20230416 Ver 1_SSLF E&SC Buffer Permit Package - 2023-03-17_20230321

AECOM
To:
Kyle Baucom, PE
Duke Energy
CC:
Charlie Hiner, PE
Memo
Subject: Riparian Buffer Permit Package
AECOM Technical Services of North Carolina, Inc
1300 East Ninth Street, Suite 500
Cleveland, OH 44114
aecom. com
Project name:
Erosion and Sedimentation Control Plan for South
Starter Landfill - Allen Steam Station
Project ref:
60664281
From:
Jay Mokotoff, PE
Nicholas Fischer, PE
Andrew Rodzianko, PE
Date:
March 17. 2023
Duke has requested that AECOM provide design support in preparation of permitting activities
associated with riparian buffer impacts along the Catawba River. The impacted area is at the
proposed discharge of the Sediment Basin (East) (basin) which will receive flow from a majority
portion of the proposed South Starter Landfill (SSLF) at Allen Steam Station. The primary
discharge structure of the basin consists of an 8-inch culvert with a gate valve. The basin has
been designed to contain and store stormwater inflows resulting from the 100-year, 24-hour storm
event after the SSLF has been completely constructed with zero discharge (gate valve closed).
This condition represents the most conservative peak inflows into the basin during operations and
closure and does not require pumping onsite or gravity discharge into the Catawba River during
the storm event. The valve will remain closed during construction of the basin and can be closed
thereafter during landfill development at Duke's discretion. Pumping down of the basin can be
done after storm events and discharged into the Active Ash Basin as needed in order to bring the
water level down to normal pool (572'). The 8-inch culvert is intended to begin receiving flows via
a skimmer device when the basin is complete and during landfill development. The skimmer
device will be removed after the landfill is closed and stabilized, allowing flows to pass through
the remaining 8" orifice in the riser and then to the 8" culvert. Additional design details and basis
for the SSLF and its Erosion and Sedimentation Control Plan (including the Sediment Basin (East)
and other features) are provided under separate cover. Information from those designs/plans has
been used as basis for this permit package.
The proposed mitigation for the riparian buffer impact area (see Appendix D, Drawing 1) is to
diffuse the discharge at the 8-inch culvert outlet of the Sediment Basin (East). This will be
accomplished by installation of a 40-foot-long concrete level spreader with a 30-foot-long
vegetated filter strip immediately downstream (see Appendix D, Drawings 2, 3, and 4). The 8-
inch culvert will discharge immediately upstream of the level spreader onto a riprap apron sump
area which will also receive run-off from adjacent slopes to the west and north during storm
events. While the scenario during construction conditions of flow being controlled by the skimmer
was considered, it results in lower flow than post -closure (skimmer removed) conditions, thus
level spreader sizing is based on the most conservative post -closure peak flow conditions.
Hydrologic and Hydraulic calculations (see Appendix E) have been performed to determine the
peak flows to the level spreader for the 10-year and 100-year (design storm) storm events.

The following listed appendices have been prepared by AECOM for this permit package and are
attached:
Appendix A: USGS Topographic Map
Appendix B: NRCS Soil Survey Map
Appendix C: Level Spreader Supplement Form
Appendix D: Drawings
Appendix E: Supporting Calculations (HydroCAD Report)
AECOM

Appendix A
USGS Topographic Map

U(�/�U.S. DEPARTMENT OF THE INTERIOR
S :u.eoem.emeovev U.S. GEOLOGICAL SURVEY
�I.,USTopo
BELMONT QUADRANGLE
NORTH CAROLINA - SOUTH CAROLINA
].S-MINUTE SERIES
by Ne Unitea sates Ge14-1 Sn SCALE 1:24 DOD
su1. v � wo o iaoo
i I :in Imv xErms
re: �� xm�. � � e n veao umo saom
im .... c sure:. zon urvoe.on.ozan..n.mo.omm
zo
x ... .. cxn lvw-ioe oQ. xano...�re. w.xm
x __ xre awn au.� zmz
we<le,e................rws x,ms.l w.m,e. inv rb< nren,ae w mm.m.x.a. xrea�..am.�ro�.mnme
m aeons ca�p.ea oree� us rop. r,m.a n.m.,e.
m a—asslrar�U —___
0 O stiu u
'e Z en BELMONT, NC. SC
.woi.i.c ou�cus 2022

Appendix B
NRCS Soil Survey Map

o
497800
35o 11' 31" N
35o 10' 3" N
497800 498100 498400 498700 499000
Map Scale: 1:13,200 if printed on A portrait (8.5" x 11") sheet.
o Meters N
0 150 300 600 900
Feet
0 500 1000 2000 ?000
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Gaston County, North Carolina
498100 498400 498700 499000
0
o
499600
35o 11' 31" N
35o 10'3" N
499600
o
m
8/5/2019
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
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
4�
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:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
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.
usoA 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
Cecil -Urban land complex, 2 to
8 percent slopes
33.8
4.8%
LcE
Lloyd loam, 15 to 25 percent
slopes
18.4
2.6%
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

Appendix C
Level Spreader Supplement Form

o��F WAT F9gv
y
� r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name
Erosion and Sedimentation Control Plan for South Starter Landfill - Allen Steam Station
Contact name
Elizabeth Glenn
Phone number
980-373-0530 (o) 864-642-8833 (c)
Date
March 17, 2023
Drainage area number
4L, 1S, & 6S
II. DESIGN INFORMATION
The purpose of the LS-VFS
Buffer Rule: Diffuse Flow
Stormwater enters LSVFS from
Other: Explained below
Type of VFS
Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
Sediment basin discharge plus direct runoff from adjacent slopes to west and north.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
fe
Impervious surface area
fe
Percent impervious
%
Rational C coefficient
Peak flow from the 1 in/hr storm
cfs
Time of concentration
min
Rainfall intensity, 10-yrstorm
in/hr
Peak flow from the 10-yr storm
cfs
Design storm
Maximum amount of flow directed to the LS-VFS
cfs
Is a flow bypass system going to be used?
(Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Other: Explained below
Peak discharge from the BMP during the design storm
3.72 cfs
Peak discharge from the BMP during the 10-year storm
2.46 cfs
Maximum capacity of a 100-foot long LSVFS
10 cfs
Peak flow directed to the LS-VFS
3.72 cfs
Is a flow bypass system going to be used?
N (Y or N)
Explanation of any "Other" responses above
Sediment basin plus direct runoff from slopes to west and north. Peak discharge reported as
combined peak flow from these two sources directed to the LS-VFS.
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 1 of 3

LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
sq ft
in
in
10
ft/cfs
37
ft
40
ft
30
ft
570.50
fmsl
568.10
fmsl
8.00
%
N
(Y or N)
OK
N
(Y or N)
N (Y or N)
�mVI
ft
ft
ft
ft
ft
fvsec
Pick one:
(Y or N)
(Y or N)
W
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 2 of 3

III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable)
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non -engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Initials Page or plan sheet number and any notes:
Appendix D: Drawing 1
Hydrologic and hydraulic modeling performed using HydroCAD
software, which uses the Soil Conservation Service Curve Numbers in
lieu of the Rational C coefficient.
No forebay or bypass system is necessary.
Maintenance access indicated on Drawing 2.
Drainage easement assumed to be the same as the riparian buffer
impact area shown in Drawing 1.
Appendix D: Drawing 2
No forebay or bypass system is necessary.
Maintenance access indicated on Drawing 2.
Drainage easement assumed to be the same as the riparian buffer
impact area shown in Drawing 1.
Appendix D: Drawing 4
Not applicable (no flow splitting device)
'- - Appendix D: Drawing 4 provides some key construction sequence
elements
,,p--
,,, I- Not applicable (engineered VFS is proposed)
W- �- Appendix E: HydroCAD Report
I- To be provided by Duke Energy under separate cover.
Form SW401 - LS-VFS - 29June2012 - Rev.10 page 3 of 3

Appendix D
Drawings

2 3 4 5 6 7
DRAWING 1
REV. 0
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LOD
LEGEND
DUKE ENERGY PROPERTY BOUNDARY
EXISTING MAJOR CONTOUR (10 FT)
EXISTING MINOR CONTOUR (2 FT)
PROPOSED MAJOR CONTOURS (1 OFT)
PROPOSED MINOR CONTOUR (2 FT)
ASH EXCAVATION MAJOR CONTOURS (1 OFT)
ASH EXCAVATION MINOR CONTOURS (2 FT)
APPROXIMATE ASH BASIN WASTE BOUNDARY
EXISTING OVERHEAD ELECTRIC
EXISTING ROAD
EXISTING TREELINE
EXISTING WETLANDS
DELINEATED STREAM
GUARD RAIL
LIMIT OF DISTURBANCE
DRAINAGE AREA LIMITS
RIPARIAN BUFFER IMPACT AREA - ZONE 2
(50 FT OFFSET FROM 570 CONTOUR)
RIPARIAN BUFFER IMPACT AREA - V/ (30 FT OFFSET FROM 570 CONTOUR)
1
SSLF BOUNDARY
(APPROXIMATE)
X SECURITY FENCE
WATTLE
SILT FENCE
DOUBLE ROW OF SILT
;F -
FENCE OR SUPER SILT
FENCE
HIGH VISIBILITY FENCING
AND FLAGGING
STORMWATER DITCH
-r ---�I- ---�I- -
PUMP DISCHARGE LINE
STORMWATER TACK ON
_
BERM OR CHANNEL
STORMWATER FLOW
DIRECTION
CULVERT
SEED AND STABILIZE
RIPRAP SLOPE
STABILIZATION
LINER
LINER AND FABRIC FORMED
REVETMENT
RUNOFF DIRECTED
TOWARDS CATAWBA
RIVER
RUNOFF DIRECTED
TOWARDS ASH BASIN
NOTES
1. DESIGN DETAILS AND BASIS FOR THE SOUTH STARTER LANDFILL (SSLF) AND ITS EROSION AND SEDIMENTATION CONTROL
PLAN (INCLUDING SEDIMENT BASIN (EAST) AND OTHER FEATURES) ARE PROVIDED UNDER SEPARATE COVER. INFORMATION
FROM THOSE PLANS HAS BEEN USED AS BASIS FOR THESE DRAWINGS AND ASSOCIATED ANALYSIS AND IS SHOWN AS
EXISTING CONDITIONS FOR THE PURPOSES OF PRESENTATION.
0 100 200 300
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
TITLE
RIPARIAN BUFFER IMPACT:
OVERALL SITE PLAN
A"=com
SOUTH STARTER LANDFILL E&SC PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR ISSUED FOR PERMITTING
SEAL
�' DUKE
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\ / II �' LAKE WYLIE/
i-A 1 1 1 �/1 I / CATAWBA RIVER
---__ _fir- --__ �` 1 \ \ 1 ► k ► 1/1 I ♦ ® NORMAL W.S.E. 565.7 FT.
MAINTENANCE 1 �1\ \�, \ \\ \ ` / `
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0 INCHES 1 2 3 ITENTHS 10 20 30 4 5
1 1
N LEGEND
- -
DUKE ENERGY PROPERTY BOUNDARY
EXISTING MAJOR CONTOUR (5 FT)
-- --
EXISTING MINOR CONTOUR (1 FT)
620
PROPOSED MAJOR CONTOURS (5 FT)
PROPOSED MINOR CONTOUR (1 FT)
EXISTING TREELINE
LOD
LIMIT OF DISTURBANCE
GATE VALVE
x
SECURITY FENCE
Al
WATTLE
— SF SF —
SILT FENCE
DOUBLE ROW OF SILT FENCE
OR SUPER SILT FENCE
—
PUMP DISCHARGE LINE
STORMWATER FLOW DIRECTION
STORMWATER DITCH
CULVERT
SEED AND STABILIZE
RIPRAP SLOPE STABILIZATION
LINER
LINER AND FABRIC FORMED
REVETMENT
RIPARIAN BUFFER IMPACT AREA - ZONE 2
(50 FT OFFSET FROM 570 CONTOUR)
RIPARIAN BUFFER IMPACT AREA - ZONE 1
(30 FT OFFSET FROM 570 CONTOUR)
NOTES
1. DESIGN DETAILS AND BASIS FOR THE SOUTH STARTER LANDFILL (SSLF) AND ITS EROSION AND SEDIMENTATION CONTROL
PLAN (INCLUDING SEDIMENT BASIN (EAST) AND OTHER FEATURES) ARE PROVIDED UNDER SEPARATE COVER. INFORMATION
FROM THOSE PLANS HAS BEEN USED AS BASIS FOR THESE DRAWINGS AND ASSOCIATED ANALYSIS AND IS SHOWN AS
EXISTING CONDITIONS FOR THE PURPOSES OF PRESENTATION.
2. SEE NOTES ON DRAWING 4 FOR KEY CONSTRUCTION SEQUENCE ELEMENTS.
NOT FOR CONSTRUCTION
TITLE
RIPARIAN BUFFER IMPACT:
LEVEL SPREADER SITE PLAN
SOUTH STARTER LANDFILL E&SC PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR PERMITTING
PLAN VIEW SCALE:
SEAL
DUKE
SCALE: AS SHOWN
DES: ANR
DWG TYPE:.DWG
DFTR: ANR
0 30 60 90
ENFK%*.7Y®
JOB NO: 6017-23
DA7 03
ENGR: JDM
GRAPHIC SCALE (IN FEET)
FILENAME: 2 - LEVEL SPREADER SITE PLAN . DWG
APPD: JDM
DWG SIZE
DRAWING NO.
REVISION
ANSI D
DRAWING
RAWING 2
0
7 8 9 10
I I I I
L

-E
-F
I
OUTLET CULVERTS FROM
PERIMETER CHANNEL TO
SEDIMENT BASIN (EAST)
DROP INLET GRATE INV. 612.0'
(2) 36" HDPE CULVERTS
UPSTREAM INV. 606.0'
DOWNSTREAM INV. 570.0'
630
3 4 5 6 7
I I _ I I I
�OV ++t+�* +T+T+T +' +\I t + • + c/+ t t f + t + \
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0 T +tt++ ++++t++'/ + r' A � \\ \\ �� 00 i ► i 1 I i!idlii
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CULVERTS, i I
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DROP INLET GRATE INV. 612.0'
(2) 36" HDPE CULVERTS
UPSTREAM INV. 606.0' o
DOWNSTREAM INV. 570.0' a +
IIIIIIIII �<
STORMWATER CHANNEL 3
FOOT BOTTOM WIDTH 2H:1V
SIDE SLOPES 1 FOOT DEEP
00 co Q co co r
(.0 y
BAFFLES p
11+00 36" RISER
" 1
12+00
7 i 24' X 30' PUMP STAGING AND
ACCESS PADIF
ff
mv
It
/rig u
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' \ / ACCESS ROAD DOWN
TO OUTLET AREA
LEGEND
DUKE ENERGY PROPERTY BOUNDARY
- - - - 620 - - - - -
EXISTING MAJOR CONTOUR (10 FT)
------------------
EXISTING MINOR CONTOUR (2 FT)
620
PROPOSED MAJOR CONTOURS (1 OFT)
PROPOSED MINOR CONTOUR (2 FT)
EXISTING ROAD
EXISTING TREELINE
EXISTING WETLANDS
+ + + + + + + + + + +
DELINEATED STREAM
GUARD RAIL
LOD -
LIMIT OF DISTURBANCE
D4
GATE VALVE
RUNOFF DIRECTED
TOWARDS CATAWBA
RIVER
RUNOFF DIRECTED
TOWARDS ASH BASIN
DRAWING 3
X SECURITY FENCE
WATTLE
SILT FENCE
DOUBLE ROW OF SILT FENCE
OR SUPER SILT FENCE
HIGH VISIBILITY FENCING
AND FLAGGING
- STORMWATER DITCH
- PUMP DISCHARGE LINE
_ STORMWATER TACK ON
BERM OR CHANNEL
CULVERT
SEED AND STABILIZE
RIPRAP SLOPE
STABILIZATION
LINER
LINER AND FABRIC FORMED
REVETMENT
REV. 0
NOTES
1. A MINIMUM NORMAL WATER SURFACE ELEVATION OF 572.0 FEET SHALL BE MAINTAINED IN THE SEDIMENT BASIN AT ALL TIMES.
It
`� �` / �/ ,' / / /i/// / 2. WATER SURFACE ELEVATIONS SHOWN BELOW ARE BASED ON THE GATE VALVE BEING CLOSED AND THE BASIN HAVING NO OUTFLOWS
8" SKIMMER ��'� / DURING STORM EVENTS.
STORMWATER CHANNEL G + (`� (SEE NOTE 4)
2 FOOT BOTTOM WIDTH 3. THE SEDIMENT BASIN (EAST) (BASIN) HAS BEEN DESIGNED TO CONTAIN AND STORE STORMWATER INFLOWS RESULTING FROM THE
2H:1 V SIDE SLOPES- - 1 YEAR, 24 HOUR STORM EVENT AFTER THE SSLF HAS BEEN COMPLETELY CONSTRUCTED WITH ZERO DISCHARGE (GATE VALVE CLOSED).
1 FOOT DEEP + 1Y I„ THIS CONDITION REPRESENTS THE MOST CONSERVATIVE PEAK INFLOWS INTO THE BASIN DURING OPERATIONS AND CLOSURE AND DOES
I 8 GATE VALVE i / ; v' J--- 'LEVEL
i " 3 `,, -- ,,� ,%'" NOT REQUIRE PUMPING ONSITE OR GRAVITY DISCHARGE INTO THE CATAWBA RIVER DURING THE STORM EVENT. THE VALVE WILL REMAIN
I (SEE NOTE 3) ; i ' X , ----__ , - SPREADER
NCDOT CLASS B + / ' � � i ' i '�� c40�-�` �� PLAN AND CLOSED DURING CONSTRUCTION OF THE BASIN AND CAN BE CLOSED THEREAFTER DURING LANDFILL DEVELOPMENT AT DUKE'S
a RIPRAP ARMORING :► 6-- I �� - DISCRETION. PUMPING DOWN OF THE BASIN CAN BE DONE AFTER STORM EVENTS AND DISCHARGED INTO THE ACTIVE ASH BASIN (SEE
i! 1 I J i i PROFILE (SEE
' I�r -- r,i DRAWING 1) AS NEEDED IN ORDER TO BRING THE WATER LEVEL DOWN TO NORMAL POOL (572').
ii .► i' i DRAWING 4) PLAN VIEW SCALE:
18" CULVERT TO DRAIN / I I , 0 60 120 180 4. THE 8-INCH CULVERT IS INTENDED TO BEGIN RECEIVING FLOWS VIA A SKIMMER DEVICE WHEN THE BASIN IS COMPLETE AND DURING
STORMWATER CHANNEL �_ --_- o i \ /� LAKE WYLIE/ LANDFILL DEVELOPMENT. THE SKIMMER DEVICE WILL BE REMOVED AFTER THE LANDFILL IS CLOSED AND STABILIZED, ALLOWING FLOWS TO
INTO BASIN,�� I i i i i 8" OUTLET CATAWBA RIVER PASS THROUGH THE REMAINING 8" ORIFICE IN THE RISER AND THEN TO THE 8" CULVERT. WHILE THE SCENARIO DURING CONSTRUCTION
UPSTREAM INV. 581.0' V \� % \, �i\ ���i �I��� \ i / CULVERT NORMAL W.S.E. 565.7 FT. GRAPHIC SCALE (IN FEET) CONDITIONS OF FLOW BEING CONTROLLED BY THE SKIMMER WAS CONSIDERED IT RESULTS IN LOWER FLOW THAN POST -CLOSURE
DOWNSTREAM INV. 580.5' _ _'jJ i ice,\� `\��s%X\
STORMWATER CHANNEL
2 FOOT BOTTOM WIDTH 12' WIDE ACCESS
2H:1V SIDE SLOPES
-' ROAD ALONG TOP OF
1 FOOT DEEP �� BASIN
LINER SYSTEM ANCHOR
TRENCH (TYP.)
PERIMETER DITCH
AND ROAD 6" THICK GROUT -FILLED
FABRIC FORMED 60-MIL HDPE TEXTURED GEOMEMBRANE
620 REVETMENT TO BE LINER TO BE INSTALLED ALONG ENTIRE
INSTALLED ALONG BASIN FOOTPRINT BELOW EL. 585.0'
EXISTING GROUND � ENTIRE BASIN BOTTOM
UP TO MIN EL. 574.0'
.e
.os
590
570
560 1
0+00
0 INCHES
100-YEAR PEAK
WSE 583.9'
25-YEAR PEAK -
WSE 582.1'
I
,-t \ 10-YEAR PEAK
POROUS \WSE 580.0'
BAFFLES I\\
(2) 36" INLET PIPES \
288.0' LENGTH
UPSTREAM INV. 606.0'
DOWNSTREAM INV. 570.0'
SLOPE 12.5%
STORMWATER CHANNEL 3
FOOT BOTTOM WIDTH 2H:1 V
SIDE SLOPES 1 FOOT DEEP
LINER SYSTEM ANCHOR -
TRENCH (TYP.)
1+00 2+00 3+00
CLEANOUT MARK
ELEV. 572.0'
1 2 3 TENTHS 10 20 30
WEIR ELEV. 577.0'
4+00 5+00
FOREBAY BERM
TOP ELEV. 578.0'
PROFILE VIEW
N
BASIN BOTTOM ELEV. 571.0'
(TOP OF GROUT -FILLED
FABRIC FORMED REVETMENT)
rb
ELEV.574.00'
6" THICK GROUT -FILLED -
FABRIC FORMED
REVETMENT TO BE
INSTALLED ALONG
ENTIRE BASIN BOTTOM
UP TO MIN EL. 574.0' (SEE
NOTE 3)
NORMAL WATER POOL
572.0' (SEE NOTE 1) -
630
12 FOOT WIDE -
ACCESS ROAD \
620
600
610
12 FOOT WIDE
ACCESS ROAD
600
590
61 :•
590
61 :•
570
565
10+00
(SKIMMER REMOVED) CONDITIONS, THUS LEVEL SPREADER SIZING IS BASED ON THE MOST CONSERVATIVE POST -CLOSURE PEAK FLOW
CONDITIONS.
8" GATE
VALVE
60-MIL HDPE TEXTURED GEOMEMBRANE
LINER TO BE INSTALLED ALONG ENTIRE
BASIN FOOTPRINT BELOW EL. 585.0'
100-YEAR PEAK PROFILE LEGEND
WSE 583.9'
LINER SYSTEM ANCHOR
25-YEAR PEAK TRENCH (TYP.) EXISTING GRADE
WSE 582.1'
12' VII 610 PROPOSED GRADE
10-YEAR PEAK TOP OF BASIN CREST 585.0'
WSE 580.0' WATER SURFACE ELEVATION
36" DIA. RISER 600
CREST ELEV. 583' EMERGENCY SPILLWAY CREST ELEV.
8" FAIRCLOTH 584.0' (BEYOND, SEE PLAN VIEW)
SKIMMER
590
\� ANTI -SEEP CONCRETE COLLAR
8" OUTLET PIPE
UPSTREAM INV. 572'
580 DOWNSTREAM INV. 571'
LENGTH 97'
ELEV. 574.00' SLOPE 1.0%
8" 90 DEGREE ELBOW
-- 570 VEGETATIVE FILTER STRIP (SEE DRAWING 4)
ACCESS ROAD DOWN TO LEVEL
OUTLET AREA 565 SPREADER TOP
11 +00 12+00 13+00 13+80 EL. 571.0' (SEE
DRAWING 4)
570 '- STORMWATER CHANNEL
2 FOOT BOTTOM WIDTH
2H:1 V SIDE SLOPES
1 FOOT DEEP CROSS SECTION
1 560
6+00 7+00 7+50
STORMWATER CHANNEL
NORMAL WATER POOL 2 FOOT BOTTOM WIDTH
572.0' (SEE NOTE 1) 2H:1V SIDE SLOPES
1 FOOT DEEP
N
7
- PRINCIPAL
SPILLWAY
ORIFICE ELEV.
572'
RISER
ANTI -FLOTATION
(CONCRETE)
PROFILE VIEW HORIZONTAL SCALE:
0 50 100 150
GRAPHIC SCALE (IN FEET)
PROFILE VIEW VERTICAL SCALE:
0 12.5 25 37.5
GRAPHIC SCALE (IN FEET)
TITLE
RIPARIAN BUFFER IMPACT:
SEDIMENT BASIN (EAST) PLAN & PROFILE
SOUTH STARTER LANDFILL E&SC PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR PERMITTING
SEAL
SCALE: AS SHOWN
DES: ANR
DWG TYPE:.DWG
DFTR: ANR
Lo V III"
6
1111110.
n
ENFK%JY®
JOB NO. 6017-23
DATE03
ENGR: JDM
-
FILENAME:
3 - EAST BASIN PLAN & PROFILE. DWG
APPD: JDM
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
DRAWING 3
0
9
I
10
I
Lam,
W

7
DRAWING 4
REV. 0
-E
-F
�)\
i
�
SS�A' . \ EXTEND CONCRETE __'cf)
WALL AS SHOWN
RIPRAP APRON (MAX WITH TOP ELEV. 572
i ELEVATION 570 WITHIN 6' S/�/ (SEE NOTE 2) - j
OF LEVEL SPREADER) / 5���3 , �' N — 573 , - - -Qi' 10 / i 11 1 '►
572 / '�
5 570 5
NCDOT CLASS A RIPRAP 1
30.00' MIN.
LAKE WYLIE/
c6.00 CATAWBA RIVER
\\ \ CONCRETE LEVEL SPREADER a `\ NORMAL W.S.E. 565.7 FT.
TOP ELEV. 571
�i 0+00 a 40.00' 1 +00
/ \ \
3.00' Z
`\ ` \ `
\\ d \\ S> \ Q < `\ SILT FENCE WITH OUTLET \ `\
8.0%\ cn \ \
Q \ \ \
\\
\ S / 80 VEGETATED FILTER \ \\
\\ \� 8" HDPE CULVERT DISCHARGE
FROM SEDIMENT BASIN (EAST) �` \ X, STRIP ( 40' X 30') \ \
(SEE NOTES 3 & 4) \ \\\
90 PIPE BEND (SECURE
\ \ \ 03 2 TO CONCRETE WALL) \ \ \\ \\\
/ \
\ \\ � EXTEND CONCRETE \ \\ `\ `\\
\n \ Q \ WALL AS SHOWN \ / \ \\
\` \ WITH TOP ELEV. 572 \
`\ \ ` Q (SEE NOTE 1)
\
\ \ \\\ Q MAINTENANCE \
\\ 1
\ ACCESS (BY FOOT) ✓ \\
rl% 1 A A 1
590
:e,
570
RIPRAP APRON (18" LAYER NCDOT
CLASS B) UNDERLAIN BY 8 OZ/SY
NON -WOVEN GEOTEXTILE
560 1
0+00
RIPRAP APRON (MAX
ELEVATION 570 WITHIN 6'
OF LEVEL SPREADER)
6'
CONCRETE LEVEL SPREADER
DEPTH & DIME SIONS TBD)
- NCDOT CLAIr S A RIPRAP (6" THICK X 3'
WIDE) UNDERLAIN BY 8 OZ/SY
NON -WOVEN GEOTEXTILE, TOP ELEV.
570.75 ADJA ENT TO LEVEL SPREADER
30' MIN.
GENERAL
SOIL FILL
1+00
PROFILE
CONCRETELEVELSPREADER
EXTEND CONCRETE TOP ELEV. 571
WALL AS SHOWN RIPRAP APRON (BEYOND)
WITH TOP ELEV. 572
(SEE NOTE 1) ; 40.00,
SECTION A -A'
(ALONG CONCRETE WALL/LEVEL SPREADER)
0 INCHES 1 2 3 TENTHS 10 20 30
N
VEGETATED FILTER
STRIP (40' X 30')
(SEE NOTES 3 & 4) EXISTING GRADE
i
TOPSOIL
(6" THICK)
N
PROPOSED GRADE (BEYOND)
EXISTING GRADE
EXTEND CONCRETE WALL AS
SHOWN WITH TOP ELEV. 572
(SEE NOTE 2)
EL. 572'
EL. 571'
s'
EL. TBD
2+00
PLAN VIEW SCALE:
0 10 20 30
GRAPHIC SCALE (IN FEET)
590
LAKE WYLIE/
CATAWBA RIVER
NORMAL W.S.E. 565.7 FT.
. .
:al
1 570
1 560
2+00
PROFILE HORIZONTAL SCALE:
0 10 20 30
GRAPHIC SCALE (IN FEET)
PROFILE VERTICAL SCALE:
0 5 10 15
GRAPHIC SCALE (IN FEET)
SECTION A -A' SCALE:
0 10 20 30
GRAPHIC SCALE (IN FEET)
7
PLAN LEGEND
DUKE ENERGY PROPERTY BOUNDARY
EXISTING MAJOR CONTOUR (5 FT)
EXISTING MINOR CONTOUR (1 FT)
PROPOSED MAJOR CONTOURS (5 FT)
620
PROPOSED MINOR CONTOUR (1 FT)
EXISTING ROAD
EXISTING TREELINE
LOD
LIMIT OF DISTURBANCE
X
SECURITY FENCE
WATTLE
W
— SF SF -
SILT FENCE
DOUBLE ROW OF SILT FENCE
OR SUPER SILT FENCE
—
STORMWATER FLOW DIRECTION
CULVERT
SEED AND STABILIZE
RIPRAP SLOPE
STABILIZATION
NOTES
1. EXTEND CONCRETE WALL BEYOND WEST END OF LEVEL SPREADER WITH TOP ELEVATION AT 572, WRAP AROUND 90' BEND,
AND TERMINATE AT 572 CONTOUR ON SUBGRADE SLOPE (PRIOR TO PLACEMENT OF 18" RIPRAP LAYER). THIS SERVES A DUAL
PURPOSE: TO PREVENT FLOW OVER THIS AREA AND TO PROVIDE SUPPORT FOR THE PIPE AGAINST HYDRAULIC FORCES.
2. EXTEND CONCRETE WALL BEYOND EAST END OF LEVEL SPREADER WITH TOP ELEVATION AT 572 AND TERMINATE AT 572
CONTOUR ON SUBGRADE SLOPE (PRIOR TO PLACEMENT OF 18" RIPRAP LAYER). THIS SERVES TO PREVENT FLOW OVER THIS
AREA.
3. THE VEGETATED FILTER STRIP SOILS SHALL BE PLACED WITH LIGHT COMPACTION OF THE GENERAL SOIL FILL AND NO
COMPACTION OF THE TOPSOIL. VEHICULAR TRAFFIC OVER THE VEGETATED FILTER STRIP IS PROHIBITED.
4. THE VEGETATED FILTER STRIP SLOPE SHALL BE UNIFORM AND PERPENDICULAR TO THE LEVEL SPREADER (IN THE DIRECTION
OF FLOW).
5. IN ORDER TO PREVENT DISCHARGE OF FLOW OVER THE LEVEL SPREADER PRIOR TO STABILIZATION OF THE VEGETATED
FILTER STRIP AND THE ADJACENT CONTRIBUTING DRAINAGE AREA, THE FOLLOWING KEY CONSTRUCTION SEQUENCE
ELEMENTS SHALL BE ADHERED TO:
5.1. THE GATE VALVE FOR THE 8 INCH CULVERT DISCHARGE FROM THE SEDIMENT BASIN (EAST) MUST BE KEPT CLOSED. THE
BASIN HAS BEEN DESIGNED TO CONTAIN THE VOLUME OF FLOW GENERATED BY THE DESIGN STORM WITH ZERO
DISCHARGE. DRAWDOWN OF THE BASIN CAN BE ACHIEVED BY PUMPING TO THE ACTIVE ASH BASIN.
5.2. DIVERSION OF RUN-OFF FROM THE SLOPES UPSTREAM OF (AND TO PREVENT RUN-ON TO) THE VEGETATED FILTER STRIP,
ONE OF TWO METHODS MAY BE USED:
5.2.1. A TEMPORARY BYPASS SWALE MAY BE CONSTRUCTED TO DIRECT FLOW AROUND THE VEGETATED FILTER STRIP.
5.2.2. AFTER CONSTRUCTION OF THE LEVEL SPREADER AND PRIOR TO COMPLETION OF THE RIPRP APRON, A PUMP SUMP
PIT MAY BE CONSTRUCTED IN THE LOW POINT OF THE RIPRAP APRON AREA ADJACENT TO THE LEVEL SPREADER.
THE PUMP SHOULD BE ACTIVATED FOR RAIN EVENTS AS NEEDED TO PREVENT WATER RISING AND OVERTOPPING
THE LEVEL SPREADER.
5.3. AFTER THE VEGETATED FILTER STRIP AND THE ADJACENT CONTRIBUTING DRAINAGE AREA HAVE BEEN STABILIZED, THE
ABOVE MEASURES WILL NO LONGER BE NEEDED. THE PROJECT CAN BE COMPLETED AND THE AFOREMENTIONED GATE
VALVE MAY BE OPENED.
6. EROSION AND SEDIMENTATION CONTROLS WILL BE INSTALLED DURING ACTIVE CONSTRUCTION AND REMOVED UPON
STABILIZATION OF THE DRAINAGE AREA.
PROFILE LEGEND
PROPOSED FEATURES/GRADE
EXISTING GRADE
WATER SURFACE
NOT FOR CONSTRUCTION
TITLE
RIPARIAN BUFFER IMPACT:
LEVEL SPREADER PLAN & PROFILE
A"=com
SOUTH STARTER LANDFILL E&SC PLAN
ALLEN STEAM STATION
GASTON COUNTY, NORTH CAROLINA
N.C. ENGINEERING LICENSE NO.
F-0342
FOR
ISSUED FOR PERMITTING
SEAL
DUKE
SCALE: AS SHOWN
DES:
ANR
DWG TYPE:.DWG
DFTR:
ANR
J
ENFK%JY®
JOB NO:60603204
CHKD:
NSF
_
DATE: 03 17-23
ENGR:
JDM
FILENAME:
4 - LEVEL SPREADER PLAN & PROFILE.DWG
APPD:
JDM
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
DRAWING 4
0
9
I
10
I
No

Supporting
Appendix E
Calculations
Report)
(HydroCAD

1S
4L Sed Basin (East) DA
6S
Landfill East
Runoff to L DA
A-DB-1
Sed Basin (East)
6PCB
Level Spreader
Subca Reach and Link

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS-VFS
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 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 10-year Type II 24-hr Default 24.00 1 4.95 2
2 100-year Type II 24-hr Default 24.00 1 7.39 2

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 3
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 1S: Sed Basin (East) DA Runoff Area=3.330 ac 0.00% Impervious Runoff Depth=1.92"
Flow Length=150' Tc=16.5 min CN=69 Runoff=7.76 cfs 0.533 of
Subcatchment 6S: Runoff to LS DA Runoff Area=12,215 sf 0.00% Impervious Runoff Depth=2.32"
Tc=10.0 min CN=74 Runoff=1.01 cfs 0.054 of
Pond 6P: Level Spreader Peak EIev=571.09' Inflow=2.46 cfs 6.489 of
Outflow=2.46 cfs 6.489 of
Pond A-DB-1: Sed Basin (East) Peak EIev=578.08' Storage=242,351 cf Inflow=99.25 cfs 6.508 of
Primary=2.11 cfs 6.435 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=2.11 cfs 6.435 of
ILGar Primary Outflow Imported from East Basin -SS Landfill Design -Soil -Pond C-1 E.hce Inflow=91.69 cfs 5.975 of
Area= 23.472 ac Primary=91.69 cfs 5.975 of
Total Runoff Area = 3.610 ac Runoff Volume = 0.587 of Average Runoff Depth = 1.95"
100.00% Pervious = 3.610 ac 0.00% Impervious = 0.000 ac

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 1S: Sed Basin (East) DA
Runoff = 7.76 cfs @ 12.09 hrs, Volume= 0.533 af, Depth= 1.92"
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 10-year Rainfall=4.95"
Area (ac) CN Description
3.330 69 Pasture/grassland/range, Fair, HSG B
3.330 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.8
50
0.0100
0.05
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
0.7
100
0.2000
2.24
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fos
16.5 150 Total
w
0
LL
Subcatchment 1S: Sed Basin (East) DA
Hydrograph
8 7 s
--
Type 11 24 h r
7-
10-year Rainfall"4.96
6 - -, -, - - - u�
no rea= : ad
-- - - - --�+�iof'-GI+eE3»533--af--
5
4 PIpw Len: 90*1 50!
--- --- -T'c=6. rn � -- ----
3 "
------- G
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)
■ Runoff

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 6S: Runoff to LS DA
Runoff = 1.01 cfs @ 12.02 hrs, Volume= 0.054 af, Depth= 2.32"
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 10-year Rainfall=4.95"
Area (sf) CN Description
5,127 80 Riprap
7,088 70 Woods
12,215 74 Weighted Average
12,215 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
5.0 0 Total, Increased to minimum Tc = 10.0 min
N
3
0
Subcatchment 6S: Runoff to LS DA
Hydrograph
-------- ! 1.01 cfs
1 Type 1124-h r
10-yea',r R'agnfall^4.JS',
Runoff Area=1',2 2'15 Sf
RUnoffVo''IUme 0:054 0
Run off', D,e pth =2.32"
TIC: 10.0 min
CN : 74
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 Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 6
Summary for Pond 6P: Level Spreader
Inflow Area = 27.083 ac, 0.00% Impervious, Inflow Depth > 2.88" for 10-year event
Inflow = 2.46 cfs @ 12.04 hrs, Volume= 6.489 of
Outflow = 2.46 cfs @ 12.04 hrs, Volume= 6.489 af, Atten= 0%, Lag= 0.0 min
Primary = 2.46 cfs @ 12.04 hrs, Volume= 6.489 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 571.09' @ 12.04 hrs
Flood Elev= 572.00'
Device Routing Invert Outlet Devices
#1 Primary 571.00' 35.0' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30
3.31 3.32
Primary Outflow Max=2.46 cfs @ 12.04 hrs HW=571.09' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 2.46 cfs @ 0.80 fps)
w
u
9
0
LL
Pond 6P: Level Spreader
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
❑ Inflow
❑ Primary

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 7
Summary for Pond A-DB-1: Sed Basin (East)
Keeping pond below 25 feet in height and 50 acre-feet of storage to avoid dam classification
Inflow Area = 26.802 ac, 0.00% Impervious, Inflow Depth = 2.91" for 10-year event
Inflow = 99.25 cfs @ 12.07 hrs, Volume= 6.508 of
Outflow = 2.11 cfs @ 18.15 hrs, Volume= 6.435 af, Atten= 98%, Lag= 364.6 min
Primary = 2.11 cfs @ 18.15 hrs, Volume= 6.435 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Tertiary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Starting Elev= 572.00' Surf.Area= 24,406 sf Storage= 43,784 cf
Peak Elev= 578.08' @ 18.14 hrs Surf.Area= 41,163 sf Storage= 242,351 cf (198,567 cf above start)
Plug -Flow detention time= 1,351.0 min calculated for 5.429 of (83% of inflow)
Center -of -Mass det. time= 1,081.9 min ( 1,910.7 - 828.8 )
Volume Invert Avail.Storage Storage Description
#1 570.00' 664,701 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)
570.00 19,470 820.0 0 0 19,470
574.00 29,900 910.0 97,997 97,997 32,334
584.00 60,700 1,130.0 444,007 542,004 69,477
586.00 62,000 1,200.0 122,698 664,701 82,663
Device Routing Invert Outlet Devices
#1 Primary 572.00' 8.0" Round Culvert
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 572.00' / 570.00' S= 0.0100 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
#2 Secondary 584.00' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 5.00
Width (feet) 50.00 56.00 80.00
#3 Tertiary 585.00' Top of Berm X 0.00, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 10.00
Width (feet) 200.00 200.00
#4 Primary 583.00' 24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads
Primary OutFlow Max=2.11 cfs @ 18.15 hrs HW=578.08' TW=571.08' (Dynamic Tailwater)
1=Culvert (Outlet Controls 2.11 cfs @ 6.06 fps)
=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge)
L2=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge)
L3=Top of Berm ( Controls 0.00 cfs)

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 8
Pond A-DB-1: Sed Basin (East)
Hydrograph
■ Inflow
■ Outflow
■ Primary
■ Secondary
■ Tertiary
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Time (hours)

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS- Type 1124-hr 10-year Rainfall=4.95"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 9
Summary for Link 4L: Landfill East
Inflow Area = 23.472 ac, 0.00% Impervious, Inflow Depth = 3.05" for 10-year event
Inflow = 91.69 cfs @ 12.07 hrs, Volume= 5.975 of
Primary = 91.69 cfs @ 12.07 hrs, Volume= 5.975 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
10-year Primary Outflow Imported from East Basin -SS Landfill Design -Soil -Pond C-1 E.hce
Link 4L: Landfill East
Hydrograph
❑ Inflow
❑ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 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 Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 10
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 1S: Sed Basin (East) DA Runoff Area=3.330 ac 0.00% Impervious Runoff Depth=3.84"
Flow Length=150' Tc=16.5 min CN=69 Runoff=15.79 cfs 1.065 of
Subcatchment 6S: Runoff to LS DA Runoff Area=12,215 sf 0.00% Impervious Runoff Depth=4.38"
Tc=10.0 min CN=74 Runoff=1.88 cfs 0.102 of
Pond 6P: Level Spreader Peak Elev=571.12' Inflow=3.72 cfs 10.781 of
Outflow=3.72 cfs 10.781 of
Pond A-DB-1: Sed Basin (East) Peak Elev=581.86' Storage=420,479 cf Inflow=176.43 cfs 11.428 of
Primary=2.62 cfs 10.679 of Secondary=0.00 cfs 0.000 of Tertiary=0.00 cfs 0.000 of Outflow=2.62 cfs 10.679 of
1001*& Primary Outflow Imported from East Basin -SS Landfill Design -Soil -Pond C-1 E.hce Inflow=161.07 cfs 10.363 of
Area= 23.472 ac Primary=161.07 cfs 10.363 of
Total Runoff Area = 3.610 ac Runoff Volume = 1.167 of Average Runoff Depth = 3.88"
100.00% Pervious = 3.610 ac 0.00% Impervious = 0.000 ac

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 1S: Sed Basin (East) DA
Runoff = 15.79 cfs @ 12.09 hrs, Volume= 1.065 af, Depth= 3.84"
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
3.330 69 Pasture/grassland/range, Fair, HSG B
3.330 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
15.8
50
0.0100
0.05
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.41"
0.7
100
0.2000
2.24
Shallow Concentrated Flow, shallow
Woodland Kv= 5.0 fos
16.5 150 Total
N
w
t1
3
0
LL
Subcatchment 1S: Sed Basin (East) DA
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
■ Runoff

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 6S: Runoff to LS DA
Runoff = 1.88 cfs @ 12.02 hrs, Volume= 0.102 af, Depth= 4.38"
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
5,127 80 Riprap
7,088 70 Woods
12,215 74 Weighted Average
12,215 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Minimum Tc
5.0 0 Total, Increased to minimum Tc = 10.0 min
N
3
0
Subcatchment 6S: Runoff to LS DA
Hydrograph
2 1.88 cfs
Type 11 24-h r
100-year 'R'a1 nfal I^7.39"
Runoff Area=12,215 Sf
I ur off'Vo'Iantie O»102 0
��____;_____T_____�____� _________ ____ ----- ---- -Run:
-- - __ - - - -- - - ---
Run Off' D'e pth$.�
CN : 74
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 Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 13
Summary for Pond 6P: Level Spreader
Inflow Area = 27.083 ac, 0.00% Impervious, Inflow Depth > 4.78" for 100-year event
Inflow = 3.72 cfs @ 12.03 hrs, Volume= 10.781 of
Outflow = 3.72 cfs @ 12.03 hrs, Volume= 10.781 af, Atten= 0%, Lag= 0.0 min
Primary = 3.72 cfs @ 12.03 hrs, Volume= 10.781 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 571.12' @ 12.03 hrs
Flood Elev= 572.00'
Device Routing Invert Outlet Devices
#1 Primary 571.00' 35.0' long x 1.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00
Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30
3.31 3.32
Primary Outflow Max=3.72 cfs @ 12.03 hrs HW=571.12' (Free Discharge)
L1=Broad-Crested Rectangular Weir (Weir Controls 3.72 cfs @ 0.92 fps)
Pond 6P: Level Spreader
Hydrograph
❑ Inflow
❑ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 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 Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 14
Summary for Pond A-DB-1: Sed Basin (East)
Keeping pond below 25 feet in height and 50 acre-feet of storage to avoid dam classification
Inflow Area = 26.802 ac, 0.00% Impervious, Inflow Depth = 5.12" for 100-year event
Inflow =
176.43 cfs @
12.06 hrs,
Volume=
11.428 of
Outflow =
2.62 cfs @
19.84 hrs,
Volume=
10.679 af, Atten= 99%, Lag= 466.5 min
Primary =
2.62 cfs @
19.84 hrs,
Volume=
10.679 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Tertiary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Starting Elev= 572.00' Surf.Area= 24,406 sf Storage= 43,784 cf
Peak Elev= 581.86' @ 19.83 hrs Surf.Area= 53,218 sf Storage= 420,479 cf (376,695 cf above start)
Plug -Flow detention time= 1,679.4 min calculated for 9.672 of (85% of inflow)
Center -of -Mass det. time= 1,454.1 min ( 2,266.5 - 812.3 )
Volume Invert
Avail.Storage Storage Description
#1 570.00'
664,701 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)
570.00
19,470 820.0 0 0 19,470
574.00
29,900 910.0 97,997 97,997 32,334
584.00
60,700 1,130.0 444,007 542,004 69,477
586.00
62,000 1,200.0 122,698 664,701 82,663
Device Routing
Invert Outlet Devices
#1 Primary
572.00' 8.0" Round Culvert
L= 200.0' CPP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 572.00' / 570.00' S= 0.0100 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
#2 Secondary
584.00' Emergency Spillway, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.00 5.00
Width (feet) 50.00 56.00 80.00
#3 Tertiary
585.00' Top of Berm X 0.00, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 10.00
Width (feet) 200.00 200.00
#4 Primary
583.00' 24.0" Horiz. Top of Riser C= 0.600 Limited to weir flow at low heads
Primary OutFlow Max=2.62 cfs @ 19.84 hrs HW=581.86' TW=571.09' (Dynamic Tailwater)
1=Culvert (Outlet Controls 2.62 cfs @ 7.52 fps)
=Top of Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge)
L2=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.00 cfs @ 0.00 hrs HW=572.00' (Free Discharge)
L3=Top of Berm ( Controls 0.00 cfs)

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 15
Pond A-DB-1: Sed Basin (East)
Hydrograph
■ Inflow
■ Outflow
■ Primary
■ Secondary
■ Tertiary
0 2 4 6 8 1012141618202224262830323436384042444648505254565860626466687072
Time (hours)

SSLF Post -Development E&SC - Rev 2_noSkimmer - LS Type 1124-hr 100-year Rainfall=7.39"
Prepared by AECOM Printed 2/21/2023
HydroCAD®10.10-4a s/n 01723 ©2020 HydroCAD Software Solutions LLC Page 16
Summary for Link 4L: Landfill East
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
Primary = 161.07 cfs @ 12.06 hrs, Volume= 10.363 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
100-year Primary Outflow Imported from East Basin -SS Landfill Design -Soil -Pond C-1 E.hce
Link 4L: Landfill East
Hydrograph
❑ Inflow
❑ Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)