3612_Allen_ModifiedClosurePlan_Rev2_Stormwater Management_FID1897209_20230731

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 1 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
1 PURPOSE
This Calculation Package is written in support of the stormwater design for the proposed closure
of the Active Ash Basin (AAB) and the Retired Ash Basin (RAB) at the Allen Steam Station in Gaston
County, North Carolina. This calculation package specifically evaluates the design for the ash
basin drainage areas, drainage channels, and the stormwater management basins for the AAB
and RAB at the Allen Steam Station.
2 DRAINAGE AREAS
The AAB area is divided into several different subcatchments. Each subcatchment includes areas
from one or more of the following: undisturbed areas outside of the existing limits of waste, areas
within the existing limits of waste (within which the ash will be removed and the area restored
to pre -development grades), and areas from one of the two proposed landfills within or
immediately upstream of the AAB. The flows from these drainage areas will discharge into a
stormwater drainage channel (after ash has been removed), and these channels will discharge
into a stormwater management basin. The stormwater management basins will ultimately
discharge stormwater directly to Lake Wiley via outlet culverts while providing some temporary
storage and attenuation of peak stormwater flows. The RAB drainage areas include areas similar
to the AAB with the main difference being that one landfill is proposed at the west/upstream end
of the RAB, partially overlapping the RAB existing limits of waste. The flows from these drainage
areas will also ultimately discharge stormwater to Lake Wiley via a stormwater management
basin (with similar attenuation of peak stormwater flows).
AECOM's understanding of the project site's existing topography and features is based on
historical drawings and a number of site surveys. Historical (bottom of ash) contours within the
Active Ash Basin (AAB) and the Retired Ash Basin (RAB) are based on Duke Energy drawing No.
A3350-113 titled "Ash Storage Basin, General Plan, As Built Topography". These historical
contours were overlain onto the existing conditions topographic survey completed by Stewart,
Inc. in June 2020. Contours depicted below the water surface are based on a bathymetric survey
included in AMEC's Waste Strategy Analysis Report Dated April 2015. Site boundaries were
provided by Synterra in February 2018 and February 2020.
AECOM delineated the various subcatchments in order to analyze the stormwater runoff for the
planned post -closure conditions. Subcatchment delineation was completed using AutoCAD Civil
3D 2019 based on design topography and updated surveys. Subcatchments have been
delineated based on the current design conditions and may be revised if the design is
changed/modified leading up to or during construction. A subcatchment delineation figure is

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 2 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
included in Attachment 1. Additional details on the analysis of these smaller subcatchments can
be found in the section below and in Attachment 2.
3 CALCULATIONS
The 100-year, 24-hour duration storm event has been selected as the design storm for all portions
of the closed AAB and RAB based on discussions with and direction from Duke Energy. This
exceeds the requirements of the Environmental Protection Agency's (EPA's) Final CCR Rule (40 CFR
Part 257) and North Carolina Administrative Code Title 15A, both of which only require ash basin
closure designs to safely pass stormwater flows resulting from the 25-year, 24-hour duration storm
event.
Rainfall data for the design storm was obtained using precipitation estimates from National
Oceanic and Atmospheric Administration (NOAA)'s Precipitation Frequency Data Server (PFDS)
web tool. Estimates provided by this web tool are calculated using the NOAA Atlas 14 publication
for storms with recurrence intervals ranging between 1 year and 1,000 years and durations
ranging between 5 minutes and 60 days.
The National Resources Conservation Service (NRCS) Type II synthetic rainfall distribution (Type
II Distribution) was used for temporal routing of the design storm throughout the site and
planned ash basin closure area. The Type II distribution may be used for storms up to the 1,000-
year, 24-hour duration storm event throughout most of the continental United States (including
the project site). The estimated rainfall and distributions for the various storm events analyzed
in this hydrologic analysis is summarized below in Table 1.
Storm Event
(24-hr)
Duration (hr)
Rainfall (in)
Distribution
2-year
24
3.41
NRCS Type II
25-year
24
5.87
NRCS Type II
100-year
24
7.39
NRCS Type II
Table 1. NOAA Rainfall Estimates
AECOM estimated an appropriate time of concentration (Tc) for each subcatchment based on the
NRCS publication Urban Hydrology for Small Watersheds, also known as Technical Release 55
(TR-55). TR-55 is used to calculate stormwater volumes, peak discharge, and hydrographs for
subcatchments based on their unique characteristics. A higher Tc usually results in a lower peak
discharge and velocity. Similarly, a lower Tc usually results in a higher peak discharge and velocity.
Water generally travels in three different phases: sheet flow, shallow concentrated flow, and
open channel flow. TR-55 method calculates the Tc by summing the time it takes for water to

AECOM
Job: Allen Steam Station — Ash Basin Closure
Description: Stormwater Management
Project No.:
60630907
Sheet:
3 of 8
Computed by:
NSF
Date:
06/21/23
Checked by:
ANR
Date:
06/19/23
travel through each phase. Sheet flow is assumed to last for a maximum of 100 feet. Shallow
concentrated flow lasts until the flow begins to channelize, at which point open channel flow
occurs. The equation for sheet flow requires an estimation of the 2-year, 24-hour duration
precipitation event. The rainfall amount for the 2-year, 24-hour duration storm event at the
project site can be found above in Table 1.
The Tc for all subcatchments involves a combination of sheet flow, shallow concentrated flow,
and channel flow. Flow in these subcatchments traveled through a number of different defined
flow paths which required separate Tc calculations. The Tc for each subcatchment was calculated
along the longest hydrologic flow path in the subcatchment and calculating the travel time for
each phase. These travel times were then summed to determine the total Tc for that
subcatchment. The Tcvaries for each subcatchment, and all Tcvalues were calculated in AECOM's
HydroCAD model. Detailed Tc values and other hydrologic information can be found in
Attachment 2.
AECOM selected an appropriate curve number (CN) for each subcatchment based on the NRCS
Curve Number Method in TR-55. The two major factors that determine the appropriate curve
number are the hydrologic soil group and the cover type. Site soil data used to determine the
hydrologic soil group was obtained from the NRCS Web Soil Survey database and mostly consists
of Group B soils throughout the site. Land use data used to determine the cover type was
delineated utilizing aerial photography. The NRCS Soil Map for the site is included in Attachment
4. AECOM assumed a Curve Number (CN) of 80 for the proposed landfill areas to represent a soil
cover system. This CN may change if an alternative cover system is selected in a future design
submittal. AECOM also assumed a soil Group C for all areas within the ash basin where grading
or ash excavation will occur due to compaction during grading work. Weighted CN calculations
for the various subcatchments are provided in Attachment 2.
3.1. Hydrologic Design
AECOM used HydroCAD version 10.00-25 to model stormwater conditions for the AAB and RAB
closure design using the reference information described above. HydroCAD is a modeling
software that is used to calculate hydrologic inflows for a variety of design storms. HydroCAD
allows the user to create a complex network of "nodes" to simulate how stormwater flows would
be routed through a site's stormwater features. AECOM created two HydroCAD models to
determine the peak inflows into the various stormwater features of the AAB and the RAB. The
models were also used to size the culverts for the proposed stormwater management basins.
The detailed output of the model includes a figure showing the model layout and all relevant
hydrologic assumptions and notes. This output can be found in Attachment 2. A larger
subcatchment figure is also included in Attachment 1.

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 4 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
HydroCAD calculates an inflow hydrograph for each node in the model. The inflow hydrograph is
calculated based on the characteristics of and flows through the nodes and subcatchments
upstream of that node. This calculation provides a peak inflow value, a total inflow volume, and
an inflow value for various times after the start of the design storm. HydroCAD also calculates a
discharge hydrograph for each node in the model. The discharge hydrograph is calculated using
the information from the inflow hydrograph and accounts for storage, spillway elevations, and
spillway discharge rating curves. Peak inflows from the design storm are attenuated and
discharges are reduced based on the storage available in basins and channels in the model.
There are three proposed landfills within or immediately upstream of the ash basins. The South
Starter Landfill (SSLF) is located in the southeast corner of the AAB, mostly outside of the existing
limits of waste. The Ash Basin Landfill (ABLF) is located in the northeast corner of the AAB, mostly
within the existing limits of waste. The North Starter Landfill (NSLF) is located to the northwest
of the RAB, mostly outside of the existing limits of waste (which will be constructed after ash has
been removed within its proposed footprint). The proposed Canal Road Landfill (CLF) is located
well to the north of both ash basins and is not expected to contribute any stormwater flows to
either the AAB or the RAB.
The NSLF has been designed to the Issue for Construction (IFC) level and proposed stormwater
management controls and their respective calculations have been summarized in a Calculation
Package dated April 9, 2021. This April 2021 package includes calculations for both the NSLF and
the final closed RAB. These calculations have been included in the RAB HydroCAD model output
in Attachment 2 of this Calculation Package. HydroCAD models for the NSLF and the RAB have
not been modified from the April 2021 Calculation Package. Link nodes referencing the NSLF
HydroCAD model are included in the HydroCAD Model for the RAB, and the HydroCAD model
output for the NSLF (which is the basis for these links) is included in Attachment S.
The SSLF has been designed to the IFC level and proposed stormwater management controls and
their respective calculations have been summarized in a Calculation Package dated April 9, 2021.
This package includes calculations for the SSLF, but not the closed AAB. In the April 2021
package, the northeastern stormwater outlet for the perimeter channel of the SSLF was proposed
to discharge into the AAB. Based on several discussions with and direction from Duke Energy,
this outlet is now proposed to discharge stormwater flows into a new stormwater management
basin, Sediment Basin (East). This basin is proposed to be located to the east of the SSLF, outside
of the limits of the AAB and the SSLF. The design of and calculations for this basin are summarized
in an Erosion and Sediment Control (E&SC) Plan submitted to North Carolina Department of
Environmental Quality (NCDEQ) dated May 18, 2023. Approval for this plan was received on
June 23, 2023. Link nodes referencing the SSLF HydroCAD model are included in the HydroCAD
Model

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 5 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
for the AAB, and the HydroCAD model output for the SSLF (which is the basis for these links) is
included in Attachment 5. This output is based on the E&SC Plan submitted to NCDEQ.
The ABLF has been designed to the 100% Permit to Construct (PTC) level and proposed
stormwater management measures and their respective calculations have been summarized in
a Calculation Package dated January 13, 2022. This package has not yet been submitted to
NCDEQ and includes calculations for the ABLF and a small portion of the closed AAB. Link nodes
referencing the ABLF HydroCAD model are included in the HydroCAD Model for the AAB, and the
HydroCAD model output for the ABLF (which is the basis for these links) is included in Attachment
5. The HydroCAD model output for the proposed closed AAB which includes stormwater flows
from the SSLF, the ABLF, and drainage areas within and upstream of the AAB is included in
Attachment 2.
3.2. Hydraulic Design - Channels
The peak discharge flows resulting from the design storm (accounting for storage in the channels)
as described above and as determined by AECOM's ash basin closure HydroCAD modeling were
used to design all channel armoring and geometry within the proposed closed AAB and RAB.
Channels are proposed to be lined with either grass or riprap and have proposed slopes ranging
from 0.5% to 11.8%.
Hydraulic Toolbox Version 4.4 was used to determine the stability and peak depth of each
channel designed as a part of the closure design. Hydraulic Toolbox utilizes the methodology of
Hydraulic Engineering Circular No. 15 (HEC 15) to calculate the expected shear force, velocity,
Manning's n roughness values, Froude number, and stability of designed armoring based on the
channel geometry, minimum curve radius, and peak stormwater flows. Grass -lined channels
were analyzed with a vegetative retardance classification of D and C to determine the peak
velocity and peak flow depth respectively. Riprap-lined channels were analyzed with stone size
based on North Carolina Department of Transportation (NCDOT) standard riprap sizes. All
channels have been designed to have a minimum of 0.5 feet of freeboard during the design storm
to allow for excess flow capacity for a storm with a higher intensity or a higher return period. The
maximum permissible velocity for all grass lined channels (tall fescue or similar with a slope
between 0 and 5 percent) is below 4.5 feet per second in accordance with the North Carolina
Department of Environment and Natural Resources Erosion and Sediment Control Planning and
Design Manual.
A detailed summary of the designed armoring and hydraulic design criteria for each channel can
be found in Attachment 3.

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 6 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
3.3. Hydraulic Design — Concrete Aprons
A concrete apron has been proposed and designed (as a part of the April 2021 Calculation
Package for the NSLF) within the post -closure RAB immediately downstream of the 12% slope
stormwater diversion discharge channel. A similar concrete apron is recommended downstream
of channel AC-2 in the AAB due to a similar channel slope and a Froude number higher than 1.0
(as shown in Attachment 3). All concrete aprons have been proposed in order to contain the
energy and resist erosion resulting from the expected hydraulic jumps in the specific areas where
they are proposed. A hydraulic jump may occur when a high velocity or steep sloped channel
discharges into a shallower sloped area. Typically a hydraulic jump is expected when the
upstream, steeper sloped channel has a Froude number close to or above 1.0.
The dimensions for the typical concrete apron have been included in the IFC design drawings for
the NSLF and RAB (not included in this package). The concrete aprons consist of a horizontal
channel bottom matching the receiving channel geometry with a 3-foot-tall 3H:1V side slope and
an 18-inch-tall vertical concrete curb.
AECOM created a 2D flow model for each typical concrete apron using the US Army Corps of
Engineers (USACE) Hydrologic Engineering Center River Analysis System (HEC-RAS) Version 5.0.7.
2D flow modeling in HEC-RAS (HEC-RAS 2D) simulates flow through imported digital elevation
models (DEM's) using a series of complex equations to take into account momentum, eddy
viscosity, transverse mixing, diffusion waves, etc. Results from HEC-RAS 2D modeling are
summarized in the HEC-RAS RAS Mapper and include velocity, flow depth, flood extents, and
more at each individual calculation time step in the model. The inflow hydrograph for the RAB
apron is based on the flow through the 12% slope stormwater diversion discharge channel (which
is higher than the flow through channel AC-2 in the AAB, and as such its design should be
sufficient for the proposed apron downstream of AC-2). The inflow hydrograph was imported
from the IFC HydroCAD models described above. For these models AECOM used a computational
timestep of 0.1 seconds and an output or result timestep of 1 minute. AECOM also considered
no flow and 100-year flow in the receiving channel to determine in which case maximum flood
extents occurred. AECOM determined that stormwater flows in both typical concrete aprons will
not reach the bottom of the 18-inch tall vertical concrete curb (staying entirely on the 3HA side
slope of each apron). Structural design of each concrete apron is shown in the design drawings
and summarized in a separate calculation memorandum.
A summary output from AECOM's HEC-RAS 2D modeling is included in Attachment 6. This output
includes maximum velocity, maximum flood depth, and a profile through the typical apron.

AECOM
Job: Allen Steam Station — Ash Basin Closure
Description: Stormwater Management
4 DISCUSSION
Project No.:
60630907
Sheet:
7 of 8
Computed by:
NSF
Date:
06/21/23
Checked by:
ANR
Date:
06/19/23
The stormwater management features for the AAB and RAB closure design are expected to be
stable and have sufficient capacity when conveying stormwater flows from the design storm.
All design elements described and presented in this Calculation Package are considered to be at
an Issue for Permit level and is based on the best information available to AECOM at the time of
this submittal. The results and recommendations of these calculations may change if any portion
of the design changes or is modified during an upcoming design submittal or if new information
becomes available that is pertinent to the design. Actual bottom of ash contours and topography
may vary based on the grades estimated for these calculations, and these calculations may need
to be updated based on the information encountered or received during construction.
ATTACHMENTS:
Attachment 1.
Ash Basin Drainage Figures
Attachment 2.
Ash Basin HydroCAD Model Outputs
Attachment 3.
Ash Basin Hydraulic Design - Channels
Attachment 4.
Landfill Drainage Area Figures and HydroCAD Model Outputs
Attachment 5.
NRCS Web Soil Map
Attachment 6.
HEC-RAS Model Output

AECOM
Job: Allen Steam Station — Ash Basin Closure Project No.: 60630907 Sheet: 8 of 8
Computed by: NSF Date: 06/21/23
Description: Stormwater Management Checked by: ANR Date: 06/19/23
5 REFERENCES
1. National Resource Conservation Service (1986). Technical Release 55: Urban Hydrology
for Small Watersheds. Washington, D.C.
2. National Resource Conservation Service (2007). National Engineering Handbook Part
654: Stream Restoration Design. Washington, D.C.
3. National Resource Conservation Service (2013). NRCS Web Soil Survey. Available from
http://websoilsurvey.sc.egov.usda.gov/.
4. North Carolina Department of Environment and Natural Resources (2013). Erosion and
Sediment Control Planning and Design Manual.
5. United States Army Corps of Engineers (1994). Hydraulic Design of Flood Control
Channels, Engineer Manual No. 1110-2-1601. Washington, D.C.
6. United States Department of Transportation, Federal Highway Administration (2006).
Hydraulic Engineering Circular No. 14. Washington, D.C.
7. United States Department of Transportation, Federal Highway Administration (2005).
Hydraulic Engineering Circular No. 15. Washington, D.C.

ATTACHMENTS

Attachment 1. Ash Basin Drainage Figures

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ACTIVE ASH BASIN " ' // ' /" ' / ''� / / / ' / \
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r / / \ \ \ \ \\ ♦ \ \ /_ / / _ _ \ ^` IJI II / / ,' / / - Jam_ y.7 / ( / OUTLET CULVERTS
�. I 1� ' \ \\♦ 1 I I I ` / ---^ \ __ \ \_-_ s-` __ �^^ I II (lI �'_/ i'�`a/ / ) 1 / // iPERIMETERI CD\\
It \ \ 1\ \ I /I / _ \��` \\\ \ \\\\`\ \ \ _—_ T \ �_ /'/ \\ \ �/ / /� _ ---' �\ \\ ` \ A3 \IJr.,
/ /' ///r/ FUTURE
STORM ATER \
!�`i /1 , l ` \ \_ ` _ ; \, Illi I I j r 11 // / / / / / � C 7\ ( 1 }/ )C(/�/ FUTURE STORMWSTEM
\\ /� 1 I 1 \ \\ 11 1 1 1 \ \ \ \\ 1 _-J_✓__--__\ \ \ _-\ _ \ T7 / / ) /� MANAGEMENT SYSTEM TO
r \ \ \ 1 I 1 \\\\\ \ \i _/ `\\ rJ �/ 1 \ \ \ \ \ \ \ \ I , 1 \ \ `\ \ `\ `�— \\ - — _\� �\ \\ \ \ —\ \ \ \\ I\ I I \ / /� / // / / \` \ ��. I 1 r / ASH BASIN CLOSURE
... I , / CONSTRUCTED AS PART OF
-t — —� — \ _ — \ — \\ \ \ I / , /L / , J y • • (2) 36" HDPE CULVERTS \ \\
`\ \ LANDFILL ACCESS ROAD / •: J ••�•• UPSTREAM INV. 606.0' \ \ \ \\
/� / // • •••••••••• ••••••• 'DOWNSTREAM INV. 570.0'
Ir \\ I I) /- ^\ l . \ \ \ �.,/ _ / -�� - .�\� ��� --. �\ \ \ \\ . \ \ ll\ 1 ► Ill / / , / ,. ... ....• \ \ \
tr \ t 1 \ \ \ \ L \ \\ _ \\ \ I \ \ \` \ ` \ � �\ / �' •-•,Y \ \ 1 r l ///i// ACCESS ROAD
l //---\ \ \ I I -\ `\ \\ /'� / J ���:�_�� \ \ ` \ /iJ ITYP.J /' CC �:::• :::❖....:•:•:•:•:••
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DOWNCHUTE 1 \ \ \
PERIMETER STORMWATER\
CHANNEL
jJ 1 1 � \ �� - `\� \ __ -- -- � ----^, \ \ ( `\ 1 ` � `\ �.•`\\\\�\ \ \ \ \ \ III Ir rl��/// / / / � _ � x I / /
/��11 ~I WITHS SKIMMER
574.0'
6" OUTLET CULVERT
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OUTLET CULVERT FROM
\ \ PERIMETER CHANNEL
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SYSTEM TO \♦.�—� / / I � ) /
L�(II'.. // • \ \ ` — ` `_\� / // / // / / 1 I, / _/—.. j ._ / �/� / /I ; C. ; ( /i_ !\\\ PART OF ASH BASIN SOUTH
CLOSURE TYP. 1 24"
✓ \ / / \ \ /,' / / I I \ ) \ \\ I—\\�\` HOPE CULVERT
(/ 1 ' \t I 1 1 J \\ 1 UPSTREAM INV. 632.0'\\ / i
r/ \ \ \\ .\ \\ \ / / ;/ ,, / _ `I 1 J ► - , 11 1 ` ( ' \ \\ \\ DOWNSTREAM INV.\22.0'. \\ - STARTER
\ \ _ —i -- / , I ♦ DROP INLET FOR
_ I LANDFILL
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O tJ \ / \ OUTL\ C\LV(R`S
it
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— \�_\`CONCRETE '\
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\
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1IL 1 ` _ I I III I I `TACK ON BERMNTYP.N
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�l)i)%li%i�lld,�ill.i:)%\\�i
LAKE WYLIE/
CATAWBA RIVER
NORMAL W.S.E.
565.7 FT.
0 200 400 600
GRAPHIC SCALE (IN FEET)
TITLE
I� AAB STORMWATER PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR F-0342 ISSUED FOR REVIEW
SEAL � D SCALE: DES:
UKE
DWG TYPE:.DWG DFTR:
JOB NO: 60603204 CHKD: JDM
ENElk%JY® DATE: 6-9-23 ENGR: JDM
FILENAME: APPD: CP
DWG SIZE DRAWING NO. REVISION
ANSI D
22.0"x34.0" B
0
Do
ENCHES TENTHS
1

Attachment 2. Ash Basin HydroCAD Model Outputs

• r
a -t
w F41.
.
_f r�
4L
eFf • * � - � � � � •tea.
M
y�
L r
Mal
SubCat Reach on Link Routing Diagram for RAB Closure
Prepared by AECOM, Printed 3/22/2021
lJ—rl—r'ArW) 1n nnAn o/ M n1792 r19n17 I--4—('Af) cnfh.—
CnL�+inns !`

RAB Closure
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
RAB Output
Printed 3/22/2021
Paae 2
48.324 75 1/4 acre lots, 38% imp, HSG B (D-cs, R2s, R3s)
126.882 74 >75% Grass cover, Good, HSG C (DB DA, R2s, R3s, R4s, R5ds, R5us, R6ds, R6us)
7.484 74 Pasture/grassland/range, Good, HSG C (AR1s, AR2s, AR3s, AR4s, AR5s, AR6s,
AR7s)
28.489 60 Woods, Fair, HSG B (D-cs, R1 S, R2s, R3s)
7.048 65 Woods/grass comb., Fair, HSG B (D1s)
218.228 72 TOTAL AREA

RAB Output
RAB Closure
Prepared by AECOM Printed 3/22/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area
Soil
Subcatchment
(acres)
Group
Numbers
0.000
HSG A
83.861
HSG B
D-cs, D1s, R1S, R2s, R3s
134.366
HSG C
AR1 s, AR2s, AR3s, AR4s, AR5s, AR6s, AR7s, DB DA, R2s, R3s, R4s, R5ds,
R5us, R6ds, R6us
0.000
HSG D
0.000
Other
218.228
TOTAL AREA

RAB Output
RAB Closure
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 4
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 48.324 0.000 0.000 0.000 48.324 1/4 acre lots, 38% imp D-c
s,
R2s
R3s
0.000 0.000 126.882 0.000 0.000 126.882 >75% Grass cover, Good DB
DA,
R2s
R3s
R4s
0.000 0.000 7.484 0.000 0.000
R5d
s,
R5u
s,
R6d
s,
R6u
s
7.484 Pasture/grassland/range, Good AR1
s,
AR2
s,
AR3
s,
AR4
s,
AR5
s,
AR6
s,
AR7
s
0.000 28.489 0.000 0.000 0.000 28.489 Woods, Fair D-c
s,
R1S
R2s
R3s

RAB Closure
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Ground Covers (all nodes) (continued)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
RAB Output
Printed 3/22/2021
Paae 5
Subcatchment
Numbers
0.000 7.048 0.000 0.000 0.000 7.048 Woods/grass comb., Fair D1s
0.000 83.861 134.366 0.000 0.000 218.228 TOTAL AREA

RAB Closure
Prepared by AECOM
HydroCAD®10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC
RAB Output
Printed 3/22/2021
Page 6
Pipe Listing
(all nodes)
Line#
Node
In -Invert
Out -Invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
D-c
642.00
638.00
36.0
0.1111
0.013
42.0
0.0
0.0
2
D-c2
638.00
634.40
720.0
0.0050
0.013
42.0
0.0
0.0
3
D1c
642.85
639.00
770.0
0.0050
0.013
30.0
0.0
0.0
4
R-DB-1
598.00
597.00
120.0
0.0083
0.013
24.0
0.0
0.0
5
R-DB-2
568.00
567.50
100.0
0.0050
0.013
48.0
0.0
0.0
6
R5c
581.00
579.00
80.0
0.0250
0.013
48.0
0.0
0.0
7
R6c
584.00
579.00
290.0
0.0172
0.013
48.0
0.0
0.0

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD®10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 7
Time span=0.00-72.00 hrs, dt=0.02 hrs, 3601 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentAR1 s: AR subcat
Runoff Area=55,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=100'
Slope=0.0300 '/' Tc=10.0 min CN=74 Runoff=8.45 cfs 0.461 of
SubcatchmentAR2s: AR subcat
Runoff Area=82,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=100'
Slope=0.1300 '/' Tc=10.0 min CN=74 Runoff=12.60 cfs 0.688 of
SubcatchmentAR3s: AR subcat
Runoff Area=29,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=50'
Slope=0.0170 '/' Tc=10.0 min CN=74 Runoff=4.46 cfs 0.243 of
SubcatchmentAR4s: AR subcat
Runoff Area=14,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=50'
Slope=0.0170 '/' Tc=10.0 min CN=74 Runoff=2.15 cfs 0.117 of
SubcatchmentAR5s: AR subcat
Runoff Area=52,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=50'
Slope=0.0420 '/' Tc=10.0 min CN=74 Runoff=7.99 cfs 0.436 of
SubcatchmentAR6s: AR subcat
Runoff Area=36,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=50'
Slope=0.0590 '/' Tc=10.0 min CN=74 Runoff=5.53 cfs 0.302 of
SubcatchmentAR7s: AR subcat
Runoff Area=58,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=50'
Slope=0.0540 '/' Tc=10.0 min CN=74 Runoff=8.91 cfs 0.486 of
Subcatchment D-cs: Larger Culvert DA
Runoff Area=1,280,000 sf 21.97% Impervious Runoff Depth=3.84"
Flow Length=1,600' Tc=22.4 min CN=69 Runoff=117.20 cfs 9.394 of
SubcatchmentD1s: Diversion Berm DA
Runoff Area=307,000 sf 0.00% Impervious Runoff Depth=3.41"
Flow Length=400' Tc=24.7 min CN=65 Runoff=23.30 cfs 2.001 of
SubcatchmentDB DA: Detention Basin DA
Runoff Area=242,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=330' Tc=12.4 min CN=74 Runoff=34.24 cfs 2.030 of
Subcatchment R1 S: West of NSLF Runoff Area=271,000 sf 0.00% Impervious Runoff Depth=2.88"
Flow Length=230' Tc=18.5 min CN=60 Runoff=20.39 cfs 1.495 of
SubcatchmentR2s: SW Of NSLF Runoff Area=1,399,000 sf 27.71% Impervious Runoff Depth=4.16"
Flow Length=680' Tc=15.3 min CN=72 Runoff=171.43 cfs 11.143 of
SubcatchmentR3s: South Of NSLF Runoff Area=708,000 sf 18.52% Impervious Runoff Depth=4.05"
Flow Length=1,150' Tc=19.7 min CN=71 Runoff=73.90 cfs 5.491 of
Subcatchment R4s: East Of NSLF Runoff Area=842,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=900' Tc=22.4 min CN=74 Runoff=88.21 cfs 7.062 of
SubcatchmentR5ds: East Of NSLF Runoff Area=1,560,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=640' Tc=12.2 min CN=74 Runoff=222.23 cfs 13.083 of
SubcatchmentR5us: East Of NSLF Runoff Area=741,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=1,080' Tc=18.6 min CN=74 Runoff=86.29 cfs 6.215 of

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD®10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 8
SubcatchmentR6ds: East Of NSLF Runoff Area=1,000,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=270' Tc=17.4 min CN=74 Runoff=120.61 cfs 8.387 of
Subcatchment R6us: East Of NSLF Runoff Area=830,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=310' Tc=11.0 min CN=74 Runoff=123.22 cfs 6.961 of
Reach AR1: access road ditch
Avg. Flow Depth=0.31' Max Vet=4.41 fps Inflow=8.45 cfs
0.461 of
n=0.045
L=540.0' S=0.1037 '/' Capacity=1,239.58 cfs Outflow=8.22 cfs
0.461 of
Reach AR2: access road ditch
Avg. Flow Depth=0.41' Max Vet=4.72 fps Inflow=12.60 cfs
0.688 of
n=0.045
L=650.0' S=0.0862'/' Capacity=1,129.83 cfs Outflow=12.18 cfs
0.688 of
Reach AR3: access road ditch
Avg. Flow Depth=0.24' Max Vet=3.04 fps Inflow=4.46 cfs
0.243 of
n=0.045
L=540.0' S=0.0667 '/' Capacity=993.87 cfs Outflow=4.24 cfs
0.243 of
Reach AR4: access road ditch
Avg. Flow Depth=0.13' Max Vet=3.09 fps Inflow=2.15 cfs
0.117 of
n=0.045
L=260.0' S=0.1500 '/' Capacity=1,490.81 cfs Outflow=2.13 cfs
0.117 of
Reach AR5: access road ditch
Avg. Flow Depth=0.36' Max Vet=3.44 fps Inflow=7.99 cfs
0.436 of
n=0.045
L=700.0' S=0.0543 '/' Capacity=896.85 cfs Outflow=7.48 cfs
0.436 of
Reach AR6: access road ditch
Avg. Flow Depth=0.26' Max Vet=3.53 fps Inflow=5.53 cfs
0.302 of
n=0.045
L=500.0' S=0.0820'/' Capacity=1,102.26 cfs Outflow=5.35 cfs
0.302 of
Reach AR7: access road ditch
Avg. Flow Depth=0.32' Max Vet=4.46 fps Inflow=8.91 cfs
0.486 of
n=0.045
L=590.0' S=0.1017 '/' Capacity=1,227.51 cfs Outflow=8.64 cfs
0.486 of
Reach Cr: Culvert Outlet Channel
Avg. Flow Depth=1.50' Max Vet=7.93 fps Inflow=232.10 cfs
15.826 of
n=0.045 L=110.0'
S=0.0455 '/' Capacity=2,301.52 cfs Outflow=232.04 cfs
15.826 of
Reach D1: Diversion Berm
Avg. Flow Depth=1.41' Max Vet=3.06 fps Inflow=23.30 cfs
2.001 of
n=0.030
L=1,325.0' S=0.0050'/' Capacity=44.61 cfs Outflow=20.83 cfs
2.001 of
Reach D2: Proposed Connector
Avg. Flow Depth=1.22' Max Vet=4.75 fps Inflow=86.67 cfs
32.823 of
n=0.030
L=152.8' S=0.0100 '/' Capacity=443.58 cfs Outflow=78.76 cfs
32.815 of
Reach D3: Proposed Letdown
Avg. Flow Depth=0.66' Max Vet=9.96 fps Inflow=78.76 cfs
32.815 of
n=0.035
L=87.9' S=0.1200 '/' Capacity=592.65 cfs Outflow=78.54 cfs
32.813 of
Reach D4: Channel to RAB
Avg. Flow Depth=0.77' Max Vet=8.21 fps Inflow=78.54 cfs
32.813 of
n=0.045
L=290.0' S=0.1126 '/' Capacity=446.37 cfs Outflow=77.85 cfs
32.804 of
Reach ES1: Emergency Spillway
Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs
0.000 of
n=0.045
L=250.0' S=0.0640 '/' Capacity=451.86 cfs Outflow=0.00 cfs
0.000 of
Reach ES2: Emergency Spillway
Avg. Flow Depth=0.00' Max Vet=0.00 fps Inflow=0.00 cfs
0.000 of
n=0.045
L=200.0' S=0.0340 '/' Capacity=329.35 cfs Outflow=0.00 cfs
0.000 of
Reach R1: Ditch West of NSLF
Avg. Flow Depth=0.66' Max Vet=3.73 fps Inflow=20.39 cfs
1.495 of
n=0.045
L=1,780.0' S=0.0320'/' Capacity=150.58 cfs Outflow=17.19 cfs
1.495 of

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 9
Reach R2: RAB Channel Avg. Flow Depth=1.28' Max Vet=6.87 fps Inflow=171.43 cfs 11.143 of
n=0.045 L=1,080.0' S=0.0407 '/' Capacity=2,178.92 cfs Outflow=166.36 cfs 11.143 of
Reach R3: RAB Channel Avg. Flow Depth=1.94' Max Vet=5.05 fps Inflow=253.81 cfs 18.129 of
n=0.045 L=20.0' S=0.0130 '/' Capacity=1,486.90 cfs Outflow=253.82 cfs 18.129 of
Reach R4: RAB Channel Avg. Flow Depth=1.92' Max Vet=4.39 fps Inflow=134.87 cfs 41.016 of
n=0.045 L=670.0' S=0.0116 '/' Capacity=927.07 cfs Outflow=133.13 cfs 41.016 of
Reach R5d: RAB Channel Avg. Flow Depth=2.73' Max Vet=5.73 fps Inflow=469.51 cfs 94.309 of
n=0.045 L=1,590.0' S=0.0114 '/' Capacity=1,395.23 cfs Outflow=441.87 cfs 94.185 of
Reach R5u: RAB Channel Avg. Flow Depth=1.93' Max Vet=5.76 fps Inflow=287.29 cfs 80.034 of
n=0.045 L=480.0' S=0.0171 T Capacity=1,704.49 cfs Outflow=286.27 cfs 80.001 of
Reach R6d: RAB Channel Avg. Flow Depth=3.04' Max Vet=5.62 fps Inflow=260.95 cfs 16.858 of
n=0.045 L=1,350.0' S=0.0135 '/' Capacity=749.04 cfs Outflow=241.85 cfs 16.858 of
Reach R6u: RAB Channel Avg. Flow Depth=1.84' Max Vet=6.11 fps Inflow=123.22 cfs 6.961 of
n=0.045 L=850.0' S=0.0279'/' Capacity=1,077.22 cfs Outflow=118.74 cfs 6.961 of
Reach R7: RAB Channel Avg. Flow Depth=3.57' Max Vet=6.21 fps Inflow=681.84 cfs 111.042 of
n=0.045 L=10.0' S=0.0100'/' Capacity=1,304.09 cfs Outflow=681.84 cfs 111.042 of
Pond D-c: Entrance Culvert Peak Elev=645.86' Storage=68,363 cf Inflow=120.80 cfs 30.822 of
42.0" Round Culvert n=0.013 L=36.0' S=0.1111 '/' Outflow=67.44 cfs 30.822 of
Pond D-c2: Storm Sewer Peak Elev=645.15' Inflow=86.67 cfs 32.823 of
Primary=86.67 cfs 32.823 of Secondary=0.00 cfs 0.000 of Outflow=86.67 cfs 32.823 of
Pond D1c: US Storm Sewer Peak Elev=647.47' Inflow=20.83 cfs 2.001 of
30.0" Round Culvert n=0.013 L=770.0' S=0.0050 '/' Outflow=20.83 cfs 2.001 of
Pond R-DB-1: RAB Detention Basin 1 Peak Elev=611.85' Storage=642,919 cf Inflow=476.51 cfs 33.955 of
Primary=52.21 cfs 33.954 of Secondary=0.00 cfs 0.000 of Outflow=52.21 cfs 33.954 of
Pond R-DB-2: RAB Detention Basin Peak Elev=571.89' Storage=1,513,668 cf Inflow=707.77 cfs 113.071 of
Primary=139.04 cfs 109.444 of Secondary=0.00 cfs 0.000 of Outflow=139.04 cfs 109.444 of
Pond R5c: Forcemain culvert south Peak Elev=585.67' Inflow=296.82 cfs 81.226 of
48.0" Round Culvert x 3.00 n=0.013 L=80.0' S=0.0250 '/' Outflow=296.82 cfs 81.226 of
Pond R6c: Forcemain culvert north Peak Elev=587.44' Inflow=145.25 cfs 8.471 of
48.0" Round Culvert x 2.00 n=0.013 L=290.0' S=0.0172 7' Outflow=145.25 cfs 8.471 of
Link100-year Primary Outflow Imported from NS Landfill Design -Soil -Pond C-2.hce Inflow=232.10 cfs 15.826 of
Area= 38.320 ac Primary=232.10 cfs 15.826 of
Total Runoff Area = 218.228 ac Runoff Volume = 75.995 of Average Runoff Depth = 4.18"
91.59% Pervious = 199.865 ac 8.41% Impervious = 18.363 ac

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 10
Summary for Subcatchment AR1s: AR subcat
Runoff = 8.45 cfs @ 12.02 hrs, Volume= 0.461 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
55,000 74 Pasture/grassland/range, Good, HSG C
55,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 100 0.0300 0.21 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
8.1 100 Total, Increased to minimum Tc = 10.0 min
u
Subcatchment AR1s: AR subcat
Hydrograph
J IL IL IL IL I LI LI iL I LI LI
8.45cfs ILILI LI LI
_III IIIIIIIIIIIII 11 b-�-�a��Ra�n�f�-11��.�3�'�
_I I I III I I I I I I I III I IR006ff A►rle;�#55;000 Of
IIII IIIIIIIIIIIII P�4golf lYo114n�g70f4PI pf
IIII �unp�fjqep�h— 19
�Iow Len 00
_IIII I I I I I I I I I I I I I I I I I I I� b�Ob��
III I I I III I I I I I I I tc:6 6.6 in 16
IIII IIIIIIIIIIIIIIIIIIIIIIIICW--74
IIII 1111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment AR2s: AR subcat
Runoff = 12.60 cfs @ 12.02 hrs, Volume= 0.688 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
82,000 74 Pasture/grassland/range, Good, HSG C
82,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.5 100 0.1300 0.37 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
4.5 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment AR2s: AR subcat
Hydrograph
14
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13
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12
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-+
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-1
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2
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment AR3s: AR subcat
Runoff = 4.46 cfs @ 12.02 hrs, Volume= 0.243 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
29,000 74 Pasture/grassland/range, Good, HSG C
29,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.8 50 0.0170 0.14 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
5.8 50 Total, Increased to minimum Tc = 10.0 min
3
a
0
LL
0
Subcatchment AR3s: AR subcat
Hydrograph
4.46 cfs
II IIIIIII
10 1214 16 18
iilll�llliilll
III I fthdff A►rle6#29;000 !sf
J�4q°lfyp 4n�q-0f2p pf
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I I I I I I I I I I I�id �e10.0117b I'/�
p
1 1 1 1 1 1 1 1 1 1 1 1 Itc:616.6 inlrIi
1IIIIIII IIIIIICW--74
I11111111111111111111
28 30 32 34 36 38 4(
Time (hours)
60 62 6466 68
■ Runoff

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment AR4s: AR subcat
Runoff = 2.15 cfs @ 12.02 hrs, Volume= 0.117 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
14,000 74 Pasture/grassland/range, Good, HSG C
14,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.8 50 0.0170 0.14 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
5.8 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment AR4s: AR subcat
Hydrograph
2.15 cfs ❑Runoff
TYpe�lll-
2 l u l l l 1100-ydar Rainir%A�=�.*i
III I I I I RUridff Area$114;000 Sf
�4gofflyollume�0}1117 �f
3 F�uln If 1 eph��.�33'1
F-
1 I b e��h-50
�io1 �11176
p
III III III IIIIIIIIIIIIICN=74
06
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment AR5s: AR subcat
Runoff = 7.99 cfs @ 12.02 hrs, Volume= 0.436 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
52,000 74 Pasture/grassland/range, Good, HSG C
52,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 50 0.0420 0.21 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
4.1 50 Total, Increased to minimum Tc = 10.0 min
I
Subcatchment AR5s: AR subcat
Hydrograph
IIIIIIIIIII��IIII�III�I�IIIIIIII ■Runoff
7.99 cfs
7-
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5-
4
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3
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2
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rt
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L-111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 4(
Time (hours)
60 62 6466 68

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment AR6s: AR subcat
Runoff = 5.53 cfs @ 12.02 hrs, Volume= 0.302 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
36,000 74 Pasture/grassland/range, Good, HSG C
36,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.5 50 0.0590 0.24 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.5 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment AR6s: AR subcat
Hydrograph
1� 1�lfi��l-1 I 1 I
6 5.53 cfs
III -�, �
5 1 1 1 1 1 1 1 1 1 1 1 11 bb-y6ar Raintf 11I:=�.*i
I� I T I T I L I LI LI LI Rtj4dffArea=�36;G00-0
4 1 1 1 1 1 1 1 I I I I I I I I I �4goffIkfollume�0}39? p#
LL
3 1 1—TI 1I TI 1I TI II TI 1I -171I 7-1I 1I TI II I I �`7IOIW
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0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 16
Summary for Subcatchment AR7s: AR subcat
Runoff = 8.91 cfs @ 12.02 hrs, Volume= 0.486 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
58,000 74 Pasture/grassland/range, Good, HSG C
58,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 50 0.0540 0.23 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.7 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment AR7s: AR subcat
Hydrograph
9 III 8.91 cfs
1 1 1 1 III 1 1 1 1 1 1 1 1 1 1 11 bd-year IR1a�n�faill��.3�'�
7 1 1 1 1 III 1 1 1 1 1 1 1 1 1 1 1 fthdff Arle6#58;000 0
6 1 1 1 1 1 III 1 1 1 1 1 1
LLrlowe
o m t 58
4 1 1 1 1 1 �id Ie10.05�4b L�l
3 III 1 1 1 1 1 1 I I I I I 1 T16=16.6 in 16
2 IIIII II11111111I1 I I I 1 I1 11CNI--74
1 I1111 I111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment D-cs: Larger Culvert DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 117.20 cfs @ 12.16 hrs, Volume= 9.394 af, Depth= 3.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
740,000
75 1/4 acre lots, 38% imp, HSG B
540,000
60 Woods, Fair, HSG B
1,280,000
69 Weighted Average
998,800
78.03% Pervious Area
281,200
21.97% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
12.5 100
0.0100 0.13
Sheet Flow,
Grass: Short n= 0.150 P2= 3.41"
6.7 700
0.0300 1.73
Shallow Concentrated Flow,
Nearly Bare & Untilled Kv= 10.0 fps
3.2 800
0.0170 4.13 557.73
Trap/Vee/Rect Channel Flow, channel
Bot.W=30.00' D=3.00' Z= 5.0'/' Top.W=60.00'
n= 0.080 Earth, long dense weeds
22.4 1,600 Total

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 18
Subcatchment D-cs: Larger Culvert DA
Hydrograph
130
H
1
L
HI
❑Runoff
125
115
117.20
_
cfs
_ _
H H
_
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_
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1
105
-
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4
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HI
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100
95
90
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HI
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85
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HI
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060
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-
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HI
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50
IH
HI
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45
40
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—
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—
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—
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—
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35
25
IH
H I H I
H
HI
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20
15
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment D1s: Diversion Berm DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 23.30 cfs @ 12.19 hrs, Volume= 2.001 af, Depth= 3.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
307,000 65 Woods/grass comb., Fair, HSG B
307,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
20.4 100
0.0210
0.08
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.41"
4.3 300
0.0540
1.16
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
24.7 400 Total
Subcatchment D1s: Diversion Berm DA
Hydrograph
26
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1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment DB DA: Detention Basin DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 34.24 cfs @ 12.04 hrs, Volume= 2.030 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
242,000 74 >75% Grass cover, Good, HSG C
242,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.3 60
0.0100
0.12
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
4.1 270
0.0240
1.08
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
12.4 330 Total
Subcatchment DB DA: Detention Basin DA
Hydrograph
38
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1 111 H HI I I
34
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IHIHIHIH
HI
HI H IH H H H 6t4
10
IH I
I+
+ +I
-H
HI
HI H H H H H HIHI
6
—
4/
HI
HIHIHIHHIHHHHHHHIHI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment R1S: West of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 20.39 cfs @ 12.12 hrs, Volume= 1.495 af, Depth= 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
271,000 60 Woods, Fair, HSG B
271,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
17.4 80
0.0200
0.08
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
1.1 150
0.2200
2.35
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
18.5 230 Total
Subcatchment R1 S: West of NSLF
Hydrograph
I
H H H H H
22
21
20
20.39
I
cfs
1 H
I H I H I
H
H
H H H H Y�� IIIA2-"�
18
H 1
-1
I-L
11111
L I
H
01
17
16
1-41-
4
14
1 H I �- 14-1
HI
HRlubd#f Mela#271 00--lsf
14
IH
H
I H
I H I H I
H I
HI
1--F yqo# yx I14Tp=-1 f49"f
IH I_
HI
HI HI nl°I rh� 'j
0 112 1
—
u 19
-1
1-41-4
14
1-- 1 H1
4-1
HI
HI HI H 1ic!�-�
8
6
H
II
IHIHItIfitH
.i
HIHHHH&Iitd
5
4
HI-
IIIHIHIHHIHIHIHHI-IHIIIII
3
2
H
IHIHIHIHIH14I4I41
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment R2s: SW Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 171.43 cfs @ 12.07 hrs, Volume= 11.143 af, Depth= 4.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
240,000
60 Woods, Fair, HSG B
1,020,000
75 1/4 acre lots, 38% imp, HSG B
139,000
74 >75% Grass cover, Good, HSG C
1,399,000
72 Weighted Average
1,011,400
72.29% Pervious Area
387,600
27.71% Impervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
10.6 100
0.0150
0.16
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
4.7 580
0.0860
2.05
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
Subcatchment R2s: SW Of NSLF
Hydrograph
190
_
_
�I
-7 I -T fi T
180
170
171.43
cfs
fi
fi
fi
.
TY
10
1560
-t
I fi l t l
t l
H
�1
I-1
140
1
tI
t-1
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R411119 ' f `r"FI-IMINIP 0
130
120-
_
_ _
tItfi Itfi
_
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_
_
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_ _ _ _ _ _ _ _
I'=
uIl��
110
100
I
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41" t.
LL 80
70
I�
+ I t I
t
t-I
H
I-d
I� 1 1 t fi
50
40
30
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 113s: South Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 73.90 cfs @ 12.12 hrs, Volume= 5.491 af, Depth= 4.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
190,000
60 Woods, Fair, HSG B
345,000
75 1/4 acre lots, 38% imp,
HSG B
173,000
74 >75% Grass cover, Good, HSG C
708,000
71 Weighted Average
576,900
81.48% Pervious Area
131,100
18.52% Impervious Area
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
9.3 100
0.0210 0.18
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
9.1 900
0.0550 1.64
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
1.3 150
0.0710 1.87
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
19.7 1,150 Total

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 24
Subcatchment R3s: South Of NSLF
Hydrograph
80
1--4 I
4 14 1 --k 4-1 -�- I -I �-I kI N IA 14 14 14 1 --k
Runoff
-90
75
1 73.70
cfs 1 1 1I I L I L I L I LI U 11
65
I�
rt l rt l rt l l l fil �11 ��-aIR1n�fa�ll�.�3'�
60
14 1 + I + 1 - 1 -I �-Mj dff JA te1eOMA00- f
55
50
1-L I I I I I L I I -I L
0 40
T T T T TI �I FI nl l� � 'l
—
LL35
W L ��
1-tItItItI t-I H �1 H1�
25
20
15
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
10
Irtlfitfitfitt-IM N 1—t1rtIrt11it
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 25
Summary for Subcatchment R4s: East Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 88.21 cfs @ 12.15 hrs, Volume= 7.062 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
842,000 74 >75% Grass cover, Good, HSG C
842,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
14.4 100
0.0070
0.12
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
8.0 800
0.0570
1.67
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
22.4 900 Total
Subcatchment R4s: East Of NSLF
Hydrograph
14
14
1 H I
�- I
HI
�—I W H 1-4 14
95 90
88.21 cfs
141HI�14-1HIW
W H IH �
85
80
k IH 1-
4
14
1 H I �- I
�- I
HI
�I�-
�-11
75
70
IH I
4
14
1 H I �- 1
4-1
HI
�-Rlubd#f Mela#8QA0"f
60
IH 1
H
14
I H 1 �-- I�
H
4-9-okff 1-4
0 50
H
H
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.2 45
U.
IH1
14
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H1�1�Lt 0-0
35Ci��
30
H 1
141+1+11-1
H
H H HI H H IHtiq6t4
25
20
H I
HHIHH
H
H H H H H H HHI
15
10
/
H
1H1 +1
HI
HI
HI HI H H H IH IH IHI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment R5ds: East Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 222.23 cfs @ 12.04 hrs, Volume= 13.083 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
1,560,000 74 >75% Grass cover, Good, HSG C
1,560,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.7 80
0.0310
0.20
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
5.5 560
0.0590
1.70
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
12.2 640 Total
Subcatchment R5ds: East Of NSLF
230 222.23 cfs It I fi 1 fi
220
210 IHI H IHI HI H
200
190 — —
180 IHI IHI �I
150
IH 1
H IHI HI H
140
�130
3 120
IH I
-TH1TIT
LL 110
100
—
IH
H IHI HI H
90
80
70
�
IHI TI T
60
50
—
IHI fit t
40
20
H
1
10
Hydrograph
H H1
HI H IH f dClLyeifl�#aMfi1111=.130 t
HI HI �ul�#�°►����I,�LQ �#
HI HI Iq1°rl'13
— Runoff Bep#h=� 39-
HHHHH , elnihT44T�
HI HI H IH 17 H I T 17 M=T4-
HI HI H IH I-IH1tIHIfi1 H
HI HI IH 1H 14 H 1 H 1 H 1 H I HI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment R5us: East Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 86.29 cfs @ 12.11 hrs, Volume= 6.215 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
741,000 74 >75% Grass cover, Good, HSG C
741,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
7.8 100
0.0330
0.21
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
10.8 980
0.0470
1.52
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
18.6 1,080 Total
Subcatchment R5us: East Of NSLF
Hydrograph
95 t I t I t I t fi I tI 1—I �1 I
90 86.29 cfs t I H I H I H l HI HI HI H 1-185 — ` /� 11:2"1
7tI
5 H — — - - — - -- a�—R1-n-11�— —
70 H I H I H I H I H I H HRi thoff JArtela#7411 0"f
65
60 H H HI 1 1� °I# Y-I14Tp=�f2o "f
0 45 + I �- I � I HI HI HI%W-Lengnl°I�e' 'l
#�— 89 40 HH --� I H I HI HI HI HI H H I�i
30 IH I- 1-+ I H I H I H I HI HI HI H IH IH t-w6rf4
25
20 H H+ I +H HI H H H 1--t H H H+
15
10/ HI HHIHHHHHHHHHI-+HI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment R6ds: East Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 120.61 cfs @ 12.10 hrs, Volume= 8.387 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
1,000,000 74 >75% Grass cover, Good, HSG C
1,000,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
16.5 100
0.0050
0.10
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.9 170
0.2150
3.25
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
17.4 270 Total
3
0
LL
13
12
11
10
0
Subcatchment R6ds: East Of NSLF
Hydrograph
4 1-4- 1 4-1 4-1 �—I N 1-4 1-4 I-4- 1 4- 1 4- 1 �— I 1—I
❑ Runoff
120.61 cfs
SIT T
T TI 11TItyp�+,44_�
Rgnoff De --4. 33"
T
T IT T� L�eln ihll
I T I t I T l TI
�-I T 1--[ I rt 11 lid=f .4-in-r6
I I I I I I I I
I I H I I I I I I I I I I PN=74
ITI+1 TI TI
H T H 14 141+14-1 TI �-1
L:T I T I T I T1
F1 1I IT I T T I T I T I T' TI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment R6us: East Of NSLF
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 123.22 cfs @ 12.03 hrs, Volume= 6.961 af, Depth= 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
830,000 74 >75% Grass cover, Good, HSG C
830,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
9.7 100
0.0190
0.17
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.3 210
0.1450
2.67
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
11.0 310 Total
Subcatchment R6us: East Of NSLF
Hydrograph
130
120
123.22
cfs
+
+
�
L
I
L
— � � �1 I
TyPel II 14-�'
110
III_
100-year
100
L
J- I
L
L
L
Rubdff /Atea=831000 0
90
I�
rt
rt
�I
LI
LI
I�nl°���=16f�
80
70
L I
L
LI
LI
L A� �O !�pp rr
3
i° 60
-1L
L
Flow Len h= 1
L L IT�cL11.(��n
5o
40
1 1 1
30�
L
i
4-�
�
�
�
� _44 41 �I4 �I �
20
10
1
ILI�I
LI
F'
�I
L I� IL ILITILI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 30
Summary for Reach AR1: access road ditch
Inflow Area = 1.263 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 8.45 cfs @ 12.02 hrs, Volume= 0.461 of
Outflow = 8.22 cfs @ 12.04 hrs, Volume= 0.461 af, Atten= 3%, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 4.41 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.35 fps, Avg. Travel Time= 6.6 min
Peak Storage= 1,007 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.31'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 1,239.58 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 29.00'
Length= 540.0' Slope= 0.1037 7'
Inlet Invert= 640.00', Outlet Invert= 584.00'
Reach AR1: access road ditch
Hydrograph
9
8.45 cfs
8.22 cfS
U
_I
1%flow Area=1.263 ac
8
11
1- - L I
Avg. Flow Depth=0.31'
7
-
Max Vet=4.41 fps
6
I-
�I
L�
1--t
I �_1 n=0.045
5
u I-� L=540.0'
4
I- I- S=0.1037 T
3
�I
1—I
I�
I�
Cgpa cit =1,2�39.58 cfs
�� �fl4
2
�-1
1 11--�
14
14I �-1 k� 1-� 1411 �I
1
I
I I I
i
l
l l l l l l l l l l l l l l l l l l l
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 31
Summary for Reach AR2: access road ditch
Inflow Area = 1.882 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 12.60 cfs @ 12.02 hrs, Volume= 0.688 of
Outflow = 12.18 cfs @ 12.04 hrs, Volume= 0.688 af, Atten= 3%, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 4.72 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 1.32 fps, Avg. Travel Time= 8.2 min
Peak Storage= 1,678 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.41'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 1,129.83 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 29.00'
Length= 650.0' Slope= 0.0862 T
Inlet Invert= 636.00', Outlet Invert= 580.00'
T
Reach AR2: access road ditch
Hydrograph
T
14
13
O
12.18 cfs
cfs
12
T
T I_rI T T T I � IF�o�w�ie itlh b 4�1.'
11
10
- - t-I N 1-4 14 14-1 T WxW/ 41240s-
9
T1 T 171 T I T I T- 0--:FQAM5T
3 7
i
}}
4
Q4paq'_7 , '1�Fflr
3
IT
1 T I- _I n 1T 1T I T T
2
1
'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 32
Summary for Reach AR3: access road ditch
Inflow Area = 0.666 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 4.46 cfs @ 12.02 hrs, Volume= 0.243 of
Outflow = 4.24 cfs @ 12.05 hrs, Volume= 0.243 af, Atten= 5%, Lag= 1.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.04 fps, Min. Travel Time= 3.0 min
Avg. Velocity = 1.05 fps, Avg. Travel Time= 8.6 min
Peak Storage= 752 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.24'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 993.87 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 29.00'
Length= 540.0' Slope= 0.0667 '/'
Inlet Invert= 620.00', Outlet Invert= 584.00'
f
Reach AR3: access road ditch
Hydrograph
4.46cfs IIIIIIIIIIIII
4.24 cfs I%flow Area=0.666 ac
4
Avg. Flow Depth=0.24'
Max Vet=3.04 fps
3 Illlllllllllllllllllllln=0.045
L=540.0'
LL 2 S=0.0667 T
Capacity=993.87 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 33
Summary for Reach AR4: access road ditch
Inflow Area = 0.321 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 2.15 cfs @ 12.02 hrs, Volume= 0.117 of
Outflow = 2.13 cfs @ 12.03 hrs, Volume= 0.117 af, Atten= 1 %, Lag= 0.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.09 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.50 fps, Avg. Travel Time= 2.9 min
Peak Storage= 178 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.13'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 1,490.81 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 29.00'
Length= 260.0' Slope= 0.1500 T
Inlet Invert= 619.00', Outlet Invert= 580.00'
3
0
LL
U
Reach AR4: access road ditch
Hydrograph
2.13 cfs r I I , I I
_�_I LI L I__1 I-i II
Al gl. i=idv� b6�tlh'=6.11 �'I
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LI LI U IA Ids 7L2W-QL
I I I �=I0t1,509 I'
Capacitl J,490.81 c#s,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 34
Summary for Reach AR5: access road ditch
Inflow Area = 1.194 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 7.99 cfs @ 12.02 hrs, Volume= 0.436 of
Outflow = 7.48 cfs @ 12.05 hrs, Volume= 0.436 af, Atten= 6%, Lag= 2.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.44 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 1.01 fps, Avg. Travel Time= 11.5 min
Peak Storage= 1,521 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.36'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 896.85 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 29.00'
Length= 700.0' Slope= 0.0543 '/'
Inlet Invert= 620.00', Outlet Invert= 582.00'
Reach AR5: access road ditch
Hydrograph
7.99 cfs
$
7.48 cfs
Inflow Area=1.194 ac
H
H
H
-
Avg. Flow Depth=0.36'
7
HI
fit
H
IH
1I
III Max Vet=3.44 fps
6
IH
Irt
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5
l
tI
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4
H
H
H
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H I HI H HS=0.0543 '/'
3
H
H
H
H
H
H I� Capacity=896.85 cfs
2
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H
HI
H
14
14- 1 H H IHI HI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
e Inflow
❑ outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 35
Summary for Reach AR6: access road ditch
Inflow Area = 0.826 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 5.53 cfs @ 12.02 hrs, Volume= 0.302 of
Outflow = 5.35 cfs @ 12.04 hrs, Volume= 0.302 af, Atten= 3%, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.53 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 1.17 fps, Avg. Travel Time= 7.1 min
Peak Storage= 757 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.26'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 1,102.26 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 29.00'
Length= 500.0' Slope= 0.0820 '/'
Inlet Invert= 623.00', Outlet Invert= 582.00'
Reach AR6: access road ditch
Hydrograph
❑ Inflow
6 5.53 cfs I ❑ outflow
5.35 cfs Ili l Inflow Area=0.826 ac
5 III Avg. Flow Depth=0.26'
Max Vet=3.53 fps
4 IIIIIII n=0.045
L=500.0'
° 3 S=0.0820 T
+-IH14 +1- �-lH
2 Opacity=l j 02.26 csl
IIII IIIW H IIIIIIIIIIIIIIIIIIIII
1
I I I I i I l l l l l l l l l l I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 36
Summary for Reach AR7: access road ditch
Inflow Area = 1.331 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 8.91 cfs @ 12.02 hrs, Volume= 0.486 of
Outflow = 8.64 cfs @ 12.04 hrs, Volume= 0.486 af, Atten= 3%, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 4.46 fps, Min. Travel Time= 2.2 min
Avg. Velocity = 1.35 fps, Avg. Travel Time= 7.3 min
Peak Storage= 1,144 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.32'
Bank -Full Depth= 4.00' Flow Area= 68.0 sf, Capacity= 1,227.51 cfs
5.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 29.00'
Length= 590.0' Slope= 0.1017 '/'
Inlet Invert= 639.00', Outlet Invert= 579.00'
Reach AR7: access road ditch
Hydrograph
II I II�II
8.91 cfs I I I I I I I I I I
s 8.64 cfs I I I% Iw`r — —1.— a
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2
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 37
Summary for Reach Cr: Culvert Outlet Channel
Inflow Area = 38.320 ac, 0.00% Impervious, Inflow Depth = 4.96" for 100-year event
Inflow = 232.10 cfs @ 12.06 hrs, Volume= 15.826 of
Outflow = 232.04 cfs @ 12.07 hrs, Volume= 15.826 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 7.93 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 1.51 fps, Avg. Travel Time= 1.2 min
Peak Storage= 3,219 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.50'
Bank -Full Depth= 5.00' Flow Area= 150.0 sf, Capacity= 2,301.52 cfs
15.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 45.00'
Length= 110.0' Slope= 0.0455 T
Inlet Invert= 603.00', Outlet Invert= 598.00'
f
Reach Cr: Culvert Outlet Channel
Hydrograph
I I I I
232.04 cfs
G Inflow
❑ Outflow
240
Inflow Area=38.320 ac
220
I-t T 1-I N I-t It T IAvg. Flow Depth=1.50'
200
I Max Vel_=7.93 fps
180
160
I-4 4-1 TI H I-4 14 14-1 �-I 1- 4 1, n=0.045
140
T TI TIT 17 T I T 1 TI T T' -FL1=110.0'
o 120
- S=0.0455 '/'
I_I I_1 I-L 1-1 1 1 1 1 1 1 1 I 1 1
100
80
Ca acity=2,30 .52 c#s
TI �I
60�I
IIIIII_. IIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 38
Summary for Reach D1: Diversion Berm
Inflow Area = 7.048 ac, 0.00% Impervious, Inflow Depth = 3.41" for 100-year event
Inflow = 23.30 cfs @ 12.19 hrs, Volume= 2.001 of
Outflow = 20.83 cfs @ 12.27 hrs, Volume= 2.001 af, Atten= 11 %, Lag= 5.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.06 fps, Min. Travel Time= 7.2 min
Avg. Velocity = 0.85 fps, Avg. Travel Time= 25.9 min
Peak Storage= 9,019 cf @ 12.27 hrs
Average Depth at Peak Storage= 1.41'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 44.61 cfs
2.00' x 2.00' deep channel, n= 0.030
Side Slope Z-value= 2.0 7' Top Width= 10.00'
Length= 1,325.0' Slope= 0.0050 T
Inlet Invert= 657.00', Outlet Invert= 650.40'
Reach D1: Diversion Berm
Hydrograph
26
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24
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20
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4
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 39
Summary for Reach 132: Proposed Connector Channel
Inflow Area = 36.433 ac, 17.72% Impervious, Inflow Depth > 10.81" for 100-year event
Inflow = 86.67 cfs @ 12.30 hrs, Volume= 32.823 of
Outflow = 78.76 cfs @ 12.18 hrs, Volume= 32.815 af, Atten= 9%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 4.75 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.81 fps, Avg. Travel Time= 1.4 min
Peak Storage= 2,534 cf @ 12.18 hrs
Average Depth at Peak Storage= 1.22'
Bank -Full Depth= 3.00' Flow Area= 57.0 sf, Capacity= 443.58 cfs
10.00' x 3.00' deep channel, n= 0.030
Side Slope Z-value= 3.0 7' Top Width= 28.00'
Length= 152.8' Slope= 0.0100 T
Inlet Invert= 633.92', Outlet Invert= 632.39'
Reach 132: Proposed Connector Channel
Hydrograph
95
/
86.67 cfs
I
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90
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85
80
75
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25
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14
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15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 40
Summary for Reach D3: Proposed Letdown
[61] Hint: Exceeded Reach D2 outlet invert by 0.66' @ 12.18 hrs
Inflow Area = 36.433 ac, 17.72% Impervious, Inflow Depth > 10.81" for 100-year event
Inflow = 78.76 cfs @ 12.18 hrs, Volume= 32.815 of
Outflow = 78.54 cfs @ 12.18 hrs, Volume= 32.813 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 9.96 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.57 fps, Avg. Travel Time= 0.4 min
Peak Storage= 693 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.66'
Bank -Full Depth= 2.00' Flow Area= 32.0 sf, Capacity= 592.65 cfs
10.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0 '/' Top Width= 22.00'
Length= 87.9' Slope= 0.1200 '/'
Inlet Invert= 632.39', Outlet Invert= 621.84'
E9

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 41
Reach D3: Proposed Letdown
Hydrograph
1-� I 1 �- 1 1 4
■ Inflow
80
78.54 cfS
1 4-1 �-1 u 1--� I J I1��b-�r 1 6 I
■outflow
75
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70
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60
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2015
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD®10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 42
Summary for Reach 134: Channel to RAB
[62] Hint: Exceeded Reach D3 OUTLET depth by 0.12' @ 12.20 hrs
Inflow Area = 36.433 ac, 17.72% Impervious, Inflow Depth > 10.81" for 100-year event
Inflow = 78.54 cfs @ 12.18 hrs, Volume= 32.813 of
Outflow = 77.85 cfs @ 12.18 hrs, Volume= 32.804 af, Atten= 1 %, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 8.21 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 3.00 fps, Avg. Travel Time= 1.6 min
Peak Storage= 2,751 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.77'
Bank -Full Depth= 2.00' Flow Area= 32.0 sf, Capacity= 446.37 cfs
10.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 22.00'
Length= 290.0' Slope= 0.1126 '/'
Inlet Invert= 621.84', Outlet Invert= 589.20'
E9

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 43
Reach D4: Channel to RAB
Hydrograph
IH
78.54
IHIHIHI
CfS
H
H
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■Inflow
■outflow
85
80
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60
55
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20
IH
HI
H
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15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 44
Summary for Reach ES1: Emergency Spillway Channel
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 0.00 hrs
Average Depth at Peak Storage= 0.00'
Bank -Full Depth= 1.00' Flow Area= 60.0 sf, Capacity= 451.86 cfs
50.00' x 1.00' deep channel, n= 0.045
Side Slope Z-value= 10.0 '/' Top Width= 70.00'
Length= 250.0' Slope= 0.0640 '/'
Inlet Invert= 613.00', Outlet Invert= 597.00'
3
0
LL
U
0.00 cfs
Reach ES1: Emergency Spillway Channel
Hydrograph
1 I� ITI T TI TI
❑ Inflow
Avgl. i=id� be�thL6.66" ❑ Outflow
IIIIIIIII Imp i vel1:46o tp4
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IIIIIIIIIIIIIIIIIIIIIIIIIIIIII �I�
0 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 45
Summary for Reach ES2: Emergency Spillway Channel
Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 0.00 hrs
Average Depth at Peak Storage= 0.00'
Bank -Full Depth= 1.00' Flow Area= 60.0 sf, Capacity= 329.35 cfs
50.00' x 1.00' deep channel, n= 0.045
Side Slope Z-value= 10.0 '/' Top Width= 70.00'
Length= 200.0' Slope= 0.0340 '/'
Inlet Invert= 572.50', Outlet Invert= 565.70'
Reach ES2: Emergency Spillway Channel
Hydrograph
DTI TI T
1
Avgl. �idv� be�tlhL6.66.'
IIIIIIIIIII Irn:;0.0451
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3
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0.00 cfs
0 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 46
Summary for Reach R1: Ditch West of NSLF
Inflow Area = 6.221 ac, 0.00% Impervious, Inflow Depth = 2.88" for 100-year event
Inflow = 20.39 cfs @ 12.12 hrs, Volume= 1.495 of
Outflow = 17.19 cfs @ 12.20 hrs, Volume= 1.495 af, Atten= 16%, Lag= 5.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 3.73 fps, Min. Travel Time= 7.9 min
Avg. Velocity = 0.97 fps, Avg. Travel Time= 30.5 min
Peak Storage= 8,197 cf @ 12.20 hrs
Average Depth at Peak Storage= 0.66'
Bank -Full Depth= 2.00' Flow Area= 22.0 sf, Capacity= 150.58 cfs
5.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 17.00'
Length= 1,780.0' Slope= 0.0320 '/'
Inlet Invert= 665.00', Outlet Invert= 608.00'
Reach R1: Ditch West of NSLF
Hydrograph
H1
HI
-
H
21
20.39 cfs 1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 47
Summary for Reach R2: RAB Channel
Inflow Area = 32.117 ac, 27.71 % Impervious, Inflow Depth = 4.16" for 100-year event
Inflow = 171.43 cfs @ 12.07 hrs, Volume= 11.143 of
Outflow = 166.36 cfs @ 12.10 hrs, Volume= 11.143 af, Atten= 3%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 6.87 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 1.74 fps, Avg. Travel Time= 10.3 min
Peak Storage= 26,141 cf @ 12.10 hrs
Average Depth at Peak Storage= 1.28'
Bank -Full Depth= 5.00' Flow Area= 150.0 sf, Capacity= 2,178.92 cfs
15.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 45.00'
Length= 1,080.0' Slope= 0.0407 '/'
Inlet Invert= 652.00', Outlet Invert= 608.00'
Reach R2: RAB Channel
Hydrograph
Irt
190
170
171.43
166.36
cfs
cfs
7
❑
7
7 T �I ❑ 1 �
� @W r — 7 C
150
-
❑
—
❑
❑ ❑ IA vlg �a�ni t
140
❑1
❑
❑
1 ❑ ❑ I E -ak V61*6. 'OS
120
I_T
_I
❑
I❑
1 ❑ I ❑ ❑ ❑I 1❑ ❑ 1 ❑�h�1.2 5
100
LI❑I❑1❑❑1❑I❑❑I���
� P'
" 8090
�I
❑
I�
I � ! ❑ 1 PI PTY
60
I�
❑
❑
❑
14 J_ 1 Capaci ,1
50
40
_
❑❑II❑4��❑❑4��❑
_
_
30
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 48
Summary for Reach RI RAB Channel
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[62] Hint: Exceeded Reach R1 OUTLET depth by 1.37' @ 12.08 hrs
[62] Hint: Exceeded Reach R2 OUTLET depth by 0.67' @ 12.14 hrs
Inflow Area = 54.591 ac, 21.81 % Impervious, Inflow Depth = 3.98" for 100-year event
Inflow = 253.81 cfs @ 12.11 hrs, Volume= 18.129 of
Outflow = 253.82 cfs @ 12.11 hrs, Volume= 18.129 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 5.05 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 1.12 fps, Avg. Travel Time= 0.3 min
Peak Storage= 1,004 cf @ 12.11 hrs
Average Depth at Peak Storage= 1.94'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,486.90 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 20.0' Slope= 0.0130 '/'
Inlet Invert= 608.00', Outlet Invert= 607.74'
f

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 49
Reach R3: RAB Channel
Hydrograph
280
T I TI NIT I T T I T I TI IT I t I t I tl
■Inflow
■outflow
260
253.82
cfs u � I T 1
T Iiiii v �r"� 64.661�c
240
fiI fiI 11 rt rt T PWv -OioW-b6-61.44'
220-
T u T 11 1 t—Mak V-6I5.0 fills
200:
180
I-
T fiI T T T T I TI T ITT I -ro=�Q.445
F10
1�
�ITIITI�I�I�ITTI�I�I�
3 140
LL 120
VTI
T T T 1T T I T T T-
180
TT"TT T c �'
60
T1 TI T IT 1T T T1 TI TIT I T TI TI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 50
Summary for Reach R4: RAB Channel
[62] Hint: Exceeded Reach ES1 OUTLET depth by 1.92' @ 12.20 hrs
Inflow Area = 112.241 ac, 10.61 % Impervious, Inflow Depth = 4.39" for 100-year event
Inflow = 134.87 cfs @ 12.16 hrs, Volume= 41.016 of
Outflow = 133.13 cfs @ 12.20 hrs, Volume= 41.016 af, Atten= 1 %, Lag= 1.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 4.39 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 0.99 fps, Avg. Travel Time= 11.3 min
Peak Storage= 20,313 cf @ 12.20 hrs
Average Depth at Peak Storage= 1.92'
Bank -Full Depth= 5.00' Flow Area= 125.0 sf, Capacity= 927.07 cfs
10.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 40.00'
Length= 670.0' Slope= 0.0116 '/'
Inlet Invert= 597.00', Outlet Invert= 589.20'
E9

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 51
Reach R4: RAB Channel
Hydrograph
150
I�
134.87
l TI TI T IT IT T F
cfs
■Inflow
■outflow
140
133.13
I
cfs � �--� � 4 � ����W A--�-�� ��.����
130
—
— — — — — — — — — — — — —
1 1 A�r6-1016"I le thx 1411
120
110
1 HI H I t H I fit HI MUN011�P
100
90
$0
— � 0
T7ITI717TITI7IITT�
0 70
60
H
HI H H 1 H H H 1 j �cj
50
I_!
1 H I-1 11I11 TI LI 1- I-1 11I TI H
40
30
T 11ITIT-I T T TITT T
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 52
Summary for Reach R5d: RAB Channel
Inflow Area = 204.848 ac, 8.96% Impervious, Inflow Depth > 5.52" for 100-year event
Inflow = 469.51 cfs @ 12.08 hrs, Volume= 94.309 of
Outflow = 441.87 cfs @ 12.14 hrs, Volume= 94.185 af, Atten= 6%, Lag= 3.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 5.73 fps, Min. Travel Time= 4.6 min
Avg. Velocity = 1.42 fps, Avg. Travel Time= 18.6 min
Peak Storage= 122,544 cf @ 12.14 hrs
Average Depth at Peak Storage= 2.73'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,395.23 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 50.00'
Length= 1,590.0' Slope= 0.0114 7'
Inlet Invert= 579.00', Outlet Invert= 560.80'
Reach R5d: RAB Channel
Hydrograph
T IT
❑ Inflow
469.51 cfs I I� ll I ❑ outflow
soo — - T --I� , � 4-I�I�W A�@�4
11
450
441.87 cfs � L 1�
400 TT T IT T T T X-V0�5-73 fps
350 I� IT IT T T TI IT T T �•
a 300 ��=1.5p -09
0 250 �, 1 4
200 _
150 IIIIIIIIIIIIIII1I111I111
100 T IT TI L
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 53
Summary for Reach R5u: RAB Channel
[62] Hint: Exceeded Reach D4 OUTLET depth by 1.16' @ 12.16 hrs
[62] Hint: Exceeded Reach R4 OUTLET depth by 0.15' @ 2.02 hrs
Inflow Area = 165.684 ac, 11.08% Impervious, Inflow Depth > 5.80" for 100-year event
Inflow = 287.29 cfs @ 12.17 hrs, Volume= 80.034 of
Outflow = 286.27 cfs @ 12.18 hrs, Volume= 80.001 af, Atten= 0%, Lag= 0.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 5.76 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.57 fps, Avg. Travel Time= 5.1 min
Peak Storage= 23,839 cf @ 12.18 hrs
Average Depth at Peak Storage= 1.93'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,704.49 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 480.0' Slope= 0.0171 T
Inlet Invert= 589.20', Outlet Invert= 581.00'

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 54
Reach R5u: RAB Channel
Hydrograph
320
T TI T IT 17 T T I T I T I T
■ Inflow
■Outflow
300
286.27
cfs T H T � + �����W �,.�� ���.�t34�8
280
T T T 14 T I A�6111#16 Ie�t1 =h 49
260
240
1 1 I I I I I I I I 11 1 1 � T 17� _p
220
200
_
T T IT T I T TI T T T I T I- rt��T`Q
180
T
T1 T H T 14 T 1 TI T T 4
3 160
LL 140
120
100
T T IT IT T T1 TI IT -1 1 T 71 T
80
60
N I� I T T I t 1 TI 1-� I t fi I tI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 55
Summary for Reach R6d: RAB Channel
Inflow Area = 46.143 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 260.95 cfs @ 12.07 hrs, Volume= 16.858 of
Outflow = 241.85 cfs @ 12.11 hrs, Volume= 16.858 af, Atten= 7%, Lag= 2.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 5.62 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 1.57 fps, Avg. Travel Time= 14.3 min
Peak Storage= 58,102 cf @ 12.11 hrs
Average Depth at Peak Storage= 3.04'
Bank -Full Depth= 5.00' Flow Area= 100.0 sf, Capacity= 749.04 cfs
5.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 35.00'
Length= 1,350.0' Slope= 0.0135 T
Inlet Invert= 579.00', Outlet Invert= 560.80'
Reach R6d: RAB Channel
Hydrograph
280
260.95 cfs
HI H I7 17 T 1�r1�61.43c
In Inflow
❑ outflow
260
240
II�iv
241.85 cfs �g�jo j_b
HI I� H . r UW fl= .V4
220:
III
MakVdl:�5.62 f0sl
zo0o0
180
H H I H H H I H H I H I H H H 1 Hrhl•4�5
160
LI H IL I L H I LI LI 1H IL �����
LL 120
H IH Irt I t H I 1 I HI 1H -iS1 10I0
100
H !H I� H — _;1 s
80
60
1-1 IH 17 I H I H I HI 17 I H 1 H I 71 HI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 56
Summary for Reach R6u: RAB Channel
Inflow Area = 19.054 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 123.22 cfs @ 12.03 hrs, Volume= 6.961 of
Outflow = 118.74 cfs @ 12.05 hrs, Volume= 6.961 af, Atten= 4%, Lag= 1.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 6.11 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 1.75 fps, Avg. Travel Time= 8.1 min
Peak Storage= 16,521 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.84'
Bank -Full Depth= 5.00' Flow Area= 100.0 sf, Capacity= 1,077.22 cfs
5.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 7' Top Width= 35.00'
Length= 850.0' Slope= 0.0279 7'
Inlet Invert= 607.70', Outlet Invert= 584.00'
Reach R6u: RAB Channel
Hydrograph
130
123.22 cfs H H IH H H IH 1H
I�il��iv Area-19.(5�4 arc
❑ Inflow
El Outflow
118.74 cfs
120r/l/
I,oylglj�l�j� I,lI
120
100
H 1 H H H 14 H 1 H �-ak W*6.4I f s
90
I I I I I I I I I I I I I I I I I I I I I I I �h�a•Q�51
80
70
H 1 HI H IH 14 H 1 H I HI IH I H LI -WLT
50
HI H IH 14 H� �' ��- �IS
40
30
- T 17 H I T 1 71 1H 7 1 T T 1 HI
p
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 57
Summary for Reach R7: RAB Channel
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
[62] Hint: Exceeded Reach R5d OUTLET depth by 0.85' @ 12.10 hrs
[62] Hint: Exceeded Reach R6d OUTLET depth by 0.75' @ 12.74 hrs
Inflow Area = 250.992 ac, 7.32% Impervious, Inflow Depth > 5.31" for 100-year event
Inflow = 681.84 cfs @ 12.12 hrs, Volume= 111.042 of
Outflow = 681.84 cfs @ 12.12 hrs, Volume= 111.042 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 6.21 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 1.40 fps, Avg. Travel Time= 0.1 min
Peak Storage= 1,098 cf @ 12.12 hrs
Average Depth at Peak Storage= 3.57'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,304.09 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 10.0' Slope= 0.0100 '/'
Inlet Invert= 560.80', Outlet Invert= 560.70'
f

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 58
Reach R7: RAB Channel
Hydrograph
750
t I t I tI H I t t I t- I t—I I- I t I t I tl
■Inflow
■outflow
681.84
CfS �I H I-4 14 T I
700
650
T I TI n I7 17 T I Aq gyl 01: j"A le:�Jh-E=i15-7
600
550
H H I—f I + I t—I H WX IV 0--Y�I f 0
500
I LI LI I-L I I L I L I LI I- -L I I�
450
O
400
T
T I TI L-I I-F 17 T I T I TI T-F�T. �=I'
0 350
E 300
— .
4- I �I H I4 14 T +Ga a�i �i 1 � 3+0 � �c
250
L I LI LI Ii I I L I L I LI 11 -1I 1 L I LI
200
150
fiI H II II TI fiI t-I H Irt IT fiI 11
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 59
Summary for Pond D-c: Entrance Culvert
[87] Warning: Oscillations may require smaller dt or Finer Routing (severity=59)
Inflow Area = 29.385 ac, 21.97% Impervious, Inflow Depth > 12.59" for 100-year event
Inflow = 120.80 cfs @ 12.16 hrs, Volume= 30.822 af, Incl. 3.60 cfs Base Flow
Outflow = 67.44 cfs @ 12.42 hrs, Volume= 30.822 af, Atten= 44%, Lag= 15.9 min
Primary = 67.44 cfs @ 12.42 hrs, Volume= 30.822 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 645.86' @ 12.41 hrs Surf.Area= 90,112 sf Storage= 68,363 cf
Flood Elev= 646.00' Surf.Area= 100,000 sf Storage= 81,477 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 1.9 min ( 1,760.3 - 1,758.5 )
Volume Invert Avail.Storage Storage Description
#1 642.00' 184,883 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
642.00 0 0.0 0 0 0
644.00 30 95.0 20 20 724
645.00 40,000 1,100.0 13,708 13,728 96,297
646.00 100,000 1,245.0 67,749 81,477 123,381
647.00 106,850 1,450.0 103,406 184,883 167,366
Device Routing Invert Outlet Devices
#1 Primary 642.00' 42.0" Round 42" RCP
L= 36.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 642.00' / 638.00' S= 0.1111 T Cc= 0.900
n= 0.013, Flow Area= 9.62 sf
Primary OutFlow Max=54.03 cfs @ 12.42 hrs HW=645.86' TW=644.50' (Dynamic Tailwater)
L1=42" RCP (Inlet Controls 54.03 cfs @ 5.62 fps)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 60
Pond D-c: Entrance Culvert
Hydrograph
�-I
H
�-, H IH-� k-�
■ Inflow
130
120.80 cfs
H
H
H
H H
IAr"�
■ Primary
120
I� 1- 1
HI
IH
I-L
I I H I
I�il"
LI
91ii5�c1
Oelek Ib64--I Vj—
110
.tt
100
H I fi 1
H
IH
H
I H H I
H
St6- algrte 68,363-d
IH 1
HI
H
IH
I H H I
LI
H IL I I I H I L421.4"I
^ 80
70
67.44 cfs
H
H
1 H H 1
H
H IJZ"m� P N
0
FL 60
I I
I I
I I
I I I I
I I
I I I I I I I� 7I' PI131
40
H HHHHHIHHHHHIHL�
/,I
_�1411
30
IIII II
fl
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 61
Summary for Pond D-c2: Storm Sewer
[80] Warning: Exceeded Pond D1c by 0.06'
@ 12.34 hrs (2.64 cfs 0.007 af)
Inflow Area = 36.433 ac, 17.72% Impervious, Inflow Depth > 10.81" for 100-year event
Inflow = 86.67 cfs @ 12.30 hrs,
Volume= 32.823 of
Outflow = 86.67 cfs @ 12.30 hrs,
Volume= 32.823 af, Atten= 0%, Lag= 0.0 min
Primary = 86.67 cfs @ 12.30 hrs,
Volume= 32.823 of
Secondary = 0.00 cfs @ 0.00 hrs,
Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 645.15' @ 12.30 hrs
Flood Elev= 646.00'
Device Routing Invert Outlet Devices
#1 Primary 638.00' 42.0" Round 42" RCP
L= 720.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 638.00' / 634.40' S= 0.0050 '/' Cc= 0.900
n= 0.013, Flow Area= 9.62 sf
#2 Secondary 646.00' 100.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=86.46 cfs @ 12.30 hrs HW=645.12' TW=635.09' (Dynamic Tailwater)
L1=42" RCP (Barrel Controls 86.46 cfs @ 8.99 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=638.72' TW=633.99' (Dynamic Tailwater)
L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 62
Pond D-c2: Storm Sewer
Hydrograph
I t
1
t I
i I
l i 1 tI
I---
I t I
tI
ft
R7 rfg
M
LI
11
D
Wi" �4%"� 44331�1
95
j
86.67
cfs
90 /
-4
I -
14
4-1
k
-P66k
EUV--64.5.1151
85
/
80
/
1-4
1
H
14
--H
H
-1
I-4
1 + 1
HI
14 I
7570
/
65
/
Irt
fi
1�1
1-1-fi
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Irt
fi
�I
Irt
60
455
u
/
1lII:E1111111III:EI1l
III
EI1:11
50
.2
/
/
14
4-1
4 1 �I
14
1
14 1
40
35
1-
1- 1
H
I -1
1�
I+ I
HI
1-+ 1
30
/
25
/
20
/
15
/
0.00 cfs L
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Ery

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 63
Summary for Pond D1 c: US Storm Sewer
Inflow Area = 7.048 ac, 0.00% Impervious, Inflow Depth = 3.41" for 100-year event
Inflow = 20.83 cfs @ 12.27 hrs, Volume= 2.001 of
Outflow = 20.83 cfs @ 12.27 hrs, Volume= 2.001 af, Atten= 0%, Lag= 0.0 min
Primary = 20.83 cfs @ 12.27 hrs, Volume= 2.001 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 647.47' @ 12.28 hrs
Flood Elev= 650.00'
Device Routing Invert Outlet Devices
#1 Primary 642.85' 30.0" Round 30" RCP
L= 770.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 642.85' / 639.00' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 4.91 sf
Primary OutFlow Max=27.75 cfs @ 12.27 hrs HW=646.79' TW=642.51' (Dynamic Tailwater)
L1=30" RCP (Outlet Controls 27.75 cfs @ 5.65 fps)
21
1E
1E
17
1E
1E
14
u 13
12
0 11
.2 1C
7
0
N P'V
j'
I,j
Pond D1 c: US Storm Sewer
Hydrograph
i I , I I , I I f —t ❑Inflow
�I -_4 _4 14 L ❑Primary
IfiItlFi- a�kL f ��
-4
14 1 1
4-1
�-I 1-4 I-4 1431p.
rt
I rt It I
fit
PId-n& ttu lV6i-x1'-
-4
14 1 �- 14-1
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--�
I rt I t I
t I
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-4
14 1 �- 14-1
�-I I�S-005V/V
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 64
Summary for Pond R-DB-1: RAB Detention Basin 1
Keeping pond below 25 feet in height and 50 acre-feet of storage to avoid dam classification
[63] Warning: Exceeded Reach Cr INLET depth by 8.47' @ 12.98 hrs
[63] Warning: Exceeded Reach R3 INLET depth by 3.32' @ 13.02 hrs
Inflow Area = 92.911 ac, 12.82% Impervious, Inflow Depth = 4.39" for 100-year event
Inflow = 476.51 cfs @ 12.09 hrs, Volume= 33.955 of
Outflow = 52.21 cfs @ 12.87 hrs, Volume= 33.954 af, Atten= 89%, Lag= 46.8 min
Primary = 52.21 cfs @ 12.87 hrs, Volume= 33.954 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 611.85' @ 12.87 hrs Surf.Area= 105,181 sf Storage= 642,919 cf
Plug -Flow detention time= 118.4 min calculated for 33.945 of (100% of inflow)
Center -of -Mass det. time= 118.5 min ( 947.2 - 828.7 )
Volume Invert Avail.Storage Storage Description
#1 598.00' 1,528,550 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
598.00 3,340 262.0 0 0 3,340
600.00 19,000 616.0 20,204 20,204 28,089
602.00 27,200 694.0 45,955 66,160 36,325
604.00 35,700 777.0 62,708 128,867 46,152
606.00 46,900 928.0 82,346 211,213 66,710
608.00 62,300 1,110.0 108,836 320,049 96,297
610.00 85,400 1,306.0 147,094 467,143 134,057
612.00 106,900 1,420.0 191,898 659,041 158,937
614.00 128,400 1,550.0 234,972 894,013 189,805
616.00 157,600 1,818.0 285,502 1,179,515 261,712
618.00 192,000 2,150.0 349,034 1,528,550 366,621
Device Routing Invert Outlet Devices
#1 Primary 598.00' 24.0" Round Culvert
L= 120.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 598.00' / 597.00' S= 0.0083 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Secondary 613.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 5.00 20.00
Width (feet) 50.00 70.00 80.00 80.00
Primary OutFlow Max=52.21 cfs @ 12.87 hrs HW=611.85' TW=598.31' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 52.21 cfs @ 16.62 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=598.00' TW=613.00' (Dynamic Tailwater)
L2=Custom Weir/Orifice ( Controls 0.00 cfs)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 65
Pond R-DB-1: RAB Detention Basin 1
Hydrograph
I I I
476.51 cfs I
I I
I I I
I I
I I I I I I I I I I I I I I I I I
M Inflow
❑outflow
1/-t
14-I
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14- I
I
4-1
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# mil,
1 jV W �r d.6� I �I500
fi Ifi I fiI
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450
/
400
/
350
/ IIIII
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
4 300
/
ICI I4I 4-I
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ICI
4-1
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LL250
/
IfiI Irtlfil
Ifil
1�
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200
/ IIIII
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
150
/
100
/
52.21 cfs
I
I I I
I I
I I I I I I I I I I I I I I I I I
0.00 cfs �
0 2 4 6 8 1012141618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 66
Summary for Pond R-DB-2: RAB Detention Basin 2
Keeping pond below 25 feet in height and 50 acre-feet of storage to avoid dam classification
[63] Warning: Exceeded Reach R7 INLET depth by 9.74' @ 13.66 hrs
Inflow Area = 256.547 ac, 7.16% Impervious, Inflow Depth > 5.29" for 100-year event
Inflow = 707.77 cfs @ 12.12 hrs, Volume= 113.071 of
Outflow = 139.04 cfs @ 13.19 hrs, Volume= 109.444 af, Atten= 80%, Lag= 64.1 min
Primary = 139.04 cfs @ 13.19 hrs, Volume= 109.444 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 571.89' @ 13.19 hrs Surf.Area= 467,590 sf Storage= 1,513,668 cf
Plug -Flow detention time= 276.2 min calculated for 109.413 of (97% of inflow)
Center -of -Mass det. time= 182.7 min ( 1,310.1 - 1,127.5 )
Volume Invert Avail.Storage Storage Description
#1 568.00' 2,582,386 cf Custom Stage Data (Irregular)Listed below (Recalc)
Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft)
568.00 295,700 3,540.0 0 0 295,700
570.00 401,400 4,600.0 694,413 694,413 982,375
572.00 471,700 4,750.0 872,155 1,566,568 1,094,373
574.00 545,000 5,260.0 1,015,818 2,582,386 1,500,747
Device Routing Invert Outlet Devices
#1 Primary 568.00' 48.0" Round Culvert X 2.00
L= 100.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 568.00' / 567.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 12.57 sf
#2 Secondary 572.50' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 5.00 20.00
Width (feet) 50.00 70.00 80.00 80.00
Primary OutFlow Max=139.04 cfs @ 13.19 hrs HW=571.89' (Free Discharge)
L1=Culvert (Barrel Controls 139.04 cfs @ 7.08 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=568.00' TW=572.50' (Dynamic Tailwater)
L2=Custom Weir/Orifice ( Controls 0.00 cfs)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 67
Pond R-DB-2: RAB Detention Basin 2
�I
IHyldrograph
L
I -L I
-L]
I—i �I L J �� �I Inflow
707.77 cfs
I TI
F7
ITI
�
r ❑outflow
lj jjl" � 61� ❑ Primary
■ Secondary
750
I- -1700
-
I- I �
650
t I
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�
-
I t I
-
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— — — -
I-1FT°Ir �l I1-f
600
550
I+I
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I+I
H
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50
w 40
I+I
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14 14-I H I+I H 14 -I
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U I �-I � ICI �-j I�
0 250
25
I LI
Lt
�I
LI
IA I Li U I-LI U I- LI
200
/
139.04 cfs
150
/
100
0.00 cfs
0 2 4 6 8 1012141618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

RAB Output
RAB Closure Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 68
Summary for Pond R5c: Forcemain culvert south
[57] Hint: Peaked at 585.67' (Flood elevation advised)
[62] Hint: Exceeded Reach AR5 OUTLET depth by 3.42' @ 12.18 hrs
[62] Hint: Exceeded Reach AR6 OUTLET depth by 3.50' @ 12.18 hrs
[62] Hint: Exceeded Reach AR7 OUTLET depth by 6.46' @ 12.18 hrs
[62] Hint: Exceeded Reach R5u OUTLET depth by 2.74' @ 12.18 hrs
Inflow Area = 169.036 ac, 10.86% Impervious, Inflow Depth > 5.77" for 100-year event
Inflow = 296.82 cfs @ 12.17 hrs, Volume= 81.226 of
Outflow = 296.82 cfs @ 12.17 hrs, Volume= 81.226 af, Atten= 0%, Lag= 0.0 min
Primary = 296.82 cfs @ 12.17 hrs, Volume= 81.226 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 585.67' @ 12.17 hrs
Device Routing Invert Outlet Devices
#1 Primary 581.00' 48.0" Round Culvert X 3.00
L= 80.0' RCP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 581.00' / 579.00' S= 0.0250 T Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=296.39 cfs @ 12.17 hrs HW=585.67' TW=581.70' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 296.39 cfs @ 7.86 fps)
Pond R5c: Forcemain culvert south
Hydrograph
1 + I i ; i i . i H
❑ Inflow
❑ Primary
296.82
cfs LI H I—L 11 T 11i4%�a�=1�
300
280
T I TI H T IT TI-M "k_06e4= MM6 7_
260
240
t I tI It t I HI H IH T I t4". 7
200
4-1 HI H IH 14 HI nl-� 411VT A "9
180�L�.
0 160
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120
100
TI n I_T IT TI TI H IT Irt IT T 1T
80
rin
H IHIHIHIHI H IHIHIHIHI H
1012141618202224262830323436384042444648505254565860626466687072
Time (hours)

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 69
Summary for Pond R6c: Forcemain culvert north
[57] Hint: Peaked at 587.44' (Flood elevation advised)
[62] Hint: Exceeded Reach AR1 OUTLET depth by 3.12' @ 12.06 hrs
[62] Hint: Exceeded Reach AR2 OUTLET depth by 7.02' @ 12.06 hrs
[62] Hint: Exceeded Reach AR3 OUTLET depth by 3.19' @ 12.06 hrs
[62] Hint: Exceeded Reach AR4 OUTLET depth by 7.31' @ 12.06 hrs
[62] Hint: Exceeded Reach R6u OUTLET depth by 1.59' @ 12.04 hrs
Inflow Area = 23.186 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100-year event
Inflow = 145.25 cfs @ 12.05 hrs, Volume= 8.471 of
Outflow = 145.25 cfs @ 12.05 hrs, Volume= 8.471 af, Atten= 0%, Lag= 0.0 min
Primary = 145.25 cfs @ 12.05 hrs, Volume= 8.471 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 587.44' @ 12.05 hrs
Device Routing Invert Outlet Devices
#1 Primary 584.00' 48.0" Round Culvert X 2.00
L= 290.0' RCP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 584.00' / 579.00' S= 0.0172 '/' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=144.56 cfs @ 12.05 hrs HW=587.43' TW=581.87' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 144.56 cfs @ 6.30 fps)
Pond R6c: Forcemain culvert north
Hydrograph
T TTITT TIT TT
60
150
145.25
cfs T1 t 1 1 �� Ir�a12�'31.C�aC
140
TI u T It T 1 T Lo'.l Ilb�"I5%7'.44
130
120
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110
100
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90
rt
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o $°
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TI�TITIT1�IUTIT60 II
50
T T IT 1 T T I TI
40
30
i
TITI H I�ITITIT TITITIT 1T
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
IN Inflow
■ Primary

RAB Output
RAB Closure Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/22/2021
HvdroCAD® 10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 70
Summary for Link C-2: NSLF
Inflow Area = 38.320 ac, 0.00% Impervious, Inflow Depth = 4.96" for 100-year event
Inflow = 232.10 cfs @ 12.06 hrs, Volume= 15.826 of
Primary = 232.10 cfs @ 12.06 hrs, Volume= 15.826 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs
100-year Primary Outflow Imported from NS Landfill Design -Soil -Pond C-2.hce
Link C-2: NSLF
Hydrograph
❑ Inflow
—
232.10 cfs
LI
u-1
11 11
T
01
1—t
Inflow Area=38.in a
❑ Primary
240
220
T
N
T
100-year Primary Outflow
Importe from
200
NS Landfill Design
-Soil -Pond C-I2.hce
180
Area= 38.S20 ac
160
14
4-1
TI
H
I4
14 1
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H
14
14 1 �I H
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100
80
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I
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60
I I
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I I I I I
I I
I I
I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

c ' r .0
MR -PI
r r
n
r
� I
SubCat Reach on Link Routing Diagram for_AAB Closure Model
Prepared by AECOM, Printed 6/12/2023
u., a. rnnn 9n 10_7h min n17')'z n �n�)- u,,A—rnn c.,fh.,—

HydroCAD Report_AAB
_AAB Closure Model
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 100-year Type II 24-hr Default 24.00 1 7.39 2

HydroCAD Report_AAB
_AAB Closure Model
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
10.100 70 2.1 - Woods & Residential (ACs)
80.441 74 >75% Grass cover, Good, HSG C (A1s, A2s, A3s, A4s, Ass, NR1s, NR3s)
15.220 75 Residential (A1 s)
59.022 60 Woods, Fair, HSG B (Al s, A2s, A3s)
164.783 69 TOTAL AREA

HydroCAD Report_AAB
_AAB Closure Model
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 4
Soil Listing (all nodes)
Area Soil
Subcatchment
(acres) Group
Numbers
0.000 HSG A
59.022 HSG B
Al s, A2s, A3s
80.441 HSG C
A1s, A2s, A3s, A4s, A5s, NR1s, NR3s
0.000 HSG D
25.320 Other
Al s, ACs
164.783
TOTAL AREA

_AAB Closure Model
Prepared by AECOM
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
0.000 0.000 0.000 0.000 10.100
0.000 0.000 80.441 0.000 0.000
0.000 0.000 0.000
0.000 59.022 0.000
0.000 15.220
0.000 0.000
HydroCAD Report_AAB
Printed 6/12/2023
Paae 5
Subcatchment
Numbers
10.100
2.1 - Woods & Residential
ACs
80.441
>75% Grass cover, Good
Al s,
A2s,
A3s,
A4s,
A5s,
NR1s,
NR3s
15.220
Residential
Al s
59.022
Woods, Fair
Al s,
A2s, A3s
0.000 59.022 80.441 0.000 25.320 164.783 TOTAL AREA

_AAB Closure Model
Prepared by AECOM
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC
HydroCAD Report_AAB
Printed 6/12/2023
Page 6
Pipe Listing
(all nodes)
Line# Node
In -Invert
Out -Invert
Length
Slope n
Width
Diam/Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1 A-24
644.00
640.00
140.0
0.0286 0.013
0.0
24.0
0.0
2 A-C-1
587.00
586.50
100.0
0.0050 0.013
0.0
48.0
0.0
3 A-DB-1
568.00
566.00
200.0
0.0100 0.013
0.0
24.0
0.0
4 N-DB
583.00
579.00
360.0
0.0111 0.012
0.0
18.0
0.0

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 7
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentA1s: AAB DA Runoff Area=3,423,000 sf 0.00% Impervious Runoff Depth=3.62"
Flow Length=870' Tc=24.2 min CN=67 Runoff=282.22 cfs 23.710 of
SubcatchmentA2s: AAB DA Runoff Area=564,000 sf 0.00% Impervious Runoff Depth=3.73"
Flow Length=660' Tc=31.9 min CN=68 Runoff=39.97 cfs 4.023 of
SubcatchmentA3s: AAB DA Runoff Area=1,067,000 sf 0.00% Impervious Runoff Depth=3.51"
Flow Length=1,450' Tc=51.2 min CN=66 Runoff=50.76 cfs 7.172 of
SubcatchmentA4s: AAB DA Runoff Area=555,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=520' Tc=30.3 min CN=74 Runoff=48.16 cfs 4.655 of
SubcatchmentA5s: AAB DA Runoff Area=380,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=450' Slope=0.2000 '/' Tc=10.2 min CN=74 Runoff=58.09 cfs 3.187 of
SubcatchmentACs: AAB area Runoff Area=10.100 ac 0.00% Impervious Runoff Depth=3.94"
Flow Length=1,155' Tc=52.4 min CN=70 Runoff=23.49 cfs 3.320 of
Subcatchment NR1 s: North AAB Channel Runoff Area=194,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=100' Slope=0.0300 '/' Tc=10.0 min CN=74 Runoff=29.85 cfs 1.627 of
Subcatchment NR3s: North AAB Channel Runoff Area=555,000 sf 0.00% Impervious Runoff Depth=4.38"
Flow Length=200' Tc=10.0 min CN=74 Runoff=85.41 cfs 4.655 of
Reach Al: AAB Channel Avg. Flow Depth=1.11' Max Vet=7.53 fps Inflow=282.22 cfs 23.710 of
n=0.045 L=1,110.0' S=0.0523'/' Capacity=15,668.43 cfs Outflow=277.90 cfs 23.710 of
Reach A2: AAB Channel Avg. Flow Depth=1.84' Max Vet=4.73 fps Inflow=316.17 cfs 27.732 of
n=0.045 L=975.0' S=0.0113 '/' Capacity=1,536.72 cfs Outflow=308.53 cfs 27.732 of
Reach A3: AAB Channel Avg. Flow Depth=0.59' Max Vet=4.07 fps Inflow=77.20 cfs 12.251 of
n=0.045 L=745.0' S=0.0329 '/' Capacity=2,623.65 cfs Outflow=76.92 cfs 12.251 of
Reach AC-1: AAB Channel Avg. Flow Depth=0.28' Max Vet=2.69 fps Inflow=23.49 cfs 3.320 of
n=0.045 L=430.0' S=0.0372 '/' Capacity=2,790.79 cfs Outflow=23.35 cfs 3.320 of
Reach AC-2: AAB Channel Avg. Flow Depth=0.20' Max Vet=3.83 fps Inflow=23.35 cfs 3.320 of
n=0.045 L=340.0' S=0.1176 T Capacity=4,962.40 cfs Outflow=23.32 cfs 3.320 of
Reach NR1: North AAB Channel Avg. Flow Depth=2.06' Max Vet=5.78 fps Inflow=200.86 cfs 13.055 of
n=0.045 L=910.0' S=0.0187 T Capacity=1,174.37 cfs Outflow=193.41 cfs 13.055 of
Reach NR2: North AAB Channel Avg. Flow Depth=0.62' Max Vet=4.30 fps Inflow=31.42 cfs 1.809 of
n=0.045 L=100.0' S=0.0400 '/' Capacity=1,718.43 cfs Outflow=31.39 cfs 1.809 of
Reach NR3: North AAB Channel Avg. Flow Depth=1.82' Max Vet=6.18 fps Inflow=297.31 cfs 19.519 of
n=0.045 L=1,050.0' S=0.0210 '/' Capacity=1,887.67 cfs Outflow=286.01 cfs 19.519 of

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 8
Pond A-24: 24" Pipe Peak Elev=648.82' Inflow=23.35 cfs 3.320 of
24.0" Round Culvert n=0.013 L=140.0' S=0.0286 '/' Outflow=23.35 cfs 3.320 of
Pond A-C-1: AAB Culverts Peak Elev=591.91' Inflow=277.90 cfs 23.710 of
48.0" Round Culvert x 3.00 n=0.013 L=100.0' S=0.0050 '/' Outflow=277.90 cfs 23.710 of
Pond A-DB-1: SE Detention Option 1 Peak EIev=580.72' Storage=1,285,107 cf Inflow=620.72 cfs 69.153 of
Primary=90.00 cfs 69.153 of Secondary=0.00 cfs 0.000 of Outflow=90.00 cfs 69.153 of
Pond N-DB: North Detention Basin Peak EIev=593.78' Storage=461,456 cf Inflow=361.56 cfs 24.389 of
18.0" Round Culvert x 2.00 n=0.012 L=360.0' S=0.0111 T Outflow=38.77 cfs 24.386 of
Link 102L: Lake Wylie/Catawba River
Link A4: AAB Channel
Link A5: AAB Channel
Inflow=90.00 cfs 69.153 of
Primary=90.00 cfs 69.153 of
Inflow=409.12 cfs 44.638 of
Primary=409.12 cfs 44.638 of
Inflow=421.61 cfs 47.825 of
Primary=421.61 cfs 47.825 of
100-ykhmFrimary Outflow Imported from SS Landfill Design-IFC and E&SC-Pond C-1W.hce Inflow=29.12 cfs 1.758 of
Area= 3.600 ac Primary=29.12 cfs 1.758 of
100-year PrLils jr Outflow Imported from ABLF Landfill Design_North - PTC-Pond NW-CB1.hce Inflow=173.37 cfs 11.428 of
Area= 26.687 ac Primary=173.37 cfs 11.428 of
100-yearl8ftary Outflow Imported from ABLF Landfill Design -North - PTC-Pond NW-CB2.hce Inflow=31.42 cfs
1.809 of
Area= 3.859 ac Primary=31.42 cfs
1.809 of
100-yeURNmary Outflow Imported from ABLF Landfill Design
-North - PTC-Pond NE-CB.hce Inflow=80.13 cfs
4.870 of
Area= 10.856 ac Primary=80.13 cfs
4.870 of
100-yeURNmary Outflow Imported from ABLF Landfill Design
-South - PTC-Pond S-CB2.hce Inflow=98.10 cfs
6.857 of
Area= 15.879 ac Primary=98.10 cfs
6.857 of
100-yeaLF6kiary Outflow Imported from ABLF Landfill Design -South
- PTC-Pond S-CB3.hce Inflow=129.33 cfs
8.156 of
Area= 18.528 ac Primary=129.33 cfs
8.156 of
100-yeaLl%i ''Mary Outflow Imported from ABLF Landfill Design -South
- PTC-Pond S-CB4.hce Inflow=102.50 cfs
6.316 of
Area= 14.275 ac Primary=102.50 cfs
6.316 of
Total Runoff Area = 164.783 ac Runoff Volume = 52.348 of Average Runoff Depth = 3.81"
100.00% Pervious = 164.783 ac 0.00% Impervious = 0.000 ac

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment A1s: AAB DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 282.22 cfs @ 12.18 hrs, Volume= 23.710 af, Depth= 3.62"
Routed to Reach Al : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
1,710,000 60 Woods, Fair, HSG B
663,000 75 Residential
1,050,000 74 >75% Grass cover, Good, HSG C
3,423,000 67 Weighted Average
3,423,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.1
100
0.0380
0.10
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
6.4
560
0.0860
1.47
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
1.7
210
0.0860
2.05
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fas
24.2 870 Total

HydroCAD Report_AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 10
Subcatchment A1s: AAB DA
Hydrograph
L ILILILI
LI LI LI L IL Li-iILILI LI LI
❑Runoff
300
280
282.22
CfS
L L L L rt L fy11�-4_1
260
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240
220
Iulnl�#►�"efa�h I�Q
L
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N 180
— Runoff Depth=1 62
160
c
L
I� I 4- LI �I L L I � L�eI'�i�h 7�0�
LL 140
120
LILI L L L L Ft IL1fd-J4.J-�
100
1 1 L 4-1 H L L 4 L 1+ 1 L
80
60
IL111LILILIILILILIL11ILIL'
40
I-r I L LI t-I L I L L I L L L L
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 11
Summary for Subcatchment A2s: AAB DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 39.97 cfs @ 12.27 hrs, Volume= 4.023 af, Depth= 3.73"
Routed to Reach A2 : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
224,000
60 Woods, Fair, HSG B
340,000
74 >75% Grass cover, Good, HSG C
564,000
68 Weighted Average
564,000
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
25.5 100
0.0120
0.07
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
6.4 560
0.0860
1.47
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
31.9 660 Total
Subcatchment A2s: AAB DA
Hydrograph
1❑ 1❑ I t
I t
I
❑ 1-1 1t I It I t
44
40
1 31cfs
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38
36
k 1❑ 1 4
14
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34
32
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i- I
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t�tmoff 11-IL�Tp!l4fg?"f
228
6
24 0 22
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� V
LL
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18
❑
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❑
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1412
❑
111❑I❑I❑I
❑
1-1 ❑1 I❑ 1❑ 1❑ ❑ i
10
8
1❑❑
❑I
❑
❑I
❑I ❑1 ❑ 1❑ I::[❑ I❑I
6
4
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 12
Summary for Subcatchment A3s: AAB DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 50.76 cfs @ 12.52 hrs, Volume= 7.172 af, Depth= 3.51"
Routed to Reach A3 : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
637,000
60 Woods, Fair, HSG B
430,000
74 >75% Grass cover, Good, HSG C
1,067,000
66 Weighted Average
1,067,000
100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
27.4
100
0.0100
0.06
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
21.4
1,150
0.0320
0.89
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
2.4
200
0.0400
1.40
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
51.2 1,450 Total
Subcatchment A3s: AAB DA
Hydrograph
I� F
1 N
55
50
50.76
cfs
T
I T I T I
t
t 1
t iylp� i 2 �
45
IT
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l
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—
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35
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1 1
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w
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 13
Summary for Subcatchment A4s: AAB DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 48.16 cfs @ 12.25 hrs, Volume= 4.655 af, Depth= 4.38"
Routed to Link A4 : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
555,000 74 >75% Grass cover, Good, HSG C
555,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.3
100
0.0370
0.10
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
14.0
420
0.0100
0.50
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fDs
30.3 520 Total
Subcatchment A4s: AAB DA
Hydrograph
I i I I
50
III
48.16
cfs
45
IIIIII
IIIIIIIII
40
ICI
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35
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11111111
TI �-R thdff Ate'a�=555;000 sf
TI T�4p°�ffI Volurpe74}6.55 pf
r n
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low ILen��th=5201
T t-I �I I I I� I;�CM.3 min
TI TI TI T IT IT I T
IIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 14
Summary for Subcatchment A5s: AAB DA
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 58.09 cfs @ 12.02 hrs, Volume= 3.187 af, Depth= 4.38"
Routed to Link A5 : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
380,000 74 >75% Grass cover, Good, HSG C
380,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.3 100
0.2000
0.20
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
1.9 350
0.2000
3.13
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
10.2 450 Total
Subcatchment A5s: AAB DA
65
6o
Hydrograph
Runoff
58.09
cfs I
55
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20
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15
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10
5
17ITITITI7-I1111 n 1-�I7
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 15
Summary for Subcatchment ACs: AAB area
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 23.49 cfs @ 12.52 hrs, Volume= 3.320 af, Depth= 3.94"
Routed to Reach AC-1 : AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (ac) CN Description
10.100 70 2.1 - Woods & Residential
10.100 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
33.9 100
0.0059
0.05
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.41"
18.5 1,055
0.0360
0.95
Shallow Concentrated Flow,
Woodland Kv= 5.0 fDs
52.4 1,155 Total
Subcatchment ACs: AAB area
Hydrograph
26
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25 2a
23
23.49
cfs
-
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15
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1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 h
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 16
Summary for Subcatchment NR1s: North AAB Channel
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 29.85 cfs @ 12.02 hrs, Volume= 1.627 af, Depth= 4.38"
Routed to Reach NR1 : North AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
194,000 74 >75% Grass cover, Good, HSG C
194,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.1 100 0.0300 0.21 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
8.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment NR1s: North AAB Channel
Hydrograph
32
30
29.85
cfs
_
17
1 T I T I
T 1
TI
I�
Ti , 1 I I Ft 1I1:i44llII1
28
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26
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20
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8
6
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l
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 17
Summary for Subcatchment NR3s: North AAB Channel
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 85.41 cfs @ 12.02 hrs, Volume= 4.655 af, Depth= 4.38"
Routed to Reach NR3 : North AAB Channel
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
555,000 74 >75% Grass cover, Good, HSG C
555,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.8
100
0.1000
2.21
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
3.9 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment NR3s: North AAB Channel
Hydrograph
95
1 1 I I
i
I I
I
85.41 cfs
85
80
75
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lfi
70
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65
60
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t
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t
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30
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 18
Summary for Reach All: AAB Channel
Inflow Area = 78.581 ac, 0.00% Impervious, Inflow Depth = 3.62" for 100-year event
Inflow = 282.22 cfs @ 12.18 hrs, Volume= 23.710 of
Outflow = 277.90 cfs @ 12.20 hrs, Volume= 23.710 af, Atten= 2%, Lag= 1.5 min
Routed to Pond A-C-1 : AAB Culverts
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.53 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 2.24 fps, Avg. Travel Time= 8.3 min
Peak Storage= 40,942 cf @ 12.20 hrs
Average Depth at Peak Storage= 1.11' , Surface Width= 36.64'
Bank -Full Depth= 10.00' Flow Area= 600.0 sf, Capacity= 15,668.43 cfs
30.00' x 10.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 90.00'
Length= 1,110.0' Slope= 0.0523 T
Inlet Invert= 645.00', Outlet Invert= 587.00'
Reach All: AAB Channel
Hydrograph
I
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282.22 cfs
27790 cfs
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ow
280
260
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220
200
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100
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80
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fit H H H 1HI fit H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 19
Summary for Reach A2: AAB Channel
Inflow Area = 91.529 ac, 0.00% Impervious, Inflow Depth = 3.64" for 100-year event
Inflow = 316.17 cfs @ 12.21 hrs, Volume= 27.732 of
Outflow = 308.53 cfs @ 12.25 hrs, Volume= 27.732 af, Atten= 2%, Lag= 2.5 min
Routed to Link A4 : AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.73 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 1.15 fps, Avg. Travel Time= 14.1 min
Peak Storage= 63,572 cf @ 12.25 hrs
Average Depth at Peak Storage= 1.84' , Surface Width= 41.02'
Bank -Full Depth= 4.50' Flow Area= 195.8 sf, Capacity= 1,536.72 cfs
30.00' x 4.50' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 57.00'
Length= 975.0' Slope= 0.0113 '/'
Inlet Invert= 586.50', Outlet Invert= 575.50'
$ A
Reach A2: AAB Channel
HydrographlI
0 Inflow
340 316.17 cfs __III I1 ■ outflow
, t 1 308.53 cfs Ll H
w 200
180
a
0 160
140
120
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 20
Summary for Reach A3: AAB Channel
[62] Hint: Exceeded Reach AC-2 OUTLET depth by 0.40' @ 12.56 hrs
Inflow Area = 38.195 ac, 0.00% Impervious, Inflow Depth = 3.85" for 100-year event
Inflow = 77.20 cfs @ 12.52 hrs, Volume= 12.251 of
Outflow = 76.92 cfs @ 12.56 hrs, Volume= 12.251 af, Atten= 0%, Lag= 2.5 min
Routed to Link A4 : AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.07 fps, Min. Travel Time= 3.1 min
Avg. Velocity = 1.24 fps, Avg. Travel Time= 10.0 min
Peak Storage= 14,081 cf @ 12.56 hrs
Average Depth at Peak Storage= 0.59' , Surface Width= 33.57'
Bank -Full Depth= 4.50' Flow Area= 195.8 sf, Capacity= 2,623.65 cfs
30.00' x 4.50' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 57.00'
Length= 745.0' Slope= 0.0329 '/'
Inlet Invert= 600.00', Outlet Invert= 575.50'

HydroCAD Report_AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 21
Reach A3: AAB Channel
Hydrograph
85
IH
H It I t I HI H IH I H I H I H I HI IH It 1 H I t I t-
Inflow
■ outflow
80
76.92
cfs H I HI H 1H 1 H I H JI' I 1 H
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75
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45
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 22
Summary for Reach AC-1: AAB Channel
Inflow Area = 10.100 ac, 0.00% Impervious, Inflow Depth = 3.94" for 100-year event
Inflow = 23.49 cfs @ 12.52 hrs, Volume= 3.320 of
Outflow = 23.35 cfs @ 12.55 hrs, Volume= 3.320 af, Atten= 1 %, Lag= 1.7 min
Routed to Pond A-24 : 24" Pipe
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.69 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 0.99 fps, Avg. Travel Time= 7.3 min
Peak Storage= 3,734 cf @ 12.55 hrs
Average Depth at Peak Storage= 0.28' , Surface Width= 31.69'
Bank -Full Depth= 4.50' Flow Area= 195.8 sf, Capacity= 2,790.79 cfs
30.00' x 4.50' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 57.00'
Length= 430.0' Slope= 0.0372 T
Inlet Invert= 660.00', Outlet Invert= 644.00'
Reach AC-1: AAB Channel
H;ydrograph
26
1 _� + I � I I r
❑ Inflow
❑outflow
24
1 23.35
cfs 11 I I 11 11 I I I I Ir" — 1- dQ1�1
16"
7 TI 1
22
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20
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 23
Summary for Reach AC-2: AAB Channel
Inflow Area = 10.100 ac, 0.00% Impervious, Inflow Depth = 3.94" for 100-year event
Inflow = 23.35 cfs @ 12.55 hrs, Volume= 3.320 of
Outflow = 23.32 cfs @ 12.57 hrs, Volume= 3.320 af, Atten= 0%, Lag= 1.1 min
Routed to Reach A3 : AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 3.83 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 1.60 fps, Avg. Travel Time= 3.5 min
Peak Storage= 2,070 cf @ 12.57 hrs
Average Depth at Peak Storage= 0.20' , Surface Width= 31.19'
Bank -Full Depth= 4.50' Flow Area= 195.8 sf, Capacity= 4,962.40 cfs
30.00' x 4.50' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 57.00'
Length= 340.0' Slope= 0.1176 '/'
Inlet Invert= 640.00', Outlet Invert= 600.00'
Reach AC-2: AAB Channel
Hydrograph
L 1 1 17 1 1 1 L_ �— 1 ❑ Inflow
❑ Outflow
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 24
Summary for Reach NR1: North AAB Channel
Inflow Area = 31.141 ac, 0.00% Impervious, Inflow Depth = 5.03" for 100-year event
Inflow = 200.86 cfs @ 12.05 hrs, Volume= 13.055 of
Outflow = 193.41 cfs @ 12.08 hrs, Volume= 13.055 af, Atten= 4%, Lag= 1.8 min
Routed to Reach NR3 : North AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.78 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 1.25 fps, Avg. Travel Time= 12.1 min
Peak Storage= 30,433 cf @ 12.08 hrs
Average Depth at Peak Storage= 2.06' , Surface Width= 22.39'
Bank -Full Depth= 5.00' Flow Area= 125.0 sf, Capacity= 1,174.37 cfs
10.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 40.00'
Length= 910.0' Slope= 0.0187 '/'
Inlet Invert= 633.00', Outlet Invert= 616.00'
Reach NR1: North AAB Channel
Hydrograph
H
H
IiHIHIHIHIfi1HIH
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220
200
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
IN Inflow Ill
■ Outflow

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 25
Summary for Reach NR2: North AAB Channel
Inflow Area = 3.859 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 31.42 cfs @ 12.03 hrs, Volume= 1.809 of
Outflow = 31.39 cfs @ 12.03 hrs, Volume= 1.809 af, Atten= 0%, Lag= 0.3 min
Routed to Reach NR3 : North AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.30 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 1.09 fps, Avg. Travel Time= 1.5 min
Peak Storage= 730 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.62' , Surface Width= 13.69'
Bank -Full Depth= 5.00' Flow Area= 125.0 sf, Capacity= 1,718.43 cfs
10.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 40.00'
Length= 100.0' Slope= 0.0400 T
Inlet Invert= 620.00', Outlet Invert= 616.00'
Reach NR2: North AAB Channel
Hydrograph
4-1
HI
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 26
Summary for Reach NR3: North AAB Channel
[61] Hint: Exceeded Reach NR1 outlet invert by 1.82' @ 12.08 hrs
[62] Hint: Exceeded Reach NR2 OUTLET depth by 1.28' @ 12.12 hrs
Inflow Area = 47.741 ac, 0.00% Impervious, Inflow Depth = 4.91" for 100-year event
Inflow = 297.31 cfs @ 12.05 hrs, Volume= 19.519 of
Outflow = 286.01 cfs @ 12.08 hrs, Volume= 19.519 af, Atten= 4%, Lag= 1.9 min
Routed to Pond N-DB : North Detention Basin
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.18 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 1.23 fps, Avg. Travel Time= 14.2 min
Peak Storage= 48,604 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.82' , Surface Width= 30.91'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,887.67 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 1,050.0' Slope= 0.0210 T
Inlet Invert= 616.00', Outlet Invert= 594.00'
f

HydroCAD Report_AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 27
Reach NR3: North AAB Channel
Hydrograph
320
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f
297.31 csH
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■Inflow
■outlow
300
286.01 cfs
280
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260
240
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 28
Summary for Pond A-24: 24" Pipe
[57] Hint: Peaked at 648.82' (Flood elevation advised)
[62] Hint: Exceeded Reach AC-1 OUTLET depth by 4.54' @ 12.55 hrs
Inflow Area = 10.100 ac, 0.00% Impervious, Inflow Depth = 3.94" for 100-year event
Inflow = 23.35 cfs @ 12.55 hrs, Volume= 3.320 of
Outflow = 23.35 cfs @ 12.55 hrs, Volume= 3.320 af, Atten= 0%, Lag= 0.0 min
Primary = 23.35 cfs @ 12.55 hrs, Volume= 3.320 of
Routed to Reach AC-2 : AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 648.82' @ 12.55 hrs
Device Routing Invert Outlet Devices
#1 Primary 644.00' 24.0" Round 24" Pipe
L= 140.0' CPP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 644.00' / 640.00' S= 0.0286 T Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
Primary OutFlow Max=23.34 cfs @ 12.55 hrs HW=648.82' TW=640.20' (Dynamic Tailwater)
L1=24" Pipe (Inlet Controls 23.34 cfs @ 7.43 fps)
Pond A-24: 24" Pipe
Hydrograph
26
T—I
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❑ Primary
23.35
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 29
Summary for Pond A-C-1: AAB Culverts
[57] Hint: Peaked at 591.91' (Flood elevation advised)
[62] Hint: Exceeded Reach Al OUTLET depth by 3.80' @ 12.20 hrs
Inflow Area = 78.581 ac, 0.00% Impervious, Inflow Depth = 3.62" for 100-year event
Inflow = 277.90 cfs @ 12.20 hrs, Volume= 23.710 of
Outflow = 277.90 cfs @ 12.20 hrs, Volume= 23.71Oaf, Atten= 0%, Lag= 0.0 min
Primary = 277.90 cfs @ 12.20 hrs, Volume= 23.710 of
Routed to Reach A2 : AAB Channel
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 591.91' @ 12.20 hrs
Device Routing Invert Outlet Devices
#1 Primary 587.00' 48.0" Round Culvert X 3.00
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 587.00' / 586.50' S= 0.0050 T Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
Primary OutFlow Max=277.78 cfs @ 12.20 hrs HW=591.91' TW=588.30' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 277.78 cfs @ 7.65 fps)
Pond A-C-1: AAB Culverts
Hydrograph
4 4 �—
Inflow
0 Primary
300
277.90
cfs 1
II%�v Ari-8.1c
280
260
I-T
fi1 It t I tI Ogl�
240
220
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200
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80
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40
20
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 30
Summary for Pond A-1313-1: SE Detention Option 1
Keeping pond below 25 feet in height and 50 acre-feet of storage to avoid dam classification
Inflow Area = 199.870 ac, 0.00% Impervious, Inflow Depth = 4.15" for 100-year event
Inflow = 620.72 cfs @ 12.09 hrs, Volume= 69.153 of
Outflow = 90.00 cfs @ 13.40 hrs, Volume= 69.153 af, Atten= 86%, Lag= 78.1 min
Primary = 90.00 cfs @ 13.40 hrs, Volume= 69.153 of
Routed to Link 102L : Lake Wylie/Catawba River
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routed to Link 102L : Lake Wylie/Catawba River
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Starting Elev= 561.00' Storage= 0 cf
Peak Elev= 580.72' @ 13.40 hrs Surf.Area= 235,050 sf Storage= 1,285,107 cf
Plug -Flow detention time= 135.8 min calculated for 69.144 of (100% of inflow)
Center -of -Mass det. time= 135.7 min ( 979.8 - 844.1 )
Volume
Invert Avail.Storage
Storage Description
#1
568.00' 2,868,911 cf
Custom Stage Data (Irregular)Listed
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
568.00
0
0.0
0
0
0
570.00
18,500
770.0
12,333
12,333
47,188
574.00
92,200
2,460.0
202,667
215,000
481,625
580.00
219,000
4,330.0
906,596
1,121,596
1,492,250
586.00
370,000
5,630.0
1,747,315
2,868,911
2,523,052
Device Routing Invert Outlet Devices
#1 Primary 568.00' 24.0" Round Culvert X 2.00
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 568.00' / 566.00' S= 0.0100 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Secondary 582.00' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 5.00
Width (feet) 50.00 56.00 80.00
Primary OutFlow Max=90.00 cfs @ 13.40 hrs HW=580.72' TW=565.70' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 90.00 cfs @ 14.32 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=568.00' TW=565.70' (Dynamic Tailwater)
L2=Custom Weir/Orifice ( Controls 0.00 cfs)

HydroCAD Report_AAB
_AAB Closure Model Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 31
Pond A-DB-1: SE Detention Option 1
Hydrograph
1 1 1
cfs
1
1
1
l l 1 1 1
owfi
-J-
III��W�'�����ary
LInflow620.72
650
f,
/{�ndary
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600
550
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7 1 TI
FT
ITI
�
29
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+ I
I +-I
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I I 1
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350
LL 300
�
rt
1�
rt 1� rt
250
14-1
�4
1+1
4-114
14-1 H 1+1 H 14 14-1
200
150
90.00 cfs
100
/
0.00 cfs
0 2 4 6 8 1012141618 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 32
Summary for Pond N-DB: North Detention Basin
Inflow Area = 58.597 ac, 0.00% Impervious, Inflow Depth = 4.99" for 100-year event
Inflow = 361.56 cfs @ 12.07 hrs, Volume= 24.389 of
Outflow = 38.77 cfs @ 12.81 hrs, Volume= 24.386 af, Atten= 89%, Lag= 43.9 min
Primary = 38.77 cfs @ 12.81 hrs, Volume= 24.386 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 593.78' @ 12.81 hrs Surf.Area= 81,280 sf Storage= 461,456 cf
Plug -Flow detention time= 113.9 min calculated for 24.386 of (100% of inflow)
Center -of -Mass det. time= 113.7 min ( 935.1 - 821.4 )
Volume Invert Avail.Storage Storage Description
#1 583.00' 3,187,000 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
583.00 14,000 0 0
590.00 48,000 217,000 217,000
600.00 136,000 920,000 1,137,000
610.00 274,000 2,050,000 3,187,000
Device Routing Invert Outlet Devices
#1 Primary 583.00' 18.0" Round Culvert X 2.00
L= 360.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 583.00' / 579.00' S= 0.0111 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf
Primary OutFlow Max=38.77 cfs @ 12.81 hrs HW=593.78' (Free Discharge)
L1=Culvert (Barrel Controls 38.77 cfs @ 10.97 fps)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/12/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 33
Pond N-DB: North Detention Basin
Hydrograph
1rt I� I I
361.56 cfs
I 1
1
I1
1rt -rI
I I I I I I I I I I I I I 1
■Inflow
■Primary
380
380
=1
1-1
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1
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360
30
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320
300
—
—
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—
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—
N
—
I4
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14 -k1
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-I St&4 je= 1,*S"f
280
260
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H
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240
3 200
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180
Irt1
fiIfit
h
rtIrt
Ifil
1, 1�IrtI-�nj7P.912
140
120
111
LIZ1❑
11111L❑E
,
100
80
60
38.77 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 34
Summary for Link 102L: Lake Wylie/Catawba River
Inflow Area = 199.870 ac, 0.00% Impervious, Inflow Depth = 4.15" for 100-year event
Inflow = 90.00 cfs @ 13.40 hrs, Volume= 69.153 of
Primary = 90.00 cfs @ 13.40 hrs, Volume= 69.153 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Fixed water surface Elevation= 565.70'
Link 102L: Lake Wylie/Catawba River
Hydrograph
00
195
�1 ❑
90.00 cfs90
I�
1 1
� IOW
'�
7 J.
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85
ICI
u
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80
-
75
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70
65
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I4
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H
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+-1
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60
55
50
I 1
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t
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It
It I tI
tI
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—
11-t
T I
fi
1�
I
1 rt I-r I
fi 1
I -
35
30
I1
111
1IIIIZI
❑
❑1Z111D
❑ I_
25
20I-
15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 35
Summary for Link A4: AAB Channel
Inflow Area = 142.465 ac, 0.00% Impervious, Inflow Depth = 3.76" for 100-year event
Inflow = 409.12 cfs @ 12.26 hrs, Volume= 44.638 of
Primary = 409.12 cfs @ 12.26 hrs, Volume= 44.638 af, Atten= 0%, Lag= 0.0 min
Routed to Link A5 : AAB Channel
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link A4: AAB Channel
Hydrograph
-
i -t
I- i -I
4-I
H
❑ Inflow -111
420
409.12
cfs
H
H
1
Blow
A�i-ea 1�.46�5�ac
❑ Primary
0 38
0
1-
1
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H
HI
- TI
H
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H
I� I TI
�1
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360
340
IH
-H
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H
IH1H1+1HI
H
320
80
20
I�
LID
HIJ11
I1HHHIJ
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w 260
220
IH
H
HI
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HI
H-
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HI
H
200
11
11H
HI
I I IILI
H
HI�I�ILI
H 1
180
160
140
4
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HH141�1-1H1
120
10An 0
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III
H
I::�1:r1�II-_I
H 11
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 36
Summary for Link A5: AAB Channel
Inflow Area = 151.188 ac, 0.00% Impervious, Inflow Depth = 3.80" for 100-year event
Inflow = 421.61 cfs @ 12.25 hrs, Volume= 47.825 of
Primary = 421.61 cfs @ 12.25 hrs, Volume= 47.825 af, Atten= 0%, Lag= 0.0 min
Routed to Pond A-DB-1 : SE Detention Option 1
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Link A5: AAB Channel
Hydrograph
460
H
H
H H I
H
❑ Inflow -111
❑ Primary
421.61
440
cfs
H
H
Ir iIowv
��ea=�
=1
l
.1 n
.+I�3 dC
420
400
IH
HI
HI
H
IHIHIHIHI
H
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380
—
360
340
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IC
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�I
H
I�
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320
300
IH
HI
HI
H
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H
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H
280
20
240
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14 �1
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I� I I
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0 220
200
1Hl
H
I�ItIHItI
H
IHI�IHItI
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180
10
140
I�
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14
14 1 � 1
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120
100
H
—
Ifit
H
H1rtIfitH
H
111rtIHH
H 11
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 37
Summary for Link C-1W: SSLF Outlet
Inflow Area = 3.600 ac, 0.00% Impervious, Inflow Depth = 5.86" for 100-year event
Inflow = 29.12 cfs @ 12.04 hrs, Volume= 1.758 of
Primary = 29.12 cfs @ 12.04 hrs, Volume= 1.758 af, Atten= 0%, Lag= 0.0 min
Routed to Reach A3 : AAB Channel
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from SS Landfill Design-IFC and E&SC-Pond C-1W.hce
Link C-1 W: SSLF Outlet
Hydrograph
TI TI
_
TI
_
T
I-7
_
1T1TI 11 T
_ _ _ _
T
_I
IT 1T1T T
_ _
❑ l Infow
29.12 cfs
I 4-1
�I
I_
I-4
14 I � I 4-1 �I
W
Inflow Area 13.600 ac
❑ Primary
100-year Primary Outflow_
L
�I
l
Dsign-I
SS Landfill�FC
Imported from
E&SC—Pond C-1W.hce
T
I
T-I
F]
17
I T 7-I
and
If
17 Area= 3.600 ac
18
16
0
LL 14
12
10 F-I 1-1 IT 1-1ITFI I-1 17 ITI
s
6] / -r I-t r&�_ I H H-t I-t I t I_ I -I H I--� I I t I
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 38
Summary for Link N-CB1: ABLF CB-1
Inflow Area = 26.687 ac, 0.00% Impervious, Inflow Depth = 5.14" for 100-year event
Inflow = 173.37 cfs @ 12.06 hrs, Volume= 11.428 of
Primary = 173.37 cfs @ 12.06 hrs, Volume= 11.428 af, Atten= 0%, Lag= 0.0 min
Routed to Reach NR1 : North AAB Channel
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_North - PTC-Pond NW-CB1.hce
Link N-CB1: ABLF CB-1
Hydrograph
- ❑ Inflow -111
10
180
173.37 cfs
t1
❑
I t t I
tI
❑
It
1 —1-1 i-flowlAr�a= 66 87�c ❑Primary
fit
❑
+ow-
+
13L`=
{{----��
II��
bedignl
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l
160
P
L"ndiill
- P¢C*Po_nd
NW�CB1 hbe
150
140
❑
—
�I
—
fit
—
❑
—
❑
—
Irt �I
— —
❑
—
1
—
❑
—
Irt �I
— —
Area= 26.687 ac
fit 11
— —
130
120
1-1T
1❑
II
-1
I- T I❑
11
❑
1-11 T 1
F 1 11
w 110
100
❑
❑1
El
1 ❑ ❑ I
❑I
El1❑
1 ❑ 1 ❑ 1
❑I El'
80
❑
❑II❑IIIII
:IF
❑
❑
I1ITI17ILlI
70
60
❑
J-1_F1
_
❑
IJI-ITI:IF
❑
I-T
I-TITITi
F1 I
50
—
—
—
—
—
— —
—
—
—
— —
— —
40
I�
�1�-1
❑
I44
4-1
❑
14
14 1 14--1
❑
30
20
10
0
0 2 4
6 8 1012141618202224262830323436384042444648505264565860626466687072
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 39
Summary for Link N-CB2: ABLF CB-2
Inflow Area = 3.859 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 31.42 cfs @ 12.03 hrs, Volume= 1.809 of
Primary = 31.42 cfs @ 12.03 hrs, Volume= 1.809 af, Atten= 0%, Lag= 0.0 min
Routed to Reach NR2 : North AAB Channel
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_North - PTC-Pond NW-CB2.hce
Link N-CB2: ABLF CB-2
Hydrograph
—
H
I-4
I T — I
�--
I t
❑Inflow
34
31.42
cfs
I
�I
W
I
I T I T I
I
�I
W
I Inflow Area�3.859 ac
❑ Primary
32
10I0-year Primary
30
I I
4- I
LI
4
I-t
1rtOutflow
I I -AB F "fill-"ign_North f�C_Pond Nw�cB2rhee
28
Area-- 3.859 ac
26
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
24
22
l
FITITI
TITITITITITI
T
ITITITIT
�18
IT
ITITI
T
ITITITITITI
T
ITITITIT
3
0 16
"14
—
Irt
—
�I
tI
t-I
�1
Irt
ITITI
tI
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�-1
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12
I�
{I
-I
CIH
ITITI
-IHHHITITI�
10
8
I4
1
4- 1
H
H
I4I4IT11-1
H
H
I4ITITI+-
6
6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 40
Summary for Link N-CB3: ABLF C13-3
Inflow Area = 10.856 ac, 0.00% Impervious, Inflow Depth = 5.38" for 100-year event
Inflow = 80.13 cfs @ 12.04 hrs, Volume= 4.870 of
Primary = 80.13 cfs @ 12.04 hrs, Volume= 4.870 af, Atten= 0%, Lag= 0.0 min
Routed to Pond N-DB : North Detention Basin
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_North - PTC-Pond NE-CB.hce
Link N-CB3: ABLF C13-3
Hydrograph
I I I I I-�- I i-1 I I I i L-I I I- L I i I-L I
❑ Inflow
80.13 cfs T-I 17 1-I I7nflowrArea=10.856 ac ❑ Primary
100-year Primary Outflow
-� LImo
I A6LFiLandfill Desi 7hPT�ndpNE-Cl3.hce
_
Area= 10.856 ac
- I t-1 I-t- I —I t--1 -4 1--� I I I
50
3 45
-
I � I t l
�I �
-
I� l t
-
LL 40
35
- H H
H IC I+
L
- H
H - +
30
H
25
20
I�
HHI-4I4I-I
HHI4
15
10
l l
l l l
l l
8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 41
Summary for Link S-CB2: ABLF CB
Inflow Area = 15.879 ac, 0.00% Impervious, Inflow Depth = 5.18" for 100-year event
Inflow = 98.10 cfs @ 12.05 hrs, Volume= 6.857 of
Primary = 98.10 cfs @ 12.05 hrs, Volume= 6.857 af, Atten= 0%, Lag= 0.0 min
Routed to Pond A-DB-1 : SE Detention Option 1
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_South - PTC—Pond S-CB2.hce
Link S-CB2: ABLF CB
Hydrograph
H
I +lI+ I
iH
❑ Inflow
105
98.10 cfs
L I
H
IH
I H I H IL
I
H
IH
_
Inflow
Area=15.879 ac
❑ Primary
100
100-year
Primary Outflow
95
90
fi
H
H
H
H H
A I-F
Landfill l)
gn_South - PTC-Pond
Imported from
S CB2.he
85
80
H
�IHHHI�I�IHHHI��IHHI
Area= 15.879 ac
75
70
IH
HI
HI
H
IHIHIHIHI
H
IHIHIHIHI
H
65
60
55
IH
IHI
H
IHI�IHI�I
H
IHIHIHIHI
H
3
0 50
LL 45
H
H
HI
H
HH
HIS
H
IHIHIHI�I
H
40
35
IH
HI
HI
H
IH
IH IHI
HI
H
IH
IH IHI
HI H
30
25
20
IH
IHI
H
IHHIHI:I
H
IHI1IHI�I
H
15
10
8 101214161820222426283032343638404244464850525456586062646668
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 42
Summary for Link S-CB3: ABLF CB
Inflow Area = 18.528 ac, 0.00% Impervious, Inflow Depth = 5.28" for 100-year event
Inflow = 129.33 cfs @ 12.05 hrs, Volume= 8.156 of
Primary = 129.33 cfs @ 12.05 hrs, Volume= 8.156 af, Atten= 0%, Lag= 0.0 min
Routed to Pond A-DB-1 : SE Detention Option 1
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_South - PTC—Pond S-CB3.hce
Link S-CB3: ABLF CB
Hydrograph
L❑Inflow
140
I i qQ'A-'A
129.33
r'Fl
cfs
Infl low Area=18.528 ac
❑ Primary
130
120
I
LI
H
l4
I T L I
100=y-year Primary Outflow
from
LA LF a dfi�ID S-CB3.hce
110
III
II
II
II
II
II
III
II
II
II
IIIImIporItedI
IITIArea= U.528 as
100
90:/
LLI
LH
l-fI1
LL
H
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L
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50
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101214161820222426283032343638404244464850525456586062646668
Time (hours)

HydroCAD Report_AAB
_AAB Closure Model Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/12/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 43
Summary for Link S-CB4: ABLF CB
Inflow Area = 14.275 ac, 0.00% Impervious, Inflow Depth = 5.31" for 100-year event
Inflow = 102.50 cfs @ 12.05 hrs, Volume= 6.316 of
Primary = 102.50 cfs @ 12.05 hrs, Volume= 6.316 af, Atten= 0%, Lag= 0.0 min
Routed to Pond A-DB-1 : SE Detention Option 1
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from ABLF Landfill Design_South - PTC—Pond S-CB4.hce
Link S-CB4: ABLF CB
Hydrograph
❑Inflow
1 � �
H
110
102.50 cfs
HI
H
H
I H H I
HI
HI
H I *-flowArea=14.275ac
❑Primary
105
95
195
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1
H1
H
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——T 100=y-year Primary Outflow
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H
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101214161820222426283032343638404244464850525456586062646668
Time (hours)

Attachment 3. Ash Basin Hydraulic Design - Channels

Channel Summary Table - RAB Closure Area
N. Fischer
T. Webb
Date: 12/28/2020
Date: 1/5/2021
Channel
Min.
Channel
Depth (ft)
Channel
Bottom
Width (ft)
Channel
Side Slopes
Channel
Slope (%)
Approx.
Length (ft)
Armoring
Armoring
Thickness
(in)
Bedding
Design Storm
Peak Inflow
(ft3/s)
Manning's
n
Max
Velocity
(ft/s)
Max Shear
(lb/ftz)
Allowable Shear
(lb/ft2)
Froude
Number
Peak Flow
Depth
(ft)
Freeboard
(ft)
Notes
R1
1.5
5
31-1:1V
3.2
1780
Bermuda grass
N/A
N/A
100-year
17.2
0.062/0.078
3.0
1.8
N/A
0.68
0.9
0.6
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
R2
2.5
15
3H:1V
4.1
1080
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
166.4
0.072
5.0
4.2
5.0
0.76
1.7
0.8
Thickness of 1.5* D100 for slopes greater than 2%.
R3
3.0
15
31-1:1V
2.6
380
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
253.8
0.065
5.2
3.7
5.0
0.70
2.3
0.7
Thickness of 1.5* D100 for slopes greater than 2%.
Cr
3.0
15
31-1:1V
4.6
110
NCDOT Class 2 Riprap
36
NCDOT Type 2 Geotextile
100-year
232.0
0.067
6.1
5.3
14.7
0.88
1.9
1.1
Thickness of 1.5* D100 for slopes greater than 2%.
R4
2.5
10
3HAV
1.2
670
NCDOT Class A Riprap
9
NCDOT Type 2 Geotextile
100-year
133.2
0.050
4.1
1.5
1.6
0.59
2.0
0.5
D2
2.5
10
31-1:1V
1.0
150
NCDOT Class A Riprap
9
NCDOT Type 2 Geotextile
100-year
78.8
0.052
3.2
1.0
1.6
0.51
1.6
0.9
D3
2.0
10
31-1:1V
12.0
90
NCDOT Class 2 Riprap
36
NCDOT Type 2 Geotextile
100-year
78.8
0.062
6.8
6.8
14.7
1.37
0.9
1.1
Thickness of 1.5* D100 for slopes greater than 2%.
D4
2.0
10
31-1:1V
12.0
290
NCDOT Class 2 Riprap
36
NCDOT Type 2 Geotextile
100-year
78.8
0.062
6.8
6.8
14.7
1.37
0.9
1.1
Thickness of 1.5* D100 for slopes greater than 2%.
R5u
3.5
15
3H:1V
1.7
480
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
286.3
0.062
4.8
2.8
5.0
0.60
2.6
0.9
R5d
4.5
15
31-1:1V
1.1
1590
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
441.9
0.058
4.9
2.5
5.0
0.55
3.5
1.0
R6u
2.5
10
31-1:1V
2.8
850
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
118.8
0.072
4.2
3.2
5.0
0.63
1.8
0.7
R6d
3.5
10
3H:1V
1.4
1350
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
241.9
0.062
4.4
2.6
5.0
0.55
2.9
0.6
R7
4.5
20
31-1:1V
1.0
210
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
681.8
0.056
5.3
2.5
5.0
0.55
4.0
0.5
ES1
1.0
50
101-1:1V
6.4
250
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
500-year
83.9
0.111
2.3
2.5
5.0
0.55
0.6
0.4
Thickness of 1.5* D100 for slopes greater than 2%.
ES2
1.0
50
101-1:1V
3.4
200
NCDOT Class A Riprap
9
NCDOT Type 2 Geotextile
500-year
43.3
0.073
2.0
0.9
1.6
0.56
0.4
0.6
Thickness of 1.5* D100 for slopes greater than 2%.
AR1
1.0
2
3H:1V
10.4
540
Bermuda grass
N/A
N/A
100-year
8.2
0.066/0.085
3.8
3.7
N/A
1.07
0.6
0.4
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR2
1.0
2
31-1:1V
8.6
650
Bermuda grass
N/A
N/A
100-year
12.2
0.061/0.077
4.2
4.2
N/A
1.08
0.7
0.3
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR3
1.0
2
3HAV
6.7
540
Bermuda grass
N/A
N/A
100-year
4.2
0.081/0.108
2.3
2.5
N/A
0.69
0.6
0.4
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR4
1.0
2
31-1:1V
15.0
260
Bermuda grass
N/A
N/A
100-year
2.1
0.097/0.132
2.3
3.5
N/A
0.81
0.4
0.6
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR5
1.0
2
31-1:1V
5.4
700
Bermuda grass
N/A
N/A
100-year
7.5
0.070/0.091
2.8
2.6
N/A
0.74
0.7
0.3
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR6
1.0
2
3HAV
8.2
500
Bermuda grass
N/A
N/A
100-year
5.4
0.075/0.098
2.4
3.1
N/A
0.83
0.6
0.4
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
AR7
1.0
2
31-1:1V
10.1
590
Bermuda grass
N/A
N/A
100-year
8.6
0.066/0.084
3.8
4.2
N/A
1.06
0.7
0.3
Vegetative retardance class C and D analyzed.
Largest value from the two is shown.
Notes:
1. All values calculated using Hydraulic Toolbox which utilized the methodology and equations found in HEC-15. Some values may be different than those included in the HydroCAD models, since those were primarily used to determine peak inflow values.
2. Riprap proposed for channels with a minimum turn radius to extend all the way through the proposed turn.

Channel Summary Table - AAB Closure Area
N. Fischer
A. Rodzianko
Date: 6/21/2023
Date: 6/19/2023
Channel
Min.
Channel
Depth (ft)
Channel
Bottom
Width (ft)
Channel
Side Slopes
Channel
Slope (%)
Approx.
Length (ft)
Armoring
Armoring
Thickness
(in)
Bedding
Design Storm
Peak Inflow
(ft3/s)
Manning's
n
Max
Velocity
(ft/s)
Max Shear
(lb/ft')
Allowable Shear
(lb/ft2)
Froude
Number
Peak Flow
Depth
(ft)
Freeboard
(ft)
Notes
Al
2.0
30
31-1:1V
5.2
1110
NCDOT Class 1 Riprap
24
NCDOT Type 2 Geotextile
100-year
278.0
0.081
3.0
5.1
6.7
0.77
1.6
0.4
Thickness of 1.5* D100 for slopes greater than 2%.
A2
2.5
30
31-1:1V
1.1
975
NCDOT Class A Riprap
6
NCDOT Type 2 Geotextile
100-year
308.5
0.048
4.5
1.3
1.6
0.61
2.0
0.5
A3
1.5
20
31-1:1V
3.3
745
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
76.9
0.075
3.3
2.1
5.0
0.62
1.0
0.5
A4
3.0
30
31-1:1V
0.5
1050
NCDOT Class A Riprap
6
NCDOT Type 2 Geotextile
100-year
409.1
0.046
3.9
0.8
1.6
0.46
2.7
0.3
A5
3.5
30
3HAV
0.5
360
NCDOT Class A Riprap
6
NCDOT Type 2 Geotextile
100-year
421.6
0.045
4.0
0.9
1.6
0.46
2.8
0.7
AC-1
1.0
10
31-1:1V
3.7
430
NCDOT Class A Riprap
9
NCDOT Type 2 Geotextile
100-year
23.4
0.068
2.9
1.6
1.6
0.67
0.7
0.3
Thickness of 1.5* D100 for slopes greater than 2%.
AC-2
1.0
10
31-1:1V
11.8
340
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
23.3
0.056
4.8
3.1
5.0
1.40
0.4
0.6
Thickness of 1.5* D100 for slopes greater than 2%.
Energy dissipator recommended downstream of
channel.
NR1
3.0
10
31-1:1V
1.9
910
NCDOT Class B Riprap
12
NCDOT Type 2 Geotextile
100-year
193.4
0.065
4.5
2.9
5.0
0.60
2.5
0.5
NR2
1.5
10
31-1:1V
4.0
100
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
31.4
0.074
3.1
2.0
5.0
0.66
0.8
0.7
Thickness of 1.5* D100 for slopes greater than 2%.
NR3
3.5
10
31-1:1V
2.1
1270
NCDOT Class B Riprap
18
NCDOT Type 2 Geotextile
100-year
286.0
0.062
5.3
3.8
5.0
0.67
2.9
0.6
Thickness of 1.5* D100 for slopes greater than 2%.
Notes:
1. All values calculated using Hydraulic Toolbox which utilized the methodology and equations found in HEC-15. Some values may be different than those included in the HydroCAD models, since those were primarily used to determine peak inflow values.
2. Riprap proposed for channels with a minimum turn radius to extend all the way through the proposed turn.

Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Monday, December 28, 2020
Project Units: U.S. Customary Units
Notes:
Channel Analysis: R1 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 5.0000 ft
Longitudinal Slope: 0.0320 ft/ft
Manning's n: 0.0623
Lining Type: Vegetative - Class D
Flow: 17.2000 cfs
Result Parameters
Depth: 0.7868 ft
Area of Flow: 5.7915 ft^2
Wetted Perimeter: 9.9764 ft
Hydraulic Radius: 0.5805 ft
Average Velocity: 2.9699 ft/s
Top Width: 9.7210 ft
Froude Number: 0.6781
Critical Depth: 0.6275 ft
Critical Velocity: 3.9830 ft/s
Critical Slope: 0.0738 ft/ft
Critical Top Width: 8.76 ft
Calculated Max Shear Stress: 1.5711 Ib/ft^2
Calculated Avg Shear Stress: 1.1592 Ib/ft"2

Channel Analysis: R1 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 5.0000 ft
Longitudinal Slope: 0.0320 ft/ft
Manning's n: 0.0779
Lining Type: Vegetative - Class C
Flow: 17.2000 cfs
Result Parameters
Depth: 0.8862 ft
Area of Flow: 6.7868 ft^2
Wetted Perimeter: 10.6047 ft
Hydraulic Radius: 0.6400 ft
Average Velocity: 2.5343 ft/s
Top Width: 10.3171 ft
Froude Number: 0.5507
Critical Depth: 0.6275 ft
Critical Velocity: 3.9829 ft/s
Critical Slope: 0.1155 ft/ft
Critical Top Width: 8.76 ft
Calculated Max Shear Stress: 1.7695 Ib/ft^2
Calculated Avg Shear Stress: 1.2779 Ib/ft^2

Channel Analysis: R2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 15.0000 ft
Longitudinal Slope: 0.0407 ft/ft
Manning's n: 0.0718
Flow: 166.4000 cfs
Result Parameters
Depth: 1.6679 ft
Area of Flow: 33.3629 ft^2
Wetted Perimeter: 25.5484 ft
Hydraulic Radius: 1.3059 ft
Average Velocity: 4.9876 ft/s
Top Width: 25.0071 ft
Froude Number: 0.7610
Critical Depth: 1.4151 ft
Critical Velocity: 6.1099 ft/s
Critical Slope: 0.0734 ft/ft
Critical Top Width: 23.49 ft
Calculated Max Shear Stress: 4.2358 Ib/ft^2
Calculated Avg Shear Stress: 3.3165 Ib/ft^2

Channel Lining Analysis: R2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.12799
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.00321
Manning's n method: Blodgett
Manning's n: 0.0718113
Channel Bottom Shear Results
V*: 1.47844
Reynold's Number: 80907.2
Shield's Parameter: 0.073334
shear stress on channel bottom: 4.23581 Ib/ft"2
Permissible shear stress for channel bottom: 5.01103 Ib/ft^2
channel bottom is stable
Stable D50: 0.635022 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 4.23581 Ib/ft^2
Permissible shear stress for side of channel: 4.40356 Ib/ft^2
Stable Side D50: 0.627237 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R2

Channel Analysis: R3
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 15.0000 ft
Longitudinal Slope: 0.0260 ft/ft
Manning's n: 0.0651
Flow: 253.8000 cfs
Result Parameters
Depth: 2.2500 ft
Area of Flow: 48.9384 ft^2
Wetted Perimeter: 29.2305 ft
Hydraulic Radius: 1.6742 ft
Average Velocity: 5.1861 ft/s
Top Width: 28.5002 ft
Froude Number: 0.6974
Critical Depth: 1.8223 ft
Critical Velocity: 6.8049 ft/s
Critical Slope: 0.0565 ft/ft
Critical Top Width: 25.93 ft
Calculated Max Shear Stress: 3.6505 Ib/ft^2
Calculated Avg Shear Stress: 2.7163 Ib/ft^2

Channel Lining Analysis: R3 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.10987
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.57827
Manning's n method: Blodgett
Manning's n: 0.0651418
Channel Bottom Shear Results
V*: 1.37249
Reynold's Number: 75109.1
Shield's Parameter: 0.0696015
shear stress on channel bottom: 3.65045 Ib/ft"2
Permissible shear stress for channel bottom: 4.75598 Ib/ft^2
channel bottom is stable
Stable D50: 0.567353 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 3.65045 Ib/ft^2
Permissible shear stress for side of channel: 4.17943 Ib/ft^2
Stable Side D50: 0.560397 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R3

Channel Analysis: Cr
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 15.0000 ft
Longitudinal Slope: 0.0455 ft/ft
Manning's n: 0.0665
Flow: 232.0000 cfs
Result Parameters
Depth: 1.8622 ft
Area of Flow: 38.3359 ft^2
Wetted Perimeter: 26.7775 ft
Hydraulic Radius: 1.4316 ft
Average Velocity: 6.0518 ft/s
Top Width: 26.1731 ft
Froude Number: 0.8812
Critical Depth: 1.7278 ft
Critical Velocity: 6.6528 ft/s
Critical Slope: 0.0598 ft/ft
Critical Top Width: 25.37 ft
Calculated Max Shear Stress: 5.2871 Ib/ft^2
Calculated Avg Shear Stress: 4.0647 Ib/ft^2

Channel Lining Analysis: Cr - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 1.167 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.37012
Lining Results
Angle of Repose: 41.9 degrees
Relative Flow Depth: 1.2551
Manning's n method: Bathurst
Manning's n: 0.0665322
Channel Bottom Shear Results
V*: 1.65175
Reynold's Number: 158389
Shield's Parameter: 0.123213
shear stress on channel bottom: 5.28711 Ib/ft"2
Permissible shear stress for channel bottom: 14.7528 Ib/ft^2
channel bottom is stable
Stable D50: 0.573025 ft
Channel Side Shear Results
1"W14.6-6.1
Kb: 2
shear stress on side of channel: 5.28711 Ib/ft^2
Permissible shear stress for side of channel: 12.9941 Ib/ft^2
Stable Side D50: 0.564706 Ib/ft"2
side of channel is stable

Channel Bend Shear Results
Curvature Radius: 50 ft
No further correction will occur once R/T > 10
shear stress on bottom of channel in bend: 10.5742 Ib/ft^2
bottom of bend of the channel is stable
Length of Protection beyond PT: 13.7066 ft
Additional Freeboard required because of Superelevation: 0.59586 ft
Channel Bend Side Shear Results
shear stress on side of channel in bend: 9.17843 Ib/ft^2
The side of the bend of the channel is stable
Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: Cr

Channel Analysis: R4
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0116 ft/ft
Manning's n: 0.0497
Flow: 133.2000 cfs
Result Parameters
Depth: 2.0272 ft
Area of Flow: 32.5997 ft^2
Wetted Perimeter: 22.8209 ft
Hydraulic Radius: 1.4285 ft
Average Velocity: 4.0859 ft/s
Top Width: 22.1629 ft
Froude Number: 0.5937
Critical Depth: 1.5076 ft
Critical Velocity: 6.0839 ft/s
Critical Slope: 0.0355 ft/ft
Critical Top Width: 19.05 ft
Calculated Max Shear Stress: 1.4673 Ib/ft^2
Calculated Avg Shear Stress: 1.0340 Ib/ft^2

Channel Lining Analysis: R4 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 4.41715
Manning's n method: Blodgett
Manning's n: 0.0496798
Channel Bottom Shear Results
V*: 0.870163
Reynold's Number: 23809.7
Shield's Parameter: 0.047
shear stress on channel bottom: 1.46734 Ib/ft"2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.304335 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 1.46734 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.301226 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R4

Channel Analysis: D2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0100 ft/ft
Manning's n: 0.0520
Flow: 78.8000 cfs
Result Parameters
Depth: 1.6370 ft
Area of Flow: 24.4092 ft^2
Wetted Perimeter: 20.3532 ft
Hydraulic Radius: 1.1993 ft
Average Velocity: 3.2283 ft/s
Top Width: 19.8220 ft
Froude Number: 0.5127
Critical Depth: 1.1073 ft
Critical Velocity: 5.3419 ft/s
Critical Slope: 0.0422 ft/ft
Critical Top Width: 16.64 ft
Calculated Max Shear Stress: 1.0215 Ib/ft^2
Calculated Avg Shear Stress: 0.7483 Ib/ft^2

Channel Lining Analysis: D2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 3.69796
Manning's n method: Blodgett
Manning's n: 0.0519591
Channel Bottom Shear Results
V*: 0.726024
Reynold's Number: 19865.7
Shield's Parameter: 0.047
shear stress on channel bottom: 1.02148 Ib/ft"2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.211862 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 1.02148 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.209698 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: D2

Channel Analysis: D3
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.1200 ft/ft
Manning's n: 0.0622
Flow: 78.8000 cfs
Result Parameters
Depth: 0.9144 ft
Area of Flow: 11.6519 ft^2
Wetted Perimeter: 15.7830 ft
Hydraulic Radius: 0.7383 ft
Average Velocity: 6.7628 ft/s
Top Width: 15.4862 ft
Froude Number: 1.3740
Critical Depth: 1.1073 ft
Critical Velocity: 5.3419 ft/s
Critical Slope: 0.0604 ft/ft
Critical Top Width: 16.64 ft
Calculated Max Shear Stress: 6.8468 Ib/ft^2
Calculated Avg Shear Stress: 5.5281 Ib/ft^2

Channel Lining Analysis: D3 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 1.167 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.43842
Lining Results
Angle of Repose: 41.9 degrees
Relative Flow Depth: 0.644736
Manning's n method: Bathurst
Manning's n: 0.0621771
Channel Bottom Shear Results
V*: 1.87966
Reynold's Number: 180244
Shield's Parameter: 0.137282
shear stress on channel bottom: 6.84682 Ib/ft"2
Permissible shear stress for channel bottom: 12.1146 Ib/ft^2
channel bottom is stable
Stable D50: 0.948717 ft
Channel Side Shear Results
K1: 0.868
K2: 1
Kb: 0
shear stress on side of channel: 6.84682 Ib/ft^2
Permissible shear stress for side of channel: 12.1146 Ib/ft^2
Stable Side D50: 0.823486 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: D3

Channel Analysis: D4 (DESIGN STILLING BASIN)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.1200 ft/ft
Manning's n: 0.0622
Flow: 78.8000 cfs
Result Parameters
Depth: 0.9144 ft
Area of Flow: 11.6519 ft12
Wetted Perimeter: 15.7830 ft
Hydraulic Radius: 0.7383 ft
Average Velocity: 6.7628 ft/s
Top Width: 15.4862 ft
Froude Number: 1.3740
Critical Depth: 1.1073 ft
Critical Velocity: 5.3419 ft/s
Critical Slope: 0.0604 ft/ft
Critical Top Width: 16.64 ft
Calculated Max Shear Stress: 6.8468 Ib/ft^2
Calculated Avg Shear Stress: 5.5281 Ib/ft^2

Channel Lining Analysis: D4 - Riprap Design (DESIGN STILLING BASIN)
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 1.167 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.43842
Lining Results
Angle of Repose: 41.9 degrees
Relative Flow Depth: 0.644736
Manning's n method: Bathurst
Manning's n: 0.0621771
Channel Bottom Shear Results
V*: 1.87966
Reynold's Number: 180244
Shield's Parameter: 0.137282
shear stress on channel bottom: 6.84682 Ib/ft"2
Permissible shear stress for channel bottom: 12.1146 Ib/ft^2
channel bottom is stable
Stable D50: 0.948717 ft
Channel Side Shear Results
K1: 0.868
K2: 1
Kb: 0
shear stress on side of channel: 6.84682 Ib/ft^2
Permissible shear stress for side of channel: 12.1146 Ib/ft^2
Stable Side D50: 0.823486 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: D4 (DESIGN STILLING BASIN)

Channel Analysis: R5u
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 15.0000 ft
Longitudinal Slope: 0.0170 ft/ft
Manning's n: 0.0622
Flow: 286.3000 cfs
Result Parameters
Depth: 2.6223 ft
Area of Flow: 59.9650 ft^2
Wetted Perimeter: 31.5851 ft
Hydraulic Radius: 1.8985 ft
Average Velocity: 4.7745 ft/s
Top Width: 30.7340 ft
Froude Number: 0.6024
Critical Depth: 1.9565 ft
Critical Velocity: 7.0120 ft/s
Critical Slope: 0.0506 ft/ft
Critical Top Width: 26.74 ft
Calculated Max Shear Stress: 2.7818 Ib/ft^2
Calculated Avg Shear Stress: 2.0140 Ib/ft^2

Channel Lining Analysis: R5u - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.08021
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.9334
Manning's n method: Blodgett
Manning's n: 0.0624022
Channel Bottom Shear Results
V*: 1.19905
Reynold's Number: 65617.7
Shield's Parameter: 0.0634914
shear stress on channel bottom: 2.78615 Ib/ft"2
Permissible shear stress for channel bottom: 4.33847 Ib/ft^2
channel bottom is stable
Stable D50: 0.462009 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.78615 Ib/ft^2
Permissible shear stress for side of channel: 3.81253 Ib/ft^2
Stable Side D50: 0.456344 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R5u

Channel Analysis: R5d
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 15.0000 ft
Longitudinal Slope: 0.0114 ft/ft
Manning's n: 0.0579
Flow: 441.9000 cfs
Result Parameters
Depth: 3.5112 ft
Area of Flow: 89.6540 ft^2
Wetted Perimeter: 37.2069 ft
Hydraulic Radius: 2.4096 ft
Average Velocity: 4.9289 ft/s
Top Width: 36.0673 ft
Froude Number: 0.5509
Critical Depth: 2.5158 ft
Critical Velocity: 7.7904 ft/s
Critical Slope: 0.0409 ft/ft
Critical Top Width: 30.09 ft
Calculated Max Shear Stress: 2.4977 Ib/ft^2
Calculated Avg Shear Stress: 1.7141 Ib/ft^2

Channel Lining Analysis: R5d - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.06955
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 3.74019
Manning's n method: Blodgett
Manning's n: 0.0581453
Channel Bottom Shear Results
V*: 1.13673
Reynold's Number: 62207.5
Shield's Parameter: 0.0612961
shear stress on channel bottom: 2.50407 Ib/ft"2
Permissible shear stress for channel bottom: 4.18846 Ib/ft^2
channel bottom is stable
Stable D50: 0.425863 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.50407 Ib/ft^2
Permissible shear stress for side of channel: 3.68071 Ib/ft^2
Stable Side D50: 0.420642 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R5d

Channel Analysis: R6u
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0280 ft/ft
Manning's n: 0.0717
Flow: 118.8000 cfs
Result Parameters
Depth: 1.8366 ft
Area of Flow: 28.4850 ft^2
Wetted Perimeter: 21.6156 ft
Hydraulic Radius: 1.3178 ft
Average Velocity: 4.1706 ft/s
Top Width: 21.0195 ft
Froude Number: 0.6314
Critical Depth: 1.4107 ft
Critical Velocity: 5.9170 ft/s
Critical Slope: 0.0752 ft/ft
Critical Top Width: 18.46 ft
Calculated Max Shear Stress: 3.2089 Ib/ft^2
Calculated Avg Shear Stress: 2.3025 Ib/ft^2

Channel Lining Analysis: R6u - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.09499
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.03131
Manning's n method: Blodgett
Manning's n: 0.0713881
Channel Bottom Shear Results
V*: 1.28548
Reynold's Number: 70347.7
Shield's Parameter: 0.0665363
shear stress on channel bottom: 3.20229 Ib/ft"2
Permissible shear stress for channel bottom: 4.54653 Ib/ft^2
channel bottom is stable
Stable D50: 0.513648 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 3.20229 Ib/ft^2
Permissible shear stress for side of channel: 3.99537 Ib/ft^2
Stable Side D50: 0.507351 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R6u

Channel Analysis: R6d
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0140 ft/ft
Manning's n: 0.0615
Flow: 241.9000 cfs
Result Parameters
Depth: 2.9171 ft
Area of Flow: 54.6987 ft^2
Wetted Perimeter: 28.4492 ft
Hydraulic Radius: 1.9227 ft
Average Velocity: 4.4224 ft/s
Top Width: 27.5024 ft
Froude Number: 0.5526
Critical Depth: 2.1139 ft
Critical Velocity: 7.0025 ft/s
Critical Slope: 0.0498 ft/ft
Critical Top Width: 22.68 ft
Calculated Max Shear Stress: 2.5484 Ib/ft^2
Calculated Avg Shear Stress: 1.6797 Ib/ft^2

Channel Lining Analysis: R6d - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.07167
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.99645
Manning's n method: Blodgett
Manning's n: 0.0619859
Channel Bottom Shear Results
V*: 1.14909
Reynold's Number: 62883.7
Shield's Parameter: 0.0617314
shear stress on channel bottom: 2.55881 Ib/ft"2
Permissible shear stress for channel bottom: 4.2182 Ib/ft^2
channel bottom is stable
Stable D50: 0.432956 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.55881 Ib/ft^2
Permissible shear stress for side of channel: 3.70685 Ib/ft^2
Stable Side D50: 0.427648 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R6d

Channel Analysis: R7
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 20.0000 ft
Longitudinal Slope: 0.0100 ft/ft
Manning's n: 0.0559
Flow: 681.8000 cfs
Result Parameters
Depth: 4.0043 ft
Area of Flow: 128.1889 ft^2
Wetted Perimeter: 45.3254 ft
Hydraulic Radius: 2.8282 ft
Average Velocity: 5.3187 ft/s
Top Width: 44.0257 ft
Froude Number: 0.5493
Critical Depth: 2.8453 ft
Critical Velocity: 8.3974 ft/s
Critical Slope: 0.0362 ft/ft
Critical Top Width: 37.07 ft
Calculated Max Shear Stress: 2.4987 Ib/ft^2
Calculated Avg Shear Stress: 1.7648 Ib/ft^2

Channel Lining Analysis: R7 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.06937
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 4.37269
Manning's n method: Blodgett
Manning's n: 0.0558981
Channel Bottom Shear Results
V*: 1.13563
Reynold's Number: 62147.3
Shield's Parameter: 0.0612573
shear stress on channel bottom: 2.49923 Ib/ft"2
Permissible shear stress for channel bottom: 4.18581 Ib/ft^2
channel bottom is stable
Stable D50: 0.425232 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.49923 Ib/ft^2
Permissible shear stress for side of channel: 3.67838 Ib/ft^2
Stable Side D50: 0.420019 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: R7

Channel Analysis: ES1
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 10.0000 ft/ft
Side Slope 2 (Z2): 10.0000 ft/ft
Channel Width: 50.0000 ft
Longitudinal Slope: 0.0640 ft/ft
Manning's n: 0.1118
Flow: 84.0000 cfs
Result Parameters
Depth: 0.6407 ft
Area of Flow: 36.1402 ft^2
Wetted Perimeter: 62.8780 ft
Hydraulic Radius: 0.5748 ft
Average Velocity: 2.3243 ft/s
Top Width: 62.8141 ft
Froude Number: 0.5400
Critical Depth: 0.4312 ft
Critical Velocity: 3.5866 ft/s
Critical Slope: 0.2477 ft/ft
Critical Top Width: 58.62 ft
Calculated Max Shear Stress: 2.5587 Ib/ft^2
Calculated Avg Shear Stress: 2.2954 Ib/ft^2

Channel Lining Analysis: ES1 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.07166
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 0.863892
Manning's n method: Bathurst
Manning's n: 0.111801
Channel Bottom Shear Results
V*: 1.14907
Reynold's Number: 62882.6
Shield's Parameter: 0.0617307
shear stress on channel bottom: 2.55872 Ib/ft"2
Permissible shear stress for channel bottom: 4.1168 Ib/ft^2
channel bottom is stable
Stable D50: 0.443604 ft
Channel Side Shear Results
K1: 1
K2: 1
Kb: 0
shear stress on side of channel: 2.55872 Ib/ft^2
Permissible shear stress for side of channel: 4.1168 Ib/ft^2
Stable Side D50: 0.443604 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: ES1

Channel Analysis: ES2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 10.0000 ft/ft
Side Slope 2 (Z2): 10.0000 ft/ft
Channel Width: 50.0000 ft
Longitudinal Slope: 0.0340 ft/ft
Manning's n: 0.0728
Flow: 43.3000 cfs
Result Parameters
Depth: 0.4069 ft
Area of Flow: 22.0005 ft^2
Wetted Perimeter: 58.1785 ft
Hydraulic Radius: 0.3782 ft
Average Velocity: 1.9681 ft/s
Top Width: 58.1379 ft
Froude Number: 0.5638
Critical Depth: 0.2802 ft
Critical Velocity: 2.9269 ft/s
Critical Slope: 0.1202 ft/ft
Critical Top Width: 55.60 ft
Calculated Max Shear Stress: 0.8633 Ib/ft^2
Calculated Avg Shear Stress: 0.8023 Ib/ft^2

Channel Lining Analysis: ES2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 1.53084
Manning's n method: Blodgett
Manning's n: 0.0727871
Channel Bottom Shear Results
V*: 0.783848
Reynold's Number: 21447.9
Shield's Parameter: 0.047
shear stress on channel bottom: 1.19067 Ib/ft"2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.246953 ft
Channel Side Shear Results
K1: 1
K2: 0.988501
Kb: 0
shear stress on side of channel: 1.19067 Ib/ft^2
Permissible shear stress for side of channel: 1.58733 Ib/ft^2
Stable Side D50: 0.249826 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: ES2

Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Monday, December 28, 2020
Project Units: U.S. Customary Units
Notes:
Channel Analysis: AR1 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1040 ft/ft
Manning's n: 0.0664
Lining Type: Vegetative - Class D
Flow: 8.2000 cfs
Result Parameters
Depth: 0.5783 ft
Area of Flow: 2.1600 ft^2
Wetted Perimeter: 5.6577 ft
Hydraulic Radius: 0.3818 ft
Average Velocity: 3.7962 ft/s
Top Width: 5.4700 ft
Froude Number: 1.0646
Critical Depth: 0.5979 ft
Critical Velocity: 3.6155 ft/s
Critical Slope: 0.0909 ft/ft
Critical Top Width: 5.59 ft
Calculated Max Shear Stress: 3.7531 Ib/ft^2
Calculated Avg Shear Stress: 2.4777 Ib/ft"2

Channel Analysis: AR1 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1040 ft/ft
Manning's n: 0.0845
Lining Type: Vegetative - Class C
Flow: 8.2000 cfs
Result Parameters
Depth: 0.6511 ft
Area of Flow: 2.5741 ft^2
Wetted Perimeter: 6.1180 ft
Hydraulic Radius: 0.4207 ft
Average Velocity: 3.1856 ft/s
Top Width: 5.9067 ft
Froude Number: 0.8504
Critical Depth: 0.5979 ft
Critical Velocity: 3.6154 ft/s
Critical Slope: 0.1471 ft/ft
Critical Top Width: 5.59 ft
Calculated Max Shear Stress: 4.2255 Ib/ft^2
Calculated Avg Shear Stress: 2.7304 Ib/ft^2

Channel Analysis: AR2 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0860 ft/ft
Manning's n: 0.0610
Lining Type: Vegetative - Class D
Flow: 12.2000 cfs
Result Parameters
Depth: 0.7063 ft
Area of Flow: 2.9089 ft^2
Wetted Perimeter: 6.4668 ft
Hydraulic Radius: 0.4498 ft
Average Velocity: 4.1940 ft/s
Top Width: 6.2376 ft
Froude Number: 1.0823
Critical Depth: 0.7357 ft
Critical Velocity: 3.9418 ft/s
Critical Slope: 0.0727 ft/ft
Critical Top Width: 6.41 ft
Calculated Max Shear Stress: 3.7901 Ib/ft^2
Calculated Avg Shear Stress: 2.4139 Ib/ft^2

Channel Analysis: AR2 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0860 ft/ft
Manning's n: 0.0765
Lining Type: Vegetative - Class C
Flow: 12.2000 cfs
Result Parameters
Depth: 0.7874 ft
Area of Flow: 3.4348 ft^2
Wetted Perimeter: 6.9800 ft
Hydraulic Radius: 0.4921 ft
Average Velocity: 3.5519 ft/s
Top Width: 6.7244 ft
Froude Number: 0.8758
Critical Depth: 0.7357 ft
Critical Velocity: 3.9418 ft/s
Critical Slope: 0.1141 ft/ft
Critical Top Width: 6.41 ft
Calculated Max Shear Stress: 4.2255 Ib/ft^2
Calculated Avg Shear Stress: 2.6408 Ib/ft^2

Channel Analysis: AR3 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0670 ft/ft
Manning's n: 0.0813
Lining Type: Vegetative - Class D
Flow: 4.2000 cfs
Result Parameters
Depth: 0.5109 ft
Area of Flow: 1.8046 ft^2
Wetted Perimeter: 5.2309 ft
Hydraulic Radius: 0.3450 ft
Average Velocity: 2.3273 ft/s
Top Width: 5.0651 ft
Froude Number: 0.6871
Critical Depth: 0.4158 ft
Critical Velocity: 3.1104 ft/s
Critical Slope: 0.1497 ft/ft
Critical Top Width: 4.49 ft
Calculated Max Shear Stress: 2.1358 Ib/ft^2
Calculated Avg Shear Stress: 1.4423 Ib/ft^2

Channel Analysis: AR3 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0670 ft/ft
Manning's n: 0.1076
Lining Type: Vegetative - Class C
Flow: 4.2000 cfs
Result Parameters
Depth: 0.5880 ft
Area of Flow: 2.2130 ft^2
Wetted Perimeter: 5.7186 ft
Hydraulic Radius: 0.3870 ft
Average Velocity: 1.8978 ft/s
Top Width: 5.5278 ft
Froude Number: 0.5286
Critical Depth: 0.4158 ft
Critical Velocity: 3.1100 ft/s
Critical Slope: 0.2622 ft/ft
Critical Top Width: 4.50 ft
Calculated Max Shear Stress: 2.4582 Ib/ft^2
Calculated Avg Shear Stress: 1.6179 Ib/ft^2

Channel Analysis: AR4 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1500 ft/ft
Manning's n: 0.0967
Lining Type: Vegetative - Class D
Flow: 2.1000 cfs
Result Parameters
Depth: 0.3161 ft
Area of Flow: 0.9319 ft^2
Wetted Perimeter: 3.9990 ft
Hydraulic Radius: 0.2330 ft
Average Velocity: 2.2536 ft/s
Top Width: 3.8964 ft
Froude Number: 0.8121
Critical Depth: 0.2802 ft
Critical Velocity: 2.6386 ft/s
Critical Slope: 0.2350 ft/ft
Critical Top Width: 3.68 ft
Calculated Max Shear Stress: 2.9585 Ib/ft^2
Calculated Avg Shear Stress: 2.1811 Ib/ft^2

Channel Analysis: AR4 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1500 ft/ft
Manning's n: 0.1320
Lining Type: Vegetative - Class C
Flow: 2.1000 cfs
Result Parameters
Depth: 0.3728 ft
Area of Flow: 1.1624 ft^2
Wetted Perimeter: 4.3575 ft
Hydraulic Radius: 0.2667 ft
Average Velocity: 1.8067 ft/s
Top Width: 4.2365 ft
Froude Number: 0.6078
Critical Depth: 0.2802 ft
Critical Velocity: 2.6386 ft/s
Critical Slope: 0.4376 ft/ft
Critical Top Width: 3.68 ft
Calculated Max Shear Stress: 3.4890 Ib/ft^2
Calculated Avg Shear Stress: 2.4968 Ib/ft^2

Channel Analysis: AR5 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0540 ft/ft
Manning's n: 0.0703
Lining Type: Vegetative - Class D
Flow: 7.5000 cfs
Result Parameters
Depth: 0.6687 ft
Area of Flow: 2.6791 ft^2
Wetted Perimeter: 6.2294 ft
Hydraulic Radius: 0.4301 ft
Average Velocity: 2.7995 ft/s
Top Width: 6.0124 ft
Froude Number: 0.7391
Critical Depth: 0.5702 ft
Critical Velocity: 3.5449 ft/s
Critical Slope: 0.1031 ft/ft
Critical Top Width: 5.42 ft
Calculated Max Shear Stress: 2.2534 Ib/ft^2
Calculated Avg Shear Stress: 1.4492 Ib/ft^2

Channel Analysis: AR5 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0540 ft/ft
Manning's n: 0.0905
Lining Type: Vegetative - Class C
Flow: 7.5000 cfs
Result Parameters
Depth: 0.7557 ft
Area of Flow: 3.2247 ft^2
Wetted Perimeter: 6.7795 ft
Hydraulic Radius: 0.4756 ft
Average Velocity: 2.3258 ft/s
Top Width: 6.5342 ft
Froude Number: 0.5835
Critical Depth: 0.5702 ft
Critical Velocity: 3.5448 ft/s
Critical Slope: 0.1708 ft/ft
Critical Top Width: 5.42 ft
Calculated Max Shear Stress: 2.5464 Ib/ft^2
Calculated Avg Shear Stress: 1.6027 Ib/ft^2

Channel Analysis: AR6 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0820 ft/ft
Manning's n: 0.0749
Lining Type: Vegetative - Class D
Flow: 5.4000 cfs
Result Parameters
Depth: 0.5290 ft
Area of Flow: 1.8974 ft^2
Wetted Perimeter: 5.3455 ft
Hydraulic Radius: 0.3549 ft
Average Velocity: 2.8460 ft/s
Top Width: 5.1738 ft
Froude Number: 0.8282
Critical Depth: 0.4776 ft
Critical Velocity: 3.2940 ft/s
Critical Slope: 0.1227 ft/ft
Critical Top Width: 4.87 ft
Calculated Max Shear Stress: 2.7066 Ib/ft^2
Calculated Avg Shear Stress: 1.8162 Ib/ft^2

Channel Analysis: AR6 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.0820 ft/ft
Manning's n: 0.0975
Lining Type: Vegetative - Class C
Flow: 5.4000 cfs
Result Parameters
Depth: 0.6033 ft
Area of Flow: 2.2983 ft^2
Wetted Perimeter: 5.8153 ft
Hydraulic Radius: 0.3952 ft
Average Velocity: 2.3496 ft/s
Top Width: 5.6195 ft
Froude Number: 0.6475
Critical Depth: 0.4776 ft
Critical Velocity: 3.2938 ft/s
Critical Slope: 0.2079 ft/ft
Critical Top Width: 4.87 ft
Calculated Max Shear Stress: 3.0867 Ib/ft^2
Calculated Avg Shear Stress: 2.0222 Ib/ft^2

Channel Analysis: AR7 (VELOCITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1010 ft/ft
Manning's n: 0.0657
Lining Type: Vegetative - Class D
Flow: 8.6000 cfs
Result Parameters
Depth: 0.5935 ft
Area of Flow: 2.2435 ft^2
Wetted Perimeter: 5.7533 ft
Hydraulic Radius: 0.3899 ft
Average Velocity: 3.8334 ft/s
Top Width: 5.5607 ft
Froude Number: 1.0636
Critical Depth: 0.6131 ft
Critical Velocity: 3.6535 ft/s
Critical Slope: 0.0885 ft/ft
Critical Top Width: 5.68 ft
Calculated Max Shear Stress: 3.7402 Ib/ft^2
Calculated Avg Shear Stress: 2.4576 Ib/ft^2

Channel Analysis: AR7 (CAPACITY)
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 2.0000 ft
Longitudinal Slope: 0.1010 ft/ft
Manning's n: 0.0835
Lining Type: Vegetative - Class C
Flow: 8.6000 cfs
Result Parameters
Depth: 0.6674 ft
Area of Flow: 2.6711 ft^2
Wetted Perimeter: 6.2210 ft
Hydraulic Radius: 0.4294 ft
Average Velocity: 3.2197 ft/s
Top Width: 6.0044 ft
Froude Number: 0.8507
Critical Depth: 0.6131 ft
Critical Velocity: 3.6534 ft/s
Critical Slope: 0.1427 ft/ft
Critical Top Width: 5.68 ft
Calculated Max Shear Stress: 4.2062 Ib/ft^2
Calculated Avg Shear Stress: 2.7060 Ib/ft^2

Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Wednesday, June 7, 2023
Project Units: U.S. Customary Units
Notes:
Channel Analysis: NR1
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0190 ft/ft
Manning's n: 0.0649
Flow: 193.4000 cfs
Result Parameters
Depth: 2.4805 ft
Area of Flow: 43.2628 ft^2
Wetted Perimeter: 25.6878 ft
Hydraulic Radius: 1.6842 ft
Average Velocity: 4.4704 ft/s
Top Width: 24.8828 ft
Froude Number: 0.5975
Critical Depth: 1.8653 ft
Critical Velocity: 6.6483 ft/s
Critical Slope: 0.0573 ft/ft
Critical Top Width: 21.19 ft
Calculated Max Shear Stress: 2.9408 Ib/ft^2
Calculated Avg Shear Stress: 1.9968 Ib/ft^2

Channel Lining Analysis: NR1 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.08583
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.6106
Manning's n method: Blodgett
Manning's n: 0.06486
Channel Bottom Shear Results
V*: 1.23189
Reynold's Number: 67414.8
Shield's Parameter: 0.0646483
shear stress on channel bottom: 2.94084 Ib/ft"2
Permissible shear stress for channel bottom: 4.41752 Ib/ft^2
channel bottom is stable
Stable D50: 0.481424 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.94084 Ib/ft^2
Permissible shear stress for side of channel: 3.882 Ib/ft^2
Stable Side D50: 0.475522 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: NR1

Channel Analysis: NR2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0400 ft/ft
Manning's n: 0.0737
Flow: 31.4000 cfs
Result Parameters
Depth: 0.8167 ft
Area of Flow: 10.1678 ft^2
Wetted Perimeter: 15.1652 ft
Hydraulic Radius: 0.6705 ft
Average Velocity: 3.0882 ft/s
Top Width: 14.9001 ft
Froude Number: 0.6588
Critical Depth: 0.6308 ft
Critical Velocity: 4.1859 ft/s
Critical Slope: 0.0990 ft/ft
Critical Top Width: 13.78 ft
Calculated Max Shear Stress: 2.0384 Ib/ft^2
Calculated Avg Shear Stress: 1.6735 Ib/ft^2

Channel Lining Analysis: NR2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.05055
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 1.02462
Manning's n method: Bathurst
Manning's n: 0.0737111
Channel Bottom Shear Results
V*: 1.02562
Reynold's Number: 56126.7
Shield's Parameter: 0.0573815
shear stress on channel bottom: 2.03845 Ib/ft^2
Permissible shear stress for channel bottom: 3.92097 Ib/ft^2
channel bottom is stable
Stable D50: 0.363745 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.03845 Ib/ft^2
Permissible shear stress for side of channel: 3.44565 Ib/ft^2
Stable Side D50: 0.359286 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: NR2

Channel Analysis: NR3
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0210 ft/ft
Manning's n: 0.0622
Flow: 286.0000 cfs
Result Parameters
Depth: 2.8840 ft
Area of Flow: 53.7922 ft12
Wetted Perimeter: 28.2400 ft
Hydraulic Radius: 1.9048 ft
Average Velocity: 5.3168 ft/s
Top Width: 27.3040 ft
Froude Number: 0.6675
Critical Depth: 2.3184 ft
Critical Velocity: 7.2757 ft/s
Critical Slope: 0.0499 ft/ft
Critical Top Width: 23.91 ft
Calculated Max Shear Stress: 3.7792 Ib/ft^2
Calculated Avg Shear Stress: 2.4961 Ib/ft^2

Channel Lining Analysis: NR3 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.11397
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 2.95815
Manning's n method: Blodgett
Manning's n: 0.0622367
Channel Bottom Shear Results
V*: 1.39648
Reynold's Number: 76422
Shield's Parameter: 0.0704467
shear stress on channel bottom: 3.77919 Ib/ft"2
Permissible shear stress for channel bottom: 4.81373 Ib/ft^2
channel bottom is stable
Stable D50: 0.582459 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 3.77919 Ib/ft^2
Permissible shear stress for side of channel: 4.23018 Ib/ft^2
Stable Side D50: 0.575318 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: NR3

Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Wednesday, June 7, 2023
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Al
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 30.0000 ft
Longitudinal Slope: 0.0520 ft/ft
Manning's n: 0.0814
Flow: 278.0000 cfs
Result Parameters
Depth: 1.5663 ft
Area of Flow: 54.3505 ft^2
Wetted Perimeter: 39.9064 ft
Hydraulic Radius: 1.3619 ft
Average Velocity: 5.1149 ft/s
Top Width: 39.3980 ft
Froude Number: 0.7674
Critical Depth: 1.3244 ft
Critical Velocity: 6.1788 ft/s
Critical Slope: 0.0927 ft/ft
Critical Top Width: 37.95 ft
Calculated Max Shear Stress: 5.0825 Ib/ft^2
Calculated Avg Shear Stress: 4.4193 Ib/ft^2

Channel Lining Analysis: Al - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.833 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.22157
Lining Results
Angle of Repose: 41.7 degrees
Relative Flow Depth: 1.65619
Manning's n method: Blodgett
Manning's n: 0.0814016
Channel Bottom Shear Results
V*: 1.61952
Reynold's Number: 110852
Shield's Parameter: 0.0926107
shear stress on channel bottom: 5.0828 Ib/ft"2
Permissible shear stress for channel bottom: 6.68908 Ib/ft^2
channel bottom is stable
Stable D50: 0.773213 ft
Channel Side Shear Results
K1: 0.868
K2: 1
Kb: 0
shear stress on side of channel: 5.0828 Ib/ft^2
Permissible shear stress for side of channel: 6.68908 Ib/ft^2
Stable Side D50: 0.671149 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: Al

Channel Analysis: A2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 30.0000 ft
Longitudinal Slope: 0.0110 ft/ft
Manning's n: 0.0483
Flow: 308.5000 cfs
Result Parameters
Depth: 1.9271 ft
Area of Flow: 68.9549 ft^2
Wetted Perimeter: 42.1882 ft
Hydraulic Radius: 1.6345 ft
Average Velocity: 4.4739 ft/s
Top Width: 41.5627 ft
Froude Number: 0.6121
Critical Depth: 1.4150 ft
Critical Velocity: 6.3664 ft/s
Critical Slope: 0.0320 ft/ft
Critical Top Width: 38.49 ft
Calculated Max Shear Stress: 1.3228 Ib/ft^2
Calculated Avg Shear Stress: 1.1219 Ib/ft^2

Channel Lining Analysis: A2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 4.98216
Manning's n method: Blodgett
Manning's n: 0.0483368
Channel Bottom Shear Results
V*: 0.826187
Reynold's Number: 22606.4
Shield's Parameter: 0.047
shear stress on channel bottom: 1.32277 Ib/ft"2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.274352 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 1.32277 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.271549 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: A2

Channel Analysis: A3
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 20.0000 ft
Longitudinal Slope: 0.0330 ft/ft
Manning's n: 0.0753
Flow: 77.0000 cfs
Result Parameters
Depth: 1.0129 ft
Area of Flow: 23.3365 ft^2
Wetted Perimeter: 26.4063 ft
Hydraulic Radius: 0.8837 ft
Average Velocity: 3.2996 ft/s
Top Width: 26.0775 ft
Froude Number: 0.6147
Critical Depth: 0.7429 ft
Critical Velocity: 4.6626 ft/s
Critical Slope: 0.0956 ft/ft
Critical Top Width: 24.46 ft
Calculated Max Shear Stress: 2.0858 Ib/ft^2
Calculated Avg Shear Stress: 1.8198 Ib/ft^2

Channel Lining Analysis: A3 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.05258
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 1.34368
Manning's n method: Bathurst
Manning's n: 0.0753462
Channel Bottom Shear Results
V*: 1.03746
Reynold's Number: 56775
Shield's Parameter: 0.0577989
shear stress on channel bottom: 2.08581 Ib/ft"2
Permissible shear stress for channel bottom: 3.94949 Ib/ft^2
channel bottom is stable
Stable D50: 0.370222 ft
Channel Side Shear Results
K1: 0.868
K2: 0.878774
Kb: 0
shear stress on side of channel: 2.08581 Ib/ft^2
Permissible shear stress for side of channel: 3.47071 Ib/ft^2
Stable Side D50: 0.365683 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: A3

Channel Analysis: A4
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 30.0000 ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0455
Flow: 409.5000 cfs
Result Parameters
Depth: 2.7359 ft
Area of Flow: 104.5303 ft^2
Wetted Perimeter: 47.3031 ft
Hydraulic Radius: 2.2098 ft
Average Velocity: 3.9175 ft/s
Top Width: 46.4151 ft
Froude Number: 0.4600
Critical Depth: 1.6922 ft
Critical Velocity: 6.8990 ft/s
Critical Slope: 0.0270 ft/ft
Critical Top Width: 40.15 ft
Calculated Max Shear Stress: 0.8536 Ib/ft^2
Calculated Avg Shear Stress: 0.6895 Ib/ft^2

Channel Lining Analysis: A4 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 6.76299
Manning's n method: Blodgett
Manning's n: 0.0455064
Channel Bottom Shear Results
V*: 0.663681
Reynold's Number: 18159.9
Shield's Parameter: 0.047
shear stress on channel bottom: 0.853586 Ib/ft^2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.177039 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 0.853586 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.175231 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: A4

Channel Analysis: A5
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 30.0000 ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0454
Flow: 422.0000 cfs
Result Parameters
Depth: 2.7788 ft
Area of Flow: 106.5274 ft^2
Wetted Perimeter: 47.5744 ft
Hydraulic Radius: 2.2392 ft
Average Velocity: 3.9614 ft/s
Top Width: 46.6726 ft
Froude Number: 0.4621
Critical Depth: 1.7245 ft
Critical Velocity: 6.9574 ft/s
Critical Slope: 0.0267 ft/ft
Critical Top Width: 40.35 ft
Calculated Max Shear Stress: 0.8670 Ib/ft^2
Calculated Avg Shear Stress: 0.6986 Ib/ft^2

Channel Lining Analysis: A5 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 6.85418
Manning's n method: Blodgett
Manning's n: 0.0453986
Channel Bottom Shear Results
V*: 0.668865
Reynold's Number: 18301.7
Shield's Parameter: 0.047
shear stress on channel bottom: 0.866973 Ib/ft^2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.179816 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 0.866973 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.177979 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: A5

Channel Analysis: AC-1
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.0370 ft/ft
Manning's n: 0.0683
Flow: 23.4000 cfs
Result Parameters
Depth: 0.6761 ft
Area of Flow: 8.1320 ft^2
Wetted Perimeter: 14.2759 ft
Hydraulic Radius: 0.5696 ft
Average Velocity: 2.8775 ft/s
Top Width: 14.0565 ft
Froude Number: 0.6667
Critical Depth: 0.5244 ft
Critical Velocity: 3.8555 ft/s
Critical Slope: 0.0894 ft/ft
Critical Top Width: 13.15 ft
Calculated Max Shear Stress: 1.5609 Ib/ft^2
Calculated Avg Shear Stress: 1.3152 Ib/ft^2

Channel Lining Analysis: AC-1 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.333 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.00016
Lining Results
Angle of Repose: 41.15 degrees
Relative Flow Depth: 1.73691
Manning's n method: Blodgett
Manning's n: 0.0682501
Channel Bottom Shear Results
V*: 0.897367
Reynold's Number: 24554.1
Shield's Parameter: 0.047
shear stress on channel bottom: 1.56052 Ib/ft"2
Permissible shear stress for channel bottom: 1.60579 Ib/ft^2
channel bottom is stable
Stable D50: 0.323661 ft
Channel Side Shear Results
K1: 0.868
K2: 0.876959
Kb: 0
shear stress on side of channel: 1.56052 Ib/ft^2
Permissible shear stress for side of channel: 1.40821 Ib/ft^2
Stable Side D50: 0.320355 Ib/ft^2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: AC-1

Channel Analysis: AC-2
Notes:
Input Parameters
Channel Type: Trapezoidal
Side Slope 1 (Z1): 3.0000 ft/ft
Side Slope 2 (Z2): 3.0000 ft/ft
Channel Width: 10.0000 ft
Longitudinal Slope: 0.1180 ft/ft
Manning's n: 0.0557
Flow: 23.3000 cfs
Result Parameters
Depth: 0.4290 ft
Area of Flow: 4.8416 ft^2
Wetted Perimeter: 12.7130 ft
Hydraulic Radius: 0.3808 ft
Average Velocity: 4.8125 ft/s
Top Width: 12.5737 ft
Froude Number: 1.3667
Critical Depth: 0.5230 ft
Critical Velocity: 3.8510 ft/s
Critical Slope: 0.0596 ft/ft
Critical Top Width: 13.14 ft
Calculated Max Shear Stress: 3.1585 Ib/ft^2
Calculated Avg Shear Stress: 2.8042 Ib/ft^2

Channel Lining Analysis: AC-2 - Riprap Design
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.666 ft
Riprap Specific Weight: 165 Ib/ft^3
Water Specific Weight: 62.4 Ib/ft^3
Riprap Shape is Angular
Safety Factor: 1
Calculated Safety Factor: 1.09348
Lining Results
Angle of Repose: 41.5 degrees
Relative Flow Depth: 0.578159
Manning's n method: Bathurst
Manning's n: 0.0557168
Channel Bottom Shear Results
V*: 1.27666
Reynold's Number: 69864.9
Shield's Parameter: 0.0662255
shear stress on channel bottom: 3.15849 Ib/ft"2
Permissible shear stress for channel bottom: 3.92278 Ib/ft^2
channel bottom is stable
Stable D50: 0.586369 ft
Channel Side Shear Results
K1: 0.868
K2: 1
Kb: 0
shear stress on side of channel: 3.15849 Ib/ft^2
Permissible shear stress for side of channel: 3.92278 Ib/ft^2
Stable Side D50: 0.508968 Ib/ft"2
side of channel is stable

Channel Lining Stability Results
the channel is stable
Channel Summary
Name of Selected Channel: AC-2

Attachment 4. Landfill Drainage Area Figures and HydroCAD Model Outputs

----------—__�Vr- _ \ /, r- /--'' `' / /� / / ,--
�t -� \`N'� \\ �
\O — IJj--
NNN
'
gy
0\E/ OE �- /OE OE E
OE/, \ ( \ J / \ -\\ \�\\\ /- _ -_ �'_ \ ---- �' %'' I \ 0 I f OE OEM p -- OE
mv. B
_
-----_--,-- -
N-PD-NW1
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t\�-. ,IIII / I --) 1 / ___-` ` �' ♦_♦ l \ `
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/
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OE\ 1-- - OE j OE =r-aF,�
, \ \10 \ I I I /
I Irk I I /-I 11I111I I I (1,//
----
I', - - - - - - -
I`\ - - - - - - - -
_
`,I i / i /I/ //,/
A1 / ;iii(i 'i �; i / N-LD-NW2 I\ -
I t / \ 1/ 1, /,// / // N-LD-NW1
It
r NORTH
\J/ /� l /' ;;I...; I; I STARTER
/ j I j j I ,% I I
,''ll;11;W 'll;(� LANDFILL
/ It ilj�/ill i r \\
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`----� r-, ---_ `'/tl
/l i I iiI `\ 1\\\�`�\`.� I N-SW1t
i i' I N-SW2b
i IIII N-SW3b
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-------------
--_ \ -- — J ` _ ' I ` ► \ \ III / \ *�'n '�, ; , , ♦.r:..+ �\ _
_---� ,it I
----- -�C- .' 1 \ 1 1 III \ N \
i I\ N-LD-SW2 \. `.
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N-LuuD-SW3 I, \`
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\` _ _•'' •''`lam ., \`\_� ` I � (' � �\�� `
__-- / �., \\I `\\\ `, N-LD-SW4 �l HP
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`♦ j \V /' % i % �A V I W\ A\
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------ ----- \
-----------"- ----
i ^ N-S3b
R1 -- ------ LLI
°i?)fj r �' ,'- ! n \i — ? N7L�VS4 j�
fill
donow
^ 400�'- - - - - - - ----- - - -
'
---
\\ \\
-\ \ \\ \ "I\ \ \ `/ICI \ `\ \-- `\
N IN
\ \ \ \ \ \ \ 1 \ t I \\ ��• �� `\ \ `\ _ \ \ \
N NI
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----�\`\ i \ \tt\—
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N.
_W
O 1 _\\ /' �
bi
I„ \
I \
- -- --_ --------a
N =PU-1V --------tLr--------- -- _-------- —
ILuQ_ I ------------- — ___------- ------ I ---___ - --- W ------------- -------
�� II --------- ---- - ----- w-------------
F, O-� -------------
I---_I=r1_---- - -----------------=-I"
III;-�/ I;Fitlr I --� - _O_ ----------
LD- E1 / r I ► �, " _ _ ------------- -
��-- _-----
-
LANDFILL HAUL ROAD
rl, DOWNCHUTE �`\\
+ o CONCRETE \
APRON (TYP.)
p OLu
+ + + DOWNCHUTE (TYP.)
LATERAL CHANNEL ON J /
t TACK -ON BERM (TYP.) I
+ I I Ld
INACTIVE
LA '
TERAL CHANNEL ON
s BENCH (TYP.) /
' ,ASH ;
'1 w
o �----� - BASIN
PERIMETER STORMWATER
' CHANNEL )
I' -----Lw---------------- /
ACCESS ROAD
DOWNCHUTE (TYP.)
=3b I I w
LANDFILL ACCESS ROAD p O
`
SUBCATCHMENT DRAINAGE AREA (TYP.)
-----------------------'
1
PERIMETER CHANNEL -'---------------------'
;1 CROSSING CULVERT
----------------------
-AR-5 I; ^ } , - --_ 0_-- ---- DROP INLET FOR N`---------------------
OUTLET CULVERTS'-- — — — — — — — — \
W \- — — — —
o
\` ---
\ ��\ -------
OUTLET CULVERTS FROM
/ ------ PERIMETER CHANNEL TO \�`-------
�.'' FUTURE STORMWATER ,_�-----\
MANAGEMENT SYSTEM TO BE
CONSTRUCTED AS PART OF
ASH BASIN CLOSURE (TYP.) _ _ -
_, - -- (3) 36" RCP CULVERTS J
_ — UPSTREAM INV. 611.5'_--
-
0 DOWNSTREAM INV. 603.0' ____
I/LU,_ -----------------------------------
w / I R4-------- --
\\ �/ p/----------
\ I
W 1\\- -_ Li o ow ------ _-----___
.\ 1
OUTLET CULVERT FROM r \ \\ \`lil\ / --� `\N\\ `�\\ \\ -- --- _
STORMWATER MANAGEMENT \\ \\ `\ p `\\\N\ `,Y ` ,11 __ - -
' SYSTEM 24" RCP CULVERT \� \;\ ` \ \\ \ \ jlt\ 'N.
\-\--\ ` _- \
--NNN-- — —'UPSTREAM INV. 598.0' ` ` \ \ \ ` %` `
\ \--- - _- �� \ \`\ I I/ _ � � 1.s� —�- _ DOWNSTREAM INV. 597.0 --z 11 - \
\/ -- \ — \ \ \ _-__=__`_/" A ` 1 IA- —____ /-- I I / / -_LLI
0 `--- NN
\ \ \ \ \ \ I // -__-_ \ \ N'N\ \ \ \
NI N
\ 1 \ \ 1 \ \ \ \_ — — t / \ ` \` / I III ' / '' —�\\ / / \ \
\. `\ i---''' 1\\ \\ \/ \ l 1 i I / I )�1. I I I 1 \ )_\_\ \ \� \ / / / 1, ,-\— I ( 1 i / / �\ `\ `\.I \\ `\ ` \ \ \ \ \ \
X \
0 100 200 300
GRAPHIC SCALE (IN FEET)
TITLE
L=com
NSLF STORMWATER PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR REVIEW
SEAL
DUKEDWG
� ENERGY®
SCALE:
DES:
TYPE:.DWG
DFTR:
JOB
DATENO 30616-2021
ENGR: JDM
FILENAME:
APPD: CP
DWG SIZE
DRAWING NO.
I REVISION
ANSI D
22.0"x34.0"
0
Do
INCHES 1 2 3 TENTHS 10 20 30 1 1 1 1 1 9 1

NSLF Output
NS Landfill Design -Soil
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
26.779 80 Final Cover (N-AR-2s, N-AR-3s, WAR-4s, N-N1s-A, N-N1s-B, N-N2s-A, N-N2s-B,
N-NE1s-A, N-NE2s-A, N-NE2s-B, N-NW2s-A, N-NW2s-B, N-NW3s-A, N-NW3s-B,
N-PD-Es, N-PD-NEs, N-PD-NW1s, N-PD-NW2s, N-PD-SE1s, N-PD-SE2s,
N-PD-SWs, N-PD-Ws, N-S1s-A, N-S1s-B, N-S2s-A, N-S2s-B, N-S3s-A, N-S3s-C,
N-SE1s, N-SE2s, N-SE3s, N-SW1s-A, N-SW1s-B, N-SW2s-A, N-SW2s-B,
N-SW3s-A, N-SW3s-B, TOC-E, TOC-NW, TOC-S, TOC-SW)
4.757 96 Gravel surface, HSG D (N-PD-Es, N-PD-NEs, N-PD-NW1s, N-PD-NW2s,
N-PD-SE1s, N-PD-SE2s, N-PD-SWs, N-PD-Ws)
2.720 60 Woods, Fair, HSG B (N-offsite1, N-offsite2)
4.063 65 Woods/grass comb., Fair, HSG B (N-offsite2)
38.320 79 TOTAL AREA

NS Landfill Design -Soil
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
6.784
0.000
4.757
HSG A
HSG B
HSG C
HSG D
26.779 Other
38.320
N-offsite1, N-offsite2
NSLF Output
Printed 3/16/2021
Paae 3
N-PD-Es, N-PD-NEs, N-PD-NW1s, N-PD-NW2s, N-PD-SE1s, N-PD-SE2s,
N-PD-SWs, N-PD-Ws
N-AR-2s, N-AR-3s, WAR-4s, N-N 1 s-A, N-N 1 s-B, N-N2s-A, N-N2s-B, N-N E 1 s-A,
N-NE2s-A, N-NE2s-B, N-NW2s-A, N-NW2s-B, N-NW3s-A, N-NW3s-B, N-PD-Es,
N-PD-NEs, N-PD-NW1s, N-PD-NW2s, N-PD-SE1s, N-PD-SE2s, N-PD-SWs,
N-PD-Ws, N-S1s-A, N-S1s-B, N-S2s-A, N-S2s-B, N-S3s-A, N-S3s-C, N-SE1s,
N-SE2s, N-SE3s, N-SW1s-A, N-SW1s-B, N-SW2s-A, N-SW2s-B, N-SW3s-A,
N-SW3s-B, TOC-E, TOC-NW, TOC-S, TOC-SW
TOTAL AREA

NS Landfill Design -Soil
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
0.000 0.000 0.000 0.000 26.779 26.779 Final Cover
NSLF Output
Printed 3/16/2021
Paae 4
Subcatchment
Numbers
WAR-2s,
WAR-3s,
WAR-4s,
N-N 1 s-A,
N-N 1 s-B,
N-N2s-A,
N-N2s-B,
N-N E 1 s-A,
N-NE2s-A,
N-NE2s-B,
N-NW2s-A
N-NW2s-B
N-NW3s-A
N-NW3s-B
N-PD-Es,
N-PD-NEs
N-PD-NW
1 s,
N-PD-NW
2s,
N-PD-SE 1
s,
N-PD-SE2
s,
N-PD-SW
s,
N-PD-Ws,
N-S1s-A,
N-S1 s-B,
N-S2s-A,
N-S2s-B,
N-S3s-A,
N-S3s-C,
N-SE1s,
N-SE2s,
N-SE3s,
N-SW 1 s-A

NS Landfill Design -Soil
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Ground Covers (all nodes) (continued)
HSG-A HSG-B HSG-C HSG-D Other Total Ground
(acres) (acres) (acres) (acres) (acres) (acres) Cover
0.000 0.000 0.000 4.757 0.000
0.000
2.720
0.000
0.000
0.000
0.000
4.063
0.000
0.000
0.000
0.000
6.784
0.000
4.757
26.779
NSLF Output
Printed 3/16/2021
Paae 5
Subcatchment
Numbers
4.757
Gravel surface
N-PD-Es,
N-PD-NEs
N-PD-NW
1s,
N-PD-NW
2s,
N-PD-SE 1
s,
N-PD-SE2
s,
N-PD-SW
s,
N-PD-Ws
2.720
Woods, Fair
N-offsite1,
N-offsite2
4.063
Woods/grass comb., Fair
N-offsite2
38.320
TOTAL AREA

NS Landfill Design -Soil
Prepared by AECOM
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
NSLF Output
Printed 3/16/2021
Page 6
Pipe Listing
(all nodes)
Line# Node In -Invert
Out -Invert
Length
Slope n
Diam/Width
Height
Inside -Fill
Number (feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1 C-2 611.50
603.00
130.0
0.0654 0.012
36.0
0.0
0.0
2 CAR 624.50
621.00
150.0
0.0233 0.012
48.0
36.0
0.0
3 LP-2 617.70
617.30
40.0
0.0100 0.013
96.0
36.0
0.0

NSLF Output
NS Landfill Design -Soil
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 7
Time span=0.00-72.00
hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment WAR-2s: AR DA
Runoff Area=65,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.33 cfs 0.629 of
Subcatchment WAR-3s: AR DA
Runoff Area=22,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.98 cfs 0.221 of
Subcatchment WAR-4s: AR DA
Runoff Area=35,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.21 cfs 0.344 of
SubcatchmentN-N1s-A: NSLF N1
Runoff Area=8,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=1.53 cfs 0.085 of
SubcatchmentWN1s-113: NSLF N1
Runoff Area=8,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=250' Tc=10.0 min CN=80 Runoff=1.53 cfs 0.085 of
SubcatchmentN-N2s-A: NSLF N2
Runoff Area=30,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.30 cfs 0.294 of
SubcatchmentN-N2s-B: NSLF N2
Runoff Area=30,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=450' Tc=10.0 min CN=80 Runoff=5.30 cfs 0.294 of
SubcatchmentN-NE1s-A: NSLF NE1
Runoff Area=16,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=2.91 cfs 0.162 of
SubcatchmentN-NE2s-A: NSLF NE2
Runoff Area=29,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.11 cfs 0.283 of
SubcatchmentN-Ms-B: NSLF NE2
Runoff Area=29,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=520' Tc=10.0 min CN=80 Runoff=5.11 cfs 0.283 of
SubcatchmentN-NW2s-A: NSLF NW2
Runoff Area=21,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.73 cfs 0.207 of
SubcatchmentWNW2s-B: NSLF NW2
Runoff Area=13,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=260' Tc=10.0 min CN=80 Runoff=2.27 cfs 0.126 of
SubcatchmentN-NW3s-A: NSLF NW3
Runoff Area=30,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.37 cfs 0.298 of
SubcatchmentN-NW3s-113: NSLF NW3
Runoff Area=19,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=330' Tc=10.0 min CN=80 Runoff=3.31 cfs 0.184 of
SubcatchmentWoffsite1: Offsite North
Runoff Area=107,000 sf 0.00% Impervious Runoff Depth=2.88"
Flow Length=400' Tc=24.8 min CN=60 Runoff=6.72 cfs 0.590 of
SubcatchmentWoffsite2: Offsite North
Runoff Area=188,500 sf 0.00% Impervious Runoff Depth=3.41"
Flow Length=200'
Slope=0.0780 '/' Tc=13.0 min CN=65 Runoff=20.41 cfs 1.229 of

NSLF Output
NS Landfill Design -Soil
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 8
Subcatchment N-PD-Es: Perimeter Ditch E Runoff Area=58,000 sf 0.00% Impervious Runoff Depth=6.32"
Flow Length=50'
Slope=0.3300 '/' Tc=10.0 min CN=91 Runoff=11.83 cfs 0.702 of
SubcatchmentN-PD-NEs: Perimeter Ditch Runoff Area=86,000 sf 0.00% Impervious Runoff Depth=5.97"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=88 Runoff=16.97 cfs 0.983 of
SubcatchmentN-PD-NW1s: Perimeter Ditch
Runoff Area=40,000 sf 0.00% Impervious Runoff Depth=5.97"
Flow Length=50'
Slope=0.3300 '/' Tc=10.0 min CN=88 Runoff=7.89 cfs 0.457 of
Subcatchment N-PD-NW2s: Perimeter Ditch
Runoff Area=23,000 sf 0.00% Impervious Runoff Depth=5.86"
Flow Length=50'
Slope=0.3300 '/' Tc=10.0 min CN=87 Runoff=4.48 cfs 0.258 of
SubcatchmentN-PD-SE1s: Perimeter Ditch Runoff Area=40,000 sf 0.00% Impervious Runoff Depth=5.74"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=86 Runoff=7.69 cfs 0.439 of
SubcatchmentN-PD-SE2s: Perimeter Ditch Runoff Area=24,100 sf 0.00% Impervious Runoff Depth=5.86"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=87 Runoff=4.70 cfs 0.270 of
Subcatchment N-PD-SWs: Perimeter Ditch
Runoff Area=90,000 sf 0.00% Impervious Runoff Depth=5.74"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=86 Runoff=17.30 cfs 0.989 of
Subcatchment N-PD-Ws: Perimeter Ditch
W Runoff Area=66,400 sf 0.00% Impervious Runoff Depth=5.97"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=88 Runoff=13.10 cfs 0.759 of
SubcatchmentN-S1s-A: NSLF S1
Runoff Area=17,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.02 cfs 0.167 of
SubcatchmentN-S1s-B: NSLF S1
Runoff Area=17,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=300' Tc=10.0 min CN=80 Runoff=3.02 cfs 0.167 of
SubcatchmentN-Us-A: NSLF S2-A
Runoff Area=28,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.90 cfs 0.272 of
SubcatchmentWS2s-B: NSLF S2
Runoff Area=28,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=420' Tc=10.0 min CN=80 Runoff=4.90 cfs 0.272 of
SubcatchmentWS3s-A: NSLF S3
Runoff Area=38,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.64 cfs 0.368 of
SubcatchmentWS3s-C: NSLF S3
Runoff Area=38,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=590' Tc=10.0 min CN=80 Runoff=6.64 cfs 0.368 of
SubcatchmentN-SE1s: NSLF SE1
Runoff Area=93,900 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=16.37 cfs 0.908 of
Subcatchment N-SE2s: NSLF SE2
Runoff Area=35,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.17 cfs 0.342 of
Subcatchment N-SE3s: NSLF SE2
Runoff Area=14,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=2.44 cfs 0.135 of

NS Landfill Design -Soil
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 H
Type 1124-hr
roCAD Software Solutions LLC
NSLF Output
100-year Rainfall= 7.39 "
Printed 3/16/2021
Paae 9
Subcatchment N-SW1 s-A: NSLF SW1
Runoff Area=17,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.05 cfs 0.169 of
Subcatchment N-SW1 s-B: NSLF SW1
Runoff Area=17,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=290' Tc=10.0 min CN=80 Runoff=3.05 cfs 0.169 of
SubcatchmentN-SW2s-A: NSLF SW2
Runoff Area=21,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.71 cfs 0.206 of
SubcatchmentN-SW2s-B: NSLF SW2
Runoff Area=21,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=320' Tc=10.0 min CN=80 Runoff=3.71 cfs 0.206 of
SubcatchmentN-SW3s-A: NSLF SW3
Runoff Area=22,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.87 cfs 0.215 of
Subcatchment WSW3s-B: NSLF SW3 Runoff Area=22,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=320' Tc=10.0 min CN=80 Runoff=3.87 cfs 0.215 of
SubcatchmentTOC-E: Top of landfill Runoff Area=60,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=950' Tc=21.0 min CN=80 Runoff=7.52 cfs 0.585 of
SubcatchmentTOC-NW: Top of landfill Runoff Area=41,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=310' Tc=10.2 min CN=80 Runoff=7.17 cfs
0.400 of
SubcatchmentTOC-S: Top of landfill Runoff Area=8,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=210' Tc=10.0 min CN=80 Runoff=1.52 cfs
0.084 of
SubcatchmentTOC-SW: Top of landfill Runoff Area=42,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=320' Tc=10.3 min CN=80 Runoff=7.24 cfs
0.406 of
Reach N-AR-1: Access road letdown Avg. Flow Depth=0.19' Max Vet=7.33 fps Inflow=7.52 cfs
0.585 of
n=0.018 L=560.0' S=0.0804 '/' Capacity=499.40 cfs Outflow=7.49 cfs
0.585 of
Reach WAR-2: Access road letdown Avg. Flow Depth=0.26' Max Vet=8.88 fps Inflow=29.42 cfs
2.122 of
n=0.018 L=260.0' S=0.0731 T Capacity=947.35 cfs Outflow=29.40 cfs
2.122 of
Reach WAR-3: Access road letdown Avg. Flow Depth=0.50' Max Vet=12.97 fps Inflow=38.53 cfs
2.685 of
n=0.018 L=260.0' S=0.0808 '/' Capacity=500.68 cfs Outflow=38.51 cfs
2.685 of
Reach WAR-4: Access road letdown Avg. Flow Depth=0.54' Max Vet=14.32 fps Inflow=46.54 cfs
3.165 of
n=0.018 L=200.0' S=0.0900 '/' Capacity=528.52 cfs Outflow=46.52 cfs
3.165 of
Reach WAR-5: Access road letdown Avg. Flow Depth=0.66' Max Vet=11.22 fps Inflow=46.52 cfs
3.165 of
n=0.018 L=250.0' S=0.0440 '/' Capacity=369.54 cfs Outflow=46.49 cfs
3.165 of
Reach N-LD-N1: Letdown N1 Avg. Flow Depth=0.04' Max Vet=5.62 fps Inflow=2.85 cfs
0.170 of
n=0.018 L=105.0' S=0.3143'/' Capacity=1,964.63 cfs Outflow=2.85 cfs
0.170 of
Reach N-LD-N2: Letdown N2 Avg. Flow Depth=0.09' Max Vet=9.14 fps Inflow=9.63 cfs
0.758 of
n=0.018 L=75.0' S=0.3240 T Capacity=1,994.77 cfs Outflow=9.62 cfs
0.758 of

NSLF Output
NS Landfill Design -Soil
Type 1124-hr 100-year
Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
Page 10
Reach N-LD-NE1: Letdown NE1
Avg. Flow Depth=0.07' Max Vet=7.63 fps
Inflow=2.62 cfs
0.162 of
n=0.018
L=90.0' S=0.3222 '/' Capacity=1,000.03 cfs
Outflow=2.61 cfs
0.162 of
Reach N-LD-NE2: Letdown NE2
Avg. Flow Depth=0.17' Max Vet=13.27 fps
Inflow=12.13 cfs
0.728 of
n=0.018
L=30.0' S=0.3000 '/' Capacity=964.93 cfs Outflow=12.14 cfs
0.728 of
Reach N-LD-NW1: Letdown NW1
Avg. Flow Depth=0.12' Max Vet=11.03 fps
Inflow=7.17 cfs
0.400 of
n=0.018
L=90.0' S=0.3111 '/' Capacity=982.64 cfs
Outflow=7.16 cfs
0.400 of
Reach N-LD-NW2: Letdown NW2
Avg. Flow Depth=0.17' Max Vet=13.52 fps
Inflow=12.61 cfs
0.733 of
n=0.018 L=105.0' S=0.3048 '/' Capacity=972.56 cfs Outflow=12.61 cfs
0.733 of
Reach N-LD-NW3: Letdown NW3
Avg. Flow Depth=0.23' Max Vet=16.63 fps
Inflow=20.72 cfs
1.215 of
n=0.018 L=80.0'
S=0.3312 '/' Capacity=1,013.95 cfs Outflow=20.71 cfs
1.215 of
Reach N-LD-S1: Letdown S1
Avg. Flow Depth=0.05' Max Vet=6.26 fps
Inflow=1.52 cfs
0.084 of
n=0.018
L=85.0' S=0.3294'/' Capacity=1,011.13 cfs
Outflow=1.52 cfs
0.084 of
Reach N-LD-S2: Letdown S2
Avg. Flow Depth=0.12' Max Vet=11.05 fps
Inflow=7.14 cfs
0.419 of
n=0.018
L=105.0' S=0.3143 '/' Capacity=987.64 cfs
Outflow=7.13 cfs
0.419 of
Reach N-LD-S3: Letdown S3
Avg. Flow Depth=0.20' Max Vet=15.29 fps
Inflow=16.33 cfs
0.962 of
n=0.018 L=90.0'
S=0.3333'/' Capacity=1,017.13 cfs Outflow=16.33 cfs
0.962 of
Reach N-LD-S4: Letdown S4
Avg. Flow Depth=0.28' Max Vet=18.58 fps
Inflow=28.50 cfs
1.699 of
n=0.018 L=70.0'
S=0.3286 '/' Capacity=1,009.84 cfs Outflow=28.49 cfs
1.699 of
Reach N-LD-SW1: Letdown SW1
Avg. Flow Depth=0.12' Max Vet=11.08 fps
Inflow=7.24 cfs
0.406 of
n=0.018
L=90.0' S=0.3111 '/' Capacity=982.64 cfs
Outflow=7.24 cfs
0.406 of
Reach N-LD-SW2: Letdown SW2
Avg. Flow Depth=0.18' Max Vet=13.51 fps
Inflow=12.95 cfs
0.745 of
n=0.018 L=105.0' S=0.2952 '/' Capacity=957.24 cfs Outflow=12.95 cfs
0.745 of
Reach N-LD-SW3: Letdown SW3
Avg. Flow Depth=0.22' Max Vet=16.48 fps
Inflow=20.11 cfs
1.157 of
n=0.018 L=90.0'
S=0.3333 '/' Capacity=1,017.13 cfs Outflow=20.11 cfs
1.157 of
Reach N-LD-SW4: Letdown SW4
Avg. Flow Depth=0.28' Max Vet=17.83 fps
Inflow=27.58 cfs
1.586 of
n=0.018
L=40.0' S=0.3000 '/' Capacity=964.93 cfs Outflow=27.58 cfs
1.586 of
Reach N-N1t: NSLF N1t
Avg. Flow Depth=0.51' Max Vet=0.83 fps
Inflow=1.53 cfs
0.085 of
n=0.110
L=210.0' S=0.0238 '/' Capacity=24.90 cfs
Outflow=1.38 cfs
0.085 of
Reach N-N2b: NSLF N21b
Avg. Flow Depth=1.34' Max Vet=0.18 fps
Inflow=5.30 cfs
0.294 of
n=0.900 L=370.0' S=0.0203 '/' Capacity=2.81 cfs
Outflow=2.07 cfs
0.294 of
Reach N-NE1b: NSLF NE1b
Avg. Flow Depth=0.90' Max Vet=1.07 fps
Inflow=2.91 cfs
0.162 of
n=0.110
L=280.0' S=0.0196 '/' Capacity=21.94 cfs
Outflow=2.62 cfs
0.162 of
Reach N-NE2b: NSLF NE2b
Avg. Flow Depth=1.04' Max Vet=1.45 fps
Inflow=5.11 cfs
0.283 of
n=0.090
L=330.0' S=0.0197 '/' Capacity=26.85 cfs
Outflow=4.68 cfs
0.283 of

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 11
Reach N-NW1t: NSLF NW2t Avg. Flow Depth=0.71' Max Vet=1.02 fps Inflow=3.73 cfs 0.207 of
n=0.110 L=260.0' S=0.0231 '/' Capacity=24.51 cfs Outflow=3.36 cfs 0.207 of
Reach N-NW2b: NSLF NW3b Avg. Flow Depth=1.06' Max Vet=1.48 fps Inflow=5.37 cfs
0.298 of
n=0.090 L=320.0' S=0.0203 '/' Capacity=27.26 cfs
Outflow=4.95 cfs
0.298 of
Reach N-PD-E: Perimeter Ditch E Avg. Flow Depth=1.54' Max Vet=6.09 fps
Inflow=79.05 cfs
5.447 of
n=0.020 L=1,670.0' S=0.0075 '/' Capacity=321.60 cfs
Outflow=71.62 cfs
5.447 of
Reach N-PD-NE: Perimeter Ditch NE Avg. Flow Depth=1.17' Max Vet=7.35 fps
Inflow=57.71 cfs
4.017 of
n=0.020 L=860.0' S=0.0148 '/' Capacity=451.73 cfs
Outflow=56.33 cfs
4.017 of
Reach N-PD-NW1: Perimeter Ditch NW1 Avg. Flow Depth=0.48' Max Vet=5.51 fps
Inflow=11.80 cfs
1.047 of
n=0.020 L=430.0' S=0.0221 '/' Capacity=552.53 cfs
Outflow=11.71 cfs
1.047 of
Reach N-PD-NW2: Perimeter Ditch NW2 Avg. Flow Depth=0.23' Max Vet=5.20 fps
Inflow=4.48 cfs
0.258 of
n=0.020 L=250.0' S=0.0440 '/' Capacity=779.74 cfs
Outflow=4.46 cfs
0.258 of
Reach N-PD-SE1: Perimeter Ditch SE1 Avg. Flow Depth=1.91' Max Vet=7.33 fps
Inflow=122.47 cfs
9.051 of
n=0.020 L=270.0' S=0.0085 '/' Capacity=343.09 cfs Outflow=122.22 cfs
9.051 of
Reach N-PD-SE2: Perimeter Ditch SE2 Avg. Flow Depth=1.56' Max Vet=9.35 fps
Inflow=112.64 cfs
6.775 of
n=0.020 L=190.0' S=0.0174 '/' Capacity=489.90 cfs Outflow=112.54 cfs
6.775 of
Reach N-PD-SW: Perimeter Ditch SW Avg. Flow Depth=1.39' Max Vet=8.00 fps
Inflow=82.07 cfs
4.806 of
n=0.020 L=900.0' S=0.0144 '/' Capacity=446.76 cfs
Outflow=80.07 cfs
4.806 of
Reach N-PD-W: Perimeter Ditch W Avg. Flow Depth=0.86' Max Vet=7.81 fps
Inflow=38.10 cfs
2.231 of
n=0.020 L=620.0' S=0.0234 '/' Capacity=568.48 cfs
Outflow=37.63 cfs
2.231 of
Reach N-S1t: NSLF S1t Avg. Flow Depth=0.67' Max Vet=0.95 fps Inflow=3.02 cfs 0.167 of
n=0.110 L=230.0' S=0.0217 '/' Capacity=23.79 cfs Outflow=2.74 cfs 0.167 of
Reach N-S2b: NSLF S2b Avg. Flow Depth=0.98' Max Vet=1.56 fps Inflow=4.90 cfs 0.272 of
n=0.090 L=360.0' S=0.0250 '/' Capacity=30.25 cfs Outflow=4.48 cfs 0.272 of
Reach WS31b: NSLF S3b Avg. Flow Depth=1.09' Max Vet=1.65 fps Inflow=6.64 cfs 0.368 of
n=0.090 L=480.0' S=0.0240 '/' Capacity=29.61 cfs Outflow=5.86 cfs 0.368 of
Reach N-SE1t: NSLF SE1t
Avg. Flow Depth=1.05' Max Vet=1.83 fps
Inflow=16.37 cfs
0.908 of
n=0.110 L=800.0' S=0.0440 '/' Capacity=33.84 cfs Outflow=13.17 cfs
0.908 of
Reach N-SE2b: NSLF SE2b
Avg. Flow Depth=1.10' Max Vet=1.52 fps
Inflow=6.17 cfs
0.342 of
n=0.090 L=400.0' S=0.0200 '/' Capacity=27.05 cfs
Outflow=5.53 cfs
0.342 of
Reach WSEW NSLF SE2b
Avg. Flow Depth=0.79' Max Vet=1.25 fps
Inflow=2.44 cfs
0.135 of
n=0.090 L=190.0' S=0.0211 '/' Capacity=27.76 cfs
Outflow=2.33 cfs
0.135 of
Reach WSW1t: NSLF SW1t
Avg. Flow Depth=0.67' Max Vet=0.97 fps
Inflow=3.05 cfs
0.169 of
n=0.110 L=220.0' S=0.0227 '/' Capacity=24.32 cfs
Outflow=2.80 cfs
0.169 of

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 12
Reach N-SW2b: NSLF SW21b Avg. Flow Depth=0.93' Max Vet=1.37 fps Inflow=3.71 cfs 0.206 of
n=0.090 L=220.0' S=0.0205 '/' Capacity=27.36 cfs Outflow=3.53 cfs 0.206 of
Reach N-SW3b: NSLF SW3b Avg. Flow Depth=0.94' Max Vet=1.38 fps Inflow=3.87 cfs 0.215 of
n=0.090 L=220.0' S=0.0205 '/' Capacity=27.36 cfs Outflow=3.68 cfs 0.215 of
Pond C-2: Culverts under access road Peak Elev=616.98' Inflow=232.10 cfs 15.826 of
Outflow=232.10 cfs 15.826 of
Pond C-AR: Access road crossing Peak Elev=627.21' Inflow=71.62 cfs 5.447 of
48.0" x 36.0" Box Culvert n=0.012 L=150.0' S=0.0233 '/' Outflow=71.62 cfs 5.447 of
Pond LP-2: Leachate Riser Pad Peak Elev=620.49' Inflow=122.22 cfs 9.051 of
96.0" x 36.0" Box Culvert n=0.013 L=40.0' S=0.0100 '/' Outflow=122.22 cfs 9.051 of
Total Runoff Area = 38.320 ac Runoff Volume = 15.826 of Average Runoff Depth = 4.96"
100.00% Pervious = 38.320 ac 0.00% Impervious = 0.000 ac

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment N-AR-2s: AR DA
NE
Runoff = 11.33 cfs @ 12.01 hrs, Volume= 0.629 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
65,000 80 Final Cover
65,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-AR-2s: AR DA
Hydrograph
12
I111IIIIi
1 11.33cfs
141+1+14-1�-I
I1IIII111,—
—1 1111111111
H H H 1­4
11
141111
10
I�
T 1
7-1
T_116--j"rtRllntill6J.�i
9
1
—
1 1 1 1 1
— —
1 1 1
— —
1 I I I I
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I I
—
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— — — — — — — —
I I IRtiridff Arleb065;0100 !sf
8
1-4 1
4 14
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4-1
�I
�1R � j Volump�0}629 _a#
0 6
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-
5
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4
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2
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IIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment N-AR-3s: AR DA
NE
Runoff = 3.98 cfs @ 12.01 hrs, Volume= 0.221 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,800 80 Final Cover
22,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-AR-3s: AR DA
Hydrograph
i i l
3.98cfs T T T � � 4 Type 11 24-h r
1 1 1 1 11100-year Rainfall=7.39"
3 I t I t I t I tI t-I �1 Runoff Area=22,800 sf
l l l l l l l l l l Runoff Volume=0.221 of
�I �I Runoff Depth=5.06',
LL 2 Flow Length=100
l l l l l l l l l l l l Slope=0.3300 '/'
I_ Tc=10.0 min
1
I I I l I 1 1 11 1 I l i CN=80
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment N-AR-4s: AR DA
NE
Runoff = 6.21 cfs @ 12.01 hrs, Volume= 0.344 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
35,600 80 Final Cover
35,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-AR-4s: AR DA
Hydrograph
I I I I I I I I I I I I I I I I I � I I I I I I I I I I I I � Runoff
6.21 cfs
I-t
N 4
3
0
LL 3
2
1
�
I 1 4-1 4­ 1 � �-I 1­4 11
1111 66-jf��r IRIa14116�.3§'�
III I fthbff A►rieb$35;6100 !sf
IIIIIIIIIIIII I I F un1Olf 1DIep�hr-�r':
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I I I I I I I I I I I I I I I I I I I�id �e1�.s3�Ob
p
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4 14 1 4- 1 k� k_I 1-4 1-4 14 1 _� "�__4Q
I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment N-N1s-A: NSLF N1
►1:1
Runoff = 1.53 cfs @ 12.01 hrs, Volume= 0.085 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
8,800 80 Final Cover
8,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-N1s-A: NSLF N1
Hydrograph
❑ Runoff
1.53 cfs
Type II 24-hr
100-year Rainfall=7.39"
Runoff Area=8,800 sf
1 rt Runoff Volume=0.085 of
JT
Runoff Depth=5.06"
.2 Flow Length=100'
Slope=0.3300 T
Tc=10.0 min
CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment N-N1s-B: NSLF N1
NE
Runoff = 1.53 cfs @ 12.01 hrs, Volume= 0.085 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
8,800 80 Final Cover
8,800 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.2
30
0.3300
0.42
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.6
220
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
3.8 250 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-N1s-B: NSLF N1
Hydrograph
1.53 cfs
Type 11 14rl
100-year kainfall=�.*
RUnb flAlr6&8;800 sf
�uln�ff D,ep�hr-�5.P�'1
3 h2 ,° Flow Len t =50
�d
III�III IIIIIIII11111MM
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment N-N2s-A: NSLF N2
NE
Runoff = 5.30 cfs @ 12.01 hrs, Volume= 0.294 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
30,400 80 Final Cover
30,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-N2s-A: NSLF N2
Hydrograph
I l l l l l l l l l l l l l l l l i I I I I I I I I I ■Runoff
5.30 cfs
5
4
3
3
0
LL
( I I I I I I I I I
IIIIIIIIIIIII 11 b�-�ea�r IRIa�n�f�ill��.3�'�
t t I tI t-I t-1 ftholff-Aide4i# I0�400V
IIIIIIIIIIIII P�4golf IYoll9T�70}2P4 p#
�
Flow Len I 001
-i I-i I 1 I L I L I LI Ll A 1—t �d J3b6_y�
III I I I I I It6=1d.d inlrIi
rt Irt I rtl �I fil �I �1 I� I� Irt Irt Irt�I��Q
�IIIIIIIIIIIIIIII'IIIII II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment N-N2s-B: NSLF N2
NE
Runoff = 5.30 cfs @ 12.01 hrs, Volume= 0.294 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
30,400 80 Final Cover
30,400 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
4.2
350
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
7.3 450 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-N2s-B: NSLF N2
Hydrograph
I�III
5.�Ocfs I�
5 1 1p III
I 1 dd-y�a�r Ra�n�fa�ll �.3�
4 -t I t l t l t I -�l �1 fth-dff Ai le;§03%4'00 sf
F�4gofflyollgrpp�0�294 p#
In
— — — — — — — — B,ep h '
Flow Len th=450
LL i LL I I LL 1_ 1 L LL I� I- �
2
11 _1 -t I rt I T _r fi t rI tI r II I rt I-t I T T I _r
III ��� III III
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment N-NE1s-A: NSLF NE1
NE
Runoff = 2.91 cfs @ 12.01 hrs, Volume= 0.162 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
16,700 80 Final Cover
16,700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
2
3
0
LL
fl
Subcatchment N-NE1s-A: NSLF NE1
Hydrograph
IIIIIIIIllllllllllllii
I 2.91 cfs
I I 1111 bd-�ea�r IRIa�n�f�ill��.3�'�
1 I I fthdff A►rieb$116J00 V
1 1 1 1 I I 11 1 �49Ofy0l4_T��0f116 0
III 11 1 1 1 11 I I I �unplf ID1ep�hr�'Pql:
Flow Len th=1 00
d 1Ob 'l�
IIIIIIIIIIIIIIIIIII I It6=16.0 miry
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment N-NE2s-A: NSLF NE2
NE
Runoff = 5.11 cfs @ 12.01 hrs, Volume= 0.283 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
29,300 80 Final Cover
29,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
5
4
3
3
0
LL
2
1
100 Total, Increased to minimum Tc = 10.0 min
5.11 cfs
I
Subcatchment N-NE2s-A: NSLF NE2
Hydrograph
1111 b�-�ea1r IR1a�n�f�ill��.�i�'�
fthbff A►006029;300 0
P�4golf IY919T70}2183 p#
I I I I I I �ulnlo�f IDle��hr�5'P�'1
Flow Len th=1 00
p
_�Ziob_�;
It6=16.d min
7 171T1 71 T1 TI T 7 IT I7 17 ITM--M
L I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment N-NE2s-B: NSLF NE2
NE
Runoff = 5.11 cfs @ 12.01 hrs, Volume= 0.283 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
29,300 80 Final Cover
29,300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
5.0
420
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
8.1 520 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-NE2s-B: NSLF NE2
Hydrograph
5.11 cfs
5 T T Type III �-ii
4 1 1 1 1 1 1 1 1 1 1 1 IRUhdflf A►rIe;tIl129,300 0
1 1 III 1 I 1 1 I I P�4gofflyol14Tp70t2p8 p#
In
0 3 III I I I I �un� ff Qep�hr-
LL Flow Len th=520
I��- TT1TT 1TTITTTIT�CL �
2
1 T �- _ 71TIT1F1 TI TIT T TIT TITIT
11 �1111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 23
Summary for Subcatchment N-NW2s-A: NSLF NW2
NE
Runoff = 3.73 cfs @ 12.01 hrs, Volume= 0.207 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
21,400 80 Final Cover
21,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-NW2s-A: NSLF NW2
Hydrograph
I-t U I-LII JI -L
4 3.73 cfs
III ' I I I I I I I I I I I I 111 b�-�a�r IR1a�n�f�ill��.3�'�
3 III 1 1 1 1 1 1 1 fthdff Arieb$21;400 !sf
III P�4golfflyglqT70}2PT p#
2 rt I rt 1�-r I fit r— r �P '1
Flow Len th=1 00
�1�
p
1
II III IIII IIIIIIIIIIIIIIQW-W
I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment N-NW2s-B: NSLF NW2
NE
Runoff = 2.27 cfs @ 12.01 hrs, Volume= 0.126 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
13,000 80 Final Cover
13,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.9
160
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
3
0
LL
5.0 260 Total, Increased to minimum Tc = 10.0 min
2
0
Subcatchment N-NW2s-B: NSLF NW2
Hydrograph
2.27 cfs
Type 11 14rl
T-I �I1 d�-year R�ain�Fall.��
1 1 1 11 1 III IRUhdff A►rlebO113;000 sf
P�4goffYollgrpp�00?l§ P#
F un�if IDlep�h-�5. 1�i"
-Flowh Le 6D
III�III IIII11111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 25
Summary for Subcatchment N-NW3s-A: NSLF NW3
NE
Runoff = 5.37 cfs @ 12.01 hrs, Volume= 0.298 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
30,800 80 Final Cover
30,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-NW3s-A: NSLF NW3
Hydrograph
6 1 T IT IT IT TI TI TI TIT .7 IT I TI TI
5.37 cfs
5 1 1 1'7
I I I I I I I I I I I I I 11 b�-�ea�r IRIa�n�f�ill��l.3�'�
4 4 14 I T 4-1 -H H H R-W"ff -Ar6#30;8 0 isf
IIIIIIIIIIIII P�4goffIYoll4T�70}2P8 a#
Flow Len r
i ITITI TI TI L L LJ In
2 l� —
It6=16.0 min
1 T rt T T T rI ri I —I IT I rt I rt l rt I Q
I IIIIIIIIIIIIIIIII'IIIII II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment N-NW3s-B: NSLF NW3
NE
Runoff = 3.31 cfs @ 12.01 hrs, Volume= 0.184 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
19,000 80 Final Cover
19,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.8
230
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.9 330 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-NW3s-B: NSLF NW3
Hydrograph
3.31 cfs
3
IRUhbff A►rle;OlO11900 sf
-i I_L I_L I L I LI LI L�4qoIfffjYol4rp4�0}1�4�
2 IIIIIIIIIIIIII �unIoff Qep�hr--�5.
3 Flow Len th= 30
0
LL IIIIIIIIIIIIIIIIIII�� L
III�III IIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment N-offsite1: Mite North
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 6.72 cfs @ 12.20 hrs, Volume= 0.590 af, Depth= 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
107,000 60 Woods, Fair, HSG B
107,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
19.0 100
0.0250
0.09
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
5.8 300
0.0300
0.87
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fps
24.8 400 Total
Subcatchment N-offsite1: Offsite North
Hydrograph
I I I I I I I I I II
III 6.72 cfs 1 1 1 1 1 1 1 1 IT�/p� III 14-�
6 1 1 1 1 1 I 1
5 11 b�-year IR1a�nlfa�ll��.3�'�
4 1 + I - -I H �-Rland# Atela#107;000 sf
I I I �4�o�fflV�oll�r���o�59Q �a#
0 4 F�un� if 1DIep�h-�.
- ,L -Flow L� 00
ic T4.� W�
2 I� It It fi 1 t I t-I r-I r I- 1 11 I t io*=6b
I_1 LI-ILILI LI LI L I� _11-11111L1
1
11 1 1 I H H 1 1 1 1 1 1' I I I I I I I I M I H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment N-offsite2: Mite North
Area that drains using HydroCAD catchmentarea +38.75 acres to the southwest of the basin by the pond
Runoff = 20.41 cfs @ 12.05 hrs, Volume= 1.229 af, Depth= 3.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
11,500
60 Woods, Fair, HSG B
177,000
65 Woods/grass comb., Fair, HSG B
188,500
65 Weighted Average
188,500
100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
12.1 100
0.0780
0.14
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
0.9 100
0.0780
1.95
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
13.0 200 Total
Subcatchment N-offsite2: Offsite North
Hydrograph
- I�IJ-
I�
-I22
21
20
20.41 cfs
-
--
--
I
I�
- I -I — —
,$
El
:
I
I I I I I
L I
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01
17
16
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4
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�- I
�- I
�-Rl1bdff Mela# 1818M"f
14
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' +
I + I + I
fi I
�1
Fl °"pq Y-plyTpz�1 f2?P�f
13
0 11
Ela
I
I I 11:1�
�I
EI �I nl° I r� 'j
-
LL 1
8
-1
4
14
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�-I
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7
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t
I t
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t I
fil
t-I �I N 1-1 Iltc�AJA
6
4
I—
J
I_TIIITII:I
:EI
El E1 Q 1:1 11 �M--15
3
2
1-4
4
I+ I +1
�-I
�-I
H H 'HI 1� 14 I4 14 1+
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 6870 7,
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment N-PD-Es: Perimeter Ditch E
NE
Runoff = 11.83 cfs @ 12.01 hrs, Volume= 0.702 af, Depth= 6.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
18,000 80 Final Cover
40,000 96 Gravel surface, HSG D
58,000 91 Weighted Average
58,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.8 50 0.3300 0.47 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-Es: Perimeter Ditch E
Hydrograph
IH I H I H H H
■Runoff
12
11.83
cfs 11 J
11
-
- I � I � I � I � I H H1 �-�a�i•-�Rl�n�ll��.�'�
10
rt rt I H H H H HI M16d AO"I 8K010"f
9
U'
- 14 1 1 1 H 1 HI HI HInlIo-FIRep�h=6l_32'1
r
° 6
u
I h—
t
5
H TM T1 7-1 HI HI H�� L Tl
S
Pe
4
I 1 1 I I I I H I I I fC6�pl,
3
1—E
14 H 1 H HI HI HI H 1-4I4 I 11
2tk
1
IH
TI HI HI HI H Ft IT IH IT 1 T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment N-PD-NEs: Perimeter Ditch NE
NE
Runoff = 16.97 cfs @ 12.01 hrs, Volume= 0.983 af, Depth= 5.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
42,000 80 Final Cover
44,000 96 Gravel surface, HSG D
86,000 88 Weighted Average
86,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-NEs: Perimeter Ditch NE
Hydrograph
19
_ I I
I
I
T I
LI
❑ I I I
18 17
1 16.9
cfs
17
I T I T I
T I
7-1TI
TI ❑ IT i � 1I1:i44II�
16
15
H I_
1
17
IT IT I
F I
H
H1
14
13
1 rt
I rt I T- I
-I- I
fit
�—I I tiftf - ►lld"006�000-f
12
H I_
rt
1 rt
I rt I T_ I
fi I
fiI
tl�yq°If1 Y-04TP=Pf""f
N 11
0 19
I�
I rt
l rt l fi l
fi l
fit
t—I �I n1r1Re �
LL
U' 8
I� I
fi
l rt
l rt l fi l
fi l
fiI
�I �I N� �L t �i
H1
IlIHIHItIfitHHIHHItc6-4d4M46
5
4
IH
fi
It
I H I t I
fiI
HI
HI HI H IH I--- IH C-22$
3
2
H
1-+1H1H1H
H
H H H H H H HIHI
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 31
Summary for Subcatchment N-PD-NW1s: Perimeter Ditch NW1
NE
Runoff = 7.89 cfs @ 12.01 hrs, Volume= 0.457 af, Depth= 5.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
20,000 80 Final Cover
20,000 96 Gravel surface, HSG D
40,000 88 Weighted Average
40,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.8 50 0.3300 0.47 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-NW1s: Perimeter Ditch NW1
Hydrograph
❑ Runoff
$
7.89
cfs
Type II
7
I�
_ 7 T T I F 1 FI F11 del( -y�a'r Rainfall _i.3��
6
I�
I fi I t I t I tl -�l �1 It0rdff-A0e-;04%000-sf
0 5
I- 4
IDep hl
4 14 14 4-1 4-1 �I �I � ��n
lowllen
.2 4
, th=50
�d ibb_i
3
2
i
IIIIIIIIIIIIIIIIIIIIIII�����
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 32
Summary for Subcatchment N-PD-NW2s: Perimeter Ditch NW2
NE
Runoff = 4.48 cfs @ 12.01 hrs, Volume= 0.258 af, Depth= 5.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
13,000 80 Final Cover
10,000 96 Gravel surface, HSG D
23,000 87 Weighted Average
23,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.8 50 0.3300 0.47 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-NW2s: Perimeter Ditch NW2
Hydrograph
5 FI F1 F1 I_T I F I
I 4.48 cfs
4-XI 1 1 I I I I I I I I I 111 dd-y�a�r IRa�n�fa�11��.3J'�
IRUhdff A►rII!3;000 0
F uln
,_ Isw e th
- F 50
2 p
yid 6liob I'/�
IIIIIIIIII I T16=16.d �n l rIi
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 33
Summary for Subcatchment N-PD-SE1s: Perimeter Ditch SE1
NE
Runoff = 7.69 cfs @ 12.01 hrs, Volume= 0.439 af, Depth= 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
25,000 80 Final Cover
15,000 96 Gravel surface, HSG D
40,000 86 Weighted Average
40,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-SE1 s: Perimeter Ditch SE1
Hydrograph
-----------------------------
7.69 cfs IIIIII T�� III-��
7 IIII III I IIII I III 111 dd-�ealr IR1a1416=�.*�
6 III 1 1 1 1 1 1 1 IRi hdff A►rle6$4I0;000 V
5 rt rt rt fit°It�(�4''��f4r��
U.IOW Len V l00
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2 IIII11111111111111111111111II I 11111111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 34
Summary for Subcatchment N-PD-SE2s: Perimeter Ditch SE2
NE
Runoff = 4.70 cfs @ 12.01 hrs, Volume= 0.270 af, Depth= 5.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
14,100 80 Final Cover
10,000 96 Gravel surface, HSG D
24,100 87 Weighted Average
24,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-SE2s: Perimeter Ditch SE2
Hydrograph
5 4.70 cfs
Type II
�I �-11 r�R�alnfall=
4
IRUhdff A►rle;OlO24,100 sf
I t t t1 �I �49olty��rpp�tZ7Q-pf
3 uIn ff o Len hQep hr- "
3 Flow � 1 t - 00
2 T 7177 _F1 7 77 F I_7 Flop 616.jjob�vi1
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 35
Summary for Subcatchment N-PD-SWs: Perimeter Ditch SW
NE
Runoff = 17.30 cfs @ 12.01 hrs, Volume= 0.989 af, Depth= 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
55,000 80 Final Cover
35,000 96 Gravel surface, HSG D
90,000 86 Weighted Average
90,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-SWs: Perimeter Ditch SW
Hydrograph
H HIHI
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19
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H
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16
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H
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15
14
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H
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HI
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ft hbff-Arleb: 9N 610"f
13
12
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LL
-
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—
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I
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HI
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i
7
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+
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HI
HI
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4
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HI
HI
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3
2
H
IHIHIHIHI
HI
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HI H H IH IH IHIHI
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 36
Summary for Subcatchment N-PD-Ws: Perimeter Ditch W
NE
Runoff = 13.10 cfs @ 12.01 hrs, Volume= 0.759 af, Depth= 5.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
33,200 80 Final Cover
33,200 96 Gravel surface, HSG D
66,400 88 Weighted Average
66,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-PD-Ws: Perimeter Ditch W
Hydrograph
� I L I LI L_I L] I-i I _L
14 13.10 cfs I��
--I-Iper�I�
13———— —— �
12 1� 1 11 -L 111 -1- 1 -LI L-1166-�4�r-IRalnt,II�.�'�
11
10 I- rt 1 rt rt T 1 fi 1 fil t-I Rtj6dff-Allr": 6MAO"f
o rt l rt l l l fil njrI�epra&00�
.2 l 11f=u. ��t l
oho
5 1
4 I� rt I rt IT I T_ I� 1 71 rI t-I rl 1- IYc6_4d A in-16
— — — — — — — — — — — —
3 14 1 1 1 4-1 �I �I �I a 1_4 1� I� CN�4$
2
1 I� Irt ITI TI -r1 71 �I �_I r_1 1-t I- I_T Irt IT
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment N-S1s-A: NSLF S1
►1:1
Runoff = 3.02 cfs @ 12.01 hrs, Volume= 0.167 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
17,300 80 Final Cover
17,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-S1s-A: NSLF S1
Hydrograph
❑ Runoff
3.02 cfs
3 Type II 24-hr
100-year Rainfall=7.39"
Runoff Area=17,300 sf
2 Runoff Volume=0.167 of
Runoff Depth=5.06"
.2 Flow Length=100'
Slope=0.3300 T
1 Tc=10.0 min
CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 38
Summary for Subcatchment N-S1s-B: NSLF S1
NE
Runoff = 3.02 cfs @ 12.01 hrs, Volume= 0.167 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf)
CN Description
17,300
80 Final Cover
17,300
100.00% Pervious Area
Tc
Length
Slope Velocity
Capacity Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
3.1
100
0.3300 0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.4
200
0.0200 1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.5
300
Total, Increased to
minimum Tc = 10.0 min
Subcatchment N-S1s-B: NSLF S1
Hydrograph
❑ Runoff
3
�
3.02cfs
� �
� fit � � � �
Type III-�ir�
I I
I
WH
I I 11 bb-yea'r kainfall=�.3§'�
III
I I IRUhbff A►rle;OlO117;300 0
2
III 1 IIII
I H lei" "ol fYONTP=�0}_I7_0
U
3
0
III
�uln� ff Qep�hr--� . �
Flow Len th 00
LL
IIII
�t d.6 Wnr
1
111
III
li
111I1111II1111I11111I111jow�=66
II111111111111111111111111111
IIIIIII
II I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 39
Summary for Subcatchment N-S2s-A: NSLF S2-A
NE
Runoff = 4.90 cfs @ 12.01 hrs, Volume= 0.272 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
28,100 80 Final Cover
28,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-S2s-A: NSLF S2-A
Hydrograph
IIIllllllllllllii
❑ Runoff
5 I I 4.90 cfs
4 1 1 1 III I fthdff Arieb$28000 !sf
3 I I 1 I I I I 11 II I I I I l�ulnpo IDIep�hr 'Pq'1
Flow Len th=1 00
2 1 t 1 t 1� 1 �I H H 1--t ' 11 p_+e1 iMb
III IIIIM 11 HII 11 1 I I I It6=16.d mirth
1 1 7 17 1 TI H I I H H I I IT I I I I IT M--N
I11H W I111111111'IIIII'II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 40
Summary for Subcatchment N-S2s-B: NSLF S2
NE
Runoff = 4.90 cfs @ 12.01 hrs, Volume= 0.272 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf)
CN Description
28,100
80 Final Cover
28,100
100.00% Pervious Area
Tc
Length
Slope Velocity
Capacity Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
3.1
100
0.3300 0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.8
320
0.0200 1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
6.9
420
Total, Increased to
minimum Tc = 10.0 min
Subcatchment N-S2s-B: NSLF S2
Hydrograph
I
❑Runoff
cfs
5
4.90
Type 11 14rl
1166-year_Rainfal l=�.3§'�
4
1
1 1 1
1 11 1 1 1 1 IRUhbff A►rIe&128,100 Sf
��49offtyol4ilyll4:0t2��
U 3
III
unff Qep�hr .P�
Flow Len th-42 0
,L
I_t I r I'fc
2
1 .��nf�
I I I I I I I iow=66
1
I
111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 41
Summary for Subcatchment N-S3s-A: NSLF S3
NE
Runoff = 6.64 cfs @ 12.01 hrs, Volume= 0.368 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
38,100 80 Final Cover
38,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-S3s-A: NSLF S3
Hydrograph
7
%
I Illlllllll��llll
6.64
hill hill li
cfs
Type II 24-hr
6
'
IIIIIIIIIIIII 1100-year Rainfall=7.39"
I I+ fi I I H Runoff Area=38,100 sf
5
�i Runoff Volume=0.368 of
4
IIIIIIIIIIIII Runoff Depth=5.06"
0
LL
Flow Length=100
3
Illlllllllliil lli .�
Slope=0.3300 /
2
rt 111 T -rI fiI t_' t— Tc=10.0 min
�I--�I--�I-�-I-�-I I GN=U
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 42
Summary for Subcatchment N-S3s-C: NSLF S3
NE
Runoff = 6.64 cfs @ 12.01 hrs, Volume= 0.368 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
38,100 80 Final Cover
38,100 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
5.9
490
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
9.0 590 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-S3s-C: NSLF S3
Hydrograph
l 6.64 cfs
6 1 1 1 1 III IMMIM b�-year IRIa�n�fall��.3�'�
5 � I 1 1 H HI ft hbff -ArleA038 j 00 sf
l I L l LI L L�49°Pil4T4=0f3-L6 �_0
0 4 1 1 1 �un�lf 1DIep�"
LL -Flaw Le 90
3 1 11 1 1 1 1 1 1 1 1 1 1 ll c
2 rt Irt rtl fit fit �I �I ri rt Irt
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment N-SE1s: NSLF SE1
NE
Runoff = 16.37 cfs @ 12.01 hrs, Volume= 0.908 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
93,900 80 Final Cover
93,900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SE1s: NSLF SE1
Hydrograph
1-1 1-t
I_t
T
I t I tI
tI
tI
t-1
1 N
18
17
16.3
16
II�
15
1-4 I
4
14
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�- I
II 166_ j"r]R1an-ci116$.
14
13
4
14
1 -� I �- 14-1
�-I
W
ft"f#-A0"= ;910"f
11
TF
9ofl "IL"�"f94OV-0
U10
°
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-1
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LI
�I
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1
8
8
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1TITITIL
LI
LI
low Ce n th=
F-I ❑
5
=i
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- -
- I
-I
-I
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3
+
1rt I rt C_I Q
I�
I t
t I t
t l
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t-I
�I N I-i I� I C I
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 44
Summary for Subcatchment N-SE2s: NSLF SE2
NE
Runoff = 6.17 cfs @ 12.01 hrs, Volume= 0.342 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
35,400 80 Final Cover
35,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SE2s: NSLF SE2
Hydrograph
II III IIIIIIIIIIIIIIIIII
6.17 cfs 14 1 1 4­ 1 H H 1­4 14 �T�jlie�111 6
5 1 1 I 1 1 1 1 I I Rthdff A►rleb$35;4I00 !sf
I� rt 1 rt 1 rt 1 fit �I 1 ��►ffr�f����f
3 4-
,a I� �I �I I� �unp7Igep�h
low Cen th=1
LL 3 I I
I I I I I I I I Sid�le1��Ob 1'/�
4 14 1 �_ 14_I _�_1 k� k-I 1-4 1-4 14 1 _� "�__4Q
1
I11111111III11111111IIIII'II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment N-SE3s: NSLF SE2
►1:1
Runoff = 2.44 cfs @ 12.01 hrs, Volume= 0.135 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
14,000 80 Final Cover
14,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SE3s: NSLF SE2
Hydrograph
2.44 cfs
Type II 24-hr
100-year Rainfall=7.39"
2 Runoff Area=14,000 sf
Runoff Volume=0.135 of
JT
Runoff Depth=5.06"
LL Flow Length=100'
Slope=0.3300 T
Tc=10.0 min
CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 46
Summary for Subcatchment N-SW1s-A: NSLF SW1
NE
Runoff = 3.05 cfs @ 12.01 hrs, Volume= 0.169 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
17,500 80 Final Cover
17,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SW1 s-A: NSLF SW1
Hydrograph
IIIIIIII� � iii
3
I I 3.05 cfs I � I fi I H H
i ' IIIIIIIIIIIII 11 bb-y�a�r IRIa�n�f2illL�l.3�'�
IIIIIIIIIIIII RUhdff Ar II0117j500 sf
2 - Runoff
Rulnl f IDlep�h--�.00P�'1
Flow Len th-1 ,�
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 yid
1 16=10.0 mini
IIIIIIIIIIIIIIIIIIIIIIICN=80
III IIIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 47
Summary for Subcatchment N-SW1s-B: NSLF SW1
NE
Runoff = 3.05 cfs @ 12.01 hrs, Volume= 0.169 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
17,500 80 Final Cover
17,500 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.3
190
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.4 290 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SW1 s-B: NSLF SW1
Hydrograph
I ❑Runoff
3 3.05 cfs I T T T 1 T T 1T T (Type II1-�ir�
Hi i III I 11 bb-yea'r kainfall=�.36'�
1 1 1 1 1 1 1 1 1 1 1 1 IRUhbff A►rle;OlO117;500 sf
2 _T 17 1 T 1 T I T1 T Ff�4POI IYOWPP=�00_PP_0
In
l 1 1 1 1 1 1 1 I 1 1 I �un�ff Qep�h--5.Pqh= ,° Flow Len t 2910
�d
1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1 iow�=$b
III�III IIIIII111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 48
Summary for Subcatchment N-SW2s-A: NSLF SW2
NE
Runoff = 3.71 cfs @ 12.01 hrs, Volume= 0.206 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
21,300 80 Final Cover
21,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SW2s-A: NSLF SW2
Hydrograph
1-114141414-1-k1t_I H I__41—.414-111
4 3.71 cfs
I I I I I I I I I I I I I I I I I I I ��1��
I_I IIIIIIIIIIIII 11 b--alr IRIa— il
3 1 1 1 1 1 fthdff Arieb$21;3100 0
III I I I I I I I I I I I I I �4�olffl�oll�r���0}2p� �a#
2 _TI_TIT TIFIF11 �f1� r�P'1
Flow Len th=1 00
III ' I I I I I I I I I I I I I I I I I I Idol 1e1� �31ob I��l
p
1
II IIIIIIIIIIIIIIIIIIIIIIII����Q
IIIIIIIIIIIII IIIII'Illll'Il
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 49
Summary for Subcatchment N-SW2s-B: NSLF SW2
NE
Runoff = 3.71 cfs @ 12.01 hrs, Volume= 0.206 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf)
CN Description
21,300
80 Final Cover
21,300
100.00% Pervious Area
Tc
Length
Slope Velocity
Capacity Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
3.1
100
0.3300 0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.6
220
0.0200 1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.7
320
Total, Increased to
minimum Tc = 10.0 min
Subcatchment
N-SW2s-B: NSLF SW2
Hydrograph
4
❑Runoff
3.71 cfs
Type 1114rl
III 1111
bd-j far IRain�Fall=�.3�'�
3
1 1 1
III IM
I I fthdff A►rle;OlO211300 0
�4�o�fflV�oll�r���Ot2p� �a#
In
3
Pff Depth= '1
2
7 1—I
�I �I
°
LL
III
I I I I I I
= 2 Len Flow h
o t 0
I I I I I I I I I I
�1�cL�d.d
1
III�III
IIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 50
Summary for Subcatchment N-SW3s-A: NSLF SW3
NE
Runoff = 3.87 cfs @ 12.01 hrs, Volume= 0.215 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,200 80 Final Cover
22,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SW3s-A: NSLF SW3
Hydrograph
_IIIIIIIIIIIIIIIIIIIIIIIIIIIII
4 I I 3.87 cfs
III ' I I I I I I I I I I I I 111 b�-�ea1r IR1a�n�f�ill��.�i�'�
3 IT T T IT I T I TI FI T ftri ff Ar1e�$22;2100TSf
III ' I I I I I I I I I I I I I �4�olffl�oll�r���0}211� �#
2 T 14 1+ I T I H H H H �unlo f I�e� hr 'P '1
Flow Len th=1 00
1e1�
p
1 II IIIIIIIIIIIIIIIIIIIIIIII����Q
I IIIIIIIIIIIII IIIII'Illll'Il
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 51
Summary for Subcatchment N-SW3s-B: NSLF SW3
NE
Runoff = 3.87 cfs @ 12.01 hrs, Volume= 0.215 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,200 80 Final Cover
22,200 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.6
220
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.7 320 Total, Increased to minimum Tc = 10.0 min
Subcatchment N-SW3s-B: NSLF SW3
Hydrograph
❑ Runoff
4 3.87 cfs
l
Type 11 14rl
3 I TIT 1 T T T-I T-I IRS h_ ff _►r65=M;2OO _§f
P�4gofflyollprpp�Ot21� p#
In
2 4 4 1+ - 1 H �I �unoff Deep hr-�5. '1
LL low Len tr= 20
�d
1
III�III IIIIIIIIIIIIIII�II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 52
Summary for Subcatchment TOC-E: Top of landfill
NE
Runoff = 7.52 cfs @ 12.13 hrs, Volume= 0.585 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
60,500 80 Final Cover
60,500 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.6
100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
14.4
850
0.0100
0.98
5.50 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
21.0 950 Total
Subcatchment TOC-E: Top of landfill
Hydrograph
_1 L LI LII L-1 I--i I-i i_L I I I 1177
8 7.52 cfs
7 I _I I I I I I
11 dd- ear IR1a1416=�.*
6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 fthdfff A►rletll#W500 !sf
5 1 1 l 1- i l i 1 l l I _P�4POff #
019
I� rt l rt l rt l fi l fit �I r�
4
- Flow L n h
U. 14 e1� �- 41 �1 �I H H 11-41 L t1 50
3 Tic1.��n Ir�
2
Ills IIIIIIIIIIIIIIIIIIIIIIIIIIIII
1 Illi IIIIIIIIIIIIIIIIIIIIIIII II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 53
Summary for Subcatchment TOC-NW: Top of landfill
NE
Runoff = 7.17 cfs @ 12.02 hrs, Volume= 0.400 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
41,400 80 Final Cover
41,400 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.6
100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.6
210
0.0100
0.98
5.50 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
10.2 310 Total
8
7-
6-
5-
4- .
.2
LL 3-
2-
1-
Subcatchment TOC-NW: Top of landfill
Hydrograph
7.17 cfs ❑Runoff
lI I I IType III 414-��
1 I I_ L 1 L L1166- ,66r-AlainfaI I=�.3§-'�
IRUhdff A►rle& 411;400 0
I I I I I I I I I I I I F��r�o�fflV�oll�r���0}4pQ �#
tmI ff Bep "
Flow Len tr : 101
rtlrt1rtlfilfit �I �I ri I- ITIfCiL
4 1414-1 H HI H I- I4 14 Ind-I�=gd
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 54
Summary for Subcatchment TOC-S: Top of landfill
NE
Runoff = 1.52 cfs @ 12.01 hrs, Volume= 0.084 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
8,700 80 Final Cover
8,700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.6
100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.9
110
0.0100
0.98
5.50 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
8.5 210 Total, Increased to minimum Tc = 10.0 min
Subcatchment TOC-S: Top of landfill
Hydrograph
1.52 cfs
Type 11 14rl
100-year kainfall=�.*
RUnb flAlr6&8;700 sf
1 T T I T T I T1 TI FP�4POI�YOWPP=�OM4_0
�un�ff Qep�h�:'
P�'1
3 FI w Len 21 ot 0
LL IIIIIIIIIIIIIIIIIII�� L
III�III 1IIIIIIIIIIIIII1111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 55
Summary for Subcatchment TOC-SW: Top of landfill
NE
Runoff = 7.24 cfs @ 12.02 hrs, Volume= 0.406 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
42,000 80 Final Cover
42,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.6
100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.7
220
0.0100
0.98
5.50 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
10.3 320 Total
Subcatchment TOC-SW: Top of landfill
Hydrograph
8- /
7.24 cfs 4 14 � �
7 Type III �_i�
_ I I 1166-yearRainfall=�.3*'V
I I IRUhbff A►rle& 4I2;000 0
5 1 1 1 P�4gofflyoll;rpp�0�49� of
3 4 - unl ff Qep�h
.2 Flow
'1
Flow Len t = 20
3 t I rt I t fi I fit t_I t_1 �1 I--t Irt ItcL d.j- nj�n
I � 1 4-1 4_1 �_4 1—� 14 14 1 d-k�=6b
2
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 56
Summary for Reach N-AR-1: Access road letdown
Inflow Area = 1.389 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.52 cfs @ 12.13 hrs, Volume= 0.585 of
Outflow = 7.49 cfs @ 12.15 hrs, Volume= 0.585 af, Atten= 0%, Lag= 0.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.33 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 2.08 fps, Avg. Travel Time= 4.5 min
Peak Storage= 573 cf @ 12.15 hrs
Average Depth at Peak Storage= 0.19'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 499.40 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 560.0' Slope= 0.0804 T
Inlet Invert= 734.00', Outlet Invert= 689.00'
7
6
5
w
3 4
LL
3
2
1
Reach N-AR-1: Access road letdown
Hydrograph
_I 1 I_ ICI
7.49 cfs AAV�i4r �=4.4819-CI
1A�9_-Oi6v� b6�tlh6b.l b'l
IWxl V 614.33 fosl
I I I I I I I I I I I I I m�a•Q�I81
� IIIIIIIIIIIIIIIIIIIII� ���QI
I- TI T IT IT T 1 T TI 7 I_=Pt^Q�7T
fil I� Irt rt 1 fiCaanci 4TrtQlsfi
�I H H H H IHIH H H H IHI+ICI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 57
Summary for Reach N-AR-2: Access road letdown
[62] Hint: Exceeded Reach WAR-1 OUTLET depth by 0.10' @ 12.01 hrs
[61] Hint: Exceeded Reach N-SE1t outlet invert by 0.26' @ 12.06 hrs
Inflow Area = 5.037 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 29.42 cfs @ 12.05 hrs, Volume= 2.122 of
Outflow = 29.40 cfs @ 12.06 hrs, Volume= 2.122 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 8.88 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 2.15 fps, Avg. Travel Time= 2.0 min
Peak Storage= 860 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.26'
Bank -Full Depth= 2.00' Flow Area= 32.0 sf, Capacity= 947.35 cfs
12.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 20.00'
Length= 260.0' Slope= 0.0731 T
Inlet Invert= 689.00', Outlet Invert= 670.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 58
Reach N-AR-2: Access road letdown
Hydrograph
14-1
H
H
IH
IH
I H I HI HI H IH 14
■Inflow
■outflow
32
30
29.40
Cfs
H
H
H
�I%tbA5�
28
I I
IF�
26
24
fi l
�I
H
I�
rt
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—
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— — — — — — — —
IHI HI HI H 1H IH IHI H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 59
Summary for Reach N-AR-3: Access road letdown
[62] Hint: Exceeded Reach WAR-2 OUTLET depth by 0.23' @ 12.05 hrs
[61] Hint: Exceeded Reach N-SE2b outlet invert by 0.50' @ 12.06 hrs
Inflow Area = 6.373 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 38.53 cfs @ 12.05 hrs, Volume= 2.685 of
Outflow = 38.51 cfs @ 12.06 hrs, Volume= 2.685 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 12.97 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 3.05 fps, Avg. Travel Time= 1.4 min
Peak Storage= 772 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.50'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 500.68 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 260.0' Slope= 0.0808 7'
Inlet Invert= 670.00', Outlet Invert= 649.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 60
Reach N-AR-3: Access road letdown
Hydrograph
IH
IHIHIHI
HI
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■Inflow
■outflow
40 42
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38
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 61
Summary for Reach N-AR-4: Access road letdown
[62] Hint: Exceeded Reach WAR-3 OUTLET depth by 0.04' @ 12.01 hrs
Inflow Area = 7.511 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 46.54 cfs @ 12.05 hrs, Volume= 3.165 of
Outflow = 46.52 cfs @ 12.05 hrs, Volume= 3.165 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 14.32 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.33 fps, Avg. Travel Time= 1.0 min
Peak Storage= 650 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.54'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 528.52 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 200.0' Slope= 0.0900 '/'
Inlet Invert= 649.00', Outlet Invert= 631.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 62
Reach WAR-4: Access road letdown
Hydrograph
I-4 I j
4- _k 1 14-1 W W W 14 1� I
■Inflow
■outflow
50
.5
462
c fs 4- I H H 14 14
45
40
IYIR V Et:PE1 4-.32fo5-F
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 63
Summary for Reach N-AR-5: Access road letdown
[62] Hint: Exceeded Reach WAR-4 OUTLET depth by 0.12' @ 12.07 hrs
Inflow Area = 7.511 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 46.52 cfs @ 12.05 hrs, Volume= 3.165 of
Outflow = 46.49 cfs @ 12.05 hrs, Volume= 3.165 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.22 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 2.58 fps, Avg. Travel Time= 1.6 min
Peak Storage= 1,035 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.66'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 369.54 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 250.0' Slope= 0.0440 '/'
Inlet Invert= 631.00', Outlet Invert= 620.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 64
Reach N-AR-5: Access road letdown
Hydrograph
I-4 I j 4- _k 1
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■Inflow
■outflow
50
.
4649 cfs 4-1 H
H
14
14
1
45
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It
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 65
Summary for Reach N-LD-N1: Letdown N1
[61] Hint: Exceeded Reach N-N1t outlet invert by 0.04' @ 12.03 hrs
Inflow Area = 0.404 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.85 cfs @ 12.03 hrs, Volume= 0.170 of
Outflow = 2.85 cfs @ 12.03 hrs, Volume= 0.170 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.62 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 3.43 fps, Avg. Travel Time= 0.5 min
Peak Storage= 53 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.04'
Bank -Full Depth= 2.00' Flow Area= 32.0 sf, Capacity= 1,964.63 cfs
12.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 20.00'
Length= 105.0' Slope= 0.3143 '/'
Inlet Invert= 707.00', Outlet Invert= 674.00'
E9

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 66
Reach N-LD-N1: Letdown N1
Hydrograph
Illlllll�lilllllllill Illillll_ I 3 2.85 cfs I■Inflow
41I vi Ar0•�04 ac■outlow
ill IA6. Oj6v4 b6�tlh=0.04'
L LI L L I L LIWxl_Vel�5_62 f0sL
I I I I I I I I I I I I I I I I I I I I I I I �I=1� 0�•Q'I
LL
1 I I I I I I I I I 11"���cl'tl�� r'I"� r•I�T �lsl
IIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
Page 67
Summary for Reach N-LD-N2: Letdown N2
[62] Hint: Exceeded Reach N-LD-N1 OUTLET depth by 0.04' @ 12.03 hrs
[61] Hint: Exceeded Reach N-N2b outlet invert by 0.09' @ 12.03 hrs
Inflow Area = 1.800 ac, 0.00% Impervious, Inflow Depth = 5.06" for
100-year event
Inflow = 9.63 cfs @ 12.03 hrs, Volume= 0.758 of
Outflow = 9.62 cfs @ 12.03 hrs, Volume= 0.758 af, Atten= 0%,
Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.14 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.57 fps, Avg. Travel Time= 0.3 min
Peak Storage= 79 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.09'
Bank -Full Depth= 2.00' Flow Area= 32.0 sf, Capacity= 1,994.77 cfs
12.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 20.00'
Length= 75.0' Slope= 0.3240 T
Inlet Invert= 674.00', Outlet Invert= 649.70'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 68
Reach N-LD-N2: Letdown N2
Hydrograph
10
9.62 cfs _
�C
■ Inflow
■ outiiow
8
-1 T 1
H
H
1-4
1
1 1 T 1 M-6xV9A 440s -
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L
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f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 69
Summary for Reach N-LD-NE1: Letdown NE1
[61] Hint: Exceeded Reach N-NE1b outlet invert by 0.07' @ 12.06 hrs
Inflow Area = 0.383 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.62 cfs @ 12.06 hrs, Volume= 0.162 of
Outflow = 2.61 cfs @ 12.06 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.63 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.51 fps, Avg. Travel Time= 0.4 min
Peak Storage= 31 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.07'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,000.03 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3222 '/'
Inlet Invert= 675.00', Outlet Invert= 646.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 70
Reach N-LD-NE1: Letdown NE1
Hydrograph
I I I I I I I I I I I I I I I I I I I ■ Inflow
2.61 cfs I I 11141I vi Ar 01.1831 a Cl ■Outflow
IA6. Oi6m� b6�t'h=0.0�'
2 11 1 1 1 1 IWxl V 614.63 f0sl
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 m�01•4�181
LL I rt t I fi l t-I �-I I
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11h1111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 71
Summary for Reach N-LD-NE2: Letdown NE2
[62] Hint: Exceeded Reach N-LD-NE1 OUTLET depth by 0.11' @ 12.02 hrs
[61] Hint: Exceeded Reach N-NE2b outlet invert by 0.17' @ 12.04 hrs
Inflow Area = 1.729 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.13 cfs @ 12.04 hrs, Volume= 0.728 of
Outflow = 12.14 cfs @ 12.04 hrs, Volume= 0.728 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.27 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.71 fps, Avg. Travel Time= 0.1 min
Peak Storage= 27 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.17'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 964.93 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 30.0' Slope= 0.3000 T
Inlet Invert= 646.00', Outlet Invert= 637.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 72
Reach N-LD-NE2: Letdown NE2
Hydrograph
H I H I H
■ Inflow
13
12.14 cfs
fi HI H IH rt H �Ar/�e
A��b10L/`1Lri� 1 .I G�Q�
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f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 73
Summary for Reach N-LD-NW1: Letdown NW1
Inflow Area = 0.950 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.17 cfs @ 12.02 hrs, Volume= 0.400 of
Outflow = 7.16 cfs @ 12.02 hrs, Volume= 0.400 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.03 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.58 fps, Avg. Travel Time= 0.4 min
Peak Storage= 58 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.12'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 982.64 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3111 T
Inlet Invert= 735.00', Outlet Invert= 707.00'
Reach N-LD-NW1: Letdown NW1
Hydrograph
IH
8
7.16
H H H H H I 1%flow Area=0.950 ac
cfs
7
�I-�-IW1­11-I� Avg. Flow Depth=0.12'
6
LI LI LI IL IL L L I Max Vet=11.03 fps
5
1 1 11HWIWI n=0.018
III L=90.0'
q
LL
IIIIIIIIIIIIIII�II S=0.3111 T
3
F1HI7HiiCapacity=982.64 cfs
2
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 74
Summary for Reach N-LD-NW2: Letdown NW2
[62] Hint: Exceeded Reach N-LD-NW1 OUTLET depth by 0.05' @ 12.06 hrs
[61] Hint: Exceeded Reach N-NW1t outlet invert by 0.17' @ 12.03 hrs
Inflow Area = 1.740 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.61 cfs @ 12.03 hrs, Volume= 0.733 of
Outflow = 12.61 cfs @ 12.03 hrs, Volume= 0.733 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.52 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.74 fps, Avg. Travel Time= 0.5 min
Peak Storage= 98 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.17'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 972.56 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 105.0' Slope= 0.3048 '/'
Inlet Invert= 707.00', Outlet Invert= 675.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 75
Reach N-LD-NW2: Letdown NW2
14
t
T
TI
�Hydrograph
7
17
I T 7 T
■ Inflow
■ oucfioW
13
12.61 cfs
u
12
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11
10
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9
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71
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17
7
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3
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6
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4
3
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17
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f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 76
Summary for Reach N-LD-NW3: Letdown NW3
[62] Hint: Exceeded Reach N-LD-NW2 OUTLET depth by 0.05' @ 12.04 hrs
[61] Hint: Exceeded Reach N-NW2b outlet invert by 0.23' @ 12.03 hrs
Inflow Area = 2.883 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 20.72 cfs @ 12.03 hrs, Volume= 1.215 of
Outflow = 20.71 cfs @ 12.03 hrs, Volume= 1.215 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.63 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.20 fps, Avg. Travel Time= 0.3 min
Peak Storage= 100 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.23'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,013.95 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 80.0' Slope= 0.3312 T
Inlet Invert= 675.00', Outlet Invert= 648.50'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 77
Reach N-LD-NW3: Letdown NW3
Hydrograph
I I
L I
L-I
LJ
1t
I l
i � I I I
■ Inflow
22
20.71 Cfs 1
4-1
H
H
14
14
`
1NtL /"ri�
■outflow
21
20
19
I�
�I
d
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18
17
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14
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16
15
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—
t 1
—
LI
—
tI
—
1t
—
I I
— — — — —
I I I t 1 L tI 1� rl l•
14
12'
-14-1H
H
14
14
1 14-1HHI
19
I�
Lt��l�tl
IF
I_4
14-1
�_I
N
14
1
6
—
—
—
—
—
— — — — — -
4
I_
—l-I
fit
I—I—l—l—l—
— I —I—l —l
z
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 78
Summary for Reach N-LD-S1: Letdown S1
Inflow Area = 0.200 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 1.52 cfs @ 12.01 hrs, Volume= 0.084 of
Outflow = 1.52 cfs @ 12.02 hrs, Volume= 0.084 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.26 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.51 fps, Avg. Travel Time= 0.4 min
Peak Storage= 21 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.05'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,011.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 85.0' Slope= 0.3294 7'
Inlet Invert= 735.00', Outlet Invert= 707.00'
Reach N-LD-S1: Letdown S1
Hydrograph
III �I II II
1.52 cfs 1 1 1 1 1 1 1 1141�v� lard 6.�66 act
III 1 1 1 1 1 1 1 IAA gl. Oidv� b6�tlh_6.6'1
IWX V 61:6.26 foss
Ili ' i l l l l l l l l l l l l l l l l l l m�Q•Q1181
1
I I I I I I I I I I I I I I I I I�F��•�'I
LL
Capacitl J,011.13 c#s,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
Page 79
Summary for Reach N-LD-S2: Letdown S2
[62] Hint: Exceeded Reach N-LD-S1 OUTLET depth by 0.08' @ 12.04 hrs
[62] Hint: Exceeded Reach N-S1t OUTLET depth by 2.00' @ 0.00 hrs
Inflow Area = 0.994 ac, 0.00% Impervious, Inflow Depth = 5.06" for
100-year event
Inflow = 7.14 cfs @ 12.03 hrs, Volume= 0.419 of
Outflow = 7.13 cfs @ 12.03 hrs, Volume= 0.419 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.05 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.60 fps, Avg. Travel Time= 0.5 min
Peak Storage= 68 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.12'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 987.64 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 105.0' Slope= 0.3143 '/'
Inlet Invert= 707.00', Outlet Invert= 674.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 80
Reach N-LD-S2: Letdown S2
Hydrograph
I I I I I I I I I I I I I I � I I I I I I I I I I I I I I I I I ■Inflow
7.13 Cfs T l 1- t I fi 1• ■outflow
I41� v AI_r -0 �94 arc
7(j_� I4 TI I-4 14 Ae gg-h6"6�th=0.4� -
I _ T I L I L-1 1- 11 L A V61�=A 1.05 f0SL_
5 IIIIIIIIIIIIIIIIIIIIIImOI.41181
I �t 71' 1
3 -�-� Il4 -TI TI IT IT T I T� 97 _I�SF
2
- I fit t_� 1-t It I t t- l f_� II T I t t-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 81
Summary for Reach N-LD-S3: Letdown S3
[62] Hint: Exceeded Reach N-LD-S2 OUTLET depth by 0.07' @ 12.03 hrs
[61] Hint: Exceeded Reach N-S2b outlet invert by 0.20' @ 12.03 hrs
Inflow Area = 2.284 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 16.33 cfs @ 12.03 hrs, Volume= 0.962 of
Outflow = 16.33 cfs @ 12.03 hrs, Volume= 0.962 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 15.29 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.04 fps, Avg. Travel Time= 0.4 min
Peak Storage= 96 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.20'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,017.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3333 T
Inlet Invert= 674.00', Outlet Invert= 644.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 82
Reach N-LD-S3: Letdown S3
Hydrograph
H
+
-t I
t 1
HI
1H
I—T
IH + +
I-t I
■Inflow
■outflow
;;
16.33 Cfs
H
HHI�I
H 1
15
HI
H
F6v6itlhb26'�
14
13
IH
t
H 1
H
H_
IH
I H
I H I +Wk WP=1 51910sH
1
11
IH
HI
H
H
IH
IH
I H I HI HI H IH 0= Q-4-18�-
10
I H
H 1
4-1
HI
H
IH
14
1 H 1 4- 1 HI H H I"WPC
FL
H
HI
H
HHHW
Rq HIHH�FpfH;I l
IH
H 14-
1
H
H
IH
14
1�y1-1�'I� T4'1 T1
5
4
IH-1
H1
HI
H
1H
1H
1H1 H1 HI H 1H 1H 1H1
3
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 83
Summary for Reach N-LD-S4: Letdown S4
[62] Hint: Exceeded Reach N-LD-S3 OUTLET depth by 0.08' @ 12.04 hrs
[61] Hint: Exceeded Reach N-S3b outlet invert by 0.28' @ 12.03 hrs
Inflow Area = 4.034 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 28.50 cfs @ 12.03 hrs, Volume= 1.699 of
Outflow = 28.49 cfs @ 12.03 hrs, Volume= 1.699 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 18.58 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.49 fps, Avg. Travel Time= 0.3 min
Peak Storage= 107 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.28'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,009.84 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 70.0' Slope= 0.3286 T
Inlet Invert= 644.00', Outlet Invert= 621.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 84
Reach N-LD-S4: Letdown S4
Hydrograph
30
I I I I
28.49 cfs
I I
fi
I
�I
I 1
N
I I
I�
_
i I I
J�Lbl 14131C
IN Inflow 1111
■outflow
28
�I
N
IH
IFvt1h�2�'�
26
24
1
L I
L1
H
H
I_L
I I I iM" V/6I=_18.58_plsL
22
20
1
-r1
�-1
H
IH
Irt
I I -rI -r H I--� �1 1• I$L
16
H H 1
H 1
HI
H
HH
1 H 1 H 1 HI H IH���
3
12
10
_ _
T
n
H
7
• y_ � g 84 f�
�� n , �1-I� �1
8
6
-------------
I� 1fi1
t_1
N
IH
I
I t I t I tI I_tItI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 85
Summary for Reach N-LD-SW1: Letdown SW1
Inflow Area = 0.964 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.24 cfs @ 12.02 hrs, Volume= 0.406 of
Outflow = 7.24 cfs @ 12.02 hrs, Volume= 0.406 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.08 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.59 fps, Avg. Travel Time= 0.4 min
Peak Storage= 59 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.12'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 982.64 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3111 T
Inlet Invert= 735.00', Outlet Invert= 707.00'
Reach N-LD-SW1: Letdown SW1
Hydrograph
T I I I I
8
7.24 cfs T I T T 1 T 1� I4low Area=0.964 ac
7
T 1T T T Avg. Flow Depth=0.12'
6
Max Vet=11.08 fps
5
n=0.018
LL
Illlllli S=0.3111 T
3
Capa ity=9g2.64 cfs
TI71 —III �����
2
T t-I H H T I t l f-I H 1--t I T I T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 86
Summary for Reach N-LD-SW2: Letdown SW2
[62] Hint: Exceeded Reach N-LD-SW1 OUTLET depth by 0.05' @ 12.04 hrs
[61] Hint: Exceeded Reach N-SW1t outlet invert by 0.18' @ 12.02 hrs
Inflow Area = 1.768 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.95 cfs @ 12.02 hrs, Volume= 0.745 of
Outflow = 12.95 cfs @ 12.02 hrs, Volume= 0.745 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.51 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.70 fps, Avg. Travel Time= 0.5 min
Peak Storage= 101 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.18'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 957.24 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 105.0' Slope= 0.2952 '/'
Inlet Invert= 707.00', Outlet Invert= 676.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 87
Reach N-LD-SW2: Letdown SW2
Hydrograph
IH IHIHIHI
H H IH IHIHIHI HI H IH IHIHIH
■Inflow
■outflow
12.95 cfs
�1C
114
3
12
H H H H 14141 � IFo�v ri�itlh'1
10
9
H
HH H H H HIHH H IH HMI-4�18�-
IH
! I HI L IL IL I H I LI H H H�=_ L
LL 6
H
H IH I rt I H I fi I HI rl�I Pt�1�
IH
H IH HI�IHI1 17 1_14:�1SH
4
3
IH
'7 I�ITITI HI H 1-7ICI
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 88
Summary for Reach N-LD-SW3: Letdown SW3
[62] Hint: Exceeded Reach N-LD-SW2 OUTLET depth by 0.05' @ 12.04 hrs
[61] Hint: Exceeded Reach N-SW2b outlet invert by 0.22' @ 12.03 hrs
Inflow Area = 2.746 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 20.11 cfs @ 12.03 hrs, Volume= 1.157 of
Outflow = 20.11 cfs @ 12.03 hrs, Volume= 1.157 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.48 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.18 fps, Avg. Travel Time= 0.4 min
Peak Storage= 110 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.22'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,017.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3333 T
Inlet Invert= 676.00', Outlet Invert= 646.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 89
Reach N-LD-SW3: Letdown SW3
Hydrograph
�IHIi-
I
H
H
H
IHIHIHI
H H IH I-+IHI�
■Inflow
■outflow
21
20.11 cfs
�L
I
H
HH
H
II
-
I I I I
— -46-a�c
20
19
I-
14-1
_
H
_
H
_
1-4
_
1-+
— — —2
I A-i9LIFJdv itlhh�b�2�'�
18
17
16
—
—
—
H 1
H 1
H
H1
H
H
H j1M V6I�A 6Mfo t
15
14
4-1
HI
H
IH
14
1 H IH M#Q.V18�
1
�12
H
H
H1H1H1-HH
IH H11 I
LL 19
IH
_fiIH
H
H
H
H H�It31 ��
H
H1H1H
HHIH1
y-1'0,1�T 1
6
d
IH
HI�I
HI
H
IH
I�IHI�I
�I H IH I�I Iz
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 90
Summary for Reach N-LD-SW4: Letdown SW4
[62] Hint: Exceeded Reach N-LD-SW3 OUTLET depth by 0.05' @ 12.03 hrs
[61] Hint: Exceeded Reach N-SW3b outlet invert by 0.28' @ 12.03 hrs
Inflow Area = 3.765 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 27.58 cfs @ 12.03 hrs, Volume= 1.586 of
Outflow = 27.58 cfs @ 12.03 hrs, Volume= 1.586 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.83 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 4.30 fps, Avg. Travel Time= 0.2 min
Peak Storage= 62 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.28'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 964.93 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 40.0' Slope= 0.3000 T
Inlet Invert= 646.00', Outlet Invert= 634.00'

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 91
Reach N-LD-SW4: Letdown SW4
Hydrograph
30
27.58
cfs
_
L I
LI
L
ILA
■ Inflow
■outflow
2s
26
24
22
14-1
H
LH
1-4
1
1�- I +M" WP=-1 7;8340sL
20
IL
L I
L I
LI
LL
IL
I L
1 L 1 L I LI L IL m_:�_Q.9_ 18L
Z 18
1614
I�
L
L
�I
L�
I�
rt
rt L LI Lrt I� I�f•�L
LL
I-4
-
4-1
H
H1-4
14
1 1 LI LI � 7!pf�P� IF_
12
10
L
1
L I
LI
L
IL
I L
I L �� � l" 1
8
6
I�
LI
LI
M
M
M
II
IrtI L1 t l M 1—t ILL
—
—
—
—
—
—
— — — — — —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 92
Summary for Reach N-N1t: NSLF N1t
Inflow Area = 0.202 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 1.53 cfs @ 12.01 hrs, Volume= 0.085 of
Outflow = 1.38 cfs @ 12.06 hrs, Volume= 0.085 af, Atten= 10%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 0.83 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 0.28 fps, Avg. Travel Time= 12.7 min
Peak Storage= 352 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.51'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 24.90 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 210.0' Slope= 0.0238 '/'
Inlet Invert= 712.00', Outlet Invert= 707.00'
Reach N-N1t: NSLF N1t
Hydrograph
1.53 cfs
16flow Area-0.202 ac
1.38 cfs Avg. Fldw De�th=0.51'
Max Vel-4.83 fps
p
n=0.110
1
L=210.0'
LL S=0.0238 T
Capacity=24.90 cfs
kWH
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 93
Summary for Reach N-N2b: NSLF N2b
[55] Hint: Peak inflow is 189% of Manning's capacity
Inflow Area = 0.698 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.30 cfs @ 12.01 hrs, Volume= 0.294 of
Outflow = 2.07 cfs @ 12.16 hrs, Volume= 0.294 af, Atten= 61 %, Lag= 8.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 0.18 fps, Min. Travel Time= 34.7 min
Avg. Velocity = 0.03 fps, Avg. Travel Time= 177.2 min
Peak Storage= 4,301 cf @ 12.16 hrs
Average Depth at Peak Storage= 1.34'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 2.81 cfs
0.00' x 1.50' deep channel, n= 0.900
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 370.0' Slope= 0.0203 T
Inlet Invert= 681.50', Outlet Invert= 674.00'
E9

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 94
Reach N-N2b: NSLF N2b
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I ■ Inflow
1 5.30 cfs L -1 ■ outflow
5 I
1- T I TI 7 1-1 FT I T I T I TIWiVeiPO.48 fO- sT-
4 I W M IM I I I I I I I I I I I I I m=�a-9041
3 3 11 1 1 1 1 1 1_�=I��Q•Q�
.2
2.07 cfs H 1-1 1_ + I J_ t-I H I�� �f0�Q� IIt—
c
2 I I 1 I I I I 1 1 I 1 1 I I 1 T ��ty � ?�•�'� cfs
A/ IIIIIIIIIIIIIIIIIIIIIIIII WI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 95
Summary for Reach N-NE1 b: NSLF NE1 b
Inflow Area = 0.383 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.91 cfs @ 12.01 hrs, Volume= 0.162 of
Outflow = 2.62 cfs @ 12.06 hrs, Volume= 0.162 af, Atten= 10%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.07 fps, Min. Travel Time= 4.3 min
Avg. Velocity = 0.35 fps, Avg. Travel Time= 13.4 min
Peak Storage= 682 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.90'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 21.94 cfs
0.00' x 2.00' deep channel, n= 0.110
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 280.0' Slope= 0.0196 T
Inlet Invert= 680.50', Outlet Invert= 675.00'
3
0
LL
3
2
1
Reach N-NE1 b: NSLF NE1 b
Hydrograph
❑ Inflow
2.91 cfs 1�
Ii1lw`r Ar��-0.83 �c
2.62 cfs I IAgl. Oid� b6�tlh6b.�9b'1 ❑outflow
IWX V O�1.d Irt osl
I I I I I I I I I I I I I I I I I I I I I I I rn�ol.� 1101
L L L L L 1 1 1 1 ILL
I I I Capacity,=21.94 cfs,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 96
Summary for Reach N-NE2b: NSLF NE2b
Inflow Area = 0.673 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.11 cfs @ 12.01 hrs, Volume= 0.283 of
Outflow = 4.68 cfs @ 12.05 hrs, Volume= 0.283 af, Atten= 8%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.45 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 0.47 fps, Avg. Travel Time= 11.8 min
Peak Storage= 1,068 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.04'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 26.85 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 330.0' Slope= 0.0197 7'
Inlet Invert= 652.50', Outlet Invert= 646.00'
Reach N-NE2b: NSLF NE2b
Hydrograph
5.11 cfs
Inflow Area=0.673 ac
5 4.68 Avg. Flow Depth=1.04'
4 Max Vet=1.45 fps
- L1 L I__1 1- 11 L I LI U 1-t I-i n=0.090
LL fit r I_1 Irt T I_rI rI 1i 1-S=0.0197 '/'
2 Capacity= 6.85 c s
I I I I I I I 1 1 1 1 I W1 1 1 1 1 �
u
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
e Inflow
❑ outflow

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 97
Summary for Reach N-NW1t: NSLF NW2t
Inflow Area = 0.491 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.73 cfs @ 12.01 hrs, Volume= 0.207 of
Outflow = 3.36 cfs @ 12.06 hrs, Volume= 0.207 af, Atten= 10%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.02 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 0.33 fps, Avg. Travel Time= 13.3 min
Peak Storage= 857 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.71'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 24.51 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 260.0' Slope= 0.0231 T
Inlet Invert= 713.00', Outlet Invert= 707.00'
Reach N-NW1t: NSLF NW2t
Hydrograph
4 3.73 cfs 1 1 1 1
Ii1 lw`r Ar� �41 ac
3.36 cfs IA,�gl 0i v"�tll 66JI'I
3 1 1 1 1 111lralxVed:�1.02 f0sl
I I I I I I I I I I I I rn�a•� 1101
II'IIII11111111111111�QI
LL 2 1 1 1 1 1 1 1 1 1�—l�t�121�� I1'I
1 I IIIIIIIIIIIIIIII�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 98
Summary for Reach N-NW2b: NSLF NW3b
Inflow Area = 0.707 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.37 cfs @ 12.01 hrs, Volume= 0.298 of
Outflow = 4.95 cfs @ 12.05 hrs, Volume= 0.298 af, Atten= 8%, Lag= 2.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.48 fps, Min. Travel Time= 3.6 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 11.1 min
Peak Storage= 1,069 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.06'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.26 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 320.0' Slope= 0.0203 '/'
Inlet Invert= 681.50', Outlet Invert= 675.00'
Reach N-NW2b: NSLF NW3b
Hydrograph
6 5137 cfs
_ Inflow Area=0.707 ac
4.95 cfs
5 Avg. Flow Depth=1.06'
t fil fl I--f I- t I T T- Max Vet=1.48 fps
4 Illllllllllllllllllllln=0.090
3 3 L=320.0'
LL S=0.0203 T
�- I �I H I� I� I + I � I �� �
2 Capacity=�7.26 cfs,
II 111
IIIIIIIIIIIIIIIII IIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 99
Summary for Reach N-PD-E: Perimeter Ditch E
[62] Hint: Exceeded Reach N-LD-NE2 OUTLET depth by 1.39' @ 12.11 hrs
[62] Hint: Exceeded Reach N-PD-NE OUTLET depth by 0.46' @ 12.18 hrs
Inflow Area = 14.536 ac, 0.00% Impervious, Inflow Depth = 4.50" for 100-year event
Inflow = 79.05 cfs @ 12.05 hrs, Volume= 5.447 of
Outflow = 71.62 cfs @ 12.10 hrs, Volume= 5.447 af, Atten= 9%, Lag= 2.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.09 fps, Min. Travel Time= 4.6 min
Avg. Velocity = 1.30 fps, Avg. Travel Time= 21.4 min
Peak Storage= 19,639 cf @ 12.10 hrs
Average Depth at Peak Storage= 1.54'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 321.60 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 1,670.0' Slope= 0.0075 T
Inlet Invert= 637.00', Outlet Invert= 624.50'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 100
Reach N-PD-E: Perimeter Ditch E
:,
•
,
%PAP
. LL
Hydrograph
7—I r_1 I__r I rt I T I __r --- I -r—I r_1 I__r I rt I T I
■ Inflow
■ Outflow
L-1 H 1--� I -� I -14b"r"--44 ii6�c
H H H 11
IAAcc.1F6"ie ihi=J_�54_-L
H H IT 17
I T I T I Wx1F/6_P:6:09:0T
T-1 n 17 1 _T
I T I T I -IF 1-11711il._W4r
HH1--�IrtIrtI-rIHHI"II
H H H I
It 1 fit HCa
H H IH 1
1 H I�� fQ�� 1
HI H 14IHIHI
"I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 101
Summary for Reach N-PD-NE: Perimeter Ditch NE
[62] Hint: Exceeded Reach N-LD-N2 OUTLET depth by 1.09' @ 12.06 hrs
[62] Hint: Exceeded Reach N-PD-NW1 OUTLET depth by 0.70' @ 12.06 hrs
Inflow Area = 11.476 ac, 0.00% Impervious, Inflow Depth = 4.20" for 100-year event
Inflow = 57.71 cfs @ 12.03 hrs, Volume= 4.017 of
Outflow = 56.33 cfs @ 12.06 hrs, Volume= 4.017 af, Atten= 2%, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.35 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 1.62 fps, Avg. Travel Time= 8.8 min
Peak Storage= 6,589 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.17'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 451.73 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 860.0' Slope= 0.0148 '/'
Inlet Invert= 649.70', Outlet Invert= 637.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 102
Reach N-PD-NE: Perimeter Ditch NE
Hydrograph
6056.33
cfsc
Inflow
■ ouff'ow
55
owl
F�oly tI� �Ifi
50
1 1 1 IMck V 61114.35-fosl
45
40
I- 1
T 1
H
H
1-4
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35
F I
T I
TI
T
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IT I T I TI T
0 30
LL
T
u
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T T u�t
20
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It
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j 71 filsfi
15
III IIIIIIIIIIIIIIIIIIIIIIIIIIII
10
—-
—
—
—
—
—
— — — — — —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 103
Summary for Reach N-PD-NW1: Perimeter Ditch NW1
Inflow Area = 3.375 ac, 0.00% Impervious, Inflow Depth = 3.72" for 100-year event
Inflow = 11.80 cfs @ 12.04 hrs, Volume= 1.047 of
Outflow = 11.71 cfs @ 12.06 hrs, Volume= 1.047 af, Atten= 1 %, Lag= 1.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.51 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.67 fps, Avg. Travel Time= 4.3 min
Peak Storage= 914 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 552.53 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 430.0' Slope= 0.0221 T
Inlet Invert= 659.20', Outlet Invert= 649.70'
Reach N-PD-NW1: Perimeter Ditch NW1
Hydrograph
13
11.71 cfs
12
11
,
+IL
H
H
1414
10
IIIIIIIII
9-
8-
7
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HHI—�Irt
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3
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�_ I _�_ I �_I H I__� "Q-020�
rt I L H I 1 H�t•Qfi
Capaci�y=552.53 s
- c- 7�
IIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 104
Summary for Reach N-PD-NW2: Perimeter Ditch NW2
Inflow Area = 0.528 ac, 0.00% Impervious, Inflow Depth = 5.86" for 100-year event
Inflow = 4.48 cfs @ 12.01 hrs, Volume= 0.258 of
Outflow = 4.46 cfs @ 12.02 hrs, Volume= 0.258 af, Atten= 1 %, Lag= 0.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.20 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 1.61 fps, Avg. Travel Time= 2.6 min
Peak Storage= 215 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.23'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 779.74 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 250.0' Slope= 0.0440 T
Inlet Invert= 659.50', Outlet Invert= 648.50'
Reach N-PD-NW2: Perimeter Ditch NW2
Hydrograph
,TT I
5
I_LL
I I , I 11141y� Ar� 6.62i aCl
4
1 1 1 1 1 1 1 IA�gl. i=idv� b6�tlh6b.�2 'I
IIV� i Wl�5.20 fOsl
I I I I I I I I �' I I I I �'=I��Q•Q�I
T T __1 T T Capacity=779 74_clsj
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 105
Summary for Reach N-PD-SE1: Perimeter Ditch SE1
[62] Hint: Exceeded Reach WAR-5 OUTLET depth by 1.27' @ 12.10 hrs
Inflow Area = 22.966 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event
Inflow = 122.47 cfs @ 12.07 hrs, Volume= 9.051 of
Outflow = 122.22 cfs @ 12.08 hrs, Volume= 9.051 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.33 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 1.55 fps, Avg. Travel Time= 2.9 min
Peak Storage= 4,501 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.91'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 343.09 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 270.0' Slope= 0.0085 '/'
Inlet Invert= 620.00', Outlet Invert= 617.70'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 106
Reach N-PD-SE1: Perimeter Ditch SE1
Hydrograph
L I L I I I i L i L I L I I L L
■ Inflow
130
122.22
cfs HI H IH I H H I -ilIHria-a12—I.
��iv A- arc
■outflow
120
110
—
I,q�lgj I�� .��I �I
elm
100
H
fi 1 HI H IH 1 H H 1 H 1 �-aIk Vdl*-7r.33 fills
90
I I I I I I I I I I I I I I I I I I I I I I I ��01•4�01
80
7o
IH
4-1 HI H IH 14 H 1 HI HI H IH 1 4LI ;TWA
50
H
�-1 HI H IH 14 1
40
30/II
IIIIIIIIIIIIIIIIIIIIIIIIII
_
fl
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 107
Summary for Reach N-PD-SE2: Perimeter Ditch SE2
[62] Hint: Exceeded Reach N-LD-S4 OUTLET depth by 1.29' @ 12.05 hrs
[62] Hint: Exceeded Reach N-PD-SW OUTLET depth by 0.17' @ 12.03 hrs
Inflow Area = 15.354 ac, 0.00% Impervious, Inflow Depth = 5.30" for 100-year event
Inflow = 112.64 cfs @ 12.04 hrs, Volume= 6.775 of
Outflow = 112.54 cfs @ 12.05 hrs, Volume= 6.775 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.35 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2.51 fps, Avg. Travel Time= 1.3 min
Peak Storage= 2,286 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.56'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 489.90 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 190.0' Slope= 0.0174 '/'
Inlet Invert= 621.00', Outlet Invert= 617.70'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 108
Reach N-PD-SE2: Perimeter Ditch SE2
Hydrograph
H _ I HI � - _ � I I- L
■ Inflow
120
115
112.54 Cfs
HI
H
IH
H H 1 IH 1H 1—
IIr-4ri—�5.5�4 a�c
■outflow
lio
105
14
4-1
HI
H
I4
14 H 1,od4.-Ojo�4-beI�61 156
100
90
1�
z I
HI
H
I::1
1 _ H I :F- I F_:Wk Vd . 5 fos
80
1 1
fi t
HI
I t H I t 1 HI 1H _� I t"=I."
75
65
IH
H I
HI
H
IH
1 H H 1 H 1 HI IH I H 1 �LI 4p"
"
T I
H1
H
I7
IT H I TI H1 1-1 I�S11I��HI�
555
0
tliI f �T �ls
340
5
25
H
HH
H
HHIHHH
HHIHHH
20
15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 109
Summary for Reach N-PD-SW: Perimeter Ditch SW
[62] Hint: Exceeded Reach N-LD-SW4 OUTLET depth by 1.12' @ 12.06 hrs
[62] Hint: Exceeded Reach N-PD-W OUTLET depth by 0.54' @ 12.08 hrs
Inflow Area = 10.767 ac, 0.00% Impervious, Inflow Depth = 5.36" for 100-year event
Inflow = 82.07 cfs @ 12.03 hrs, Volume= 4.806 of
Outflow = 80.07 cfs @ 12.05 hrs, Volume= 4.806 af, Atten= 2%, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 8.00 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 2.15 fps, Avg. Travel Time= 7.0 min
Peak Storage= 9,012 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.39'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 446.76 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 900.0' Slope= 0.0144 7'
Inlet Invert= 634.00', Outlet Invert= 621.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 110
Reach N-PD-SW: Perimeter Ditch SW
Hydrograph
H H H
H 1
_H
H_
H
I H
I H I H I _H H_ H I H I H I H
■Inflow
90
85
s2.o7 cfs
80.07 cfs
1- 1
H
H
H
I H
I H 1-1d�
In
■ outflow
75
IH I-
H
H
H
HH
I,o�4
70
65
IH
H 1
H
H
H
H
1 H 1 H Wxk Viet$8�01pls�-
—
—
—
—
—
—
— — — — — — — —
60
H55
HI
H
H
IH
IH
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5045
H H 1
H
H
H
H
H
1 H 1 H H H HMI �Q�QH
E 40
H H1
H
H
H
H
14
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35
IH -1
H1
H
H
IH
1H
—
1H1 P��HIs+
230
5
20
IH HIHIH
H
IHIHIHIHIHI
H IHIHH
15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 111
Summary for Reach N-PD-W: Perimeter Ditch W
[62] Hint: Exceeded Reach N-LD-NW3 OUTLET depth by 0.63' @ 12.04 hrs
[62] Hint: Exceeded Reach N-PD-NW2 OUTLET depth by 0.63' @ 12.05 hrs
Inflow Area = 4.936 ac, 0.00% Impervious, Inflow Depth = 5.42" for 100-year event
Inflow = 38.10 cfs @ 12.02 hrs, Volume= 2.231 of
Outflow = 37.63 cfs @ 12.04 hrs, Volume= 2.231 af, Atten= 1 %, Lag= 0.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.81 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 2.06 fps, Avg. Travel Time= 5.0 min
Peak Storage= 2,987 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.86'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 568.48 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 620.0' Slope= 0.0234 '/'
Inlet Invert= 648.50', Outlet Invert= 634.00'

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 112
Reach N-PD-W: Perimeter Ditch W
Hydrograph
HHHIHI1
HI H IH 14
HI H IH I H
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rt
t i
fii
ri
h
in
in
■ Inflow
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HI H IH I-woH
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HIHIHIIHIHITIHIH
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 113
Summary for Reach N-S1t: NSLF S1t
Inflow Area = 0.397 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.02 cfs @ 12.01 hrs, Volume= 0.167 of
Outflow = 2.74 cfs @ 12.05 hrs, Volume= 0.167 af, Atten= 9%, Lag= 2.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 0.95 fps, Min. Travel Time= 4.0 min
Avg. Velocity = 0.31 fps, Avg. Travel Time= 12.5 min
Peak Storage= 665 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.67'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.79 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 230.0' Slope= 0.0217 7'
Inlet Invert= 710.00', Outlet Invert= 705.00'
Reach N-S1t: NSLF S1t
Hydrograph
3.02 cfs 71
3 11 1 2.74 cfs
2
III 'I'
3
LL
1
141i�i Arr�A6.i917� cT
Av6. Oidv� b6�tlh6b.&s
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I I I I I 11�1=I�t°I21� i�'I
i y= .79 cfs,
�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 114
Summary for Reach N-S2b: NSLF S21b,
Inflow Area = 0.645 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.90 cfs @ 12.01 hrs, Volume= 0.272 of
Outflow = 4.48 cfs @ 12.05 hrs, Volume= 0.272 af, Atten= 9%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.56 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 0.51 fps, Avg. Travel Time= 11.8 min
Peak Storage= 1,032 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.98'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 30.25 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 360.0' Slope= 0.0250 '/'
Inlet Invert= 683.00', Outlet Invert= 674.00'
Reach N-S21b: NSLF S2b
Hydrograph
4.90cfs 1111111
5 Inflow Area=0.645 ac
4.48cfs 11HIIIIIIHI
Avg. Flow Depth=0.98'
4' I���I IIIIIIIIIIII��I� MaxVel=1.56fps
H H H H H H I H H H H H n=0.090
S=0.0250 '/'
ILL likilikilikIl
2 Capacity=30.25 cffs
1111 I11111111111111 ii 1 111�
1 II I1 11 HI11 11111 1111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 115
Summary for Reach N-S3b: NSLF S3b
Inflow Area = 0.875 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.64 cfs @ 12.01 hrs, Volume= 0.368 of
Outflow = 5.86 cfs @ 12.06 hrs, Volume= 0.368 af, Atten= 12%, Lag= 2.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.65 fps, Min. Travel Time= 4.9 min
Avg. Velocity = 0.51 fps, Avg. Travel Time= 15.6 min
Peak Storage= 1,708 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.09'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.61 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 480.0' Slope= 0.0240 7'
Inlet Invert= 655.50', Outlet Invert= 644.00'
Reach N-S3b: NSLF S3b
Hydrograph
❑ Inflow
6.64 cfs ❑ outflow
7 IIIIIIIIIIII Inflow Area=0.875 ac
6 5.86 cfs IIIIIIIIIIII Avg. Flow Depth=1.09'
FT T I T1 1 1 1] FT T Max Vet=1.65 fps
5
Td I- - -k-1 kd 1-4 1-4 1 4 t-I k 1-4 - n=0.090
4 1 1 1 1 I I I 1 I I I III I I I I I 1 I L=480.0'
LL 3 I I I I I I I I I I I I I I I I I S=0.0240 T
III I I I I I I I I I I I I I I I Ca{��city� F9.6111
cfs
2
I-T T 1 -ri ri I_1 I-T 1 T I_r1 T_I 1l 11 1 rt I-t-
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 116
Summary for Reach N-SE1t: NSLF SE1t
Inflow Area = 2.156 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 16.37 cfs @ 12.01 hrs, Volume= 0.908 of
Outflow = 13.17 cfs @ 12.08 hrs, Volume= 0.908 af, Atten= 20%, Lag= 3.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.83 fps, Min. Travel Time= 7.3 min
Avg. Velocity = 0.51 fps, Avg. Travel Time= 26.4 min
Peak Storage= 5,765 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.05'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 33.84 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 800.0' Slope= 0.0440 T
Inlet Invert= 724.20', Outlet Invert= 689.00'
1E
17
1E
1E
14
12
12
11
1C
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f
Reach N-SE1t: NSLF SE1t
Hydrograph
I 16.37 cfs I H I
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❑outflow
IH H H I
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13.17 cfs -H
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114-1 HI H IH 14 I H I H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 117
Summary for Reach N-SE2b: NSLF SE2b
Inflow Area = 0.813 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.17 cfs @ 12.01 hrs, Volume= 0.342 of
Outflow = 5.53 cfs @ 12.06 hrs, Volume= 0.342 af, Atten= 10%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.52 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 14.0 min
Peak Storage= 1,460 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.10'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.05 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 400.0' Slope= 0.0200 7'
Inlet Invert= 678.00', Outlet Invert= 670.00'
Reach N-SE2b: NSLF SE2b
Hydrograph
6.17 cfs � I i � I� � 4
I%flow Area=0.813 ac
6
5.53 cfs Avg. Flow Depth=1.10'
5 1 1 1 1 1 Max Vet=1.52 fps
n=0.090
4
4- I �-I I-� I 4- I �-i L=400.0'
LL 3 S=0.0200
III Capacity= �7.05 cfs
z
1 1 I7 TI TI F1 17 I7 ITI TI T_I F1 17 17ITI TI
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 118
Summary for Reach N-SE3b: NSLF SE2b
Inflow Area = 0.321 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.44 cfs @ 12.01 hrs, Volume= 0.135 of
Outflow = 2.33 cfs @ 12.04 hrs, Volume= 0.135 af, Atten= 5%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.25 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 0.42 fps, Avg. Travel Time= 7.5 min
Peak Storage= 356 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.79'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.76 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 190.0' Slope= 0.0211 T
Inlet Invert= 654.00', Outlet Invert= 650.00'
Reach N-SE3b: NSLF SE2b
Hydrograph
2.44 cfs
2.33 cfs 1%flow Area-0.321 ac
Aug F16w-De-�th=0:7J'
2 Wx Ve1:�1.25 fps
n=0.09I0
L=190.Q'
LL
Capacity=27.76 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 119
Summary for Reach N-SW1t: NSLF SW1t
Inflow Area = 0.402 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.05 cfs @ 12.01 hrs, Volume= 0.169 of
Outflow = 2.80 cfs @ 12.05 hrs, Volume= 0.169 af, Atten= 8%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 0.97 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 0.32 fps, Avg. Travel Time= 11.6 min
Peak Storage= 635 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.67'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 24.32 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 220.0' Slope= 0.0227 7'
Inlet Invert= 712.00', Outlet Invert= 707.00'
Reach N-SW1t: NSLF SW1t
Hydrograph
❑ Inflow
3.05 cfs
t l I I tip vVA_r ��04_62t� ct ❑outflow
3 2.80 cfs 'Agl. Oidv� b6�tlhl=b.lstr
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LL
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 120
Summary for Reach N-SW2b: NSLF SW2b
Inflow Area = 0.489 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.71 cfs @ 12.01 hrs, Volume= 0.206 of
Outflow = 3.53 cfs @ 12.04 hrs, Volume= 0.206 af, Atten= 5%, Lag= 1.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.37 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 0.46 fps, Avg. Travel Time= 8.0 min
Peak Storage= 568 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.93'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.36 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 220.0' Slope= 0.0205 7'
Inlet Invert= 680.50', Outlet Invert= 676.00'
Reach N-SW2b: NSLF SW2b
Hydrograph
I4 14—
4 3.71 cfs i I i � � ���
3.53 cfs 141I v� Ar 0.�6 a c
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1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 121
Summary for Reach N-SW3b: NSLF SW3b
Inflow Area = 0.510 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.87 cfs @ 12.01 hrs, Volume= 0.215 of
Outflow = 3.68 cfs @ 12.04 hrs, Volume= 0.215 af, Atten= 5%, Lag= 1.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.38 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 0.46 fps, Avg. Travel Time= 7.9 min
Peak Storage= 587 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.94'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.36 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 220.0' Slope= 0.0205 7'
Inlet Invert= 650.50', Outlet Invert= 646.00'
Reach N-SW3b: NSLF SW3b
Hydrograph
3.87 cfs
4 3.68 cfs Inflow Area=0.510 ac
Avg. Flow Depth=0.94'
3 Max Vet=1.38 fps
n=0.090
L=220.0'
LL 2 S=0.0205 T
Capacity=27.36 cfs
fl
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 122
Summary for Pond C-2: Culverts under access road
[57] Hint: Peaked at 616.98' (Flood elevation advised)
Inflow Area = 38.320 ac, 0.00% Impervious, Inflow Depth = 4.96" for 100-year event
Inflow = 232.10 cfs @ 12.06 hrs, Volume= 15.826 of
Outflow = 232.10 cfs @ 12.06 hrs, Volume= 15.826 af, Atten= 0%, Lag= 0.0 min
Primary = 232.10 cfs @ 12.06 hrs, Volume= 15.826 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 616.98' @ 12.06 hrs
Device Routing Invert Outlet Devices
#1 Primary 611.50' 36.0" Round Culvert X 3.00
L= 130.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 611.50' / 603.00' S= 0.0654 '/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Primary 616.50' 36.0" x 120.0" Horiz. Drop Structure/Junction Box
C= 0.600 in 36.0" x 120.0" Grate (100% open area)
Limited to weir flow at low heads
Primary OutFlow Max=231.91 cfs @ 12.06 hrs HW=616.98' (Free Discharge)
�__1=Culvert (Inlet Controls 203.69 cfs @ 9.61 fps)
2=Drop Structure/Junction Box (Weir Controls 28.23 cfs @ 2.26 fps)
Pond C-2: Culverts under access road
Hydrograph
232.10 cfs
TI
I�
1 1 ��aic
❑ Inflow
❑ Primary
240
l
220
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200
IIIIIIIIIIIIIIIIIIIIIIIIIIIII
180
160
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 123
Summary for Pond C-AR: Access road crossing
[57] Hint: Peaked at 627.21' (Flood elevation advised)
[62] Hint: Exceeded Reach N-PD-E OUTLET depth by 1.17' @ 12.10 hrs
Inflow Area = 14.536 ac, 0.00% Impervious, Inflow Depth = 4.50" for 100-year event
Inflow = 71.62 cfs @ 12.10 hrs, Volume= 5.447 of
Outflow = 71.62 cfs @ 12.10 hrs, Volume= 5.447 af, Atten= 0%, Lag= 0.0 min
Primary = 71.62 cfs @ 12.10 hrs, Volume= 5.447 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 627.21' @ 12.10 hrs
Device Routing Invert Outlet Devices
#1 Primary 624.50' 48.0" W x 36.0" H Box Culvert
L= 150.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 624.50' / 621.00' S= 0.0233 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 12.00 sf
Primary OutFlow Max=71.56 cfs @ 12.10 hrs HW=627.21' TW=621.90' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 71.56 cfs @ 6.60 fps)
Pond C-AR: Access road crossing
Hydrograph
80
O Inflow
■ Primary
75
71.62 cfs
H
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

NSLF Output
NS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 124
Summary for Pond LP-2: Leachate Riser Pad
[57] Hint: Peaked at 620.49' (Flood elevation advised)
[62] Hint: Exceeded Reach N-PD-SE1 OUTLET depth by 0.88' @ 12.08 hrs
Inflow Area = 22.966 ac, 0.00% Impervious, Inflow Depth = 4.73" for 100-year event
Inflow = 122.22 cfs @ 12.08 hrs, Volume= 9.051 of
Outflow = 122.22 cfs @ 12.08 hrs, Volume= 9.051 af, Atten= 0%, Lag= 0.0 min
Primary = 122.22 cfs @ 12.08 hrs, Volume= 9.051 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 620.49' @ 12.08 hrs
Device Routing Invert Outlet Devices
#1 Primary 617.70' 96.0" W x 36.0" H Box Culvert
L= 40.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 617.70' / 617.30' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 24.00 sf
Primary OutFlow Max=122.17 cfs @ 12.08 hrs HW=620.49' TW=616.95' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 122.17 cfs @ 7.29 fps)
Pond LP-2: Leachate Riser Pad
Hydrograph
H
L
H
I— H H
OInflow
10 Primary
130
122.22 cfs H
H
H
H tI H 1
I�i�l�v Area-22.�6�61-ac
120
-Oelik,�4J�1
110
100
H HI HI
H
IH
1H H1 HI
H
H 19&01"I -3". 1W1
90
15ox Qulvrert
80
70
I HI
H
IH
I H H I HI
H
IH I H H9"•9131
`60
50
� lP'�71
40
H
H
H
14 41 H
H
H 141 T7_
30
III1
1_1
_1
17 TI
1-1 111111111
20
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

IV
— — — — — —
//-- — — — —
_ — — — -- ��/�/// / /_% , 1\ III 1 I \ \ 1 J i j / —\----------\-------
Ile
/-
\\\
/
I I 1 \
\ / \-
----------
/ ' ^\\ I l 1 J I j ,/ ,/ / '/ '/ / / '//'//
f \ \ 1 I I I I I I I I ,'� / S-PD-NE1
�.� / J I I I (1 / / ,/ / .' // /' / S-PD-NW
'oe LANDFILL ACCESS ROAD
\I I ACCESS ROAD
TYP. DOWNCHUTE
(TYP.)
\ \ \ \ �\ \ I ► I I / J III I I ► ; i / \ i// / ' / ,+;
S-LD-NE \
\' I j I I r / l I 1 / f � I / I /� , // // / / / ' / ;-NE:
� /� // ,/ ,/ / / /� / I a
\\ \\ \ \ \ \ \ \ I / // / /'' / ' /'
,1 // , / , // / / � � / ,.. S-LD-NE2 \
\\ \\ \ 1 I � I i i i I i i I i I i 1 II ///, / � � // � — S-NE1t \ ��
\ J 1 I\ \` \\\
\ \\ \ I
\\\\`�
1\\\
10
l\�I�\` OUTLET CULVERT FROM ' , 1 i i i i
PERIMETER CHANNEL TO
FUTURE STORMWATER
II`t MANAGEMENT SYSTEM TO -'/ J,Ji S-PD-W i I ► \ �, �, �s-' /� j / J \/
BE CONSTRUCTED AS —
\\ ` PART OF ASH BASIN
i S-SE2b
CLOSURE (TYP.) (1) 24
HDPE CULVERT-," '� ' / ,// /// /'/ /' / /' r/ // // // /�
UPSTREAM INV. 632.0'
r---- DOWNSTREAM INV. 622.0
DROP INLET FOR
OUTLET CULVERTS S-SW1t
_
S-LD-S1 - S-LD-SE1
` S-SW2b
/
S-AR-3 ,S-S2b
S-PD-SW
/--_----
/
S-PD-NE2 // i II r ;--r—' \\ OUTLET CULVERTS FROM
PERIMETER CHANNEL TO
FUTURE STORMWATER
MANAGEMENT SYSTEM TO BE
' 1 CONSTRUCTED AS PART OF
1 ASH BASIN CLOSURE (TYP.)
(2) 36" HDPE CULVERTS I I \ \
UPSTREAM INV. 606.0'
- DOWNSTREAM INV. 598.0' `
\ __ ___ _
DROP INLET FOR
I
OUTLET CULVERTS
If PERIMETER STORMWATERV
CHANNEL J r'
S-SE3b / LANDFILL HAUL ROAD
I i LATERAL CHANNEL ON
TACK -ON BERM (TYP.)
r LATERAL CHANNEL ON
BENCH (TYP.) I \ \\ \ V
S-LD-SE3 S-LD-SE4
` \\\\ DOWNCHUTE
S-LD-SE2
\ \ `---- CONCRETE
APRON (TYP.)
DOWNCHUTE (TYP.)
-PD-SE
\ SUBCATCHMENT DRAINAGE AREA (TYP.)
_ _ // /
\ 1
\/
— ----/ I --- \\\`\\ \\ ��\ \\ `\\ �\ \�\�\� \\�\\�� \\ �`\`� �\\\\`\ \\\\\\
:\��`\:\\`�\\\l I111�\I}) rI`\`I\\ \\ `\\ 1\ \ \ \-- — �- \� \ J 1 / /'� \ 1 \ II 1 ) // /l �l�/
\ \ \\ \ \ \ \ \ \ \ \ \ \\ \\\\ \\ 1 1 rII I �� _ ► \ \ \ / -\ \ / II 1 I1 I/II l ///
`� _�/' I r I / _\_\ \ \ \ \ `\ ` ♦♦ \ \ \ \ 1 I / 1 1 I,I Irr I\\� I 1 1 i� --t _ _-\ �\ \ / \ \ I 1 I I l //
- J
- - - - - - - - \
J \ ` / \ \"-
\_ � \
^ / \ \ \ ` \ \ _-^\ `� \ ` ` ` 1 I I I / / l/ l l/ I I 1 l I _L%/�/ _ \ ( I I I I I
/ \/---_--_ _ \ / `\ \ \ \ 1 \ \ \\ \ \ \ 1 1 1 J 1 1 1> I lIll /l l L\`\ �\\l^\ I
`\ �''\\\ __^ \ \ � �' \ \ \ \ / �' \\`\ � \ I I 1 / / / / / / 111 / lI/ l I / �_ /i i „ ��\ \� `----- �^ \ \ __ , \ I J' \ // �� /' \ 1 1 I I ► 1 III 1 I / „ /
\ /^--\\\ �\ / \\ \\ ♦ \ / •\ ` \ \ \ \ \\ - \ I , I / / / / // ////lllllll l/ //// /! iT \\ 1i' /i'//ice_^
/ \_/ \ \ \ \ \ \\\ I ► / / / / /,�/�//// / //// / )l
� \
I I _J
\\\
__ \\ / I\ \♦\\\\\\\\, \\�'7'F LJ/�� 1 /ii//// /,r a\\ \ \ \ \ \`- \ 1II I I / J , III
t_� 1 \ \ \ \ \ \ \ \ \ c t \ JJ----j i// / c \ • \\_ __ L I t� 1 / � / \ \ ( / / / 1 1 ► I
\\`�`\�\�j\
'\ \\ \ \ \� / \ \ I 1 / S I / I I I III 1 11
/\`1 I I I II1, JI I//l/
!JJj/ `Ii1 I ////;/
0 100 200 300
GRAPHIC SCALE (IN FEET)
SEAL
L=com
N.C. ENGINEERING LICENSE NO.
F-0342
TITLE
FOR
FILENAME:
DWG SIZE
ANSI D
22.0"x34.0"
SSLF STORMWATER PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
ISSUED FOR REVIEW
SCALE:
DUKE
DWG TYPE:.DWG
RGY O DATE: 3 O 06
ENE16-2021
DRAWING NO.
DES:
DFTR:
CHKD: JDM
ENGR: JDM
APPD: CID
REVISION
6
0
W
0 INCHES 1 2 3 TENTHS 10 20 30 4 5 ; 8 9 1

SSLF Output
SS Landfill Design -Soil
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
22.444 80 Final Cover (S-AR-1s, S-AR-2s, S-AR-3s, S-NE1s-A, S-NE1s-B, S-NE2s-A,
S-NE2s-B, S-NE3s, S-PD-Es, S-PD-NE1s, S-PD-NE2s, S-PD-NWs, S-PD-SEs,
S-PD-SWs, S-PD-Ws, S-S1-B, S-S1s-A, S-S2s-A, S-Ks-B, S-S3s-A, S-S3s-B,
S-SE1s-A, S-SE1s-B, S-SE2s-A, S-SE2s-B, S-SE3s-A, S-SE3s-B, S-SW1s,
S-SW2s, TOC-NE, TOC-NW, TOC-SE, TOC-SW)
4.628 96 Gravel surface, HSG D (S-PD-Es, S-PD-NE1s, S-PD-NE2s, S-PD-NWs, S-PD-SEs,
S-PD-SWs, S-PD-Ws)
27.072 83 TOTAL AREA

SS Landfill Design -Soil
Prepared by AECOM
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
4.628
HSG D
22.444
Other
27.072
SSLF Output
Printed 3/16/2021
Paae
S-PD-Es, S-PD-NE1s, S-PD-NE2s, S-PD-NWs, S-PD-SEs, S-PD-SWs, S-PD-Ws
S-AR-1s, S-AR-2s, S-AR-3s, S-NE1s-A, S-NE1s-B, S-NE2s-A, S-NE2s-B,
S-NE3s, S-PD-Es, S-PD-NE1s, S-PD-NE2s, S-PD-NWs, S-PD-SEs, S-PD-SWs,
S-PD-Ws, S-S1-B, S-S1s-A, S-S2s-A, S-S2s-B, S-S3s-A, S-S3s-B, S-SE1s-A,
S-SE1s-B, S-SE2s-A, S-SE2s-B, S-SE3s-A, S-SE3s-B, S-SW1s, S-SW2s,
TOC-NE, TOC-NW, TOC-SE, TOC-SW
TOTAL AREA

SSLF Output
SS Landfill Design -Soil
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 4
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 22.444
0.000 0.000 0.000 4.628 0.000
0.000 0.000 0.000 4.628 22.444
22.444 Final Cover S-AR-1 s, S-AR-2s,
S-AR-3s, S-NE1s-A,
S-NE1 s-B,
S-NE2s-A,
S-NE2s-B, S-NE3s,
S-PD-Es,
S-PD-NE1 s,
S-PD-NE2s,
S-PD-NWs,
S-PD-SEs,
S-PD-SWs,
S-PD-Ws, S-S1-B,
S-S1s-A, S-S2s-A,
S-S2s-B, S-S3s-A,
S-S3s-B, S-SE1s-A,
S-SE 1 s-B,
S-SE2s-A,
S-SE2s-B,
S-SE3s-A,
S-SE3s-B, S-SW1s,
S-SW2s, TOC-NE,
TOC-NW, TOC-SE,
TOC-SW
4.628 Gravel surface S-PD-Es,
S-PD-NE1 s,
S-PD-NE2s,
S-PD-NWs,
S-PD-SEs,
S-PD-SWs,
S-PD-Ws
27.072 TOTAL AREA

SSLF Output
SS Landfill Design -Soil
Prepared by AECOM Printed 3/16/2021
HvdroCAD®10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 5
Pipe Listing (selected nodes)
Line#
Node
In -Invert
Out -Invert
Length
Slope
n
Diam/Width
Height
Inside -Fill
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1
C-1 E
606.00
598.00
500.0
0.0160
0.012
36.0
0.0
0.0
2
C-1 W
632.00
622.00
150.0
0.0667
0.012
24.0
0.0
0.0
3
LP-1
612.40
612.00
40.0
0.0100
0.013
96.0
36.0
0.0

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 6
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentS-AR-1s: SSLF AR Channel Runoff Area=31,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.51 cfs 0.306 of
SubcatchmentS-AR-2s: SSLF AR Channel Runoff Area=25,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.36 cfs 0.242 of
SubcatchmentS-AR-3s: SSLF AR Channel Runoff Area=40,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.99 cfs 0.388 of
SubcatchmentS-NE1s-A: SSLF NE1 Runoff Area=27,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.71 cfs 0.261 of
SubcatchmentS-NE1s-B: SSLF NE1 Runoff Area=20,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=275' Tc=10.0 min CN=80 Runoff=3.52 cfs 0.195 of
SubcatchmentS-NE2s-A: SSLF NE2 Runoff Area=52,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=9.12 cfs 0.506 of
SubcatchmentS-NE2s-B: SSLF NE2 Runoff Area=20,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=345' Tc=10.0 min CN=80 Runoff=3.49 cfs 0.193 of
SubcatchmentS-NE3s: SSLF NE3 Runoff Area=28,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.99 cfs 0.277 of
SubcatchmentS-PD-Es: Perimeter Ditch E Runoff Area=45,300 sf 0.00% Impervious Runoff Depth=5.86"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=87 Runoff=8.83 cfs 0.508 of
SubcatchmentS-PD-NE1s: Perimeter Ditch Runoff Area=22,150 sf 0.00% Impervious Runoff Depth=5.86"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=87 Runoff=4.32 cfs 0.248 of
SubcatchmentS-PD-NE2s: Perimeter Ditch Runoff Area=24,500 sf 0.00% Impervious Runoff Depth=5.86"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=87 Runoff=4.77 cfs 0.275 of
SubcatchmentS-PD-NWs: Perimeter Ditch Runoff Area=124,200 sf 0.00% Impervious Runoff Depth=5.74"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=86 Runoff=23.87 cfs 1.364 of
SubcatchmentS-PD-SEs: Perimeter Ditch Runoff Area=111,400 sf 0.00% Impervious Runoff Depth=5.97"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=88 Runoff=21.98 cfs 1.273 of
SubcatchmentS-PD-SWs: Perimeter Ditch Runoff Area=52,100 sf 0.00% Impervious Runoff Depth=6.44"
Flow Length=50' Slope=0.3300 '/' Tc=10.0 min CN=92 Runoff=10.73 cfs 0.642 of
SubcatchmentS-PD-Ws: Perimeter Ditch W Runoff Area=32,600 sf 0.00% Impervious Runoff Depth=6.32"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=91 Runoff=6.65 cfs 0.394 of
SubcatchmentS-S1-B: SSLF S1 Runoff Area=23,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=35' Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.01 cfs 0.222 of

SSLF Output
SS Landfill Design -Soil
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 7
SubcatchmentS-S1s-A: SSLF S1
Runoff Area=23,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=35'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.01 cfs 0.222 of
SubcatchmentS-Us-A: SSLF S2
Runoff Area=43,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=7.64 cfs 0.424 of
SubcatchmentS-S2s-113: SSLF S2
Runoff Area=20,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=380' Tc=10.0 min CN=80 Runoff=3.49 cfs 0.193 of
SubcatchmentS-S3s-A: SSLF S3
Runoff Area=56,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=9.80 cfs 0.544 of
SubcatchmentS-S3s-113: SSLF S3
Runoff Area=18,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=380' Tc=10.0 min CN=80 Runoff=3.26 cfs 0.181 of
SubcatchmentS-SE1s-A: SSLF SE1
Runoff Area=22,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.98 cfs 0.221 of
SubcatchmentS-SE1s-B: SSLF SE1
Runoff Area=22,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=265' Tc=10.0 min CN=80 Runoff=3.98 cfs 0.221 of
SubcatchmentS-SE2s-A: SSLF SE2
Runoff Area=32,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.67 cfs 0.314 of
SubcatchmentS-SE2s-B: SSLF SE2
Runoff Area=16,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=295' Tc=10.0 min CN=80 Runoff=2.82 cfs 0.157 of
SubcatchmentS-SE3s-A: SSLF SE3
Runoff Area=56,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=9.89 cfs 0.548 of
SubcatchmentS-SE3s-113: SSLF SE3
Runoff Area=21,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=295' Tc=10.0 min CN=80 Runoff=3.66 cfs 0.203 of
SubcatchmentS-SW1s: SSLF S1
Runoff Area=34,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.07 cfs 0.337 of
SubcatchmentS-SW2s: SSLF SW2
Runoff Area=21,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.66 cfs 0.203 of
SubcatchmentTOC-NE: Top of cover NE
Runoff Area=13,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200' Tc=10.0 min CN=80 Runoff=2.28 cfs 0.127 of
SubcatchmentTOC-NW: Top of cover NW Runoff Area=38,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200' Tc=10.0 min CN=80 Runoff=6.66 cfs 0.369 of
SubcatchmentTOC-SE: Top of cover SE
Runoff Area=22,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200' Tc=10.0 min CN=80 Runoff=3.91 cfs 0.217 of
SubcatchmentTOC-SW: Top of cover SW Runoff Area=36,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200' Tc=10.0 min CN=80 Runoff=6.28 cfs 0.348 of

SSLF Output
SS Landfill Design -Soil
Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
Page 8
Reach S-AR-1: Access road Letdown
Avg. Flow Depth=0.24' Max Vet=9.08 fps
Inflow=12.17 cfs
0.675 of
n=0.018 L=350.0'
S=0.0914 '/' Capacity=532.69 cfs
Outflow=12.13 cfs
0.675 of
Reach S-AR-2: Access road Letdown
Avg. Flow Depth=0.34' Max Vet=11.05 fps
Inflow=21.31 cfs
1.253 of
n=0.018 L=280.0'
S=0.0911 '/' Capacity=531.65 cfs
Outflow=21.28 cfs
1.253 of
Reach S-AR-3: Access road Letdown
Avg. Flow Depth=0.48' Max Vet=10.86 fps
Inflow=31.34 cfs
1.844 of
n=0.018 L=440.0'
S=0.0584 '/' Capacity=425.77 cfs
Outflow=31.25 cfs
1.844 of
Reach S-LD-NE1: Letdown NE1
Avg. Flow Depth =0.06' Max Vet=7.10 fps
Inflow=2.28 cfs
0.127 of
n=0.018
L=95.0' S=0.3053 '/' Capacity=973.36 cfs
Outflow=2.28 cfs
0.127 of
Reach S-LD-NE2: Letdown NE2
Avg. Flow Depth=0.14' Max Vet=12.43 fps
Inflow=9.32 cfs
0.583 of
n=0.018 L=90.0' S=0.3333 '/' Capacity=1,017.13 cfs
Outflow=9.31 cfs
0.583 of
Reach S-LD-NE3: Letdown NE3
Avg. Flow Depth=0.22' Max Vet=16.45 fps
Inflow=20.17 cfs
1.282 of
n=0.018 L=100.0' S=0.3300 '/' Capacity=1,012.03 cfs
Outflow=20.16 cfs
1.282 of
Reach S-LD-S1: Letdown S1
Avg. Flow Depth=0.12' Max Vet=10.23 fps
Inflow=6.28 cfs
0.348 of
n=0.018
L=80.0' S=0.2875 '/' Capacity=944.62 cfs
Outflow=6.27 cfs
0.348 of
Reach S-LD-S2: Letdown S2
Avg. Flow Depth=0.18' Max Vet=14.31 fps
Inflow=13.64 cfs
0.793 of
n=0.018 L=90.0' S=0.3333'/' Capacity=1,017.13 cfs
Outflow=13.64 cfs
0.793 of
Reach S-LD-S3: Letdown S3
Avg. Flow Depth=0.25' Max Vet=16.99 fps
Inflow=23.28 cfs
1.410 of
n=0.018
L=90.0' S=0.3111 '/' Capacity=982.64 cfs
Outflow=23.28 cfs
1.410 of
Reach S-LD-S4: Letdown S4
Avg. Flow Depth=0.31' Max Vet=19.63 fps
Inflow=34.12 cfs
2.135 of
n=0.018
L=45.0' S=0.3200 '/' Capacity=996.58 cfs
Outflow=34.12 cfs
2.135 of
Reach S-LD-SE1: Letdown SE3
Avg. Flow Depth=0.09' Max Vet=8.82 fps
Inflow=3.91 cfs
0.217 of
n=0.018
L=95.0' S=0.3158 '/' Capacity=990.00 cfs
Outflow=3.90 cfs
0.217 of
Reach S-LD-SE2: Letdown SE3
Avg. Flow Depth=0.16' Max Vet=13.31 fps
Inflow=11.14 cfs
0.658 of
n=0.018 L=82.0' S=0.3354'/' Capacity=1,020.23 cfs
Outflow=11.14 cfs
0.658 of
Reach S-LD-SE3: Letdown SE3
Avg. Flow Depth=0.21' Max Vet=16.14 fps
Inflow=18.43 cfs
1.129 of
n=0.018 L=90.0' S=0.3444'/' Capacity=1,033.94 cfs
Outflow=18.43 cfs
1.129 of
Reach S-LD-SE4: Letdown NE4
Avg. Flow Depth=0.28' Max Vet=18.83 fps
Inflow=29.61 cfs
1.880 of
n=0.018 L=70.0'
S=0.3286 '/' Capacity=1,009.84 cfs
Outflow=29.60 cfs
1.880 of
Reach S-NE1t: SSLF NE1t
Avg. Flow Depth=0.74' Max Vet=1.08 fps
Inflow=4.71 cfs
0.261 of
n=0.110
L=440.0' S=0.0243 '/' Capacity=25.16 cfs
Outflow=3.86 cfs
0.261 of
Reach S-NE2b: SSLF NE2b
Avg. Flow Depth=1.26' Max Vet=1.63 fps
Inflow=9.12 cfs
0.506 of
n=0.090
L=570.0' S=0.0193 '/' Capacity=26.57 cfs
Outflow=7.75 cfs
0.506 of
Reach S-NE3b: SSLF NE3b
Avg. Flow Depth=1.02' Max Vet=1.46 fps
Inflow=4.99 cfs
0.277 of
n=0.090
L=340.0' S=0.0206 '/' Capacity=27.45 cfs
Outflow=4.55 cfs
0.277 of

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD®10.00-20 s/n 01723 ©2017 HvdroCAD Software Solutions LLC Paae 9
Reach S-PD-E: Perimeter Ditch E Avg. Flow Depth=1.99' Max Vet=7.21 fps Inflow=128.88 cfs 8.282 of
n=0.020 L=330.0' S=0.0079 '/' Capacity=329.95 cfs Outflow=128.39 cfs 8.282 of
Reach S-PD-NE1: Perimeter Ditch NE Avg. Flow Depth=0.22' Max Vet=5.24 fps Inflow=4.32 cfs
0.248 of
n=0.020 L=180.0' S=0.0467 '/' Capacity=803.02 cfs
Outflow=4.30 cfs
0.248 of
Reach S-PD-NE2: Perimeter Ditch NE Avg. Flow Depth=0.59' Max Vet=11.75 fps
Inflow=33.47 cfs
2.082 of
n=0.020 L=290.0' S=0.0793 '/' Capacity=1,046.86 cfs
Outflow=33.43 cfs
2.082 of
Reach S-PD-NW: Perimeter Ditch NW Avg. Flow Depth=0.84' Max Vet=4.88 fps
Inflow=23.87 cfs
1.364 of
n=0.020 L=850.0' S=0.0094 '/' Capacity=360.63 cfs
Outflow=22.63 cfs
1.364 of
Reach S-PD-SE: Perimeter Ditch SE Avg. Flow Depth=1.57' Max Vet=7.61 fps
Inflow=95.42 cfs
5.894 of
n=0.020 L=1,100.0' S=0.0115 '/' Capacity=397.84 cfs
Outflow=92.03 cfs
5.894 of
Reach S-PD-SW: Perimeter Ditch SW Avg. Flow Depth=0.99' Max Vet=6.82 fps
Inflow=41.67 cfs
2.486 of
n=0.020 L=800.0' S=0.0152 '/' Capacity=459.05 cfs
Outflow=40.59 cfs
2.486 of
Reach S-PD-W: Perimeter Ditch W Avg. Flow Depth=0.36' Max Vet=4.45 fps
Inflow=6.65 cfs
0.394 of
n=0.020 L=330.0' S=0.0197 '/' Capacity=521.70 cfs
Outflow=6.58 cfs
0.394 of
Reach S-S1t: SSLF terrace Avg. Flow Depth=0.70' Max Vet=1.12 fps Inflow=4.01 cfs 0.222 of
n=0.110 L=300.0' S=0.0283 '/' Capacity=27.16 cfs Outflow=3.59 cfs 0.222 of
Reach S-S2b: SSLF S2r Avg. Flow Depth=1.18' Max Vet=1.56 fps Inflow=7.64 cfs 0.424 of
n=0.090 L=520.0' S=0.0192 '/' Capacity=26.53 cfs Outflow=6.56 cfs 0.424 of
Reach S-S3b: SSLF S3r Avg. Flow Depth=1.27' Max Vet=1.66 fps Inflow=9.80 cfs 0.544 of
n=0.090 L=660.0' S=0.0197 '/' Capacity=26.85 cfs Outflow=8.08 cfs 0.544 of
Reach S-SE1t: SSLF SE1t Avg. Flow Depth=0.68' Max Vet=1.16 fps Inflow=3.98 cfs 0.221 of
n=0.110 L=340.0' S=0.0318 '/' Capacity=28.76 cfs Outflow=3.50 cfs 0.221 of
Reach S-SE2b: SSLF SE2b Avg. Flow Depth=1.05' Max Vet=1.44 fps Inflow=5.67 cfs 0.314 of
n=0.090 L=520.0' S=0.0192 '/' Capacity=26.53 cfs Outflow=4.78 cfs 0.314 of
Reach S-SE3b: SSLF SE3b Avg. Flow Depth=1.27' Max Vet=1.66 fps Inflow=9.89 cfs 0.548 of
n=0.090 L=700.0' S=0.0200 '/' Capacity=27.05 cfs Outflow=8.04 cfs 0.548 of
Reach S-SW1t: SSLF terrace Avg. Flow Depth=0.79' Max Vet=1.28 fps Inflow=6.07 cfs 0.337 of
n=0.110 L=430.0' S=0.0314 '/' Capacity=28.59 cfs Outflow=5.20 cfs 0.337 of
Reach S-SW21b: SSLF SW2r Avg. Flow Depth=0.96' Max Vet=1.18 fps Inflow=3.66 cfs 0.203 of
n=0.090 L=310.0' S=0.0145 '/' Capacity=23.05 cfs Outflow=3.28 cfs 0.203 of
Pond C-1 E: Culverts under access road
Pond C-1 W: Culverts under access road
Peak Elev=613.94' Inflow=161.07 cfs 10.363 of
Outflow=161.07 cfs 10.363 of
Peak Elev=636.71' Inflow=29.12 cfs 1.758 of
Outflow=29.12 cfs 1.758 of

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 10
Pond LP-1: Leachate Riser Pad Peak Elev=615.30' Inflow=128.39 cfs 8.282 of
96.0" x 36.0" Box Culvert n=0.013 L=40.0' S=0.0100 '/' Outflow=128.39 cfs 8.282 of
Total Runoff Area = 27.072 ac Runoff Volume = 12.122 of Average Runoff Depth = 5.37"
100.00% Pervious = 27.072 ac 0.00% Impervious = 0.000 ac

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment S-AR-1s: SSLF AR Channel
NE
Runoff = 5.51 cfs @ 12.01 hrs, Volume= 0.306 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
31,600 80 Final Cover
31,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-AR-1s: SSLF AR Channel
Hydrograph
6 5.51 cfs I
5 i''' I I I I I I I I I I I I 111 bd-�ealr IRIa�n�f�ill��.3�'�
141 1 1 Rtj6dffAr"03100-f
4 1 11 1 1 1 1 1 1 1 1 1 1 1 R�r�o�FfIV(oll�r���o�3p� ��
Flow Len t 0 00
11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �q�p�����
2 M"
11 I 1 1 1 1 I 1 I I II I I Itc:61d.6 inlrIi
1t
t It I fil fil tI t_I t_1 It I-t I-t Ifi��dQ
I I I I 1 1 1 1 1 I M I I 1 1 1 1 1' M H I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment S-AR-2s: SSLF AR Channel
NE
Runoff = 4.36 cfs @ 12.01 hrs, Volume= 0.242 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
25,000 80 Final Cover
25,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-AR-2s: SSLF AR Channel
Hydrograph
II II illllllllllllii
4.36cfs (IIIIIIIIIIIII
4 III ' IIIIIIIIIIIII 11 bd-�ea1r IR1a�n�f�ill��.3�'�
III I I III I fthdff A►rietl# 5;000 V
3 III ' I I I I I I I I I I I I I ����►�I�f�ll����of2�� ��
III I I I I I I F un1Olf IDIep�hr-�S.P�'1
U..2 — -Flow Le h�1
�
2 I I I I I I I I I I I I I I I I I I �id Iey0.�3�Ob 1'/;
p
It6=16.d mirth
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I111111"I111111111'IIIII'II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment S-AR-3s: SSLF AR Channel
NE
Runoff = 6.99 cfs @ 12.01 hrs, Volume= 0.388 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
40,100 80 Final Cover
40,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-AR-3s: SSLF AR Channel
Hydrograph
7
1 6.99
III
T I T I T T1 F1 T 1 T
�T�jlieT111
cfs
I-4
7�-I
H1-aIr�IR1a�n11�$.3'�
6
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5
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0
�IrI I°��I
-
Flow Len th=
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p
-F 1 T I- 1 H H H H H H I-tcL­W.(�Mnl
2
I_
L I L I I ILILI LI LI L IL I L 1-1 11 C-W-40
1
I
I I
I I I I I I I I I I I I' I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment S-NE1s-A: SSLF NE1
►1:1
Runoff = 4.71 cfs @ 12.01 hrs, Volume= 0.261 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
27,000 80 Final Cover
27,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-NE1s-A: SSLF NE1
Hydrograph
❑ Runoff
5 4.71 cfs
Type II 24-hr
4 �-100-year Rainfall=7.39"
Runoff Area=27,000 sf
Runoff Volume=0.261 of 3-Runoff Depth=5.06"
3
LL Flow Length=100'
2 Slope=0.3300 T
Tc=10.0 min
1 CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment S-NE1s-B: SSLF NE1
NE
Runoff = 3.52 cfs @ 12.01 hrs, Volume= 0.195 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
20,200 80 Final Cover
20,200 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.1
175
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.2 275 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-NE1s-B: SSLF NE1
Hydrograph
3.52 cfs
Type 11 14rl
3 4- �-11 r�R�afnfaII=�.34'
III I I I I IRUhdff A►rle;OlO20,200 sf
I I I P�4goffYollwppp otlp� P#
off Dep '
0 2 lP Lenh 27 1
LL I I I I I I I I I I I I I I I I I I I I I° � d. - �
d
I--t 4 I41+I H H H I- I4 14 ij�-W�=66
1
III I111111111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 16
Summary for Subcatchment S-NE2s-A: SSLF NE2
NE
Runoff = 9.12 cfs @ 12.01 hrs, Volume= 0.506 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
52,300 80 Final Cover
52,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-NE2s-A: SSLF NE2
Hydrograph
1
1 I+ I+_
I
TI
�_I I I I .-i I_� I_� I+
10
9
1 9.12
cfs
fi I
T I
fit
t-I t__I N I-1� 1111�ir�
8
I� 1
rt
I rt I rt I TI
TI
T
1-1166-�4�rtR1ln6ll60.3*
IT 1
-TIT
MT 1
T 1
TI
TI RO"WAr1eb= U;3100-19f
6
7 I71
TITITITITITIT_f�"Off
0 5
��njr I� Z
'
4
1
l l l l l
l l
l l
IoW Le QO
l l l l l l IS`d 1e Blob I'/�
3
U 1
1
1 1
1 1
1
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2
1
IIIIIIIIIIIIIIIIIIIIIIM_0
1
111��
1111111111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment S-NE2s-B: SSLF NE2
NE
Runoff = 3.49 cfs @ 12.01 hrs, Volume= 0.193 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
20,000 80 Final Cover
20,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.9
245
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
6.0 345 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-NE2s-B: SSLF NE2
Hydrograph
3.49 cfs
Type 11 14rl
IH H H 1 H 4­1 HI �166-year-�Raln{falw�.34'
3
III I IRUhbff Aide&Q0,000 sf
I I I I I I I I I I I I I I I I �4�o�fflV�oll�r���ot19� �a#
0 2 F�unloff �ep�hrr-�.
LL Flow Len th= 45
�L�d
�HIHHH H H H H HHHd-w�=gb
1
II M IM llllllllllllllllll
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment S-NE3s: SSLF NE3
NE
Runoff = 4.99 cfs @ 12.01 hrs, Volume= 0.277 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
28,600 80 Final Cover
28,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-NE3s: SSLF NE3
Hydrograph
� � � � � � � � � � � ❑Runoff
4.99 cfs 7 I T T I T 1 T 1 1 IT T T
5
III7 11 bd-�ea1r IR1a�n�f�ill��.�i�'�
4 III I 11 1 I I I I Rtr�dff A►rieb#28;6100 isf
T T 11 I T I 1 1 T It��
0
Flow Lenat 3 III 1 1 1 �ulnp�jgep�hr1�.Pq'1
= 00
2 1 1 T TI 1T IT 'sad1obi�
p
IVA
t6=16.d mirth
1- 7111111111III11IF1111I M--P
I IIIIIIIIIIIIIIIII'IIIII'II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment S-PD-Es: Perimeter Ditch E
NE
Runoff = 8.83 cfs @ 12.01 hrs, Volume= 0.508 af, Depth= 5.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
25,300 80 Final Cover
20,000 96 Gravel surface, HSG D
45,300 87 Weighted Average
45,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-Es: Perimeter Ditch E
Hydrograph
IIIII I
I I 8.83 cfs
9
IIIII I I I I I I I I I I I I 111 a�r IR1a�n�fa�ll��.3�'�
7 1 1 1 1 1 1 fthdfff A►rletl#4I5�300 !sf
6 IIIII I 4�o1f kf°g14nq_0f'5I 0f
In
D1
-1
LL 4 o �Ziob
QA�
_ sidP �
3 III 1 1 I Ti6=16.6 in 16
2 1
II II'1111Ik H 111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment S-PD-NE1s: Perimeter Ditch NE
NE
Runoff = 4.32 cfs @ 12.01 hrs, Volume= 0.248 af, Depth= 5.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
12,150 80 Final Cover
10,000 96 Gravel surface, HSG D
22,150 87 Weighted Average
22,150 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-NE1s: Perimeter Ditch NE
Hydrograph
❑ Runoff
IIIIIIIr III 1
11 dd-y�a�r IRIa�n�fa�ll��.3�'�
IRUhdff A►rletIlO22 J 50 isf
P4ggoff l yol4lllyllp�0f24
�unl lf Iplep�h 15'
-Flo
w L� 0�
I I I I I I yid
p
IIIIIIII I T16=16.d in 16
IIIIIIIIIIIICNI--87
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment S-PD-NE2s: Perimeter Ditch NE
NE
Runoff = 4.77 cfs @ 12.01 hrs, Volume= 0.275 af, Depth= 5.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
14,500 80 Final Cover
10,000 96 Gravel surface, HSG D
24,500 87 Weighted Average
24,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
4■
3
3
0
LL
0
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-NE2s: Perimeter Ditch NE
Hydrograph
4.77cfs IIIIIIIIIIIIIII
Type II
+ I I_ L I L L11 d6-year-Aainfal l=�A*J
IRUhdff A►rIe&124,500 sf
uIn ff Qep hr— "
Flow Len th =. 001
rt 1 rt 1 _ _r1 fit �I t_I rr I—t I top 6Z.iMb i1
�� II II IIIII'IIIII'II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment S-PD-NWs: Perimeter Ditch NW
NE
Runoff = 23.87 cfs @ 12.01 hrs, Volume= 1.364 af, Depth= 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
80,200 80 Final Cover
44,000 96 Gravel surface, HSG D
124,200 86 Weighted Average
124,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-NWs: Perimeter Ditch NW
Hydrograph
1 H H H H --F I-+ I-
241/ 21 cfs T T T T
22 I_LIL
20
18 _tltltlfilfi
16 II1II IIIIIIIII
a
�14
3 i
0 U.12
10 TITI�
8
6 , HIHIHH
TI TI TI T
tl t-Rathdff Mela#124�200 sf
I I 1�ggqff yl4Tq-�l f3164 pf
�tnjo�,Rep�ha7A"I w L n 100
fil1-lrl�� �Lt rtl
d e -. -ob
III HII fc6_46A
HI HI H H IH 14 IH M
i l l l l 171 7-1 7-1 TI T IT 17 IT IT 1 T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment S-PD-SEs: Perimeter Ditch SE
010
Runoff = 21.98 cfs @ 12.01 hrs, Volume= 1.273 af, Depth= 5.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
56,400 80 Final Cover
55,000 96 Gravel surface, HSG D
111,400 88 Weighted Average
111,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-SEs: Perimeter Ditch SE
Hydrograph
4
�I �I H 1� 14 I 4 14 1
22
21
21.98
cfs
I T
I T I T I
T 1
71
F1 F71 Q 17
120 9
I� I_I
-t
I -t
I + +
t
t1
HI bb-�a"Iaknt lIkJ.,'V
17
1 ::1 Fl
7
' -7
1 ::� I T- I
:F- I
�1
�Rlubdff AteI&M A00T#
15
+
I + I + I
j- I
�1
1--�yo# Y-I14Tp=-1 f�7"f
0 13
12
I� I-
14
1 1 1
T:I
�I
�I �I nl l j
—
u 11
_
l �L t �l
10
fi
fi
fit
N
d
9
_
—'
1-4 1-
4
14
1 1 14-1
�1
�1 �I N 1-4 1-c6-4d d6
6
5
-
I-t
—
I �
fi fi
fi t
fit
-I -I III �
4
2
I�
I4
�I
�I
— — — — — —
�I �I N IA 14 I4 14
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment S-PD-SWs: Perimeter Ditch SW
NE
Runoff = 10.73 cfs @ 12.01 hrs, Volume= 0.642 af, Depth= 6.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
12,100 80 Final Cover
40,000 96 Gravel surface, HSG D
52,100 92 Weighted Average
52,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.8 50 0.3300 0.47 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8 50 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-SWs: Perimeter Ditch SW
Hydrograph
12
11
III
10.73
cfs
10
9
ICI
4I4I+I+I1-
s
U) 7
��
7 I7ITITIT
0 6
(IIIIIIII
—
LL5
�1I_LI1IL
3
2
rt I rt l __r T I
1
IIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 25
Summary for Subcatchment S-PD-Ws: Perimeter Ditch W
NE
Runoff = 6.65 cfs @ 12.01 hrs, Volume= 0.394 af, Depth= 6.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN DescriDtion
10,000 80 Final Cover
22,600 96 Gravel surface, HSG D
32,600 91 Weighted Average
32,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-PD-Ws: Perimeter Ditch W
Hydrograph
I I I I I I I I I I I I I I I I I I I I_ I
❑Runoff
7
6.65 cfs
I
I�
6
1
1 1 1
I I I I I I I I I I I I 111 dd-y�a�r IRIa�n�fa�ll��.3�'�
I H HI ft rkdff -ArleA=M 1600 Sf
5
l L l LI L L�49°IFTYPil4T��0t3_L94_P_f
0 4
1 1 1 �un�lf IDlep�hr-�.
� v v
LL
3
I I I I I I I I I I I I I I I I I I �id Iey0.�3�Ob I�,l
p
rt l rt l rt l fi l fil �I �I I� Irt Itc�=Id.d m16
2
1
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment S-S1-B: SSLF S1
►1:1
Runoff = 4.01 cfs @ 12.01 hrs, Volume= 0.222 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
23,000 80 Final Cover
23,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.3 35 0.3300 0.44 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.3 35 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-S1-B: SSLF S1
Hydrograph
❑ Runoff
4.01 cfs
4 Type II 24-hr
100-year Rainfall=7.39"
Runoff Area=23,000 sf
3
Runoff Volume=0.222 of
JT
Runoff Depth=5.06"
LL 2 Flow Length=35'
Slope=0.3300
Tc=10.0 min
11 CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment S-S1s-A: SSLF S1
►1:1
Runoff = 4.01 cfs @ 12.01 hrs, Volume= 0.222 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
23,000 80 Final Cover
23,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.3 35 0.3300 0.44 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.3 35 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-S1s-A: SSLF S1
Hydrograph
❑ Runoff
4.01 cfs
4 Type II 24-hr
100-year Rainfall=7.39"
Runoff Area=23,000 sf
3
Runoff Volume=0.222 of
JT
Runoff Depth=5.06"
LL 2 Flow Length=35'
Slope=0.3300
Tc=10.0 min
11 CN=8Q
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment S-S2s-A: SSLF S2
NE
Runoff = 7.64 cfs @ 12.01 hrs, Volume= 0.424 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf)
CN Description
43,800
80 Final Cover
43,800
100.00% Pervious Area
Tc
Length
Slope Velocity
Capacity Description
(min)
(feet)
(ft/ft) (ft/sec)
(cfs)
3.1
100
0.3300 0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
100
Total, Increased to
minimum Tc = 10.0 min
Subcatchment S-S2s-A: SSLF S2
Hydrograph
_IIIIIIIIIIIIIIIIIIIIII
I .IIIIIIII
■Runoff
cfs
s
l
7.64
l l l l l l l l l l l l l
'
I I'
I I I I I
I I I I I I 111 bd-�ea�r IR1a�n�f�ill��.3�'�
6
1
1 1 1
III 11
1 11 1 I I Rthdff Arietl$4I3;800 !sf
I7
-T 1 -T M
T I F I Ff OI YYO Y "f f 4? ' _0
5
0 4
I�
'1
- I -I H H F�un1O f ID�epVf(00
710W
-
Len
I�
4 14 1
4-1 -k-I �I H H I—t �J 1p-e Jjob47;
3
I_1
_L I_L I_L I_L
I L 1 LI Lj U I_ I C I ,�
2
1 1 1
I I I I I I I I I I C N:�60
1
I
I I
I I I I I I
I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment S-S2s-B: SSLF S2
NE
Runoff = 3.49 cfs @ 12.01 hrs, Volume= 0.193 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
20,000 80 Final Cover
20,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.4
280
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
6.5 380 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-S2s-B: SSLF S2
Hydrograph
3.49 cfs
Type 11 14rl
3 H 4 14 1 + I -H -H H H11 bb-year-�Raln{fall =-�.3J
III III I I I IRUhdff A►rle&Q0,000 sf
o�f�flV�oll�r���ot19� �a#
0 2 I - r^Inloff �ep�hrr=�.
LL Flow Len th= 80
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �tM6 d Wh
I� I +I iI -�-1 H
1
II M IMI 111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 30
Summary for Subcatchment S-S3s-A: SSLF S3
NE
Runoff = 9.80 cfs @ 12.01 hrs, Volume= 0.544 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
56,200 80 Final Cover
56,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-S3s-A: SSLF S3
Hydrograph
IIIIIII IIIIIIII� II IIIIIIII
�
10 III 9.80 cfs Ip-eII-1��-irk
9 1 1 1 1 1 1 I I 116b-jf"I lla�ntc
1 1 11 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 IRtjrhdff MM3056200 !sf
II _I ��q _j Volump�_44_#
3 6 1� 1- 4 14 1 14-1 �l �I n°O Re� hr�5'P '1
5 %low Len th=100
p Z.iiobt./�
3 T i T I T I T- I -r1 7-1 t-1 �-1 r-1 11 Ifc�_Jd _6 Jnji
2 11 IIIIIIIIIIIIIIIIIIIIIIQ
II �IIIIIIIIIIIIIIIII IIII" II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 31
Summary for Subcatchment S-S3s-B: SSLF S3
NE
Runoff = 3.26 cfs @ 12.01 hrs, Volume= 0.181 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
18,700 80 Final Cover
18,700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.4
280
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
6.5 380 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-S3s-B: SSLF S3
Hydrograph
3.26 cfs
��IIIIII �Yp�lll���
3
IRUhbff A►rleOlO118J00 sf
U 2 �un� ff Qep�hr--�5.
3 1 Flow Len th= 80
0
LL III IIIIIIIIIIIIIIIIIII�1 L
1�C-
1 rt Irt I TI _I -r-I r1 t1 ri 1-t 1-r Irt
II III�III' 'llllllllllllllllll
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 32
Summary for Subcatchment S-SE1s-A: SSLF SE1
NE
Runoff = 3.98 cfs @ 12.01 hrs, Volume= 0.221 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,800 80 Final Cover
22,800 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
3.1 100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.4 100
0.3300
4.02
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3.5 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE1s-A: SSLF SE1
Hydrograph
a 3.98 cfs
Type
3 1 t t t I t-I �1 ftrkdff Ai le;§022;800 sf
III P�4gofflyollgrpp�Ot2?1 pf
I- 4 1 4 4-
,� �I �I �unl° f ID�ep VIfZ00
- 2 FIowLe
n
I III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 yid �1�.��ob
p
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 33
Summary for Subcatchment S-SE1s-B: SSLF SE1
NE
Runoff = 3.98 cfs @ 12.01 hrs, Volume= 0.221 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,800 80 Final Cover
22,800 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.0
165
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.1 265 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE1s-B: SSLF SE1
Hydrograph
4 3.98 cfs
Type
3 1 t t t I t-I �1 ftrkdff Ai le;§022;800 sf
III P�4gofflyollgrpp�Ot2?1 pf
I- 4 1 4 4_
2 I �unl°f ID�ep"r'P�1
0 w L n 2 65
o e t
III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TcL 6 d W,
1 III�III IIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 34
Summary for Subcatchment S-SE2s-A: SSLF SE2
NE
Runoff = 5.67 cfs @ 12.01 hrs, Volume= 0.314 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
32,500 80 Final Cover
32,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE2s-A: SSLF SE2
Hydrograph
_II�I�III�I_III�I�IIII� � _.�III�I�I
6 5.67 cfs 11111MIM I I I I I I
5 7 17 1 T 71 T I F �1 b�-�ea1Rlan�fll�.3�
III III III I fthdff Arieti$32�500 V
4 III �4�oI�Iyo114T�70}3114 p#
3 3 _tI t I t fi I t I t_I 1, _,npjf ID_ep�=='f(0�0':
low Len
' I I I I I I I I II II I I I I II
R�-
2 III 1 1 1116=1 d.d inlrIi
1 t I t I t t t I -I 1 I H It I J I J It CM--N
Vk
IIIIIII IIIIIIIIII IIIII II
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCADO 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment S-SE2s-B: SSLF SE2
NE
Runoff = 2.82 cfs @ 12.01 hrs, Volume= 0.157 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
16,200 80 Final Cover
16,200 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.3
195
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.4 295 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE2s-B: SSLF SE2
Hydrograph
3 III 2.82 cfs
Type II
III IIIIIIIIIIIII 11 b�-yea'r �R�ain�Fall=�.3�'�
IRUhbff A►000116�2100 0
2 1 1 1 1 IIIIIIIIIIIII P�4goffYollwppp 001 7 P#
�un� ff Qep�hr-
3 1 Flow Leh= ,° n o �� t2� 95
III11111111111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 36
Summary for Subcatchment S-SE3s-A: SSLF SE3
NE
Runoff = 9.89 cfs @ 12.01 hrs, Volume= 0.548 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
56,700 80 Final Cover
56,700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE3s-A: SSLF SE3
Hydrograph
11
I T I
F1
71
F, _ _T 17 IT
10
9.89
cfs
I I I I I I I
I I
I
�Yp 111��r�
9
1
1 1 1 1
1
11 b�-fair IRIa�f—ill
I I I I
I I
I I
—'�
I I IRtjrhdff Arle6056JI00 !sf
1-1 1
_L
I_L I_L I L ILI
_LI
L qoL Volume 0}54.
0 6
4
14 1 � I � 14-1
�I
% hr�fc
�I t-I nI IRep
5
+ I + 1
low Len th=
4
o1�pe1Z.iiob+1
3
rt
IT I rt I T I
fit
fit
I -I t-I rl 11 16=46 4 inli
2
11
I I I III
TIIIIIIIIIIIII"�4Q
1
II
IIII11111111111111
IIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 37
Summary for Subcatchment S-SE3s-B: SSLF SE3
NE
Runoff = 3.66 cfs @ 12.01 hrs, Volume= 0.203 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
21,000 80 Final Cover
21,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.3
195
0.0200
1.39
7.78 Channel Flow, channel
Area= 5.6 sf Perim= 12.2' r= 0.46' n= 0.090
5.4 295 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SE3s-B: SSLF SE3
Hydrograph
H T T I t ❑Runoff
3.66 cfs I I IMIIIIHM
Type 11 14rl
11 dd-year_Rainfal l=�.1 §'�
3 III 1 1 1 1 1 1 IRUhdff A►ee;§021,000 sf
l l �4goI fflI yI ol� l;r�p�pL�In
0dt2q� a#
RPff Bep h 3 2 —1 1 _ 7 1 TI TI F1 TI TI TFI w Len�t5LL l l i I I I
1
1-4 TTITTT T TI T T TTTio-d�=gd
1-
111I11111111111111HIM 11111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 38
Summary for Subcatchment S-SW1s: SSLF S1
NE
Runoff = 6.07 cfs @ 12.01 hrs, Volume= 0.337 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
34,800 80 Final Cover
34,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
41T1-7
2
1
Subcatchment S-SW1 s: SSLF S1
Hydrograph
I I I I I I I I I I I I I I � I I I I I I I I I I � Runoff
6.07 cfs]J
fi fi fi fi I 11 I H I� I I tjfl ee III
III I fth6ff A►rleb$34;8100 !sf
_T 17 1 T T 1 T 1 TI FP�4901 lYgYT"fW_0
Funpjf11�epj=='f(0!0_1:
low Len
�e1Eiob 1'
1 1 I 1 I I I I I I I 11 1ltc:61d.6 in16
4 14 1 1 -1 H H H 1—t 14 14 1TM--00
L—iI11111111111111111111 w11
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 39
Summary for Subcatchment S-SW2s: SSLF SW2
NE
Runoff = 3.66 cfs @ 12.01 hrs, Volume= 0.203 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
21,000 80 Final Cover
21,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S-SW2s: SSLF SW2
Hydrograph
4
I I 3.66 cfs
3 1 1 1 1 1 fthdff A►rieb$21 00 isf
1 1 1 1 1 1 1 1 1 1 1 1 1 ����►�I�f�I����o�2p
0 2 -1 17 7 T T T TI To,
ow Len t=,L 00
I I I 1 Idol 1e1� iiob I'/;
p
1
II IIIIIIIIIIIIIIIIIIIIIIII����Q
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 40
Summary for Subcatchment TOC-NE: Top of cover NE
NE
Runoff = 2.28 cfs @ 12.01 hrs, Volume= 0.127 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
13,100 80 Final Cover
13,100 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.4 100
0.3300
4.02
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
3
0
LL
7.0 200 Total, Increased to minimum Tc = 10.0 min
2
0
Subcatchment TOC-NE: Top of cover NE
Hydrograph
2.28 cfs 1 1 1 1
Type III 111
fi l rt l rt l l l �_116 -yea'r Rainfall=�.*
III 1 1 1 1 1 11 1 III IRUhbff A►rle;OlO113J00 sf
I I I I F��r�o�fflV�oll�r���0}112� �a#
1 11 1 1 1 1 1 1 �un� lf 1Dlep�h
-Flo
w Lenat QO
III�III IIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 41
Summary for Subcatchment TOC-NW: Top of cover NW
NE
Runoff = 6.66 cfs @ 12.01 hrs, Volume= 0.369 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
38,200 80 Final Cover
38,200 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.4 100
0.3300
4.02
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
7.0 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment TOC-NW: Top of cover NW
Hydrograph
7 6.66 cfsl
6 l l 11 bd-year IR�a�n�fa�ll��.3�'�
5 L L I LI LI fthdff-Aee;�03 �200 sf
l L I L L l LI LI
0 4 III F�un�if 1DIep�h—�5. �'1
,_ ow �e ( s
2 L11LLfit L L IL L IIrt t
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 42
Summary for Subcatchment TOC-SE: Top of cover SE
NE
Runoff = 3.91 cfs @ 12.01 hrs, Volume= 0.217 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
22,400 80 Final Cover
22,400 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.4 100
0.3300
4.02
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
7.0 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment TOC-SE: Top of cover SE
Hydrograph
4 3.91 cfs III Type 11 14iil
3 -1 I7 -T FIT F I F 1 FI FI fth-6ff ArlebO22;4100-f
In
l l i I I I I I I I I I I I I I F��r�o�fflV�oll�r���0}211� �#
2 Flow Len t h H 4 14 1+ H �I �unoff Dept�hr-�S.P '1
-=2 o 00
1 III III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,�d
-i Li I -I LI ' I LI LI L It I-1 1-1 I� �
IIII111' 1111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 43
Summary for Subcatchment TOC-SW: Top of cover SW
NE
Runoff = 6.28 cfs @ 12.01 hrs, Volume= 0.348 af, Depth= 5.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
36,000 80 Final Cover
36,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
0.4 100
0.3300
4.02
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
7.0 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment TOC-SW: Top of cover SW
Hydrograph
7
6.28 cfs
6pll-irk
1111 dd-year IRIa�n�fall��.3�'�
5 1 I I fthdff A►ee�IIOX000 0
0 4 III I I I I I �un�lljpep�h r�5. �
- -Flow C n h
LL 3 III IIIIIIIIIIIIIIIIII�IIeL Go
2-
4 4 14- 4- 1k� I-I-414I4- 14I
1
1 1 I I 1 I HIM1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 44
Summary for Reach S-AR-1: Access road Letdown
Inflow Area = 1.602 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.17 cfs @ 12.01 hrs, Volume= 0.675 of
Outflow = 12.13 cfs @ 12.02 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.08 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.26 fps, Avg. Travel Time= 2.6 min
Peak Storage= 468 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.24'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 532.69 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 350.0' Slope= 0.0914 T
Inlet Invert= 723.00', Outlet Invert= 691.00'
Reach S-AR-1: Access road Letdown
13 t 12.13 cfs fi
12 I L
11
A' 1I KI J t
7 H
3
a 6 I I I
I
1 1100/010
Hydrograph
I HI r' IH I rt I
I HI H IH 11iF#�Je�,tin' b�
I HI H It I H H Wxl 64*9.08 I)Js
H H H HIHH H H H�Q
IHI HIIHI HIHIHI HiHl�i=ptl�i��i�
I H H H I H I H I��l ITrH lS�
IIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 45
Summary for Reach S-AR-2: Access road Letdown
[62] Hint: Exceeded Reach S-AR-1 OUTLET depth by 0.10' @ 12.07 hrs
[61] Hint: Exceeded Reach S-SW1t outlet invert by 0.34' @ 12.03 hrs
Inflow Area = 2.975 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 21.31 cfs @ 12.03 hrs, Volume= 1.253 of
Outflow = 21.28 cfs @ 12.03 hrs, Volume= 1.253 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.05 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 2.61 fps, Avg. Travel Time= 1.8 min
Peak Storage= 539 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.34'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 531.65 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 280.0' Slope= 0.0911 T
Inlet Invert= 691.00', Outlet Invert= 665.50'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 46
Reach S-AR-2: Access road Letdown
Hydrograph
I�
H 1
�-1
H
1—�
14
1 14-1 4— H 1-4 14 1
■Inflow
■outflow
23
22
21.28 Cfs
H
�I
d
I�%IA21�c
20
H
4-1
H
H
H
IF 6"6i ih6b�3�4'�
19
18
1
H I
t71
b
17t
I-t
I-t I IDA WO 1 �05A IsH
15
IH
H I
HI
H
H
IH
IH
1 H 1 HI HI H H rhI•��I
14
113
2
I::T
T_ I
H I
T__I
H
I::T
I:T
I�__ I H I HI Q
.20 LL 11
H
H 1
HI
HI
H
HH
It I HI HI H�I�t�1� IPE
8
I�
T
hi
ITITI
T
6
—
—
—
—
— — —
A
t I
t I
t—I
N
1t
I_­Ititi
tI N 1 Itl
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 47
Summary for Reach S-AR-3: Access road Letdown
[62] Hint: Exceeded Reach S-AR-2 OUTLET depth by 0.14' @ 12.05 hrs
[61] Hint: Exceeded Reach S-SW2b outlet invert by 0.48' @ 12.04 hrs
Inflow Area = 4.378 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 31.34 cfs @ 12.03 hrs, Volume= 1.844 of
Outflow = 31.25 cfs @ 12.04 hrs, Volume= 1.844 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 10.86 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 2.50 fps, Avg. Travel Time= 2.9 min
Peak Storage= 1,265 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 425.77 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 440.0' Slope= 0.0584 7'
Inlet Invert= 665.50', Outlet Invert= 639.80'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 48
Reach S-AR-3: Access road Letdown
Hydrograph
IH I4
4-1 H H IH I4 1 + 1 t-1 H H 1H 1-+ 1 H
■Inflow
■outflow
31.25
Cfs
34
32
� H I W 14 141 �_1%�tb�i 1
_ _ _ _ _
30
4-1 L-I a 1� 1 � I AAic�. IFJ-6" e ihi=
28
26
L I LI Ll L I-L I_L I iM" V A0=_10-86-f lsL
24
22
T 1 T-1 n n 1 1 T 1 T 1 T_I 1-11-7mI sL
20
�1816
I�
�I�I H 1 I n Irtl�l�l fil n n��Q�
LL 14
Ei
I tI r1 I I t r rt I t I fi t 1�1�t�1
fi t fi12
-_
I-It1t-I H 1-tI_tItII I Fi 1st
10
$i I-� -14-1H H 14141�-1�-1H H IH141� �
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 49
Summary for Reach S-LD-NE1: Letdown NE1
Inflow Area = 0.301 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.28 cfs @ 12.01 hrs, Volume= 0.127 of
Outflow = 2.28 cfs @ 12.02 hrs, Volume= 0.127 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.10 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.40 fps, Avg. Travel Time= 0.5 min
Peak Storage= 31 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.06'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 973.36 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 95.0' Slope= 0.3053 '/'
Inlet Invert= 727.00', Outlet Invert= 698.00'
Reach S-LD-NE1: Letdown NE1
Hydrograph
❑ Inflow
❑ Outflow
2.28 cfs Inflow Area=0.301 ac
2 Avg. Flow Depth=0.06'
Max Vet=7.10 fps
n=0.018
L=95.0'
U. S=0.3053 T
1
Capacity=973.36 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 50
Summary for Reach S-LD-NE2: Letdown NE2
[62] Hint: Exceeded Reach S-LD-NE1 OUTLET depth by 0.08' @ 12.06 hrs
[61] Hint: Exceeded Reach S-NE1t outlet invert by 0.14' @ 12.03 hrs
Inflow Area = 1.384 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.32 cfs @ 12.03 hrs, Volume= 0.583 of
Outflow = 9.31 cfs @ 12.03 hrs, Volume= 0.583 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 12.43 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.79 fps, Avg. Travel Time= 0.4 min
Peak Storage= 67 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.14'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,017.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3333 T
Inlet Invert= 698.00', Outlet Invert= 668.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 51
Reach S-LD-NE2: Letdown NE2
Hydrograph
■Inflow
■ outflow
10
9.31 Cfs
4-1 H H 14 14 1
9
-
- t—I H It I _t I � 1Fi-6 r�6ih6b-A 4'
8
-1 rl 1--� I rt I rt I TM&k- V6I�-l2-.43-fos-r
7
III
mQ•1181
6
III
I I I I I I I I I I I I I I I I I I I I I IC��•�
05
LL
III
IIII IIIII IIIIII IIII�hItl�1�1 I�
4
III����1y1
II'1 T Flsl
I-L—
3
2
I LI LI u 1t 1-1111L1 L u 1t 1-1111�
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 52
Summary for Reach S-LD-NE3: Letdown NE3
[62] Hint: Exceeded Reach S-LD-NE2 OUTLET depth by 0.08' @ 12.06 hrs
[62] Hint: Exceeded Reach S-NE2b OUTLET depth by 1.00' @ 0.00 hrs
Inflow Area = 3.044 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 20.17 cfs @ 12.04 hrs, Volume= 1.282 of
Outflow = 20.16 cfs @ 12.04 hrs, Volume= 1.282 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.45 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.20 fps, Avg. Travel Time= 0.4 min
Peak Storage= 123 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.22'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,012.03 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 100.0' Slope= 0.3300 '/'
Inlet Invert= 668.00', Outlet Invert= 635.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 53
Reach S-LD-NE3: Letdown NE3
Hydrograph
�I+
n H Ili+i 1 �I n i� ICI+I�
■ Inflow
21
20.16 cfs
-1 LI EI d 1[ I a I T]% IAre�3 :64"C--
■ outflow
20
18
I- - -I - i IF v i itlh� 2�2'
-
-
117
6
I�
fi 1 -I �1 Irt I rt I t 1W1016�46A4p1 fi
14
4-1 �-I N 14 14 1 �- 14-1 1:4 00-10118�:
12
H
+ 1 fit H H H I-+ I+ I fiI -I H 1-t�9K-Qfi
11
LL1g
:1
�IDEIQ1lIlIII�I:IE]"f3
I�
1 4-1 H H 01
I- I4 ��� YH�'1174
6
d
--1
fit LI LI LI 1t II ICI LI L tj 1I II I�L _L
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 54
Summary for Reach S-LD-S1: Letdown S1
Inflow Area = 0.826 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.28 cfs @ 12.01 hrs, Volume= 0.348 of
Outflow = 6.27 cfs @ 12.01 hrs, Volume= 0.348 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 10.23 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.42 fps, Avg. Travel Time= 0.4 min
Peak Storage= 49 cf @ 12.01 hrs
Average Depth at Peak Storage= 0.12'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 944.62 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 80.0' Slope= 0.2875 7'
Inlet Invert= 723.00', Outlet Invert= 700.00'
Reach S-LD-S1: Letdown S1
Hydrograph
7 6.27 cfs
6r� Inflow Area=0.826 ac
Avg. Flow Depth=0.12'
5 Max Vet=10.23 fills
TT1 1 I T 7 T I T T 1 1 n=0.018-
4 T 1 1--4 14 T 14- L=80.Q'
LL 3 1 S=0.2875
Capacity=944.62 cfs
2
T I TI F11 17 1- I T 1 T 1 T-1 F11 17 17 I T 1 T 1
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 55
Summary for Reach S-LD-S2: Letdown S2
[62] Hint: Exceeded Reach S-LD-S1 OUTLET depth by 0.06' @ 12.05 hrs
[62] Hint: Exceeded Reach S-S1t OUTLET depth by 4.00' @ 0.00 hrs
Inflow Area = 1.882 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 13.64 cfs @ 12.02 hrs, Volume= 0.793 of
Outflow = 13.64 cfs @ 12.02 hrs, Volume= 0.793 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 14.31 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.93 fps, Avg. Travel Time= 0.4 min
Peak Storage= 86 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.18'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,017.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3333 T
Inlet Invert= 700.00', Outlet Invert= 670.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 56
Reach S-LD-S2: Letdown S2
Hydrograph
H
I- I+I
tI
t-I
I T III fi
■Inflow
■outflow
13.64 Cfs
�I
H
I�
�I%tblA11I
14
13
T 1
T-I
n
17
17
1 k4c IF 6"ii tl 6bT 6'I
12
11
f- I
H
H
H
I-f
I+ I +M" V O--1 4-.31 los+
10
I--i
L
L I
LI
1-1
L
i
I I ILI LI L 1 L 0_50418L
�9
8
I7
F I
T 1
T-1
L-1
17
I-F
IT I T 1 TI L-1 1-7 I791�-P�-
LL6
H
+I1-1HH14141+11-1HH�I+�t
1�
5
I-
I_ 1
L I
LI
L
I-i
I-i
I � �lI� 1�T T Sl
4
3
I�
+IfiI�I
H
I�IrtI+I
fitfil H I�IrtI+I
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC
Page 57
Summary for Reach S-LD-S3: Letdown S3
[62] Hint: Exceeded Reach S-LD-S2 OUTLET depth by 0.07' @ 12.06 hrs
[61] Hint: Exceeded Reach S-S2b outlet invert by 0.25' @ 12.03 hrs
Inflow Area = 3.347 ac, 0.00% Impervious, Inflow Depth = 5.06" for
100-year event
Inflow = 23.28 cfs @ 12.03 hrs, Volume= 1.410 of
Outflow = 23.28 cfs @ 12.03 hrs, Volume= 1.41Oaf, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.99 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.20 fps, Avg. Travel Time= 0.4 min
Peak Storage= 123 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.25'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 982.64 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 90.0' Slope= 0.3111 T
Inlet Invert= 670.00', Outlet Invert= 642.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 58
Reach S-LD-S3: Letdown S3
Hydrograph
IT 7 T
T
TI
n
IT
n 17 I-F IT
■ Inflow
°ucfioW
24
23.28 cfs
L I
LI
u
Li
-i
I _ kjt ,, v-A��J _J47�c
22
I
- I
t_I
H
It
I _­
I ��� IFfio�v r�iE�itlh�b�2�'r
20
1 I_
1
1 1
1 I
I I
I I I 11 k V P=16.99-fosl
18
16
1-1
H
H
14
14
1+ 1 1-1 H H I-t Mz`Q.VL18k
14
T I
T I
T-1
n
17
17
1 T I T I TI n 17 I•�T
LL12
I I
T 1
5
LU
11-AITITI
T U��t��
18
IH I- I
H I
HI
H
IH
I H
I H ICfi� �I T I4 =1 of
6
III IIIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 59
Summary for Reach S-LD-S4: Letdown S4
[62] Hint: Exceeded Reach S-LD-S3 OUTLET depth by 0.06' @ 12.07 hrs
[61] Hint: Exceeded Reach S-S3b outlet invert by 0.31' @ 12.04 hrs
Inflow Area = 5.067 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 34.12 cfs @ 12.04 hrs, Volume= 2.135 of
Outflow = 34.12 cfs @ 12.04 hrs, Volume= 2.135 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 19.63 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 4.70 fps, Avg. Travel Time= 0.2 min
Peak Storage= 78 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.31'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 996.58 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 45.0' Slope= 0.3200 T
Inlet Invert= 642.00', Outlet Invert= 627.60'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 60
Reach S-LD-S4: Letdown S4
Hydrograph
38
❑I❑❑1
❑1
❑
17
171
l ❑ I❑1❑I
■Inflow
■Outflow
36
34.12 cfs
❑ I
❑1
El1❑
1 ❑
: %46 lAA�51 �7�C
32
❑ I
❑ I
❑1
ElI❑
❑
I k ic�.1F v�i� i�l� 3�1'
30
28
❑ I
❑ I
❑1
❑
1❑
1 ❑
I ❑ I ❑M" )&I=� 9:63T0s❑
26
24
LI
❑I
❑1
❑
❑
1❑
III ❑I ❑I ❑ L0#04I&V
22
2018
I�
1
❑
❑
I�
�I ❑ I� Ii�•�
LL 16
❑I
14_❑�t2 �''
14
12
I�
�I
❑
I�
I�� I�
10
8
14-1
�-1
❑
14
14
1�-1 �-1 1—� 141�1
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 61
Summary for Reach S-LD-SE1: Letdown SE3
Inflow Area = 0.514 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.91 cfs @ 12.01 hrs, Volume= 0.217 of
Outflow = 3.90 cfs @ 12.02 hrs, Volume= 0.217 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 8.82 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.51 fps, Avg. Travel Time= 0.5 min
Peak Storage= 42 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.09'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 990.00 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 95.0' Slope= 0.3158 '/'
Inlet Invert= 726.50', Outlet Invert= 696.50'
Reach S-LD-SE1: Letdown SE3
Hydrograph
4 3.90 cfs Inflow Area=0.514 ac
Avg. Flow Depth=0.09'
3 Max Vet=8.82 fps
�IIIIIIII�III n=0.018
I-7 17 l L=95.0'
LL 2 S=0.3158 T
+ �I H I� I- + , fiCpacity=990.00s�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
e Inflow
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 62
Summary for Reach S-LD-SE2: Letdown SE3
[62] Hint: Exceeded Reach S-LD-SE1 OUTLET depth by 0.07' @ 12.04 hrs
Inflow Area = 1.561 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.14 cfs @ 12.03 hrs, Volume= 0.658 of
Outflow = 11.14 cfs @ 12.03 hrs, Volume= 0.658 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.31 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.85 fps, Avg. Travel Time= 0.4 min
Peak Storage= 69 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.16'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,020.23 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 82.0' Slope= 0.3354 7'
Inlet Invert= 696.50', Outlet Invert= 669.00'

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 63
Reach S-LD-SE2: Letdown SE3
HlIydrograph
+
H
+ +
■ Inflow
■outflow
12
11.14 Cfs fi I �I
fi1
1�
I rt
I rt
I%�b�A��-1 �61 a�c
11
9
�-I
N
14
14
14-1 -A" V/6I=1 131 losk
I� �I
fit
I�
Irt
rt fil fil r1 I� I.10I8[-
7
IC�•�
LL 5
1 4-1 �-I
N
1-4
14
1�- 1 4-
4
_ I-r I T-1
n
I-T
I rt
I � T1y1r1'
3
—
— — —
III II1111111111111�1111�111�1111
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 64
Summary for Reach S-LD-SE3: Letdown SE3
[62] Hint: Exceeded Reach S-LD-SE2 OUTLET depth by 0.05' @ 12.06 hrs
[62] Hint: Exceeded Reach S-SE2b OUTLET depth by 1.00' @ 0.00 hrs
Inflow Area = 2.679 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 18.43 cfs @ 12.03 hrs, Volume= 1.129 of
Outflow = 18.43 cfs @ 12.03 hrs, Volume= 1.129 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.14 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.18 fps, Avg. Travel Time= 0.4 min
Peak Storage= 103 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.21'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,033.94 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 90.0' Slope= 0.3444 T
Inlet Invert= 669.00', Outlet Invert= 638.00'

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 65
Reach S-LD-SE3: Letdown SE3
Hydrograph
ICI 4-I
H
H
H
I4
1+1 t-1 H H 1—� 141�1 �
■Inflow
■outflow
20
19
18.43 cfs H I
HI
H
IH
17
4IF "i itlk 1'
1
15
H
H
HI
_T
I T I TM- WP=71614fosT:
14
13
�1�—IH14141�-14-1
14o#QJQ:18�
12
1
14- 1
HI
H
I1-41
H
1 H 1 H 1 HI H_ IH :K-q+
10
c
fi fil
I
N
I-7
T I TI H
-1 -r1
T-1
H
17
-t
l��"q�y=_iiT 1- ls�
6
5
4
— -
I� � 1 J_ I
�_I
—
H
I�
I C
— — — — — — -
I 14-1 �I H 1 1 1� 1
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 66
Summary for Reach S-LD-SE4: Letdown NE4
[62] Hint: Exceeded Reach S-LD-SE3 OUTLET depth by 0.07' @ 12.06 hrs
[61] Hint: Exceeded Reach S-SE3b outlet invert by 0.28' @ 12.04 hrs
Inflow Area = 4.463 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 29.61 cfs @ 12.04 hrs, Volume= 1.880 of
Outflow = 29.60 cfs @ 12.04 hrs, Volume= 1.880 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 18.83 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.56 fps, Avg. Travel Time= 0.3 min
Peak Storage= 110 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.28'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,009.84 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 70.0' Slope= 0.3286 T
Inlet Invert= 638.00', Outlet Invert= 615.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 67
Reach S-LD-SE4: Letdown NE4
Hydrograph
I—� 14
I
-t- I -k I �—I 1 I 1—� 14 1 + � -,--I t--I n 1-4 14 1 -k
■ Inflow
32
29.6o cfs
L I LI L IL I L L� �IA1413C
■outflow
30
28
L
L L n 1-1 n
26
24
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20
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10
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8
F
H
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 68
Summary for Reach S-NE1t: SSLF NEU
Inflow Area = 0.620 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.71 cfs @ 12.01 hrs, Volume= 0.261 of
Outflow = 3.86 cfs @ 12.07 hrs, Volume= 0.261 af, Atten= 18%, Lag= 3.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.08 fps, Min. Travel Time= 6.8 min
Avg. Velocity = 0.32 fps, Avg. Travel Time= 22.6 min
Peak Storage= 1,576 cf @ 12.07 hrs
Average Depth at Peak Storage= 0.74'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 25.16 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 440.0' Slope= 0.0243 7'
Inlet Invert= 708.70', Outlet Invert= 698.00'
Reach S-NE1t: SSLF NEU
Hydrograph
5 4.71 cfs
Inflow Area=0.620 ac
� I HI H IH H I + Avg. Flow Depth=0.74'
4 3.86 cfs
I I I I I I I I I I i I I I Max Vet=1.08 fps
HI TITI H H HHITIH HI n=0.110
3 IIII L=440.0'
IIII S=0.0243 T
2 Cap city= 5.16 cs
IIII I11111111111111�il��iilf�
1 1111 I111111111111111111 1111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 69
Summary for Reach S-NE2b: SSLF NE2b
Inflow Area = 1.201 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.12 cfs @ 12.01 hrs, Volume= 0.506 of
Outflow = 7.75 cfs @ 12.07 hrs, Volume= 0.506 af, Atten= 15%, Lag= 3.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.63 fps, Min. Travel Time= 5.8 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 19.7 min
Peak Storage= 2,714 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.26'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 26.57 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 570.0' Slope= 0.0193 7'
Inlet Invert= 678.00', Outlet Invert= 667.00'
i
3
0
LL
E
Reach S-NE2b: SSLF NE2b
Hydrograph
9.112 cfs I L -1 L1 1 I rt
I%�b�ir Ar��-1 �d1 arc
1 7.75 cfs T �i n 17 k�%c iF�dWl UJ��tii1��T2��
III MakV61:�1.G3f0s
1 U L I LI LI L L IL I ����lyl T 1 �15L
l IL I ILI LI u
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 70
Summary for Reach S-NE3b: SSLF NE3b
Inflow Area = 0.657 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.99 cfs @ 12.01 hrs, Volume= 0.277 of
Outflow = 4.55 cfs @ 12.05 hrs, Volume= 0.277 af, Atten= 9%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.46 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 0.47 fps, Avg. Travel Time= 12.1 min
Peak Storage= 1,061 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.02'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.45 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 340.0' Slope= 0.0206 '/'
Inlet Invert= 642.00', Outlet Invert= 635.00'
N
3
3
0
LL
2
fl
Reach S-NE3b: SSLF NE3b
Hydrograph
4.99 cfs
Inflow Area=0.657 ac
4.55cfs I I I I I I I I
Avg. Flow Depth=1.02'
I I I I I Max Vet=1.46 fps
+ I -I k H 14 14- I �-1 k n=0.090
L=340.0'
S=0.0206 T
Capacity=27.45 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 71
Summary for Reach S-PD-E: Perimeter Ditch E
[62] Hint: Exceeded Reach S-LD-SE4 OUTLET depth by 1.71' @ 12.07 hrs
[62] Hint: Exceeded Reach S-PD-SE OUTLET depth by 0.42' @ 12.06 hrs
Inflow Area = 18.701 ac, 0.00% Impervious, Inflow Depth = 5.31" for 100-year event
Inflow = 128.88 cfs @ 12.06 hrs, Volume= 8.282 of
Outflow = 128.39 cfs @ 12.06 hrs, Volume= 8.282 af, Atten= 0%, Lag= 0.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.21 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 1.81 fps, Avg. Travel Time= 3.0 min
Peak Storage= 5,874 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.99'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 329.95 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 330.0' Slope= 0.0079 '/'
Inlet Invert= 615.00', Outlet Invert= 612.40'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 72
Reach S-PD-E: Perimeter Ditch E
Hydrograph
I�H HH
HIHH�i�
-t�+i+I4-IH
■ Inflow
■outflow
140
128.39 Cfs
1
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130I
120C
H I
HI
H
IH
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110
I-L L I
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100
90
1 t H I t I H 1—t I-t I t0=1.424
380
I-1 L I
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fit
fit
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30
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 73
Summary for Reach S-PD-NE1: Perimeter Ditch NE
Inflow Area = 0.508 ac, 0.00% Impervious, Inflow Depth = 5.86" for 100-year event
Inflow = 4.32 cfs @ 12.01 hrs, Volume= 0.248 of
Outflow = 4.30 cfs @ 12.02 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.24 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 1.64 fps, Avg. Travel Time= 1.8 min
Peak Storage= 148 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.22'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 803.02 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 180.0' Slope= 0.0467 '/'
Inlet Invert= 643.40', Outlet Invert= 635.00'
Reach S-PD-NE1: Perimeter Ditch NE
Hydrograph
4.30 cfs _I 1%flow Area=0.508 ac
4 Avg. Flow Depth=0.22'
_I I I I I Max Vet=5.24 fps
3 IIIIIII n=0.020
III L=180.0'
LL 2 III S=0.0467 T
Capacity=803 02 � s
I IIIIIIIIII IIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
e Inflow
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 74
Summary for Reach S-PD-NE2: Perimeter Ditch NE
[62] Hint: Exceeded Reach S-LD-NE3 OUTLET depth by 0.37' @ 12.04 hrs
[61] Hint: Exceeded Reach S-NE3b outlet invert by 0.59' @ 12.04 hrs
[62] Hint: Exceeded Reach S-PD-NE1 OUTLET depth by 0.38' @ 12.06 hrs
Inflow Area = 4.772 ac, 0.00% Impervious, Inflow Depth = 5.24" for 100-year event
Inflow = 33.47 cfs @ 12.03 hrs, Volume= 2.082 of
Outflow = 33.43 cfs @ 12.04 hrs, Volume= 2.082 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.75 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 3.06 fps, Avg. Travel Time= 1.6 min
Peak Storage= 825 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.59'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 1,046.86 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 290.0' Slope= 0.0793 '/'
Inlet Invert= 635.00', Outlet Invert= 612.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 75
Reach S-PD-NE2: Perimeter Ditch NE
Hydrograph
�—� Ij 4-
I
14-
■ Inflow
■outflow
36
34
33.43 cfs
W
14
14
1- I41t i Ar� 4 �i�c
32
30
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22
20
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6
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 76
Summary for Reach S-PD-NW: Perimeter Ditch NW
Inflow Area = 2.851 ac, 0.00% Impervious, Inflow Depth = 5.74" for 100-year event
Inflow = 23.87 cfs @ 12.01 hrs, Volume= 1.364 of
Outflow = 22.63 cfs @ 12.04 hrs, Volume= 1.364 af, Atten= 5%, Lag= 1.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.88 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 1.32 fps, Avg. Travel Time= 10.7 min
Peak Storage= 3,939 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.84'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 360.63 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 850.0' Slope= 0.0094 T
Inlet Invert= 643.40', Outlet Invert= 635.40'
Reach S-PD-NW: Perimeter Ditch NW
Hydrograph
�I
26
23.87 cfs I I I
I I
I I
I I
I I
24
22.63 cfs
22
1 4-1
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H
I-4
1 4
20
T I F 1
H
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1-1
18
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16
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rt
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10
8
IH F1H1HIH14
6
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t I t I H
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IIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 77
Summary for Reach S-PD-SE: Perimeter Ditch SE
[62] Hint: Exceeded Reach S-LD-S4 OUTLET depth by 1.27' @ 12.07 hrs
[62] Hint: Exceeded Reach S-PD-SW OUTLET depth by 0.59' @ 12.10 hrs
Inflow Area = 13.198 ac, 0.00% Impervious, Inflow Depth = 5.36" for 100-year event
Inflow = 95.42 cfs @ 12.04 hrs, Volume= 5.894 of
Outflow = 92.03 cfs @ 12.06 hrs, Volume= 5.894 af, Atten= 4%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 7.61 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 1.93 fps, Avg. Travel Time= 9.5 min
Peak Storage= 13,305 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.57'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 397.84 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 1,100.0' Slope= 0.01 15T
Inlet Invert= 627.60', Outlet Invert= 615.00'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 78
Reach S-PD-SE: Perimeter Ditch SE
Hydrograph
105
195.42 cfs
■ Inflow
■outflow
195
1
1
92.03
HI
H
I_T
I H H I 1T� 1 �I
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cfs
ri a-iS.ii8r� c
90
I4
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N
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85
80
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75
70
65
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1
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IH
rt H l l HI IH rt lI.44
60
55
HI
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IH
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LL 45
4-1
HI
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35
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20
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H
IH
H
I� H TI H H I� TI H
8
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HydroCAD® 10.00-20 s/n 01723 ©2017 HydroCAD Software Solutions LLC Page 79
Summary for Reach S-PD-SW: Perimeter Ditch SW
[62] Hint: Exceeded Reach S-AR-3 OUTLET depth by 0.52' @ 12.07 hrs
Inflow Area = 5.574 ac, 0.00% Impervious, Inflow Depth = 5.35" for 100-year event
Inflow = 41.67 cfs @ 12.03 hrs, Volume= 2.486 of
Outflow = 40.59 cfs @ 12.05 hrs, Volume= 2.486 af, Atten= 3%, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.82 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.74 fps, Avg. Travel Time= 7.7 min
Peak Storage= 4,762 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.99'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 459.05 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 800.0' Slope= 0.0152 7'
Inlet Invert= 639.80', Outlet Invert= 627.60'

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HydroCAD®10.00-20 s/n 01723 © 2017 HydroCAD Software Solutions LLC Page 80
Reach S-PD-SW: Perimeter Ditch SW
Hydrograph
46
a2
_
41.67 cfs
40.5cfs
�I
NI�
1
Inflow
■ outow
—
1OWLLLIACJsC
38
t I
t I
LI
h
I_1
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34
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14
14
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32
30
—
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 81
Summary for Reach S-PD-W: Perimeter Ditch W
Inflow Area = 0.748 ac, 0.00% Impervious, Inflow Depth = 6.32" for 100-year event
Inflow = 6.65 cfs @ 12.01 hrs, Volume= 0.394 of
Outflow = 6.58 cfs @ 12.02 hrs, Volume= 0.394 af, Atten= 1 %, Lag= 0.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.45 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 1.21 fps, Avg. Travel Time= 4.6 min
Peak Storage= 487 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.36'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 521.70 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 330.0' Slope= 0.0197 7'
Inlet Invert= 641.90', Outlet Invert= 635.40'
7
4
3
0
LL
3
2
1
Reach S-PD-W: Perimeter Ditch W
Hydrograph
II' III
6.58 cfs fs I 141� W AAPr 1 6.14ii �cl
1 1 1 Ii 1 1 1 IAgl. i=idv� ���tih�b.i3b�i
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 82
Summary for Reach S-S1t: SSLF terrace
Inflow Area = 0.528 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.01 cfs @ 12.01 hrs, Volume= 0.222 of
Outflow = 3.59 cfs @ 12.06 hrs, Volume= 0.222 af, Atten= 11 %, Lag= 2.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.12 fps, Min. Travel Time= 4.5 min
Avg. Velocity = 0.36 fps, Avg. Travel Time= 14.0 min
Peak Storage= 961 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.70'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 27.16 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 300.0' Slope= 0.0283 7'
Inlet Invert= 704.50', Outlet Invert= 696.00'
Reach S-S1t: SSLF terrace
Hydrograph
4.01 cfs 71 1 1 1
4 Inflow Area=0.528 ac
3.59 cfs IIIIIIII Avg. Flow Depth=0.70'
-'-I rl 11 IT T TIT Max Vet=1.12 fps
3 l l l l l l l l l l l l n=0.110
i f l� l l fi l fi L=300.0'
LL 2 S=0.0283 T
I H H H H I Capacity= 7 16 1ST
II1H H1 IIIIIIIII IIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 83
Summary for Reach S-S2b: SSLF S2r
Inflow Area = 1.006 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.64 cfs @ 12.01 hrs, Volume= 0.424 of
Outflow = 6.56 cfs @ 12.07 hrs, Volume= 0.424 af, Atten= 14%, Lag= 3.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.56 fps, Min. Travel Time= 5.6 min
Avg. Velocity = 0.47 fps, Avg. Travel Time= 18.4 min
Peak Storage= 2,188 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.18'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 26.53 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 520.0' Slope= 0.0192 '/'
Inlet Invert= 680.00', Outlet Invert= 670.00'
Reach S-S2b: SSLF S2r
Hydrograph
7.64 cfs
8 - - Inflow Area=1.006 ac
7 6.56 cfs III Avg. Flow Depth=1.18'
6 Max Vet=1.56 fps
l l l l l l l l l l l l l n=0.090
5 i L=520.0'
U. 4 H H H IH FT T I- T—I H 1-S=0.0192 T
3 Capcity6.53 cfls
H Hfit iH H HHIH H � � I � � �_
2 HI H H H H IHIH H H H 1-+1H1H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 84
Summary for Reach S-S3b: SSLF S3r
Inflow Area = 1.290 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.80 cfs @ 12.01 hrs, Volume= 0.544 of
Outflow = 8.08 cfs @ 12.07 hrs, Volume= 0.544 af, Atten= 18%, Lag= 3.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.66 fps, Min. Travel Time= 6.6 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 22.9 min
Peak Storage= 3,218 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.27'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 26.85 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 660.0' Slope= 0.0197 7'
Inlet Invert= 655.00', Outlet Invert= 642.00'
Reach S-S3b: SSLF S3r
Hydrograph
III
9.80 cfs
10
8.08 cfs A,4c , IFJ-6"6 iih-61,2� 'I
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 85
Summary for Reach S-SE1t: SSLF SE1t
Inflow Area = 0.523 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.98 cfs @ 12.01 hrs, Volume= 0.221 of
Outflow = 3.50 cfs @ 12.06 hrs, Volume= 0.221 af, Atten= 12%, Lag= 2.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.16 fps, Min. Travel Time= 4.9 min
Avg. Velocity = 0.37 fps, Avg. Travel Time= 15.3 min
Peak Storage= 1,025 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.68'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 28.76 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 340.0' Slope= 0.0318 '/'
Inlet Invert= 708.30', Outlet Invert= 697.50'
Reach S-SE1t: SSLF SE1t
Hydrograph
3.98 cfs
4
r� Inflow Area=0.523 ac
3.50, cfs Avg. Flow Depth=0.68'
1H H H H Max Vet=1.16 fps
3 �
n=0.110
t H H I H t L=340.0'
LL 2 S=0.0318 T
H H H H H I Capacity=28 761S�
III IIIiIII11111111111 II111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
IN Inflow 1111
❑ outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 86
Summary for Reach S-SE2b: SSLF SE2b
Inflow Area = 0.746 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.67 cfs @ 12.01 hrs, Volume= 0.314 of
Outflow = 4.78 cfs @ 12.07 hrs, Volume= 0.314 af, Atten= 16%, Lag= 3.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.44 fps, Min. Travel Time= 6.0 min
Avg. Velocity = 0.44 fps, Avg. Travel Time= 19.7 min
Peak Storage= 1,727 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.05'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 26.53 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 520.0' Slope= 0.0192 7'
Inlet Invert= 678.00', Outlet Invert= 668.00'
Reach S-SE2b: SSLF SE2b
Hydrograph
6 I i 5.67 cfs I I I I I I I I I I I i
Inflow Area=0.746 ac
4.78 cfs Avg. Flow Depth=1.05'
5
I LI L I� U _L Max Vet=1.44 fps
4 H I H H WHIH1 I H n=0.090
L=520.0'
3 S=0.0192 '/'
2 Capacity=26.53 cfs
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 87
Summary for Reach S-SE3b: SSLF SE3b
Inflow Area = 1.302 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.89 cfs @ 12.01 hrs, Volume= 0.548 of
Outflow = 8.04 cfs @ 12.07 hrs, Volume= 0.548 af, Atten= 19%, Lag= 3.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.66 fps, Min. Travel Time= 7.0 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 24.3 min
Peak Storage= 3,381 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.27'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.05 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 7' Top Width= 12.00'
Length= 700.0' Slope= 0.0200 T
Inlet Invert= 652.00', Outlet Invert= 638.00'
Reach S-SE3b: SSLF SE3b
Hydrograph
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1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 88
Summary for Reach S-SW1t: SSLF terrace
Inflow Area = 0.799 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.07 cfs @ 12.01 hrs, Volume= 0.337 of
Outflow = 5.20 cfs @ 12.07 hrs, Volume= 0.337 af, Atten= 14%, Lag= 3.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.28 fps, Min. Travel Time= 5.6 min
Avg. Velocity = 0.39 fps, Avg. Travel Time= 18.4 min
Peak Storage= 1,751 cf @ 12.07 hrs
Average Depth at Peak Storage= 0.79'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 28.59 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 7' Top Width= 19.50'
Length= 430.0' Slope= 0.0314 7'
Inlet Invert= 704.50', Outlet Invert= 691.00'
Reach S-SW1t: SSLF terrace
Hydrograph
6.07 cfs
Inflow Area=0.799 ac
6-
5.20 cfs Avg. Flow Depth=0.79'
5 Max Vet=1.28 fps
�4 II�II Illlllllllllllllllllllln=0.110
H H H H H H I H H H_� L=430.0'
LL 3 S=0.0314 '/'
Cap c1ty=28.59 cfs
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 89
Summary for Reach S-SW2b: SSLF SW2r
Inflow Area = 0.482 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.66 cfs @ 12.01 hrs, Volume= 0.203 of
Outflow = 3.28 cfs @ 12.06 hrs, Volume= 0.203 af, Atten= 10%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.18 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.38 fps, Avg. Travel Time= 13.6 min
Peak Storage= 863 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.96'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 23.05 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 310.0' Slope= 0.0145 '/'
Inlet Invert= 670.00', Outlet Invert= 665.50'
Reach S-SW2b: SSLF SW2r
Hydrograph
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4 3I66 cfs ❑Inflow
I I I I I. ❑ Outflow
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1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 90
Summary for Pond C-1 E: Culverts under access road
[57] Hint: Peaked at 613.94' (Flood elevation advised)
[62] Hint: Exceeded Reach S-PD-NE2 OUTLET depth by 1.35' @ 12.06 hrs
Inflow Area = 23.472 ac, 0.00% Impervious, Inflow Depth = 5.30" for 100-year event
Inflow = 161.07 cfs @ 12.06 hrs, Volume= 10.363 of
Outflow = 161.07 cfs @ 12.06 hrs, Volume= 10.363 af, Atten= 0%, Lag= 0.0 min
Primary = 161.07 cfs @ 12.06 hrs, Volume= 10.363 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 613.94' @ 12.06 hrs
Device Routing Invert Outlet Devices
#1 Primary 606.00' 36.0" Round Culvert X 2.00
L= 500.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 606.00' / 598.00' S= 0.0160 '/' Cc= 0.900
n= 0.012, Flow Area= 7.07 sf
#2 Device 1 612.00' 36.0" x 48.0" Horiz. Drop Inlet/Junction Box X 2.00 C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=161.02 cfs @ 12.06 hrs HW=613.94' TW=580.67' (Dynamic Tailwater)
L1=Culvert (Passes 161.02 cfs of 172.76 cfs potential flow)
L2=Drop Inlet/Junction Box (Orifice Controls 161.02 cfs @ 6.71 fps)
Pond C-1 E: Culverts under access road
Hydrograph
160
161.07
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
0 Primary

SSLF Output
SS Landfill Design -Soil Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 91
Summary for Pond C-1W: Culverts under access road
[57] Hint: Peaked at 636.71' (Flood elevation advised)
[62] Hint: Exceeded Reach S-PD-NW OUTLET depth by 0.47' @ 12.04 hrs
[62] Hint: Exceeded Reach S-PD-W OUTLET depth by 0.95' @ 12.04 hrs
Inflow Area = 3.600 ac, 0.00% Impervious, Inflow Depth = 5.86" for 100-year event
Inflow = 29.12 cfs @ 12.04 hrs, Volume= 1.758 of
Outflow = 29.12 cfs @ 12.04 hrs, Volume= 1.758 af, Atten= 0%, Lag= 0.0 min
Primary = 29.12 cfs @ 12.04 hrs, Volume= 1.758 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 636.71' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 632.00' 24.0" Round Culvert
L= 150.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 632.00' / 622.00' S= 0.0667 T Cc= 0.900
n= 0.012, Flow Area= 3.14 sf
#2 Device 1 635.00' 24.0" x 36.0" Horiz. Manhole C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=29.10 cfs @ 12.04 hrs HW=636.70' TW=622.25' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 29.10 cfs @ 9.26 fps)
L2=Manhole (Passes 29.10 cfs of 37.68 cfs potential flow)
Pond C-1W: Culverts under access road
Hydrograph
T
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❑Inflow
❑ Primary
30
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SSLF Output
SS Landfill Design -Soil Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 3/16/2021
HvdroCAD® 10.00-20 s/n 01723 © 2017 HvdroCAD Software Solutions LLC Paae 92
Summary for Pond LP-1: Leachate Riser Pad
[57] Hint: Peaked at 615.30' (Flood elevation advised)
[62] Hint: Exceeded Reach S-PD-E OUTLET depth by 0.91' @ 12.06 hrs
Inflow Area = 18.701 ac, 0.00% Impervious, Inflow Depth = 5.31" for 100-year event
Inflow = 128.39 cfs @ 12.06 hrs, Volume= 8.282 of
Outflow = 128.39 cfs @ 12.06 hrs, Volume= 8.282 af, Atten= 0%, Lag= 0.0 min
Primary = 128.39 cfs @ 12.06 hrs, Volume= 8.282 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 615.30' @ 12.06 hrs
Device Routing Invert Outlet Devices
#1 Primary 612.40' 96.0" W x 36.0" H Box Culvert
L= 40.0' RCP, groove end w/headwall, Ke= 0.200
Inlet / Outlet Invert= 612.40' / 612.00' S= 0.0100 '/' Cc= 0.900
n= 0.013, Flow Area= 24.00 sf
Primary OutFlow Max=128.26 cfs @ 12.06 hrs HW=615.29' TW=613.93' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 128.26 cfs @ 7.39 fps)
Pond LP-1: Leachate Riser Pad
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
O Inflow Ill
■ Primary

ALN C907.001.012I REV. C
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LEGEND
N — — — DUKE ENERGY PROPERTY BOUNDARY
LOW LANDFILL LIMIT OF WASTE
EXISTING MAJOR CONTOUR (10 FT)
EXISTING MINOR CONTOUR (2 FT)
620 PROPOSED MAJOR CONTOURS (1 OFT)
PROPOSED MINOR CONTOUR (2 FT)
------- 620-------- HISTORICAL BOTTOM OF ASH MAJOR CONTOURS (1 OFT)
HISTORICAL BOTTOM OF ASH MINOR CONTOURS (2 FT)
OE OE EXISTING OVERHEAD ELECTRIC
EXISTING ROAD
EXISTING TREELINE
GUARD RAIL
STORMWATER MANAGEMENT AREA (CONCEPTUAL)
STORMWATER CULVERT (CONCEPTUAL)
STORMWATER FLOW DIRECTION (CONCEPTUAL)
- — — — - CONCEPTUAL DIKE BREACH LIMITS
0 DROP INLET
DOWNDRAIN APRON
PERIMETER ROAD
+ + + + + + WETLANDS
------------------ STORMWATER FEATURE DRAINAGE AREA (TYP.)
A I/\TC C,
1. REFER TO SHEET ALN_C907.001.002 FOR REFERENCES.
2. FINAL COVER STORMWATER DESIGN IS SUBJECT TO CHANGE AS THE LANDFILL DESIGN IS REFINED AND UPDATED. THE
FEATURES CURRENTLY SHOWN IN THESE DRAWINGS ARE BASED ON CALCULATIONS COMPLETED FOR THE CURRENT LEVEL OF
DESIGN.
3. HISTORICAL DOCUMENTS INDICATE THAT THE INTERNAL SLOPE OF THE AAB NORTH DIKE WAS CONSTRUCTED SUCH THAT
IN -SITU ASH EXISTS BELOW PORTIONS OF THE DIKE EMBANKMENT FILL.
4. THE INTENT IN BREACHING THE DIKES IS TO REMOVE THEM FROM REGULATION AS DAMS. THIS WILL BE ACCOMPLISHED BY
PERFORMING A FULL LOCAL BREACH I.E. TO REMOVE A PORTION OF THE DIKE COMPLETELY DOWN TO NATIVE GROUND AT ITS
LOWEST POINT SUCH THAT THE DIKE WILL NOT IMPOUND WATER. FOLLOWING THE DIKE BREACH, A RISER STRUCTURE AND
OUTFALL WILL BE CONSTRUCTED AT THE EAST END OF THE PROPOSED STORMWATER PONDS AND WILL DISCHARGE
STORMWATER THROUGH THE BREACH.
5. FOLLOWING REMOVAL OF ASH, AREAS LEADING TO THE BREACH WILL BE BACKFILLED AS NEEDED SUCH THAT THE FORMER ASH
BASIN AREA WILL DRAIN STORMWATER BY GRAVITY AND WATER WILL NOT BE IMPOUNDED.
CURRENT LAYER SHOWN
LANDFILL COVER SYSTEM
NOT TO SCALE
0 150 300 450
GRAPHIC SCALE (IN FEET)
TITLE
AcCOM
3" VEGETATIVE SOIL COVER LAYER
18" PROTECTIVE SOIL LAYER
GEOCOMPOSITE DRAINAGE LAYER
40-MIL DOUBLE -SIDED, TEXTURED
LLDPE GEOMEMBRANE
12" INTERIM COVER LAYER
CCR MATERIAL
REV
DATE
APPD
DESCRIPTION
A
06/23/21
JDM
PERMIT TO CONSTRUCT 300
B
08/23/21
JDM
PERMIT TO CONSTRUCT 600
C
I 10/20/21
1 JDM
I PERMIT TO CONSTRUCT 900
FINAL COVER STORMWATER PLAN
ABLE (3621-INDUS) - PERMIT TO CONSTRUCT - 90%
ALLEN STEAM STATION
GASTON COUNTY. NORTH CAROLINA
N.C. ENGINEERING LICENSE NO. FOR ISSUED FOR REVIEW
F-0342
SEAL SCALE: AS SHOWN DES: BCL
DUKEDWG TYPE:.DWG DFTR: MLM
Ln JOB NO: 60603204 CHKD: JDM
R
O JDM ENERGY
DATE: 10-20-2021 ENGR.
FILENAME: 012 - FINAL COVER STORMWATER PLAN .DWG APPD: JDM
DWG SIZE DRAWING NO. REVISION
ANSI ALN_C907.001.012 C
22.0"x34.0"
z
0
9
0
N
0
0
INCHES 1 2 5 (TENTHS j0 20 30
1

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Routing Diagram for ABLF Landfill Design_North - PTC
Prepared by AECOM, Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC
Prepared by AECOM
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 100-year Type II 24-hr Default 24.00 1 7.39 2
Printed 6/21/2023
Paae 2

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN
Description
(acres)
(subcatchment-numbers)
36.949 80
Final Cover (EN1b-S, EN1t-s, EN2b-s, LD-AR1s, LD-AR2s, LD-AR3s, LD-AR4s,
N1b-s, N1t-s, N2bs, N3b-s, NE1bS, NE2bS, PD-NE1s, PD-NE2s, PD-NE3s,
PD-NW1s, PD-NW2s, PD-W1s, PD-WNs, T-NE, T-WN, WN1b-s, WN1t-s, WN2b-s,
WN3b-s)
4.454 96
Gravel surface, HSG D (PD-NE1s, PD-NE2s, PD-NE3s, PD-NW1s, PD-NW2s,
PD-W1s, PD-WNs)
41.403 82
TOTAL AREA

ABLF Landfill Design_North - PTC
Prepared by AECOM
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Area Soil
(acres) Group
0.000
HSG A
0.000
HSG B
0.000
HSG C
4.454
HSG D
36.949
Other
41.403
Soil Listing (all nodes)
Subcatchment
Numbers
ABLF NORTH - OUTPUT
Printed 6/21/2023
Paae 4
PD-NE1s, PD-NE2s, PD-NE3s, PD-NW1s, PD-NW2s, PD-W1s, PD-WNs
EN1b-S, EN1t-s, EN2b-s, LD-AR1s, LD-AR2s, LD-AR3s, LD-AR4s, N1b-s, N1t-s,
N2bs, N3b-s, NE1bS, NE2bS, PD-NE1s, PD-NE2s, PD-NE3s, PD-NW1s,
PD-NW2s, PD-W1s, PD-WNs, T-NE, T-WN, WN1b-s, WN1t-s, WN2b-s, WN3b-s
TOTAL AREA

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 36.949
0.000 0.000 0.000 4.454 0.000
0.000 0.000 0.000 4.454 36.949
36.949 Final Cover EN1b-S, EN1t-s,
EN2b-s, LD-AR1 s,
LD-AR2s, LD-AR3s,
LD-AR4s, N 1 b-s,
N1t-s, N2bs, N3b-s,
NE1bS, NE2bS,
PD-NE1 s,
PD-NE2s,
PD-NE3s,
PD-NW1 s,
PD-NW2s, PD-W1s,
PD-WNs, T-NE,
T-WN, WN1b-s,
WN1t-s, WN2b-s,
WN3b-s
4.454 Gravel surface PD-NE1s,
PD-NE2s,
PD-NE3s,
PD-NW1 s,
PD-NW2s, PD-W1s,
PD-WNs
41.403 TOTAL AREA

ABLF Landfill Design_North - PTC
Prepared by AECOM
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC
ABLF NORTH - OUTPUT
Printed 6/21/2023
Page 6
Pipe
Listing (all nodes)
Line# Node In -Invert
Out -Invert
Length
Slope n
Width
Diam/Height
Inside -Fill
Number (feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1 NE -CB 625.00
600.00
100.0
0.2500 0.012
0.0
36.0
0.0
2 NW-CB1 635.00
633.00
100.0
0.0200 0.012
0.0
36.0
0.0
3 NW-CB2 625.00
620.00
100.0
0.0500 0.012
0.0
36.0
0.0

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 7
Time span=0.00-72.00
hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
SubcatchmentEN1b-S: EN berm
Runoff Area=11,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=2.01 cfs 0.111 of
SubcatchmentEN1t-s: EN1t-s
Runoff Area=27,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=60'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.79 cfs 0.266 of
SubcatchmentEN2b-s: EN berm
Runoff Area=41,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=7.18 cfs 0.398 of
Subcatchment LD-AR1 s: AR DA
Runoff Area=99,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=17.26 cfs 0.958 of
Subcatchment LD-AR2s: AR DA
Runoff Area=64,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.30 cfs 0.627 of
Subcatchment LD-AR3s: AR DA
Runoff Area=30,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.30 cfs 0.294 of
Subcatchment LD-AR4s: AR DA
Runoff Area=86,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=15.13 cfs 0.840 of
SubcatchmentN1b-s: N berm
Runoff Area=115,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=20.05 cfs 1.112 of
SubcatchmentN1t-s: N1T-S
Runoff Area=102,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=90'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=17.84 cfs 0.989 of
SubcatchmentN2bs: N berm
Runoff Area=88,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=15.34 cfs 0.851 of
SubcatchmentN3b-s: N berm
Runoff Area=68,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.94 cfs 0.663 of
SubcatchmentNE1bS: NE berm
Runoff Area=89,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=15.61 cfs 0.866 of
SubcatchmentNE2bS: NE berm
Runoff Area=31,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.49 cfs 0.305 of
SubcatchmentPD-NE1s: Perimeter Ditch
Runoff Area=111,700 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=21.16 cfs 1.202 of
SubcatchmentPD-NE2s: Perimeter Ditch
NE Runoff Area=97,500 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=18.47 cfs 1.049 of
SubcatchmentPD-NE3s: Perimeter Ditch
NE Runoff Area=62,500 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=11.84 cfs 0.673 of

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 8
Subcatchment PD-NW1 s: Perimeter Ditch Runoff Area=43,100 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=8.17 cfs 0.464 of
SubcatchmentPD-NW2s: Perimeter Ditch Runoff Area=125,000 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=23.68 cfs 1.345 of
SubcatchmentPD-W1 s: Perimeter Ditch W1 Runoff Area=103,500 sf 0.00% Impervious Runoff Depth=5.74"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=86 Runoff=19.89 cfs 1.137 of
SubcatchmentPD-WNs: Perimeter Ditch WN Runoff Area=44,500 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100' Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=8.43 cfs 0.479 of
SubcatchmentT-NE: Top of landfill Runoff Area=85,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=1,000' Tc=21.8 min CN=80 Runoff=10.36 cfs 0.822 of
SubcatchmentT-WN: Top of landfill Runoff Area=73,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=600' Tc=16.7 min CN=80 Runoff=10.34 cfs 0.711 of
SubcatchmentWN1 b-s: WN berm
Runoff Area=42,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=7.36 cfs 0.408 of
SubcatchmentWN1t-s: WN1T-S
Runoff Area=83,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=90'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=14.58 cfs 0.809 of
SubcatchmentWN2b-s: WN berm
Runoff Area=66,900 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.66 cfs 0.647 of
SubcatchmentWN3b-s: WN berm
Runoff Area=8,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=1.48 cfs 0.082 of
Reach EN1b: EN Berm Avg. Flow Depth=0.69' Max Vet=1.38 fps Inflow=2.01 cfs 0.111 of
n=0.090 L=130.0' S=0.0308 T Capacity=33.56 cfs Outflow=1.96 cfs 0.111 of
Reach EN1t: EN1t Avg. Flow Depth=0.81' Max Vet=1.01 fps Inflow=4.79 cfs 0.266 of
n=0.110 L=270.0' S=0.0193 '/' Capacity=22.39 cfs Outflow=4.29 cfs 0.266 of
Reach EN2b: EN Berm Avg. Flow Depth=1.19' Max Vet=1.59 fps Inflow=7.18 cfs 0.398 of
n=0.090 L=300.0' S=0.0200 '/' Capacity=27.05 cfs Outflow=6.73 cfs 0.398 of
Reach LD-AR1: Letdown AR
Avg. Flow Depth=0.37' Max Vet=11.49 fps
Inflow=24.94 cfs
1.780 of
n=0.018
L=800.0' S=0.0875 '/' Capacity=521.12 cfs
Outflow=24.77 cfs
1.780 of
Reach LD-AR2: Letdown AR
Avg. Flow Depth=0.64' Max Vet=12.34 fps
Inflow=49.66 cfs
3.257 of
n=0.018
L=530.0' S=0.0547 '/' Capacity=412.10 cfs
Outflow=49.51 cfs
3.257 of
Reach LD-AR3: Letdown AR
Avg. Flow Depth=0.75' Max Vet=17.33 fps
Inflow=84.29 cfs
5.653 of
n=0.018
L=320.0' S=0.0906 '/' Capacity=530.35 cfs
Outflow=84.24 cfs
5.653 of
Reach LD-AR4: Letdown AR
Avg. Flow Depth=1.01' Max Vet=15.35 fps
Inflow=108.53 cfs
7.155 of
n=0.018
L=700.0' S=0.0514 '/' Capacity=399.52 cfs Outflow=108.16 cfs
7.155 of

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 9
Reach LD-EN1: Letdown EN1 Avg. Flow Depth=0.10' Max Vet=8.68 fps Inflow=4.29 cfs 0.266 of
n=0.018 L=156.0' S=0.2679 '/' Capacity=911.93 cfs Outflow=4.29 cfs 0.266 of
Reach LD-EN2: Letdown EN2
Avg. Flow Depth=0.18' Max Vet=13.62 fps
Inflow=12.93 cfs
0.776 of
n=0.018
L=150.0' S=0.3033 '/' Capacity=970.28 cfs
Outflow=12.92 cfs
0.776 of
Reach LD-N1: Letdown N1
Avg. Flow Depth=0.21' Max Vet=15.58 fps
Inflow=17.55 cfs
1.112 of
n=0.018
L=135.0' S=0.3259'/' Capacity=1,005.76 cfs
Outflow=17.55 cfs
1.112 of
Reach LD-NE2: Letdown NE2
Avg. Flow Depth=0.21' Max Vet=15.85 fps
Inflow=18.02 cfs
1.170 of
n=0.018
L=120.0' S=0.3333'/' Capacity=1,017.13 cfs
Outflow=18.02 cfs
1.170 of
Reach LD-WN1: Letdown WN1
Avg. Flow Depth=0.16' Max Vet=11.85 fps
Inflow=10.34 cfs
0.711 of
n=0.018
L=150.0' S=0.2533 '/' Capacity=886.71 cfs
Outflow=10.34 cfs
0.711 of
Reach LD-WN2: Letdown WN2
Avg. Flow Depth=0.22' Max Vet=13.80 fps
Inflow=16.64 cfs
1.119 of
n=0.018
L=190.0' S=0.2368 '/' Capacity=857.37 cfs
Outflow=16.64 cfs
1.119 of
Reach LD-WN3: Letdown WN3
Avg. Flow Depth=0.29' Max Vet=17.35 fps
Inflow=28.18 cfs
1.928 of
n=0.018
L=130.0' S=0.2692 '/' Capacity=914.11 cfs
Outflow=28.18 cfs
1.928 of
Reach LD-WN4: Letdown WN4
Avg. Flow Depth=0.34' Max Vet=20.52 fps
Inflow=39.37 cfs
2.657 of
n=0.018
L=130.0' S=0.3154 '/' Capacity=989.37 cfs
Outflow=39.37 cfs
2.657 of
Reach N1b: N Berm Avg. Flow Depth=1.58' Max Vet=2.34 fps Inflow=20.05 cfs 1.112 of
n=0.090 L=710.0' S=0.0296 '/' Capacity=32.90 cfs Outflow=17.55 cfs 1.112 of
Reach N1t: N1t Avg. Flow Depth=1.20' Max Vet=1.40 fps Inflow=17.84 cfs 0.989 of
n=0.110 L=825.0' S=0.0218 '/' Capacity=23.83 cfs Outflow=13.09 cfs 0.989 of
Reach N21b: N Berm Avg. Flow Depth=1.45' Max Vet=2.25 fps Inflow=15.34 cfs 0.851 of
n=0.090 L=490.0' S=0.0306 '/' Capacity=33.47 cfs Outflow=14.14 cfs 0.851 of
Reach N3b: N Berm Avg. Flow Depth=1.33' Max Vet=1.98 fps Inflow=11.94 cfs 0.663 of
n=0.090 L=600.0' S=0.0267 '/' Capacity=31.24 cfs Outflow=10.45 cfs 0.663 of
Reach NEW NE Berm Avg. Flow Depth=1.45' Max Vet=2.04 fps Inflow=15.61 cfs 0.866 of
n=0.090 L=800.0' S=0.0250 '/' Capacity=30.25 cfs Outflow=12.91 cfs 0.866 of
Reach NE2b: NE Berm Avg. Flow Depth=0.93' Max Vet=2.05 fps Inflow=5.49 cfs 0.305 of
n=0.090 L=220.0' S=0.0455 '/' Capacity=40.78 cfs Outflow=5.35 cfs 0.305 of
Reach PD-NE1: Perimeter Ditch NE Avg. Flow Depth=0.66' Max Vet=6.29 fps Inflow=21.16 cfs 1.202 of
n=0.020 L=545.0' S=0.0202 '/' Capacity=528.11 cfs Outflow=20.83 cfs 1.202 of
Reach PD-NE2: Perimeter Ditch NE Avg. Flow Depth=1.04' Max Vet=6.59 fps Inflow=42.48 cfs 2.498 of
n=0.020 L=625.0' S=0.0136 '/' Capacity=433.50 cfs Outflow=41.73 cfs 2.498 of
Reach PD-NE3: Perimeter Ditch NE Avg. Flow Depth=0.65' Max Vet=3.59 fps Inflow=11.84 cfs 0.673 of
n=0.020 L=300.0' S=0.0067 '/' Capacity=303.51 cfs Outflow=11.67 cfs 0.673 of

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 10
Reach PD-NW1: Perimeter Ditch NW Avg. Flow Depth=0.40' Max Vet=4.79 fps Inflow=8.17 cfs 0.464 of
n=0.020 L=320.0' S=0.0203 '/' Capacity=529.79 cfs Outflow=8.09 cfs 0.464 of
Reach PD-NW2: Perimeter Ditch NW Avg. Flow Depth=0.70' Max Vet=6.52 fps Inflow=23.68 cfs 1.345 of
n=0.020 L=540.0' S=0.0204 '/' Capacity=530.55 cfs Outflow=23.34 cfs 1.345 of
Reach PD-W1: Perimeter Ditch W1 Avg. Flow Depth=0.64' Max Vet=6.22 fps Inflow=19.89 cfs 1.137 of
n=0.020 L=630.0' S=0.0206 '/' Capacity=533.98 cfs Outflow=19.48 cfs 1.137 of
Reach PD-WN: Perimeter Ditch WN Avg. Flow Depth=1.09' Max Vet=9.53 fps Inflow=65.31 cfs 4.273 of
n=0.020 L=260.0' S=0.0269 '/' Capacity=609.94 cfs Outflow=65.22 cfs 4.273 of
Reach WN1b: WN Berm Avg. Flow Depth=1.15' Max Vet=1.62 fps Inflow=7.36 cfs 0.408 of
n=0.090 L=510.0' S=0.0216 '/' Capacity=28.09 cfs Outflow=6.39 cfs 0.408 of
Reach WN1t: WN1t Avg. Flow Depth=1.15' Max Vet=1.34 fps Inflow=14.58 cfs 0.809 of
n=0.110 L=620.0' S=0.0210 '/' Capacity=23.36 cfs Outflow=11.54 cfs 0.809 of
Reach WN2b: WN Berm Avg. Flow Depth=1.36' Max Vet=1.79 fps Inflow=11.66 cfs 0.647 of
n=0.090 L=620.0' S=0.0210 '/' Capacity=27.70 cfs Outflow=9.93 cfs 0.647 of
Reach WN3b: WN Berm Avg. Flow Depth=0.63' Max Vet=1.22 fps Inflow=1.48 cfs 0.082 of
n=0.090 L=110.0' S=0.0273 '/' Capacity=31.59 cfs Outflow=1.45 cfs 0.082 of
Pond NE -CB: NE DROP INLET Peak EIev=632.04' Inflow=80.13 cfs 4.870 of
Outflow=80.13 cfs 4.870 of
Pond NW-CB1: NW DROP INLET Peak EIev=642.99' Inflow=173.37 cfs 11.428 of
Outflow=173.37 cfs 11.428 of
Pond NW-CB2: NW DROP INLET Peak EIev=630.86' Inflow=31.42 cfs 1.809 of
Outflow=31.42 cfs 1.809 of
Total Runoff Area = 41.403 ac Runoff Volume = 18.107 of Average Runoff Depth = 5.25"
100.00% Pervious = 41.403 ac 0.00% Impervious = 0.000 ac

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment EN1b-S: EN berm
NE
Runoff = 2.01 cfs @ 12.01 hrs, Volume= 0.111 af, Depth= 5.06"
Routed to Reach EN1b : EN Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
11,500 80 Final Cover
11,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment EN1b-S: EN berm
Hydrograph
��III IIIIII� IIIIIIII
2 2.01 cfs 7 IT T 1 F 1 F T F1 Ff -1
I I 1111b�-��alr IR1a�n�fa�ll��.�i�'�
IIIIIIII I I III I fthdff A►rletli#111;500 0
1 1 1 1 1 1 1 1 1 1 1 1 1 1 P�ggofflYqlyrlrllp70f1111 pf
l�unl°f ID�ept�hr�5'P'1
.2 1 Flow L n h=1
U. I I l l l l l l l 11 l l l l II l l o i e1 t 010�
� d le-�.��ob ,
p
Itc- 10.0 min
11111111111111111111 CN=80
II I11111111111111111111 1
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
❑ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment EN1t-s: EN1t-s
NE
Runoff = 4.79 cfs @ 12.01 hrs, Volume= 0.266 af, Depth= 5.06"
Routed to Reach EN1t : EN1t
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
27,500 80 Final Cover
27,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.1 60 0.3300 0.49 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.1 60 Total, Increased to minimum Tc = 10.0 min
Subcatchment EN1t-s: EN1t-s
Hydrograph
5 III 4.79 cfs
I� I I I- L I LI L L1166-�4�r-IRlajntf jI .3�-i
4 IIII III I I I IIII RUhdff Arle6#27�500 Sf
I--t 1 4 14 1 -k I H �R49offtVolump=0.266 a#
3 3 l 1 1 1 1 I 1 I I Runoff Depth=
Flow Len th=60
LL 2 1 1 rt rt l rt 1 1 fi 1 �I �I r r I� ��� �e1�sobfii1
p
III Tc-10.0 min
1 11111 II -Tim 111111111111111111CNr-sQ
l ' II'IIIIIIIIIIIIIIIIIIIIIIIII
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment EN2b-s: EN berm
NE
Runoff = 7.18 cfs @ 12.01 hrs, Volume= 0.398 af, Depth= 5.06"
Routed to Reach EN2b : EN Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
41,200 80 Final Cover
41,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment EN2b-s: EN berm
Hydrograph
■ Runoff
7.18 cfs H 1 �T ilie+ll 1 4�
7
I� I I I I I L I LI L L-1166-�4alr]Rlajnt.- I
6 I I I A.4..J6-4-AA 171AA ig
5 P�4goI�IYo114q70M8 a#
0 4 �qnr,D�h�
I�'0�,1LL Flow Len t=100
3 rt 1 rt l rt l 1 fi l -I r r I-1ob1i1
p
1-1 4 141 4-1 1 H H I-� 14 1T �:6Ab,(�
2
1 IIII, I111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment LD-AR1 s: AR DA
NE
Runoff = 17.26 cfs @ 12.01 hrs, Volume= 0.958 af, Depth= 5.06"
Routed to Reach LD-AR1 : Letdown AR
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
99,000 80 Final Cover
99,000 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass:
Short n= 0.150 P2= 3.41"
3.1
100
Total, Increased to minimum
Tc =
10.0 min
Subcatchment
LD-AR1s: AR DA
Hydrograph
19
H
1 H I rt
_
H1 IH H I H I H
Runoff
18
17.26cfs
IHIHIHIHIHHH
H H I
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H
IH t
I-
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t
HI
H11 �Ch- a��R1 n ally '�
116
5
14
IH
1 H
1 H
H I H 1
H I
HI
HI ft6bf#-Ar0b:�000--1sf
13
12
H
H
I H
I H H I
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H
F 49°Ig1 Yp4mp�f�"
o ,9
H
H
I H
I H I H I
H I
HI
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LL8
- —�
t sH°i
IHI
+IHIHIHIHIHIHIHI
H I�--
7d
.JJV�
6
IHI
H1H1+1+1H1H1H1H1HH1-t�6-6.41
6
5
4
H
I H
1 H
1 H H 1
H 1
HI
H H H H I-f H C-N��Q
3
2
1H
1
1H1
H I H IH
HI
H H H H IH IH 1HI H I
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment LD-AR2s: AR DA
NE
Runoff = 11.30 cfs @ 12.01 hrs, Volume= 0.627 af, Depth= 5.06"
Routed to Reach LD-AR2 : Letdown AR
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
64,800 80 Final Cover
64,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment LD-AR2s: AR DA
Hydrograph
12
11.3o
cfs
14
1 + + 1
1-1
-k-1
H H I I �--1 IN
11
Ill-l4�irl
10
j
-T
17
1 T T I
T 171
T-1166-J�airtRlln6lI6J.�3
9
1
1 1 1
1 1
1 1
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4
14
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4-
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0 6
-
rt
l rt
l rt l l
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fil
06
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-I
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I
I
II
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I
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4
4
14
1 1
J- I
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3
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II
C
IfiIfit
t-I
t-I �� 1 N 1-1 1
2
1
II
�IIIIIIIIIIIIIIIIIIIIIIIIII
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 16
Summary for Subcatchment LD-AR3s: AR DA
NE
Runoff = 5.30 cfs @ 12.01 hrs, Volume= 0.294 af, Depth= 5.06"
Routed to Reach LD-AR3 : Letdown AR
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
30,400 80 Final Cover
30,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment LD-AR3s: AR DA
Hydrograph
� � � I ❑Runoff
5.30 cfs
5
110�-y�a�r IRa�n�f2ill��.3�
4 t l t- I t- I t- I tI t tl R-Ortf-Arley# 0A00 sf
3 ��Iowlen
noff Eehr-�.P�'1
,LL I� -L I-i I- LI LI L Ll U I� t 002- iibbi
'Tc-10.0 min
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li II'lllllllllllllllllllllllll
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment LD-AR4s: AR DA
NE
Runoff = 15.13 cfs @ 12.01 hrs, Volume= 0.840 af, Depth= 5.06"
Routed to Reach LD-AR4 : Letdown AR
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
86,800 80 Final Cover
86,800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass:
Short n= 0.150 P2= 3.41"
3.1
100
Total, Increased to minimum
Tc =
10.0 min
Subcatchment
LD-AR4s: AR DA
Hydrograph
� Runoff
15
1 15.13
cfs
rt
rt
T
TI
�I tI I�p� 111r�
14
13
1-4
1
4
14
1 1
T 1
T
—
—
—
— —
—
—
— — — — — — — —
12
Jj1-1
1
-1
Id
I I
T
�-I Rij6bf-A6Bb086;800-M
IT
I_
T-TT-TI1
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10
0 8
1-1
1-
t
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t I t I
t I
TI
t-I �I nl�lRe r �l
-
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t �i
1-4
4
14
1 1
T 1
T
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d
6
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V
5
1-1
-1
1 -1
11 11
T I
TI
LI LI a 1-1 1 fc646.4 h"
4
3
IT
_
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IT T I
TI
TI
TI TI T IT IT IT MeN
2
-'
1-�IfiItIT
fit
t-I �1 N 1-1 1� I-t 1-1-1t
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment N1b-s: N berm
NE
Runoff = 20.05 cfs @ 12.01 hrs, Volume= 1.112 af, Depth= 5.06"
Routed to Reach N 1 b : N Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
115,000 80 Final Cover
115,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N1b-s: N berm
Hydrograph
H
1H
H H H H H IHIH
22
20
�- 20.05
cfs
�
I H 1 H 1
H
H
H H EE H
19
18
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17
16
H
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6
5
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HI
HI HI H IH I� IHQ
3
2
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H
11 +I
-H
H H HI H H H H H I
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 7:
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment N1t-s: N1T-S
NE
Runoff = 17.84 cfs @ 12.01 hrs, Volume= 0.989 af, Depth= 5.06"
Routed to Reach N 1 t: N 1 t
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
102,300 80 Final Cover
102,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.8 90 0.3300 0.53 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.8 90 Total, Increased to minimum Tc = 10.0 min
Subcatchment N1t-s: N1T-S
Hydrograph
H IH I—L I H I I I I19 Runoff
18 I 17-1 cfs 11 11 1 11 L I HI H1 HI H 1H I�
17p 11�1r�
16 IH 1- -1 1-L I H I I I L I HI H11 - al Rle n Il '�
15
14 IH 1- 14 1 H 1 �- 1 -�- I HI �-Rjbbf# Mela#102MO-0
12 A IH 1- 4 14 H 1 �- 1 4-1 HI 0 t` goff 0j98P
10
IH I- HI HI HI "nrI"'P'1
L . IH 1- 4 14 1 14-1 HI HI HLI H �i
Sid e0/
6 k IH 1- 4 14 1 1 14-1 HI HI H H IH Ifc646.6
5
4 IH 1- 4 14 1 H 1+ 1�— l HI HI H H H 14 H M Q
3
2 1+1 I H f-1 H 1--f H I-+ I+I
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment N2bs: N berm
NE
Runoff = 15.34 cfs @ 12.01 hrs, Volume= 0.851 af, Depth= 5.06"
Routed to Reach N2b : N Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
88,000 80 Final Cover
88,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N2bs: N berm
+ + Hydrograph
17 I I I �1 1 rt—� I
+ + I I � Runoff
15.34 cfs
15
111�
14 I� I� � I � I � I � I � I �I �11 �-�ali• �Rla�n�ll�.�'�
13
12 I� I_ 1 L L I LI LI Rtj6bf - ►r1e-t3:0B-8;�00-f
10 f 11
o IT -f I� I T I T I �I TI �I nl°O I�e� hr5'P '1
.2 - I h— GO
U.
6 Sid e0/
5 IT I_ -1 I L I L I L I T I i-I LI LI Ll I-1 I-Tc6jd� hlf6
4 IT ITITITITI TI El FI If I- T"��Q
3 — — —
I� T T 1 T I t- I t-1 t-I �1 tt I-1 I- -t I fi I T
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment N3b-s: N berm
NE
Runoff = 11.94 cfs @ 12.01 hrs, Volume= 0.663 af, Depth= 5.06"
Routed to Reach N3b : N Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
68,500 80 Final Cover
68,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment N3b-s: N berm
Hydrograph
14 1 T I+ Hi- - I4 IT IT 1 T I
13 11.94 cfs I
12 1 T 1 T I T I T 1 TI TI TI TI � I f6-� 111�4�ii1
11 -i IT I T I T I TI TI �11-aIR1anIl.�i'�
10
9 T I T I T I T I T I TI Rurhbf#-Arleb: W;50"f
Ulu
0 6 4 14 1 1 T 14-1 TI �I �I%nlor,Rep'j
IwLn 5 rtITITITIfiI TI �I �I T rtL trtl
S d e 6.iiob i
4
3 It—
T1T1T1T1 TI H H H H 14 ITS Q
2
1 T I T I T I TI TI TI TI 7 IT IT IT IT IT
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment NE1 bS: NE berm
NE
Runoff = 15.61 cfs @ 12.01 hrs, Volume= 0.866 af, Depth= 5.06"
Routed to Reach N E 1 b : NE Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
89,500 80 Final Cover
89,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment NE1 bS: NE berm
Hydrograph
I�
14
I
I- -I -� 14 14 1 + 1
17
16
15.61 cfs
-
I�
15
14
11
A IT/
A
I L
I L I L I-L
I
LI
p 111�14�irl
L11
13
12
17 1
7
I T
I T IT 1
-71
7-1
F-I R06 f-Ar1eb089;5f00-i9f
11
1-1 I
-t
1�
I t I t 1
t I
fit
�yqc# YOL"P�f""I
o ,9
1�
4
14
1 + 1 + 1
1-1
-1
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- 8
v. 71-1
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l
6
5
_
1_1 I_
1
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I L I L I
L I
LI
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p
LI Ll L 11 I�c6jdA
3
7
17ITITI-71
7-1
F-I F1 n 1t I-F I7MtO
fi1fiItItI
fit
t-I t-1 N 1-1 1--- It ItItl
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 23
Summary for Subcatchment NE2bS: NE berm
NE
Runoff = 5.49 cfs @ 12.01 hrs, Volume= 0.305 af, Depth= 5.06"
Routed to Reach NE2b : NE Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
31,500 80 Final Cover
31,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment NE2bS: NE berm
Hydrograph
+I+ICI
6
I 5.49 cfs
41 1 IIIIIIIIIIIII 11b�-y�a�r IRIa�n�f2ill��.3�'�
1 �I �I Rtj4d-ff ArO-b#311;5-00 sf
4
.2 FIowLn I l l l l l l l l l l l l l l l l e1 t 010
U.�
d
2
lac-10.0 m i n
tIt filt tI tI tI -tIt-It"=80
II IIIIIIIIIIIIIII1111M.,
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment PD-NE1s: Perimeter Ditch NE
NE
Runoff = 21.16 cfs @ 12.01 hrs, Volume= 1.202 af, Depth= 5.63"
Routed to Reach PD-NE1 : Perimeter Ditch NE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
76,700 80 Final Cover
35,000 96 Gravel surface, HSG D
111,700 85 Weighted Average
111,700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-NE1s: Perimeter Ditch NE
Hydrograph
i--t I-4
I rt
i n
I
I
14
21
121.16cfs1tIrtIfi
fi
fil
I IN11
t�— II-4111`
20
19
1-4 1
4
14
1 -� I �- 14-1
�-I
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18
17
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It It I
fi 1
L-1
t-Ralhdff J�tela#1�ifi'I �700V
16
15
1413
12
11
-
1+I+I
-I-I
H H
LL 10
9
I-L
I I I I I:E
1
D
ow Lennt 00
EI E1 a IS -L
8
7
—
1—E
—
4
14
1+ I+ 1
4-1
�-I
H H N 1--t ItcL-Jd 4
6
5
q
—
-1
C�
2
1 �- 14-1
�-I
�-I �-I N 1-4 14 I4 14 1
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment PD-NE2s: Perimeter Ditch NE
NE
Runoff = 18.47 cfs @ 12.01 hrs, Volume= 1.049 af, Depth= 5.63"
Routed to Reach PD-NE2 : Perimeter Ditch NE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
67,500 80 Final Cover
30,000 96 Gravel surface, HSG D
97,500 85 Weighted Average
97,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-NE2s: Perimeter Ditch NE
Hydrograph
I I I I I I
20
19cfs
1 18.4
1
14
1+ 1+ 1
4-
18
17
+1+1�
16
15
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I t I t I
t
14
1312
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N
11
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0 10
17
17
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7
6
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3
2
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�-IHHHI-4I4I4I+I+I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment PD-NE3s: Perimeter Ditch NE
NE
Runoff = 11.84 cfs @ 12.01 hrs, Volume= 0.673 af, Depth= 5.63"
Routed to Reach PD-NE3 : Perimeter Ditch NE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
42,500 80 Final Cover
20,000 96 Gravel surface, HSG D
62,500 85 Weighted Average
62,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-NE3s: Perimeter Ditch NE
Hydrograph
13
III
-
11.84
l
cfs
10
9
1
1 fi 1 t I t I t I fit t—I ft11fWMlle $3=U "f
6
o '
I�
14 1 � I -k I - �I �I �I nl°O I�e� hrP':
FI
- 6
LL 5
w L n h=100
ITIT I T'I 7-1 F-I FI 7 I � L t Tl
dPe .o�
4
1 1 1 1 1 1 1 1 1 1 1 1 1 I I I l f ll:616 6
3
-
r141+1+11-1-I H H 111--1 14I-+" 5F
2
1
-
T ITI T T ITI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment PD-NW1s: Perimeter Ditch NW
NE
Runoff = 8.17 cfs @ 12.01 hrs, Volume= 0.464 af, Depth= 5.63"
Routed to Reach PD-NW1 : Perimeter Ditch NW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
28,600 80 Final Cover
14,500 96 Gravel surface, HSG D
43,100 85 Weighted Average
43,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-NW1s: Perimeter Ditch NW
Hydrograph
t� Runoff
8.17 cfs
H
H1 3 �
'
7
1 4-1 4-I �I ftr dff �#e"#4�3�' 00 !sf
6
4
5
0
L I I I I L I LI L I��unl° 1qe�
LLL
-4I
III
_d
w Ce n h=�
JU
e1_ Il
1
1 1 1
1 1 1 1 1 1 1 1 1 111c -jd.�hn�inl
2
1
IIIIIIIIIIIIIIIIIIIIIIICNV:05F
11111111n1111111Tall
HIM 1111111
0 2 4 6 8 10 12 14 16 18 20 22 24 28 28 30 32 34 38 38 40 42 44 46 48 50 52 54 56 58 60 82 84 66 fib 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment PD-NW2s: Perimeter Ditch NW
NE
Runoff = 23.68 cfs @ 12.01 hrs, Volume= 1.345 af, Depth= 5.63"
Routed to Reach PD-NW2 : Perimeter Ditch NW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
85,000 80 Final Cover
40,000 96 Gravel surface, HSG D
125,000 85 Weighted Average
125,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-NW2s: Perimeter Ditch NW
Hydrograph
26
24
III
-II�,III��,III��,IIII�I
23.68
cfs
III
22
14
1 1 1
T 1
�-I
11 -�4�rlReln�mfi 1164.
20
1 fi
I t I t I
t I
tl
t-R rhdff AtelarOMM"f
18
16
1 1
1 1
1 1
�— pI14��1 fl
0 14
I�
4 14
1 1 T I
T
�I
�1 t_I�tnjo�,Rep�har12
LL10
TIT1T17-1
I w L n
T-1 F1 n I� �L tT;
dPe .o�
8
1 1 1 1
1 1
1 1
1 1 1 1 1I I I I fc64d.6
6
-
r 14
1+1 T1
T1
-I
H H I I I--1 1 I-4 M5F
4
2
11 1
IT
ITI TI
TI
11
11 F III 1 11 11 IM
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment PD-W1s: Perimeter Ditch W1
NE
Runoff = 19.89 cfs @ 12.01 hrs, Volume= 1.137 af, Depth= 5.74"
Routed to Reach PD-W1 : Perimeter Ditch W1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
63,500 80 Final Cover
40,000 96 Gravel surface, HSG D
103,500 86 Weighted Average
103,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-W1s: Perimeter Ditch W1
Hydrograph
22
21
20 1 19.89 cfs Z I I 1 11 1-1 :E1 L-1 1-1 Q 2
19�
18 1-1 1 4 14 1 --� I t I -k1 -�-1 k1166-j airlRlal6f a�116$.�6'�
17
16 I� 1 -t I-t It It I t I tI t-Rtthdff Atela#%%5�00V
15
114
3 1� 1 J 11 11 IT: D D�"°ff"�4T��1f�l��f
0 10 1- - 1 T I T I - I -I -I �I nlI '7'1
LL 9 I� -T i ew �L t �1
6 rt l rt l rt l l fi l fit I t-1 ri 1- I%c6:4dA
5 4
3
2 1--�1- 141+I+14-1�-lHH'HII-t14I4141
1
06
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 30
Summary for Subcatchment PD-WNs: Perimeter Ditch WN
NE
Runoff = 8.43 cfs @ 12.01 hrs, Volume= 0.479 af, Depth= 5.63"
Routed to Reach PD-WN : Perimeter Ditch WN
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
30,000 80 Final Cover
14,500 96 Gravel surface, HSG D
44,500 85 Weighted Average
44,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-WNs: Perimeter Ditch WN
Hydrograph
■ Runoff
9 8.43 cfs
I_ 11 I L 1 L I L LL LL IL 1-L 111 Ji
i
T� �b�-ar�an�.3,�' ii�_ IIIIIIL1L11IL1 I1 �
7 1J H I III I fthdff Areti#4I4;5100 lsf
6 �4q°IfflN(919TT 70f47P pf
5 - un a hgo
—
_o -I I_I I I I I I I I I I I I I I I I I���I°�I�I � �� l
LL 4 III � en-at1 DO
1io
3 III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ltc:616.6 inlr�
2 1 I I I II I I I I I I I I I I M=65
1 III IIIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment T-NE: Top of landfill
010
[47] Hint: Peak is 157% of capacity of segment #3
Runoff = 10.36 cfs @ 12.14 hrs, Volume= 0.822 af, Depth= 5.06"
Routed to Reach LD-AR1 : Letdown AR
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
85,000 80 Final Cover
85,000 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.9
100
0.0180
0.17
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8
100
0.0180
0.94
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
10.1
800
0.0100
1.32
6.61 Trap/Vee/Rect Channel Flow, TOP BERM
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.080 Earth, lonq dense weeds
21.8 1,000 Total

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 32
Subcatchment T-NE: Top of landfill
Hydrograph
I I I I I ,il�l�IIIlIIIII��IIIIllIIIIl ■Runoff
11 1 10_36 cfs 14 1 � I � 1 4-1 �I �I �I N 1-4
10
IH I- fi HI H11-alFiRlna II60'�
H 1 -1 17 1 T I T I T T H I tj6df-Arlei0-a5;0100-f
1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 9 q T 70f�V pf
- 6 1 1 nnjor, 7
wILn =
LL 5 T H H I I IA l� r_. 1 �n
4 ii r�
C'
� -+ 1�IHIHI-H H HI H H H H IH�6�
3
2 7 17 1 T T 17 I TI T-I F1 n I--t I-F I7 17 1 T
1 II IIH IIIIIII111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment T-WN: Top of landfill
010
[47] Hint: Peak is 156% of capacity of segment #3
Runoff = 10.34 cfs @ 12.08 hrs, Volume= 0.711 af, Depth= 5.06"
Routed to Reach LD-WN1 : Letdown WN1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
73,500 80 Final Cover
73,500 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.9
100
0.0180
0.17
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.8
100
0.0180
0.94
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fps
5.0
400
0.0100
1.32
6.61 Trap/Vee/Rect Channel Flow, TOP BERM
Bot.W=2.00' D=1.00' Z= 3.0 '/' Top.W=8.00'
n= 0.080 Earth, lonq dense weeds
16.7 600 Total

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 34
Subcatchment T-WN: Top of landfill
Hydrograph
■ Runoff
11 1 10.34 cfs � 1 4-1 � I � I �I N 1-
10 1
I-t It l fi l fil t-11 �Ch-aI�R1n�fa11�'�
H -T 17 1 T I T I T I TI H I tj6df-Arle1i:073;5f00-f
0 6 �nl°OIRe��rr'
LL 5 low Cen th= 6 00
T H H I IHIIic16�11�i�
4
3 H 1-�I+ +IH H HI HI H H H IHt-Wi-M
2 17IT TITITIT-IF n I--t1TI717IT
1 IIII IIIIIIIIIIIIIIIIIIIIIIIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 35
Summary for Subcatchment WN1b-s: WN berm
NE
Runoff = 7.36 cfs @ 12.01 hrs, Volume= 0.408 af, Depth= 5.06"
Routed to Reach WN1b : WN Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
42,200 80 Final Cover
42,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WN1b-s: WN berm
Hydrograph
8 — 1 T Runoff
7.36 cfs I I T I L L i-
7lill�i
11 - ar IR1�n�falll� .'3 �
III I I I fthdff A►rle6$4I2;2I00 !sf
5 -I III 1 1 I- 1 1 1 1 1 1 1 1 1 44°II�(°�I 4��fl $ a#
04-/ IT I- -T 17 1 T T 1 T1 TI TI r� 1� -_'06�
.2 NOW Len It 100
U-
3
4 1414 T T 1-t 14 1T�:-0.6-
2
I HIMM HII 11 1 I I I I I I
H. I111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 36
Summary for Subcatchment WN1t-s: WN1T-S
NE
Runoff = 14.58 cfs @ 12.01 hrs, Volume= 0.809 af, Depth= 5.06"
Routed to Reach WN1t : WN1t
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
83,600 80 Final Cover
83,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.8 90 0.3300 0.53 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.8 90 Total, Increased to minimum Tc = 10.0 min
Subcatchment WN1t-s: WN1T-S
Hydrograph
t-, +I
16+Irt
15
14.58
cfs
13
IMMIM
I
12
t It
It I t I
t l
tI
t-I It"ff Arleb:NAO"f
11
10
o s
_
Pnrl �'I T-
-
v.
1-1 1
-t I-t
It tI
tI
tl
w� n =
H �I N I � � L � l
4�
6
_
_d
5k
1-4 1ii
4 14
1 14-1
�I
�I �I N 1- I-Tc64d 6
4
3
11111111
I11
IIIIIIIIIII
IM--00
It
I rt
I t I fi I
fi I
fiI
t1 t-1 N 1-1 1-T I rt 111 T
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 37
Summary for Subcatchment WN2b-s: WN berm
NE
Runoff = 11.66 cfs @ 12.01 hrs, Volume= 0.647 af, Depth= 5.06"
Routed to Reach WN2b : WN Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
66,900 80 Final Cover
66,900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
w
0
LL
f
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WN2b-s: WN berm
Hydrograph
l l l l l l l l l l l
l l lI
11.66
cfs
14 1+ 1+ 1 T 1 �-I
H166-0ar4R1alnt-.111=0.�6'�
-1
1 T 1 T IT I T 1 TI
T IFS-06bff-Arle1i:0-66;9100-f
-i
IL I L I L I TI i-I
L�t�qrff��014�30f��
IRep�h�.0
I I�tnjo�
6HIT1
L t1
T
17 ITI TI TI TI
Flow
TI TI 7l
n
r
1
I-L I -L I L I TI i-I
LI Ll L I-t I-'tc6-jd,6
LI
TIHITITI HI
IT I1111111111111t111111111
HI HI H HHI
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 38
Summary for Subcatchment WN3b-s: WN berm
NE
Runoff = 1.48 cfs @ 12.01 hrs, Volume= 0.082 af, Depth= 5.06"
Routed to Reach WN3b : WN Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
8,500 80 Final Cover
8,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WN3b-s: WN berm
Hydrograph
❑ Runoff
1.48 cfs
w
l II
LL
11bb-y�a�r IRIa�n�f2ill��.3�'�
Runb flAlr6z08;500 sf
-f�gqo1TVo ume=0."2 pf
�unoff�Iqwten
Dep�hl=5.06"
tl =100pyid .iiob I./�
Tc='i 0.0 m i n
CN=80
IIIIIIIIII�����I
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 39
Summary for Reach EN1b: EN Berm
Inflow Area = 0.264 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 2.01 cfs @ 12.01 hrs, Volume= 0.111 of
Outflow = 1.96 cfs @ 12.03 hrs, Volume= 0.111 af, Atten= 2%, Lag= 1.1 min
Routed to Reach LD-EN2 : Letdown EN2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.38 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.48 fps, Avg. Travel Time= 4.5 min
Peak Storage= 186 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.69' , Surface Width= 4.14'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 33.56 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 130.0' Slope= 0.0308 T
Inlet Invert= 688.00', Outlet Invert= 684.00'
Reach EN1b: EN Berm
Hydrograph
I I I I I I I I I I
2.01 cfs T
1.96 cfs 17
2
IIIIIII
'IIIIIIII
�11�11111111
N
�1 I_1 I� It
3
0
�i71�_�vii Area=0.264'a c'
Avg1. Oi6mi D6�th=0.69'I
IWi V &e 1.38 fpsi
IIIIIIIIIm=�0.09Q
fit t-1 �-1 I- 1 -t4=P(P't
IIIIIII 1�=IOt013Q� i�•
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 40
Summary for Reach EN1t: EN1t
Inflow Area = 0.631 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.79 cfs @ 12.01 hrs, Volume= 0.266 of
Outflow = 4.29 cfs @ 12.06 hrs, Volume= 0.266 af, Atten= 10%, Lag= 2.7 min
Routed to Reach LD-EN1 : Letdown EN1
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.01 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.32 fps, Avg. Travel Time= 14.2 min
Peak Storage= 1,144 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.81' , Surface Width= 10.49'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 22.39 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 270.0' Slope= 0.0193 T
Inlet Invert= 731.00', Outlet Invert= 725.80'
Reach EN1t: EN1t
Hydrograph
IIIII I IIIIIIIIIII I I II _
4.79 cfs
5 IIII 141w Are. a=0.631 ac'
4.29 cfs AV.,,��L�IW�C1�th=0�TI •
4 IWX V 61:1.01 foss
3 I I I I I I I I I I I I I I I I �'=1��4•Q'I
LL I I I I I I I I I � I I I-�t�i
2 I I I I I I I I I I I I I I I Cap�cl��yl ��• I� T �1s1
1 IIII IIIIIIIIIIIIIIIIIIII�IIIIIIII
I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 41
Summary for Reach EN2b: EN Berm
Inflow Area = 0.946 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.18 cfs @ 12.01 hrs, Volume= 0.398 of
Outflow = 6.73 cfs @ 12.05 hrs, Volume= 0.398 af, Atten= 6%, Lag= 2.0 min
Routed to Reach LD-EN2 : Letdown EN2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.59 fps, Min. Travel Time= 3.1 min
Avg. Velocity = 0.51 fps, Avg. Travel Time= 9.7 min
Peak Storage= 1,268 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.19' , Surface Width= 7.12'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.05 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 300.0' Slope= 0.0200 T
Inlet Invert= 690.00', Outlet Invert= 684.00'
Reach EN2b: EN Berm
Hydrograph
F IT TI PI i—� IT 1F-1 717ITI
8 7.18 cfs I+ I fi I -�
6.7I
3 cfs li il�v�i Area=0.946 ac
IA�g�.-01111 ►6 6L th=l A§'�
6 III III IIII IM'iX 6[*1-6g fps
5 rnoLQ�ol
3 q i=I�QQ•Q'I
I I I�Q �•
3 a �y � 77
2
I� fi l fil I� I� fi l fi l �I I� T I t I t l t
1 I I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow Ill
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 42
Summary for Reach LD-AR1: Letdown AR
Inflow Area = 4.224 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 24.94 cfs @ 12.03 hrs, Volume= 1.780 of
Outflow = 24.77 cfs @ 12.05 hrs, Volume= 1.780 af, Atten= 1 %, Lag= 0.8 min
Routed to Reach LD-AR2 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.49 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 2.97 fps, Avg. Travel Time= 4.5 min
Peak Storage= 1,724 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.37' , Surface Width= 6.50'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 521.12 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 800.0' Slope= 0.0875 T
Inlet Invert= 804.00', Outlet Invert= 734.00'
1 24.77 cfs F
Reach LD-AR1: Letdown AR
Hydrograph
I I I I I i 1 1 1 I I 1 I I I I l _ I_ ❑ Inflow
4-1 �1 � i 1141--I l �� I ���� -�- I❑ outflow
IIIIIIIIIIII
-I ' i �--1 H 14 17
71 17 17
4- I �_1 N 1-4 17
I F I TI F-1 17 1 1
� -1 4-1 �-1 N 1-4 17
Ar c
+Wk Wl� 1�9-fo&-
T I TI TI I 1 17 W�0-�118F
T I 1 1 T F_1 I�t��
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ME I I I TI � 17 1 1 1 T 1 1 I TI � 17 1 1 1T I T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 43
Summary for Reach LD-AR2: Letdown AR
[62] Hint: Exceeded Reach LD-AR1 OUTLET depth by 0.26' @ 12.05 hrs
[61] Hint: Exceeded Reach N2b outlet invert by 0.64' @ 12.05 hrs
Inflow Area = 7.732 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 49.66 cfs @ 12.04 hrs, Volume= 3.257 of
Outflow = 49.51 cfs @ 12.05 hrs, Volume= 3.257 af, Atten= 0%, Lag= 0.5 min
Routed to Reach LD-AR3 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 12.34 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 3.00 fps, Avg. Travel Time= 2.9 min
Peak Storage= 2,127 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.64' , Surface Width= 7.56'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 412.10 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 530.0' Slope= 0.0547 '/'
Inlet Invert= 734.00', Outlet Invert= 705.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 44
Reach LD-AR2: Letdown AR
Hydrograph
-t I rt I L L
ti
rl
It
1-1
1 I--� I -r I T
■ Inflow
■outflow
49.51 cfs
b�LAL'@ r'.L
5o
45
III
III
AV cj— Fi6 6J ih—`6-64 I
40
I L I
L
L
L
I L
I L I IM V/6I=_1 2:$4-fosL
35
L I
H
H
14
14
I+ I L I L H I-t Mz`Q-V-18k
30
I L I
t-I
�1
It
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It I L I LI N I��I t •Qfi
3
LL 25
III
_ r'r
��
20
15
III I I I I
— —
I I
I I
I I
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I I ICI����T'I
— — I��
— —
10
IL I-ILI
LI
L
IL
ILILILI
LI L IL ILILIL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 45
Summary for Reach LD-AR3: Letdown AR
[62] Hint: Exceeded Reach LD-AR2 OUTLET depth by 0.12' @ 12.11 hrs
[62] Hint: Exceeded Reach LD-N1 OUTLET depth by 0.54' @ 12.05 hrs
[61] Hint: Exceeded Reach N1t outlet invert by 0.75' @ 12.06 hrs
Inflow Area = 13.418 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 84.29 cfs @ 12.05 hrs, Volume= 5.653 of
Outflow = 84.24 cfs @ 12.06 hrs, Volume= 5.653 af, Atten= 0%, Lag= 0.2 min
Routed to Reach LD-AR4 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.33 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 3.88 fps, Avg. Travel Time= 1.4 min
Peak Storage= 1,555 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.75' , Surface Width= 7.99'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 530.35 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 320.0' Slope= 0.0906 7'
Inlet Invert= 705.00', Outlet Invert= 676.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 46
Reach LD-AR3: Letdown AR
Hydrograph
I-IAIIIJ-1LI
U
I-t
I�-14-11--�I-�I-L
■Inflow
■outflow
90
84.24 cfs
fn�fl��v�►ri�a�31 �18�a�c
85
$°
—
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—
—
—
—
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— — — — — — — —
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75
70
I
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u
I�
I
I �AYI V/ I 7.3340s�-
65
60
I-
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1 -�
I I -�-�I u I� Q•�118�
55
50
-
_1
4-1
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N
14
14
_
1 � I � I N 1-
45
LL 40
4
1
kI
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14
14
14-1 -kI t-I N� t ILL
35
30
I�
�I
�I
LA1�
14
1 T IC��
25
20
I-4
4-1-k1�-IN14
14
14-1-k1t-IN1-4141-k
15
10
1 1
L
I I
I I
I I
I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 47
Summary for Reach LD-AR4: Letdown AR
[62] Hint: Exceeded Reach LD-AR3 OUTLET depth by 0.26' @ 12.07 hrs
[61] Hint: Exceeded Reach N3b outlet invert by 1.01' @ 12.06 hrs
Inflow Area = 16.983 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 108.53 cfs @ 12.05 hrs, Volume= 7.155 of
Outflow = 108.16 cfs @ 12.06 hrs, Volume= 7.155 af, Atten= 0%, Lag= 0.5 min
Routed to Pond NW-CB1 : NW DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 15.35 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 3.39 fps, Avg. Travel Time= 3.4 min
Peak Storage= 4,933 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.01' , Surface Width= 9.02'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 399.52 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 700.0' Slope= 0.0514 7'
Inlet Invert= 676.00', Outlet Invert= 640.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 48
Reach LD-AR4: Letdown AR
Hydrograph
fil
H
I—T
gr�
I H + I fi 1 tl
FE Inflow
0 outflow
115
1 os.16 cfs -
H
HH
4 H 1 �
110IkWr�Ci
105 100
I�
H
H
I�
1 Z 1 16'
95
90
d
j 14
H 1
HI
H
IH
It H 1 H 1 tM cdk V/ 1 '1S.$5 fos
85
75
T: I
�I
H
I4
1� T- I:F- I �I H I- 1 T11 =:M.048
65
::r
I: I I tI I —I IH :t 160 I Q
50
IH
HI
HI
H
IH
14 H 1 H1 H IH 1�11 I��HI�
340
5
30
25
H I
HI
H
IH
I H H I H I HI 1H H I H H I HI
20
15
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 49
Summary for Reach LD-EN1: Letdown EN1
[61] Hint: Exceeded Reach EN1t outlet invert by 0.10' @ 12.06 hrs
Inflow Area = 0.631 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.29 cfs @ 12.06 hrs, Volume= 0.266 of
Outflow = 4.29 cfs @ 12.06 hrs, Volume= 0.266 af, Atten= 0%, Lag= 0.2 min
Routed to Reach LD-EN2 : Letdown EN2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 8.68 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 3.26 fps, Avg. Travel Time= 0.8 min
Peak Storage= 77 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.10' , Surface Width= 5.38'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 911.93 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 156.0' Slope= 0.2679 '/'
Inlet Invert= 725.80', Outlet Invert= 684.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 50
Reach LD-EN1: Letdown EN1
Hydrograph
I I I I I I I ■ Inflow
4.29 cfs III � �%�Fcivi�A���0.�3'I- a�c ■ outflow
4 l A�91. Oi6mi b6�th=0.11 b'I
L LIM-6xI-VeL*8.68IF0sL
3 m01•41181
2
1 1111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 51
Summary for Reach LD-EN2: Letdown EN2
[61] Hint: Exceeded Reach EN1b outlet invert by 0.18' @ 12.05 hrs
[61] Hint: Exceeded Reach EN2b outlet invert by 0.18' @ 12.05 hrs
[62] Hint: Exceeded Reach LD-EN1 OUTLET depth by 0.08' @ 12.04 hrs
Inflow Area = 1.841 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.93 cfs @ 12.05 hrs, Volume= 0.776 of
Outflow = 12.92 cfs @ 12.05 hrs, Volume= 0.776 af, Atten= 0%, Lag= 0.1 min
Routed to Reach PD-NE2 : Perimeter Ditch NE
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.62 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.76 fps, Avg. Travel Time= 0.7 min
Peak Storage= 142 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.18' , Surface Width= 5.71'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 970.28 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 150.0' Slope= 0.3033 '/'
Inlet Invert= 684.00', Outlet Invert= 638.50'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 52
Reach LD-EN2: Letdown EN2
Hydrograph
IHI
HI
H
H
IH
IHIHIHI
HI H IH IHIHIH
■Inflow
■ outflow
12.92 CfS
I I
I 1Wt��vI 11 41"C
114
3
12
H
H 1
H I
H
H
H
1 H
11
_
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10
9
I-
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C�
4
3
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1
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H
1H
1—F
IHI TI HI H 1-7 1—F I
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 53
Summary for Reach LD-N1: Letdown N1
[61] Hint: Exceeded Reach N1 b outlet invert by 0.21' @ 12.06 hrs
Inflow Area = 2.640 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.55 cfs @ 12.06 hrs, Volume= 1.112 of
Outflow = 17.55 cfs @ 12.06 hrs, Volume= 1.112 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-AR3 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 15.58 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.07 fps, Avg. Travel Time= 0.6 min
Peak Storage= 152 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.21' , Surface Width= 5.83'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,005.76 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 135.0' Slope= 0.3259 '/'
Inlet Invert= 749.00', Outlet Invert= 705.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 54
Reach LD-N1: Letdown N1
Hydrograph
� 4
I—�
14
14- I -k I k] 1—� 14 1 1
■ Inflow
■outflow
19
18
17.55 Cfs -
H
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1'
16
H
H
H4
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15
14
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t l
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1-1-
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13
12
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10
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3
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC
Page 55
Summary for Reach LD-NE2: Letdown NE2
[61] Hint: Exceeded Reach NE1b outlet invert by 0.21' @ 12.06 hrs
[61] Hint: Exceeded Reach NE2b outlet invert by 0.21' @ 12.06 hrs
Inflow Area = 2.778 ac, 0.00% Impervious, Inflow Depth = 5.06" for
100-year event
Inflow = 18.02 cfs @ 12.06 hrs, Volume= 1.170 of
Outflow = 18.02 cfs @ 12.06 hrs, Volume= 1.170 af, Atten= 0%,
Lag= 0.1 min
Routed to Pond NE -CB: NE DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 15.85 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.13 fps, Avg. Travel Time= 0.5 min
Peak Storage= 136 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.21' , Surface Width= 5.84'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,017.13 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 120.0' Slope= 0.3333 '/'
Inlet Invert= 670.00', Outlet Invert= 630.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 56
Reach LD-NE2: Letdown NE2
I I-T I
�Hydrograph
t
-r 1 I rt I T1 rt 1 rt l
■outflow
18.02
cfs
9
118
T-■Inflow
71 ❑ -
IZI 78
17
— — — ——
16
15
�I N I� AYI V I %5 5-f ls�
14
13
IH
-1 4-I HI H H I H I H 1 4-1 �I H H_ 0-�I-#10-
-� 12
—
— — —
I t I t-I N It I I t I fi t tI N ��� •Qfi
3 10
LL $
fi h rt rt fi fi—I`SI�t1 �''
6
I�
Z I L L-I 1-11-1I Z I ��!�ICTy❑l'I� 1��-F E
5
4
—
l I CI �-I ❑ 1--� I 1 -�- 1 4--1 u 1--� I-� I �
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 57
Summary for Reach LD-WN1: Letdown WN1
Inflow Area = 1.687 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 10.34 cfs @ 12.08 hrs, Volume= 0.711 of
Outflow = 10.34 cfs @ 12.09 hrs, Volume= 0.711 af, Atten= 0%, Lag= 0.2 min
Routed to Reach LD-WN2: Letdown WN2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.85 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.47 fps, Avg. Travel Time= 0.7 min
Peak Storage= 131 cf @ 12.09 hrs
Average Depth at Peak Storage= 0.16' , Surface Width= 5.65'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 886.71 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 150.0' Slope= 0.2533 T
Inlet Invert= 806.00', Outlet Invert= 768.00'
Reach LD-WN1: Letdown WN1
Hydrograph
LI LI L I_L III _LI LI EICI
11
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10
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9
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f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 58
Summary for Reach LD-WN2: Letdown WN2
[62] Hint: Exceeded Reach LD-WN1 OUTLET depth by 0.06' @ 12.06 hrs
[61] Hint: Exceeded Reach WN1b outlet invert by 0.22' @ 12.08 hrs
Inflow Area = 2.656 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 16.64 cfs @ 12.08 hrs, Volume= 1.119 of
Outflow = 16.64 cfs @ 12.08 hrs, Volume= 1.119 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-WN3: Letdown WN3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.80 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.60 fps, Avg. Travel Time= 0.9 min
Peak Storage= 229 cf @ 12.08 hrs
Average Depth at Peak Storage= 0.22' , Surface Width= 5.89'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 857.37 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 190.0' Slope= 0.2368 '/'
Inlet Invert= 768.00', Outlet Invert= 723.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 59
Reach LD-WN2: Letdown WN2
Hydrograph
I�
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■Inflow
■outflow
18
17
16.64 cfs -
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16
15
14
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3
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 60
Summary for Reach LD-WN3: Letdown WN3
[62] Hint: Exceeded Reach LD-WN2 OUTLET depth by 0.07' @ 12.08 hrs
[61] Hint: Exceeded Reach WN1t outlet invert by 0.29' @ 12.08 hrs
Inflow Area = 4.575 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 28.18 cfs @ 12.08 hrs, Volume= 1.928 of
Outflow = 28.18 cfs @ 12.08 hrs, Volume= 1.928 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-WN4: Letdown WN4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.35 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.26 fps, Avg. Travel Time= 0.5 min
Peak Storage= 211 cf @ 12.08 hrs
Average Depth at Peak Storage= 0.29' , Surface Width= 6.16'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 914.11 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 130.0' Slope= 0.2692 '/'
Inlet Invert= 723.00', Outlet Invert= 688.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 61
Reach LD-WN3: Letdown WN3
Hydrograph
I- I
LI
L
H
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■Inflow
■outflow
30
28.18
cfs
H 1
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28
26
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—
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20
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18
16
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8
6
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It
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 62
Summary for Reach LD-WN4: Letdown WN4
[62] Hint: Exceeded Reach LD-WN3 OUTLET depth by 0.05' @ 12.06 hrs
[61] Hint: Exceeded Reach WN2b outlet invert by 0.34' @ 12.08 hrs
[61] Hint: Exceeded Reach WN3b outlet invert by 0.34' @ 12.08 hrs
Inflow Area = 6.306 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 39.37 cfs @ 12.07 hrs, Volume= 2.657 of
Outflow = 39.37 cfs @ 12.08 hrs, Volume= 2.657 af, Atten= 0%, Lag= 0.1 min
Routed to Reach PD-WN : Perimeter Ditch WN
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 20.52 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.94 fps, Avg. Travel Time= 0.4 min
Peak Storage= 249 cf @ 12.08 hrs
Average Depth at Peak Storage= 0.34' , Surface Width= 6.35'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 989.37 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 130.0' Slope= 0.3154 '/'
Inlet Invert= 688.00', Outlet Invert= 647.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 63
Reach LD-WN4: Letdown WN4
Hydrograph
IH
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■ Inflow
42
40
39.37 Cfs
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■outflow
338 6
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16
14
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12
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— — — — — —
10
R
ti H
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H
H
H
IHI �I �I H IH IH IH
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 64
Summary for Reach N1b: N Berm
Inflow Area = 2.640 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 20.05 cfs @ 12.01 hrs, Volume= 1.112 of
Outflow = 17.55 cfs @ 12.06 hrs, Volume= 1.112 af, Atten= 12%, Lag= 2.9 min
Routed to Reach LD-N1 : Letdown N1
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.34 fps, Min. Travel Time= 5.1 min
Avg. Velocity = 0.68 fps, Avg. Travel Time= 17.4 min
Peak Storage= 5,318 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.58' , Surface Width= 9.48'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 32.90 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 710.0' Slope= 0.0296 '/'
Inlet Invert= 770.00', Outlet Invert= 749.00'
Reach N1 b: N Berm
Hydrograph
22
2;
20.05 cfs
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow 111
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 65
Summary for Reach N1t: N1t
Inflow Area = 2.348 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.84 cfs @ 12.01 hrs, Volume= 0.989 of
Outflow = 13.09 cfs @ 12.09 hrs, Volume= 0.989 af, Atten= 27%, Lag= 4.5 min
Routed to Reach LD-AR3 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.40 fps, Min. Travel Time= 9.8 min
Avg. Velocity = 0.35 fps, Avg. Travel Time= 38.9 min
Peak Storage= 7,698 cf @ 12.09 hrs
Average Depth at Peak Storage= 1.20' , Surface Width= 15.58'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.83 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 825.0' Slope= 0.0218 T
Inlet Invert= 723.00', Outlet Invert= 705.00'
Reach N1t: N1t
Hydrograph
Li
It
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19
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow 111
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 66
Summary for Reach N2b: N Berm
Inflow Area = 2.020 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 15.34 cfs @ 12.01 hrs, Volume= 0.851 of
Outflow = 14.14 cfs @ 12.05 hrs, Volume= 0.851 af, Atten= 8%, Lag= 2.3 min
Routed to Reach LD-AR2 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.25 fps, Min. Travel Time= 3.6 min
Avg. Velocity = 0.70 fps, Avg. Travel Time= 11.7 min
Peak Storage= 3,080 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.45' , Surface Width= 8.69'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 33.47 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 490.0' Slope= 0.0306 T
Inlet Invert= 749.00', Outlet Invert= 734.00'
17
1E
1E
14
12
12
11
w 1C
o E
LL
f
Reach N2b: N Berm
Hydrograph
Irtl�Ifil �_1 H II I7
15.34 cfs I H I H H i l l
14.14 cfs I14-1T 1 H H IH 17
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17
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17
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 67
Summary for Reach N3b: N Berm
Inflow Area = 1.573 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.94 cfs @ 12.01 hrs, Volume= 0.663 of
Outflow = 10.45 cfs @ 12.06 hrs, Volume= 0.663 af, Atten= 12%, Lag= 2.9 min
Routed to Reach LD-AR4 : Letdown AR
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.98 fps, Min. Travel Time= 5.1 min
Avg. Velocity = 0.59 fps, Avg. Travel Time= 16.8 min
Peak Storage= 3,168 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.33' , Surface Width= 7.96'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 31.24 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 600.0' Slope= 0.0267 T
Inlet Invert= 692.00', Outlet Invert= 676.00'
Reach N3b: N Berm
13
Hydrograph
❑ Inflow
❑ outflow
4
11.94 cfs
ICI
12
11
10.45 cfs -1 4-1 W
W
14
1
10
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17
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LL 6
5-
4
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 68
Summary for Reach NE1 b: NE Berm
Inflow Area = 2.055 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 15.61 cfs @ 12.01 hrs, Volume= 0.866 of
Outflow = 12.91 cfs @ 12.07 hrs, Volume= 0.866 af, Atten= 17%, Lag= 3.5 min
Routed to Reach LD-NE2 : Letdown NE2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.04 fps, Min. Travel Time= 6.5 min
Avg. Velocity = 0.58 fps, Avg. Travel Time= 23.1 min
Peak Storage= 5,070 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.45' , Surface Width= 8.72'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 30.25 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 800.0' Slope= 0.0250 T
Inlet Invert= 690.00', Outlet Invert= 670.00'
Reach NEW NE Berm
Hydrograph
16
15.61 cfs
I 1 T 1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 69
Summary for Reach NE2b: NE Berm
Inflow Area = 0.723 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.49 cfs @ 12.01 hrs, Volume= 0.305 of
Outflow = 5.35 cfs @ 12.03 hrs, Volume= 0.305 af, Atten= 3%, Lag= 1.3 min
Routed to Reach LD-NE2 : Letdown NE2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.05 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 0.70 fps, Avg. Travel Time= 5.2 min
Peak Storage= 576 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.93' , Surface Width= 5.60'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 40.78 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 220.0' Slope= 0.0455 T
Inlet Invert= 680.00', Outlet Invert= 670.00'
Reach NE2b: NE Berm
Hydrograph
HIH H H H H HIH I H H HI
❑ Inflow
6 5.49 cfs I 1 I�1� El 5.35 cfs Ji7v�Ar��.Z23
5 1 1 1 1 1 I I I I I I I I 'Ao g1, Oi6mi b6pth=0.§�'I
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1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 70
Summary for Reach PD-NE1: Perimeter Ditch NE
Inflow Area = 2.564 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 21.16 cfs @ 12.01 hrs, Volume= 1.202 of
Outflow = 20.83 cfs @ 12.03 hrs, Volume= 1.202 af, Atten= 2%, Lag= 1.0 min
Routed to Pond NE -CB: NE DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.29 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.70 fps, Avg. Travel Time= 5.3 min
Peak Storage= 1,804 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.66' , Surface Width= 6.98'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 528.11 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 545.0' Slope= 0.0202 T
Inlet Invert= 641.00', Outlet Invert= 630.00'
23
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Reach PD-NE1: Perimeter Ditch NE
Hydrograph
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Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 71
Summary for Reach PD-NE2: Perimeter Ditch NE
[62] Hint: Exceeded Reach LD-EN2 OUTLET depth by 0.86' @ 12.04 hrs
[62] Hint: Exceeded Reach PD-NE3 OUTLET depth by 0.40' @ 12.09 hrs
Inflow Area = 5.514 ac, 0.00% Impervious, Inflow Depth = 5.44" for 100-year event
Inflow = 42.48 cfs @ 12.03 hrs, Volume= 2.498 of
Outflow = 41.73 cfs @ 12.05 hrs, Volume= 2.498 af, Atten= 2%, Lag= 1.1 min
Routed to Pond NE -CB: NE DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.59 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.78 fps, Avg. Travel Time= 5.9 min
Peak Storage= 3,959 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.04' , Surface Width= 9.22'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 433.50 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 625.0' Slope= 0.0136 '/'
Inlet Invert= 638.50', Outlet Invert= 630.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 72
Reach PD-NE2: Perimeter Ditch NE
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 73
Summary for Reach PD-NE3: Perimeter Ditch NE
Inflow Area = 1.435 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 11.84 cfs @ 12.01 hrs, Volume= 0.673 of
Outflow = 11.67 cfs @ 12.03 hrs, Volume= 0.673 af, Atten= 1 %, Lag= 1.0 min
Routed to Reach PD-NE2 : Perimeter Ditch NE
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 3.59 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 0.97 fps, Avg. Travel Time= 5.1 min
Peak Storage= 975 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.65' , Surface Width= 6.93'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 303.51 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 300.0' Slope= 0.0067 T
Inlet Invert= 640.50', Outlet Invert= 638.50'
Reach PD-NE3: Perimeter Ditch NE
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 74
Summary for Reach PD-NW1: Perimeter Ditch NW
Inflow Area = 0.989 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 8.17 cfs @ 12.01 hrs, Volume= 0.464 of
Outflow = 8.09 cfs @ 12.02 hrs, Volume= 0.464 af, Atten= 1 %, Lag= 0.8 min
Routed to Pond NW-CB2 : NW DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 4.79 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.29 fps, Avg. Travel Time= 4.1 min
Peak Storage= 540 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.40' , Surface Width= 5.41'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 529.79 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 320.0' Slope= 0.0203 T
Inlet Invert= 636.50', Outlet Invert= 630.00'
Reach PD-NW1: Perimeter Ditch NW
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 75
Summary for Reach PD-NW2: Perimeter Ditch NW
Inflow Area = 2.870 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 23.68 cfs @ 12.01 hrs, Volume= 1.345 of
Outflow = 23.34 cfs @ 12.03 hrs, Volume= 1.345 af, Atten= 1 %, Lag= 1.0 min
Routed to Pond NW-CB2 : NW DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.52 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 1.77 fps, Avg. Travel Time= 5.1 min
Peak Storage= 1,934 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.70' , Surface Width= 7.21'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 530.55 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 540.0' Slope= 0.0204 T
Inlet Invert= 641.00', Outlet Invert= 630.00'
Reach PD-NW2: Perimeter Ditch NW
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 76
Summary for Reach PD-W1: Perimeter Ditch W1
Inflow Area = 2.376 ac, 0.00% Impervious, Inflow Depth = 5.74" for 100-year event
Inflow = 19.89 cfs @ 12.01 hrs, Volume= 1.137 of
Outflow = 19.48 cfs @ 12.03 hrs, Volume= 1.137 af, Atten= 2%, Lag= 1.2 min
Routed to Reach PD-WN : Perimeter Ditch WN
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.22 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 1.68 fps, Avg. Travel Time= 6.3 min
Peak Storage= 1,972 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.64' , Surface Width= 6.82'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 533.98 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 630.0' Slope= 0.0206 T
Inlet Invert= 660.00', Outlet Invert= 647.00'
Reach PD-W1: Perimeter Ditch W1
22
❑ Inflow
❑ outflow
—Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 77
Summary for Reach PD-WN: Perimeter Ditch WN
[62] Hint: Exceeded Reach LD-WN4 OUTLET depth by 0.76' @ 12.05 hrs
[62] Hint: Exceeded Reach PD-W1 OUTLET depth by 0.49' @ 12.12 hrs
Inflow Area = 9.704 ac, 0.00% Impervious, Inflow Depth = 5.28" for 100-year event
Inflow = 65.31 cfs @ 12.05 hrs, Volume= 4.273 of
Outflow = 65.22 cfs @ 12.06 hrs, Volume= 4.273 af, Atten= 0%, Lag= 0.3 min
Routed to Pond NW-CB1 : NW DROP INLET
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.53 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 2.46 fps, Avg. Travel Time= 1.8 min
Peak Storage= 1,779 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.09' , Surface Width= 9.54'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 609.94 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 260.0' Slope= 0.0269 '/'
Inlet Invert= 647.00', Outlet Invert= 640.00'

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 78
Reach PD-WN: Perimeter Ditch WN
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 79
Summary for Reach WN1 b: WN Berm
Inflow Area = 0.969 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.36 cfs @ 12.01 hrs, Volume= 0.408 of
Outflow = 6.39 cfs @ 12.06 hrs, Volume= 0.408 af, Atten= 13%, Lag= 3.0 min
Routed to Reach LD-WN2: Letdown WN2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.62 fps, Min. Travel Time= 5.3 min
Avg. Velocity = 0.49 fps, Avg. Travel Time= 17.2 min
Peak Storage= 2,016 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.15' , Surface Width= 6.89'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 28.09 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 510.0' Slope= 0.0216 '/'
Inlet Invert= 779.00', Outlet Invert= 768.00'
Reach WN1b: WN Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 80
Summary for Reach WN1t: WN1t
Inflow Area = 1.919 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 14.58 cfs @ 12.01 hrs, Volume= 0.809 of
Outflow = 11.54 cfs @ 12.08 hrs, Volume= 0.809 af, Atten= 21 %, Lag= 3.9 min
Routed to Reach LD-WN3: Letdown WN3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.34 fps, Min. Travel Time= 7.7 min
Avg. Velocity = 0.36 fps, Avg. Travel Time= 28.8 min
Peak Storage= 5,344 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.15' , Surface Width= 14.97'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.36 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 620.0' Slope= 0.0210 '/'
Inlet Invert= 736.00', Outlet Invert= 723.00'
Reach WN1t: WN1t
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 81
Summary for Reach WN2b: WN Berm
Inflow Area = 1.536 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.66 cfs @ 12.01 hrs, Volume= 0.647 of
Outflow = 9.93 cfs @ 12.07 hrs, Volume= 0.647 af, Atten= 15%, Lag= 3.2 min
Routed to Reach LD-WN4: Letdown WN4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.79 fps, Min. Travel Time= 5.8 min
Avg. Velocity = 0.52 fps, Avg. Travel Time= 19.8 min
Peak Storage= 3,447 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.36' , Surface Width= 8.17'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.70 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 620.0' Slope= 0.0210 '/'
Inlet Invert= 701.00', Outlet Invert= 688.00'
:Z T� i1Ma: 71► I =�"J i i
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❑ Inflow
❑outflow
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCADO 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 82
Summary for Reach WN3b: WN Berm
Inflow Area = 0.195 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 1.48 cfs @ 12.01 hrs, Volume= 0.082 of
Outflow = 1.45 cfs @ 12.03 hrs, Volume= 0.082 af, Atten= 2%, Lag= 1.1 min
Routed to Reach LD-WN4: Letdown WN4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.22 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 0.43 fps, Avg. Travel Time= 4.3 min
Peak Storage= 131 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.63' , Surface Width= 3.78'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 31.59 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 110.0' Slope= 0.0273 T
Inlet Invert= 691.00', Outlet Invert= 688.00'
Reach WN3b: WN Berm
Hydrograph
I I I
1.48 cfs
1.45 cfs
I Wl�v`r Are��O.195 ac'
Avgl. Oi6mi be�th=0.10'I
IWi V 61:1.22 fp s
I I I I I I I I I I rn�oLQ�ol
I I I I I I I I I I �'-11 � Q•Q'I
I I I I I I 11�=IOt0121�� i�•
I I �����1�yi ��•�� ��SI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 83
Summary for Pond NE -CB: NE DROP INLET
[57] Hint: Peaked at 632.04' (Flood elevation advised)
[62] Hint: Exceeded Reach LD-NE2 OUTLET depth by 1.83' @ 12.04 hrs
[62] Hint: Exceeded Reach PD-NE1 OUTLET depth by 1.38' @ 12.04 hrs
[62] Hint: Exceeded Reach PD-NE2 OUTLET depth by 1.00' @ 12.04 hrs
Inflow Area = 10.856 ac, 0.00% Impervious, Inflow Depth = 5.38" for 100-year event
Inflow = 80.13 cfs @ 12.04 hrs, Volume= 4.870 of
Outflow = 80.13 cfs @ 12.04 hrs, Volume= 4.870 af, Atten= 0%, Lag= 0.0 min
Primary = 80.13 cfs @ 12.04 hrs, Volume= 4.870 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 632.04' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 625.00' 36.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 625.00' / 600.00' S= 0.2500 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 630.00' 36.0" x 60.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=80.04 cfs @ 12.04 hrs HW=632.03' (Free Discharge)
L1=Culvert (Inlet Controls 80.04 cfs @ 11.32 fps)
t2=Orifice/Grate (Passes 80.04 cfs of 102.93 cfs potential flow)
Pond NE -CB: NE DROP INLET
Hydrograph
- I
LI
- I—L
❑ Inflow
❑Primary
85
80.13 cfs
T 1
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type l/ 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 84
Summary for Pond NW-CB1: NW DROP INLET
[57] Hint: Peaked at 642.99' (Flood elevation advised)
[62] Hint: Exceeded Reach LD-AR4 OUTLET depth by 1.98' @ 12.06 hrs
[62] Hint: Exceeded Reach PD-WN OUTLET depth by 1.89' @ 12.06 hrs
Inflow Area = 26.687 ac, 0.00% Impervious, Inflow Depth = 5.14" for 100-year event
Inflow = 173.37 cfs @ 12.06 hrs, Volume= 11.428 of
Outflow = 173.37 cfs @ 12.06 hrs, Volume= 11.428 af, Atten= 0%, Lag= 0.0 min
Primary = 173.37 cfs @ 12.06 hrs, Volume= 11.428 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 642.99' @ 12.06 hrs
Device Routing Invert Outlet Devices
#1 Primary 635.00' 36.0" Round Culvert X 2.00
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 635.00' / 633.00' S= 0.0200 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 640.00' 36.0" x 120.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=173.23 cfs @ 12.06 hrs HW=642.98' (Free Discharge)
L1=Culvert (Inlet Controls 173.23 cfs @ 12.25 fps)
L2=Orifice/Grate (Passes 173.23 cfs of 249.21 cfs potential flow)
Pond NW-CB1: NW DROP INLET
Hydrograph
90
180
180
173.37
cfs
❑
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II �r �r -
170
160
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❑I
❑ ❑ ❑ ❑
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Primary

ABLF NORTH - OUTPUT
ABLF Landfill Design_North - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 85
Summary for Pond NW-CB2: NW DROP INLET
[57] Hint: Peaked at 630.86' (Flood elevation advised)
[62] Hint: Exceeded Reach PD-NW1 OUTLET depth by 0.46' @ 12.03 hrs
[62] Hint: Exceeded Reach PD-NW2 OUTLET depth by 0.16' @ 12.03 hrs
Inflow Area = 3.859 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 31.42 cfs @ 12.03 hrs, Volume= 1.809 of
Outflow = 31.42 cfs @ 12.03 hrs, Volume= 1.809 af, Atten= 0%, Lag= 0.0 min
Primary = 31.42 cfs @ 12.03 hrs, Volume= 1.809 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 630.86' @ 12.03 hrs
Device Routing Invert Outlet Devices
#1 Primary 625.00' 36.0" Round Culvert
L= 100.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 625.00' / 620.00' S= 0.0500 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 630.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=31.39 cfs @ 12.03 hrs HW=630.86' (Free Discharge)
L1=Culvert (Passes 31.39 cfs of 71.08 cfs potential flow)
L2=Orifice/Grate (Weir Controls 31.39 cfs @ 3.04 fps)
31.42 cfs
22
in 20
18 I T
3
0 16
LL 14 T
Pond NW-CB2: NW DROP INLET
Hydrograph
1—i I—+ I
❑ Inflow
❑Primary
YY �
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

SUbCat Reach on Link Routing Diagram for ABLF Landfill Design_South - PTC
Prepared by AECOM, Printed 6/21/2023
I4-1rn(`A n(a) in 1n_7V, �"r, nI 792 019n99 I-h.rlr-(`On Q.,f4—,- Q-I.,fi— , I r

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC
Prepared by AECOM
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 100-year Type II 24-hr Default 24.00 1 7.39 2
Printed 6/21/2023
Paae 2

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
43.184 80 Final Cover (ES1b-s, ES1t-s, ES2b-s, PD-E1s, PD-S1s, PD-S2s, PD-SEs, PD-SWs,
PD-W2s, S1B-s, S1t-s, S2b-S, S2t-s, S3b-S, S4b-s, SE1b-s, SE1t-s, SE2b-s,
SE3b-s, SS T1s, SS T2s, SW1b-s, SW1t-s, SW2b-s, SW3b-s, T-SE, T-SW, T-WS,
WS1b-s, WS1t-S, WS2b-s, WS3b-s)
5.498 96 Gravel surface, HSG D (PD-E1s, PD-S1s, PD-S2s, PD-SEs, PD-SWs, PD-W2s)
48.682 82 TOTAL AREA

ABLF Landfill Design_South - PTC
Prepared by AECOM
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
5.498
HSG D
43.184
Other
48.682
ABLF SOUTH - OUTPUT
Printed 6/21/2023
Paae 4
PD-E1s, PD-S1s, PD-S2s, PD-SEs, PD-SWs, PD-W2s
ES1b-s, ES1t-s, ES2b-s, PD-E1s, PD-S1s, PD-S2s, PD-SEs, PD-SWs, PD-W2s,
S113-s, S1t-s, S2b-S, S2t-s, S3b-S, S4b-s, SE1b-s, SE1t-s, SE2b-s, SE3b-s, SS
T1s, SS T2s, SW1b-s, SW1t-s, SW2b-s, SW3b-s, T-SE, T-SW, T-WS, WS1b-s,
WS1t-S, WS2b-s, WS3b-s
TOTAL AREA

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 5
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 43.184
0.000 0.000 0.000 5.498 0.000
0.000 0.000 0.000 5.498 43.184
43.184 Final Cover ES1b-s, ES1t-s,
ES2b-s, PD-E1s,
PD-S1s, PD-S2s,
PD-SEs, PD-SWs,
PD-W2s, S1B-s,
S1t-s, S2b-S, S2t-s,
Sib-S, S4b-s,
SE1b-s, SE1t-s,
SE2b-s, SE3b-s, SS
T1 s, SS T2s,
SW1b-s, SW1t-s,
SW2b-s, SW3b-s,
T-SE, T-SW, T-WS,
WS1b-s, WS1t-S,
WS2b-s, WS3b-s
5.498 Gravel surface PD-E1s, PD-S1s,
PD-S2s, PD-SEs,
PD-SWs, PD-W2s
48.682 TOTAL AREA

ABLF Landfill Design_South - PTC
Prepared by AECOM
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC
ABLF SOUTH - OUTPUT
Printed 6/21/2023
Page 6
Pipe Listing
(all nodes)
Line# Node In -Invert
Out -Invert
Length
Slope n
Width
Diam/Height
Inside -Fill
Number (feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
(inches)
1 S-CB1 608.00
583.00
140.0
0.1786 0.012
0.0
36.0
0.0
2 S-CB2 580.00
573.00
60.0
0.1167 0.012
0.0
36.0
0.0
3 S-CB3 615.50
573.00
200.0
0.2125 0.012
0.0
36.0
0.0
4 S-C134 615.00
573.00
200.0
0.2100 0.012
0.0
36.0
0.0

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Paae 7
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment ES1 b-s: ES berm
Runoff Area=11,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=1.92 cfs 0.106 of
SubcatchmentES1t-s: terrace DA
Runoff Area=59,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=10.43 cfs 0.578 of
SubcatchmentES2b-s: ES berm
Runoff Area=60,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=10.55 cfs 0.585 of
SubcatchmentPD-E1s: Perimeter Ditch E1
Runoff Area=96,700 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=18.32 cfs 1.041 of
SubcatchmentPD-S1s: Perimeter Ditch S1
Runoff Area=76,000 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=14.40 cfs 0.818 of
Subcatchment PD-S2s: Perimeter Ditch S2
Runoff Area=77,000 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=14.59 cfs 0.829 of
Subcatchment PD-SEs: Perimeter Ditch SE Runoff Area=179,900 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=34.08 cfs 1.936 of
Subcatchment PD-SWs: Perimeter Ditch
Runoff Area=225,900 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=42.80 cfs 2.431 of
Subcatchment PD-W2s: Perimeter Ditch W2 Runoff Area=94,600 sf 0.00% Impervious Runoff Depth=5.63"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=85 Runoff=17.92 cfs 1.018 of
Subcatchment S1 B-s: S berm
Runoff Area=37,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.47 cfs 0.359 of
SubcatchmentS1t-s: terrace DA
Runoff Area=67,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.72 cfs 0.650 of
SubcatchmentS2b-S: S berm
Runoff Area=33,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.82 cfs 0.323 of
SubcatchmentS2t-s: terrace DA
Runoff Area=68,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.93 cfs 0.662 of
SubcatchmentS3b-S: S berm
Runoff Area=45,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=7.85 cfs 0.435 of
SubcatchmentS4b-s: S berm
Runoff Area=44,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=7.78 cfs 0.431 of
SubcatchmentSE1 b-s: SE berm
Runoff Area=33,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.88 cfs 0.326 of

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC
Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM
Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 8
SubcatchmentSE1t-s: terrace DA
Runoff Area=46,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=8.04 cfs 0.446 of
SubcatchmentSE2b-s: SE berm
Runoff Area=20,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=3.49 cfs 0.193 of
SubcatchmentSE3b-s: SE berm
Runoff Area=63,100 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=11.00 cfs 0.610 of
SubcatchmentSS T1s: terrace DA
Runoff Area=140,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=24.50 cfs 1.359 of
SubcatchmentSS T2s: terrace DA
Runoff Area=102,500 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=17.87 cfs 0.991 of
SubcatchmentSW1 b-s: SW berm
Runoff Area=37,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=6.56 cfs 0.364 of
SubcatchmentSW1t-s: SW1t-s
Runoff Area=72,400 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=12.62 cfs 0.700 of
SubcatchmentSW2b-s: SW berm
Runoff Area=29,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=5.09 cfs 0.282 of
SubcatchmentSW3b-s: SW berm
Runoff Area=97,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=17.05 cfs 0.946 of
SubcatchmentT-SE: Top of landfill
Runoff Area=51,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200'
Slope=0.0500 '/' Tc=10.0 min CN=80 Runoff=8.89 cfs 0.493 of
SubcatchmentT-SW: Top of landfill
Runoff Area=73,700 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200'
Slope=0.0500 '/' Tc=10.0 min CN=80 Runoff=12.85 cfs 0.713 of
SubcatchmentT-WS: Top of landfill
Runoff Area=31,600 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=200'
Slope=0.0500 '/' Tc=10.0 min CN=80 Runoff=5.51 cfs 0.306 of
SubcatchmentWS1 b-s: WS berm
Runoff Area=23,800 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=4.15 cfs 0.230 of
SubcatchmentWS1t-S: WS1t-s
Runoff Area=57,300 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=90'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=9.99 cfs 0.554 of
SubcatchmentWS2b-s: WS berm
Runoff Area=53,200 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=9.28 cfs 0.515 of
SubcatchmentWS3b-s: WS berm
Runoff Area=10,000 sf 0.00% Impervious Runoff Depth=5.06"
Flow Length=100'
Slope=0.3300 '/' Tc=10.0 min CN=80 Runoff=1.74 cfs 0.097 of
Reach ES1 b: ES Berm
Avg. Flow Depth=0.71' Max Vet=1.22 fps Inflow=1.92 cfs 0.106 of
n=0.090 L=130.0' S=0.0231 T Capacity=29.06 cfs Outflow=1.87 cfs 0.106 of

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South
- PTC Type 1124-hr
100-year Rainfall=7.39"
Prepared by AECOM
Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC
Page 9
Reach ES1t: SE TERRACE
Avg. Flow Depth=1.03' Max Vet=1.28 fps
Inflow=10.43 cfs
0.578 of
n=0.110
L=450.0' S=0.0222 '/' Capacity=24.05 cfs
Outflow=8.85 cfs
0.578 of
Reach ES2b: ES Berm
Avg. Flow Depth=1.33' Max Vet=1.77 fps
Inflow=10.55 cfs
0.585 of
n=0.090
L=470.0' S=0.0213 '/' Capacity=27.90 cfs
Outflow=9.45 cfs
0.585 of
Reach LD-ES2: Letdown ES2
Avg. Flow Depth=0.14' Max Vet=11.64 fps
Inflow=8.85 cfs
0.578 of
n=0.018
L=150.0' S=0.2867 '/' Capacity=943.25 cfs
Outflow=8.85 cfs
0.578 of
Reach LD-ES3: Letdown ES3
Avg. Flow Depth=0.23' Max Vet=16.19 fps
Inflow=20.08 cfs
1.270 of
n=0.018
L=130.0' S=0.3154 '/' Capacity=989.37 cfs
Outflow=20.07 cfs
1.270 of
Reach LD-S1: Letdown S1
Avg. Flow Depth=0.16' Max Vet=13.70 fps
Inflow=11.81 cfs
0.682 of
n=0.018
L=160.0' S=0.3438'/' Capacity=1,032.90 cfs
Outflow=11.80 cfs
0.682 of
Reach LD-S2: Letdown S2
Avg. Flow Depth=0.30' Max Vet=19.19 fps
Inflow=32.21 cfs
1.993 of
n=0.018
L=110.0' S=0.3182 '/' Capacity=993.74 cfs
Outflow=32.21 cfs
1.993 of
Reach LD-S3: Letdown S3
Avg. Flow Depth=0.37' Max Vet=22.19 fps
Inflow=46.64 cfs
2.860 of
n=0.018
L=170.0' S=0.3353 '/' Capacity=1,020.12 cfs
Outflow=46.64 cfs
2.860 of
Reach LD-SE1: Letdown SE1
Avg. Flow Depth=0.14' Max Vet=12.17 fps
Inflow=8.89 cfs
0.493 of
n=0.018
L=115.0' S=0.3304'/' Capacity=1,012.70 cfs
Outflow=8.89 cfs
0.493 of
Reach LD-SE2: Letdown SE2
Avg. Flow Depth=0.22' Max Vet=14.96 fps
Inflow=17.67 cfs
1.013 of
n=0.018
L=130.0' S=0.2846 '/' Capacity=939.87 cfs
Outflow=17.67 cfs
1.013 of
Reach LD-SE3: Letdown SE3
Avg. Flow Depth=0.26' Max Vet=17.01 fps
Inflow=24.43 cfs
1.458 of
n=0.018
L=135.0' S=0.2963 '/' Capacity=958.96 cfs
Outflow=24.42 cfs
1.458 of
Reach LD-SE4: Letdown SE4
Avg. Flow Depth=0.30' Max Vet=20.26 fps
Inflow=34.16 cfs
2.069 of
n=0.018
L=150.0' S=0.3533 '/' Capacity=1,047.20 cfs
Outflow=34.15 cfs
2.069 of
Reach LD-SW1: Letdown SW1
Avg. Flow Depth=0.17' Max Vet=13.94 fps
Inflow=12.85 cfs
0.713 of
n=0.018
L=140.0' S=0.3286'/' Capacity=1,009.84 cfs
Outflow=12.84 cfs
0.713 of
Reach LD-SW2: Letdown SW2
Avg. Flow Depth=0.25' Max Vet=17.55 fps
Inflow=23.79 cfs
1.359 of
n=0.018
L=140.0' S=0.3357 '/' Capacity=1,020.75 cfs
Outflow=23.79 cfs
1.359 of
Reach LD-SW3: Letdown SW3
Avg. Flow Depth=0.30' Max Vet=19.91 fps
Inflow=33.27 cfs
2.059 of
n=0.018
L=125.0' S=0.3440 '/' Capacity=1,033.27 cfs
Outflow=33.27 cfs
2.059 of
Reach LD-SW4: Letdown SW4
Avg. Flow Depth=0.36' Max Vet=22.62 fps
Inflow=46.80 cfs
3.005 of
n=0.018
L=140.0' S=0.3536 '/' Capacity=1,047.55 cfs
Outflow=46.80 cfs
3.005 of
Reach LD-WS1: Letdown WS1
Avg. Flow Depth=0.12' Max Vet=9.06 fps
Inflow=5.51 cfs
0.306 of
n=0.018
L=185.0' S=0.2270 '/' Capacity=839.41 cfs
Outflow=5.50 cfs
0.306 of
Reach LD-WS2: Letdown WS2
Avg. Flow Depth=0.17' Max Vet=10.37 fps
Inflow=9.21 cfs
0.536 of
n=0.018
L=200.0' S=0.1900 '/' Capacity=767.92 cfs
Outflow=9.21 cfs
0.536 of

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 10
Reach LD-WS3: Letdown WS3
Avg. Flow Depth=0.22' Max Vet=14.06 fps
Inflow=17.20 cfs
1.090 of
n=0.018
L=145.0' S=0.2414 '/' Capacity=865.54 cfs
Outflow=17.20 cfs
1.090 of
Reach LD-WS4: Letdown WS4
Avg. Flow Depth=0.28' Max Vet=17.40 fps
Inflow=26.84 cfs
1.701 of
n=0.018
L=150.0' S=0.2867 '/' Capacity=943.25 cfs
Outflow=26.84 cfs
1.701 of
Reach PD-El: Perimeter Ditch E1
Avg. Flow Depth=0.83' Max Vet=3.91 fps
Inflow=18.32 cfs
1.041 of
n=0.020
L=490.0' S=0.0061 T Capacity=290.86 cfs
Outflow=17.76 cfs
1.041 of
Reach PD-S1: Perimeter Ditch S1
Avg. Flow Depth=0.53' Max Vet=5.84 fps
Inflow=14.40 cfs
0.818 of
n=0.020
L=340.0' S=0.0221 T Capacity=552.10 cfs
Outflow=14.29 cfs
0.818 of
Reach PD-S2: Perimeter Ditch S2
Avg. Flow Depth=0.55' Max Vet=5.65 fps
Inflow=14.59 cfs
0.829 of
n=0.020
L=350.0' S=0.0200 '/' Capacity=525.70 cfs
Outflow=14.46 cfs
0.829 of
Reach PD-SE: Perimeter Ditch SE
Avg. Flow Depth=1.25' Max Vet=8.09 fps
Inflow=70.44 cfs
4.247 of
n=0.020 L=1,020.0'
S=0.0167 '/' Capacity=479.90 cfs
Outflow=68.42 cfs
4.247 of
Reach PD-SW: Perimeter Ditch SW
Avg. Flow Depth=1.30' Max Vet=9.18 fps
Inflow=85.78 cfs
5.151 of
n=0.020 L=1,340.0'
S=0.0205 '/' Capacity=532.52 cfs
Outflow=82.57 cfs
5.151 of
Reach PD-W2: Perimeter Ditch W2
Avg. Flow Depth=0.61' Max Vet=6.01 fps
Inflow=17.92 cfs
1.018 of
n=0.020
L=590.0' S=0.0203 '/' Capacity=530.14 cfs
Outflow=17.57 cfs
1.018 of
Reach S1 b: S Berm Avg. Flow Depth=1.11' Max Vet=1.67 fps Inflow=6.47 cfs 0.359 of
n=0.090 L=250.0' S=0.0240 '/' Capacity=29.64 cfs Outflow=6.18 cfs 0.359 of
Reach S1t: S TERRACE Avg. Flow Depth=1.11' Max Vet=1.28 fps Inflow=11.72 cfs 0.650 of
n=0.110 L=400.0' S=0.0200 '/' Capacity=22.82 cfs Outflow=10.19 cfs 0.650 of
Reach S2b: S Berm Avg. Flow Depth=1.07' Max Vet=1.63 fps Inflow=5.82 cfs 0.323 of
n=0.090 L=210.0' S=0.0238 '/' Capacity=29.52 cfs Outflow=5.62 cfs 0.323 of
Reach S2t: S TERRACE Avg. Flow Depth=1.12' Max Vet=1.28 fps Inflow=11.93 cfs 0.662 of
n=0.110 L=400.0' S=0.0200 '/' Capacity=22.82 cfs Outflow=10.38 cfs 0.662 of
Reach S3b: S Berm Avg. Flow Depth=1.18' Max Vet=1.75 fps Inflow=7.85 cfs 0.435 of
n=0.090 L=370.0' S=0.0243 '/' Capacity=29.83 cfs Outflow=7.25 cfs 0.435 of
Reach S4b: S Berm Avg. Flow Depth=1.16' Max Vet=1.79 fps Inflow=7.78 cfs 0.431 of
n=0.090 L=380.0' S=0.0263 '/' Capacity=31.03 cfs Outflow=7.19 cfs 0.431 of
Reach SE1 b: SE Berm Avg. Flow Depth=1.07' Max Vet=1.63 fps Inflow=5.88 cfs 0.326 of
n=0.090 L=250.0' S=0.0240 '/' Capacity=29.64 cfs Outflow=5.61 cfs 0.326 of
Reach SE1t: SE TERRACE Avg. Flow Depth=0.95' Max Vet=1.20 fps Inflow=8.04 cfs 0.446 of
n=0.110 L=370.0' S=0.0216 T Capacity=23.72 cfs Outflow=7.01 cfs 0.446 of
Reach SE211b: SE Berm Avg. Flow Depth=0.86' Max Vet=1.50 fps Inflow=3.49 cfs 0.193 of
n=0.090 L=220.0' S=0.0273 '/' Capacity=31.59 cfs Outflow=3.34 cfs 0.193 of

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 11
Reach SE3b: SE Berm Avg. Flow Depth=1.32' Max Vet=1.87 fps Inflow=11.00 cfs 0.610 of
n=0.090 L=500.0' S=0.0240 '/' Capacity=29.64 cfs Outflow=9.85 cfs 0.610 of
Reach SS T1: SOUTH SLOPE Avg. Flow Depth=1.26' Max Vet=1.38 fps Inflow=24.50 cfs 1.359 of
n=0.110 L=1,420.0' S=0.0197 T Capacity=22.66 cfs Outflow=14.21 cfs 1.359 of
Reach SS T2: SOUTH SLOPE Avg. Flow Depth=1.18' Max Vet=1.33 fps Inflow=17.87 cfs 0.991 of
n=0.110 L=1,000.0' S=0.0200'/' Capacity=22.82 cfs Outflow=11.93 cfs 0.991 of
Reach SW1 b: SW Berm Avg. Flow Depth=1.06' Max Vet=1.84 fps Inflow=6.56 cfs 0.364 of
n=0.090 L=320.0' S=0.0313 '/' Capacity=33.82 cfs Outflow=6.19 cfs 0.364 of
Reach SW1t: SW1t Avg. Flow Depth=1.10' Max Vet=1.30 fps Inflow=12.62 cfs 0.700 of
n=0.110 L=570.0' S=0.0211 T Capacity=23.41 cfs Outflow=10.15 cfs 0.700 of
Reach SW2b: SW Berm Avg. Flow Depth=0.97' Max Vet=1.77 fps Inflow=5.09 cfs 0.282 of
n=0.090 L=185.0' S=0.0324 '/' Capacity=34.45 cfs Outflow=4.97 cfs 0.282 of
Reach SW3b: SW Berm Avg. Flow Depth=1.53' Max Vet=1.99 fps Inflow=17.05 cfs 0.946 of
n=0.090 L=810.0' S=0.0222 '/' Capacity=28.52 cfs Outflow=13.98 cfs 0.946 of
Reach WS1 b: WS Berm Avg. Flow Depth=0.92' Max Vet=1.50 fps Inflow=4.15 cfs 0.230 of
n=0.090 L=320.0' S=0.0250 '/' Capacity=30.25 cfs Outflow=3.83 cfs 0.230 of
Reach WS1t: WS1t Avg. Flow Depth=1.02' Max Vet=1.23 fps Inflow=9.99 cfs 0.554 of
n=0.110 L=480.0' S=0.0208 '/' Capacity=23.29 cfs Outflow=8.28 cfs 0.554 of
Reach WS2b: WS Berm Avg. Flow Depth=1.26' Max Vet=1.67 fps Inflow=9.28 cfs 0.515 of
n=0.090 L=540.0' S=0.0204 '/' Capacity=27.30 cfs Outflow=8.02 cfs 0.515 of
Reach WS3b: WS Berm Avg. Flow Depth=0.64' Max Vet=1.40 fps Inflow=1.74 cfs 0.097 of
n=0.090 L=140.0' S=0.0357 '/' Capacity=36.15 cfs Outflow=1.70 cfs 0.097 of
Pond S-CB1: south drop inlet
Peak EIev=614.09' Inflow=74.49 cfs 4.507 of
Outflow=74.49 cfs 4.507 of
Pond S-CB2: south drop inlet Peak EIev=583.58' Inflow=98.10 cfs 6.857 of
36.0" Round Culvert x 2.00 n=0.012 L=60.0' S=0.1167 T Outflow=98.10 cfs 6.857 of
Pond S-CB3: south drop inlet Peak EIev=622.14' Inflow=129.33 cfs 8.156 of
Outflow=129.33 cfs 8.156 of
Pond S-CB4: south drop inlet Peak EIev=621.35' Inflow=102.50 cfs 6.316 of
Outflow=102.50 cfs 6.316 of
Total Runoff Area = 48.682 ac Runoff Volume = 21.329 of Average Runoff Depth = 5.26"
100.00% Pervious = 48.682 ac 0.00% Impervious = 0.000 ac

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment ES1 b-s: ES berm
NE
Runoff = 1.92 cfs @ 12.01 hrs, Volume= 0.106 af, Depth= 5.06"
Routed to Reach ES b : ES Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
11,000 80 Final Cover
11,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment ES1 b-s: ES berm
Hydrograph
2 1.92 cfs
I 11110�-y�a�r IR1a�n�faill��.3�'�
Runoff Arle6#111 00 Sf
III I I I I I I I I I I R99offIVo�lumg70}1,06 p#
1 1+ I fi I I H �I F�unoff Depth�=506"=l
.�
.2 low Len t00
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CN=80
II IIIIIIIIIIIIIIIIII�����I
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment ES1t-s: terrace DA
NE
Runoff = 10.43 cfs @ 12.01 hrs, Volume= 0.578 af, Depth= 5.06"
Routed to Reach ES1t : SE TERRACE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
59,800 80 Final Cover
59,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment ES1t-s: terrace DA
Hydrograph
11
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10.43
cfs 14
1 H H 1
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10�
9
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1
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 14
Summary for Subcatchment ES2b-s: ES berm
NE
Runoff = 10.55 cfs @ 12.01 hrs, Volume= 0.585 af, Depth= 5.06"
Routed to Reach ES2b : ES Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
60,500 80 Final Cover
60,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment ES2b-s: ES berm
Hydrograph
11 10.55 cfs 1 L I L I L 1 Li �, H I� I -A � 111-14 4t rl
10 4 14 14-1 �- 14-1 �-1 t-11 bfh- alr�Rla n ilk$. '�
9-
8- H -t I t I t I t I t I fit t-I R(jrhbf -Arley 0;50"f
1 1 1 �- 1 17 IT IT 1 1 1 1 1 -�Yqgffl YI4TP=9f"l "f
0 6 III n1r I�e;j.p�'j
.2 I LL 5 ILIL1LL1L1L1 IL I �l
4
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1 II I1111111111111111111111111
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 15
Summary for Subcatchment PD-E1s: Perimeter Ditch E1
NE
Runoff = 18.32 cfs @ 12.01 hrs, Volume= 1.041 af, Depth= 5.63"
Routed to Reach PD-El : Perimeter Ditch E1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
66,200 80 Final Cover
30,500 96 Gravel surface, HSG D
96,700 85 Weighted Average
96,700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
1E
1E
17
1E
1E
14
12
N
11
3 1C
o
LL
f
Subcatchment PD-E1 s: Perimeter Ditch E1
Hydrograph
- -71H1-F fil th T--, I H H
18.32 cfs H I H I H I I HI HI HI H IH
7
IHI
tit
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 16
Summary for Subcatchment PD-S1s: Perimeter Ditch S1
NE
Runoff = 14.40 cfs @ 12.01 hrs, Volume= 0.818 af, Depth= 5.63"
Routed to Reach PD-S1 : Perimeter Ditch S1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
50,500 80 Final Cover
25,500 96 Gravel surface, HSG D
76,000 85 Weighted Average
76,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-S1 s: Perimeter Ditch S1
Hydrograph
16 � � � i � � I t—I � Runoff
15 1 14.4o cfs 1 14-1 �1 H H H 1-4 14
13 L I L I L I L I L I LI L11 bb-�4arl!RalnTfa'I11164.*
12 I�
11 rt I rt I rt I T I fi I fit 1-1 II-�6Off- ►000T6;000Vf
10 1-44 1 L 1 L 1 L 1 4-1 �1 I �4"Oft Y-lw��0f�
0 8 L 1 L L I L I L 1 LI L L n �l
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5 I� J 14 1 L 1 L 1 1-1 -1 H H H 1--1 Ifc6jd -6
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3 11 Il1111111111111111111�%N 5
2 IL L I L I fit fit t-I r-I N 1-1 Irt Irt Irt I L
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 17
Summary for Subcatchment PD-S2s: Perimeter Ditch S2
NE
Runoff = 14.59 cfs @ 12.01 hrs, Volume= 0.829 af, Depth= 5.63"
Routed to Reach PD-S2 : Perimeter Ditch S2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
52,000 80 Final Cover
25,000 96 Gravel surface, HSG D
77,000 85 Weighted Average
77,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-S2s: Perimeter Ditch S2
Hydrograph
16 1 1 1 I I i I I I I i I I I I i i I I I i i I
15 14.59 cfs 14 1 1 1 J- I TI �-I �-I T I-4 �
14�
13 11 T 17 IT I T I T I TI T11 bb-j �r_R1ain�61164.*
12 11 T I I l I t I t I t I T T Rt.16dff MOr 3=7r7�010"f
10 ITT 14 1 T I T I T I T T�yq� ��1� �-0f 42p a
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- Flow C n h-
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 18
Summary for Subcatchment PD-SEs: Perimeter Ditch SE
NE
Runoff = 34.08 cfs @ 12.01 hrs, Volume= 1.936 af, Depth= 5.63"
Routed to Reach PD-SE : Perimeter Ditch SE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
121,900 80 Final Cover
58,000 96 Gravel surface, HSG D
179,900 85 Weighted Average
179,900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-SEs: Perimeter Ditch SE
Hydrograph
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Time (hours)
■ Runoff

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 19
Summary for Subcatchment PD-SWs: Perimeter Ditch SW
NE
Runoff = 42.80 cfs @ 12.01 hrs, Volume= 2.431 af, Depth= 5.63"
Routed to Reach PD-SW : Perimeter Ditch SW
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
155,400 80 Final Cover
70,500 96 Gravel surface, HSG D
225,900 85 Weighted Average
225,900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-SWs: Perimeter Ditch SW
Hydrograph
46
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 20
Summary for Subcatchment PD-W2s: Perimeter Ditch W2
NE
Runoff = 17.92 cfs @ 12.01 hrs, Volume= 1.018 af, Depth= 5.63"
Routed to Reach PD-W2 : Perimeter Ditch W2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
64,600 80 Final Cover
30,000 96 Gravel surface, HSG D
94,600 85 Weighted Average
94,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment PD-W2s: Perimeter Ditch W2
Hydrograph
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Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 21
Summary for Subcatchment S1 B-s: S berm
NE
Runoff = 6.47 cfs @ 12.01 hrs, Volume= 0.359 af, Depth= 5.06"
Routed to Reach S1 b : S Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
37,100 80 Final Cover
37,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
w
0
LL
3.1
7
0
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S1 B-s: S berm
Hydrograph
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 22
Summary for Subcatchment S1t-s: terrace DA
NE
Runoff = 11.72 cfs @ 12.01 hrs, Volume= 0.650 af, Depth= 5.06"
Routed to Reach S 1 t : S TERRACE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
67,200 80 Final Cover
67,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S1t-s: terrace DA
Hydrograph
13
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 23
Summary for Subcatchment S2b-S: S berm
NE
Runoff = 5.82 cfs @ 12.01 hrs, Volume= 0.323 af, Depth= 5.06"
Routed to Reach S2b : S Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
33,400 80 Final Cover
33,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S2b-S: S berm
Hydrograph
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 24
Summary for Subcatchment S2t-s: terrace DA
NE
Runoff = 11.93 cfs @ 12.01 hrs, Volume= 0.662 af, Depth= 5.06"
Routed to Reach S2t : S TERRACE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
68,400 80 Final Cover
68,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S2t-s: terrace DA
Hydrograph
IT
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17
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 25
Summary for Subcatchment S3b-S: S berm
NE
Runoff = 7.85 cfs @ 12.01 hrs, Volume= 0.435 af, Depth= 5.06"
Routed to Reach S3b : S Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
45,000 80 Final Cover
45,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S3b-S: S berm
Hydrograph
7.85 cfs
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 26
Summary for Subcatchment S4b-s: S berm
NE
Runoff = 7.78 cfs @ 12.01 hrs, Volume= 0.431 af, Depth= 5.06"
Routed to Reach S4b : S Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
44,600 80 Final Cover
44,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment S4b-s: S berm
Hydrograph
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
❑ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 27
Summary for Subcatchment SE1 b-s: SE berm
NE
Runoff = 5.88 cfs @ 12.01 hrs, Volume= 0.326 af, Depth= 5.06"
Routed to Reach SE1 b : SE Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
33,700 80 Final Cover
33,700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
4
w
3
0 3
LL
fl
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SE1 b-s: SE berm
Hydrograph
� ❑Runoff
5.88 cfs
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 28
Summary for Subcatchment SE1t-s: terrace DA
NE
Runoff = 8.04 cfs @ 12.01 hrs, Volume= 0.446 af, Depth= 5.06"
Routed to Reach SE1t : SE TERRACE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
46,100 80 Final Cover
46,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SE1t-s: terrace DA
Hydrograph
9
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10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 29
Summary for Subcatchment SE2b-s: SE berm
NE
Runoff = 3.49 cfs @ 12.01 hrs, Volume= 0.193 af, Depth= 5.06"
Routed to Reach SE2b : SE Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
20,000 80 Final Cover
20,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SE2b-s: SE berm
Hydrograph
I I 3.49 cfs
H 1- H 1 H 1 H 1 H I H H16d-yJar-�Rla-�ntjlI.34'i
3
1 1 I I I I R(Iridff ArII!000 Sf
�4goffIyoll4rpe70}193 a#
0 2InPf �-,eV=1
'06'1
U.
Flow Len 00
1e1�.�iob
p
H I H I I H H H H H
1
IIIIIIIIIIIIIIIIIIIIIII����Q
IIIIIIIIIIIIIIIIIIIIIIIIIIII
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 30
Summary for Subcatchment SE3b-s: SE berm
NE
Runoff = 11.00 cfs @ 12.01 hrs, Volume= 0.610 af, Depth= 5.06"
Routed to Reach SE3b : SE Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
63,100 80 Final Cover
63,100 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1
100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SE3b-s: SE berm
Hydrograph
IH
1-1 HI H IH IH 1 H 14 1
12
11
11.00 cfs
�
.TITITIFIHHH
IH H
10
1
1111111
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9
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8
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H
H
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0 6
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T
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T
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I
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I
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low
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d
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1
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2
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11
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14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 31
Summary for Subcatchment SS T1 s: terrace DA
NE
Runoff = 24.50 cfs @ 12.01 hrs, Volume= 1.359 af, Depth= 5.06"
Routed to Reach SS T1 : SOUTH SLOPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
140,500 80 Final Cover
140,500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SS T1s: terrace DA
Hydrograph
2a
III.
24.5o cfs
�I
III IIIIIIII
�Ip 1111�ir�
22
1 11 1 1 1 1
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111 bb-jt i"I
20
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17 1- 7 1 L
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16
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-
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8
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6-
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4
2
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TI
�I FI I� 17 I7 ITILI
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 32
Summary for Subcatchment SS T2s: terrace DA
NE
Runoff = 17.87 cfs @ 12.01 hrs, Volume= 0.991 af, Depth= 5.06"
Routed to Reach SS T2 : SOUTH SLOPE
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
102,500 80 Final Cover
102,500 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass:
Short n= 0.150 P2= 3.41"
3.1
100
Total, Increased to minimum
Tc =
10.0 min
Subcatchment
SS T2s: terrace DA
Hydrograph
20
❑
-
❑ ❑ 1z
Runoff
19
18
17.87
cfs
1 ❑
1 ❑ 1 ❑ 1
❑ I
❑I
❑I ❑1 ❑ 1❑
17�
16IJ
1❑
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❑
1 ❑
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❑ I
❑1
❑1166-�4lr-tR1elnt�116�.4'�
15
14
I❑
1-
❑
1 ❑
I ❑ I ❑ I
❑ I
❑1
❑R4hdff Mela#10MO-isf
12
1❑
❑
❑1
� YPRI4"P�!QMF 11:pf
11
0 10
1❑
1-
4
14
1 ❑ 1 1
4-1
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— 9
U.
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low
�L t �i
8
1❑
1-
4
14
1 ❑ I � 1
4-1
❑I
❑1 ❑1 N
7
SiO e7iio —/
6
1❑
1-
4
14
1 ❑ I + 14-1
❑1
❑1 ❑1 ❑ 1❑ IYc646.6
5
4
1-4
1-
141❑I+I�-I❑1❑1❑1H1❑14I4M
Q
3
2
IH
14IHIHIHI
HI
HI HI H 1❑ H IH 1-+1HI
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 33
Summary for Subcatchment SW1 b-s: SW berm
NE
Runoff = 6.56 cfs @ 12.01 hrs, Volume= 0.364 af, Depth= 5.06"
Routed to Reach SW1b : SW Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
37,600 80 Final Cover
37,600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SW1 b-s: SW berm
Hydrograph
_I LI i -LIIIIILI
6.56 cfs
6
5 I� I rt rt I T fi fi l �1 rl ft rM-dff -Arley#-'f7- 100 1%f
0 4 III I I l�un� if IDIep�hr-�5.06'1
LL low �e 100
3 1 1 1 1 I I I I I I I I I I I I I I I I I
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2 rt rt �I 1—I I —I I� rt Tic 10.6 M rr�
1
II IIIIIIIIIIIIIIIIIIIIIIIIIIII
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 34
Summary for Subcatchment SW1t-s: SW1t-s
NE
Runoff = 12.62 cfs @ 12.01 hrs, Volume= 0.700 af, Depth= 5.06"
Routed to Reach SW1t : SW1t
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
72,400 80 Final Cover
72,400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SW1t-s: SW1t-s
Hydrograph
14
L
rIt-Iri1-111IrtIrtILl
13
12.62 cfs
L
I L I L I
T I
L I
L I LI LJ 11
12
I-t -t
I-t
It It I
t I
fit
t-11 - aR1 n ally
11
10
1
1 1 1 1_I 1
1 1
1 I I I I
I I
I I
I 1111006fF ArI007I2;4100 M
9
I� -I
+ + I
o 7
1
1 1 1 1 I
I I
I I I I
I I
I I
I I�jnjrj -•06'1
v.6
1� 4141LL1T1-1HHII��Lt
low
d l
5
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4
I7 1 -T
17
1 I
T I
7-1
T-I FI n 1� Ifc6-jd-6 Jn16
3
1-4 1- 4
14
1� I
T I
�1
�I �I N 1-4 14 I � Q
2
1
I�
17
TI
7-17-1�I
FtI� I7 17 IT
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 35
Summary for Subcatchment SW2b-s: SW berm
NE
Runoff = 5.09 cfs @ 12.01 hrs, Volume= 0.282 af, Depth= 5.06"
Routed to Reach SW2b : SW Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
29,200 80 Final Cover
29,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment SW2b-s: SW berm
Hydrograph
illlll� IIIIIIII
5.09 cfs
5
4 1 1 1 1 1 lRilirilldff A►rle-t#29;2100 isf
III III 1 1 1 1 P�4golf lYollgr�g70f218? p#
0 3 I I I I I I I I I I I I I I I I I I I I �ulnl°�f Lw r(OO
FIo ent 2 1-4 1- 4 14 1 �--1 4--11 �I H H 1-4�h=
p
11 1 11 1 1 1 1 1 11 III III I I I I Itc- 10.0 m i n
1 1f 7 7 IT I T I T I F F-1 F-1 IT 17 17 IT QN:1=80
II 1111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 36
Summary for Subcatchment SW3b-s: SW berm
NE
Runoff = 17.05 cfs @ 12.01 hrs, Volume= 0.946 af, Depth= 5.06"
Routed to Reach SW3b : SW Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
97,800 80 Final Cover
97,800 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.1
100
0.3300
0.54
Sheet Flow, sheet
Grass:
Short n= 0.150 P2= 3.41"
3.1
100
Total, Increased to minimum
Tc =
10.0 min
Subcatchment SW3b-s: SW berm
Hydrograph
19
IH IH
IH
IH
IT I
H H IH 17 IT
Runoff
18
1
1111
cfs
I H
I H IT I
H I
H
H H IH H
16
15
IH
I
It
I rt
I H I - I
Tr I
H IlW-alR,��ayg��.�1
J
1413
1-1I
H
I
I
-rI
� I
1—I Rtj6dff-AI 63:W; 0"f
1211
IH
I
rt
11
I H I t I
t I
HI
fl�yq°ff YOL4TP=Pf""
19
IH
I_
t
I t
I H H I
t I
fiI
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l
0
LL
low
H
H
H
H H
H
fiI
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Pe
H
H
fiIfiIHHHIHIHtc6-4d4M46
5
5
4
IH
I
I H
It It I
fiI
HI
HI HI H IH IH H ��-M"
3
2
H
I
IHHIHIH
H
H H H H IH IH IHIHI
1
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 37
Summary for Subcatchment T-SE: Top of landfill
NE
Runoff = 8.89 cfs @ 12.01 hrs, Volume= 0.493 af, Depth= 5.06"
Routed to Reach LD-SE1 : Letdown SE1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
51,000 80 Final Cover
51,000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.1 100
0.0500
1.57
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
7.7 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment T-SE: Top of landfill
Hydrograph
III III IIIII �iil
8.89 cfs
9 IIIIIIIIIIIIIIIIIII
III I I III I I I I I 1 dd-y r kain6116�.*�
7 11 1 I I fthdff A►rleb#51;010015f
6 III —I 11 1 1 1P
20A low Le 1�=
LL 4 1 1 1 1 1 1 1 1 1 1 1 1 d 1 bioo-�
2 I111 III1I I I I 1 11111IM:60
1111111111111111111111 HIM
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Summary for Subcatchment T-SW: Top of landfill
NE
Runoff = 12.85 cfs @ 12.01 hrs, Volume= 0.713 af, Depth= 5.06"
Routed to Reach LD-SW1 : Letdown SW1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
73,700 80 Final Cover
73,700 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.1 100
0.0500
1.57
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fDs
7.7 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment T-SW: Top of landfill
Hydrograph
14
I� i� fi �I
Runoff
13
III
12.s5
cfs I I
12
I--�
�-I �I1 bb-alr�Rlrn11�$.'�
11
10
1 1
1 I 1 1 1 1 1 IRtjrhdff A ille�073;7100 !sf
9
1-4 1
4 14 1 T I T 1 4-�I
o 7
17
T T T T TI TI TI�jnjo�1�1(7'j
LL 6
4 1 � 1 � 1 4-1 �1 �1 �1 low �L t l
p
4
1 T 1 T I T T TI TI TI T IT 11�c��d �n�ir�
3
14 1 T I T 1 1 -I �-I �-I �-j 1-1 1-4 V aQ
2
T 1
17TITT T T T IT T T T TTI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCADO 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 39
Summary for Subcatchment T-WS: Top of landfill
NE
Runoff = 5.51 cfs @ 12.01 hrs, Volume= 0.306 af, Depth= 5.06"
Routed to Reach LD-WS1 : Letdown WS1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
31,600 80 Final Cover
31,600 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
6.6 100
0.0500
0.25
Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
1.1 100
0.0500
1.57
Shallow Concentrated Flow, shallow
Short Grass Pasture Kv= 7.0 fos
7.7 200 Total, Increased to minimum Tc = 10.0 min
Subcatchment T-WS: Top of landfill
Hydrograph
6
I I 5.51 cfs
5 i l l l � I I I I I I I I I I I 111 bb-y�a�r IRIa�n�fa�ll��.3�'�
t-I �-J ft6dffArle #31;600-i%f
4
0 3 TIT IT T I TI TI T T� rI� -_'06-
.2 Flow Len t =200
LL
tt IT I TI tl fit �I 1j H It I� I� ITCN=6-Q
II IIIIIIIII1111111111111111111
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 40
Summary for Subcatchment WS1 b-s: WS berm
NE
Runoff = 4.15 cfs @ 12.01 hrs, Volume= 0.230 af, Depth= 5.06"
Routed to Reach WS1 b : WS Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
23,800 80 Final Cover
23,800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WS1 b-s: WS berm
Hydrograph
IIIIII illlll� IIIIIIII
4.15 cfs 14 14 14- 1 t- k I-t
ilie�ll
4
IIIIIIIIIIIII 11 b�-��alr IR1a�n�fa�ll��.�3�'�
I-i I- L I L1 LI Ll I�ridf ArOb#2�3�8100-f
3 III 11 1 1 1 1 1 1 1 1 P�4golfflyollyn�p70f213Q pf
IIIIIIIIIIIII I I I F unl lf 1D1ep�hr .06'1
0 2 -Flow Cenah=100
III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Sid 1e-Iiiob
p
IIIIIIII I I I I I I I I Itc:616.6 inlrIi
WHIM I I 1 I I I I I I
II I111111111111111111111111111
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 41
Summary for Subcatchment WS1t-S: WS1t-s
NE
Runoff = 9.99 cfs @ 12.01 hrs, Volume= 0.554 af, Depth= 5.06"
Routed to Reach WS1t : WS1t
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
57,300 80 Final Cover
57,300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
2.8 90 0.3300 0.53 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
2.8 90 Total, Increased to minimum Tc = 10.0 min
Subcatchment WS1t-S: WS1t-s
Hydrograph
I H
HI H IH IH I H I H I H
11
10
9.99
cfs
TITITI-1
1
TI
IH
I I HI IH
9
1
11 lr
1
1
1 1 1
1 I I I I
I I
I
I I IRtiridfF Arle�3057;300 !Sf
IH
H I I
I H I L I
L I
HI
L1 tToff Y- 14TP -of 54 f
0 6
H H
H H
H
H
H H �nlo I e� h7�5'P''1
-5
IHIHIH1-HHIHIHI
FI Wn h=
t i
H I� -dliob i
s d
4
p e
p
3
1-1
111
H I H I
H I
fit
1-1 HI H 1H -fc6id -6 inI6
2
rl II IfLii
1
1 1 11111
1 I
MIMI I I I-T"�U1
'
1111IIIIII11111111111111111
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 42
Summary for Subcatchment WS2b-s: WS berm
NE
Runoff = 9.28 cfs @ 12.01 hrs, Volume= 0.515 af, Depth= 5.06"
Routed to Reach WS2b : WS Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
53,200 80 Final Cover
53,200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WS2b-s: WS berm
Hydrograph
10 9.28 cfs � I�
T 1 T 1 T 1 4-1 �I H H A iYp4 ili-1 -�irl
9
8
-H �11-al�Rlna11�'�
I-1 1- t It It It I t I tI ft"f#-ArebOWM"f
w 6
0 5 IT I- T 1 T 1 T I T I T 1 TI TI TI nl°�ILtr�' j
19
-U.I w L n h=
4 17 ITI T1 T T T T -1 t Tl
s d e 0b i
p
' II IIIIIIIIIIIIIIIIIIIIIIIIIII
14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68
Time (hours)
■ Runoff

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 43
Summary for Subcatchment WS3b-s: WS berm
NE
Runoff = 1.74 cfs @ 12.01 hrs, Volume= 0.097 af, Depth= 5.06"
Routed to Reach WS3b : WS Berm
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-year Rainfall=7.39"
Area (sf) CN Description
10,000 80 Final Cover
10,000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.1 100 0.3300 0.54 Sheet Flow, sheet
Grass: Short n= 0.150 P2= 3.41"
3.1 100 Total, Increased to minimum Tc = 10.0 min
Subcatchment WS3b-s: WS berm
Hydrograph
1.74 cfs
I 1111 b�-y�a�r IRIa�n�faill��.3�'�
R(Iridff ArIe6#11000 Sf
1 1 1 1 1 1 I I I I I ggolf Iyoll4rre7O T P#
- Len
Flow V='�(Zo-:
o e
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 yid �1�.��ob
p
TC-10.0 min
CN=80
IIIIIIIIIIIIIIII�����I
10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Runoff

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 44
Summary for Reach ES1 b: ES Berm
Inflow Area = 0.253 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 1.92 cfs @ 12.01 hrs, Volume= 0.106 of
Outflow = 1.87 cfs @ 12.03 hrs, Volume= 0.106 af, Atten= 2%, Lag= 1.3 min
Routed to Reach LD-ES3 : Letdown ES3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.22 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 0.43 fps, Avg. Travel Time= 5.1 min
Peak Storage= 199 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.71' , Surface Width= 4.29'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.06 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 130.0' Slope= 0.0231 T
Inlet Invert= 681.00', Outlet Invert= 678.00'
Reach ES1 b: ES Berm
Hydrograph
1.92 cfs
2 1.87 cfs 141�v`r Area=0.253 alc'
IAg1. Oi6mi D6pth=0J 1'
IMai V 61:1.22 f0s,
rhTQ.09Q
v i i
LL
IIIIIII 1�=IOt01213� i�•
Cap�cl��yl
I I I I HIM 1 MIMIIM
IIII I I I I I I I 11 I I I 1 I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Summary for Reach ES1t: SE TERRACE
Inflow Area = 1.373 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 10.43 cfs @ 12.01 hrs, Volume= 0.578 of
Outflow = 8.85 cfs @ 12.07 hrs, Volume= 0.578 af, Atten= 15%, Lag= 3.2 min
Routed to Reach LD-ES2 : Letdown ES2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.28 fps, Min. Travel Time= 5.9 min
Avg. Velocity = 0.37 fps, Avg. Travel Time= 20.3 min
Peak Storage= 3,110 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.03' , Surface Width= 13.41'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 24.05 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 450.0' Slope= 0.0222 T
Inlet Invert= 731.00', Outlet Invert= 721.00'
Reach ES1t: SE TERRACE
Hydrograph
I I I I I I I I I
11 10.43 cfs N
10 8.8 cfs I t I t-I H It I_t
III IIIIIIIIII
s
7 IIIIIIII
4 6
3
M 5
E
IIIIIIIIIIII
1 44 1Ft-6"6itlh10'_
IM6xl V dl:�1.28 foss
III I I I 1 11 1 1 0=1:0.11101
-kI 1--1 N I-�� F45_PL- Qk
It I fi l fil
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
-111
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 46
Summary for Reach ES2b: ES Berm
Inflow Area = 1.389 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 10.55 cfs @ 12.01 hrs, Volume= 0.585 of
Outflow = 9.45 cfs @ 12.06 hrs, Volume= 0.585 af, Atten= 10%, Lag= 2.6 min
Routed to Reach LD-ES3 : Letdown ES3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.77 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.54 fps, Avg. Travel Time= 14.5 min
Peak Storage= 2,504 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.33' , Surface Width= 8.00'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.90 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 470.0' Slope= 0.0213 T
Inlet Invert= 688.00', Outlet Invert= 678.00'
Reach ES2b: ES Berm
Hydrograph
11 10.55 cfs
10 9.45 cfs AV�.- lFfU��'1:3
9 T I IVralxFV611 1 -.77-foss
8 — — — — — — —
^ 7 III I I I I I I I I I w Q-Q9101
�6
LL 5 rt It i Ti Ti
4 III 1 1 1 17 1 1 1 T I
3 —
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
-111
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 47
Summary for Reach LD-ES2: Letdown ES2
[61] Hint: Exceeded Reach ES1t outlet invert by 0.14' @ 12.07 hrs
Inflow Area = 1.373 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 8.85 cfs @ 12.07 hrs, Volume= 0.578 of
Outflow = 8.85 cfs @ 12.07 hrs, Volume= 0.578 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-ES3 : Letdown ES3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 11.64 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.53 fps, Avg. Travel Time= 0.7 min
Peak Storage= 114 cf @ 12.07 hrs
Average Depth at Peak Storage= 0.14' , Surface Width= 5.58'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 943.25 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 150.0' Slope= 0.2867 7'
Inlet Invert= 721.00', Outlet Invert= 678.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 48
Reach LD-ES2: Letdown ES2
Hydrograph
II IIII lull ili l illlllll ■Inflow
8.85 cfs 141I vi Ar� 11.iii acl outflow
8 I 1 1 11 1 1 IAn 91, Ojd� b6�t'h=0.14'1
T7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wk � 61�11.64 Vsl
111 1111 111I111IIIIIm=oQ.41181
3 5 III I_I�1=11�Q•Q�I
3 �I I� I� 1 �C��t-� TTls�
2 I� �I I� I� �I �I 1-4 1-� I �- I �I
91
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 49
Summary for Reach LD-ES3: Letdown ES3
[61] Hint: Exceeded Reach ES1b outlet invert by 0.23' @ 12.06 hrs
[61] Hint: Exceeded Reach ES2b outlet invert by 0.23' @ 12.06 hrs
[62] Hint: Exceeded Reach LD-ES2 OUTLET depth by 0.08' @ 12.05 hrs
Inflow Area = 3.014 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 20.08 cfs @ 12.06 hrs, Volume= 1.270 of
Outflow = 20.07 cfs @ 12.06 hrs, Volume= 1.270 af, Atten= 0%, Lag= 0.1 min
Routed to Reach PD-SE : Perimeter Ditch SE
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 16.19 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.12 fps, Avg. Travel Time= 0.5 min
Peak Storage= 161 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.23' , Surface Width= 5.91'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 989.37 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 130.0' Slope= 0.3154 '/'
Inlet Invert= 678.00', Outlet Invert= 637.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 50
Reach LD-ES3: Letdown ES3
Hydrograph
H
ICI+1
4-1
H
H
H
I-f
I+I t-I H H H I-+ I+I fi
■Inflow
■outfow
21
20.07 Cfs I
D
E1
Q
:
-
-I%v
20
1
18
�
-
-
-
H
I
———
IF d itlhh-�1b4�2a��ic'�
—
17
16
I�
11
Li
L1
tl
1t
I I
I I I FYI" )w=A 6mfost
15 14
14-1
�-1
N
1-4
141�-1
4-1 N 1:40#0�118�
1
12
+1
fit
H
H_
H
1-+
1+1 fit H H_ H�=I*PV
LL 19
T
Q
Q"t1 1�-
H
+11-1H
H
HI-+I+II
Yi I "i 1
6
d
E :2
-LI:r_I
L1
Cl
111:1111]--1
I-_ Cl 1:2 1::LII
I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 51
Summary for Reach LD-S1: Letdown S1
[61] Hint: Exceeded Reach S1b outlet invert by 0.16' @ 12.04 hrs
[61] Hint: Exceeded Reach S2b outlet invert by 0.16' @ 12.04 hrs
Inflow Area = 1.618 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.81 cfs @ 12.04 hrs, Volume= 0.682 of
Outflow = 11.80 cfs @ 12.04 hrs, Volume= 0.682 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-S2 : Letdown S2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.70 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.92 fps, Avg. Travel Time= 0.7 min
Peak Storage= 138 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.16' , Surface Width= 5.65'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,032.90 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 160.0' Slope= 0.3438 '/'
Inlet Invert= 760.00', Outlet Invert= 705.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 52
Reach LD-S1: Letdown S1
Hydrograph
13
IH H
H
H I
HI
H
It
I H
It I H I HI H It 1 H It
■ Inflow
■outflow
12
11.80 C fs
11
-
-1
H I
HI
H
1-41-+
1 A-4g�. IF j-6"6]ihi=". 6'�-
10
III
I
I I I M6k V 6P=13.70_f0s1
g
8
—
---1
H
I —I
1--�
I -�
I I -I-- I �-I I —I 1--� "Q-4�118�-
7
I�
1
fi 1
tI
H
It
I rt
I rt I fi I fil H 1t�=l W Qfi
4
IH
1
---1
H
H
1--+
1 H���yH1'I�
Q1sH
3t
III
-
IIIIIIIIIIIIIIIIIIII_IIIIIIII
—
—
—
—
—
— — — — — —
e
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 53
Summary for Reach LD-S2: Letdown S2
[62] Hint: Exceeded Reach LD-S1 OUTLET depth by 0.14' @ 12.08 hrs
[61] Hint: Exceeded Reach S1t outlet invert by 0.30' @ 12.06 hrs
[61] Hint: Exceeded Reach S2t outlet invert by 0.30' @ 12.06 hrs
Inflow Area = 4.731 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 32.21 cfs @ 12.05 hrs, Volume= 1.993 of
Outflow = 32.21 cfs @ 12.06 hrs, Volume= 1.993 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-S3 : Letdown S3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 19.19 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.62 fps, Avg. Travel Time= 0.4 min
Peak Storage= 185 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.30' , Surface Width= 6.20'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 993.74 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 110.0' Slope= 0.3182 T
Inlet Invert= 705.00', Outlet Invert= 670.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 54
Reach LD-S2: Letdown S2
Hydrograph
H H
H
T I
H I
H
I H
H i H IH I H IT I
■Inflow
■outow
34
32.21 cfs
Hi4l
A C
32
3
-
LI
-
172
11
1 k4 IF v�i it1 b�l
28
26
H-
H
1H
H
H
H 1 N►I VIA J9�IsH
24
22
H 1
t 1
HI
H
1H
I H
IHI fit tI HI 1-- •
20
3
h
H 1
H 1
H
H
H1
H
1 H 1 H I HI H HMI l 19-9H
18
LL 16
H
-1
HI
H
H
HIH
1 H 1 H H H�ItH�l
14
12
H
H 1
H 1
H
H
H
I H
I H IPT�'�F T 4 1
10
8
I-4
4-1
H
H
IH
14
I HI 4-1 HI H IH 14 I H I
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 55
Summary for Reach LD-S3: Letdown S3
[62] Hint: Exceeded Reach LD-S2 OUTLET depth by 0.07' @ 12.06 hrs
[61] Hint: Exceeded Reach S3b outlet invert by 0.37' @ 12.06 hrs
[61] Hint: Exceeded Reach S4b outlet invert by 0.37' @ 12.06 hrs
Inflow Area = 6.788 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 46.64 cfs @ 12.05 hrs, Volume= 2.860 of
Outflow = 46.64 cfs @ 12.06 hrs, Volume= 2.860 af, Atten= 0%, Lag= 0.1 min
Routed to Pond S-CB1 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 22.19 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 5.24 fps, Avg. Travel Time= 0.5 min
Peak Storage= 357 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.37' , Surface Width= 6.47'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,020.12 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 170.0' Slope= 0.3353 '/'
Inlet Invert= 670.00', Outlet Invert= 613.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 56
Reach LD-S3: Letdown S3
Hydrograph
H H
H 1H H H H H H H H H H H
■Inflow
■ outflow
50
46.64 Cfs
H 1 H H H 1 H I•
45
HI H 1H H
40
-
HI H IH I rt I rt I -Aeik WW22-.19-fosH
30
c 25
LL
III
_
ii��t��
20
III
f
��I91 y1 I�'1 FlSl
15
10
H
HH H H H HIHH H IH H HIHH
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 57
Summary for Reach LD-SE1: Letdown SE1
Inflow Area = 1.171 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 8.89 cfs @ 12.01 hrs, Volume= 0.493 of
Outflow = 8.89 cfs @ 12.02 hrs, Volume= 0.493 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SE2 : Letdown SE2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 12.17 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.74 fps, Avg. Travel Time= 0.5 min
Peak Storage= 84 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.14' , Surface Width= 5.55'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,012.70 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 115.0' Slope= 0.3304 T
Inlet Invert= 788.00', Outlet Invert= 750.00'
Reach LD-SE1: Letdown SE1
Hydrograph
I I I IIIIIIIIIII II
8.89 cfs 141# vi Ar�11A 7111 a cl
8 11 11 1 1 11 11 1 1 I,o�91_-Oj6v� b66tlh6b.11411
7 III 1 11 1 1 11 11 1 1 1 1 1 1 Wk V(1=12.17 fOsl
3 5 l _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1�1=1111�•Q�I
3 LI L L Id _L I F��_jc1 7 SL
2 NA, I J_
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 58
Summary for Reach LD-SE2: Letdown SE2
[62] Hint: Exceeded Reach LD-SE1 OUTLET depth by 0.08' @ 12.06 hrs
[61] Hint: Exceeded Reach SE1b outlet invert by 0.22' @ 12.03 hrs
[61] Hint: Exceeded Reach SE2b outlet invert by 0.22' @ 12.03 hrs
Inflow Area = 2.404 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.67 cfs @ 12.03 hrs, Volume= 1.013 of
Outflow = 17.67 cfs @ 12.03 hrs, Volume= 1.013 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SE3 : Letdown SE3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 14.96 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.83 fps, Avg. Travel Time= 0.6 min
Peak Storage= 154 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.22' , Surface Width= 5.87'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 939.87 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 130.0' Slope= 0.2846 '/'
Inlet Invert= 750.00', Outlet Invert= 713.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 59
Reach LD-SE2: Letdown SE2
HlIydrograph
+
H
14
1 + H +
■ Inflow
■outflow
1
18
17.67 Cfs
�1
N
1-4
14
1- I41bi i lAr� 214d4k lc
_
17
16
-
-I
H
I-
-
-k4� IFo�vi�itlh1�2
15
14
-H
H
H
---
1+ 1 +M4k Vt0--1 4-.96 Ise
13
12
fit
t-1
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LI
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6
I�
11-E1L1uIIIAIII
� �
5
4
1J-1�-1uI--�1-�1�-14-1
1--�1�'II
3
f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 60
Summary for Reach LD-SE3: Letdown SE3
[62] Hint: Exceeded Reach LD-SE2 OUTLET depth by 0.05' @ 12.10 hrs
[61] Hint: Exceeded Reach SE1t outlet invert by 0.26' @ 12.04 hrs
Inflow Area = 3.462 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 24.43 cfs @ 12.04 hrs, Volume= 1.458 of
Outflow = 24.42 cfs @ 12.04 hrs, Volume= 1.458 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SE4 : Letdown SE4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.01 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.16 fps, Avg. Travel Time= 0.5 min
Peak Storage= 194 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.26' , Surface Width= 6.04'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 958.96 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 135.0' Slope= 0.2963 '/'
Inlet Invert= 713.00', Outlet Invert= 673.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 61
Reach LD-SE3: Letdown SE3
Hydrograph
I L I LI H H I-i I I I L I L H L
■Inflow
■outflow
2624.42
CfsI• a�c
I%-b�ir Ar-3
24r,l
22
—
LI H H LiI �� IFv� �i�itlk�b
20
I-
1 H H IH I H I H I +M" V O--1 7-.01 losf-
z 16
14
-
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LL 12
III
18
IH
H HI H H H IH I H I�� Igsls�
6
III
IIIIIIIIIIIIIIIII-IF IIIIIIII I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 62
Summary for Reach LD-SE4: Letdown SE4
[62] Hint: Exceeded Reach LD-SE3 OUTLET depth by 0.04' @ 12.10 hrs
[61] Hint: Exceeded Reach SE3b outlet invert by 0.30' @ 12.04 hrs
Inflow Area = 4.910 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 34.16 cfs @ 12.04 hrs, Volume= 2.069 of
Outflow = 34.15 cfs @ 12.04 hrs, Volume= 2.069 af, Atten= 0%, Lag= 0.1 min
Routed to Pond S-CB4 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 20.26 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.86 fps, Avg. Travel Time= 0.5 min
Peak Storage= 253 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.30' , Surface Width= 6.20'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,047.20 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 150.0' Slope= 0.3533 '/'
Inlet Invert= 673.00', Outlet Invert= 620.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 63
Reach LD-SE4: Letdown SE4
Hydrograph
T I
T
❑1
❑
17
1❑
1 17 I❑ I ❑
Inflow
outflow
36
34.15 Cfs
❑
❑
❑
❑
❑
TI%IbA�410Ta�c
34
3230
T
❑ I
❑
❑
❑
111
IFU6"6 ih ="3V::
28
F 1
L 1
❑I
❑
1❑
1 ❑
I ❑ I T1YIdi V/�I��20:26fos :
26
24
LI❑I❑I
❑
❑I❑I❑I❑I❑I
❑❑mQ•11
22
20
1
J-I
�—I
I
11 4- 118
16
12
I�
❑
❑
❑�yu1'1
1Q1
10
8
14-1�—IN1-4141
14-11-4141�1
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 64
Summary for Reach LD-SW1: Letdown SW1
Inflow Area = 1.692 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.85 cfs @ 12.01 hrs, Volume= 0.713 of
Outflow = 12.84 cfs @ 12.02 hrs, Volume= 0.713 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SW2 : Letdown SW2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 13.94 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.87 fps, Avg. Travel Time= 0.6 min
Peak Storage= 129 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.17' , Surface Width= 5.69'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,009.84 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 140.0' Slope= 0.3286 T
Inlet Invert= 806.00', Outlet Invert= 760.00'
w
3
0
LL
14
12
12
11
1C
f
Reach LD-SW1: Letdown SW1
Hydrograph
H H 1 H H IH H H H -H ❑ Inflow
12.84 cfs I ❑outflow
H 1
H 1
H
H
H
1 H�
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H
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H
H
H
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H
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HI
IH
IH
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IH
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H
IH
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IH
HITI
H
H
H
WHIN
H H H HIH
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 65
Summary for Reach LD-SW2: Letdown SW2
[62] Hint: Exceeded Reach LD-SW1 OUTLET depth by 0.08' @ 12.06 hrs
[61] Hint: Exceeded Reach SW1b outlet invert by 0.25' @ 12.03 hrs
[61] Hint: Exceeded Reach SW2b outlet invert by 0.25' @ 12.03 hrs
Inflow Area = 3.225 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 23.79 cfs @ 12.03 hrs, Volume= 1.359 of
Outflow = 23.79 cfs @ 12.03 hrs, Volume= 1.359 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SW3: Letdown SW3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.55 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.34 fps, Avg. Travel Time= 0.5 min
Peak Storage= 190 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.25' , Surface Width= 5.99'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,020.75 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 140.0' Slope= 0.3357 7'
Inlet Invert= 760.00', Outlet Invert= 713.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 66
Reach LD-SW2: Letdown SW2
Hydrograph
26
IH IHIHIHI
HI
H
IH
IHIHIHI
HI H IH IHIHI
■Inflow
■outflow
23.79 Cfs
24
22
H
P
I—�
I
20
H T-
H
1-1
T
T
I TI Tnn6—k Wi=_1 55fosT
18
—
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H
H
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I
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16
14
t I t I
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1
8
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H
H
H
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T1SH
—
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—
—
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—IIIIII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 67
Summary for Reach LD-SW3: Letdown SW3
[62] Hint: Exceeded Reach LD-SW2 OUTLET depth by 0.06' @ 12.12 hrs
[61] Hint: Exceeded Reach SW1t outlet invert by 0.30' @ 12.04 hrs
Inflow Area = 4.888 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 33.27 cfs @ 12.04 hrs, Volume= 2.059 of
Outflow = 33.27 cfs @ 12.04 hrs, Volume= 2.059 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-SW4: Letdown SW4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 19.91 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.76 fps, Avg. Travel Time= 0.4 min
Peak Storage= 209 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.30' , Surface Width= 6.19'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,033.27 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 7' Top Width= 13.00'
Length= 125.0' Slope= 0.3440 7'
Inlet Invert= 713.00', Outlet Invert= 670.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 68
Reach LD-SW3: Letdown SW3
Hydrograph
36
34
i i i i i i
33.27 cfs
i i i i
i i
i i
i i
i i
i i i i i i i i i i i i i i i i i
41bi i lAr� 41 �818`�a�c
■Inflow
■outflow
32
30
N
NI
IN
IN
N
IFvtlh�b'�
28
-
N
NI
IN
IN
N
N 1 +M" V-0--i 9-.91 -fosN
26
24
IN
N 1-1
N
N
14
14
1 N 1 N 1 NI N 1N llz�Q--018k
22
20
_
IN
_ _
-1 N 1
_
NI
_
N
_
IN
1 N
_ _ _
1 N 1 N I NI N INS 4 -Q�-
18 E 16
N
-1 N1
NI
N
1-414
1 N 1 N1 N N�IN�tN7I� r
14
10
IN
4-1
N
N
1N
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7 �Y-1�'I T 1 1
$,
N
NN
N
NNINNN
N 1-4141
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 69
Summary for Reach LD-SW4: Letdown SW4
[62] Hint: Exceeded Reach LD-SW3 OUTLET depth by 0.07' @ 12.10 hrs
[61] Hint: Exceeded Reach SW31b outlet invert by 0.36' @ 12.05 hrs
Inflow Area = 7.133 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 46.80 cfs @ 12.05 hrs, Volume= 3.005 of
Outflow = 46.80 cfs @ 12.05 hrs, Volume= 3.005 af, Atten= 0%, Lag= 0.1 min
Routed to Pond S-CB3 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 22.62 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 5.33 fps, Avg. Travel Time= 0.4 min
Peak Storage= 290 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.36' , Surface Width= 6.45'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 1,047.55 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 140.0' Slope= 0.3536 '/'
Inlet Invert= 670.00', Outlet Invert= 620.50'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 70
Reach LD-SW4: Letdown SW4
Hydrograph
I-1IAI1I4-1H
H
H
I14-I�I H I�I�I�I
■Inflow
■outflow
50
46.8o cfs � � � I
�I
H
14
14
I I �
�41#b 7Ak� i.ii3k Ic
45
-H
HI
H
IH
I H
I k4 IF o�v r i� itlh 3�'�
40
fi I
H
1-1
H
I rt
1 rt 1 111YI�k V-0t22-.62f0S-r
35
T
TI
H
17
T T H H 0Q•1
30
I I
I I
I I
I I
I I
I I I I I
c 25
LL
III
_
�� t
III����1y1
I�'11-I� l FlS1
15
10
LI
H
U
H
IA
III LI H U H IA I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 71
Summary for Reach LD-WS1: Letdown WS1
Inflow Area = 0.725 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.51 cfs @ 12.01 hrs, Volume= 0.306 of
Outflow = 5.50 cfs @ 12.02 hrs, Volume= 0.306 af, Atten= 0%, Lag= 0.3 min
Routed to Reach LD-WS2: Letdown WS2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.06 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 3.04 fps, Avg. Travel Time= 1.0 min
Peak Storage= 112 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.12' , Surface Width= 5.46'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 839.41 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 185.0' Slope= 0.2270 T
Inlet Invert= 806.00', Outlet Invert= 764.00'
Reach LD-WS1: Letdown WS1
Hydrograph
■ Inflow
6 5.50 cfs Ai7�"Ir���01.725�C1 ■outflow
5r//� III I I IAg1. Oi6mi b6�th=0.12'I
14 -1 H 14 + 1 4- MaIxIW1*9$6 foss
4, I I I I I I I I I I I I I I I I I I I I I I m�a-41181
III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I�=11 ��•Q'I
3 U. H I� 14 14- I �1 H I�� Fqt2+217�
39 1 f
I111 HIM 1111111111111111111111
1
I I I I I I I I I I I I I I I I I I I I I I I I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 72
Summary for Reach LD-WS2: Letdown WS2
[62] Hint: Exceeded Reach LD-WS1 OUTLET depth by 0.05' @ 12.07 hrs
[61] Hint: Exceeded Reach WS1b outlet invert by 0.17' @ 12.03 hrs
Inflow Area = 1.272 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.21 cfs @ 12.03 hrs, Volume= 0.536 of
Outflow = 9.21 cfs @ 12.03 hrs, Volume= 0.536 af, Atten= 0%, Lag= 0.2 min
Routed to Reach LD-WS3: Letdown WS3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 10.37 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 2.93 fps, Avg. Travel Time= 1.1 min
Peak Storage= 177 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.17' , Surface Width= 5.67'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 767.92 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 200.0' Slope= 0.1900 '/'
Inlet Invert= 764.00', Outlet Invert= 726.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 73
Reach LD-WS2: Letdown WS2
Hydrograph
ICI
4-1 H H H I 1+1 t-I H H H 141�I
Inflow
■ outflow
10
9.21 cfs
4- 1 HI H IH I I 1
I% b�v Ar��-1 i ac
9
I I
8
-
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7
I-
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6
III
_ _ _ _ _ _
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4
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3
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f
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 74
Summary for Reach LD-WS3: Letdown WS3
[62] Hint: Exceeded Reach LD-WS2 OUTLET depth by 0.07' @ 12.12 hrs
[61] Hint: Exceeded Reach WS1t outlet invert by 0.22' @ 12.05 hrs
Inflow Area = 2.587 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.20 cfs @ 12.05 hrs, Volume= 1.090 of
Outflow = 17.20 cfs @ 12.05 hrs, Volume= 1.090 af, Atten= 0%, Lag= 0.1 min
Routed to Reach LD-WS4: Letdown WS4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 14.06 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.58 fps, Avg. Travel Time= 0.7 min
Peak Storage= 177 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.22' , Surface Width= 5.90'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 865.54 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 145.0' Slope= 0.2414 '/'
Inlet Invert= 726.00', Outlet Invert= 691.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 75
Reach LD-WS3: Letdown WS3
Hydrograph
I�
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fit
t I
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❑
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■Inflow
■outflow
18
17.20 Cfs
❑
❑
❑
17
16
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❑I
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3
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 76
Summary for Reach LD-WS4: Letdown WS4
[62] Hint: Exceeded Reach LD-WS3 OUTLET depth by 0.05' @ 12.07 hrs
[61] Hint: Exceeded Reach WS21b outlet invert by 0.28' @ 12.05 hrs
[61] Hint: Exceeded Reach WS3b outlet invert by 0.28' @ 12.05 hrs
Inflow Area = 4.038 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 26.84 cfs @ 12.05 hrs, Volume= 1.701 of
Outflow = 26.84 cfs @ 12.05 hrs, Volume= 1.701 af, Atten= 0%, Lag= 0.1 min
Routed to Reach PD-SW : Perimeter Ditch SW
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 17.40 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 4.23 fps, Avg. Travel Time= 0.6 min
Peak Storage= 231 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.28' , Surface Width= 6.11'
Bank -Full Depth= 2.00' Flow Area= 18.0 sf, Capacity= 943.25 cfs
5.00' x 2.00' deep channel, n= 0.018
Side Slope Z-value= 2.0 '/' Top Width= 13.00'
Length= 150.0' Slope= 0.2867 '/'
Inlet Invert= 691.00', Outlet Invert= 648.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 77
Reach LD-WS4: Letdown WS4
Hydrograph
7 T
T
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Inflow
■outflow
28
26.84 Cfs -
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14
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26
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H
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22
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16
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

0
%%
I j
f
ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 78
Summary for Reach PD-El: Perimeter Ditch E1
Inflow Area = 2.220 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 18.32 cfs @ 12.01 hrs, Volume= 1.041 of
Outflow = 17.76 cfs @ 12.04 hrs, Volume= 1.041 af, Atten= 3%, Lag= 1.4 min
Routed to Reach PD-SE : Perimeter Ditch SE
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 3.91 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 1.07 fps, Avg. Travel Time= 7.7 min
Peak Storage= 2,226 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.83' , Surface Width= 7.97'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 290.86 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 490.0' Slope= 0.0061 T
Inlet Invert= 640.00', Outlet Invert= 637.00'
Reach PD-El: Perimeter Ditch E1
Hydrograph
Th H I rt I+ I -r-+ ❑Inflow
❑outflow
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 79
Summary for Reach PD-S1: Perimeter Ditch S1
Inflow Area = 1.745 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 14.40 cfs @ 12.01 hrs, Volume= 0.818 of
Outflow = 14.29 cfs @ 12.02 hrs, Volume= 0.818 af, Atten= 1 %, Lag= 0.7 min
Routed to Pond S-CB1 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.84 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.57 fps, Avg. Travel Time= 3.6 min
Peak Storage= 832 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.53' , Surface Width= 6.19'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 552.10 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 340.0' Slope= 0.0221 T
Inlet Invert= 620.50', Outlet Invert= 613.00'
1E
1E
14
12
12
11
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3 E
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II
Reach PD-S1: Perimeter Ditch S1
Hydrograph
IH
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Summary for Reach PD-S2: Perimeter Ditch S2
Inflow Area = 1.768 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 14.59 cfs @ 12.01 hrs, Volume= 0.829 of
Outflow = 14.46 cfs @ 12.02 hrs, Volume= 0.829 af, Atten= 1 %, Lag= 0.7 min
Routed to Pond S-CB1 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 5.65 fps, Min. Travel Time= 1.0 min
Avg. Velocity = 1.52 fps, Avg. Travel Time= 3.8 min
Peak Storage= 895 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.55' , Surface Width= 6.30'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 525.70 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 350.0' Slope= 0.0200 T
Inlet Invert= 620.00', Outlet Invert= 613.00'
Reach PD-S2: Perimeter Ditch S2
Hydrograph
16
H
H
H
H
❑ Inflow
❑outflow
15
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— — — —
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 81
Summary for Reach PD-SE: Perimeter Ditch SE
[62] Hint: Exceeded Reach LD-ES3 OUTLET depth by 1.02' @ 12.05 hrs
[62] Hint: Exceeded Reach PD-El OUTLET depth by 0.45' @ 12.10 hrs
Inflow Area = 9.364 ac, 0.00% Impervious, Inflow Depth = 5.44" for 100-year event
Inflow = 70.44 cfs @ 12.03 hrs, Volume= 4.247 of
Outflow = 68.42 cfs @ 12.05 hrs, Volume= 4.247 af, Atten= 3%, Lag= 1.4 min
Routed to Pond S-CB4 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 8.09 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 2.15 fps, Avg. Travel Time= 7.9 min
Peak Storage= 8,626 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.25' , Surface Width= 10.51'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 479.90 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 1,020.0' Slope= 0.0167 T
Inlet Invert= 637.00', Outlet Invert= 620.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 82
Reach PD-SE: Perimeter Ditch SE
Hydrograph
75
70
70.44
68.42
I
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■outflow
cfs
65
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10
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 83
Summary for Reach PD-SW: Perimeter Ditch SW
[62] Hint: Exceeded Reach LD-WS4 OUTLET depth by 1.02' @ 12.05 hrs
[62] Hint: Exceeded Reach PD-W2 OUTLET depth by 0.72' @ 12.09 hrs
Inflow Area = 11.396 ac, 0.00% Impervious, Inflow Depth = 5.42" for 100-year event
Inflow = 85.78 cfs @ 12.03 hrs, Volume= 5.151 of
Outflow = 82.57 cfs @ 12.05 hrs, Volume= 5.151 af, Atten= 4%, Lag= 1.6 min
Routed to Pond S-CB3 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 9.18 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 2.42 fps, Avg. Travel Time= 9.2 min
Peak Storage= 12,055 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.30' , Surface Width= 10.81'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 532.52 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 7' Top Width= 21.00'
Length= 1,340.0' Slope= 0.0205 T
Inlet Invert= 648.00', Outlet Invert= 620.50'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 84
Reach PD-SW: Perimeter Ditch SW
T + I-t I
�Hydrograph
1�
1-1
1 1—r I
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Inflow
95
90
85.78 cfs
—
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—
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65
60
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15
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 11 24-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Summary for Reach PD-W2: Perimeter Ditch W2
Inflow Area = 2.172 ac, 0.00% Impervious, Inflow Depth = 5.63" for 100-year event
Inflow = 17.92 cfs @ 12.01 hrs, Volume= 1.018 of
Outflow = 17.57 cfs @ 12.03 hrs, Volume= 1.018 af, Atten= 2%, Lag= 1.1 min
Routed to Reach PD-SW : Perimeter Ditch SW
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 6.01 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 1.62 fps, Avg. Travel Time= 6.1 min
Peak Storage= 1,724 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.61' , Surface Width= 6.64'
Bank -Full Depth= 3.00' Flow Area= 36.0 sf, Capacity= 530.14 cfs
3.00' x 3.00' deep channel, n= 0.020
Side Slope Z-value= 3.0 '/' Top Width= 21.00'
Length= 590.0' Slope= 0.0203 T
Inlet Invert= 660.00', Outlet Invert= 648.00'
1£
1E
17
1E
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14
12
12
11
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Reach PD-W2: Perimeter Ditch W2
Hydrograph
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17.57 cfs
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 86
Summary for Reach S1 b: S Berm
Inflow Area = 0.852 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.47 cfs @ 12.01 hrs, Volume= 0.359 of
Outflow = 6.18 cfs @ 12.04 hrs, Volume= 0.359 af, Atten= 4%, Lag= 1.7 min
Routed to Reach LD-S1 : Letdown S1
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.67 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 0.55 fps, Avg. Travel Time= 7.5 min
Peak Storage= 926 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.11' , Surface Width= 6.67'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.64 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 250.0' Slope= 0.0240 T
Inlet Invert= 766.00', Outlet Invert= 760.00'
Reach S1 b: S Berm
Hydrograph
7 6.47 cfs
6.18 cfs U
6 1 1 IAA gl. i=i6mi b6�t1h6l .l IV
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T I �I LL I� I� I T l fi l �I LL I� I �rn�ol-tor
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2
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11i1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 87
Summary for Reach S1t: S TERRACE
Inflow Area = 1.543 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.72 cfs @ 12.01 hrs, Volume= 0.650 of
Outflow = 10.19 cfs @ 12.06 hrs, Volume= 0.650 af, Atten= 13%, Lag= 3.0 min
Routed to Reach LD-S2 : Letdown S2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.28 fps, Min. Travel Time= 5.2 min
Avg. Velocity = 0.37 fps, Avg. Travel Time= 18.0 min
Peak Storage= 3,195 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.11' , Surface Width= 14.41'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 22.82 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 400.0' Slope= 0.0200 T
Inlet Invert= 713.00', Outlet Invert= 705.00'
Reach S1t: S TERRACE
13
Hydrograph
❑ Inflow
❑ outflow
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 88
Summary for Reach S2b: S Berm
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.82 cfs @ 12.01 hrs, Volume= 0.323 of
Outflow = 5.62 cfs @ 12.04 hrs, Volume= 0.323 af, Atten= 3%, Lag= 1.5 min
Routed to Reach LD-S1 : Letdown S1
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.63 fps, Min. Travel Time= 2.2 min
Avg. Velocity = 0.55 fps, Avg. Travel Time= 6.4 min
Peak Storage= 727 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.07' , Surface Width= 6.44'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.52 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 210.0' Slope= 0.0238 '/'
Inlet Invert= 765.00', Outlet Invert= 760.00'
Reach S2b: S Berm
Hydrograph
I I I I I ❑ Inflow
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6 5.62 cfs Wl�v`r Area- .f67 ac
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 89
Summary for Reach S2t: S TERRACE
Inflow Area = 1.570 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.93 cfs @ 12.01 hrs, Volume= 0.662 of
Outflow = 10.38 cfs @ 12.06 hrs, Volume= 0.662 af, Atten= 13%, Lag= 3.0 min
Routed to Reach LD-S2 : Letdown S2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.28 fps, Min. Travel Time= 5.2 min
Avg. Velocity = 0.37 fps, Avg. Travel Time= 18.0 min
Peak Storage= 3,240 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.12' , Surface Width= 14.51'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 22.82 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 400.0' Slope= 0.0200 T
Inlet Invert= 713.00', Outlet Invert= 705.00'
Reach S2t: S TERRACE
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 90
Summary for Reach S3b: S Berm
Inflow Area = 1.033 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.85 cfs @ 12.01 hrs, Volume= 0.435 of
Outflow = 7.25 cfs @ 12.05 hrs, Volume= 0.435 af, Atten= 8%, Lag= 2.2 min
Routed to Reach LD-S3 : Letdown S3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.75 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 0.56 fps, Avg. Travel Time= 11.1 min
Peak Storage= 1,537 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.18' , Surface Width= 7.06'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.83 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 370.0' Slope= 0.0243 T
Inlet Invert= 679.00', Outlet Invert= 670.00'
8 III
Reach S3b: S Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 91
Summary for Reach Sob: S Berm
Inflow Area = 1.024 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 7.78 cfs @ 12.01 hrs, Volume= 0.431 of
Outflow = 7.19 cfs @ 12.05 hrs, Volume= 0.431 af, Atten= 8%, Lag= 2.2 min
Routed to Reach LD-S3 : Letdown S3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.79 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 0.57 fps, Avg. Travel Time= 11.0 min
Peak Storage= 1,523 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.16' , Surface Width= 6.93'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 31.03 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 380.0' Slope= 0.0263 T
Inlet Invert= 680.00', Outlet Invert= 670.00'
Reach Sob: S Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 92
Summary for Reach SE1 b: SE Berm
Inflow Area = 0.774 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.88 cfs @ 12.01 hrs, Volume= 0.326 of
Outflow = 5.61 cfs @ 12.04 hrs, Volume= 0.326 af, Atten= 5%, Lag= 1.7 min
Routed to Reach LD-SE2 : Letdown SE2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.63 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 0.54 fps, Avg. Travel Time= 7.7 min
Peak Storage= 861 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.07' , Surface Width= 6.43'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.64 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 250.0' Slope= 0.0240 T
Inlet Invert= 756.00', Outlet Invert= 750.00'
Reach SEW SE Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
-111
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 93
Summary for Reach SE1t: SE TERRACE
Inflow Area = 1.058 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 8.04 cfs @ 12.01 hrs, Volume= 0.446 of
Outflow = 7.01 cfs @ 12.06 hrs, Volume= 0.446 af, Atten= 13%, Lag= 3.0 min
Routed to Reach LD-SE3 : Letdown SE3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.20 fps, Min. Travel Time= 5.2 min
Avg. Velocity = 0.36 fps, Avg. Travel Time= 17.2 min
Peak Storage= 2,168 cf @ 12.06 hrs
Average Depth at Peak Storage= 0.95' , Surface Width= 12.34'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.72 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 370.0' Slope= 0.0216 T
Inlet Invert= 721.00', Outlet Invert= 713.00'
s
Reach SE1t: SE TERRACE
Hydrograph
I I I I I I I
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 94
Summary for Reach SE2b: SE Berm
Inflow Area = 0.459 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 3.49 cfs @ 12.01 hrs, Volume= 0.193 of
Outflow = 3.34 cfs @ 12.04 hrs, Volume= 0.193 af, Atten= 4%, Lag= 1.7 min
Routed to Reach LD-SE2 : Letdown SE2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.50 fps, Min. Travel Time= 2.4 min
Avg. Velocity = 0.51 fps, Avg. Travel Time= 7.2 min
Peak Storage= 489 cf @ 12.04 hrs
Average Depth at Peak Storage= 0.86' , Surface Width= 5.17'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 31.59 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 220.0' Slope= 0.0273 T
Inlet Invert= 756.00', Outlet Invert= 750.00'
Reach SE2b: SE Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC
Summary for Reach SE3b: SE Berm
Inflow Area = 1.449 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 11.00 cfs @ 12.01 hrs, Volume= 0.610 of
Outflow = 9.85 cfs @ 12.06 hrs, Volume= 0.610 af, Atten= 11 %, Lag= 2.7 min
Routed to Reach LD-SE4 : Letdown SE4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.87 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.57 fps, Avg. Travel Time= 14.5 min
Peak Storage= 2,626 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.32' , Surface Width= 7.94'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 29.64 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 500.0' Slope= 0.0240 T
Inlet Invert= 685.00', Outlet Invert= 673.00'
w
3
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12 11.00 cfs
11
10 9.85 cfs
f
Reach SEW SE Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 96
Summary for Reach SS T1: SOUTH SLOPE
[55] Hint: Peak inflow is 108% of Manning's capacity
Inflow Area = 3.225 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 24.50 cfs @ 12.01 hrs, Volume= 1.359 of
Outflow = 14.21 cfs @ 12.12 hrs, Volume= 1.359 af, Atten= 42%, Lag= 6.1 min
Routed to Pond S-CB2 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.38 fps, Min. Travel Time= 17.2 min
Avg. Velocity = 0.30 fps, Avg. Travel Time= 79.7 min
Peak Storage= 14,635 cf @ 12.12 hrs
Average Depth at Peak Storage= 1.26' , Surface Width= 16.37'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 22.66 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 1,420.0' Slope= 0.0197 T
Inlet Invert= 616.00', Outlet Invert= 588.00'

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HydroCAD® 10.10-7b s/n 01723 © 2022 HydroCAD Software Solutions LLC Page 97
Reach SS T1: SOUTH SLOPE
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 98
Summary for Reach SS T2: SOUTH SLOPE
Inflow Area = 2.353 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.87 cfs @ 12.01 hrs, Volume= 0.991 of
Outflow = 11.93 cfs @ 12.10 hrs, Volume= 0.991 af, Atten= 33%, Lag= 5.2 min
Routed to Pond S-CB2 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.33 fps, Min. Travel Time= 12.6 min
Avg. Velocity = 0.32 fps, Avg. Travel Time= 52.6 min
Peak Storage= 8,995 cf @ 12.10 hrs
Average Depth at Peak Storage= 1.18' , Surface Width= 15.29'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 22.82 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 1,000.0' Slope= 0.0200 '/'
Inlet Invert= 608.00', Outlet Invert= 588.00'
Reach SS T2: SOUTH SLOPE
Hydrograph
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— — — — — — — —
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 99
Summary for Reach SW1 b: SW Berm
Inflow Area = 0.863 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 6.56 cfs @ 12.01 hrs, Volume= 0.364 of
Outflow = 6.19 cfs @ 12.05 hrs, Volume= 0.364 af, Atten= 6%, Lag= 1.9 min
Routed to Reach LD-SW2 : Letdown SW2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.84 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 0.61 fps, Avg. Travel Time= 8.8 min
Peak Storage= 1,075 cf @ 12.05 hrs
Average Depth at Peak Storage= 1.06' , Surface Width= 6.35'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 33.82 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 320.0' Slope= 0.0313 T
Inlet Invert= 770.00', Outlet Invert= 760.00'
Reach SW1 b: SW Berm
Hydrograph
1 —1 L 1 Hi H ❑ Inflow
7
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6.19 cfs A ^ �� • C
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1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 100
Summary for Reach SW1t: SW1t
Inflow Area = 1.662 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 12.62 cfs @ 12.01 hrs, Volume= 0.700 of
Outflow = 10.15 cfs @ 12.08 hrs, Volume= 0.700 af, Atten= 20%, Lag= 3.7 min
Routed to Reach LD-SW3: Letdown SW3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.30 fps, Min. Travel Time= 7.3 min
Avg. Velocity = 0.36 fps, Avg. Travel Time= 26.7 min
Peak Storage= 4,453 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.10' , Surface Width= 14.25'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.41 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 570.0' Slope= 0.0211 T
Inlet Invert= 725.00', Outlet Invert= 713.00'
Reach SW1t: SW1t
14
Hydrographr
❑ Inflow
❑ outflow
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 101
Summary for Reach SW2b: SW Berm
Inflow Area = 0.670 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 5.09 cfs @ 12.01 hrs, Volume= 0.282 of
Outflow = 4.97 cfs @ 12.03 hrs, Volume= 0.282 af, Atten= 2%, Lag= 1.3 min
Routed to Reach LD-SW2 : Letdown SW2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.77 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.61 fps, Avg. Travel Time= 5.1 min
Peak Storage= 520 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.97' , Surface Width= 5.81'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 34.45 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 185.0' Slope= 0.0324 T
Inlet Invert= 766.00', Outlet Invert= 760.00'
Reach SW2b: SW Berm
Hydrograph
I I I I I I I ❑ Inflow
5.09 cfs f fi ❑ outflow
4.97 cfs fi I411 v 'Area=0.670 arc
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 102
Summary for Reach SW3b: SW Berm
Inflow Area = 2.245 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 17.05 cfs @ 12.01 hrs, Volume= 0.946 of
Outflow = 13.98 cfs @ 12.07 hrs, Volume= 0.946 af, Atten= 18%, Lag= 3.6 min
Routed to Reach LD-SW4: Letdown SW4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.99 fps, Min. Travel Time= 6.8 min
Avg. Velocity = 0.55 fps, Avg. Travel Time= 24.4 min
Peak Storage= 5,695 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.53' , Surface Width= 9.18'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 28.52 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 810.0' Slope= 0.0222 '/'
Inlet Invert= 688.00', Outlet Invert= 670.00'
Reach SW3b: SW Berm
19
Hydrograph
❑ Inflow
❑outflow
— 17
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 103
Summary for Reach WS1 b: WS Berm
Inflow Area = 0.546 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 4.15 cfs @ 12.01 hrs, Volume= 0.230 of
Outflow = 3.83 cfs @ 12.05 hrs, Volume= 0.230 af, Atten= 8%, Lag= 2.2 min
Routed to Reach LD-WS2: Letdown WS2
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.50 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 0.49 fps, Avg. Travel Time= 10.8 min
Peak Storage= 816 cf @ 12.05 hrs
Average Depth at Peak Storage= 0.92' , Surface Width= 5.53'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 30.25 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 320.0' Slope= 0.0250 T
Inlet Invert= 772.00', Outlet Invert= 764.00'
Reach WS1 b: WS Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Inflow
■ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 104
Summary for Reach WS1t: WS1t
Inflow Area = 1.315 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.99 cfs @ 12.01 hrs, Volume= 0.554 of
Outflow = 8.28 cfs @ 12.07 hrs, Volume= 0.554 af, Atten= 17%, Lag= 3.5 min
Routed to Reach LD-WS3: Letdown WS3
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.23 fps, Min. Travel Time= 6.5 min
Avg. Velocity = 0.35 fps, Avg. Travel Time= 22.9 min
Peak Storage= 3,232 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.02' , Surface Width= 13.23'
Bank -Full Depth= 1.50' Flow Area= 14.6 sf, Capacity= 23.29 cfs
0.00' x 1.50' deep channel, n= 0.110
Side Slope Z-value= 3.0 10.0 '/' Top Width= 19.50'
Length= 480.0' Slope= 0.0208 T
Inlet Invert= 736.00', Outlet Invert= 726.00'
Reach WS1t: WS1t
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow Ill
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 11 24-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 105
Summary for Reach WS2b: WS Berm
Inflow Area = 1.221 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 9.28 cfs @ 12.01 hrs, Volume= 0.515 of
Outflow = 8.02 cfs @ 12.06 hrs, Volume= 0.515 af, Atten= 14%, Lag= 3.0 min
Routed to Reach LD-WS4: Letdown WS4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.67 fps, Min. Travel Time= 5.4 min
Avg. Velocity = 0.50 fps, Avg. Travel Time= 17.9 min
Peak Storage= 2,586 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.26' , Surface Width= 7.58'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 27.30 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 540.0' Slope= 0.0204 T
Inlet Invert= 702.00', Outlet Invert= 691.00'
Reach WS2b: WS Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF Landfill Design_South - PTC
Prepared by AECOM
ABLF SOUTH - OUTPUT
Type 1124-hr 100-year Rainfall= 7.39 "
Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 106
Summary for Reach WS3b: WS Berm
Inflow Area = 0.230 ac, 0.00% Impervious, Inflow Depth = 5.06" for 100-year event
Inflow = 1.74 cfs @ 12.01 hrs, Volume= 0.097 of
Outflow = 1.70 cfs @ 12.03 hrs, Volume= 0.097 af, Atten= 2%, Lag= 1.2 min
Routed to Reach LD-WS4: Letdown WS4
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.40 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 0.49 fps, Avg. Travel Time= 4.7 min
Peak Storage= 170 cf @ 12.03 hrs
Average Depth at Peak Storage= 0.64' , Surface Width= 3.82'
Bank -Full Depth= 2.00' Flow Area= 12.0 sf, Capacity= 36.15 cfs
0.00' x 2.00' deep channel, n= 0.090
Side Slope Z-value= 3.0 '/' Top Width= 12.00'
Length= 140.0' Slope= 0.0357 T
Inlet Invert= 696.00', Outlet Invert= 691.00'
Reach WS3b: WS Berm
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Outflow

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 107
Summary for Pond S-CB1: south drop inlet
[57] Hint: Peaked at 614.09' (Flood elevation advised)
[62] Hint: Exceeded Reach LD-S3 OUTLET depth by 0.73' @ 12.04 hrs
[62] Hint: Exceeded Reach PD-S1 OUTLET depth by 0.57' @ 12.06 hrs
[62] Hint: Exceeded Reach PD-S2 OUTLET depth by 0.55' @ 12.06 hrs
Inflow Area = 10.301 ac, 0.00% Impervious, Inflow Depth = 5.25" for 100-year event
Inflow = 74.49 cfs @ 12.04 hrs, Volume= 4.507 of
Outflow = 74.49 cfs @ 12.04 hrs, Volume= 4.507 af, Atten= 0%, Lag= 0.0 min
Primary = 74.49 cfs @ 12.04 hrs, Volume= 4.507 of
Routed to Pond S-CB2 : south drop inlet
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 614.09' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 608.00' 36.0" Round Culvert X 2.00
L= 140.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 608.00' / 583.00' S= 0.1786 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 613.00' 84.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=74.43 cfs @ 12.04 hrs HW=614.09' TW=583.55' (Dynamic Tailwater)
L1=Culvert (Passes 74.43 cfs of 145.84 cfs potential flow)
L2=Orifice/Grate (Weir Controls 74.43 cfs @ 3.41 fps)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 11 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 108
Pond S-CB1: south drop inlet
Hydrograph
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❑Primary
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type 1124-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 109
Summary for Pond S-CB2: south drop inlet
[57] Hint: Peaked at 583.58' (Flood elevation advised)
Inflow Area = 15.879 ac, 0.00% Impervious, Inflow Depth = 5.18" for 100-year event
Inflow = 98.10 cfs @ 12.05 hrs, Volume= 6.857 of
Outflow = 98.10 cfs @ 12.05 hrs, Volume= 6.857 af, Atten= 0%, Lag= 0.0 min
Primary = 98.10 cfs @ 12.05 hrs, Volume= 6.857 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 583.58' @ 12.05 hrs
Device Routing Invert Outlet Devices
#1 Primary 580.00' 36.0" Round Culvert X 2.00
L= 60.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 580.00' / 573.00' S= 0.1167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
Primary OutFlow Max=98.02 cfs @ 12.05 hrs HW=583.57' (Free Discharge)
L1=Culvert (Inlet Controls 98.02 cfs @ 6.93 fps)
Pond S-CB2: south drop inlet
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Inflow
❑ Primary

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type // 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 110
Summary for Pond S-CB3: south drop inlet
[57] Hint: Peaked at 622.14' (Flood elevation advised)
[62] Hint: Exceeded Reach LD-SW4 OUTLET depth by 1.27' @ 12.05 hrs
[62] Hint: Exceeded Reach PD-SW OUTLET depth by 0.33' @ 12.05 hrs
Inflow Area = 18.528 ac, 0.00% Impervious, Inflow Depth = 5.28" for 100-year event
Inflow = 129.33 cfs @ 12.05 hrs, Volume= 8.156 of
Outflow = 129.33 cfs @ 12.05 hrs, Volume= 8.156 af, Atten= 0%, Lag= 0.0 min
Primary = 129.33 cfs @ 12.05 hrs, Volume= 8.156 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 622.14' @ 12.05 hrs
Device Routing Invert Outlet Devices
#1 Primary 615.50' 36.0" Round Culvert X 2.00
L= 200.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 615.50' / 573.00' S= 0.2125 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 620.50' 84.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=129.23 cfs @ 12.05 hrs HW=622.13' (Free Discharge)
L1=Culvert (Passes 129.23 cfs of 154.23 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 129.23 cfs @ 6.15 fps)
Pond S-CB3: south drop inlet
Hydrograph
H
I-4
14 -k I
k
-4
- 4-
0 Inflow
Primary
140
129.33
cfs
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120
H I
HI
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IH
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110
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100
90
t I
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3 70
FZ 60
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fi
H
rt
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fi
H
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50
40
30
F1
71
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1-
J T1
F1
H
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

ABLF SOUTH - OUTPUT
ABLF Landfill Design_South - PTC Type l/ 24-hr 100-year Rainfall= 7.39 "
Prepared by AECOM Printed 6/21/2023
HvdroCAD® 10.10-7b s/n 01723 © 2022 HvdroCAD Software Solutions LLC Paae 111
Summary for Pond S-CB4: south drop inlet
[57] Hint: Peaked at 621.35' (Flood elevation advised)
[62] Hint: Exceeded Reach LD-SE4 OUTLET depth by 1.05' @ 12.05 hrs
[62] Hint: Exceeded Reach PD-SE OUTLET depth by 0.10' @ 12.05 hrs
Inflow Area = 14.275 ac, 0.00% Impervious, Inflow Depth = 5.31" for 100-year event
Inflow = 102.50 cfs @ 12.05 hrs, Volume= 6.316 of
Outflow = 102.50 cfs @ 12.05 hrs, Volume= 6.316 af, Atten= 0%, Lag= 0.0 min
Primary = 102.50 cfs @ 12.05 hrs, Volume= 6.316 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 621.35' @ 12.05 hrs
Device Routing Invert Outlet Devices
#1 Primary 615.00' 36.0" Round Culvert X 2.00
L= 200.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 615.00' / 573.00' S= 0.2100 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 7.07 sf
#2 Device 1 620.00' 84.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=102.48 cfs @ 12.05 hrs HW=621.35' (Free Discharge)
L1=Culvert (Passes 102.48 cfs of 149.89 cfs potential flow)
L2=Orifice/Grate (Weir Controls 102.48 cfs @ 3.80 fps)
11 ° 102.50 cfs
105
100
a�
65
I —�
80
75
70
w 65
60
3 55
0
L 50
9
Pond S-CB4: south drop inlet
Hydrograph
H
II" Ir1a�41.5
=1
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H
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
IN Inflow
■ Primary

Attachment 5. NRCS Web Soil Map

3
m
497800
35° 11' 31" N
I
235
35° 10' 3" N
497800 498100 498400 49B700 499"
3
in
Map Scale: 1:13,200 if printed on A portrait (8.5" x 11") sheet.
N Meters
° 0 150 300 600 900
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WG584 Edge tics: UTM Zone 17N WGS84
UsDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Gaston County, North Carolina
49B100 498400 4967W 49M
3
b
m
49M
35° 11' 31" N
I
35° 10' 3" N
499600
3
lV
b
8/5/2019
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
rwr
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
.14
Gravelly Spot
0
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Gaston County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
Other
line placement. The maps do not show the small areas of
.-
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
rwr
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
L
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
.
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Gaston County, North Carolina
Survey Area Data: Version 18, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 23, 2014—Nov
28, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 8/5/2019
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Gaston County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CfB
LcE
Cecil -Urban land complex, 2 to
8 percent slopes
33.8
18.4
4.8%
2.6%
Lloyd loam, 15 to 25 percent
slopes
LdB2
Lloyd sandy clay loam, 2 to 8
percent slopes, moderately
eroded
189.6
26.9%
LdD2
Lloyd sandy clay loam, 8 to 15
percent slopes, moderately
eroded
56.2
8.0%
Ud
Udorthents, loamy
243.4
34.6%
Ur
Urban land
35.6
5.1%
W
Water
126.3
18.0%
WoA
Worsham loam, 0 to 2 percent
slopes
0.3
0.0%
Totals for Area of Interest
703.4
100.0%
USDA Natural Resources Web Soil Survey 8/5/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3

Attachment 6. HEC-RAS Model Output

RAB Concrete Apron

F
Plan View —Toao2raahv and 2D Modeling Cells
Plan View — Maximum Flood Extents

i11NOW..
Profile
Line
Flood Extents
and Velocitv
Concrete
Curb
Concrete
Curb
in