INPUT FOR REGRESSION ANALYSIS!
Stage-Surface Area Relationship Stage-Storage Relationship
261 261
260 260 —
259 259
258 258
257 257
w 256 a 256
255 4: 255
254 254
253 253
0 10,000 20,000 30,000 40,000 50,000 a 50,000 100,000 151 200,000 250,000
Surface Area(sf) Storage(cf(
SMITH GARDNER
SMITH GARDNER,ING Basin E SED BASIN-GENERAL PRBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill Expansion SHEET 16/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Basin Design Sevations•
EI e,of Bottom of Basin(ft)= 254.0
Wet Storage,
Required Storage Capacity(ft')= 0
Min.Bay.of Wet Storage(Permanent Pool)= 254.0
Selected Elev.of Wet Storage(Permanent Pool)= 254.0 OK.
Actual Wet Storage Volume(ft')= 0 OK.
Dry Storage,
Required Storage Capacity(ft')= 47,088=Required Dry Storage+Actual Wet Storage
Min.Bev.of Principal Spillway(ft)= 255.6
Selected Bev.of Principal Spillway(ft)= 258.0 OK.
Actual Total Storage Volume(ft)= 136,840 OK.
Desired Surface Area(ft')= 52,925
Actual Surface Area at Principal Spillway(ft')= 39,374 Increase Surface Area at Permanent Pool if Possible.
■
DewAltring of Dry Storage,
Option,Faircloth Skimmer
Actual Total Storage Volume to Dewater(ft')= 136,840=Volume at Principal Spillway
Required Orifice Diameter(in)= 5.0 From www.fairclothskimmer.com Based on 5 Day Drawdown
Basin Shape,
Length of Basin(ft)= 520 Measured at Principal Spillway Elevation
Width of Basin(ft)= 140 Measured at Principal Spillway Elevation
Desired Length to Width Ratio(X1)= 2
Actual Length to Width Patio(X1)= 3.7 O.K.
SMITH GARDNER
SMITH GARDNER,INI1 6asln E SED BASIN-DENERPL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill Expansion SHEET 17/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
ROUTE DESIGN STORM: Use HydroCAD or Other Method.
Design Parameters,
Design Storm:25-Yr,24-Hr
Design Storm Rainfall(in)=6.06
Rainfall Distribution:Type II
Runoff Method:SCSTR-20
Results:
Maximum Pool Elevation= 258.6
Surface Area at Maximum Pool(ft')= 40,147
Peak Discharge(ds)= 21.2
Check Settling Efficiency
Particle Data:
Diam.(microns)= 40
Specific Gravity= 2.65
Settl ing Val oc.(ft/s)= 0.004140
Reynolds No.(W.5)= 0.044284 OK.
Efficiency Data,
Desired Efficiency(%)= 80
No.of Effective Cells= 3
Settling Efficiency(%)= 97.9 O.K.
DESIGN OUTLETSTRUCTURES•
Design Riser/Barrel Structures,
Riser Desicm
Type of Riser:Concrete-Rectangular
Top of Riser Base Elevation(ft)= 254.0
Elev.of Principal Spillway(ft)= 258.0
Riser Top Elevation(ft)= 258.0
Riser Height(ft)= 4.0
Outlets:
Outlet No.1(for Dewatering Dry Storage): Size:5"Diam.For Skimmer From Above-Dewatering of Dry Storage
Invert Elevation: 254.5 May Vary For Multiple Holes
Outlet No.2(Principal Spillway): Size:4'x4'Box
Invert Elevation: 258.0
Concrete Riser Wall Thickness(in)= 6.0
Riser Inside Length(ft)= 3.0
Riser Inside Wdth(ft)= 3.0
Approx.Red.Concrete Riser Interior Volume(cf)= 36(Top of Base to Principal Spillway)
Approx.Red.Concrete Riser Vol.of Concrete(d)= 28
Barrel Design,
Type of Barrel: Concrete
Diameter(in)= 24
Inv.In Elevation(ft)= 254.0
Inv.Out Elevation(ft)= 253.0
Length(ft)= 60.0
Slope(ft/ft)= 0.017
SMITH GARDNER
SMITH GARDNER,ING Basin E SED BASIN-DENERPL ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LGD Landfill Expansion SHEET 18/18
JOB# ARBD-21-1
SUBJECT Sediment Basin Analysis DATE 5/7/2024
COMPUTED BY JCL
CHECKED BY SAS
Poser Base Calculations,
Design Uplift Force
Factor of Safety= 1.25
F(unadjusted)(lbs)= 2,808
0
Approx.Rect.Concrete Riser Buoyant Wt.(Ibs)= 1,962 Factors in 80%of the Buoyant Weight of the Concrete Riser to Account for Outlets.
0
0
Buoyant WI.of Riser Top(Ibs)= 0 7'x T x 0.5'x Buoyant Wt.of Concrete(87.6 pct)
Buoyant Wt.of Surrounding Soil Acting on Ext.Base(Ibs)= 0 V Min.Depth x Outside Perimeter(24')x Base Protrusion(0.5')x Buoyant Wt.of Soil(40 pct)
Sliding Resistance of Surrounding Soil(Ibs)= 0
F(adjusted)(lbs)= 846
Concrete Base:
Required Volume of Concrete(ft')= 9.7
Length(ft)= 5.0
Width(ft)= 5.0
Thickness(ft)= 1.0(includes Concrete III Inside of Box)
Actual Volume of Concrete(ft')= 25.0 OK.
Anti-Seepage Collar Calculations:(Alternatively-Design Flltar Dia hr m
Slope of Upstream Embankment(zHAV)= 3
Slope of Outlet Pipe(ft/ft)= 0.017
L.(ft)= 30
Number of Collars: 2
Length of Fach Collar(ft)= 3.8 From Design Chart Based on L.and No.of Collars
Width of Each Collar(ft)= 3.8 From Design Chart Based on L.and No.of Collars
Collar Projection,P(ft)= 0.875
Spacing of Subsequent Anti-Seep C011ars(ft)= 12=14P
Emergency Spillway Calculations,
Crest Elev.(ft)= 259.0
Required Freeboard(ft)= 1.0
Top of Bar m El ev.(ft)= 260.0
Required Capacity(cts)= 20.0 From HydroCAD-No Outflow from 1(1 24-Hr.Storm;Assume 20 ofs Capacity
Driving Head(ft)= 0.5 Assumed
Weir Coefficient= 3.0
Length of Crest(ft)= 18.9 Determine by Weir Equation"
Design Crest Length(ft)= 20
Length=20 ft minimum.
SUMMARYDATA:
Basin No.: Basin E
Bev.of Bottom of Basin(ft)= 254.0
Cl eanout El ev.(ft)= 0.0
Elev.of Wet Storage(Permanent Pool)(ft)= NA
Elev.of Principal Spillway(ft)= 258.0 See Above for Riser and Other Design Information.
Emergency Spillway Elev.(ft)= 259.0
Top of Bar m El ev.(ft)= 260.0
Top of Berm Wdth(ft)=_ 10
Barrel Diameter(in)= 24
Barrel Slope(%)= 1.7
SMITH GARDNER
SMITH GARDNER,ING BasinE SEED BA N-DENERPLP DExpansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Figure 5A.33 (2)
Anti-Seep Collar Design Charts
14
IC
9
Two C Ilp s 8 cu
m
I Z7. x 0 v
7 N
in
`. ... 6
5 N
4 a
3
2
COL AR PROJECTION , V, FEET
I 2 3 4 5
200
IZ
150
a�
PP
J
V
L 100 '
c
J �(
'V
� G
g
w
d
NOTE This procedure is
for a 15% i{screose
in the length of the
0 flow path.
October 1991 Third Printing Page 5AA5 Ncw York Guideline for Urban
Erasion and Sedim- it Control

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PROJECT ARBD Stone LCID Landfill Expansion SHEET 1 OF 3 DATE 11/18/2022
COMPUTED BY JCL
SUBJECT Culvert Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design culverts to handle stormwater flow from the design storm(s). The main design criteria will be to
ensure that al I culverts will be able to accommodate the peak discharge from the design storm without
exceeding the allowable headwater depth.
REFERENCE: Debo,T.N.,and Reese,A.J.,Municipal Storm Water Management,Lewis Publishers,Boca Raton,FL,1995,
p.333.
ANALYSIS: The following approach is used in the design of culverts(after Debo and Reese):
1. Determine the peak discharge from the design storm(s)(from HydroCAD or spreadsheet methods). Use
the peak discharge from the 25-Yr 24-Hr storm unless otherwise specified.
2. Input Culvert Parameters:
HW, = allowable headwater depth(ft)
h = number of pipes used
G P,PE = peak discharge/N (cfs)
E = culvert diameter(in)
Type of Culvert(i.e.,Concrete,CMP,etc.)
L = culvert length(ft)
s = culvert slope(ft/ft)
n = Manning's number
k E = entrance loss coefficient
a C = critical depth(use critical depth figures)(ft)
CALCULATIONS:
Inlet Control:
A. Enter Inlet Control Nomograph with D& QplpE and find HW/D for the proper entrance type.
B. Compute HW. If HWexceeds HWA,try larger culvert.
Outlet Control:
A. Enter outlet control nomograph with L,KE,&D.
B. To compute HW,connect the length scale for the type of entrance condition and culvert diameter scale
with a straight line,pivot on the turning line,and draw a straight line from the design discharge through
the turning point to the head loss scale H. Compute HW from the following equation:
HW= H+h,-LS
+ D�where: ho - d'2 or tailwater depth,whichever is greater.
C. If HWexceeds HWA ,try larger culvert.
SMITH GARNER,INC. CULVERT ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT ARBD Stone LGD Landfill Expansion SHEET 2/3
JOB# ARBD-21-1
SUBJECT Culvert Analysis DATE 11/18/2022
COMPUTED BY JCL
CHECKED BY SAS
Culvert No.: G1
Peak Discharge;
PEAK DISCHARGE,Q25 Ids)= 83.8 Source: HydroCAD 25-Yr 24-Hr
Culvert Parameters:
Allowable HW Depth(ft)= 5
Number of Pipes,N= 2 (;pipe(cfs)= 41.9
Culvert Diameter,D(in)= 36
Type of Culvert= RCP
Invert In Elev.(ft)= 263.0 Invert Out Elev.(ft)= 260.0
Culvert Length,L(ft)= 60
Culvert Slope,S(ft/ft)= 0.05
Manning's Number,n= 0.013
Entrance Loss Coef.,ke= 0.5
Critical Depth(ft)= 1.7
Tailwater Depth(ft)= 1.0
Case 1: Inlet Control
HW/D= 1.2(From Inlet Control Nomograph)
HW(ft)=F 3.5 INLET CONTROL GOVERNS!
0
SMITH GARDNER
SMITH GARGNER,INC. C-1 CULVERTARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT ARBD Stone LGD Landfill Expansion SHEET 3/3
JOB# ARBD-21-1
SUBJECT Culvert Analysis DATE 11/18/2022
COMPUTED BY JCL
CHECKED BY SAS
Culvert No.: C-2
Peak Discharge:
PEAK DISCHARGE,XJ(cfs)= 56.9 Source: HydroCAD 25-Yr 24-Hr
Culvert Parameters:
Allowable HW Depth(ft)= 5
Number of Pipes,N= 2 Opipe(cfs)= 28.4
Culvert Diameter,D(in)= 36
Type of Culvert= RCP
Invert In Elev.(ft)= 279.0 Invert Out Elev.(ft)= 276.0
Culvert Length,L(ft)= 65
Culvert Slope,S(ft/ft)= 0.0462
Manning's Number,n= 0.013
Entrance Loss Coef.,ke= 0.5
Critical Depth(ft)= 1.7
Tailwater Depth(ft)= 1.0
Case 1: Inlet Control
HW/D= 0.9(From Inlet Control Nomograph)
HW(ft)= 2.6 INLET CONTROL GOVERNS!
0
SMITH GARDNER
SMITH GARDNER,INC. C-2 CULVERTARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
CHART 1 B
Q
180 10,000
I66 8,000 EXAMPLE I3)
158 6 000 0.42 inches (33 fast) 6' 6.
s�odo 0•1ZO ate s
144 B 5
4,000 Nw
132 D hat
4,
3,000 (1) 2.5 6.0 3 4.
120
7.4
2,000 4•
Id8 3•
"D in toot 3'
86 1,000 '
800
84 Soo // 2. 2`
500
72 400 / 2.
= 300 x 1,5 1.5
Z N
Z 60 200 F 1.5
_ Z W
54 / a
a
W46 �0 100
> / cC 80
a
0 � 60 a 1.0 1.0
A2 W
0 5 D SCALE E TYPECE
0 Ir 1.0
W
III yy 9
Speara edge with C C-2
4!
33
a a
G Qa (2) Groove sad will'
30 headwall z 6 6
131 Groove sod •8
27 projecting
10
.7 T-
Y4 8 .7
6 To-its seal*(2)or(3)project
2 1 5 horlxontaUr to scats(1),then
4 use straight ieciinad line through
0 and O scales,or reverse as .6
3
illustrated. t3 •6
18
2
I5
.5 .5
1.0 .5
f2 HEADWATER DEPTH FOR
HEADWATER SCALES Za3 CONCRETE PIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
BUREAU OF PUBLIC ROADS JAN.194"

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
CHART 4B 0
3
2
3. do CANNOT EXCEED TOP OF PIPE
I i
2.
L5'
L0 la,
00 10 20 30 40 50 60 70 80 90 100
DISCHARGE-Q-CFS
6 8
5 7
H
w6. LLJ
159 9' W
u 4 6
v 9' 7' '
v
H B =
4 3 do CANNOT EXCEED TOP OF PIPE 5 �
p 7 W
6' I ❑
Q U DIA,
Q
20 100 200 300 400 500 600 700 BOO 900 1000
DISCHARGE-0-CFS t
U U
14
12
10
8
6 I do CANNOT EXCEED TOP OF PIPE
3'
I l'
9'DIA.
40 1000 2000 3000 4000
DISCHARGE-Q -CFS
BUREAU OF PUBLIC ROADS
JAN. 1964 CRITICAL DEPTH
CIRCULAR PIPE

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleiqh,NC27603 919.828.0577 www.smithoardnerinc.com
PROJECT Stone LCID Landfill Expansion SHEET 1 OF 2 DATE 11/2/2022
COMPUTED BY JCL
SUBJECT Outlet Protection Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design outlet protection for culverts and/or drainage channels based on the maximum flow from the
design storm. Rip rap aprons are appl icable when the Froude Number(Fr)is less than or equal to 2.5
(Debo and Reese). For higher Froude Numbers,rip rap outlet basins,baffled outlets,and/or other
methods are more appropriate.
REFERENCES: Debo,T.N.,and Reese,A.J.(1995),Municipal Storm Water Management,Lewis Publishers,Boca Raton,FL,
Section 8.11-pp.289-290;Section 12.6- pp.523-526.
Federal Highway Administration(2000),Hydraulic Design of Energy Dissipators for Culverts and Channels,
Hydraulic Engineering Circular No. 14,FHWA EPD-86-110,Metric Ed.,U.S.Dept.of Transportation,
Washington,D.C.
North Carolina Division of Land Resources(2013 Updates),North Carolina Erosion&Sediment Control
Planning&Design Manual,Raleigh,INC.
ANALYSIS: For each outlet,determine the Froude Number(Fr)based on the pipe Manning's number,diameter,slope,
and design discharge. Use the methods described in Section 8.11 of Debo and Reese. Select the method of
outlet protection,as appropriate,and perform design calculations.
Rip Rap Aprons:
If Fr<2.5,a rip rap apron may be used. The following design approach is based on Section 12.6 of Debo
and Reese and Section 8.06 of the NC Erosion&Sediment Control Planning and Design Manual:
1. Determine the tailwater condition and select the appropriate design chart.
2• Using the appropriate design chart,determine the d5o rip-rap size and minimum apron length
(La)based on the maximum design flow(Q),flow depth(d),and/or velocity(v)(depending on
whether the pipe is flowing full or partiallyfull).
3. Using the same chart,determine apron dimensions.
4. Determine the maximum stone diameter: dmax=1.5 x d50
5. Determine the apron thickness:
Thickness=1.5 x dmax(No Filter Geotextile)
Thickness=1.5 x d5o(With Filter Geotextile)
Other Methods:
If Fr>2.5,consider the use of a rip rap basin,baffled outlet,or other device. Design method according to
FHA guidelines using HY8-Energy program(or other documented source).
SMITH GARDNER,INC. OUTLET PROTECTION ARBD Expansion

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 212
JOB# ARBD-21-1
SUBJECT Outlet Protection Analysis-Rip Rap Aprons(Circular Pipe) DATE 11/2/2022
COMPUTED BY JCL
CHECKED BY SAS
Rip Rap Aprons:
Outlet
Sediment Basin D Sediment Basin E Down Pipe Outlet
Pipe Type: CPP CPP CPE
Manning's Coefficient: 0.018 0.018 0.018
Diameter(Dc)(in)= 15 18 18
Slope(%)= 4.3 1.7 33.0
Design Discharge(cfs)= 8.1 21.2 19.6
Source of Discharge Data: HydroCAD 25-Yr 24-Hr HydroCAD 25-Yr 24-Hr HydroCAD 25-Yr 24-Hr
K= 0.260 0.674 0.140
0(degrees)= 224 265 265
Flow Depth(d)(in)= 10.3 15.1 15.1
Flow Area(ft)= 0.9 1.6 1.6
Flow Velocity(v)(ft/sec)= 9.0 13.4 12.4
Froude Number= 1.70 2.11 1.94
Rip Rap Aprons Applicable? Yes Yes Yes
Tailwater Condition(Low or High)*: Low Low Low
d�(ft)**= 0.50 0.50 1.50
dm.(ft)= 0.75 0.75 2.25
Apron Thickness(X)(ft): ----- ----- -----
No Geotexti I e: 1.13 1.13 3.38
With Geotextile: 0.75 0.75 2.25
Apron Dimensions(ft): ----- ----- -----
Length(La)**= 11 16 15
Width(Vv)= 12.3 17.5 16.5
*Tailwater Conditions: Low: Tw<0.5Dc; High: Tw>0.5Dc
**Value from Chart.
SMITH GARONER
SMITH GARRNFR,INC. Rip Rap Aprons(Circular Pipe) CUTLET PROTECTION ARBD Expansion

000uoign Envelope ID: 1ncrosrF-000y-41ea-9V4oFassoaFo DOB 1
Appendices
pipe
diannete
50
I It
20
4f 14'
Outlet a il!111i, I W
4[ - :I I I M
Lj
o 2 U)
200
La
70
HIM
Ti
.. ........
0
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition(T°<0.5 diameter).
u,noms 0.06.3

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
i
3Do
Outlet W = Do + 0.4La 12pipe
diameter (Do) L _�
ff
a 110
Ti -
a lwa r 0.5D 1 ' ik
_ _ _ o }
I if 11- Jill
100
90 U
1 80 } cv n n
QQ,� 70 " 4 n I ! CO
�Zt, 60 n a l }
� I/,
{ r f
50 tj
_
3
f
30 I, C
!' + I } }
- v 2
l��A!!
20 m
N
Nr (A 10 `A4I o i
L I 1 ii a
IIIIV 25
v=20 a a o
I iti a 1,l `o
2 v= 15 �Il. 1 1,
0
3 5 10 20 50 100 200
500 1000
�
Discharge ft 3/sec
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw>-0.5 diameter).
8.06.4 Rev.12/93

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R D N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PRQIECT Stone LCID Landfill Expansion SHEET 1 OF 4 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Concrete Pipe Strength Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To determine the loads acting on each concrete pipe and evaluate the required pipe strength. Select the appropriate
class of pipe to satisfy the strength requirement.
REFERENCES: American Concrete Pipe Association(2011),Concrete Pipe Design Manual,ACPA,Vienna,VA.
American Society for Testing and Materials,"ASTM C 76-Standard Specification for Reinforced Concrete
Culvert,Storm Drain,&Sewer Pipe",ASTM,Philadelphia.
ANALYSIS: The analysis is based on the following procedure recommended bythe American Concrete Pipe
Association(ACPA). Note that the design parameters will vary depending on what condition the pipe is
installed(trench,positive projecting embankment,negative projecting embankment,or jacked/tunneled).
1. Determination of Earth Load,WF:
Based on the assumed concrete pipe parameters(size,backfill,etc.)use the tables and figures in the
Concrete Pipe Design Manual(CPDM)to determine the earth load acting on the pipe or the following
equations. Note that the values determined in the tables and figures are based on a backfill unit weight of
100 Ibs/ft3. This value must be adjusted for the anticipated backfill unit weight. Also,for a negative
projecting embankment condition,values for projection ratio,p'(vertical distance between the top of the
pipe and natural ground divided by the trench width),and settlement ratio,rsd,must be determined in
order to use the figures. Table 40 of the CPDM gives suggested values for rsd based on the value of p'.
Positive Projecting Embankment Soil Load:
W, =VAFxPL (CPDM Eqn.4.1)
PL=ys[H+DO(4—;T) Do (CPDM Egn.4.2)
a
where: WE = earth load,(Ibs/LF)
VAF = vertical arching factor(CPDM Illustration 4.7)
PL = prism load,(Ibs/LF)
ys = average unit weight of soil cover(Ibs/ft')
h = height of backfill over top of pipe(ft)
G c = outside diameter of pipe(ft)(given in CPDM Table 42).
Trench Soil Load:
z Doi�4
Wd — CeYsBd + 8 Ys (CPDM Egn.4.3)
—2 Kl,'H B
1—e ., (CPDM Eqn.4.4)
Cd 2K�c
where: VYo = fill load for trench condition,(Ibs/LF)
6, = trench load coefficient
ys = average unit weight of soil cover(Ibs/ft')
5, = width of trench(ft)
G c = outside diameter of pipe(ft)(given in CPDM Table 42).
h = height of backfill over top of pipe(ft)
K = ratio of active lateral unit pressure to vertical unit pressure
k = tan�',coefficient of friction between fill material and sides of trench
SMITH GARNER,INC. CONCRETE PIPE SGV2

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 2 OF 4 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Concrete Pipe Strength Analysis JOB# ARBD-21-1 CHECKED BY SAS
Per the CPDM:
K'U = 0.1924 max.for granular materials without cohesion
KP = 0.165 max.for sand and gravel
Ku = 0.150 max.for saturated top soil
K'U = 0.130 max.for ordinary clay
Ku = 0.110 max.for saturated clay
2. Determination of Live Load,W :
Based on the concrete pipe parameters(size,backfil I,etc.)use the tables in the CPDM to determine the
live load acting on the pipe. Note that the values for backfill heights of 10 feet or more and considered
insignificant to the design of the pipe.
3. Selection of Installation Tyne:
Select the Standard Installation based on the guidance given in the CPDM. Note that a Type 1 Standard
Installation requires the highest construction qualityand degree of inspection while a Type 4 Standard
Installation requires virtually no construction qualityor inspection.
4. Determination of Bedding Factors:
Determine the bedding factors based on the guidance given in the CPDM. For embankment installations,
the bedding factor,Bfe,is found from Illustration 4.22 of the CPDM depending on the selected Standard
Installation. For trench installations the bedding factor is based on the following equation:
B7 — f —((Bt�Bd\—Bj+Bf (CPDM Eqn.4.22)
`B,—Bc J
where: B, = variable bedding factor,trench
5, = bedding factor,embankment(CPDM Illustration 4.22)
6' = minimum bedding factor,trench(CPDM Illustration 4.23)
5, = trench width at top of pipe(ft)
5, = outside horizontal span of pipe(ft)
6' = transition width at top of pipe(ft)(given in CPDM Tables 13-39).
Use CPDM Illustration 4.25 to determine the live load bedding factor,BfLL-
5. Application of Factor of Safety.FS:
According to the ACPA,a factor of safety of 1.0 should be applied if the 0.01-inch crack strength is used as
the design criterion rather than the ultimate strength.
6. Selection of Pipe Strength/Class:
The required three-edge bearing strength of circular reinforced concrete pipe is expressed as Djoad in the
following equation:
—[WLE+WEW ] FSDL-d + +—B f B,.J D (CPDM Eqn.4.24)
where: VYE = earth load on pipe(Ibs/linear ft)
VYF = fluidIoadonpipe(Ibs/Ii near ft)(=yH,xAp1pe=62.41bs/ft'xTV/4)
W' = live load on pipe(Ibs/linear ft)
5, = bedding factor
= Bfefor embankment installations
= Bf�for trench installations
5fLL = live load bedding factor
FS = factor of safety
G = pipe diameter(ft)
SMITH GARDNER
SMITH GARDNER,INC. CONCRETE PIPE SGV2

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PROJECT Stone LCID Landfill Expansion SHEET 3 OF 4 DATE 12/22/2022
COMPUTED BY JCL
SUBJECT Concrete Pipe Strength Analysis JOB# ARBD-21-1 CHECKED BY SAS
Note that if BfLL is greater than Bfe for embankment installations or Bf,for trench installations,use Bfe or
Bf,in place of BfLL.
Select class of reinforced concrete pipe based on the following ASTM C-76 guidelines:
Maximum CL-11
For 0.01-inch Crack
Pipe Gass (Ib/If/ft of diameter
I 800
11 1,000
III 1,350
IV 2,000
V 3,000
SMITH GARDNER
SMITH GARNER,INC. CONCRETE PIPE SGV2

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 4/4
JOB# ARBD-21-1
SUBJECT Concrete Pipe Strength Analysis DATE 12/22/2022
(Trench Condition) COMPUTED BY JCL
CHECKED BV SAS
Culvert No.: C-1 &C-2
Concrete Pipe Parameters:
Type of Pipe= Circular,Concrete
Pipe Diameter,G(in)= 36
Outside Horizontal Span,Bc(ft)(=G c)= 3.67(From CPDM Table 42)
Height of Backfill,h(ft)= 2.0
Backfill Type= Sand&Gravel
Backfill Unit Wt.(Ibs/ft3)= 110
Standard Instal lation= Type 4
Trench Width,Bo(ft)= 6.0 Must be<transition width. Ct°herwise,treat as Embankment Installation.
Transition Width,6�,(ft)= 7.7(From CPDM- Table23)
Ku' 0.150(conservative for sand&gravel backfill)
Determine Earth and Fluid Loads:
Co (Ibs/LF)= 0.32
VP, (Ibs/LF)= 1,415
WF (Ibs/LF)= 441
Determine Live Load:
WL(Ibs/LF)= 750(From CPDM Table 42)
Determine Bedding Factors:
Embankment Bedding Factor,6 f= 2.3(From CPDM III ustration 4.22)
Min.Trench Bedding Factor,5 r= 1.7(From CPDM III ustration 4.23)
Variable Trench Bedding Factor,Bh= 2.0
Live Load Bedding Factor,5f«= 2.2(From CPDM III ustration 4.25)
Factor of Safety:
Factor of Safety,FS= 1.00(Use 1.0 for Reinforced;1.25 to 1.5 for Non-Reinforced)
Selection of Required Pipe Strength/Class:
GL—(I bs/LF/ft)=1 424
Pipe Class Max.D-Load
1 800 Use Class I RCP
11 1,000
111 1,350
IV 2,000
V 3,000
(Table per ASTM C 76)
SMITH GARQNER
SMITH GARNER,INC. Trench(G1) CONCRETE PIPE SGV2

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
ADDRESS TEL WEB
SMITH GA R a N E R 14 N.Boylan Avenue,Raleigh,NC27603 919.828.0577 www.smithgardnerinc.com
PRQIECT Stone LCID Landfill Expansion SHEET 1 OF 3 DATE 11/9/2022
COMPUTED BY JCL
SUBJECT Down Pipe Analysis JOB# ARBD-21-1 CHECKED BY SAS
OBJECTIVE: To design down pipes to handle the peak discharge from the design storm.
REFERENCES: Debo,T.N.,and Reese,A.J.(1995),Municipal Storm Water Management,Lewis Publishers,Boca
Raton,FL.
Malcom,H.Rooney(1989&2003 Supplement),Elements of Urban Stormwater Design,NCState
Univ.,Raleigh,NC.
ANALYSIS: The following approach is used in the design of rain gutters and down pipes:
1. Determine the peak discharge from the design storm(s). Use the Rational Method.
2. For each pipe size,determine the maximum area(A),to handle the predicted peak
discharge(Q)with an added factor of safety. Analyze rain gutters and down pipes based on
partial flow to determine flow depth and velocity then compare the full flow capacity of
each pipe size with the calculated peak flow rate to verify the desired factor of safety.
Analyze down pipe inlets as a culvert under inlet control.
CALCULATIONS:
Down Pipe Inlets(Inlet Control
Determine O„ -.
For ZSG:
Qmax = 0.372CdD(Z)3/2 (Malcolm Equation III-13)
For Z>S:
/ D\i/z
Qmax = 0.0437CdD2 I Z-24 I (Malcolm Equation III-13)
where: Cmax = flow capacity of inlet(cfs)
2 = height of water above pipe invert(ft)
allowable headwater depth(HW)
C d = coefficient of discharge
C = inside diameter of pipe(in)
Determine Factor of Factor of Safety
FS= Qmax
Q
Iterate the drainage area(A)to each drainage structure that Cmax/Q%the desired factor of safety.

DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
PRQIECT Stone LCID Landfill Expansion SHEET 2 OF 3 DATE 11/9/2022
COMPUTED BY JCL
SUBJECT Down Pipe Analysis JOB# ARBD-21-1 CHECKED BY SAS
Down Pipes:
Determine Flow Capacity of Pipe:
O.463"813S72
Q,,,ax __ (D&REquation 8.24)
n
where: 6 max = flow capacity of pipe(cfs)
G = inside diameter of pipe(ft)
5 = pipe slope(ft/ft)
n = Manning's roughness coefficient
Determine Factor off��Safety_(FSL
FS
Iterate the drainage area(A)to each drainage structure that Cmm/Q a the desired factor of safety.
Determine Flow Depth:
h = 2 1 cos 8)),D
(D&R Equation 8.29)
where: h = flow depth(inches)
0 = central angle(degrees)
IT 1/2 uz 1/2 (D&REquation 8.28)
B 2 �1— (1—(�cK)
K = constant
K- 0.673QnD-8/3S-1/2 (D&REquation 8.27)
Determine Flow Velocity:
QD2 (0- sing) (D&REquation 8.30for"A")
8
where: l/ = f I ow vel oci ty(ft/sec)
A = cross-sectional area of flow(ft)
SMITH GARONER

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5 DOB 1
PROJECT Stone LCID Landfill Expansion SHEET 3/3
JOB# ARBD-21-1
SUBJECT Down Pipe Analysis(CPE Pipe) DATE 11/9/2022
COMPUTED BY JCL
CHECKED BY SAS
Input Parameters:
Manning's Rougness Coefficient= 0.020 -->CPE Pipe(Type S-Use 0.012;Type C-Use 0.02)
Runoff Coefficient= 0.60
Rainfall Intensity= 8.96 IN/HR--->50 YR-5MIN STORM
Allowable Headwater Depth(Above Pipe Invert)(Down Pipe Inlets)= 2.0 FEET
Crifice Coef.OF Discharge(Down Pipe lnl ets)= 0.6 TYPICAL
Down Pipe Inlets
uno o um X-Ziectional Flow Capacity
ID Drainage Area (Q) Pipe I.D. Area A.) Factor of Safety
(AC) (CFS) (IN) (SF) (CFS) (>/=1.10)
Max.Area-12" 0.78 4.19 12.0 0.79 4.62 1.10
Max.Area-15" 1.16 6.24 15.0 1.23 6.92 1.11
Max.Area-18" 1.60 8.60 18.0 1.77 9.50 1.10
Max.Area-24" 2.56 13.76 24.0 3.14 15.15 1.10
Down Pipes
Runoff Volume Flow Capacity
ID Drainage Area (Q) Pipel.D. Pipe Slope A.) Factor of Safety K q Flow Depth Flow Area Flow Velocity
(AC) (CFS) (IN) (%) (CF5) (>/=1.10) ((ONSTANT) (-265`) (IN) (SF) (FPS)
Max.Area-12" 2.20 11.83 12.0 33 13.30 1.12 0.277 232 8.65 0.61 19.51
Max.Area-15" 4.00 21.50 15.0 33 24.11 1.12 0.278 233 10.84 0.95 22.65
Max.Area-18" 6.60 35.48 18.0 33 39.21 1.11 0.282 235 13.16 1.38 25.64
Max.Area-24" 12.40 66.66 24.0 25 73.50 1.10 0.283 235 17.57 2.47 27.04
SMITHIAHQHER
S M ITH GARGNER,INC. CPE Pi pe DOWN PIPE SG

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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Appendix C
Erosion and Sedimentation Control
Technical Specifications
Erosion and Sedimentation Control Plan
Stone LCIB Landfill
Chatham County, North Carolina

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Technical Specifications
Stone LCID Landfill
Chatham County, North Carolina
Prepared for:
ARBO, LLC
Chapel Hill, NC
February 2023
SMITH GARDNER
14 N.Boylan Avenue,Raleigh NC 27603 1 919.828.0577
O 2023 Smith Gardner,Inc.
This document is intended for the sole use of the client for which it was prepared and
for the purpose agreed upon by the client and Smith Gardner,Inc.

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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DocuSign Envelope ID: 10C7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
Technical Specifications
Stone LCID Landfill
Chatham County, North Carolina
Prepared For.
ARBD, LLC
Chapel Hill, NC
S+G Project No.ARBD-21-1
.� N CAN .,
0 �O ,ji':
DacuSigned by: ZZ:a SEAL
e. U 054367
1 13 1/2023
C5ECC95C337E4A'�.. �� �
Jesse C. Li NGINe11.w"'
Project Engineer ''�i SSEI"C- ""
010*#�1aiLu stir+i#ems
DacuSigned by:;#� •,-Y ##�
S� Q. w1lTu SEAL 3 1/2023
3389FB 008BB�1�_.
Stacey A.Smith, P.E. Uzi=
Senior Engineer
+r `• ,'
+�+tIfJlJ111i6�*Y**
February 2023
SMITH GARDNER
14 N.Boylan Avenue,Raleigh NC 27603 1 919.828.0577

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
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Stone LCID Landfill
Chatham County
Technical Specifications
Table of Contents
Section Specification
02110 Site Preparation
02222 Excavation
02223 Embankment
02240 Geotextiles
02270 Erosion and Sedimentation Control
02271 Rip Rap
02275 Rolled Erosion Control Products
02608 Precast Concrete Structures
02720 Stormwater Systems
02930 Revegetation
Stone LCID Landfill Technical Specifications
February 2023 Table of Contents Page i

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SECTION 02110
SITE PREPARATION
Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which
precede the proposed construction.
A. Description
1. General:
a. The Contractor shall furnish all labor, material, and equipment to complete Site
Preparation in accordance with the Contract Drawings and these Specifications.
b. Principal items of work include:
1. Notifying all authorities owning utility lines running to or on the property.
Protect and maintain all utility lines to remain and cap those that are not
required in accordance with instructions of the Utility Companies, and all
other authorities having jurisdiction.
2. Clearing the site within the clearing limits, including removal of grass,
brush, shrubs, trees, loose debris, and other encumbrances except for
trees to remain.
3. Boxing and protecting all areas to be preserved.
4. Removing all topsoil from designated areas and stockpiling on site
where directed by the Engineer for future use.
5. Disposing from the site all debris resulting from work under this Section.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Excavation 02222
Embankment 02223
B. Materials Not Used.
C. Submittals Not Used.
D. Construction
Stone LCID Landfill Technical Specifications
February 2023 Site Preparation Page 02110-1

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
1. Clearing of the Site:
a. Clearing Limits, as shown on the Contract Drawings, shall be established by the
Owner's Surveyor. Once established, the clearing Limits shall be inspected and
approved by the Engineer prior to clearing the affected areas.
b. Before removal of topsoil, and start of excavation and grading operations, the
areas within the clearing Limits shown on the Contract Drawings shall be cleared
and grubbed.
C. Clearing shall consist of cutting, removal, and satisfactory disposal of aLL trees,
fallen timber, brush, bushes, rubbish, fencing, and other perishable and
objectionable material.
Should it become necessary to remove a tree, bush, brush, or other plants
outside the clearing limits, the Contractor shall do so only after permission has
been granted by the Engineer.
d. Excavation resulting from the removal of trees, roots, and the Like shall be filled
with suitable material, as approved by the Engineer, and thoroughly compacted
per the requirements contained in Section 02223, Embankment, of these
Specifications.
e. In temporary construction easement locations, only those trees and shrubs shall
be removed which are in actual interference with excavation or grading work
under this Contract, and removal shall be subject to approval by the Engineer.
However, the Engineer reserves the right to order additional trees and shrubs
removed at no additional cost to the Owner, if such, in their opinion, they are too
close to the work to be maintained or have become damaged due to the
Contractor's operations.
2. Stripping and Stockpiling Existing Topsoil:
a. Existing topsoil and sod on the site within areas designated on the Contract
Drawings shall be stripped to whatever depth it may occur, and stored in
Locations directed by the Engineer.
b. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable
materials before stockpiling.
C. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable
materials.
3. Grubbing:
a. Grubbing shall consist of the removal and disposal of all stumps, roots, logs,
sticks, and other perishable materials to a depth of at least 6 inches below
ground surfaces.
Stone LCID Landfill Technical Specifications
February 2023 Site Preparation Page 02110-2

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
b. Large stumps located in areas to be excavated may be removed during grading
operations, subject to the approval of the Engineer.
4. Disposal of Cleared and Grubbed Material:
No open burning of clearing debris will be allowed on this project.
The Contractor may grind woody materials into wood mulch and either remove from the
site or stockpile on-site in the Location(s) approved by the Owner.
END OF SECTION
Stone LCID Landfill Technical Specifications
February 2023 Site Preparation Page 02110-3

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SECTION 02222
EXCAVATION
Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of
accumulated surface water or ground water, stockpiling, and all necessary and incidental items as
required for bringing the landfill and related structures to the specified lines and grades.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment required to complete
Excavation of the project area in accordance with the Contract Drawings and these
Specifications, except as noted below:
a. Clearing and grubbing and removal of topsoil is addressed in Section 02110, Site
Preparation, of these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Site Preparation 02110
Embankment 02223
Erosion and Sedimentation Control 02270
3. Definitions:
a. Excavation: shall consist of the removal and satisfactory disposal and/or
stockpiling of all materials (borrow and/or unsuitable materials included) located
with the limits of construction including widening cuts and shaping of slopes
necessary for the preparation of roadbeds, slope areas,cutting of any ditches,
channels,waterways, entrances, and other work incidental thereto.
b. Borrow: shall consist of approved on-site material required for the construction
of embankments/fills or for other portions of the work.
C. Unsuitable Material: is any in-place or excavated material which contains
undesirable materials or is in a state which is not appropriate, in the opinion of
the Engineer, for the intended use or support of planned structures,
embankment, or excavation. This may include but not be limited to organic
material,waste/refuse, soft, or wet material not meeting required specifications,
etc.
d. Unsuitable Material Overexcavation: shall consist of the removal and
satisfactory disposal of all unsuitable material located within the limits of
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construction and below subgrade elevations shown or indicated on the Contract
Drawings. Where excavation to the subgrade elevations results in a subgrade or
slopes of unsuitable material, the Contractor shall overexcavate such material to
below the grades shown or indicated on the Contract Drawings or as otherwise
directed by the Engineer.
B. Materials
Excavation shall include the removal of all soil,weathered rock, boulders, conduits, pipe,
unsuitable material, and all other obstacles encountered and shown or indicated on the Contract
Drawings and/or specified herein.
D. Construction
1. The Contractor shall conduct Excavation activities in such a manner that erosion of
disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.
2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings
and stockpile all suitable excavated materials. As the excavation is made, the materials
will be examined and identified to the Engineer.
The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Excavation, including pipe excavations, soil overexcavation, and anchor
trenches.
3. Stockpiling:
Stockpiles shall be properly sloped and the surfaces sealed by the Contractor at the end
of each working day, or during the day in the event of heavy rain, to the satisfaction of the
Engineer.
4. The Contractor shall protect all existing facilities and structures including, but not
limited to, existing utilities, monitoring wells, signs, grade stakes, etc. during the grading
and stockpiling operations.
5. All excavations shall be made in the dry and in such a manner and to such widths as will
give ample room for properly constructing and inspecting the structures and/or piping
they are to contain and for such sheeting, timbering, pumping, and drainage as may be
required.
6. The Contractor shall be responsible for the control of surface and subsurface water
when necessary. Except for certain erosion and sedimentation control measures and
other areas designated to impound water, all areas shall be graded to drain.
7. Excavation slopes shall be flat enough to avoid sloughs and slides that will cause
disturbance of the subgrade or damage of adjacent areas. Slides and overbreaks which
occur due to negligence, carelessness, or improper construction techniques on the part
of the Contractor shall be removed and disposed of by the Contractor as directed by the
Engineer at no additional cost to the Owner.
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8. The intersection of slopes with natural ground surfaces, including the beginning and
ending of cut slopes, shall be uniformly rounded. All protruding roots and other
vegetation shall be removed from slopes.
9. The bottom of all excavations for structures and pipes shall be examined by the Engineer
for bearing value and the presence of unsuitable material. If, in the opinion of the
Engineer, additional Excavation is required due to the low bearing value of the subgrade
material, or if the in-place materials are soft,yielding, pumping and wet, the Contractor
shall remove such material to the required width and depth and replace it with
thoroughly compacted structural fill, or material directed by the Engineer. No payment
will be made for subgrade disturbance caused by inadequate Dewatering or improper
construction methods.
10. Any areas excavated below design subgrade elevations by the Contractor, unless directed
by the Engineer, shall be brought back to design elevations at no cost to the Owner. The
Contractor shall place and compact such material in accordance with Section 02223,
Embankment, of these Specifications.
11. The Contractor shall dispose of excess or unsuitable excavation materials on-site at
locations) approved by the Owner.
12. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be
conducted with appropriate equipment.
13. Upon reaching subgrade elevations shown in excavation areas, the Contractor shall
scarify subgrade soils to a minimum depth of 6" and obtain the Engineer's approval of
quality. If unsuitable materials are encountered at the subgrade elevation, perform
additional excavations as approved by the Engineer to remove unsuitable materials.
14. Overexcavation and Backfill:
a. Where subgrade materials are determined to be unsuitable, such materials shall
be removed by the Contractor to the lengths,widths, and depths approved by the
Engineer in advance and backfilled with compacted Embankment in accordance
with Section 02223, Embankment, of these Specifications.
b. No additional payment will be made for such overexcavation and backfill 1 foot or
less than the finished subgrade (or pre-existing grades where pre-existing
grades are lower than finished subgrade) as this is considered superficial.
C. Where overexcavation of unsuitable material is greater than 1 foot beneath the
finished subgrade (or pre-existing grades where pre-existing grades are lower
than finished subgrade), payment shall be made on a unit price basis for
overexcavation and backfill and the measured quantity shall include the entire
excavation quantity below the finished subgrade (or pre-existing grades where
pre-existing grades are lower than finished subgrade) elevations. The unit price
for overexcavation and backfill shall include disposal of unsuitable materials.
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15. All cuts shall be brought to the grade and cross section shown or indicated on the
Contract Drawings, or established by the Engineer, prior to final inspection.
16. The Contractor shall protect finished lines and grades of completed excavation against
excessive erosion, damage from trafficking, or other causes and shall repair any damage
at no additional cost to the Owner.
17. Trench Excavation:
a. All pipe Excavation and trenching shall be done in strict accordance with these
Specifications, all applicable parts of the OSHA Regulations, 29 CFR 1926,
Subpart P, and other applicable regulations. In the event of any conflicts in this
information, safe working conditions as established by the appropriate OSHA
guidelines shall govern.
b. The minimum trench widths shall be as indicated on the Contract Drawings.
Enlargements of the trench shall be made as needed to give ample space for
operations at pipe joints. The width of the trench shall be limited to the
maximum dimensions shown on the Contract Drawings, except where a wider
trench is needed for the installation of and work within sheeting and bracing.
C. Except where otherwise specified, excavation slopes shall be flat enough to avoid
slides which will cause disturbance of the subgrade, damage to adjacent areas,
or endanger the lives or safety of persons in the vicinity.
d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is
necessary for the protection of existing utilities, poles, trees, pavements,
obstructions, or structures.
e. No greater length of trench in any location shall be left open, in advance of pipe
laying, than shall be authorized or directed by the Engineer and, in general, such
Length shall be limited to approximately one hundred (100) feet.
f. Pipe Bedding: All pipe bedding shall be as shown on the Contract Drawings,
unless otherwise specified herein, or shall be approved by the Engineer.
18. Sheeting and Bracing_
a. The Contractor shall furnish, place, and maintain such sheeting and bracing
which may be required to support sides of Excavation or to protect pipes and
structures from possible damage and to provide safe working conditions in
accordance with current OSHA requirements. If the Engineer is of the opinion
that at any point sufficient or proper supports have not been provided, he may
order additional supports put in at the sole expense of the Contractor. The
Contractor shall be responsible for the adequacy of all sheeting and bracing used
and for all damage resulting from sheeting and bracing failure or from placing,
maintaining, and removing it.
b. The Contractor shall exercise caution in the installation and removal of sheeting
to ensure that excessive or unusual loadings are not transmitted to any new or
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existing structure. The Contractor shall promptly repair at their expense any and
all damage that can be reasonably attributed to sheeting installation or removal.
C. All sheeting and bracing shall be removed upon completion of the work.
19. If grading operations are suspended for any reason whatsoever, partially completed cut
and fill slopes shall be brought to the required slope and the work of seeding and
mulching or other required erosion and sedimentation control operations shall be
performed at the Contractor's sole expense.
20. Surveying:
Upon completion of the landfill subgrade, the subgrade shall be surveyed on 100-foot
centers and at slope breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure the top of the subgrade meets the grades specified on the Contract
Drawings.
END OF SECTION
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SECTION 02223
EMBANKMENT
Embankment: Embankment is the on-site compacted fill that provides the foundation and the berms
for the containment area, the subgrade for some access roadways and structures, and backfill around
structures and piping.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete Embankment
including borrowing, hauling, screening, discing, drying, compaction, control of surface
and subsurface water, final grading, sealing, and all necessary and incidental items as
detailed or required to complete the Embankment, all in accordance with the Contract
Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Excavation 02222
Erosion and Sedimentation Control 02270
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.
ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3).
ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in
Place by the Sand-Cone Method.
ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in
Place by the Rubber Balloon Method.
ASTM D 2216 Standard Test Method for Laboratory Determination of Water
(Moisture) Content of Soil and Rock by Mass.
ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).
ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).
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ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive
Cylinder Method.
ASTM D 4643 Standard Test Method for Determination of Water(Moisture)
Content of Soil by the Microwave Oven Method.
ASTM D 4959 Standard Test Method for Determination of Water(Moisture)
Content of Soil by Direct Heating Method.
ASTM D 6938 Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).
4. Quality Assurance:
Quality Assurance during placement of Embankment will be provided by the Owner.
5. Definitions:
a Embankment: Shall include construction of all site earthwork including
roadways, subgrade, perimeter berm embankments, including preparation of the
areas upon which materials are to be placed. Embankment may also be referred
to as structural and/or controlled fill. All Embankment materials may be either
(off-site) Select Borrow or(on-site) Borrow unless otherwise noted on Contract
Drawings or specified by the Engineer.
b. Prepared Subgrade: The ground surface after clearing, grubbing, stripping,
excavation, scarification, and/or compaction, and/or proof rolling to the
satisfaction of the Engineer.
C. Well-Graded: A mixture of particle sizes that has no specific concentration or
lack thereof of one or more sizes. Well-graded does not define any numerical
value that must be placed on the coefficient of uniformity, coefficient of
curvature, or other specific grain size distribution parameters. Well-graded is
used to define a material type that,when compacted, produces a strong and
relatively incompressible soil mass free from detrimental voids.
d. Unclassified Fill: The nature of materials to be used is not identified or described
herein but must be approved by the Engineer prior to use.
B. Materials
1. Embankment materials shall consist of clean well-graded natural soil classified as SP,
SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material.
Other material classifications may be approved by the Engineer.
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2. Stones or rock fragments shall not exceed one half the maximum lift thickness as
compacted in any dimension. Isolated rocks shall be a maximum of 24-inches in any
dimension.
C. Construction
1. The Contractor shall conduct Embankment activities in such a manner that erosion of
disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.
2. All placement and compaction of Embankment shall be performed only when the
Engineer is informed by the Contractor of intent to perform such work.
3. Embankment shall be placed and compacted to the lines and grades shown on the
Contract Drawings. Placement of Embankment outside the construction limits shall
occur only as directed and approved by the Engineer.
The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Embankment.
4. The Contractor shall protect all existing facilities including, but not limited to, utilities
and monitoring wells.
5. Subgrade Preparation:
a. The Engineer shall inspect the exposed subgrade prior to placement of
Embankment to assure that all rocks, topsoil,vegetation, roots, debris, or other
deleterious materials have been removed.
b. Prior to placement of Embankment, the exposed subgrade shall be proofrolled
using a static smooth-drum roller, loaded tandem axle dump truck, or other
suitable equipment in the presence of the Engineer. Any soft or unsuitable
materials revealed before or during the in-place compaction shall be removed as
directed by the Engineer and replaced with suitable Embankment.
6. Surfaces on which Embankment is to be placed, shall be scarified or stepped in a manner
which will permit bonding of the Embankment with the existing surface.
7. The Contractor shall be responsible for preparing the materials for the Embankment,
including but not limited to, in-place drying or wetting of the soil necessary to achieve the
compaction criteria of these Specifications.
8. Embankment materials shall be placed in a manner permitting drainage and in
continuous, approximately horizontal layers.
9. Compaction Requirements:
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a. The Contractor shall compact Embankment in accordance with the requirements
shown in Table 1 of this section. If Embankment does not meet the specified
requirements, the Contractor shall rework the material, as may be necessary
and continue compaction to achieve these requirements, or remove and replace
the material to achieve the specified requirements, at Contractor's expense.
b. Each lift shall be compacted prior to placement of succeeding lifts. In confined
areas, mechanical equipment, suitable for small areas and capable of achieving
the density requirements, shall be required.
C. Lift compaction shall be performed with an appropriately heavy, properly
ballasted, penetrating-foot or smooth-drum vibratory compactor depending on
soil type. Compaction equipment shall be subject to approval by the Engineer.
10. Embankment that becomes excessively eroded, soft, or otherwise unsuitable shall be
removed or repaired by the Contractor as directed by the Engineer, at no cost to the
Owner.
11. The exposed surface of Embankment shall be rolled with a smooth-drum roller at the
end of each work day to protect from adverse weather conditions.
12. Where Embankment is to be placed and compacted on slopes that are steeper than
3H:1V, the subgrade shall be benched to a minimum depth of 6 inches and the
Embankment shall be placed in horizontal lifts.
13. Backfilling for Structures and Piping_
a. All structures, including manholes and pipes shall be backfilled with
Embankment as shown in the Contract Drawings and as described in these
Specifications.
b. Where sheeting is used, the Contractor shall take all reasonable measures to
prevent loss of support beneath and adjacent to pipes and existing structures
when sheeting is removed. If significant volumes of soil cannot be prevented
from clinging to the extracted sheets, the voids shall be continuously backfilled
as rapidly as possible. The Contractor shall thereafter limit the depth below
subgrade that sheeting will be driven in similar soil conditions or employ other
appropriate means to prevent loss of support.
C. When backfilling around structures, do not backfill until concrete has sufficiently
cured (as determined by the Engineer) and is properly supported. Place backfill
in a manner to avoid displacement or damage of structures.
14. Surveying:
Upon completion of the landfill subgrade, the subgrade shall be surveyed on 100 foot
centers and at slope breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure the top of the subgrade meets the grades specified on the Contract
Drawings.
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Table 1: Required Embankment Properties
Required % Maximum Lift
Item Standard Required Moisture Thickness
Proctor Content' (Compacted)
(ASTM D698)2 (inches)
Embankment Beneath 98 2% of Optimum 8
Structures and Roads' (std. Proctor)
Embankment 95 8
Backfill Around Structures 95 As Required for 8
Compaction
Backfill in Pipe Trenches 95 6
Unclassified Fill N/A N/A N/A
Notes:
1. Embankment beneath structures shall be considered to include a zone 10 feet out from
the foundation of the structure extending down to the natural ground on a 45'slope.
Embankment beneath roads shall be considered to include all embankment placed
within 3 vertical feet of the final wearing surface and shall also include shoulders.
2. Determine field density using ASTM D 6938, ASTM D 1556, ASTM D 2167, or ASTM D 2937.
3. Determine field moisture content using ASTM D 6938,ASTM D 2216,ASTM D 4643, or
ASTM D 4959.
4. The Engineer may allow exceptions to the above criteria for areas outside of the
containment area which are not subject to significant long-term loads.
END OF SECTION
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SECTION 02240
GEOTEXTILES
Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) is specified. The Type GT-S
Geotextile will be placed in the between soil subgrade and aggregate in access roads, and in some
erosion control and drainage applications.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation
of Geotextiles including all necessary and incidental items as detailed or required for the
Contractor to complete the installation in accordance with the Contract Drawings and
these Specifications, except as noted below:
a. Geotextiles used as a Silt Fence is covered under Section 02270, Erosion and
Sedimentation Control, of these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Erosion and Sedimentation Control 02270
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the American Association of State Highway and Transportation
Officials (AASHTO) are hereby made a part of these specifications.
ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.
ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.
ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.
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ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.
ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.
AASHTO M 288 Standard Specification for Geotextiles.
4. Quality Assurance:
Quality Assurance during installation of Geotextiles will be provided by the Owner.
B. Materials
1. General:
The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.
Labels on each roll of Geotextile shall identify the length, width, lot and roll numbers, and
name of Manufacturer.
2. The Type GT-S Geotextile shall be a nonwoven spunbonded or nonwoven needlepunched
synthetic fabric consisting of polyester or polypropylene manufactured in a manner
approved by the Engineer. Woven fabrics may be used in certain applications if approved
in advance by the Engineer.
3. All Geotextiles shall conform to the properties listed in Table 1 of this section.
C. Submittals
Prior to the installation of Geotextiles, the Contractor shall submit the following to the CQA
Engineer:
1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each type of Geotextile attesting that the Geotextiles meet the physical and
manufacturing requirements stated in these Specifications. The Contractor shall also
submit a sample of each Geotextile to be used. The samples shall be labeled with the
product name and be accompanied by the Manufacturer's specifications.
2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.
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3. Seaming Procedures: Submit proposed seaming procedures including proposed method
and equipment.
4. Quality Control Certificates: For Geotextiles delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be provided
which represent every roll of each type of Geotextile supplied. Each certificate shall have
the roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall be as shown in TabLe 2 of this
section.
5. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into the construction.
D. Construction
1. Shipping, Handling, and Storage:
ALL Geotextiles shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.
2. Failing CQA Material Control Tests:
Geotextiles that are rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of Geotextiles supplied as
replacement for rejected material shall be performed by the Engineer at Contractor's
cost.
3. Installation:
a. The surface receiving the Geotextiles shall be prepared to a relatively smooth
condition, free of obstructions, standing water, excessive depressions, debris,
and very soft, excessively wet, and/or loose pockets of soil. This surface shall be
approved by the Engineer prior to Geotextile placement.
b. Geotextiles shall be placed to the Lines and grades shown on the Contract
Drawings. At the time of installation, Geotextiles shall be rejected by the
Engineer if they have defects, rips, holes, flaws, evidence of deterioration, or
other damage.
C. The Geotextiles shall be placed smooth and free of excessive wrinkles.
d. On slopes, Geotextiles shall be anchored at the top and unrolled down the slope.
In the presence of wind, all Geotextiles shall be weighted with sandbags or other
material as appropriate. Geotextiles uplifted by wind may be reused upon
approval by the Engineer.
4. Seams:
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a. All Geotextile seams shall be continuously sewn or heat bonded with methods
approved by the Engineer. Overlapping of seams may also be allowed if approved
in advance by the Engineer. All seams must be approved by the Engineer.
b. On slopes of 6H:1V or steeper, all seams shall be oriented parallel to (in the
direction of)the slope unless otherwise approved by the Engineer.
C. Seams to be sewn shall be sewn using a Type 401 stitch. One or two rows of
stitching may be used. Each row of stitching shall consist of 4 to 7 stitches per
inch. The minimum distance from the geotextile edge to the stitch line nearest to
that edge (seam allowance) shall be 1.5 inches if a Type SSa (prayer or flat) seam
is used. The minimum seam allowance for all other seam types shall be 1.0
inches.
d. Seams to be heat bonded shall be bonded using hot plate, hot knife, ultrasonic,
or other approved devices.
5. Repair Procedures:
a. Any Geotextile that is torn, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the Engineer, by the Contractor at no additional cost to
the Owner. The repair shall consist of a patch of the same type of Geotextile
placed over the failed areas and shall overlap the existing Geotextile a minimum
of 18 inches from any point of the rupture. Patches shall be spot sewn or heat
bonded so as not to shift during cover placement.
b. Slopes Flatter Than 6H:1V: Damaged areas of a size exceeding 10 percent of the
roll width shall be removed and replaced across the entire roll width with new
material. Damaged areas of a size less than 10 percent of the roll width may be
patched.
C. Slopes of 6H:1V or Steeper: Geotextile panels which require repair shall be
removed and replaced with new material. Replacement material shall be sewn
as previously described in this specification.
6. Cover Placement:
a. Except when designed to remain exposed, Geotextiles shall be covered in a
timely manner to limit potential UV damage. Unless otherwise approved by the
Engineer, covering shall occur within 30 days of installation. Extension of this
time may be considered by the Engineer based on weather conditions (i.e.
prolonged cloud cover during 30 day period) or technical information provided by
the Manufacturer that would justify an extension.
(1) The Engineer may conduct sampling and testing of any Geotextiles
exposed for a period longer than allowed to verify the material
properties. The cost associated with this testing and the subsequent
repair(s) shall be borne solely by the Contractor regardless of the test
results. In no case will the maximum length of exposure be greater than
60 days without verification of material properties.
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b. Placement of cover over Geotextiles shall be performed in a manner as to ensure
that the Geotextiles or underlying materials are not damaged. Cover material
shall be placed such that excess tensile stress is not mobilized in the Geotextile.
Table 1: Required Geotextile Properties
Value'
Property Test Method Units
Type GT-S
Geotextile Construction NWz or W3
(NW = Nonwoven) ----- -----
(W=Woven)
Mass per Unit Area (Unit ASTM D 5261 oz/ydz N/A
Weight)
UV Resistance (500 hrs) ASTM D 4355 % 70
Strength Class' AASHTO M 288 Class 2
Tensile Properties: ASTM D 4632
Grab Strength lbs 160 (NW)
250 (W)
Grab Elongation % > 50 (NW)
< 50 (W)
Puncture Resistance ASTM D 6241 lbs 410 (NW)
950 (W)
Trapezoidal Tear Strength ASTM D 4533 lbs 55 (NW)
90 (W)
Apparent Opening Size ASTM D 4751 U.S. 70+
(AOS) Sieve
Permittivity ASTM D 4491 sec-' 1.0
Notes:
1. Minimum Average Roll Value (MARV).
2. Nonwoven geotextiles that have been heat calendered are not acceptable, unless
approved by the Engineer in advance.
3. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles
formed exclusively with slit film fibers are not acceptable.
4. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties,
Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.
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Table 2: Required Manufacturer Quality Control Tests
Property Test Method7 Minimum Test Frequency
Mass per Unit Area (Unit Weight) ASTM D 5261 200,000 ft2
Ultraviolet Resistance (500 hrs) ASTM D 4355 Periodic
Tensile Properties ASTM D 4632 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 Periodic
Permittivity ASTM D 4491 Periodic
Puncture Resistance ASTM D 6241 200,000 ft2
Trapezoidal Tear Strength ASTM D 4533 200,000 ft2
END OF SECTION
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February 2023 Geatextiles Page 02240-6

DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
SECTION 02270
EROSION AND SEDIMENTATION CONTROL
Erosion and Sedimentation Control: Erosion and Sedimentation Control is a system of construction
and engineered measures (devices, structures, practices, etc.) which act to minimize surface water
induced erosion of disturbed areas and the resulting off-site sedimentation.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation
of and maintain Erosion and Sedimentation Control measures and related work in
accordance with the Contract Drawings and these Specifications.
All Erosion and Sedimentation Control work shall be in accordance with the latest edition
of the North Carolina Erosion and Sediment Control Planning and Design Manual as well
as applicable regulations.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Rip Rap 02271
Rolled Erosion Control Products 02275
Stormwater Systems 02720
Revegetation 02930
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.
ASTM D 3786 Test Method for Hydraulic Bursting Strength of Knitted Goods
and Nonwoven Fabrics: Diaphragm Bursting Strength Tester
Method.
ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water(Xenon-Arc Type
Apparatus).
ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.
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ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.
ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.
ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes, and Related Products.
B. Materials
1. Permanent Sediment or Detention Basins:
Permanent sediment or detention basins shall be constructed as shown on the Contract
Drawings.
2. Permanent Drainage Channels, Diversions, Swales, and Ditches:
Permanent drainage channels, diversions, swales, and ditches shall be constructed as
shown on the Contract Drawings.
3. Silt Fence:
Silt fences shall be constructed as shown on the Contract Drawings and as needed,
based on the Contractor's discretion and Engineer's approval. The silt fence is a
permeable barrier erected within and downgradient of small disturbed areas to capture
sediment from sheet flow. It is made of filter fabric buried at the bottom, stretched, and
supported by posts and wire mesh backing. Silt fence shall conform to the following
properties:
a. Posts: Posts shall be 1.33 lb/linear foot steel (preferred) or wood with a
minimum length of 5 feet. Steel posts shall be "U" or"7-type. Wood posts shall
have a minimum diameter of 4-inches.
b. Filter Fabric: Filter fabric shall be a woven geotextile made specifically for
sediment control. Filter fabric shall conform to the properties listed in Table 1 of
this section.
4. Rip Ram
Rip Rap shall conform to the requirements of Section 02271, Rip Rap, of these
Specifications.
5. Rolled Erosion Control Products (RECPs):
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Rolled Erosion Control Products (RECPs) shall conform to the requirements of Section
02275, Rolled Erosion Control Products, of these Specifications.
6. Other Work:
In addition to the Erosion and Sedimentation Control measures shown on the Contract
Drawings, the Contractor shall provide adequate means to prevent any sediment from
entering any storm drains, drop inlets, ditches, streams, or bodies of water downstream
of any area disturbed by construction. Excavation materials shall be placed upstream of
any trench or other excavation to prevent sedimentation of off-site areas. In areas where
a natural buffer area exists between the work area and the closest stream or water
course, this area shall not be disturbed. All paved areas shall be scraped and swept as
necessary to prevent the accumulation of dirt and debris. Work associated with this
provision shall be considered incidental to the project and no separate payment will be
made.
7. Temporary and Permanent Ground Cover:
The Contractor shall provide temporary or permanent ground cover(or other acceptable
measure(s)) adequate to restrain erosion on erodible slopes or other areas within 21
calendar days following completion of any phase of grading. The Contractor shall provide
permanent ground cover for all disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following the completion of construction.
C. Submittals
The Contractor shall submit the following to the Engineer:
1. Submit a certification and summary of all required test results, prior to installation, that
all Erosion and Sedimentation Control materials manufactured for the project have been
produced in accordance with these Specifications.
2. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.
D. Construction
1. Establishment of Erosion and Sedimentation Control Measures:
a. All Erosion and Sedimentation Control measures will be constructed according
to the Contract Drawings and these Specifications.
b. Due to the nature of the work required by this Contract, it is anticipated that the
location and nature of the Erosion and Sedimentation Control measures may
need to be adjusted to reflect the current phase of construction.
C. Erosion and Sedimentation Control measures shall be established prior to the
work in a given area. Where such practice is not feasible, the Erosion and
Sedimentation Control measure(s) shall be established immediately following
completion of the clearing operation.
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d. The construction schedule adopted by the Contractor will impact the placement
and need for specific measures required for the control of erosion. The
Contractor shall develop and implement such additional techniques as may be
required to minimize erosion and prevent or correct the discharge of sediment
outside the limits of construction (unless controlled by other on-site measure(s)).
e. The location and extent of Erosion and Sedimentation Control measures shall be
revised at each phase of construction that results in a change in either the
quantity or direction of surface runoff from construction areas. All deviations
from the control provisions shown on the Contract Drawings shall have the prior
approval of the Engineer.
2. Inspection and Maintenance of Erosion and Sedimentation Control Measures:
a. The Contractor shall furnish the labor, material, and equipment required for the
inspection and maintenance of all Erosion and Sedimentation Control measures.
Maintenance shall be scheduled as required for a particular measure to
maintain the removal efficiency and intent of the measure.
b. All Erosion and Sedimentation Control measures shall be inspected at least once
every seven calendar days and within 24 hours after any storm event of greater
than 0.5 inches of rain per 24 hour period and appropriate maintenance
conducted. A rain gauge shall be maintained on the site and a record of the
rainfall amounts and dates shall be kept properly.
C. Maintenance shall include, but not be limited to:
(1) The removal and satisfactory disposal of trapped or deposited sediments
from basins, traps, barriers, filters, and/or drainage features/devices;
(2) Replacement of filter fabrics used for silt fences upon loss of efficiency;
and
(3) Replacement of any other components which are damaged or cannot
serve the intended use.
d. The Contractor shall accept and maintain any existing sediments that are
included in existing sediment basins and traps that accept or will accept
stormwater flow and or sediment accumulation from all areas within the
Contractor's limits of construction. All of these sediment basins and/or traps
shall be cleaned of sediments accumulated during the performance of this
pro lect.
e. Sediments removed from Erosion and Sedimentation Control measures shall be
disposed of in locations that will not result in off-site sedimentation as approved
by the Engineer.
f. All Erosion and Sedimentation Control measures shall be maintained to the
satisfaction of the Engineer until the site has been stabilized.
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3. Graded Slopes and Fills:
The angle for graded slopes and fills shall be no greater than the angle that can be
retained by vegetated cover or other adequate measures.
4. Finish Grading:
All disturbed areas shall be uniformly graded to the lines, grades, and elevations shown
on the Contract Drawings. Except for certain erosion and sedimentation control
measures and other areas designated to impound water, all areas shall be graded to
drain. Finished surfaces shall be reasonably smooth, compacted, and free from irregular
surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily
obtainable from either blade or scraper operations. Areas shall be finished to a
smoothness suitable for application of topsoil.
5. Revegetation:
Revegetation shall conform to the requirements of Section 02930, Revegetation, of these
Specifications.
6. Cleanup:
a. The Contractor shall remove from the site all debris from their work including,
but not limited to, branches, paper, and rubbish in all landscape areas, and
remove temporary barricades as the work proceeds.
b. All areas shall be kept in a neat, orderly condition at all times. Prior to final
acceptance, the Contractor shall clean up the entire landscaped area to the
satisfaction of the Engineer.
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Table 1: Required Silt Fence Filter Fabric Properties
Property Test Method FUnits Value'
Grab Tensile Strength' ASTM D 4632 lbs 90 x 90
Grab Elongation ASTM D 4632 % 20 (Max.)
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 80
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 30+
Permittivity ASTM D 4491 sec-' 0.05
Notes:
1. Minimum Average Roll Value (MARV).
2. Values for machine and cross machine direction (MD x XD), respectively.
END OF SECTION
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SECTION 02271
RIP RAP
Rip Rai This section includes all rip rap aprons and channel protection.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation
of Rip Rap for protection of earthen slopes against erosion as indicated, including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Geotextiles 02240
Erosion and Sedimentation Control 02270
3. Reference Standards:
The latest revision of the following standards of the North Carolina Department of
Transportation (NCDOT) are hereby made a part of these Specifications.
NCDOT Standard Specifications for Roads and Structures.
B. Materials
1. Rip Ram Rip Rap shall be of the size indicated on the Contract Drawings and shall
conform to NCDOT Section 1042, Rip Rap Materials.
2. Geotextiles: Geotextiles shall conform to the requirements outlined in Section 02240,
Geotextiles, of these Specifications.
C. Submittals
The Contractor shall submit the following to the Engineer:
1. Submit a certification and summary of all required test results prior to installation, that
all Rip Rap has been produced in accordance with these Specifications.
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2. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.
D. Construction
1. Surface Preparation:
a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.
b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.
C. Geotextiles shall be placed as shown on the Contract Drawings and in
accordance with Section 02240, Geotextiles, of these Specifications.
d. Do not place any stone material on the prepared surface prior to inspection and
approval to proceed from the Engineer.
2. Placing Rip Rai
Rip Rap shall be placed in accordance with NCDOT Section 876, Rip Rap.
END OF SECTION
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DocuSign Envelope ID: 1OC7CE7F-CCD9-4198-9643-FBE9D8F5DOB1
SECTION 02275
ROLLED EROSION CONTROL PRODUCTS
Rolled Erosion Control Products: Rolled Erosion Control Products (RECPs) include erosion control
blankets (ECB) and turf reinforcement mats (TRM) pLaced in channels and on slopes.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation
of all RECPs in accordance with the Contract Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Erosion and Sedimentation Control 02270
Revegetation 02930
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.
ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water(Xenon-Arc Type
Apparatus).
ASTM D 6475 Standard Test Method for Measuring Mass per Unit Area of
Erosion Control Blankets.
ASTM D 6524 Standard Test Method for Measuring the Resiliency of Turf
Reinforcement Mats.
ASTM D 6525 Standard Test Method for Measuring Nominal Thickness of
Permanent Erosion Control Products.
ASTM D 6566 Standard Test Method for Measuring Mass per Unit Area of Turf
Reinforcement Mats.
ASTM D 6818 Standard Test Method for Ultimate Tensile Properties of Turf
Reinforcement Mats.
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B. Materials
1. General:
The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which
shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for
such purposes.
Labels on each RECP shall identify the length, width, product name, and name of
Manufacturer.
2. Erosion Control Blanket (ECB) (Single Net):
ECB (single net) shall consist of a machine-produced mat of straw or wood excelsior
fiber covered on the top side with a photodegradable extruded plastic or woven
biodegradable netting and sewn togetherwith degradable thread. ECB (single net) shall
also conform to the properties listed in Table 1 of this section. ECB (single net) shall be
EroNet S75, as manufactured by North American Green, CURLEX I, as manufactured by
American Excelsior Company, LANDLOK S1, as manufactured by Propex GeoSolutions, or
approved equal.
Flexterra Flexible Growth Media (FGM), as manufactured by Profile Products, applied at a
minimum rate of 3,500 lbs/acre (or equal product/application rate) is an acceptable
substitute for ECB to be placed on 2H:1V slopes (a minimum rate of 3,000 lbs/acre shall
be used on 3H:1V slopes).
3. Turf Reinforcement Mat (TRM):
TRM (Type 1) shall consist of a dense web of crimped and interlocking polypropylene
fibers positioned between two biaxially oriented nets and mechanically bound together by
parallel stitching with polypropylene thread. TRM shall be designed to accelerate
seedling emergence, exhibit high resiliency, and possess strength and elongation
properties to limit stretching in a saturated condition. TRM shall be stabilized against
chemical and UV degradation which are normally found in a natural soil environment and
shall have no biodegradable components. TRM shall also conform to the properties
listed in Table 1 of this section. TRM shall be LANDLOK 435, as manufactured by Propex
GeoSolutions, or approved equal.
4. Anchors: Anchors for RECPs shall consist of machine made staples of No. 8 gauge new
steel wire formed into a "U" shape. The size when formed shall be not less that 8 inches
in length with a throat of not less than 1 inch in width. Longer anchors may be required
for loose soils. Other anchors, such as metal pins or plastic pegs, may also be used if
approved in advance by the Engineer.
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C. Submittals
The Contractor shall submit the following to the Engineer:
1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each RECP attesting that each RECP meets the physical and manufacturing
requirements stated in these Specifications. The Contractor shall also submit a sample
of each RECP to be used. The sample shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.
2. Installation Guidelines/Instructions: The Manufacturer's guidelines/instructions for
installation shall be submitted for review.
3. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.
D. Construction
1. Shipping, Handling, and Storage:
All RECPs shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.
2. Installation - General:
a. Placing of RECPs shall be done immediately following seeding. Seeding shall be
performed in accordance with Section 02930, Revegetation, of these
Specifications.
b. RECPs shall be placed to the lines and grades shown on the Contract Drawings.
The earth surface shall be smooth and free from stones, clods, or debris which
will prevent the contact of the RECP with the soil. Care shall be taken to
preserve the required line, grade, and cross section of the area.
C. RECPs shall be unrolled in the direction of the flow of water and shall be applied
without stretching so that it will lie smoothly but loosely on the soil surface.
d. At the time of installation, RECPs shall be rejected, if they have defects, rips,
holes, flaws, evidence of deterioration, or other damage.
e. The Engineer may require adjustments in the installation requirements to fit
individual conditions.
3. Installation - Channels:
RECPs installed in channels shall be unrolled parallel to the direction of water flow. The
first roll shall be centered longitudinally in the channel and anchored with staples.
Subsequent rolls shall be installed outward to the edges of the channel and be lapped to
allow installation of a common row of anchors. RECP ends shall be overlapped with the
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upstream ends on top ("shingled"). Refer to the Contract Drawings and/or the
Manufacturer's installation guidelines/instructions for installation details.
4. Installation - Slopes:
RECPs installed on slopes shall be oriented in vertical strips and anchored. Subsequent
rolls shall be installed outward to the edge(s) of the original roll and be lapped to allow
installation of a common row of anchors. RECP ends shall be shingled. Refer to the
Contract Drawings and/or the Manufacturer's installation guidelines/instructions for
installation details.
5. Maintenance:
Maintenance of RECPs shall be in accordance with Section 02270, Erosion and
Sedimentation Control, of these Specifications.
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Table 1: Required Rolled Erosion Control Product Properties
Property Test Method Units Value'
Erosion Control Blanket (ECB) (Single Net)
0.5+ 10%
Mass per Unit Area ASTM D 6475 lbs/yd' (Straw)
0.7+ 10%
(Excelsior)
Tensile Strength' ASTM D 6818 lbs/ft 50 x 65
Tensile Elongation ASTM D 6818 % 20
Maximum Permissible Shear ----- lbs/ft' 1.55
Stress (Un-Vegetated)
Functional Longevity ----- months 12
Turf Reinforcement Mat(TRM)
Mass per Unit Area ASTM D 6566 oz/yd' 8
Thickness ASTM D 6525 inches 0.35
Tensile Strength' ASTM D 6818 lbs/ft 225 x 175
Tensile Elongation ASTM D 6818 % 50 (max.)
Resiliency ASTM D 6524 % 80
UV Resistance (1,000 Hours) ASTM D 4355 % 80
Maximum Permissible Shear Large Scale lbs/ft' 5
Stress (Long-Term Vegetated)
Notes:
1. Typical for ECB.
2. Values for machine and cross machine direction NO x XD), respectively.
END OF SECTION
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SECTION 02608
PRECAST CONCRETE STRUCTURES
Precast Concrete Structures: Precast Concrete Structures are used in the stormwater systems.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete installation
of Precast Concrete Structures in accordance with the Contract Drawings and these
Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Stormwater Systems 02720
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.
ASTM A 615 Standard Specification for Deformed and Plain Billet-Steel Bars
for Concrete Reinforcement.
ASTM C 443 Standard Specification for Joints for Circular Concrete Sewer
and Culvert Pipe, Using Rubber Gaskets.
ASTM C 478 Standard Specification for Precast Reinforced Concrete Manhole
Sections.
ASTM C 497 Standard Test Methods for Concrete Pipe, Manhole Sections, or
Tile.
ASTM C 990 Standard Specification for Joints for Concrete Pipe, Manholes,
and Precast Box Sections Using Preformed Flexible Joint
Sealants.
ASTM C 1433 Standard Specification for Precast Reinforced Concrete Box
Sections for Culverts, Strom Drains, and Sewers.
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B. Materials
1. Precast Concrete Boxes: All precast concrete boxes shall be constructed from non-
shrink, 4,000 psi compressive strength concrete in conformance with ASTM C 1433 and
as detailed on the Contract Drawings.
2. Joints: Alljoints shall be sealed with preformed plastic gaskets in conformance with
ASTM C 990 or rubber gaskets in conformance with ASTM C 443.
3. Steps: ALL steps shall be constructed of 0.5 inch reinforcing rod completely encased in
corrosion-resistant rubber or plastic. The upper surfaces of each step shall have a
traction tread of self cleaning rubber cleats and guide lugs on both sides to prevent
slippage.
4. Frames and Covers: Frames and covers shall consist of cast iron frames and covers
(Vulcan Foundry, or equal) equipped with steel handles and shall be of the opening size
as indicated on the Contract Drawings. Markings on the covers shall indicate the
intended use of the structure and shall be acceptable to the Owner.
5. Markings: All Precast Concrete Structures shall include markings clearly identifying the
date of manufacture, the name of the manufacturer, and any other pertinent information.
C. Submittals
The Contractor shall submit the following to the Engineer:
1. The Contractor shall submit shop drawings for Precast Concrete Structures for approval
at least 4 weeks prior to construction. Shop drawings shall show complete design,
installation, and construction information in such detail as to enable the Engineer to
determine the adequacy of the proposed units for the intended purpose. Details of steel
reinforcement size and placement shall be included. The shop drawings shall include a
schedule which will list the size and type of precast structure at each location where the
precast structures are to be used.
2. Submit a certification and summary of all required test results, prior to installation, that
all Precast Concrete Structures have been produced in accordance with these
Specifications.
D. Construction
1. The Precast Concrete Structures shall be installed at the locations and to the elevations
indicated on the Contract Drawings. The Contractor shall give the Engineer sufficient
notice so they may observe the field Location and installation activities.
2. The Precast Concrete Structures will be bedded and backfilled as indicated on the
Contract Drawings.
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3. Precast Concrete Structures which are damaged or become damaged will be rejected or
shall be repaired in a manner approved by the Engineer at the Contractor's sole expense.
END OF SECTION
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SECTION 02720
STORMWATER SYSTEMS
Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, headwalls, flared end
sections, drop inlets, manholes, and other appurtenances designated to convey stormwater.
A. Description
1. General:
The contractor shall furnish all labor, material, and equipment to complete installation of
Stormwater Systems in accordance with the Contract Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rip Rap 02271
3. Reference Standards:
The latest revision of the following standards of the American Society of Testing and
Materials (ASTM), the American Association of State Highway and Transportation Officials
(AASHTO), and the North Carolina Department of Transportation (NCDOT) are hereby
made a part of these specifications.
ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.
ASTM C 150 Standard Specification for Portland Cement.
ASTM D 1248 Standard Specification for Polyethylene Plastics Molding and
Extrusion Materials For Wire and Cable.
ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity-Flow Applications.
ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and
Fittings Materials.
AASHTO M 36 Specification for Corrugated Steel Pipe.
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AASHTO M 252 Specification for Corrugated Polyethylene Drainage Tubing, 3 to
10 Inch Diameter.
AASHTO M 294 Specification for Corrugated Polyethylene Pipe, 12 to 36 Inch
Diameter.
NCDOT Standard Specifications for Roads and Structures and Roadway
Standard Drawings.
B. Materials
1. Corrugated Polyethylene (CPE) Pipe:
CPE pipe and fittings shall be of the sizes and type shown on the Contract Drawings and
shall conform to every aspect of AASHTO M 252 (3 to 10 inch diameters) or AASHTO M
294 (12 to 36 inch diameters). All Type S CPE pipe shall have watertight joints.
2. Flared End Sections:
Flared end sections shall be reinforced and shall be fabricated from the same materials
meeting the same requirements as the pipe to which they are connected. All reinforced
concrete and corrugated metal flared end sections shall meet the requirements of the
NCDOT. Corrugated polyethylene flared end sections shall be as recommended by the
pipe manufacturer.
C. Submittals
The Contractor shall submit the following to the Engineer:
1. Submit a certification and summary of all required test results, prior to installation, that
all Stormwater Systems have been produced in accordance with these Specifications.
2. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.
D. Construction
1. All piping shall be installed by skilled workmen and in accordance with the best
standards for piping installation. Proper tools and appliances for the safe and convenient
handling and installation of the pipe and fittings shall be used.
2. All pieces shall be carefully examined for defects, and no piece shall be installed which is
known to be defective. If any defective piece should be discovered after having been
installed, it shall be removed and replaced at the Contractor's expense.
3. Prior to installation, the Contractor is responsible for checking the fit of design elevations
for Stormwater Systems with existing conditions (i.e. conflicts with other structures, fit
within existing drainage channels/features, ability to have minimum cover, etc.). The
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Contractor shall notify the Engineer of any conflicts and/or necessary field adjustments
prior to installation for resolution or concurrence.
4. Excavation and backfilling of pipe trenches shall be as described in Section 02222,
Excavation and Section 02223, Embankment, respectively, of these Specifications.
5. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
entrance into the pipe and fittings. Proper facilities shall be provided for lowering
sections of pipe into trenches. No materials shall be dropped or dumped into the trench.
6. Water shall be kept out of the trench until jointing and backfilling are completed. When
work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so
that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends
Left for future connections shall be valved, plugged, or capped, and anchored as required.
7. All Stormwater Systems shall be installed to accurate lines and grades with no abrupt
changes in line or grade.
8. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings,joints, and fittings. Before joints
are made, each pipe shall be well bedded on a solid foundation. No pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade orjoint disturbed after laying shall be taken up and re-laid by the
Contractor at their own expense.
END OF SECTION
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SECTION 02930
REVEGETATION
Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the
Contractor whether inside the Contract Limits or not.
A. Description
1. General:
The Contractor shall furnish all labor, material, and equipment to complete Revegetation
in accordance with the Contract Drawings and these Specifications.
2. Related Work:
Related Contract Work is described in the following sections of the Specifications:
Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rolled Erosion Control Products 02275
3. Correction Period:
The Contractor shall be responsible for the satisfactory establishment and growth of a
permanent stand of vegetation as judged by the Engineer. During this period, the
Contractor shall be responsible for the maintenance items described in Paragraph D.4
(Maintenance) of this Specification.
B. Materials
1. Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade
ground limestone conforming to the current "Rules, Regulations, and Standards of the
Fertilizer Board of Control."
2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer
meeting applicable requirements of State and Federal law. Do not use cyanamic
compounds of hydrated time. Deliver fertilizer in original containers labeled with content
analysis.
3. Grass Seed: Supply fresh, clean, new-crop seed. Do not use seed which is wet, moldy, or
otherwise damaged. Deliver seed in standard sealed containers labeled with producer's
name and seed analysis, and in accord with US Department of Agriculture Rules and
Regulations under Federal Seed Act.
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4. Mulch: Supply clean, seed-free, threshed straw of oats,wheat, barley, rye, beans, or
other locally available mulch material.
a. Do not use mulch containing a quantity of matured, noxious weed seeds or other
species that will be detrimental to seeding, or provide a menace to surrounding
Land.
b. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.
5. Binder: Supply emulsified asphalt or synthetic binder.
6. Water: Supply potable, free of substances harmful to growth.
7. Application rates, seed types, and other requirements shall be in accordance with Table 1
of this section.
C. Submittals
The Contractor shall submit the following to the Engineer:
1. Results of soil tests performed and proposed modifications, if any, to the specified
requirements.
2. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed. Certify
that each container of seed delivered is fully labeled in accordance with Federal Seed Act
and equals or exceeds specification requirements.
3. Copies of invoices for fertilizer, showing grade furnished and total quantity applied.
D. Construction
1. The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the
specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to be
revegetated to ensure the adequacy of the specified requirements. Any modifications to
these requirements deemed necessary after the review of soil test results, shall be at the
Contractor's sole expense. The Engineer will perform the observations to determine
when successful Revegetation is achieved.
2. Soil Preparation:
a. Limit preparation to areas which will be planted soon after preparation.
b. Loosen surface to minimum depth of four (4) inches.
C. Remove stones, sticks, roots, rubbish and other extraneous matter over three (3)
inches in any dimension.
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d. Spread time uniformly over designated areas at the rate specified in Table 1 of
this section.
e. After application of time, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.
f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in
Table 1 of this section.
(1) Use suitable distributor.
(2) Incorporate fertilizer into soil to depth of at least two (2) inches.
(3) Remove stones or other substances which will interfere with turf
development or subsequent mowing.
g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.
(1) Roll and rake, remove ridges and fill depressions, as required to meet
finish grades.
(2) Fine grade just prior to planting.
3. Seeding:
a. Use approved mechanical power driven drills or seeders, mechanical hand
seeders, or other approved equipment.
b. Distribute seed evenly over entire area at the rate specified in Table 1 of this
section.
C. Stop work when work extends beyond most favorable planting season for species
designated, or when satisfactory results cannot be obtained because of drought,
high winds, excessive moisture, or other factors.
d. Resume work only when favorable condition develops, or as directed by the
Engineer.
e. Lightly rake seed into soil followed by light rolling or cultipacking.
f. Immediately protect seeded areas against erosion by mulching or placing Rolled
Erosion Control Products in accordance with Section 02275 of these
Specifications,where applicable.
(1) Spread mulch in a continuous blanket at the rate specified in Table 1 of
this section.
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(2) Immediately following spreading mulch, secure with evenly distributed
binder at the rate specified in Table 1 of this section.
(3) For slopes not steeper than 3H:1V and as an option to using binder to
secure mulch, use a mulch anchoring tool operated along the contour of
the slope.
4. Maintenance:
The Contractor shall be responsible for maintaining all seeded areas through the end of
their warranty period. The Contractor shall provide, at their expense, protection of all
seeded areas against damage at all times until acceptance of the work. Maintenance
shall include, but not be limited to, the following items:
a. Regrade and revegetate all eroded areas until adequately stabilized by grass.
b. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.
C. Replant bare areas using same materials specified.
d. Refertilize 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.
Table 1: Seeding Schedule
Material Seed Type Application Rate
(See Note 11
Lime ----- 4,000 lbs/acre
Fertilizer(10-20-20) ----- 500 lbs/acre
Seed:
Tall Fescue 50 lbs/acre
Centipede 5 lbs/acre
Permanent: Bermudagrass3 35 lbs/acre
Sericea Lespedeza 20 lbs/acre
Seasonal Nurse Crop See Note 2
Temporary: Seasonal Nurse Crop See Note 2
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 400 gallons/acre
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Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. Use seasonal nurse crop in accordance with seeding dates as stated below:
May 1 -August 15 40 lbs/acre German Millet
January 1 — May 1 120 lbs/acre Rye (grain)
August 15 — December 31 120 lbs/acre Rye (grain)\
Annual Lespedoza (Kobe) 50 lbs/acre
3. From September 10 — February 28, use unhulled Bermudagrass.
From March 1 —August 31, use hulled Bermudagrass.
END OF SECTION
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Appendix
Erosion and Sedimentation Control
Plans and Details
Erosion and Sedimentation Control Plan
Stone LCIB Landfill
Chatham County, North Carolina

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Please see site drawings under Attachment I of this submittal.

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