Marshall CBE - Closure Plan - Appendix C_20200107

APPENDIX C
ENGINEERING EVALUATIONS AND ANALYSES

APPENDIX Cl
STORMWATER

AECOM
Job Duke Energy — Marshall Closure
Description Channel and Culvert Designs
Project No. 60432116 / Sheet 1 of 6
60572849
Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
The purpose of this analysis is to evaluate and provide preliminary conveyance designs for
managing surface water runoff from the 25-year, 24-hour, the 100-year, 24-hour, and the 6-hour
Full Probable Maximum Precipitation (PMP) storm events over the Marshall Steam Station (MSS)
Ash Basin under closure by excavation, post closure conditions. The conveyance channels and
culverts included in this analysis are shown in Attachment A, Figure C1-1.
SITE AND PROJECT DESCRIPTION
The MSS Ash Basin is located north of the MSS and adjacent to Lake Norman. It is situated between
topographic divides located along Sherrills Ford Road to the west, along Island Point Road to the
north and the Duke Energy property boundary to the east. The natural topography at the site
generally slopes downward from these divides to the Ash Basin and subsequently toward Lake
Norman. The land area outside of the existing Ash Basin water level boundary consists primarily of
roads, vegetation consisting of grasses and wooded areas, coal ash management facilities, and
closed landfills and structural fills with vegetative covers.
The Ash Basin closure by excavation project (closure project) will consist of removing the free water
from the Ash Basin, excavating the CCR and disposing it into an on -site landfill, and constructing
channels and culverts to convey stormwater drainage to the proposed outlet to Lake Norman. The
channels and culverts will collect runoff from the drainage basin and safely convey the design storm
event through the proposed outlet point northeast of the existing Ash Basin dam and into Lake
Norman. A conceptual design of the proposed outlet point has been completed and is included
within this analysis. A detailed design will need to be completed during future phases of the closure
plan development.
The following sections summarize the design criteria, procedures, assumptions, and results of the
channel and culvert design activities.
DESIGN CRITERIA
The design criteria for the project are applicable to the stormwater conveyance channels and
culverts on and adjacent to the closure area. These criteria include provisions from
programmatic requirements established for ash basin closure (programmatic requirements), and
requirements from the North Carolina Department of Environmental Quality (NCDEQ) Erosion
and Sediment Control Planning and Design Manual (NCDEQ, 2013).
Channel Desien Criteria
Channels are proposed to be constructed in a manner to convey stormwater runoff. The
programmatic requirements include conveyance of runoff from the 25-year, 24-hourstorm event

AECOM
Job Duke Energy — Marshall Closure
Description Channel and Culvert Designs
Project No. 60432116 / Sheet 2 of 6
60572849
Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
with a minimum of 6-inches of freeboard below the top of the channel within the side slope of
the channel, while also conveying the 100-year, 24-hour storm event without overtopping the
bank of the channel.
The NCDEQ Erosion and Sediment Control Planning and Design Manual (NCDEQ, 2013) requires
channels to convey runoff for the design storm (25-year, 24-hour storm event) while providing
protection from erosion for the design velocities within the channel.
Culvert Design Criteria
The programmatic requirements state that culverts should be designed to convey the 25-year,
24-hour storm event, and contain the energy gradient (i.e., convey the 25-year, 24-hour storm
event within the culvert). The proposed outlet point (Culvert 101) must also convey the Full PMP
storm event without overtopping the dam, in accordance with the NCDEQ Dam Safety, Minimum
Spillway Design Storms criteria for a "High" Hazard, "Large" size classification.
The NCDEQ Erosion and Sediment Control Planning and Design Manual (NCDEQ, 2013) requires
that outlet protection at the ends of culverts be sized to protect receiving channels from erosion
caused by maximum pipe exit velocity and flow. The 25, year, 24 hour storm event was used to
calculate the maximum pipe exit velocity and flow.
PROCEDURE
Channel and Culvert Design
A grading plan for the closure project was prepared to establish slopes for the conveyance
channels and culverts. The minimum channel slopes were established during the design of the
grading plan to be 0.50%.
The proposed grading was tied into the existing terrain outside of the Ash Basin, and the
conveyance channels were aligned to capture the offsite drainage areas.
Drainage areas were established at various locations, from the proposed outlet point upstream
through the proposed drainage channels and culverts. The drainage areas identified for the
channel and culvert calculations in this report are shown in Attachment A, Figure C1-1.
HydroCAD (Version 10.0) modeling software was used to conduct the hydrologic and hydraulic
calculations for this analysis with design inputs based on the drainage areas, runoff curve
numbers, length of reaches between sub -drainage areas, channel and culvert geometry, rainfall
data, and manning's coefficients. The generation of hydrographs within the model are based on
methodology and criteria provided in the Natural Resources Conservation Service's (NRCS)
Technical Release 55 (NRCS, 1986). The model was used to generate peak flow rates, velocities,

AECOM
Job Duke Energy — Marshall Closure
Description Channel and Culvert Designs
IV.
Project No. 60432116 / Sheet 3 of 6
60572849
Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
and depth of flow within the proposed channels and culverts, which can be found in Attachment
B, Tables C1-1 and C1-2.
Channel Erosion Protection Analysis
The 25-year, 24-hour design storm event outlet velocities, calculated in the above mentioned
HydroCAD model, were utilized to select the appropriate type of channel lining (low velocity -
grass lined / erosion control matting (ECM) or turf reinforced matting (TRM) or high velocity —
hard-liner materials (i.e. Unimat Fabriform) / riprap). The velocity thresholds were provided
within the programmatic requirements, and were based on the NCDEQ Erosion and Sediment
Control Planning and Design Manual (NCDEQ, 2013), Chapter 8, Section 5. They are as follows:
Low Velocity Threshold: velocity < 4.5 ft/s
High Velocity Threshold: velocity > 4.5 ft/s
In addition to the above listed velocity thresholds, the channel lining was further evaluated using
shear stress. The shear stress was calculated for each channel, in order to select the appropriate
type of channel lining (grass lined, ECM orTRM, hard-liner materials, or riprap). The actual shear
stress was calculated by the following equation:
Tac = 62.4 *D*S
Where:
'Lac = Actual shear stress, Ibs/ft2
D = water surface depth, ft (calculated by the above -mentioned HydroCAD model)
S = channel slope, ft/ft
The shear stress limits for different channel linings can be found in Chapter 8, Section 5 of the
NCDEQ Erosion and Sediment Control Planning and Design Manual (NCDEQ, 2013) and were used
in selecting the appropriate channel lining.
Outlet Protection Desi
The outlet protection design was based on the NCDEQ Erosion and Sediment Control Planning
and Design Manual (NCDEQ, 2013), Chapter 8, Section 6 procedure. The 25-year, 24-hour design
storm event outlet velocity and flow, calculated in the above mentioned HydroCAD model, was
utilized to select the appropriate outlet protection.
NOTES/ASSUMPTIONS
The following is a list of key notes and assumptions made in completing this analysis.

AECOM
Job Duke Energy — Marshall Closure Project No. 60432116 / Sheet 4 of 6
60572849
Description Channel and Culvert Designs Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
kv
Channel and Culvert Design
• The 6-hour Full PMP storm rainfall amount (29.46 inches) and temporal distribution was
obtained from the Marshall Steam Station Hydrologic and Hydraulic Analysis, prepared
by AECOM as part of the Phase 2 Reconstitution of Ash Pond Designs (AECOM, 2017). As
described in that report, Hydrometeorological Report Nos. 51 and 52 (HMR-51 and HMR-
52) were used to develop the hyetograph for the 6-hour Full PMP.
o A site specific PMP event was developed by Applied Weather Associates (AWA) in
July 2019, but not utilized in this analysis, as the Hydrometeorological Report Nos.
51 and 52 produced a more conservative PMP event. If additional stormwater
evaluations are needed, the site specific PMP event developed by AWA will be
utilized.
• The 25-year and 100-year storm rainfall amounts (5.99 inches and 7.54 inches
respectively) were obtained from the National Oceanic and Atmospheric Administration
(NOAA) Atlas 14 Point Precipitation Frequency Data Server. The rainfall amounts were
applied within the model according to the 24-hour NRCS Type II distribution.
• Within the HydroCAD program, runoff was calculated using the Soil Conservation Service
(SCS) TR-20 method.
• Runoff curve numbers (CNs) used in the analysis were selected as appropriate based on
their land use and hydrologic soil group per tables provided in NRCS Technical Release 55
(NRCS, 1986). In general, most areas can be characterized as grass in good condition with
hydrologic soil group C, which corresponds to a CN of 74, and woods in good condition
with hydrologic soil group C, which corresponds to a CN of 70.
• The time of concentration was calculated using HydroCAD which includes inputs for each
drainage area for the longest hydraulic flow path and average land slope.
• Manning's "n" factors used were 0.045 for grass lined channels, 0.025 for Fabriform or
equivalent hard -lined channels, and 0.012 for concrete box culverts.
SUMMARY OF RESULTS
Channels
The results of the channel analysis show that the channels adequately collect and convey the
peak flow from the 25-year, 24-hour storm event with 6-inches of freeboard below the top of the
channel within the side slope of the channel. In addition, the channels also adequately collect
and convey the peak flow from the 100-year, 24-hour storm event without overtopping the bank

AECOM
Job Duke Energy — Marshall Closure
Description Channel and Culvert Designs
LUI
Project No. 60432116 / Sheet 5 of 6
60572849
Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
of the channel. The results of the channel designs are summarized in Attachment B, Table C1-1,
and the HydroCAD output report, found in Attachment C.
Based on the channel erosion protection analysis, two types of lining materials have been chosen
for the channels: 1) ECM / TRM and 2) Riprap. The analysis shows that the several of the
proposed modeled channels will have a ECM / TRM in these channels, while the remaining
channels, including the outlet channel to Lake Norman, will be riprap due to the calculated shear
stress. The results of the channel erosion protection analysis are summarized in Attachment B,
Table C1-1.
Culverts
The results of the culvert analysis show that the culverts are designed to contain the energy
gradient during a 25-year, 24-hour storm event. In addition, Culvert 101 is designed to convey
the Full PMP storm event without overtopping the dam. The results of the culvert designs are
summarized in Attachment B, Table C1-2, and the HydroCAD output report found in Attachment
C.
Based on the outlet protection analysis, riprap will be utilized downstream of each culvert to help
prevent erosion. Future analyses priorto construction will include further evaluation of the outlet
protection. These analyses could change the material selected and would set the dimensions of
the outlet protection called for above.
As discussed above, the proposed outlet point (Culvert 101) was conceptually sized to pass the
Full PMP storm event. The preliminary analyses were limited to assessing the hydraulic capacity
during peak design flows. Future analyses prior to construction will include further evaluation of
downstream channel stability and liner design, which could involve the consideration of different
flow regimes. These future analyses could result in adjustments/refinements to the proposed
outlet point and downstream channel configurations, before entering Lake Norman.
CONCLUSIONS
The proposed grading of the closed ash basin, in combination with the design of the channels, as
presented above, is sufficient to safely control and convey the 25-year, 24-hour storm event
design flow. The channels also have the ability to convey the 100-year, 24-hour storm event
design flow without overtopping the bank of the channel. The culverts, also presented above, are
able to convey the 25-year, 24-hour storm event within the culvert, thus meeting the criteria to
contain the energy gradient. Culvert 101 is also able to convey the Full PMP storm event without
overtopping the dam. Finally, both the channel erosion protection and the outlet protection

I_a141•7►i
Job Duke Energy — Marshall Closure
Description Channel and Culvert Designs
Project No. 60432116 / Sheet 6 of 6
60572849
Computed by JMW Date 12/5/19
Checked by RJB Date 12/5/19
were based on the NCDEQ Erosion and Sediment Control Planning and Design Manual (NCDEQ,
2013).
VII. ATTACHMENTS
Attachment A: Figures
Figure C1-1: Stormwater Management System Plan
Attachment 8: Tables
Table C1-1: Channel Calculations Summary Table
Table C1-2: Culvert Calculations Summary Table
Attachment C: HvdroCAD Calculations for Channel and Culvert Designs
Attachment Cl: HydroCAD Calculations for Channels (25 & 100 Year Storm Events)
Attachment C2: HydroCAD Calculations for Culverts (25 & 100 Year Storm Events)
Attachment C3: HydroCAD Calculations for Culverts (Full PMP Storm Event)
Vill. REFERENCES
AECOM. (2017). Phase 2 Reconstitution of Ash Pond Designs Report, Marshall Station. July 2017.
North Carolina Department of Environmental Quality (NCDEQ). (2013). Erosion and Sediment
Control Planning and Design Manual, May 2013.
Natural Resources Conservation Service (NRCS). (1986). "Urban hydrology for small watersheds."
Technical release No. 55, U.S. Dept. of Agriculture, Washington, D.C.
NOAA, National Weather Service (2018). Precipitation -Frequency Atlas of the United Stated Point
Precipitation Frequency Estimates by NOAA Atlas 14, Volume 2, Version 3; (NOAA website:
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html

ATTACHMENT A
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— —800— — EXISTING MAJOR TOPOGRAPHIC CONTOUR
EXISTING MINOR TOPOGRAPHIC CONTOUR
INTERIM MAJOR TOPOGRAPHIC CONTOUR
- - -800- - - (BOTTOM OF ASH, ILF LANDFILL)
INTERIM MINOR TOPOGRAPHIC CONTOUR
- - - - - - - (BOTTOM OF ASH, ILF LANDFILL)
800— PROPOSED FINAL GRADING MAJOR TOPOGRAPHIC CONTOUR
PROPOSED FINAL GRADING MINOR TOPOGRAPHIC CONTOUR
PROPERTY BOUNDARY
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
EXISTING SITE FEATURE (APPROXIMATE)
KInTP-q
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD 88.
REFERENCES
1. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I
AND II), STRUCTURAL FILL, FGD LANDFILL, ASBESTOS LANDFILL, AND DEMOLITION
LANDFILL PRESENTED IN THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE
ASSESSMENT UPDATE" PREPARED BY SYNTERRA FOR DUKE ENERGY AND SUBMITTED
TO NCDEQ (NPDES PERMIT NO. NC0004987) JANUARY 31, 2018.
2. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE
IS BASED ON THE "MARSHALL STEAM STATION STRUCTURAL FILL CLOSURE
REQUIREMENT AND RECORDATION (RECORD NUMBER: 006021MS)" LETTER SUBMITTED
TO THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL
RESOURCES BY DUKE POWER ON JULY 8, 1998.
3. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS
PROVIDED BY DUKE ENERGY.
4. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE
CATAWBA COUNTY GIS, THE TOPOGRAPHIC SURVEY PREFORMED BY WSP IN APRIL 2014
AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AND THE "BOUNDARIES SURVEY OF
PROPERTY TO BE ACQUIRED FROM DELMAR SHERRILL AND GEORGE C. SHERRIL" DATED
JANUARY 27, 2016.
N
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
A=COM
STORMWATER MANAGEMENT SYSTEM
PLAN
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR
ISSUED FOR APPROVAL
SCALE: AS SHOWN
DES: JMW
TYPE: ,pWG
DFTR: MAW
--�DUKEDWG
�.
ENERGY
.JOB NO: 60603377
CHKD: R B
J
DATE : 12/05/2019
ENGR : RJB
FILENAME: MARSHALL - FINAL GRADING DRAINAGE MAP.DWG
APPD: JAB
DWG SIZE
DRAWING NO.
REVISION
ANSID
22.0"x34.0"
FIGURE C1-1
C
C
m
3
70
m
<
0
0 1 2 3
TENTHS
10 20
30

ATTACHMENT 6
Tables

TABLE C1-1 - CHANNEL CALCULATIONS SUMMARY TABLE
Channel ID
DA
(acres)
Q25
(cfs)
Q100
(cfs)
Slope
N
Erosion Control Material
W
(ft)
D25
(ft)
DZoo
(ft)
V25
(ft/s)
VZoo
(ft/s)
T25
(Ib/ft2)
T100
(Ib/ft2)
DTOT
Proposed
Channel
Depth (ft)
100
1126
306.42
498.49
0.91
Class 2 Riprap
75
0.82
1.09
4.84
5.83
0.47
0.62
3
201
35
152.46
219.19
1.67
Turf Reinforced Matting
20
1.33
1.63
4.51
5.05
1.39
1.70
2
301
41
142.15
207.97
2.87
Turf Reinforced Matting
20
1.10
1.36
5.27
5.98
1.97
2.44
2
401
72
289.54
418.86
2.08
Class B Erosion Control Stone
20
1.79
2.19
5.93
6.62
2.32
2.84
3
501
57
160.55
232.24
1.38
Turf Reinforced Matting
20
1.45
1.77
4.30
4.83
1.25
1.52
2
503
50
152.68
219.86
0.50
Turf Reinforced Matting
20
1.86
2.26
2.99
3.34
0.58
0.71
3
504
300
448.52
662.53
2.43
Class B Erosion Control Stone
30
1.80
2.24
6.71
7.59
2.73
3.40
3
506
300
451.51
664.56
2.32
Class B Erosion Control Stone
30
1.83
2.27
6.63
7.5
2.65
3.29
3
601
223
763.04
1118.46
1.25
Class B Erosion Control Stone
30
2.90
3.57
6.30
7.08
2.26
2.78
4
602
52
143.19
212.94
0.86
Turf Reinforced Matting
30
1.26
1.58
3.24
3.71
0.68
0.85
2
603
1 145
1 571.85
1 828.08
1 2.87
Class B Erosion Control Stone
1 30
1 1.41
1.74
1 11.39
1 12.85
1 2.53
1 3.12
1 2

TABLE C1-2 - CULVERT CALCULATIONS SUMMARY TABLE
Culvert
ID
DA
(acres)
Invert In
(ft)
Invert Out
(ft)
Road Elevation
(ft)
Slope
(%)
Q25 (cfs)
Q1oo (cfs)
Material
W
(ft)
H
(ft)
No. of
Culverts
V25
(ft/s)
V100
(ft/s)
Dep h25
(ft)
Depthloo
(ft)
Depth FuIIPMP
(ft)
101
1124
765.00
764.00
793.00
0.59
309.05
498.89
Concrete
10
10
5
3.99
4.68
1.6
2.1
19.0
200
35
771.00
766.00
800.00
1.81
159.04
221.85
Concrete
6
6
1
6.44
7.20
4.0
5.0
11.5
300
41
769.00
765.00
800.00
1.67
144.36
207.64
Concrete
6
6
1
6.25
7.06
3.8
4.8
23.7
400
72
768.00
765.00
780.00
2.36
264.60
355.54
Concrete
7
7
1
7.3
8.04
5.2
6.3
16.4
500
400
765.60
765.00
780.00
0.5
499.05
696.96
Concrete
10
10
1
9.55
10.53
7.0
8.8
18.7
502
50
777.00
775.00
801.00
1.14
140.87
194.73
Concrete
6
6
1
6.22
6.94
3.8
4.7
20.9
505
300
792.00
786.00
818.00
3.08
450.65
651.85
Concrete
9
9
1
8.01
9.06
6.2
8.0
27.9
600
223
767.00
1 765.00
795.00
0.93
642.19
836.86
Concrete
10
10
1
8.69
12.55
7.3
8.9
26.7

ATTACHMENT C
HydroCAD Calculations for Channel and Culvert Designs

ATTACHMENT C1
HydroCAD Calculations for Channels (25 & 100 Year Storm Events)

603
Drainage Area 603
R60 602
2L TL Channel 3 R60 Drainage Area 602
506
Structural Fill Transmission Line ROW /
o2 O 1300 / Channel6
Redirection (Main Culvert Drainage Area 506 500 1200 ppp///
Channel Flow)
R50
Drainage Ar 500 Drai a Area 1300 R601 601
Drainage Ara 1200
Channel 506 ce
50
ce Channel 601 Drainage Area 601
R50 �D ce 60
Culvert 505 50
Channel 504 //pp'' Culvert 600
/ Culvert 500
501 / 700
10 4�O
1100 �
Drainage Area 501 Drainage Area 700
R501 1
Drainage Area 1100 900
ce --Channel 50 R10
Drainage Area 100
R50 Culvert 502 1000 Channel 100
O 503 Channel 503 40 $00 1L
Drainage Area 1000 Outfall to Lake Norman
Drainage Area 503 R401 Culvert 4" 900 Drainage Area 300
401 Channel 401 Drainage Area 900
ce
30
ce
Drainage Area 401 20
El Culvert 300
Culvert 200
301 Channel 301 R201
Drainage Area 301 209 Channel 201
Drainage Area 201
Subca Reach and Lin k

Closure By Removal -Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 6
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 2
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 100: Drainage Area 100 Runoff Area=2.360 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=11.35 cfs 0.623 of
Subcatchment 201: Drainage Area 201 Runoff Area=34.600 ac 0.00% Impervious Runoff Depth>2.98"
Flow Length=1,408' Tc=10.0 min CN=72 Runoff=156.49 cfs 8.587 of
Subcatchment 301: Drainage Area 301 Runoff Area=41.300 ac 0.00% Impervious Runoff Depth>2.88"
Flow Length=1,832' Tc=15.9 min CN=71 Runoff=148.71 cfs 9.908 of
Subcatchment 401: Drainage Area 401 Runoff Area=72.100 ac 0.00% Impervious Runoff Depth>3.07"
Flow Length=2,634' Tc=11.6 min CN=73 Runoff=319.36 cfs 18.457 of
Subcatchment 500: Drainage Area 500 Runoff Area=43.300 ac 0.00% Impervious Runoff Depth>3.17"
Flow Length=2,102' Tc=10.0 min CN=74 Runoff=208.17 cfs 11.436 of
Subcatchment 501: Drainage Area 501 Runoff Area=6.900 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=33.17 cfs 1.822 of
Subcatchment 503: Drainage Area 503
Runoff Area=49.900 ac
0.00% Impervious
Runoff Depth>3.06"
Flow Length=1,418'
Tc=22.9 min
CN=73 Runoff=157.10
cfs 12.734 of
Subcatchment 506: Drainage Area 506
Runoff Area=118.600
ac
0.00% Impervious
Runoff Depth>3.16"
Flow Length=3,317'
Tc=24.7 min
CN=74 Runoff=367.65
cfs 31.197 of
Subcatchment 601: Drainage Area 601
Runoff Area=26.400
ac
0.00% Impervious
Runoff Depth>3.17"
Flow Length=1,846'
Tc=12.3 min
CN=74 Runoff=117.89
cfs 6.968 of
Subcatchment 602: Drainage Area 602
Runoff Area=51.700
ac
0.00% Impervious
Runoff Depth>2.87"
Flow Length=2,149'
Tc=20.9 min
CN=71 Runoff=160.62
cfs 12.385 of
Subcatchment 603: Drainage Area 603
Runoff Area=145.200
ac
0.00% Impervious
Runoff Depth>3.07"
Flow Length=4,297'
Tc=12.1 min
CN=73 Runoff=633.19
cfs 37.164 of
Subcatchment 700: Drainage Area 700
Subcatchment 800: Drainage Area 800
Subcatchment 900: Drainage Area 900
Subcatchment 1000: Drainage Area 1000
Subcatchment 1100: Drainage Area 1100
Runoff Area=62.500 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=291.59 cfs 16.006 of
Runoff Area=54.600 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=262.49 cfs 14.420 of
Runoff Area=59.700 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=278.53 cfs 15.289 of
Runoff Area=16.300 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=76.05 cfs 4.174 of
Runoff Area=15.500 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=74.52 cfs 4.094 of

Closure By Removal -Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 7
Subcatchment 1200: Drainage Area 1200 Runoff Area=42.800 ac 0.00% Impervious Runoff Depth>3.17"
Flow Length=1,769' Tc=10.0 min CN=74 Runoff=205.76 cfs 11.304 of
Subcatchment 1300: Drainage Area 1300 Runoff Area=101.500 ac 100.00% Impervious Runoff Depth>5.74"
Tc=10.0 min CN=98 Runoff=753.89 cfs 48.579 of
Reach R100: Channel 100 Avg. Flow Depth=0.82' Max Vet=4.84 fps Inflow=306.42 cfs 209.598 of
n=0.025 L=220.0' S=0.0091 T Capacity=2,756.63 cfs Outflow=306.42 cfs 209.420 of
Reach R201: Channel 201 Avg. Flow Depth=1.33' Max Vet=4.51 fps Inflow=156.49 cfs 8.587 of
n=0.045 L=540.0' S=0.0167 '/' Capacity=317.62 cfs Outflow=152.46 cfs 8.561 of
Reach R301: Channel 301 Avg. Flow Depth=1.10' Max Vet=5.27 fps Inflow=148.71 cfs 9.908 of
n=0.045 L=1,081.0' S=0.0287'/' Capacity=416.63 cfs Outflow=142.15 cfs 9.860 of
Reach R401: Channel 401 Avg. Flow Depth=1.79' Max Vet=5.93 fps Inflow=319.36 cfs 18.457 of
n=0.045 L=1,540.0' S=0.0208'/' Capacity=760.24 cfs Outflow=289.54 cfs 18.348 of
Reach R501: Channel 501 Avg. Flow Depth=1.45' Max Vet=4.30 fps Inflow=162.88 cfs 14.504 of
n=0.045 L=724.0' S=0.0138 '/' Capacity=289.14 cfs Outflow=160.55 cfs 14.454 of
Reach R503: Channel 503 Avg. Flow Depth=1.86' Max Vet=2.99 fps Inflow=157.10 cfs 12.734 of
n=0.045 L=595.0' S=0.0050 '/' Capacity=374.49 cfs Outflow=152.68 cfs 12.682 of
Reach R504: Channel 504
Avg. Flow Depth=1.80'
Max Vet=6.71 fps Inflow=451.51 cfs 61.445 of
n=0.045 L=865.0' S=0.0243 '/'
Capacity= 1, 130.22 cfs Outflow=448.52 cfs 61.294 of
Reach R506: Channel 506
Avg. Flow Depth=1.83'
Max Vet=6.63 fps Inflow=460.69 cfs 61.712 of
n=0.045 L=1,518.0' S=0.0232 '/'
Capacity= 1, 105.99 cfs Outflow=451.51 cfs 61.445 of
Reach R601: Channel 601
Avg. Flow Depth=2.90' Max Vet=6.30 fps Inflow=779.95 cfs 56.142 of
n=0.045 L=878.0' S=0.0125'/'
Capacity=1,389.83 cfs Outflow=763.04 cfs 55.974 of
Reach R602: Channel 602
Avg. Flow Depth=1.26'
Max Vet=3.24 fps Inflow=160.62 cfs 12.385 of
n=0.045 L=1,392.0' S=0.0086'/'
Capacity=323.35 cfs Outflow=143.19 cfs 12.265 of
Reach R603: Channel 603
Avg. Flow Depth=1.41'
Max Vet=11.39 fps Inflow=633.19 cfs 37.164 of
n=0.025 L=3,210.0' S=0.0287'/'
Capacity=1,061.26 cfs Outflow=571.85 cfs 36.909 of
Pond P101: Culvert 101
Peak Elev=766.54' Storage=162.832 of Inflow=3,521.15 cfs 293.794 of
120.0" x 120.0"
Box Culvert x 5.00 n=0.012
L=170.0' S=0.0059 '/' Outflow=305.86 cfs 208.975 of
Pond P200: Culvert 200 Peak Elev=774.97' Inflow=152.46 cfs 8.561 of
72.0" x 72.0" Box Culvert n=0.012 L=277.0' S=0.0181 T Outflow=152.46 cfs 8.561 of
Pond P300: Culvert 300 Peak Elev=772.79' Inflow=142.15 cfs 9.860 of
72.0" x 72.0" Box Culvert n=0.012 L=240.0' S=0.0167 '/' Outflow=142.15 cfs 9.860 of
Pond P400: Culvert 400 Peak Elev=773.50' Inflow=289.54 cfs 18.348 of
84.0" x 84.0" Box Culvert n=0.012 L=127.0' S=0.0236 '/' Outflow=289.54 cfs 18.348 of

Closure By Removal -Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 8
Pond P500: Culvert 500 Peak Elev=773.99' Inflow=648.91 cfs 87.184 of
120.0" x 120.0" Box Culvert n=0.012 L=125.0' S=0.0048 '/' Outflow=648.91 cfs 87.184 of
Pond P502: Culvert 502 Peak EIev=780.98' Inflow=152.68 cfs 12.682 of
72.0" x 72.0" Box Culvert n=0.012 L=176.0' S=0.0114 '/' Outflow=152.68 cfs 12.682 of
Pond P505: Culvert 505 Peak EIev=798.25' Inflow=451.51 cfs 61.445 of
108.0" x 108.0" Box Culvert n=0.012 L=195.0' S=0.0308 '/' Outflow=451.51 cfs 61.445 of
Pond P600: Culvert 600 Peak EIev=775.27' Inflow=763.04 cfs 55.974 of
120.0" x 120.0" Box Culvert n=0.012 L=215.0' S=0.0093 '/' Outflow=763.04 cfs 55.974 of
Pond PTL: Transmission Line ROW Culvert Peak EIev=832.13' Storage=38,120 cf Inflow=206.69 cfs 30.524 of
96.0" x 72.0" Box Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=199.47 cfs 30.515 of
Link 1L: Outfall to Lake Norman
Inflow=306.42 cfs 209.420 of
Primary=306.42 cfs 209.420 of
Calculations\E*dioCad\Closure By Removal\Reference\MAR-145_20180427-Combo_HT--Link 17L.hce Inflow=206.69 cfs 30.524 of
Area= 180.900 ac 12.23% Imperv. Primary=206.69 cfs 30.524 of
Total Runoff Area = 945.260 ac Runoff Volume = 265.147 of Average Runoff Depth = 3.37"
89.26% Pervious = 843.760 ac 10.74% Impervious = 101.500 ac

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 100: Drainage Area 100
Runoff = 11.35 cfs @ 12.02 hrs, Volume= 0.623 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
2.360 74 >75% Grass cover, Good, HSG C
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 100: Drainage Area 100
Hydrograph
12 11.35 cfs
11 :ype I 4wh�,
10-25ear ''Rin''fall=5.9' �'-- - ,
-Frt - --
-- -
9 UIOf Area: c',
Runoff Volume=0.621 af
w 7 u �o ff-Ve' th>3.- 7''---
3 6 TC- m
-im,-- -- -
51 4
3
2 "
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal —Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 201: Drainage Area 201
Runoff = 156.49 cfs @ 12.02 hrs, Volume= 8.587 af, Depth> 2.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
19.200 74 >75% Grass cover, Good, HSG C
15.400 70 Woods. Good. HSG C
34.600 72 Weighted Average
34.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.0
100
0.3500
0.55
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
0.7
165
0.0600
3.67
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
140
0.2500
2.50
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.3
346
0.0870
4.42
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
657
0.0150
11.00 616.25
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth, clean & straight
6.9 1,408 Total, Increased to minimum Tc = 10.0 min

Closure By Removal_ Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 11
Subcatchment 201: Drainage Area 201
Hydrograph
170
,5o
- cfs
156.49
TYpe ll Z4 he-
140
- -
25- y eai' �_
130
120
1 u n - f- 3' - c
rea, a-- --- -----'
110
"-
Runoff-Volu e=8.5!87-af
100
90
,
l no e
u ph8
80
'
Flow L ng#h'=1,408'-- -- -'
70
60
i n'--- ----- 'r---'� --
---- ------ �''--------'l
50
"
- CN^ 7,''2 - ,''�--
430
20
0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 301: Drainage Area 301
Runoff = 148.71 cfs @ 12.08 hrs, Volume= 9.908 af, Depth> 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
14.500 74 >75% Grass cover, Good, HSG C
26.800 70 Woods, Good, HSG C
41.300 71 Weighted Average
41.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.3
100
0.1500
0.18
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
5.2
497
0.1000
1.58
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.4
1,235
0.0280
15.04 841.96
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
15.9 1,832 Total
Subcatchment 301: Drainage Area 301
Hydrograph
60f"I -- 148.71 cf
150:!1 1 h A IL
130� -
25ve:n arRaifall__
- 1=
12
11
10
u
few L nit =1-8321
Tc 6. mia
- --
N=T1 - - -- --
a
ir
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 401: Drainage Area 401
Runoff = 319.36 cfs @ 12.04 hrs, Volume= 18.457 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
49.400 74 >75% Grass cover, Good, HSG C
22.700 70 Woods, Good, HSG C
72.100 73 Weighted Average
72.100 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.7
100
0.0480
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
2.4
713
0.1100
4.97
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.5
1,821
0.0190
12.39 693.57
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
11.6 2,634 Total
Subcatchment 401: Drainage Area 401
Hydrograph
■ Runoff
340 .' ------,'--- +--- ,' -- -'---+ 319.36 cfs ---
320 VDe -II -24-hr 300 - I l--
� J
280 25y'e�rta_n�al5.J�.J'' I I
260
h trnof €-area 72 A00-iaq� - --
220 " Runoff Vol --18-1-4-5- _
240
u -7
- � U file ��,
y 200doff
'
th>3. ".
_.
80
Le -
160 --- r--- -- ��--- -- ---- -- --- --
140
t=1'� .61 in - -- --
120 - �' ---- -- --- --- -- - ---
100 "
80
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 500: Drainage Area 500
Runoff = 208.17 cfs @ 12.02 hrs, Volume= 11.436 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
43.300 74 >75% Grass cover, Good, HSG C
43.300 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
5.6 2,002
0.1570
5.94
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
8.7 2,102 Total, Increased to minimum Tc = 10.0 min
21
19
18
17
16
15
14
w 13
12
c 11
LL 10
Subcatchment 500: Drainage Area 500
Hydrograph
- -- -208.17 cf
Type IC��=hr'
Runoff f ?epth>117 j
Flow-Length=2-1 Q2'
7`C40 film
C
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 501: Drainage Area 501
Runoff = 33.17 cfs @ 12.02 hrs, Volume= 1.822 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
6.900 74 >75% Grass cover, Good, HSG C
6.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 501: Drainage Area 501
Hydrograph
36 "" - 33.17 c - -- - -- -- -- -- - -- -- --'
fs
T --! a r� 2A wh -- -- - -- -- - -- -- - -- -- --.
34 "
Yp-- -- - -- -- -
32 .p
30 feat' iZain n - --
� a� -
IUI10 -- -- --
f-Areaac
26 r r
24 -- - -- -- --
R
-- 22 " , � UFO, � ha111e-1,.$. a
0 20
F : off -Dept b4.17''
_0 18 - - - -- ----
c-10.0' m'!i n 16 - -- -- -- - -- -- - -- -- --'
14 ('
12
10 .
4 1 -- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 503: Drainage Area 503
Runoff = 157.10 cfs @ 12.16 hrs, Volume= 12.734 af, Depth> 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
37.700 74 >75% Grass cover, Good, HSG C
12.200 70 Woods, Good, HSG C
49.900 73 Weighted Average
49.900 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0370
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
4.9
353
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.9
353
0.1800
6.36
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
612
0.0160
11.37 636.46
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
22.9 1,418 Total
Subcatchment 503: Drainage Area 503
Hydrograph
■ Runoff
157.10 L c
Type-1124-hr
25_year_Rainfall, =5.99
Runoff-Area=49.9p0',,ac
-- .-
Runoff
o�ume='12.734 a#_
Runoff Depth>3.06"
Flow Length"O �418
U--22 ruin -
�N=7
10j'
fs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 506: Drainage Area 506
Runoff = 367.65 cfs @ 12.18 hrs, Volume= 31.197 af, Depth> 3.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
4.000 70 Woods, Good, HSG C
114.600 74 >75% Grass cover, Good, HSG C
118.600 74 Weighted Average
118.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.5
100
0.0580
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
9.5
1,688
0.0390
2.96
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.7
1,529
0.0260
15.11 1,148.52
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
24.7 3,317 Total
Subcatchment 506: Drainage Area 506
Hydrograph
■ Runoff
9
T ype-11-24-
25 -yea`r Rainf al I'= 9 "
Runoff-Area=1-18.600 -a,c
-- 97
-- --
Runoff Vol um: e=41.1' -
F�unoff-�?epth>3-- � --
Flow
-Length=331 `
Tb=24 eft to
---------------------------------------
CN=7 -
1 1 6 7 8 9 10 1

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 601: Drainage Area 601
Runoff = 117.89 cfs @ 12.04 hrs, Volume= 6.968 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
26.400 74 >75% Grass cover, Good, HSG C
26.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.3
100
0.0280
0.20
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
3.0
1,021
0.1470
5.75
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
725
0.0070
11.55 2,124.62
Channel Flow,
Area= 184.0 sf Perim= 63.0' r= 2.92'
n= 0.022 Earth. clean & straiaht
12.3 1,846 Total
Subcatchment 601: Drainage Area 601
Hydrograph
130
cfs 117.89 ❑Runoff
pe-'11- 24-
120
Ty
5- ear,Rain'fail-
100 5
c '
90 Ruh--offa
---
80
70— Runoff De' pt h>3.17
w
60 Flow_ Length11846'
50 Cs=_1�r
+►
40
C - N^ 74- -- ---'r---;
30
20
in
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 602: Drainage Area 602
Runoff = 160.62 cfs @ 12.14 hrs, Volume= 12.385 af, Depth> 2.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
14.700 74 >75% Grass cover, Good, HSG C
37.000 70 Woods, Good, HSG C
51.700 71 Weighted Average
51.700 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0620
0.13
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
6.1
464
0.0650
1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.6
1,585
0.0320
16.07 900.10
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
20.9 2,149 Total
15
14
13
12
11
w
0
LL
Subcatchment 602: Drainage Area 602
Hydrograph
Type -11-24
25 e r tai-mall;=a 9 "
Runoff- Area=51.7p0 ac -
Rur�off-VoI-urb' e=12.3-8-5 -
Runoff -depth>2.87"l-- -- -
Ffow Length-2 14J''
U=24.W-min
CN=71
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 603: Drainage Area 603
Runoff = 633.19 cfs @ 12.04 hrs, Volume= 37.164 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
105.100 74 >75% Grass cover, Good, HSG C
40.100 70 Woods, Good, HSG C
145.200 73 Weighted Average
145.200 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.6
100
0.0500
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
1.7
825
0.3000
8.22
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.8
3,372
0.0250
14.82 1,126.21
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
12.1 4,297 Total
Subcatchment 603: Drainage Area 603
Hydrograph
6_ 4hr 14 g0"25Yr Lain al
--o Area--40- ----Runa'c
Runoff 1olume=37.164-
Runoff-Depf1>3.07" -- --
FIflw Len'#h =4 297
rtc=121min
CN=73 - -- -
.9s
Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 700: Drainage Area 700
Runoff = 291.59 cfs @ 12.02 hrs, Volume= 16.006 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
40.500 74 >75% Grass cover, Good, HSG C
22.000 70 Woods, Good, HSG C
62.500 73 Weighted Average
62.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 700: Drainage Area 700
Hydrograph
❑ Runoff
291.59 cfs
Type -11-24 hr
-:year-
25_y RaInf ,all:= 9 , , ',�
Runoff -Area=62.3p0- ee
Runoff o� urO&-I6 006-
a�
Rr
unoff _Depth>3.07"'
T0=10 0'-min
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 800: Drainage Area 800
Runoff = 262.49 cfs @ 12.02 hrs, Volume= 14.420 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
49.100 74 >75% Grass cover, Good, HSG C
5.500 70 Woods, Good, HSG C
54.600 74 Weighted Average
54.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
1
1
Subcatchment 800: Drainage Area 800
Hydrograph
-- -- -262.49 cfs
-24-hr-
- RaFnfall�a.�J"
Kunorr volume=: i4.4zu a
Ru r�off De-th>3.17"-'-- -- --'
C : 7
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 900: Drainage Area 900
Runoff = 278.53 cfs @ 12.02 hrs, Volume= 15.289 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
48.500 74 >75% Grass cover, Good, HSG C
11.200 70 Woods, Good, HSG C
59.700 73 Weighted Average
59.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 900: Drainage Area 900
Hydrograph
❑ Runoff
278.53 cfs
Type -II-24-hr'
25 -year- Ra'all 5 9 .g in ,,
Runoff Area=59.700ac
Runoff Volume=15.289-af
ff-Uepth>3 7 Runoff -0, ..
.
min
CN=73
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 1000: Drainage Area 1000
Runoff = 76.05 cfs @ 12.02 hrs, Volume= 4.174 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
13.000 74 >75% Grass cover, Good, HSG C
3.300 70 Woods, Good, HSG C
16.300 73 Weighted Average
16.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1000: Drainage Area 1000
Hydrograph
❑ Runoff
80 76.05 cfs
Typ Jl -24--
75
70 ', 25er'Rar�#a11=.9"
65
60 fthoff-Ar-ea=-1-6.3-0-d--acc
Runoff-Volu-rne=4.1741-af
55 "
50
°45 Runoff :- f f -Depth >3d7 - --
° 40 TeT40.0`mm:-- --
u_
35
30 'N=73
25
20
15 "
10
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 1'7 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 1100: Drainage Area 1100
Runoff = 74.52 cfs @ 12.02 hrs, Volume= 4.094 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
15.500 74 >75% Grass cover, Good, HSG C
15.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1100: Drainage Area 1100
Hydrograph
■ Runoff
50 KunoTT VOlume=4.UJ4',
RU : Off tenn#
0 45 '
° 40 fio. Qil1` I ii1 LL 35
30 lam
ww''
; 7
_
25
20
15
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 1200: Drainage Area 1200
Runoff = 205.76 cfs @ 12.02 hrs, Volume= 11.304 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
42.800 74 >75% Grass cover, Good, HSG C
42.800 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
4.7 1,669
0.1560
5.92
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
7.8 1,769 Total, Increased to minimum Tc = 10.0 min
21
19
18
17
16
15
14
w 13
12
c 11
a 10
Subcatchment 1200: Drainage Area 1200
Hydrograph
205.76 cfs
YRe l 4 r '� -- -- --
25 -fie ' atn ail=5.9
Ftu-6-ef F AN: a=42.-9QII'ad
o e-17�04 a#
Ruoff flet1>317"
eg, 169 - nt-
-1 pAMin ---
,', ----- -- -'
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 1300: Drainage Area 1300
Runoff = 753.89 cfs @ 12.01 hrs, Volume= 48.579 af, Depth> 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrioti
101.500 98 Water Surface, HSG C
101.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
w
U.
Subcatchment 1300: Drainage Area 1300
Hydrograph
-- -- -753.89 cfs
Type -II -24
fthoff Deotl >5 74
U=1-0.0 -min
C --9 j
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 28
Summary for Reach R100: Channel 100
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 2.23" for 25 year event
Inflow = 306.42 cfs @ 13.57 hrs, Volume= 209.598 of
Outflow = 306.42 cfs @ 13.57 hrs, Volume= 209.420 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 4.84 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.50 fps, Avg. Travel Time= 1.5 min
Peak Storage= 13,923 cf @ 13.57 hrs
Average Depth at Peak Storage= 0.82'
Bank -Full Depth= 3.00' Flow Area= 252.0 sf, Capacity= 2,756.63 cfs
75.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 3.07' Top Width= 93.00'
Length= 220.0' Slope= 0.0091 T
Inlet Invert= 764.00', Outlet Invert= 762.00'
T
Reach R100: Channel 100
Hydrograph
6,--� 60.8 306.41 c-
nflQvv Are - -- --' 2
a 1 1fs
kvtl-.-flow:-Debth=0.82'''
240 n— n
2.5
220
y 200 L-220.0"
180 - 049-1 '/'
c 160 _ — g' U. .63 ap e� {�
140 ���, � ��i� 2,t56 �i�.7
120 ' " --- -- - --- - i- - - ---
--- r -- -----, --- - -- - - ---
80
60 ;'I I
an
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 29
Summary for Reach R201: Channel 201
Inflow Area = 34.600 ac, 0.00% Impervious, Inflow Depth > 2.98" for 25 year event
Inflow = 156.49 cfs @ 12.02 hrs, Volume= 8.587 of
Outflow = 152.46 cfs @ 12.04 hrs, Volume= 8.561 af, Atten= 3%, Lag= 1.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 4.51 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.19 fps, Avg. Travel Time= 7.5 min
Peak Storage= 18,239 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.33'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 317.62 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 540.0' Slope= 0.0167 T
Inlet Invert= 780.00', Outlet Invert= 771.00'
Reach R201: Channel 201
hflow-Aries,- --
=34.-'E
Hydrograph
156.49 cfs
152.46 cfs
110 n=u.V4z)
—r d',
w 100 � 54©.��
° 90
-2 80 ��+'r+-'r
3 a7 0.©167 /,'
70
-Caacy=3i 7.sso -
50
30
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 30
Summary for Reach R301: Channel 301
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 2.88" for 25 year event
Inflow = 148.71 cfs @ 12.08 hrs, Volume= 9.908 of
Outflow = 142.15 cfs @ 12.12 hrs, Volume= 9.860 af, Atten= 4%, Lag= 2.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 5.27 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 1.51 fps, Avg. Travel Time= 11.9 min
Peak Storage= 28,999 cf @ 12.12 hrs
Average Depth at Peak Storage= 1.10'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 416.63 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 1,081.0' Slope= 0.0287 '/'
Inlet Invert= 800.00', Outlet Invert= 769.00'
Reach R301: Channel 301
Hydrograph
2.15 cfs 148.71 ds
160
150 -Inflow ,� a rea= 14 14
�-
An Flo Depth .1 1
140 "
130
x: e= I :fps
120 --� -- l��
110 4-045T'I F
100 y�
90-
-- 0 -
paci'ty-4,16.fi'3 fs -
50
40
30
Ti me (hours)
■ Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 31
Summary for Reach R401: Channel 401
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 3.07" for 25 year event
Inflow = 319.36 cfs @ 12.04 hrs, Volume= 18.457 of
Outflow = 289.54 cfs @ 12.08 hrs, Volume= 18.348 af, Atten= 9%, Lag= 2.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 5.93 fps, Min. Travel Time= 4.3 min
Avg. Velocity = 1.68 fps, Avg. Travel Time= 15.2 min
Peak Storage= 74,907 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.79'
Bank -Full Depth= 3.00' Flow Area= 96.0 sf, Capacity= 760.24 cfs
20.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 44.00'
Length= 1,540.0' Slope= 0.0208 '/'
Inlet Invert= 800.00', Outlet Invert= 768.00'
Reach R401: Channel 401
nflow-Area=73-1
Hydrograph
319.36 cfs
289.54 cfs
220
' AAn
y 200 �
180
160 �'+-0.OL' + nn+ QQ -- --
a a7 0R ,!
140
120 Ca
act ty=T6Q 4 afs
100
60
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 32
Summary for Reach R501: Channel 501
Inflow Area = 56.800 ac, 0.00% Impervious, Inflow Depth > 3.06" for 25 year event
Inflow = 162.88 cfs @ 12.19 hrs, Volume= 14.504 of
Outflow = 160.55 cfs @ 12.22 hrs, Volume= 14.454 af, Atten= 1%, Lag= 1.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 4.30 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 1.34 fps, Avg. Travel Time= 9.0 min
Peak Storage= 27,004 cf @ 12.22 hrs
Average Depth at Peak Storage= 1.45'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 289.14 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 724.0' Slope= 0.0138 '/'
Inlet Invert= 775.00', Outlet Invert= 765.00'
T
18
17
16
15
14
13
12
11
JT
10
3 9
LL 8
Reach R501: Channel 501
Hydrograph
iin -- - 162.88 cfs
wfit%X n A' �'- 160.55 cfs
VWX VelI 4. V TS ':
1=0.-04 7- -- --'-- -- -',
�2�F -1J� ; -- -- --
C1 v--289.A4 - Cfs
■ Inflow
1 ❑ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 33
Summary for Reach R503: Channel 503
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 3.06" for 25 year event
Inflow = 157.10 cfs @ 12.16 hrs, Volume= 12.734 of
Outflow = 152.68 cfs @ 12.20 hrs, Volume= 12.682 af, Atten= 3%, Lag= 2.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 2.99 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 0.94 fps, Avg. Travel Time= 10.5 min
Peak Storage= 30,335 cf @ 12.20 hrs
Average Depth at Peak Storage= 1.86'
Bank -Full Depth= 3.00' Flow Area= 96.0 sf, Capacity= 374.49 cfs
20.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 44.00'
Length= 595.0' Slope= 0.0050 '/'
Inlet Invert= 780.00', Outlet Invert= 777.00'
Reach R503: Channel 503
Hydrograph
15
�y 7.10 cfs
nfloW Area'=49�L90 52.6 1 8 cfs
110 _ V.W'F�7
° -L=59�
w 100
90 5 �}
.2 80 ��+'r+-'r /n��
3 a7 0.©05 -T I -- --
70
60 �a act y=374.
50
40
30
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow III
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 34
Summary for Reach R504: Channel 504
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 2.46" for 25 year event
Inflow = 451.51 cfs @ 12.26 hrs, Volume= 61.445 of
Outflow = 448.52 cfs @ 12.29 hrs, Volume= 61.294 af, Atten= 1%, Lag= 1.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 6.71 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 2.36 fps, Avg. Travel Time= 6.1 min
Peak Storage= 57,783 cf @ 12.29 hrs
Average Depth at Peak Storage= 1.80'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,130.22 cfs
30.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 865.0' Slope= 0.0243 '/'
Inlet Invert= 786.00', Outlet Invert= 765.00'
Reach R504: Channel 504
Hydrograph
FInflow
500 451.51 cfs ❑outflow
1nflo Q►rea-2�9' 48.52 cfs
450 -- - - -- 504 vg. Flow Depth
= 0'
400
flax Vel=6.71 fps
350 "
n= 4�
300 r
4 �86
v
$=b.d243- i f
250
c
a
200
Capaicffy=t 430.22:1-cfs
150 ---------------- --- ---
1"""]
100
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 35
Summary for Reach R506: Channel 506
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 2.47" for 25 year event
Inflow = 460.69 cfs @ 12.21 hrs, Volume= 61.712 of
Outflow = 451.51 cfs @ 12.26 hrs, Volume= 61.445 af, Atten= 2%, Lag= 3.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 6.63 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 2.33 fps, Avg. Travel Time= 10.9 min
Peak Storage= 103,362 cf @ 12.26 hrs
Average Depth at Peak Storage= 1.83'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,105.99 cfs
30.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 1,518.0' Slope= 0.0232 '/'
Inlet Invert= 827.29', Outlet Invert= 792.00'
Reach R506: Channel 506
Hydrograph
0.69 ■ Inflow
500 ❑Outflow
Out/ Q►Pe1- 991 - - 1. 1 cfs - -
Info 2r
�5�
- _ � 01 451.5
450 Avg _Flow Qepfh='f .83,
400 = -- a-- — - ��--,--- - -- - --
p
�
350 -- — -- - - - -- - -
fl.Q45
w 300-----j---
n
I
c 250 U.
�i - --- ---
dfl2 2
f
Capacit=110599 -cfs
zoo y,..-
150
1
T "
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 36
Summary for Reach R601: Channel 601
[62] Hint: Exceeded Reach R602 OUTLET depth by 1.82' @ 12.10 hrs
[62] Hint: Exceeded Reach R603 OUTLET depth by 1.55' @ 12.15 hrs
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth > 3.02" for 25 year event
Inflow = 779.95 cfs @ 12.09 hrs, Volume= 56.142 of
Outflow = 763.04 cfs @ 12.12 hrs, Volume= 55.974 af, Atten= 2%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 6.30 fps, Min. Travel Time= 2.3 min
Avg. Velocity = 1.87 fps, Avg. Travel Time= 7.8 min
Peak Storage= 105,965 cf @ 12.12 hrs
Average Depth at Peak Storage= 2.90'
Bank -Full Depth= 4.00' Flow Area= 184.0 sf, Capacity= 1,389.83 cfs
30.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 62.00'
Length= 878.0' Slope= 0.0125 '/'
Inlet Invert= 778.00', Outlet Invert= 767.00'

Closure By Removal_ Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 37
Reach R601: Channel 601
Hydrograph
850 779.95 cfs [I outflow
� nfi�0�/ ►rea �24 763.0 - ---
- -
800 3 4 cfs -
-_
Ate. 'F�bw Qep#h- ,
750
700 '
650 .- M —fO
600
n=O- 045 --- ---
w 500 i L 878.01
450
0 400 — 1
350
C pa city= a,389.83',.cfs
300 ,
250
.-
200
50
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 38
Summary for Reach R602: Channel 602
Inflow Area = 51.700 ac, 0.00% Impervious, Inflow Depth > 2.87" for 25 year event
Inflow = 160.62 cfs @ 12.14 hrs, Volume= 12.385 of
Outflow = 143.19 cfs @ 12.22 hrs, Volume= 12.265 af, Atten= 11%, Lag= 4.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 3.24 fps, Min. Travel Time= 7.2 min
Avg. Velocity = 0.98 fps, Avg. Travel Time= 23.7 min
Peak Storage= 61,335 cf @ 12.22 hrs
Average Depth at Peak Storage= 1.26'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 323.35 cfs
30.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 1,392.0' Slope= 0.0086 '/'
Inlet Invert= 790.00', Outlet Invert= 778.00'
Reach R602: Channel 602
Hydrograph
------ ----- -- ---- -
FE inflow
- -- 160.62 cfs T- -- - ❑ outflow
Fr1# 1Dv�4re= 'F _7a0 -ae
170
160
Av�F�v �e
150 �_ 143.19 cfs--- --- --- --- --- --- --- ----- - �- - - -
140
130x�
4'' fos
120
=0 - 4 - -
--- -- --
90—
�+ ac� --- -- - -- - -- -- .- -- --
---
80
70—
60 Cal achy=3Z.3, ifs
,
-
50
40
30
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 39
Summary for Reach R603: Channel 603
Inflow Area = 145.200 ac, 0.00% Impervious, Inflow Depth > 3.07" for 25 year event
Inflow = 633.19 cfs @ 12.04 hrs, Volume= 37.164 of
Outflow = 571.85 cfs @ 12.09 hrs, Volume= 36.909 af, Atten= 10%, Lag= 2.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 11.39 fps, Min. Travel Time= 4.7 min
Avg. Velocity = 3.03 fps, Avg. Travel Time= 17.6 min
Peak Storage= 161,047 cf @ 12.09 hrs
Average Depth at Peak Storage= 1.41'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 1,061.26 cfs
30.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 3,210.0' Slope= 0.0287 '/'
Inlet Invert= 870.00', Outlet Invert= 778.00'
Reach R603: Channel 603
Hydrograph
633.19 ■Inflow
700
cfs ❑ outflow
650 --� Z%�'��rea-1�'�F�'��.LWV aCi
600 Vg. Qeth-=-1 .571.85 cfs -
IM ax-
550 (�
500 �� � 3 ate— �
450 - n-O-.025 -- --- --- - - -- -, - - - - -- - -
w 400
1 Q.fl; -- -- .-
o Q
350
a
300
--
pa l = a-, 2r_ CfS
250
150 ; ; ;
100
---- -- ---

Closure By Removal -Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 40
Summary for Pond P101: Culvert 101
Inflow Area = 1,123.800 ac, 11.00% Impervious, Inflow Depth > 3.14" for 25 year event
Inflow = 3,521.15 cfs @ 12.05 hrs, Volume= 293.794 of
Outflow = 305.86 cfs @ 13.57 hrs, Volume= 208.975 af, Atten= 91 %, Lag= 91.6 min
Primary = 305.86 cfs @ 13.57 hrs, Volume= 208.975 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 766.54' @ 13.57 hrs Surf.Area= 108.619 ac Storage= 162.832 of
Plug -Flow detention time= 295.8 min calculated for 208.975 of (71 % of inflow)
Center -of -Mass det. time= 194.6 min ( 1,022.4 - 827.8 )
Volume Invert Avail.Storage Storage Description
#1 765.00' 1,070.355 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
765.00 103.130 0.000 0.000
766.00 106.820 104.975 104.975
767.00 110.170 108.495 213.470
768.00 113.590 111.880 325.350
769.00 116.950 115.270 440.620
770.00 120.320 118.635 559.255
771.00 124.090 122.205 681.460
772.00 127.820 125.955 807.415
773.00 131.480 129.650 937.065
774.00 135.100 133.290 1,070.355
Device Routina Invert Outlet Devices
#1 Primary 765.00' 120.0" W x 120.0" H Box Culvert X 5.00
L= 170.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.00' / 764.00' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=305.85 cfs @ 13.57 hrs HW=766.54' TW=764.82' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 305.85 cfs @ 3.98 fps)

Closure By Removal_ Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 41
Pond P101: Culvert 101
Hydrograph
-- -- - -- ■Inflow
3,800 '� 3,521.15 cfs ❑ Primary
3,600 - fllfloW_A--e -=J123.
tt 'r a y 8 0!ad
- - --
3,400 F�Ealf G1EV=76$.'
3,200 - - - - - - -
Q
3,000 ' e �1 r�132 af I
2,800 Qrr
2,400
2,200
c 1,800 - -
U. Lr
i
1,600 = _ _ _
�
©//�� r
1,400 S=�y�. 05 -+--
1,200 -- -- -- - --
1,000
800
600 305.86 f -- - - -
5. cs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 42
Summary for Pond P200: Culvert 200
[57] Hint: Peaked at 774.97' (Flood elevation advised)
[62] Hint: Exceeded Reach R201 OUTLET depth by 2.63' @ 12.05 hrs
Inflow Area = 34.600 ac, 0.00% Impervious, Inflow Depth > 2.97" for 25 year event
Inflow = 152.46 cfs @ 12.04 hrs, Volume= 8.561 of
Outflow = 152.46 cfs @ 12.04 hrs, Volume= 8.561 af, Atten= 0%, Lag= 0.0 min
Primary = 152.46 cfs @ 12.04 hrs, Volume= 8.561 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 774.97' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 771.00' 72.0" W x 72.0" H Box Culvert
L= 277.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 771.00' / 766.00' S= 0.0181 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=149.97 cfs @ 12.04 hrs HW=774.93' TW=765.69' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 149.97 cfs @ 6.36 fps)
17
16
15
14
13
12
11
10
w
9
0 8
a _
Pond P200: Culvert 200
Hydrograph
_1-3 w '&A 152.46 cfs
YN�v-Y •Y I
3Qx C U: Wert-.-
- -- -- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 43
Summary for Pond P300: Culvert 300
[57] Hint: Peaked at 772.79' (Flood elevation advised)
[62] Hint: Exceeded Reach R301 OUTLET depth by 2.66' @ 12.10 hrs
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 2.86" for 25 year event
Inflow = 142.15 cfs @ 12.12 hrs, Volume= 9.860 of
Outflow = 142.15 cfs @ 12.12 hrs, Volume= 9.860 af, Atten= 0%, Lag= 0.0 min
Primary = 142.15 cfs @ 12.12 hrs, Volume= 9.860 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 772.79' @ 12.12 hrs
Device Routing Invert Outlet Devices
#1 Primary 769.00' 72.0" W x 72.0" H Box Culvert
L= 240.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 769.00' / 765.00' S= 0.0167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=139.59 cfs @ 12.12 hrs HW=772.75' TW=765.89' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 139.59 cfs @ 6.21 fps)
15
14
Pond P300: Culvert 300
Hydrograph
142.15 Inflow
■
A
❑Primary
w ..'.. A "IA"IA1 142.15 cfs
130
120 72. n 72.0
/� n
��
---
100 ."" o i� IVert -
w 90 " -
-- - -''
3 80
LL L -24'
70 I II . Q
50 " S=0.01-6 '/"40
-- -- -- -- --
30
fl
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 44
Summary for Pond P400: Culvert 400
[57] Hint: Peaked at 773.50' (Flood elevation advised)
[62] Hint: Exceeded Reach R401 OUTLET depth by 3.68' @ 12.10 hrs
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 3.05" for 25 year event
Inflow = 289.54 cfs @ 12.08 hrs, Volume= 18.348 of
Outflow = 289.54 cfs @ 12.08 hrs, Volume= 18.348 af, Atten= 0%, Lag= 0.0 min
Primary = 289.54 cfs @ 12.08 hrs, Volume= 18.348 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 773.50' @ 12.08 hrs
Device Routing Invert Outlet Devices
#1 Primary 768.00' 84.0" W x 84.0" H Box Culvert
L= 127.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 768.00' / 765.00' S= 0.0236 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 49.00 sf
Primary OutFlow Max=283.96 cfs @ 12.08 hrs HW=773.43' TW=765.79' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 283.96 cfs @ 7.48 fps)
Pond P400: Culvert 400
Hydrograph
■ Inflow
❑ Primary
it 289.54 cfs I
240
84R4"X-84.0"_i--- -- -- -
220
200 - ox-
E invert
-----
--- -
n A -
180
' = +� �} -
c 160 L27.OF
120 n c
=0.023F� -1/0
100
80
60 '.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 45
Summary for Pond P500: Culvert 500
[57] Hint: Peaked at 773.99' (Flood elevation advised)
[62] Hint: Exceeded Reach R501 OUTLET depth by 7.55' @ 12.25 hrs
[62] Hint: Exceeded Reach R504 OUTLET depth by 7.21' @ 12.25 hrs
Inflow Area = 399.600 ac, 5.54% Impervious, Inflow Depth > 2.62" for 25 year event
Inflow = 648.91 cfs @ 12.25 hrs, Volume= 87.184 of
Outflow = 648.91 cfs @ 12.25 hrs, Volume= 87.184 af, Atten= 0%, Lag= 0.0 min
Primary = 648.91 cfs @ 12.25 hrs, Volume= 87.184 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 773.99' @ 12.25 hrs
Device Routing Invert Outlet Devices
#1 Primary 765.60' 120.0" W x 120.0" H Box Culvert
L= 125.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.60' / 765.00' S= 0.0048 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=648.75 cfs @ 12.25 hrs HW=773.99' TW=766.11' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 648.75 cfs @ 10.31 fps)
Pond P500: Culvert 500
Hydrograph
❑ Inflow
❑ Primary
648.91 cfs
buu rCQnIGI'CV—F/�'7..�.7
550 120. n X 1:20.0 v
500
450
Off( Culvert-- --''
c 350
L=2'
LL 300S-=0.0048--'1'
250
200 +--- +- -- ---
150 --- --- -- - -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 46
Summary for Pond P502: Culvert 502
[57] Hint: Peaked at 780.98' (Flood elevation advised)
[62] Hint: Exceeded Reach R503 OUTLET depth by 2.12' @ 12.20 hrs
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 3.05" for 25 year event
Inflow = 152.68 cfs @ 12.20 hrs, Volume= 12.682 of
Outflow = 152.68 cfs @ 12.20 hrs, Volume= 12.682 af, Atten= 0%, Lag= 0.0 min
Primary = 152.68 cfs @ 12.20 hrs, Volume= 12.682 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 780.98' @ 12.20 hrs
Device Routing Invert Outlet Devices
#1 Primary 777.00' 72.0" W x 72.0" H Box Culvert
L= 176.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 777.00' / 775.00' S= 0.0114 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=152.15 cfs @ 12.20 hrs HW=780.97' TW=776.44' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 152.15 cfs @ 6.39 fps)
17
16
15
14
13
12
11
10
w
9
0 8
il:_
Pond P502: Culvert 502
Hydrograph
_ w n ::An 1 152.68 cfs
YN•v �•Y4 • YY•Y -
011 4
- -- -
5-
■ Inflow
i
❑Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P505: Culvert 505
[57] Hint: Peaked at 798.25' (Flood elevation advised)
[62] Hint: Exceeded Reach R506 OUTLET depth by 4.42' @ 12.25 hrs
Inflow Area =
299.500 ac,
7.39% Impervious,
Inflow Depth > 2.46" for 25 year event
Inflow =
451.51 cfs @
12.26 hrs, Volume=
61.445 of
Outflow =
451.51 cfs @
12.26 hrs, Volume=
61.445 af, Atten= 0%, Lag= 0.0 min
Primary =
451.51 cfs @
12.26 hrs, Volume=
61.445 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 798.25' @ 12.26 hrs
Device Routing Invert Outlet Devices
#1 Primary 792.00' 108.0" W x 108.0" H Box Culvert
L= 195.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 792.00' / 786.00' S= 0.0308 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 81.00 sf
Primary OutFlow Max=449.50 cfs @ 12.26 hrs HW=798.23' TW=787.79' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 449.50 cfs @ 8.01 fps)
Pond P505: Culvert 505
Hydrograph
❑ Inflow
❑ Primary
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P600: Culvert 600
[57] Hint: Peaked at 775.27' (Flood elevation advised)
[62] Hint: Exceeded Reach R601 OUTLET depth by 5.32' @ 12.10 hrs
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth > 3.01" for 25 year event
Inflow = 763.04 cfs @ 12.12 hrs, Volume= 55.974 of
Outflow = 763.04 cfs @ 12.12 hrs, Volume= 55.974 af, Atten= 0%, Lag= 0.0 min
Primary = 763.04 cfs @ 12.12 hrs, Volume= 55.974 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 775.27' @ 12.12 hrs
Device Routing Invert Outlet Devices
#1 Primary 767.00' 120.0" W x 120.0" H Box Culvert
L= 215.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 767.00' / 765.00' S= 0.0093 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=749.34 cfs @ 12.12 hrs HW=775.17' TW=765.89' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 749.34 cfs @ 9.17 fps)
Pond P600: Culvert 600
Hydrograph
763.04 cfs
700 rCQnI,G1I,CV-1 I J.LiI
650
120.0" x 120n /�
- .o-- -
600 -- Cu F
550 �� IV -- - -
x
� 500 A
w 0- 12-
450 -- ? ---T --- --- --
� ss��
c 400 L —L 1 5. 0■
LL
350
300
250
200
150 - ---------r---- -- -
■ Inflow
i ❑ Primary
4 � I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond PTL: Transmission Line ROW Culvert
Inflow Area =
180.900 ac,
12.23% Impervious,
Inflow Depth > 2.02" for 25 year event
Inflow =
206.69 cfs @
12.52 hrs, Volume=
30.524 of
Outflow =
199.47 cfs @
12.61 hrs, Volume=
30.515 af, Atten= 3%, Lag= 5.3 min
Primary =
199.47 cfs @
12.61 hrs, Volume=
30.515 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 832.13' @ 12.61 hrs Surf.Area= 22,588 sf Storage= 38,120 cf
Plug -Flow detention time= 1.8 min calculated for 30.515 of (100% of inflow)
Center -of -Mass det. time= 1.6 min ( 881.0 - 879.4 )
Volume Invert
Avail.Storage Storage Description
#1 828.09'
96,583 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
828.09
140
0 0
829.00
3,089
1,469 1,469
830.00
7,796
5,443 6,912
831.00
13,671
10,734 17,645
832.00
21,376
17,524 35,169
833.00
30,402
25,889 61,058
834.00
40,648
35,525 96,583
Device Routing
Invert
Outlet Devices
#1 Primary
828.09'
96.0" W x 72.0" H Box Culvert
L= 160.0' Box, 30-75' wingwalls, square crown, Ke= 0.400
Inlet / Outlet Invert= 828.09' / 827.29' S= 0.0050 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 48.00 sf
Primary OutFlow Max=199.28
cfs @ 12.61 hrs HW=832.13' TW=828.81' (Dynamic Tailwater)
L1=Culvert (Barrel
Controls 199.28 cfs @ 8.22 fps)

Closure By Removal_ Reaches Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Pond PTL: Transmission Line ROW Culvert
Hydrograph
Z3U - ,_
210 �#1 Ow- �'�'1=18QT - --'' - 22o c s
199.47 cfs
160 150 96
,-O -, X-'72, !v
-- �- - - -- -- -- --
w 130� -V i��,tdel.,} L - -- -
140 .
- - -- -- - 120=0.
c 110 " : -- -
A
a 100 r -
90 L=4
c
r
80
70
60 " - -F
5040
---;---,--- --- ---,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
IN Inflow
Primary

Closure By Removal —Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 1L: OuffalI to Lake Norman
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 2.23" for 25 year event
Inflow = 306.42 cfs @ 13.57 hrs, Volume= 209.420 of
Primary = 306.42 cfs @ 13.57 hrs, Volume= 209.420 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Outfal I to Lake Norman
Hydrograph
340 , -- -- - -- -- -- -- - 306.42
300 ', lnfl�w e�='�1 �6'�1 a_ 306.42 cfs
280
240
200
LL
140 -- -- - - -- -- -- -- -- ---I
-
120
80
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Primary

Closure By Removal —Reaches Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 2L: Structural Fill Redirection (Main Channel Flow)
Flow from Main Ditch Channel into Culvert
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 2.02" for 25 year event
Inflow = 206.69 cfs @ 12.52 hrs, Volume= 30.524 of
Primary = 206.69 cfs @ 12.52 hrs, Volume= 30.524 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
25 year Primary Outflow Imported from G:\Cincinnati\DCS\Projects\D\Duke Energy\60432116 Marshall Station Closure\[
Link 2L: Structural Fill Redirection (Main Channel Flow)
Hydrograph
❑ Inflow
❑Primary
206.69 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 2
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 100: Drainage Area 100 Runoff Area=2.360 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=16.02 cfs 0.886 of
Subcatchment 201: Drainage Area 201
Runoff Area=34.600
ac
0.00% Impervious Runoff Depth>4.28"
Flow Length=1,408'
Tc=10.0 min
CN=72 Runoff=224.11 cfs 12.352 of
Subcatchment 301: Drainage Area 301
Runoff Area=41.300
ac
0.00% Impervious Runoff Depth>4.17"
Flow Length=1,832'
Tc=15.9 min
CN=71 Runoff=215.43 cfs 14.340 of
Subcatchment 401: Drainage Area 401
Runoff Area=72.100
ac
0.00% Impervious Runoff Depth>4.39"
Flow Length=2,634'
Tc=11.6 min
CN=73 Runoff=454.29 cfs 26.397 of
Subcatchment 500: Drainage Area 500
Runoff Area=43.300
ac
0.00% Impervious Runoff Depth>4.51"
Flow Length=2,102'
Tc=10.0 min
CN=74 Runoff=293.98 cfs 16.262 of
Subcatchment 501: Drainage Area 501
Runoff Area=6.900 ac
0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=46.85 cfs 2.591 of
Subcatchment 503: Drainage Area 503
Runoff Area=49.900 ac
0.00% Impervious Runoff Depth>4.38"
Flow Length=1,418'
Tc=22.9 min
CN=73 Runoff=225.14 cfs 18.216 of
Subcatchment 506: Drainage Area 506
Runoff Area=118.600
ac
0.00% Impervious Runoff Depth>4.49"
Flow Length=3,317'
Tc=24.7 min
CN=74 Runoff=523.44 cfs 44.376 of
Subcatchment 601: Drainage Area 601
Runoff Area=26.400
ac
0.00% Impervious Runoff Depth>4.50"
Flow Length=1,846'
Tc=12.3 min
CN=74 Runoff=166.66 cfs 9.909 of
Subcatchment 602: Drainage Area 602
Runoff Area=51.700
ac
0.00% Impervious Runoff Depth>4.16"
Flow Length=2,149'
Tc=20.9 min
CN=71 Runoff=233.41 cfs 17.926 of
Subcatchment 603: Drainage Area 603
Runoff Area=145.200
ac
0.00% Impervious Runoff Depth>4.39"
Flow Length=4,297'
Tc=12.1 min
CN=73 Runoff=901.15 cfs 53.153 of
Subcatchment 700: Drainage Area 700
Subcatchment 800: Drainage Area 800
Subcatchment 900: Drainage Area 900
Subcatchment 1000: Drainage Area 1000
Subcatchment 1100: Drainage Area 1100
Runoff Area=62.500 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=414.64 cfs 22.892 of
Runoff Area=54.600 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=370.70 cfs 20.506 of
Runoff Area=59.700 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=396.06 cfs 21.866 of
Runoff Area=16.300 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=108.14 cfs 5.970 of
Runoff Area=15.500 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=105.24 cfs 5.821 of

Closure By Removal -Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Subcatchment 1200: Drainage Area 1200 Runoff Area=42.800 ac 0.00% Impervious Runoff Depth>4.51"
Flow Length=1,769' Tc=10.0 min CN=74 Runoff=290.59 cfs 16.075 of
Subcatchment 1300: Drainage Area 1300 Runoff Area=101.500 ac 100.00% Impervious Runoff Depth>7.29"
Tc=10.0 min CN=98 Runoff=950.37 cfs 61.659 of
Reach R100: Channel 100
Avg. Flow Depth=1.09' Max Vet=5.83 fps Inflow=498.49 cfs 313.392 of
n=0.025 L=220.0' S=0.0091 T Capacity=2,756.63 cfs Outflow=498.49 cfs 313.180 of
Reach R201: Channel 201
Avg. Flow Depth=1.63' Max Vet=5.05 fps Inflow=224.11 cfs 12.352 of
n=0.045 L=540.0' S=0.0167 '/' Capacity=317.62 cfs Outflow=219.19 cfs 12.321 of
Reach R301: Channel 301
Avg. Flow Depth=1.36' Max Vet=5.98 fps Inflow=215.43 cfs 14.340 of
n=0.045 L=1,081.0' S=0.0287'/' Capacity=416.63 cfs Outflow=207.97 cfs 14.282 of
Reach R401: Channel 401
Avg. Flow Depth=2.19' Max Vet=6.62 fps Inflow=454.29 cfs 26.397 of
n=0.045 L=1,540.0' S=0.0208'/' Capacity=760.24 cfs Outflow=418.86 cfs 26.268 of
Reach R501: Channel 501 Avg. Flow Depth=1.77' Max Vet=4.83 fps Inflow=234.87 cfs 20.745 of
n=0.045 L=724.0' S=0.0138 '/' Capacity=289.14 cfs Outflow=232.24 cfs 20.685 of
Reach R503: Channel 503 Avg. Flow Depth=2.26' Max Vet=3.34 fps Inflow=225.14 cfs 18.216 of
n=0.045 L=595.0' S=0.0050 '/' Capacity=374.49 cfs Outflow=219.86 cfs 18.154 of
Reach R504: Channel 504 Avg. Flow Depth=2.24' Max Vet=7.59 fps Inflow=664.56 cfs 90.463 of
n=0.045 L=865.0' S=0.0243 '/' Capacity= 1, 130.22 cfs Outflow=662.53 cfs 90.281 of
Reach R506: Channel 506 Avg. Flow Depth=2.27' Max Vet=7.50 fps Inflow=676.20 cfs 90.787 of
n=0.045 L=1,518.0' S=0.0232 '/' Capacity= 1, 105.99 cfs Outflow=664.56 cfs 90.463 of
Reach R601: Channel 601 Avg. Flow Depth=3.57' Max Vet=7.08 fps Inflow=1,137.18 cfs 80.541 of
n=0.045 L=878.0' S=0.0125 '/' Capacity=1,389.83 cfs Outflow= 1, 118.46 cfs 80.341 of
Reach R602: Channel 602 Avg. Flow Depth=1.58' Max Vet=3.71 fps Inflow=233.41 cfs 17.926 of
n=0.045 L=1,392.0' S=0.0086'/' Capacity=323.35 cfs Outflow=212.94 cfs 17.783 of
Reach R603: Channel 603 Avg. Flow Depth=1.74' Max Vet=12.85 fps Inflow=901.15 cfs 53.153 of
n=0.025 L=3,210.0' S=0.0287'/' Capacity=1,061.26 cfs Outflow=828.08 cfs 52.849 of
Pond P101: Culvert 101 Peak Elev=767.13' Storage=227.530 of Inflow=5,027.17 cfs 415.229 of
120.0" x 120.0" Box Culvert x 5.00 n=0.012 L=170.0' S=0.0059 '/' Outflow=497.65 cfs 312.505 of
Pond P200: Culvert 200 Peak EIev=776.06' Inflow=219.19 cfs 12.321 of
72.0" x 72.0" Box Culvert n=0.012 L=277.0' S=0.0181 T Outflow=219.19 cfs 12.321 of
Pond P300: Culvert 300 Peak EIev=773.89' Inflow=207.97 cfs 14.282 of
72.0" x 72.0" Box Culvert n=0.012 L=240.0' S=0.0167 '/' Outflow=207.97 cfs 14.282 of
Pond P400: Culvert 400 Peak EIev=775.03' Inflow=418.86 cfs 26.268 of
84.0" x 84.0" Box Culvert n=0.012 L=127.0' S=0.0236 '/' Outflow=418.86 cfs 26.268 of

Closure By Removal -Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 55
Pond P500: Culvert 500 Peak Elev=776.59' Inflow=952.57 cfs 127.229 of
120.0" x 120.0" Box Culvert n=0.012 L=125.0' S=0.0048 '/' Outflow=952.57 cfs 127.229 of
Pond P502: Culvert 502 Peak EIev=782.07' Inflow=219.86 cfs 18.154 of
72.0" x 72.0" Box Culvert n=0.012 L=176.0' S=0.0114 '/' Outflow=219.86 cfs 18.154 of
Pond P505: Culvert 505 Peak EIev=800.09' Inflow=664.56 cfs 90.463 of
108.0" x 108.0" Box Culvert n=0.012 L=195.0' S=0.0308 '/' Outflow=664.56 cfs 90.463 of
Pond P600: Culvert 600 Peak EIev=778.09' Inflow=1,118.46 cfs 80.341 of
120.0" x 120.0" Box Culvert n=0.012 L=215.0' S=0.0093 '/' Outflow=1,118.46 cfs 80.341 of
Pond PTL: Transmission Line ROW Culvert Peak EIev=833.60' Storage=81,070 cf Inflow=322.19 cfs 46.424 of
96.0" x 72.0" Box Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=303.52 cfs 46.411 of
Link 1L: Outfall to Lake Norman
Inflow=498.49 cfs 313.180 of
Primary=498.49 cfs 313.180 of
Calculations\E*dioCad\Closure By Removal\Reference\MAR-145_20180427-Combo_HT--Link 17L.hce Inflow=322.19 cfs 46.424 of
Area= 180.900 ac 12.23% Imperv. Primary=322.19 cfs 46.424 of
Total Runoff Area = 945.260 ac Runoff Volume = 371.198 of Average Runoff Depth = 4.71"
89.26% Pervious = 843.760 ac 10.74% Impervious = 101.500 ac

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 100: Drainage Area 100
Runoff = 16.02 cfs @ 12.01 hrs, Volume= 0.886 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
2.360 74 >75% Grass cover, Good, HSG C
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 100: Drainage Area 100
Hydrograph
■ Runoff
16.02 cfs -.- --
13 I UI1O f p►rea=2 'C�q
360
12
--Runoff-Volume 0.8$6 ;
w 10 -f t> 1 '
0 8 �•
C -. I �.Q
7 _
6
5
4
3
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 201: Drainage Area 201
Runoff = 224.11 cfs @ 12.01 hrs, Volume= 12.352 af, Depth> 4.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
19.200 74 >75% Grass cover, Good, HSG C
15.400 70 Woods. Good. HSG C
34.600 72 Weighted Average
34.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.0
100
0.3500
0.55
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
0.7
165
0.0600
3.67
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
140
0.2500
2.50
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.3
346
0.0870
4.42
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
657
0.0150
11.00 616.25
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth, clean & straight
6.9 1,408 Total, Increased to minimum Tc = 10.0 min

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Subcatchment 201: Drainage Area 201
Hydrograph
240���� 224.11 cfs
220
Type 1124-hr
200 1I00, year Rair fa :7.
II�
180 Runoff ` rile=
A,rea=34.60�0:ac
160 Ru11Of MoIu1aG.J5 a
w 140
Runoff Depth>4.28"
120
wc len9th 1
-- -- -
100
Tc*1- min
-�.------------'�------------------------------ -
80 ' CN=72_ --- ---
60
40
20
0 1 2 3 4 5 6 7 8 9 10 11 12 6 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 301: Drainage Area 301
Runoff = 215.43 cfs @ 12.08 hrs, Volume= 14.340 af, Depth> 4.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
14.500 74 >75% Grass cover, Good, HSG C
26.800 70 Woods, Good, HSG C
41.300 71 Weighted Average
41.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.3
100
0.1500
0.18
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
5.2
497
0.1000
1.58
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.4
1,235
0.0280
15.04 841.96
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
15.9 1,832 Total
Subcatchment 301: Drainage Area 301
Hydrograph
240 ---r - - --r --------r-
230 215.43 cf
220 - -
210 Yee -11
-: --
T
190
180
.-
�4rea-41;.8 a�
hZunaff - Q©
160
150
-
' 1 R n0 Vo um .=74.�0-a
" ; pp� �
y140
n
tit>4
120 s 11 o
low: Lehg� 1 �832 --
80
70
:i=1
- -- -----
60
50
,-
' ,----'� - ----'r ---'� --- �'r--
40
30
' .-''+- -- - I -- -- --
20
-- -- -
10 1
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 401: Drainage Area 401
Runoff = 454.29 cfs @ 12.03 hrs, Volume= 26.397 af, Depth> 4.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
49.400 74 >75% Grass cover, Good, HSG C
22.700 70 Woods, Good, HSG C
72.100 73 Weighted Average
72.100 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.7
100
0.0480
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
2.4
713
0.1100
4.97
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.5
1,821
0.0190
12.39 693.57
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
11.6 2,634 Total
Subcatchment 401: Drainage Area 401
Hydrograph
■ Runoff
454.29 cfs -- -- -'
Type 11 24-hr'
1;- -- -- -- -, at:fa, _ 5
00, year R' II 7.
,4
Runoff- A:r--e:a :72:.-1-0:0-'aq-----:F
Runoff Volur e=26.3:97-af
Runoff - f Jepfh>4.39 j-- -- -
th-2 634 Flow Leng
Tc 110min
CN=73
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 500: Drainage Area 500
Runoff = 293.98 cfs @ 12.01 hrs, Volume= 16.262 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Descrigti
43.300 74 >75% Grass cover, Good, HSG C
43.300 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
5.6 2,002
0.1570
5.94
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fos
8.7 2,102 Total, Increased to minimum Tc = 10.0 min
Subcatchment 500: Drainage Area 500
Hydrograph
■ Runoff
293.98 cf
Type -ff -24 hr'
200 KunOTT woiume.,F1 b.zbz a
R ff �?eh>4..�
180 -- uno p " --- --
160
g''_ , --
1ao . ,1i1� Leh � � Q� '� �
Flo th
120 :. --
rtc-.0:min
100
CN: 7 - -- --' --------------
80
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 501: Drainage Area 501
Runoff = 46.85 cfs @ 12.01 hrs, Volume= 2.591 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
6.900 74 >75% Grass cover, Good, HSG C
6.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 501: Drainage Area 501
Hydrograph
rtyp ',rr �4
e hr
■ Runoff
^ 3U �o, p
3 25
Flu
#f �e t�>4,�1,'
LL Tc=10.0' m i n'
20 CN=7+4
15
10
46.85 cfs
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment 503: Drainage Area 503
Runoff = 225.14 cfs @ 12.16 hrs, Volume= 18.216 af, Depth> 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
37.700 74 >75% Grass cover, Good, HSG C
12.200 70 Woods, Good, HSG C
49.900 73 Weighted Average
49.900 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0370
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
4.9
353
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.9
353
0.1800
6.36
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
612
0.0160
11.37 636.46
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
22.9 1,418 Total
Subcatchment 503: Drainage Area 503
Hydrograph
-- -- --
Runoff
240
225.14 cfs
220
Type 11 24-h r
zoo .%
1 y�ar�
00, Rairfall,7.4
180
Runoff Area=49.9p0',ac
160
uno u e-19.2 16 a-
Runoff
w 140 "
=
Runoff �ehth>4.38"
120 '
FloLe. 41,8
w ngth=1
10o
T_C22 9 min-------- --''
80 '
CN-; 73-- --- --
60
40
20 "
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 506: Drainage Area 506
Runoff = 523.44 cfs @ 12.18 hrs, Volume= 44.376 af, Depth> 4.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
4.000 70 Woods, Good, HSG C
114.600 74 >75% Grass cover, Good, HSG C
118.600 74 Weighted Average
118.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.5
100
0.0580
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
9.5
1,688
0.0390
2.96
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.7
1,529
0.0260
15.11 1,148.52
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
24.7 3,317 Total
Subcatchment 506: Drainage Area 506
Hydrograph
■ Runoff
523.44 c
hype -II -24 hr�-- I
Runoff -Depth>4.49"
Flow Leng =31
#h 31' 7
Tc--24.7 in
CN=7#
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 601: Drainage Area 601
Runoff = 166.66 cfs @ 12.04 hrs, Volume= 9.909 af, Depth> 4.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
26.400 74 >75% Grass cover, Good, HSG C
26.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.3
100
0.0280
0.20
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
3.0
1,021
0.1470
5.75
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
725
0.0070
11.55 2,124.62
Channel Flow,
Area= 184.0 sf Perim= 63.0' r= 2.92'
n= 0.022 Earth. clean & straiaht
12.3 1,846 Total
15
14
13
12
11
10
0 9
IL R
Subcatchment 601: Drainage Area 601
Hydrograph
6.66 cfs -
I
R1.1110ff 00 pth>4.$o,,-
row L n h'=1-848`
CN=74-- -- -- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 602: Drainage Area 602
Runoff = 233.41 cfs @ 12.14 hrs, Volume= 17.926 af, Depth> 4.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
14.700 74 >75% Grass cover, Good, HSG C
37.000 70 Woods, Good, HSG C
51.700 71 Weighted Average
51.700 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0620
0.13
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
6.1
464
0.0650
1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.6
1,585
0.0320
16.07 900.10
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
20.9 2,149 Total
Subcatchment 602: Drainage Area 602
Hydrograph
■ Runoff
233.41 c
Type 11-24-1err'
160 Kunorr Voiume=1''/.uzb a
R -- -- -- - -- --
140 Runoff Depth>4.16
0 120 Flow Length=2�149'
100 Tc:,20.9'min
,. C=7'1
N
80
60
40
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Runoff =
Summary for Subcatchment 603: Drainage Area 603
901.15 cfs @ 12.04 hrs, Volume=
53.153 af, Depth> 4.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
105.100 74 >75% Grass cover, Good, HSG C
40.100 70 Woods, Good, HSG C
145.200 73 Weighted Average
145.200 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.6
100
0.0500
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
1.7
825
0.3000
8.22
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.8
3,372
0.0250
14.82 1,126.21
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
12.1 4,297 Total
Subcatchment 603: Drainage Area 603
Hydrograph
■ Runoff
901.15 cf
Type -11 -24
bUU :,� -------
550 Runoff p4 i .39
11:'
500 F1_oW_Len_-`I�h�-- 297'''
450 ; FL
400 jri=12-fmin
350 ,' ----- - ------'--- - ---'�--------- --- J
300 �' - N= -� ---
250 . ------ �'r---r---'r--- �'r---r---'r ---r
200 .' --- -- ---! --- -- ---! --- --- ! ---+
150 --
100 - - - -

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 68
Summary for Subcatchment 700: Drainage Area 700
Runoff = 414.64 cfs @ 12.01 hrs, Volume= 22.892 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
40.500 74 >75% Grass cover, Good, HSG C
22.000 70 Woods, Good, HSG C
62.500 73 Weighted Average
62.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 700: Drainage Area 700
Hydrograph
❑ Runoff
- 41
- Q-1124-hr-
year � -- -- --
Tc=1 d.0 � min
CN: 7- ____'________________
4.64 cfs ','
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 800: Drainage Area 800
Runoff = 370.70 cfs @ 12.01 hrs, Volume= 20.506 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
49.100 74 >75% Grass cover, Good, HSG C
5.500 70 Woods, Good, HSG C
54.600 74 Weighted Average
54.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 800: Drainage Area 800
Hydrograph
376.70 cf
N
Tc=1 d.0' min
w'
C : 7
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 70
Summary for Subcatchment 900: Drainage Area 900
Runoff = 396.06 cfs @ 12.01 hrs, Volume= 21.866 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
48.500 74 >75% Grass cover, Good, HSG C
11.200 70 Woods, Good, HSG C
59.700 73 Weighted Average
59.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 900: Drainage Area 900
Hydrograph
❑ Runoff
396.06 cf
n
CN--- 3____1_______ ______ __ -
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1000: Drainage Area 1000
Runoff = 108.14 cfs @ 12.01 hrs, Volume= 5.970 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
13.000 74 >75% Grass cover, Good, HSG C
3.300 70 Woods, Good, HSG C
16.300 73 Weighted Average
16.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
12
11
11
10
10
w
3
0
E
Subcatchment 1000: Drainage Area 1000
Hydrograph
-- -- - 108.14 cfs -
ype �I 4-h�`
:54"
--
100-year-Rainfall
u �1 .
R noff-Area- 6.300 -ac--
RunofFo .970-
lu MnO= of
Runoff -De,p h>4. -- -- -
Tc=1 O.a- min'
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1100: Drainage Area 1100
Runoff = 105.24 cfs @ 12.01 hrs, Volume= 5.821 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
15.500 74 >75% Grass cover, Good, HSG C
15.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
11
11
10
10
Subcatchment 1100: Drainage Area 1100
Hydrograph
--- -- -- ---
105.24 cf
e_Irf--224*h
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1200: Drainage Area 1200
Runoff = 290.59 cfs @ 12.01 hrs, Volume= 16.075 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Descrigti
42.800 74 >75% Grass cover, Good, HSG C
42.800 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
4.7 1,669
0.1560
5.92
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
7.8 1,769 Total, Increased to minimum Tc = 10.0 min
Subcatchment 1200: Drainage Area 1200
Hydrograph
320
290
300 ' .59 cfs
Type-1124=h r '
280 -- ---! --'� ---'�
260
1 y:al�_R 16fa. =;7.54'` -- -- --
nn
�u
Runoff -Are _42.$p4-'ac
240 -
"
a_ .
220
off Vo1---- -- 6-075-aff200
� - --
1so
--Runoff pff1>4.5 - -
--
ow a g'
1 40—
min
100 "
CN=7 - -- -
80
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Runoff =
Summary for Subcatchment 1300: Drainage Area 1300
950.37 cfs @ 12.01 hrs, Volume=
61.659 af, Depth> 7.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
101.500 98 Water Surface, HSG C
101.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1300: Drainage Area 1300
Hydrograph
■ Runoff
- -- ---- -- -+ 950.37 cfs
Type_11-24,hr',.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 75
Summary for Reach R100: Channel 100
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 3.34" for 100 year event
Inflow = 498.49 cfs @ 13.35 hrs, Volume= 313.392 of
Outflow = 498.49 cfs @ 13.35 hrs, Volume= 313.180 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 5.83 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.88 fps, Avg. Travel Time= 1.3 min
Peak Storage= 18,806 cf @ 13.35 hrs
Average Depth at Peak Storage= 1.09'
Bank -Full Depth= 3.00' Flow Area= 252.0 sf, Capacity= 2,756.63 cfs
75.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 3.07' Top Width= 93.00'
Length= 220.0' Slope= 0.0091 T
Inlet Invert= 764.00', Outlet Invert= 762.00'
Reach R100: Channel 100
Hydrograph
Inflow A ea-'� 12 4 S
i — .: s�1 �0 8 98.49 cfs
Av t 9
Max: Flow: bep
arc Vet=fps 5.83 1.Q
,
n-d
- .025
N rr'rv.v
300 S=0 _009 1N
ll.
LL 250 Capadi"2- 756'' Ci s
', 63
200�---'f------'r--
1"""']
150 -
100 .-
■ Inflow
❑ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R201: Channel 201
Inflow Area = 34.600 ac, 0.00% Impervious, Inflow Depth > 4.28" for 100 year event
Inflow = 224.11 cfs @ 12.01 hrs, Volume= 12.352 of
Outflow = 219.19 cfs @ 12.04 hrs, Volume= 12.321 af, Atten= 2%, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 5.05 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 1.31 fps, Avg. Travel Time= 6.9 min
Peak Storage= 23,386 cf @ 12.04 hrs
Average Depth at Peak Storage= 1.63'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 317.62 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 540.0' Slope= 0.0167 '/'
Inlet Invert= 780.00', Outlet Invert= 771.00'
Reach R201: Channel 201
Hydrograph
224.
11 cf:
Inflow Ariea= ' 4�6 219.19 9.19 cfs
180 p
160 rn-0. 45 --'
[ =5;
w 140 �0-0 r
LL1200.0167 '/
100
80 "
Ca'paci'ty=31-7.62 sfs
60
40 ?
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
-111
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
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Summary for Reach R301: Channel 301
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 4.17" for 100 year event
Inflow = 215.43 cfs @ 12.08 hrs, Volume= 14.340 of
Outflow = 207.97 cfs @ 12.12 hrs, Volume= 14.282 af, Atten= 3%, Lag= 2.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 5.98 fps, Min. Travel Time= 3.0 min
Avg. Velocity = 1.66 fps, Avg. Travel Time= 10.9 min
Peak Storage= 37,498 cf @ 12.12 hrs
Average Depth at Peak Storage= 1.36'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 416.63 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 1,081.0' Slope= 0.0287 '/'
Inlet Invert= 800.00', Outlet Invert= 769.00'
T
Reach R301: Channel 301
Hydrograph
---------------
215.43 cfs
207.97 cfs
zoo
--A •Flo : e h=,1.
Flax y r _45.9& fps
180
160
n=0. 4
y 140
v
L
120 1 ',
0
U. 100
80 ":'paCity=4''16.6'fS
60 --- �'r --- -- 4 ---'r -
40 "
01 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
■ Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 78
Summary for Reach R401: Channel 401
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 4.39" for 100 year event
Inflow = 454.29 cfs @ 12.03 hrs, Volume= 26.397 of
Outflow = 418.86 cfs @ 12.07 hrs, Volume= 26.268 af, Atten= 8%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 6.62 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 1.84 fps, Avg. Travel Time= 13.9 min
Peak Storage= 96,936 cf @ 12.07 hrs
Average Depth at Peak Storage= 2.19'
Bank -Full Depth= 3.00' Flow Area= 96.0 sf, Capacity= 760.24 cfs
20.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 44.00'
Length= 1,540.0' Slope= 0.0208 '/'
Inlet Invert= 800.00', Outlet Invert= 768.00'
Reach R401: Channel 401
Hydrograph
500 454.29 cfs
450 I',nflow Area,=71__ O 41 8.86
cfs
Avg. ;Flow Depth, .'
400
350 Max V61=',6.62' fps
M=Q.04 -
300 --- �'--- �'---�'---'--- - -
-"I 54b d'
c 250
- ���---
U.
�+ 6.©2
200 " " --- �'------'---'--- ------ �'--- -
pacit i- efs
Ca y 7 2
150
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 79
Summary for Reach R501: Channel 501
Inflow Area = 56.800 ac, 0.00% Impervious, Inflow Depth > 4.38" for 100 year event
Inflow = 234.87 cfs @ 12.18 hrs, Volume= 20.745 of
Outflow = 232.24 cfs @ 12.21 hrs, Volume= 20.685 af, Atten= 1%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 4.83 fps, Min. Travel Time= 2.5 min
Avg. Velocity = 1.47 fps, Avg. Travel Time= 8.2 min
Peak Storage= 34,812 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.77'
Bank -Full Depth= 2.00' Flow Area= 56.0 sf, Capacity= 289.14 cfs
20.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 36.00'
Length= 724.0' Slope= 0.0138 '/'
Inlet Invert= 775.00', Outlet Invert= 765.00'
T
Reach R501: Channel 501
Hydrograph
240 --Inflow low Area=56.w8 232.24 efs cfs
220 AV 6 F1'�- -- -
g. pw C3eph=1.7
zooMa
3' fp
180
X 4. - -
140 "
---L= / 2114.0----- f---' ---'
0 120 —0.
- -
100
Ca 4_ efs
80 ',�acty=2'89;1.1,
60
40
■ Inflow
❑ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 80
Summary for Reach R503: Channel 503
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 4.38" for 100 year event
Inflow = 225.14 cfs @ 12.16 hrs, Volume= 18.216 of
Outflow = 219.86 cfs @ 12.20 hrs, Volume= 18.154 af, Atten= 2%, Lag= 2.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 3.34 fps, Min. Travel Time= 3.0 min
Avg. Velocity = 1.03 fps, Avg. Travel Time= 9.6 min
Peak Storage= 39,147 cf @ 12.20 hrs
Average Depth at Peak Storage= 2.26'
Bank -Full Depth= 3.00' Flow Area= 96.0 sf, Capacity= 374.49 cfs
20.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 44.00'
Length= 595.0' Slope= 0.0050 '/'
Inlet Invert= 780.00', Outlet Invert= 777.00'
Reach R503: Channel 503
Hydrograph
225.14 cfs
Inflow Ariea=4 9.:90 2
---- --- --- -
19.86 cfs
180
160 =0.45
`�
59
140
rr
J.
120 _
100
80 ..
;' Ca'pacity-374,49 sfs
60
40 ?
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 81
Summary for Reach R504: Channel 504
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 3.62" for 100 year event
Inflow = 664.56 cfs @ 12.25 hrs, Volume= 90.463 of
Outflow = 662.53 cfs @ 12.27 hrs, Volume= 90.281 af, Atten= 0%, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 7.59 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 2.63 fps, Avg. Travel Time= 5.5 min
Peak Storage= 75,334 cf @ 12.27 hrs
Average Depth at Peak Storage= 2.24'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,130.22 cfs
30.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 865.0' Slope= 0.0243 '/'
Inlet Invert= 786.00', Outlet Invert= 765.00'
Reach R504: Channel 504
Hydrograph
664.56
Inflow Area=29%.50 1 66253 d
ITI"^ r wo-1 ..aa 1 Na
500 n=0. 04.5 -
y 450 ?
w
8c
.Q'
n 400 �
c 350 --
LL
F�F +
300 C1pa tyT1,110.22' cfs
250
200 100
-- - -- ---, -- -- -- -- -
■ Inflow
❑ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 82
Summary for Reach R506: Channel 506
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 3.64" for 100 year event
Inflow = 676.20 cfs @ 12.21 hrs, Volume= 90.787 of
Outflow = 664.56 cfs @ 12.25 hrs, Volume= 90.463 af, Atten= 2%, Lag= 2.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 7.50 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 2.59 fps, Avg. Travel Time= 9.8 min
Peak Storage= 134,458 cf @ 12.25 hrs
Average Depth at Peak Storage= 2.27'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,105.99 cfs
30.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 1,518.0' Slope= 0.0232 '/'
Inlet Invert= 827.29', Outlet Invert= 792.00'
Reach R506: Channel 506
Hydrograph
676.20 ■ Inflow
750 ❑Outflow
1nfi�o Q►---, _ 99 ea': .
2 -
700 T 664.56 cfs
.2'
Avg. -Flow: 7600
650 "
550 ,,-' IM ax- Y el= .50- fPS
- 0rtJ .��--- -- - - ---
500
11 = . .
---- -- ---
450
=13518.01
-
r. 400
0 350
a L
IL---------------------------'-------`-------------- ------ --------------------
300 T 1 5. .
alit
��
a cs
200
150-
r
100 / -- -- -- -- , -- -- -- -- -- --`, --
50
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 83
Summary for Reach R601: Channel 601
[62] Hint: Exceeded Reach R602 OUTLET depth by 2.17' @ 12.10 hrs
[62] Hint: Exceeded Reach R603 OUTLET depth by 1.89' @ 12.15 hrs
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth > 4.33" for 100 year event
Inflow = 1,137.18 cfs @ 12.09 hrs, Volume= 80.541 of
Outflow = 1,118.46 cfs @ 12.11 hrs, Volume= 80.341 af, Atten= 2%, Lag= 1.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 7.08 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 2.06 fps, Avg. Travel Time= 7.1 min
Peak Storage= 138,532 cf @ 12.11 hrs
Average Depth at Peak Storage= 3.57'
Bank -Full Depth= 4.00' Flow Area= 184.0 sf, Capacity= 1,389.83 cfs
30.00' x 4.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 62.00'
Length= 878.0' Slope= 0.0125 '/'
Inlet Invert= 778.00', Outlet Invert= 767.00'

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 84
0
0
k
Reach R601: Channel 601
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Outflow

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 85
Summary for Reach R602: Channel 602
Inflow Area = 51.700 ac, 0.00% Impervious, Inflow Depth > 4.16" for 100 year event
Inflow = 233.41 cfs @ 12.14 hrs, Volume= 17.926 of
Outflow = 212.94 cfs @ 12.21 hrs, Volume= 17.783 af, Atten= 9%, Lag= 4.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 3.71 fps, Min. Travel Time= 6.2 min
Avg. Velocity = 1.07 fps, Avg. Travel Time= 21.6 min
Peak Storage= 79,821 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.58'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 323.35 cfs
30.00' x 2.00' deep channel, n= 0.045
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 1,392.0' Slope= 0.0086 '/'
Inlet Invert= 790.00', Outlet Invert= 778.00'
Reach R602: Channel 602
Hydrograph
260
41 ■ Inflow
233 cfs ❑outflow
240
Inflow- Area`=51.700 'a
220 4 cfs
Avg.,Fh p
- .
�� � Ow �e th— 12.9
200 r r -- -- -- --
V61-3.1' fits'.
180
is
160 "
ra=Q.
140-
L="Fg
a {�
0 120s=O00- - -
100 - pacify=3'13. 5 ef580
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 86
Summary for Reach R603: Channel 603
Inflow Area = 145.200 ac, 0.00% Impervious, Inflow Depth > 4.39" for 100 year event
Inflow = 901.15 cfs @ 12.04 hrs, Volume= 53.153 of
Outflow = 828.08 cfs @ 12.08 hrs, Volume= 52.849 af, Atten= 8%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 12.85 fps, Min. Travel Time= 4.2 min
Avg. Velocity = 3.34 fps, Avg. Travel Time= 16.0 min
Peak Storage= 206,310 cf @ 12.08 hrs
Average Depth at Peak Storage= 1.74'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 1,061.26 cfs
30.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 3,210.0' Slope= 0.0287 '/'
Inlet Invert= 870.00', Outlet Invert= 778.00'
Reach R603: Channel 603
1 000
/]--- ---5----'�--- - -- - -- - ----'�--- - --- ---5--
Hydrograph
901.
15 cfs
�:828.08 cfs
F 550
_
350 apacftv%1 0f 1- 26, --Cl
300
250
200
150
100 "
Time (hours)
■ Inflow
■Outflow

Closure By Removal -Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 87
Summary for Pond P101: Culvert 101
Inflow Area = 1,123.800 ac, 11.00% Impervious, Inflow Depth > 4.43" for 100 year event
Inflow = 5,027.17 cfs @ 12.04 hrs, Volume= 415.229 of
Outflow = 497.65 cfs @ 13.35 hrs, Volume= 312.505 af, Atten= 90%, Lag= 78.3 min
Primary = 497.65 cfs @ 13.35 hrs, Volume= 312.505 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 767.13' @ 13.35 hrs Surf.Area= 110.606 ac Storage= 227.530 of
Plug -Flow detention time= 277.6 min calculated for 311.855 of (75% of inflow)
Center -of -Mass det. time= 186.4 min ( 1,006.8 - 820.4 )
Volume Invert Avail.Storage Storage Description
#1 765.00' 1,070.355 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
765.00 103.130 0.000 0.000
766.00 106.820 104.975 104.975
767.00 110.170 108.495 213.470
768.00 113.590 111.880 325.350
769.00 116.950 115.270 440.620
770.00 120.320 118.635 559.255
771.00 124.090 122.205 681.460
772.00 127.820 125.955 807.415
773.00 131.480 129.650 937.065
774.00 135.100 133.290 1,070.355
Device Routina Invert Outlet Devices
#1 Primary 765.00' 120.0" W x 120.0" H Box Culvert X 5.00
L= 170.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.00' / 764.00' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=497.65 cfs @ 13.35 hrs HW=767.13' TW=765.09' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 497.65 cfs @ 4.68 fps)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 88
Pond P101: Culvert 101
Hydrograph
■ Infl
5,500 ❑ Primary 5,027.17 cfs mart' 5,000 Inflow Area-1I 1 . - 23.8 0' aC
Peak Elev=767.13`
4,500 -- - -- --- --- --- �_--- -- --- --- --- - - ---
ra 27
. 2��
toa g 530 of
4,000 1',20.0" x 120.0":
3,500� + ` X J
N xuwe .OQ
3,000
2,500
2,000
1,500
1,000 "
497.65 cfs
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 89
Summary for Pond P200: Culvert 200
[57] Hint: Peaked at 776.06' (Flood elevation advised)
[62] Hint: Exceeded Reach R201 OUTLET depth by 3.41' @ 12.05 hrs
Inflow Area = 34.600 ac, 0.00% Impervious, Inflow Depth > 4.27" for 100 year event
Inflow = 219.19 cfs @ 12.04 hrs, Volume= 12.321 of
Outflow = 219.19 cfs @ 12.04 hrs, Volume= 12.321 af, Atten= 0%, Lag= 0.0 min
Primary = 219.19 cfs @ 12.04 hrs, Volume= 12.321 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 776.06' @ 12.04 hrs
Device Routing Invert Outlet Devices
#1 Primary 771.00' 72.0" W x 72.0" H Box Culvert
L= 277.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 771.00' / 766.00' S= 0.0181 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=214.44 cfs @ 12.04 hrs HW=775.99' TW=766.02' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 214.44 cfs @ 7.17 fps)
Pond P200: Culvert 200
Hydrograph
220 .."',� Inflow Area=3&:6 219.19 cs
200- iCfuv—f fir© -Mu- --
1x
��''
180 7 0„2-.0
160 01��tU1N@P-- x
w 140
=0.012 --
3 120 _ - ---
o _
LL
10080— --,-
S= 0.01-8-1-1/0- ---
60 "
40
-- -- -- -- --
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 90
Summary for Pond P300: Culvert 300
[57] Hint: Peaked at 773.89' (Flood elevation advised)
[62] Hint: Exceeded Reach R301 OUTLET depth by 3.50' @ 12.10 hrs
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 4.15" for 100 year event
Inflow = 207.97 cfs @ 12.12 hrs, Volume= 14.282 of
Outflow = 207.97 cfs @ 12.12 hrs, Volume= 14.282 af, Atten= 0%, Lag= 0.0 min
Primary = 207.97 cfs @ 12.12 hrs, Volume= 14.282 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 773.89' @ 12.12 hrs
Device Routing Invert Outlet Devices
#1 Primary 769.00' 72.0" W x 72.0" H Box Culvert
L= 240.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 769.00' / 765.00' S= 0.0167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=204.70 cfs @ 12.12 hrs HW=773.83' TW=766.29' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 204.70 cfs @ 7.06 fps)
Pond P300: Culvert 300
Hydrograph
■ Inflow
■ Primary
hl 207.97 cfs I
21
rIvaf- -QiFW V—T/-U'3-.0ZT-- -- --
170
-72-1 1--X-72-.01'---- 4r-- --'-- -- -
160
150
"
140
F 130
120
--
n r� i�
if 12--
110
a 100
L=240 . V � I �F
90
80
fib+- 5 T'
-0.016� f
70
60--
"
�F -
50-=r--f------
- -4--
Mpr
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 91
Summary for Pond P400: Culvert 400
[57] Hint: Peaked at 775.03' (Flood elevation advised)
[62] Hint: Exceeded Reach R401 OUTLET depth by 4.77' @ 12.05 hrs
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 4.37" for 100 year event
Inflow = 418.86 cfs @ 12.07 hrs, Volume= 26.268 of
Outflow = 418.86 cfs @ 12.07 hrs, Volume= 26.268 af, Atten= 0%, Lag= 0.0 min
Primary = 418.86 cfs @ 12.07 hrs, Volume= 26.268 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 775.03' @ 12.07 hrs
Device Routing Invert Outlet Devices
#1 Primary 768.00' 84.0" W x 84.0" H Box Culvert
L= 127.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 768.00' / 765.00' S= 0.0236 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 49.00 sf
Primary OutFlow Max=409.92 cfs @ 12.07 hrs HW=774.93' TW=766.16' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 409.92 cfs @ 8.45 fps)
Pond P400: Culvert 400
Hydrograph
r � r � ■Inflow
■ Primary
hl 418.86 cfs I
360
340
," "
$4,0 if� 84.0
300�pi--
- -- -'r -- -- '-- -- --
280
260
-'
r -- -- -r-- -- r -- - r -- --'-- -- - F
h-- - --
4-,--
240
0 220
a 200
-- -- - -- .
- -'
L 2 7- ; r -- --
180
160
+
� =.0236 ,
140
120
---
100
80
-- - - - - --- --------------- -- - - - - -
Mpr
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 92
Summary for Pond P500: Culvert 500
[57] Hint: Peaked at 776.59' (Flood elevation advised)
[62] Hint: Exceeded Reach R501 OUTLET depth by 9.83' @ 12.25 hrs
[62] Hint: Exceeded Reach R504 OUTLET depth by 9.35' @ 12.20 hrs
Inflow Area = 399.600 ac, 5.54% Impervious, Inflow Depth > 3.82" for 100 year event
Inflow = 952.57 cfs @ 12.24 hrs, Volume= 127.229 of
Outflow = 952.57 cfs @ 12.24 hrs, Volume= 127.229 af, Atten= 0%, Lag= 0.0 min
Primary = 952.57 cfs @ 12.24 hrs, Volume= 127.229 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 776.59' @ 12.24 hrs
Device Routing Invert Outlet Devices
#1 Primary 765.60' 120.0" W x 120.0" H Box Culvert
L= 125.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.60' / 765.00' S= 0.0048 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=948.34 cfs @ 12.24 hrs HW=776.56' TW=766.58' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 948.34 cfs @ 11.54 fps)
Pond P500: Culvert 500
Hydrograph
❑ Inflow -111
❑ Primary
952.57 cfs
850
--. --'- -
800
750
700
.%
-- Box -C 1v : rt - -- -',
650
n /�A +
i�i a0 1 2
550
c 500
;-
� rr
—
a450
400
.
--- -- - -- -- -- -- -'- -- -- -- -- - --- -- +
V-.00481:,I,,'-- -- -'� -- --',- -- -- --
350
300
250
200
-- --'-- -- --- --
150---'�--
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 93
Summary for Pond P502: Culvert 502
[57] Hint: Peaked at 782.07' (Flood elevation advised)
[62] Hint: Exceeded Reach R503 OUTLET depth by 2.81' @ 12.20 hrs
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 4.37" for 100 year event
Inflow = 219.86 cfs @ 12.20 hrs, Volume= 18.154 of
Outflow = 219.86 cfs @ 12.20 hrs, Volume= 18.154 af, Atten= 0%, Lag= 0.0 min
Primary = 219.86 cfs @ 12.20 hrs, Volume= 18.154 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 782.07' @ 12.20 hrs
Device Routing Invert Outlet Devices
#1 Primary 777.00' 72.0" W x 72.0" H Box Culvert
L= 176.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 777.00' / 775.00' S= 0.0114 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=219.33 cfs @ 12.20 hrs HW=782.06' TW=776.77' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 219.33 cfs @ 7.22 fps)
24
22
20
18
16
w 14
3 12
LL 10
Pond P502: Culvert 502
1 AAA IAA
720" X` 7.f�"
Box Cu 1v �ert - --
n=0.012
L=1 T6.0'
S=0,01-14 -'/"
Hydrograph
219.86 cfs
Time (hours)
■ Inflow
❑ Primary

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P505: Culvert 505
[57] Hint: Peaked at 800.09' (Flood elevation advised)
[62] Hint: Exceeded Reach R506 OUTLET depth by 5.82' @ 12.25 hrs
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 3.62" for 100 year event
Inflow = 664.56 cfs @ 12.25 hrs, Volume= 90.463 of
Outflow = 664.56 cfs @ 12.25 hrs, Volume= 90.463 af, Atten= 0%, Lag= 0.0 min
Primary = 664.56 cfs @ 12.25 hrs, Volume= 90.463 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 800.09' @ 12.25 hrs
Device Routing Invert Outlet Devices
#1 Primary 792.00' 108.0" W x 108.0" H Box Culvert
L= 195.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 792.00' / 786.00' S= 0.0308 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 81.00 sf
Primary OutFlow Max=664.39 cfs @ 12.25 hrs HW=800.09' TW=788.23' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 664.39 cfs @ 9.13 fps)
Pond P505: Culvert 505
Time (hours)

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P600: Culvert 600
[57] Hint: Peaked at 778.09' (Flood elevation advised)
[62] Hint: Exceeded Reach R601 OUTLET depth by 7.50' @ 12.10 hrs
Inflow Area =
223.300 ac,
0.00% Impervious,
Inflow Depth > 4.32" for 100 year event
Inflow =
1,118.46 cfs @
12.11 hrs, Volume=
80.341 of
Outflow =
1,118.46 cfs @
12.11 hrs, Volume=
80.341 af, Atten= 0%, Lag= 0.0 min
Primary =
1,118.46 cfs @
12.11 hrs, Volume=
80.341 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 778.09' @ 12.11 hrs
Device Routing Invert Outlet Devices
#1 Primary 767.00' 120.0" W x 120.0" H Box Culvert
L= 215.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 767.00' / 765.00' S= 0.0093 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=1,103.28 cfs @ 12.11 hrs HW=777.97' TW=766.28' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 1,103.28 cfs @ 13.41 fps)
❑ Inflow
❑ Primary

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond PTL: Transmission Line ROW Culvert
Inflow Area =
180.900 ac,
12.23% Impervious,
Inflow Depth > 3.08" for 100 year event
Inflow =
322.19 cfs @
12.50 hrs, Volume=
46.424 of
Outflow =
303.52 cfs @
12.62 hrs, Volume=
46.411 af, Atten= 6%, Lag= 7.1 min
Primary =
303.52 cfs @
12.62 hrs, Volume=
46.411 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 833.60' @ 12.62 hrs Surf.Area= 36,529 sf Storage= 81,070 cf
Plug -Flow detention time= 2.4 min calculated for 46.411 of (100% of inflow)
Center -of -Mass det. time= 2.2 min ( 870.9 - 868.7 )
Volume Invert Avail.Storage Storage Description
#1 828.09' 96,583 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
828.09
140
0 0
829.00
3,089
1,469 1,469
830.00
7,796
5,443 6,912
831.00
13,671
10,734 17,645
832.00
21,376
17,524 35,169
833.00
30,402
25,889 61,058
834.00
40,648
35,525 96,583
Device Routing
Invert
Outlet Devices
#1 Primary
828.09'
96.0" W x 72.0" H Box Culvert
L= 160.0' Box, 30-75' wingwalls, square crown, Ke= 0.400
Inlet / Outlet Invert= 828.09' / 827.29' S= 0.0050 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 48.00 sf
Primary OutFlow
Max=302.92 cfs @ 12.62 hrs HW=833.59' TW=829.16' (Dynamic Tailwater)
L1=Culvert (Barrel
Controls 302.92 cfs @ 9.18 fps)

Closure By Removal_ Reaches Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Pond PTL: Transmission Line ROW Culvert
Hydrograph
iW i 1rea=� 0.9 2 3 2.19 cfs
c' F�'P�% I An
303.52 cfs
9 ;� 4
240 1�
r �i�
220
4-2 zoo
a O Cut rt -- -- - -- -- -- -- --
- - --- --- -
3 180 n=O-.012
FL 160-
140-L=460.0-/-�- -- -----' --
120�V.VOO� - �-- -'F�
100
80
----r----
■ Inflow
-- -- ❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 1L: OuffalI to Lake Norman
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 3.34" for 100 year event
Inflow = 498.49 cfs @ 13.35 hrs, Volume= 313.180 of
Primary = 498.49 cfs @ 13.35 hrs, Volume= 313.180 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Outfal I to Lake Norman
Hydrograph
550 ' --- --- �'r---'� ---,'�---;--- }--- i--- --- --- �'r---'� 498.49
0 498.49 cfs
500 - Inflow A' -7 7_ - a Are: 126.1
450 ---�F�---f------�F -
400
350 --- �F�r--f------
300
3
�° 250
200 ---�'r------�'r---�'r -
100
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Reaches Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 2L: Structural Fill Redirection (Main Channel Flow)
Flow from Main Ditch Channel into Culvert
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 3.08" for 100 year event
Inflow = 322.19 cfs @ 12.50 hrs, Volume= 46.424 of
Primary = 322.19 cfs @ 12.50 hrs, Volume= 46.424 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
100 year Primary Outflow Imported from G:\Cincinnati\DCS\Projects\D\Duke Energy\60432116 Marshall Station Closure'
Link 2L: Structural Fill Redirection (Main Channel Flow)
Hydrograph
r , . r ❑Inflow
❑ Primary
322.19 cfs
300
"
280
240
200-
---
3 180
160
i—o°
-' ---' --- -
140
--- -----,---,--- --- --- --- --- --
120
--- ----------, --- --- - ---
80
r
6040
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

ATTACHMENT C2
HydroCAD Calculations for Culverts (25 & 100 Year Storm Events)

2L � TL 603
Structural Fill Transmission Line Drainage Area 603
Redirection (Main ROW Culvert 506 R603
Channel Flow)
ainage Area 506 500 1300 annel 603 602
1200
Drainage ea 500 Dra' age Area 1300 Drainage Area 602
v 50 Drainage A a 1200
Channe1506 60
601
Culvert 505 AV Culvert 600
501 Drainage Area 601
Culvert 500 1°1 700
Drainage Area 501 50 C e 1 1 Drainage Area 700
1100
503 Culvert 502 R100 4� 100
Drainage Area 1100
Drainage Area 503 Drainage Area 100
Channe1100
1000
40 800 1L
Drainage Area 1000
900 Drainage Area 800 Outfall to Lake Norman
401 Culvert 400
Drainage Area 900
Drainage Area 401
30 20
�ulvert 200
Culvert 300
301 201
Drainage Area 301 Drainage Area 201
Subca Reach and Lin k

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
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 100: Drainage Area 100 Runoff Area=2.360 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=11.35 cfs 0.623 of
Subcatchment 201: Drainage Area 201 Runoff Area=34.600 ac 0.00% Impervious Runoff Depth>2.98"
Flow Length=1,408' Tc=6.9 min CN=72 Runoff=175.13 cfs 8.594 of
Subcatchment 301: Drainage Area 301 Runoff Area=41.300 ac 0.00% Impervious Runoff Depth>2.88"
Flow Length=1,832' Tc=15.9 min CN=71 Runoff=148.71 cfs 9.908 of
Subcatchment 401: Drainage Area 401 Runoff Area=72.100 ac 0.00% Impervious Runoff Depth>3.07"
Flow Length=2,634' Tc=11.6 min CN=73 Runoff=319.36 cfs 18.457 of
Subcatchment 500: Drainage Area 500 Runoff Area=43.300 ac 0.00% Impervious Runoff Depth>3.17"
Flow Length=2,102' Tc=8.7 min CN=74 Runoff=218.90 cfs 11.440 of
Subcatchment 501: Drainage Area 501 Runoff Area=6.900 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=33.17 cfs 1.822 of
Subcatchment 503: Drainage Area 503
Runoff Area=49.900 ac
0.00% Impervious
Runoff Depth>3.06"
Flow Length=1,418'
Tc=22.9 min
CN=73 Runoff=157.10
cfs 12.734 of
Subcatchment 506: Drainage Area 506
Runoff Area=118.600
ac
0.00% Impervious
Runoff Depth>3.16"
Flow Length=3,317'
Tc=24.7 min
CN=74 Runoff=367.65
cfs 31.197 of
Subcatchment 601: Drainage Area 601
Runoff Area=26.400
ac
0.00% Impervious
Runoff Depth>3.17"
Flow Length=1,846'
Tc=12.3 min
CN=74 Runoff=117.89
cfs 6.968 of
Subcatchment 602: Drainage Area 602
Runoff Area=51.700
ac
0.00% Impervious
Runoff Depth>2.87"
Flow Length=2,149'
Tc=20.9 min
CN=71 Runoff=160.62
cfs 12.385 of
Subcatchment 603: Drainage Area 603
Runoff Area=145.200
ac
0.00% Impervious
Runoff Depth>3.07"
Flow Length=4,297'
Tc=12.1 min
CN=73 Runoff=633.19
cfs 37.164 of
Subcatchment 700: Drainage Area 700
Subcatchment 800: Drainage Area 800
Subcatchment 900: Drainage Area 900
Subcatchment 1000: Drainage Area 1000
Subcatchment 1100: Drainage Area 1100
Runoff Area=62.500 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=291.59 cfs 16.006 of
Runoff Area=54.600 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=262.49 cfs 14.420 of
Runoff Area=59.700 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=278.53 cfs 15.289 of
Runoff Area=16.300 ac 0.00% Impervious Runoff Depth>3.07"
Tc=10.0 min CN=73 Runoff=76.05 cfs 4.174 of
Runoff Area=15.500 ac 0.00% Impervious Runoff Depth>3.17"
Tc=10.0 min CN=74 Runoff=74.52 cfs 4.094 of

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 7
Subcatchment 1200: Drainage Area 1200 Runoff Area=42.800 ac 0.00% Impervious Runoff Depth>3.17"
Flow Length=1,769' Tc=7.8 min CN=74 Runoff=223.50 cfs 11.310 of
Subcatchment 1300: Drainage Area 1300 Runoff Area=101.500 ac 100.00% Impervious Runoff Depth>5.74"
Tc=10.0 min CN=98 Runoff=753.89 cfs 48.579 of
Reach R100: Channel 100 Avg. Flow Depth=0.82' Max Vet=4.86 fps Inflow=309.57 cfs 210.213 of
n=0.025 L=220.0' S=0.0091 T Capacity=2,756.63 cfs Outflow=309.57 cfs 210.035 of
Reach R506: Channel 506 Avg. Flow Depth=1.41' Max Vet=9.20 fps Inflow=461.22 cfs 61.712 of
n=0.025 L=495.0' S=0.0188'/' Capacity=1,788.71 cfs Outflow=461.22 cfs 61.647 of
Reach R603: Channel 603 Avg. Flow Depth=1.37' Max Vet=12.30 fps Inflow=633.19 cfs 37.164 of
n=0.025 L=2,155.0' S=0.0348 '/' Capacity= 1, 1 69.46cfs Outflow=602.98 cfs 37.003 of
Pond P101: Culvert 101 Peak Elev=766.55' Storage=163.989 of Inflow=3,167.63 cfs 294.549 of
120.0" x 120.0" Box Culvert x 5.00 n=0.012 L=170.0' S=0.0059 '/' Outflow=309.05 cfs 209.590 of
Pond P200: Culvert 200 Peak EIev=775.09' Storage=0.409 of Inflow=175.13 cfs 8.594 of
72.0" x 72.0" Box Culvert n=0.012 L=277.0' S=0.0181 T Outflow=159.04 cfs 8.591 of
Pond P300: Culvert 300 Peak EIev=772.83' Storage=0.269 of Inflow=148.71 cfs 9.908 of
72.0" x 72.0" Box Culvert n=0.012 L=240.0' S=0.0167 '/' Outflow=144.36 cfs 9.905 of
Pond P400: Culvert 400 Peak EIev=773.18' Storage=1.319 of Inflow=319.36 cfs 18.457 of
84.0" x 84.0" Box Culvert n=0.012 L=127.0' S=0.0236 '/' Outflow=264.60 cfs 18.451 of
Pond P500: Culvert 500 Peak EIev=772.56' Storage=10.458 of Inflow=638.52 cfs 87.608 of
120.0" x 120.0" Box Culvert n=0.012 L=125.0' S=0.0048 '/' Outflow=499.05 cfs 87.386 of
Pond P502: Culvert 502 Peak EIev=780.77' Storage=0.817 of Inflow=157.10 cfs 12.734 of
72.0" x 72.0" Box Culvert n=0.012 L=176.0' S=0.0114 '/' Outflow=140.87 cfs 12.720 of
Pond P505: Culvert 505 Peak EIev=798.24' Storage=1.178 of Inflow=461.22 cfs 61.647 of
108.0" x 108.0" Box Culvert n=0.012 L=195.0' S=0.0308 '/' Outflow=450.65 cfs 61.626 of
Pond P600: Culvert 600 Peak EIev=774.37' Storage=5.285 of Inflow=858.05 cfs 56.356 of
120.0" x 120.0" Box Culvert n=0.012 L=215.0' S=0.0093 '/' Outflow=642.19 cfs 56.343 of
Pond PTL: Transmission Line ROW Culvert Peak EIev=832.13' Storage=38,111 cf Inflow=206.69 cfs 30.524 of
96.0" x 72.0" Box Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=199.44 cfs 30.515 of
Link 1L: Outfall to Lake Norman Inflow=309.57 cfs 210.035 of
Primary=309.57 cfs 210.035 of
Calculations\E*dioCad\Closure By Removal\Reference\MAR-145_20180427-Combo_HT--Link 17L.hce Inflow=206.69 cfs 30.524 of
Area= 180.900 ac 12.23% Imperv. Primary=206.69 cfs 30.524 of
Total Runoff Area = 945.260 ac Runoff Volume = 265.166 of Average Runoff Depth = 3.37"
89.26% Pervious = 843.760 ac 10.74% Impervious = 101.500 ac

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 100: Drainage Area 100
Runoff = 11.35 cfs @ 12.02 hrs, Volume= 0.623 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
2.360 74 >75% Grass cover, Good, HSG C
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 100: Drainage Area 100
Hydrograph
12 11.35 cfs
11 :ype I 4wh�,
10-25ear ''Rin''fall=5.9' �'-- - ,
-Frt - --
-- -
9 UIOf Area: c',
Runoff Volume=0.621 af
w 7 u �o ff-Ve' th>3.- 7''---
3 6 TC- m
-im,-- -- -
51 4
3
2 "
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal —Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 201: Drainage Area 201
Runoff = 175.13 cfs @ 11.98 hrs, Volume= 8.594 af, Depth> 2.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
19.200 74 >75% Grass cover, Good, HSG C
15.400 70 Woods. Good. HSG C
34.600 72 Weighted Average
34.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.0
100
0.3500
0.55
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
0.7
165
0.0600
3.67
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
140
0.2500
2.50
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.3
346
0.0870
4.42
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
657
0.0150
11.00 616.25
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth, clean & straight
6.9 1,408 Total

Closure By Removal_Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 10
19
18
17
16
15
14
13
12
w 11
10
0 9
a
Subcatchment 201: Drainage Area 201
Hydrograph
- -- - -- -- -- ❑Runoff
5.13 cfs '
- TvD--1-L', 24-h'r
25 wear-Rainfall-M5.997
-Runoff Volurn _'
Hoff Dep#h2 Ru' -
Flow - Length= -
� ,40
C=6.- Mi
- -CNI-7
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 301: Drainage Area 301
Runoff = 148.71 cfs @ 12.08 hrs, Volume= 9.908 af, Depth> 2.88"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
14.500 74 >75% Grass cover, Good, HSG C
26.800 70 Woods, Good, HSG C
41.300 71 Weighted Average
41.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.3
100
0.1500
0.18
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
5.2
497
0.1000
1.58
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.4
1,235
0.0280
15.04 841.96
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
15.9 1,832 Total
Subcatchment 301: Drainage Area 301
Hydrograph
60f"I -- 148.71 cf
150:!11 h A IL
130� -
25ve:n arRaifall__
- 1=
12
11
10
u
few L nit =1-8321
Tc 6. mia
- --
N=T1 - - -- --
a
ir
Time (hours)
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
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Summary for Subcatchment 401: Drainage Area 401
Runoff = 319.36 cfs @ 12.04 hrs, Volume= 18.457 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
49.400 74 >75% Grass cover, Good, HSG C
22.700 70 Woods, Good, HSG C
72.100 73 Weighted Average
72.100 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.7
100
0.0480
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
2.4
713
0.1100
4.97
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.5
1,821
0.0190
12.39 693.57
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
11.6 2,634 Total
Subcatchment 401: Drainage Area 401
Hydrograph
■ Runoff
340 .' ------,'--- +--- ,' -- -'---+ 319.36 cfs ---
320 VDe -II -24-hr 300 - I l--
� J
280 25y'e�rta_n�al5.J�.J'' I I
260
h trnof €-area 72 A00-iaq� - --
220 " Runoff Vol --18-1-4-5- _
240
u -7
- � U file ��,
y 200doff
'
th>3. ".
_.
80
Le -
160 --- r--- -- ��--- -- ---- -- --- --
140
t=1'� .61 in - -- --
120 - �' ---- -- --- --- -- - ---
100 "
80
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 500: Drainage Area 500
Runoff = 218.90 cfs @ 12.00 hrs, Volume= 11.440 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
43.300 74 >75% Grass cover, Good, HSG C
43.300 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
5.6 2,002
0.1570
5.94
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
8.7 2,102 Total
Subcatchment 500: Drainage Area 500
Hydrograph
240
218.90 cfs
Type 1124
220
zoo 5 _y —5.90" _ear_ a �n .a
180Runoff -Area=43.300'ac - -
160 Runoff_Vo-lum-e-,--'1-7-.-44a
y 140,—Runoff -Depth3.a 7__
Ru �
120
1102 - .ao�nr ahgth=2 -
LL
100 TV; min-
N=7 - -- -
80
60
20
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 501: Drainage Area 501
Runoff = 33.17 cfs @ 12.02 hrs, Volume= 1.822 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
6.900 74 >75% Grass cover, Good, HSG C
6.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 501: Drainage Area 501
Hydrograph
36 "" - 33.17 c - -- - -- -- -- -- - -- -- --'
fs
T --! a r� 2A wh -- -- - -- -- - -- -- - -- -- --.
34 "
Yp-- -- - -- -- -
32 .p
30 feat' iZain n - --
� a� -
IUI10 -- -- --
f-Areaac
26 r r
24 -- - -- -- --
R
-- 22 " , � UFO, � ha111e-1,.$. a
0 20
F : off -Dept b4.17''
_0 18 - - - -- ----
c-10.0' m'!i n 16 - -- -- -- - -- -- - -- -- --'
14 ('
12
10 .
4 1 -- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 503: Drainage Area 503
Runoff = 157.10 cfs @ 12.16 hrs, Volume= 12.734 af, Depth> 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
37.700 74 >75% Grass cover, Good, HSG C
12.200 70 Woods, Good, HSG C
49.900 73 Weighted Average
49.900 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0370
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
4.9
353
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.9
353
0.1800
6.36
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
612
0.0160
11.37 636.46
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
22.9 1,418 Total
Subcatchment 503: Drainage Area 503
Hydrograph
■ Runoff
157.10 L c
Type-1124-hr
25_year_Rainfall, =5.99
Runoff-Area=49.9p0',,ac
-- .-
Runoff
o�ume='12.734 a#_
Runoff Depth>3.06"
Flow Length"O �418
U--22 ruin -
�N=7
10j'
fs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 506: Drainage Area 506
Runoff = 367.65 cfs @ 12.18 hrs, Volume= 31.197 af, Depth> 3.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
4.000 70 Woods, Good, HSG C
114.600 74 >75% Grass cover, Good, HSG C
118.600 74 Weighted Average
118.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.5
100
0.0580
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
9.5
1,688
0.0390
2.96
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.7
1,529
0.0260
15.11 1,148.52
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
24.7 3,317 Total
Subcatchment 506: Drainage Area 506
Hydrograph
■ Runoff
9
T ype-11-24-
25 -yea`r Rainf al I'= 9 "
Runoff-Area=1-18.600 -a,c
-- 97
-- --
Runoff Vol um: e=41.1' -
F�unoff-�?epth>3-- � --
Flow
-Length=331 `
Tb=24 eft to
---------------------------------------
CN=7 -
1 1 6 7 8 9 10 1

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 601: Drainage Area 601
Runoff = 117.89 cfs @ 12.04 hrs, Volume= 6.968 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
26.400 74 >75% Grass cover, Good, HSG C
26.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.3
100
0.0280
0.20
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
3.0
1,021
0.1470
5.75
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
725
0.0070
11.55 2,124.62
Channel Flow,
Area= 184.0 sf Perim= 63.0' r= 2.92'
n= 0.022 Earth. clean & straiaht
12.3 1,846 Total
Subcatchment 601: Drainage Area 601
Hydrograph
130
cfs 117.89 ❑Runoff
pe-'11- 24-
120
Ty
5- ear,Rain'fail-
100 5
c '
90 Ruh--offa
---
80
70— Runoff De' pt h>3.17
w
60 Flow_ Length11846'
50 Cs=_1�r
+►
40
C - N^ 74- -- ---'r---;
30
20
in
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 602: Drainage Area 602
Runoff = 160.62 cfs @ 12.14 hrs, Volume= 12.385 af, Depth> 2.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
14.700 74 >75% Grass cover, Good, HSG C
37.000 70 Woods, Good, HSG C
51.700 71 Weighted Average
51.700 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0620
0.13
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
6.1
464
0.0650
1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.6
1,585
0.0320
16.07 900.10
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
20.9 2,149 Total
15
14
13
12
11
w
0
LL
Subcatchment 602: Drainage Area 602
Hydrograph
Type -11-24
25 e r tai-mall;=a 9 "
Runoff- Area=51.7p0 ac -
Rur�off-VoI-urb' e=12.3-8-5 -
Runoff -depth>2.87"l-- -- -
Ffow Length-2 14J''
U=24.W-min
CN=71
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
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Summary for Subcatchment 603: Drainage Area 603
Runoff = 633.19 cfs @ 12.04 hrs, Volume= 37.164 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
105.100 74 >75% Grass cover, Good, HSG C
40.100 70 Woods, Good, HSG C
145.200 73 Weighted Average
145.200 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.6
100
0.0500
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
1.7
825
0.3000
8.22
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.8
3,372
0.0250
14.82 1,126.21
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
12.1 4,297 Total
Subcatchment 603: Drainage Area 603
Hydrograph
6_ 4hr 14 g0"25Yr Lain al
--o Area--40- ----Runa'c
Runoff 1olume=37.164-
Runoff-Depf1>3.07" -- --
FIflw Len'#h =4 297
rtc=121min
CN=73 - -- -
.9s
Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 700: Drainage Area 700
Runoff = 291.59 cfs @ 12.02 hrs, Volume= 16.006 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
40.500 74 >75% Grass cover, Good, HSG C
22.000 70 Woods, Good, HSG C
62.500 73 Weighted Average
62.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 700: Drainage Area 700
Hydrograph
❑ Runoff
291.59 cfs
Type -11-24 hr
-:year-
25_y RaInf ,all:= 9 , , ',�
Runoff -Area=62.3p0- ee
Runoff o� urO&-I6 006-
a�
Rr
unoff _Depth>3.07"'
T0=10 0'-min
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 800: Drainage Area 800
Runoff = 262.49 cfs @ 12.02 hrs, Volume= 14.420 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
49.100 74 >75% Grass cover, Good, HSG C
5.500 70 Woods, Good, HSG C
54.600 74 Weighted Average
54.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
1
1
Subcatchment 800: Drainage Area 800
Hydrograph
-- -- -262.49 cfs
-24-hr-
- RaFnfall�a.�J"
Kunorr volume=: i4.4zu a
Ru r�off De-th>3.17"-'-- -- --'
C : 7
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 900: Drainage Area 900
Runoff = 278.53 cfs @ 12.02 hrs, Volume= 15.289 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
48.500 74 >75% Grass cover, Good, HSG C
11.200 70 Woods, Good, HSG C
59.700 73 Weighted Average
59.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 900: Drainage Area 900
Hydrograph
❑ Runoff
278.53 cfs
Type -II-24-hr'
25 -year- Ra'all 5 9 .g in ,,
Runoff Area=59.700ac
Runoff Volume=15.289-af
ff-Uepth>3 7 Runoff -0, ..
.
min
CN=73
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1000: Drainage Area 1000
Runoff = 76.05 cfs @ 12.02 hrs, Volume= 4.174 af, Depth> 3.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
13.000 74 >75% Grass cover, Good, HSG C
3.300 70 Woods, Good, HSG C
16.300 73 Weighted Average
16.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1000: Drainage Area 1000
Hydrograph
❑ Runoff
80 76.05 cfs
Typ Jl -24--
75
70 ', 25er'Rar�#a11=.9"
65
60 fthoff-Ar-ea=-1-6.3-0-d--acc
Runoff-Volu-rne=4.1741-af
55 "
50
°45 Runoff :- f f -Depth >3d7 - --
° 40 TeT40.0`mm:-- --
u_
35
30 'N=73
25
20
15 "
10
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 1'7 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1100: Drainage Area 1100
Runoff = 74.52 cfs @ 12.02 hrs, Volume= 4.094 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrigti
15.500 74 >75% Grass cover, Good, HSG C
15.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1100: Drainage Area 1100
Hydrograph
■ Runoff
50 KunoTT VOlume=4.UJ4',
RU : Off tenn#
0 45 '
° 40 fio. Qil1` I ii1 LL 35
30 lam
ww''
; 7
_
25
20
15
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1200: Drainage Area 1200
Runoff = 223.50 cfs @ 11.99 hrs, Volume= 11.310 af, Depth> 3.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Description
42.800 74 >75% Grass cover, Good, HSG C
42.800 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
4.7 1,669
0.1560
5.92
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
7.8 1,769 Total
Subcatchment 1200: Drainage Area 1200
Hydrograph
223.50 cfs
220
200
180
160
w 140
n
c 120
LL
100
80
60
40 '.
20
OF
Time (hours)
2
o.
Type 1124-hr
it Rainfall: 5 99'
Flow L ength='1 76
- m
n
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1300: Drainage Area 1300
Runoff = 753.89 cfs @ 12.01 hrs, Volume= 48.579 af, Depth> 5.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 25 year Rainfall=5.99"
Area (ac) CN Descrioti
101.500 98 Water Surface, HSG C
101.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
w
U.
Subcatchment 1300: Drainage Area 1300
Hydrograph
-- -- -753.89 cfs
Type -II -24
fthoff Deotl >5 74
U=1-0.0 -min
C --9 j
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R100: Channel 100
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 2.24" for 25 year event
Inflow = 309.57 cfs @ 13.68 hrs, Volume= 210.213 of
Outflow = 309.57 cfs @ 13.68 hrs, Volume= 210.035 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.86 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 2.50 fps, Avg. Travel Time= 1.5 min
Peak Storage= 14,011 cf @ 13.68 hrs
Average Depth at Peak Storage= 0.82'
Bank -Full Depth= 3.00' Flow Area= 252.0 sf, Capacity= 2,756.63 cfs
75.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 3.07' Top Width= 93.00'
Length= 220.0' Slope= 0.0091 T
Inlet Invert= 764.00', Outlet Invert= 762.00'
T
Reach R100: Channel 100
Hydrograph
nfl-6W Area=1 _42, 61 a 309.5� ds
v. flow bePth=0.82 ' '
240
n= . Q
220 �}
200�LD +--- --- -- -
w .0091
y
-- 180 _ V
0 '
0 160 ",: ' '�I I I I
140 �P�¢�ty-21 Ci
120 --- --- T --- -- ---r
100
80
60
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Outflow

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R506: Channel 506
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 2.47" for 25 year event
Inflow = 461.22 cfs @ 12.21 hrs, Volume= 61.712 of
Outflow = 461.22 cfs @ 12.22 hrs, Volume= 61.647 af, Atten= 0%, Lag= 0.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 9.20 fps, Min. Travel Time= 0.9 min
Avg. Velocity = 3.17 fps, Avg. Travel Time= 2.6 min
Peak Storage= 24,778 cf @ 12.22 hrs
Average Depth at Peak Storage= 1.41'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,788.71 cfs
30.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 495.0' Slope= 0.0188 '/'
Inlet Invert= 827.29', Outlet Invert= 818.00'
T
w
0
U.
1
1
Reach R506: Channel 506
Hydrograph
46122
Info 29. 461.22 cfs
Avg.'Flow Depfh='f .4;1'
NW Ne1=g.20 fps
n=ti.Q25
L=495-0-
=t}.d1$8 fV
Gapac y a , A8.74 :1 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Outflow

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R603: Channel 603
Inflow Area = 145.200 ac, 0.00% Impervious, Inflow Depth > 3.07" for 25 year event
Inflow = 633.19 cfs @ 12.04 hrs, Volume= 37.164 of
Outflow = 602.98 cfs @ 12.07 hrs, Volume= 37.003 af, Atten= 5%, Lag= 1.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 12.30 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 3.23 fps, Avg. Travel Time= 11.1 min
Peak Storage= 105,039 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.37'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 1,169.46 cfs
30.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 2,155.0' Slope= 0.0348 '/'
Inlet Invert= 870.00', Outlet Invert= 795.00'
Reach R603: Channel 603
Hydrograph
19 ■Inflow
cfs ❑ outflow
602.9
700
- 633
650
o area-15.2 1 8 cfs ---', ----',
600 �4Vg. ',FlowQeptil='� .3',7'
550 M Vet= 2:
30
450 ' " " - n=O-.02 5
-- -- -- -
L= - - - -- -- -- -- -- -
-
Q 7
350
$=0.0348 /
300
Capacity=1,469. cfs
250�-- - -- -- -- -- -- - ---�'I
150
100
---- -- ---
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P101: Culvert 101
Inflow Area = 1,123.800 ac, 11.00% Impervious, Inflow Depth > 3.15" for 25 year event
Inflow = 3,167.63 cfs @ 12.03 hrs, Volume= 294.549 of
Outflow = 309.05 cfs @ 13.68 hrs, Volume= 209.590 af, Atten= 90%, Lag= 99.0 min
Primary = 309.05 cfs @ 13.68 hrs, Volume= 209.590 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 766.55' @ 13.68 hrs Surf.Area= 108.655 ac Storage= 163.989 of
Plug -Flow detention time= 294.8 min calculated for 209.154 of (71 % of inflow)
Center -of -Mass det. time= 194.9 min ( 1,023.1 - 828.1 )
Volume Invert Avail.Storage Storage Description
#1 765.00' 1,070.355 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
765.00 103.130 0.000 0.000
766.00 106.820 104.975 104.975
767.00 110.170 108.495 213.470
768.00 113.590 111.880 325.350
769.00 116.950 115.270 440.620
770.00 120.320 118.635 559.255
771.00 124.090 122.205 681.460
772.00 127.820 125.955 807.415
773.00 131.480 129.650 937.065
774.00 135.100 133.290 1,070.355
Device Routina Invert Outlet Devices
#1 Primary 765.00' 120.0" W x 120.0" H Box Culvert X 5.00
L= 170.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.00' / 764.00' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=309.03 cfs @ 13.68 hrs HW=766.55' TW=764.82' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 309.03 cfs @ 3.99 fps)

Closure By Removal_Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Pond P101: Culvert 101
.....
■-
•11 ,
- :11
11
111 � - R • II
:11
Storage-" • • : •
•11
11 1 1 1 1
11
i 01
111 I
:11 1 1
.11 1 1
11
OM
----------------------------------------
11 1 1 1 •
111 ,
1 1 1

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P200: Culvert 200
Inflow Area = 34.600 ac,
0.00% Impervious, Inflow Depth > 2.98" for 25 year event
Inflow
= 175.13 cfs @
11.98 hrs, Volume= 8.594 of
Outflow
= 159.04 cfs @
12.01 hrs, Volume= 8.591 af, Atten= 9%, Lag= 1.8 min
Primary
= 159.04 cfs @
12.01 hrs, Volume= 8.591 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
775.09' @ 12.02 hrs Surf.Area= 0.217 ac Storage= 0.409 of
Plug -Flow detention time= 1.3
min calculated for 8.573 of (100% of inflow)
Center -of -Mass det. time= 1.1
min ( 831.5 - 830.3 )
Volume
Invert Avail.Storage Storage Description
#1
771.00' 2.910 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
771.00
0.010
0.000 0.000
772.00
0.050
0.030 0.030
773.00
0.090
0.070 0.100
774.00
0.140
0.115 0.215
775.00
0.210
0.175 0.390
776.00
0.290
0.250 0.640
777.00
0.400
0.345 0.985
778.00
0.530
0.465 1.450
779.00
0.710
0.620 2.070
780.00
0.970
0.840 2.910
Device Routina Invert Outlet Devices
#1 Primary 771.00' 72.0" W x 72.0" H Box Culvert
L= 277.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 771.00' / 766.00' S= 0.0181 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=155.53 cfs @ 12.01 hrs HW=775.03' TW=765.63' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 155.53 cfs @ 6.44 fps)

Closure By Removal_Ponds Type 11 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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19
18
17
16
15
14
13
12
w 11
10
0 9
LL _
101'
Pond P200: Culvert 200
Hydrograph
.13 ■ Inflow
/� --- -- -
Cfs ln1ow s�4rea ■ Primary
175 � 34�r6D4�
159.04 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P300: Culvert 300
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 2.88" for 25 year event
Inflow = 148.71 cfs @ 12.08 hrs, Volume= 9.908 of
Outflow = 144.36 cfs @ 12.11 hrs, Volume= 9.905 af, Atten= 3%, Lag= 1.8 min
Primary = 144.36 cfs @ 12.11 hrs, Volume= 9.905 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 772.83' @ 12.11 hrs Surf.Area= 0.152 ac Storage= 0.269 of
Plug -Flow detention time= 1.0 min calculated for 9.905 of (100% of inflow)
Center -of -Mass det. time= 0.8 min ( 840.2 - 839.4 )
Volume
Invert Avail.Storage Storage
Description
#1
769.00'
47.085 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
769.00
0.010
0.000
0.000
770.00
0.030
0.020
0.020
771.00
0.070
0.050
0.070
772.00
0.110
0.090
0.160
773.00
0.160
0.135
0.295
774.00
0.200
0.180
0.475
775.00
0.250
0.225
0.700
776.00
0.300
0.275
0.975
777.00
0.360
0.330
1.305
778.00
0.420
0.390
1.695
779.00
0.490
0.455
2.150
780.00
0.570
0.530
2.680
781.00
0.660
0.615
3.295
782.00
0.770
0.715
4.010
783.00
0.880
0.825
4.835
784.00
1.010
0.945
5.780
785.00
1.160
1.085
6.865
786.00
1.310
1.235
8.100
787.00
1.490
1.400
9.500
788.00
1.670
1.580
11.080
789.00
1.870
1.770
12.850
790.00
2.080
1.975
14.825
791.00
2.290
2.185
17.010
792.00
2.490
2.390
19.400
793.00
2.700
2.595
21.995
794.00
2.920
2.810
24.805
795.00
3.160
3.040
27.845
796.00
3.410
3.285
31.130
797.00
3.690
3.550
34.680
798.00
3.970
3.830
38.510
799.00
4.270
4.120
42.630
800.00
4.640
4.455
47.085

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Device Routing Invert Outlet Devices
#1 Primary 769.00' 72.0" W x 72.0" H Box Culvert
L= 240.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 769.00' / 765.00' S= 0.0167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=142.41 cfs @ 12.11 hrs HW=772.80' TW=765.85' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 142.41 cfs @ 6.25 fps)
Pond P300: Culvert 300
Hydrograph
71 cfs
,//�� 14148
i�ea= 4.3 �,3 6 cfs
160 "
-77i2.83' '-
140 '... Pea E'Iev -
130 !I�
120 - Qrage�
nn 0.'
;' 7G
110 ' ��
x -
lver
v -
90 rox '
80 -—01 2-
60 L=240.0'--- -
50
40 30 r ,
-- -- -- -- ----- -- -- -- -- -- --
20
10
-- -- -- -- - ■Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P400: Culvert 400
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 3.07" for 25 year event
Inflow = 319.36 cfs @ 12.04 hrs, Volume= 18.457 of
Outflow = 264.60 cfs @ 12.10 hrs, Volume= 18.451 af, Atten= 17%, Lag= 3.8 min
Primary = 264.60 cfs @ 12.10 hrs, Volume= 18.451 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 773.18' @ 12.10 hrs Surf.Area= 0.731 ac Storage= 1.319 of
Plug -Flow detention time= 1.8 min calculated for 18.413 of (100% of inflow)
Center -of -Mass det. time= 1.6 min ( 833.2 - 831.6 )
Volume Invert Avail.Storage Storage Description
#1 768.00' 14.470 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
768.00 0.010 0.000 0.000
769.00 0.050 0.030 0.030
770.00 0.110 0.080 0.110
771.00 0.250 0.180 0.290
772.00 0.440 0.345 0.635
773.00 0.680 0.560 1.195
774.00 0.970 0.825 2.020
775.00 1.330 1.150 3.170
776.00 1.650 1.490 4.660
777.00 2.030 1.840 6.500
778.00 2.450 2.240 8.740
779.00 2.870 2.660 11.400
780.00 3.270 3.070 14.470
Device Routing Invert Outlet Devices
#1 Primary 768.00' 84.0" W x 84.0" H Box Culvert
L= 127.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 768.00' / 765.00' S= 0.0236 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 49.00 sf
Primary OutFlow Max=264.36 cfs @ 12.10 hrs HW=773.17' TW=765.83' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 264.36 cfs @ 7.30 fps)

Closure By Removal_Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Pond P400: Culvert 400
Hydrograph
.36 cfs
264.60 cfs
ZZU V-w OIL, v-r.%F
ZO 200 -, -- -
180 Pi sox G aIIt
-- -
V.
U.. _=0.012
160
r -- - --- ---
140
--O-2� -;--- +----i---
120 -U7
100 -p-- 3 f80-
- Q
60
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal -Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P500: Culvert 500
Inflow Area = 399.600 ac, 5.54% Impervious, Inflow Depth > 2.63" for 25 year event
Inflow
= 638.52 cfs @
12.24 hrs, Volume= 87.608 of
Outflow
= 499.05 cfs @
12.46 hrs, Volume= 87.386 af, Atten= 22%, Lag= 13.1 min
Primary
= 499.05 cfs @
12.46 hrs, Volume= 87.386 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
772.56' @ 12.46 hrs Surf.Area= 2.961 ac Storage= 10.458 of
Plug -Flow detention time= 11.7 min calculated for 87.386 of (100% of inflow)
Center -of -Mass det. time= 10.2 min ( 864.3 - 854.0 )
Volume
Invert Avail.Storage Storage Description
#1
766.00' 42.940 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
766.00
0.580
0.000 0.000
767.00
0.710
0.645 0.645
768.00
1.010
0.860 1.505
769.00
1.420
1.215 2.720
770.00
1.810
1.615 4.335
771.00
2.250
2.030 6.365
772.00
2.730
2.490 8.855
773.00
3.140
2.935 11.790
774.00
3.510
3.325 15.115
775.00
3.930
3.720 18.835
776.00
4.310
4.120 22.955
777.00
4.710
4.510 27.465
778.00
5.030
4.870 32.335
779.00
5.300
5.165 37.500
780.00
5.580
5.440 42.940
Device Routing Invert Outlet Devices
#1 Primary 765.60' 120.0" W x 120.0" H Box Culvert
L= 125.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.60' / 765.00' S= 0.0048 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=498.59 cfs @ 12.46 hrs HW=772.56' TW=766.26' (Dynamic Tailwater)
t-1=Culvert (Barrel Controls 498.59 cfs @ 9.55 fps)

Closure By Removal_Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Pond P500: Culvert 500
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P502: Culvert 502
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 3.06" for 25 year event
Inflow
= 157.10 cfs @ 12.16 hrs, Volume= 12.734 of
Outflow
= 140.87 cfs @ 12.24 hrs, Volume= 12.720 af, Atten= 10%, Lag= 4.8 min
Primary
= 140.87 cfs @ 12.24 hrs, Volume= 12.720 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
780.77' @ 12.24
hrs Surf.Area= 0.504 ac Storage= 0.817 of
Plug -Flow detention time=
3.4 min calculated for 12.693 of (100% of inflow)
Center -of -Mass det. time=
2.8 min ( 842.9 - 840.1 )
Volume
Invert Avail.Storage Storage Description
#1
777.00'
16.685 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
777.00
0.040
0.000 0.000
778.00
0.110
0.075 0.075
779.00
0.210
0.160 0.235
780.00
0.320
0.265 0.500
781.00
0.560
0.440 0.940
782.00
0.760
0.660 1.600
783.00
0.890
0.825 2.425
784.00
1.020
0.955 3.380
785.00
1.140
1.080 4.460
786.00
1.290
1.215 5.675
787.00
1.460
1.375 7.050
788.00
1.630
1.545 8.595
789.00
1.820
1.725 10.320
790.00
2.020
1.920 12.240
791.00
2.220
2.120 14.360
792.00
2.430
2.325 16.685
Device Routing
Invert Outlet Devices
#1 Primary
777.00' 72.0" W x 72.0" H Box Culvert
L= 176.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 777.00' / 775.00' S= 0.0114 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=140.43 cfs @ 12.24 hrs HW=780.76' TW=771.90' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 140.43 cfs @ 6.22 fps)

Closure By Removal_Ponds Type 11 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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17
16
15
14
13
12
11
w 10
9
0
8
a
0
Pond P502: Culvert 502
Hydrograph
157.10 ■Inflow
Cfs ❑ Primary
>w-Ar6 :=49 9DQ'a
*�7 40.87 cfs
-0� 1
----
a
_----------
X-
E uiert
----
T6.01 -- --
.0-1-14 T
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P505: Culvert 505
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 2.47" for 25 year event
Inflow = 461.22 cfs @ 12.22 hrs, Volume= 61.647 of
Outflow = 450.65 cfs @ 12.27 hrs, Volume= 61.626 af, Atten= 2%, Lag= 3.1 min
Primary = 450.65 cfs @ 12.27 hrs, Volume= 61.626 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 798.24' @ 12.27 hrs Surf.Area= 0.434 ac Storage= 1.178 of
Plug -Flow detention time= 1.3 min calculated for 61.626 of (100% of inflow)
Center -of -Mass det. time= 1.1 min ( 862.1 - 861.0 )
Volume
Invert Avail.Storage Storage
Description
#1
792.00'
42.700 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
792.00
0.020
0.000
0.000
793.00
0.060
0.040
0.040
794.00
0.100
0.080
0.120
795.00
0.160
0.130
0.250
796.00
0.230
0.195
0.445
797.00
0.310
0.270
0.715
798.00
0.410
0.360
1.075
799.00
0.510
0.460
1.535
800.00
0.630
0.570
2.105
801.00
0.750
0.690
2.795
802.00
0.870
0.810
3.605
803.00
1.010
0.940
4.545
804.00
1.150
1.080
5.625
805.00
1.310
1.230
6.855
806.00
1.490
1.400
8.255
807.00
1.730
1.610
9.865
808.00
1.970
1.850
11.715
809.00
2.190
2.080
13.795
810.00
2.400
2.295
16.090
811.00
2.620
2.510
18.600
812.00
2.830
2.725
21.325
813.00
3.060
2.945
24.270
814.00
3.290
3.175
27.445
815.00
3.540
3.415
30.860
816.00
3.810
3.675
34.535
817.00
4.080
3.945
38.480
818.00
4.360
4.220
42.700
Device Routing
Invert Outlet Devices
#1 Primary
792.00' 108.0" W
x 108.0" H Box Culvert
L= 195.0'
Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet
Invert= 792.00' / 786.00' S= 0.0308 '/' Cc= 0.900
n= 0.012
Concrete pipe, finished, Flow Area= 81.00 sf

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 43
Primary OutFlow Max=448.19 cfs @ 12.27 hrs HW=798.22' TW=772.05' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 448.19 cfs @ 8.01 fps)
Pond P505: Culvert 505
Hydrograph
■ Inflow
❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 44
Summary for Pond P600: Culvert 600
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth > 3.03" for 25 year event
Inflow = 858.05 cfs @ 12.08 hrs, Volume= 56.356 of
Outflow = 642.19 cfs @ 12.17 hrs, Volume= 56.343 af, Atten= 25%, Lag= 6.0 min
Primary = 642.19 cfs @ 12.17 hrs, Volume= 56.343 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 774.37' @ 12.17 hrs Surf.Area= 2.333 ac Storage= 5.285 of
Plug -Flow detention time= 2.6 min calculated for 56.225 of (100% of inflow)
Center -of -Mass det. time= 2.4 min ( 839.5 - 837.1 )
Volume
Invert Avail.Storage Storage
Description
#1
767.00'
222.515 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
767.00
0.010
0.000
0.000
768.00
0.070
0.040
0.040
769.00
0.150
0.110
0.150
770.00
0.240
0.195
0.345
771.00
0.520
0.380
0.725
772.00
0.950
0.735
1.460
773.00
1.480
1.215
2.675
774.00
2.100
1.790
4.465
775.00
2.730
2.415
6.880
776.00
3.410
3.070
9.950
777.00
4.190
3.800
13.750
778.00
5.140
4.665
18.415
779.00
6.080
5.610
24.025
780.00
6.670
6.375
30.400
781.00
7.400
7.035
37.435
782.00
8.200
7.800
45.235
783.00
9.160
8.680
53.915
784.00
10.080
9.620
63.535
785.00
11.000
10.540
74.075
786.00
11.950
11.475
85.550
787.00
12.770
12.360
97.910
788.00
13.490
13.130
111.040
789.00
14.280
13.885
124.925
790.00
15.000
14.640
139.565
791.00
15.640
15.320
154.885
792.00
16.300
15.970
170.855
793.00
16.920
16.610
187.465
794.00
17.520
17.220
204.685
795.00
18.140
17.830
222.515
Device Routing Invert Outlet Devices
#1 Primary 767.00' 120.0" W x 120.0" H Box Culvert
L= 215.0' Box, 10-30' wingwalls, square crown, Ke= 0.500

Closure By Removal_Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 45
Inlet / Outlet Invert= 767.00' / 765.00' S= 0.0093 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=637.32 cfs @ 12.17 hrs HW=774.33' TW=765.96' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 637.32 cfs @ 8.69 fps)
Pond P600: Culvert 600
Hydrograph
- --,-----,-- a
,
--'�---'�---�,, ---+,, -- 1-
--
- - ---
■Inflow
950 ❑Primar
y05
Infl
9850
00 a��o 3800 Ecl77r7
�005te.285 642-
650 -- 4 0.011- :--12-0.00v--
600
--+-- -- -- -i -- -- - -- -
y 550 Box Culvert -';- w I
500
0 450 .01
1 5-
350 i --'--- -------'--- �'- - - - -- --- - --' - -
//�- /► �}
300 $=0 - a� ���
250
150
100
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 46
Summary for Pond PTL: Transmission Line ROW Culvert
Inflow Area =
180.900 ac,
12.23% Impervious,
Inflow Depth > 2.02" for 25 year event
Inflow =
206.69 cfs @
12.52 hrs, Volume=
30.524 of
Outflow =
199.44 cfs @
12.61 hrs, Volume=
30.515 af, Atten= 4%, Lag= 5.3 min
Primary =
199.44 cfs @
12.61 hrs, Volume=
30.515 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 832.13' @ 12.61 hrs Surf.Area= 22,584 sf Storage= 38,111 cf
Plug -Flow detention time= 1.8 min calculated for 30.452 of (100% of inflow)
Center -of -Mass det. time= 1.6 min ( 881.0 - 879.4 )
Volume Invert
Avail.Storage Storage Description
#1 828.09'
96,583 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
828.09
140
0 0
829.00
3,089
1,469 1,469
830.00
7,796
5,443 6,912
831.00
13,671
10,734 17,645
832.00
21,376
17,524 35,169
833.00
30,402
25,889 61,058
834.00
40,648
35,525 96,583
Device Routing
Invert
Outlet Devices
#1 Primary
828.09'
96.0" W x 72.0" H Box Culvert
L= 160.0' Box, 30-75' wingwalls, square crown, Ke= 0.400
Inlet / Outlet Invert= 828.09' / 827.29' S= 0.0050 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 48.00 sf
Primary OutFlow Max=199.25
cfs @ 12.61 hrs HW=832.13' TW=828.42' (Dynamic Tailwater)
L1=Culvert (Barrel
Controls 199.25 cfs @ 8.22 fps)

Closure By Removal_Ponds Type/1 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 47
Pond PTL: Transmission Line ROW Culvert
Hydrograph
Z3U - ,_
210 �#1 Ow- �'�'1=18QT - --'' - 22o c s
199.44 cfs
180 - -- -- --
4-38 : - - -#---
170 -
----' -
160 cc
150
-- �- - - -- -- -- --
w 130� -V i��,tdel.,} L - -- -
140 .
- - -- -- - 120=0.
c 110 " : -- -
A
a 100 r -
90 L=4
c
r
80
70
60 " - -F
5040
---;---,--- --- ---,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
IN Inflow
Primary

Closure By Removal —Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 48
Summary for Link 1L: OuffalI to Lake Norman
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 2.24" for 25 year event
Inflow = 309.57 cfs @ 13.68 hrs, Volume= 210.035 of
Primary = 309.57 cfs @ 13.68 hrs, Volume= 210.035 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Outfal I to Lake Norman
Hydrograph
nfl-6W Area=1 1;26'A1 O a 309
7 cfs
s
cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Primary

Closure By Removal —Ponds Type // 24-hr 25 year Rainfall=5.99"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 49
Summary for Link 2L: Structural Fill Redirection (Main Channel Flow)
Flow from Main Ditch Channel into Culvert
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 2.02" for 25 year event
Inflow = 206.69 cfs @ 12.52 hrs, Volume= 30.524 of
Primary = 206.69 cfs @ 12.52 hrs, Volume= 30.524 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
25 year Primary Outflow Imported from G:\Cincinnati\DCS\Projects\D\Duke Energy\60432116 Marshall Station Closure\[
Link 2L: Structural Fill Redirection (Main Channel Flow)
Hydrograph
❑ Inflow
❑Primary
206.69 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 50
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
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 100: Drainage Area 100 Runoff Area=2.360 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=16.02 cfs 0.886 of
Subcatchment 201: Drainage Area 201 Runoff Area=34.600 ac 0.00% Impervious Runoff Depth>4.29"
Flow Length=1,408' Tc=6.9 min CN=72 Runoff=249.65 cfs 12.362 of
Subcatchment 301: Drainage Area 301 Runoff Area=41.300 ac 0.00% Impervious Runoff Depth>4.17"
Flow Length=1,832' Tc=15.9 min CN=71 Runoff=215.43 cfs 14.340 of
Subcatchment 401: Drainage Area 401 Runoff Area=72.100 ac 0.00% Impervious Runoff Depth>4.39"
Flow Length=2,634' Tc=11.6 min CN=73 Runoff=454.29 cfs 26.397 of
Subcatchment 500: Drainage Area 500 Runoff Area=43.300 ac 0.00% Impervious Runoff Depth>4.51"
Flow Length=2,102' Tc=8.7 min CN=74 Runoff=308.66 cfs 16.268 of
Subcatchment 501: Drainage Area 501 Runoff Area=6.900 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=46.85 cfs 2.591 of
Subcatchment 503: Drainage Area 503
Runoff Area=49.900 ac
0.00% Impervious Runoff Depth>4.38"
Flow Length=1,418'
Tc=22.9 min
CN=73 Runoff=225.14 cfs 18.216 of
Subcatchment 506: Drainage Area 506
Runoff Area=118.600
ac
0.00% Impervious Runoff Depth>4.49"
Flow Length=3,317'
Tc=24.7 min
CN=74 Runoff=523.44 cfs 44.376 of
Subcatchment 601: Drainage Area 601
Runoff Area=26.400
ac
0.00% Impervious Runoff Depth>4.50"
Flow Length=1,846'
Tc=12.3 min
CN=74 Runoff=166.66 cfs 9.909 of
Subcatchment 602: Drainage Area 602
Runoff Area=51.700
ac
0.00% Impervious Runoff Depth>4.16"
Flow Length=2,149'
Tc=20.9 min
CN=71 Runoff=233.41 cfs 17.926 of
Subcatchment 603: Drainage Area 603
Runoff Area=145.200
ac
0.00% Impervious Runoff Depth>4.39"
Flow Length=4,297'
Tc=12.1 min
CN=73 Runoff=901.15 cfs 53.153 of
Subcatchment 700: Drainage Area 700
Subcatchment 800: Drainage Area 800
Subcatchment 900: Drainage Area 900
Subcatchment 1000: Drainage Area 1000
Subcatchment 1100: Drainage Area 1100
Runoff Area=62.500 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=414.64 cfs 22.892 of
Runoff Area=54.600 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=370.70 cfs 20.506 of
Runoff Area=59.700 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=396.06 cfs 21.866 of
Runoff Area=16.300 ac 0.00% Impervious Runoff Depth>4.40"
Tc=10.0 min CN=73 Runoff=108.14 cfs 5.970 of
Runoff Area=15.500 ac 0.00% Impervious Runoff Depth>4.51"
Tc=10.0 min CN=74 Runoff=105.24 cfs 5.821 of

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 51
Subcatchment 1200: Drainage Area 1200 Runoff Area=42.800 ac 0.00% Impervious Runoff Depth>4.51"
Flow Length=1,769' Tc=7.8 min CN=74 Runoff=314.71 cfs 16.083 of
Subcatchment 1300: Drainage Area 1300 Runoff Area=101.500 ac 100.00% Impervious Runoff Depth>7.29"
Tc=10.0 min CN=98 Runoff=950.37 cfs 61.659 of
Reach R100: Channel 100 Avg. Flow Depth=1.09' Max Vet=5.84 fps Inflow=499.64 cfs 313.908 of
n=0.025 L=220.0' S=0.0091 T Capacity=2,756.63 cfs Outflow=499.63 cfs 313.696 of
Reach R506: Channel 506 Avg. Flow Depth=1.75' Max Vet=10.45 fps Inflow=675.00 cfs 90.787 of
n=0.025 L=495.0' S=0.0188'/' Capacity=1,788.71 cfs Outflow=675.17 cfs 90.709 of
Reach R603: Channel 603 Avg. Flow Depth=1.69' Max Vet=13.92 fps Inflow=901.15 cfs 53.153 of
n=0.025 L=2,155.0' S=0.0348 '/' Capacity= 1, 169.46 cfs Outflow=866.67 cfs 52.961 of
Pond P101: Culvert 101 Peak Elev=767.13' Storage=227.922 of Inflow=4,291.50 cfs 416.050 of
120.0" x 120.0" Box Culvert x 5.00 n=0.012 L=170.0' S=0.0059 '/' Outflow=498.89 cfs 313.021 of
Pond P200: Culvert 200 Peak EIev=776.10' Storage=0.670 of Inflow=249.65 cfs 12.362 of
72.0" x 72.0" Box Culvert n=0.012 L=277.0' S=0.0181 T Outflow=221.85 cfs 12.358 of
Pond P300: Culvert 300 Peak EIev=773.88' Storage=0.451 of Inflow=215.43 cfs 14.340 of
72.0" x 72.0" Box Culvert n=0.012 L=240.0' S=0.0167 '/' Outflow=207.64 cfs 14.336 of
Pond P400: Culvert 400 Peak EIev=774.30' Storage=2.330 of Inflow=454.29 cfs 26.397 of
84.0" x 84.0" Box Culvert n=0.012 L=127.0' S=0.0236 '/' Outflow=355.54 cfs 26.390 of
Pond P500: Culvert 500 Peak EIev=774.43' Storage=16.650 of Inflow=909.93 cfs 127.738 of
120.0" x 120.0" Box Culvert n=0.012 L=125.0' S=0.0048 '/' Outflow=696.96 cfs 127.390 of
Pond P502: Culvert 502 Peak EIev=781.68' Storage=1.364 of Inflow=225.14 cfs 18.216 of
72.0" x 72.0" Box Culvert n=0.012 L=176.0' S=0.0114 '/' Outflow=194.73 cfs 18.198 of
Pond P505: Culvert 505 Peak EIev=799.99' Storage=2.096 of Inflow=675.17 cfs 90.709 of
108.0" x 108.0" Box Culvert n=0.012 L=195.0' S=0.0308 '/' Outflow=651.85 cfs 90.681 of
Pond P600: Culvert 600 Peak EIev=775.89' Storage=9.562 of Inflow=1,236.61 cfs 80.797 of
120.0" x 120.0" Box Culvert n=0.012 L=215.0' S=0.0093 '/' Outflow=836.86 cfs 80.778 of
Pond PTL: Transmission Line ROW Culvert Peak EIev=833.60' Storage=81,063 cf Inflow=322.19 cfs 46.424 of
96.0" x 72.0" Box Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=303.51 cfs 46.411 of
Link 1L: Outfall to Lake Norman Inflow=499.63 cfs 313.696 of
Primary=499.63 cfs 313.696 of
Calculations\E*dioCad\Closure By Removal\Reference\MAR-145_20180427-Combo_HT--Link 17L.hce Inflow=322.19 cfs 46.424 of
Area= 180.900 ac 12.23% Imperv. Primary=322.19 cfs 46.424 of
Total Runoff Area = 945.260 ac Runoff Volume = 371.222 of Average Runoff Depth = 4.71"
89.26% Pervious = 843.760 ac 10.74% Impervious = 101.500 ac

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 52
Summary for Subcatchment 100: Drainage Area 100
Runoff = 16.02 cfs @ 12.01 hrs, Volume= 0.886 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
2.360 74 >75% Grass cover, Good, HSG C
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 100: Drainage Area 100
Hydrograph
■ Runoff
16.02 cfs -.- --
13 I UI1O f p►rea=2 'C�q
360
12
--Runoff-Volume 0.8$6 ;
w 10 -f t> 1 '
0 8 �•
C -. I �.Q
7 _
6
5
4
3
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 201: Drainage Area 201
Runoff = 249.65 cfs @ 11.98 hrs, Volume= 12.362 af, Depth> 4.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
19.200 74 >75% Grass cover, Good, HSG C
15.400 70 Woods. Good. HSG C
34.600 72 Weighted Average
34.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.0
100
0.3500
0.55
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
0.7
165
0.0600
3.67
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
140
0.2500
2.50
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.3
346
0.0870
4.42
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
657
0.0150
11.00 616.25
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth, clean & straight
6.9 1,408 Total

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 54
Subcatchment 201: Drainage Area 201
Hydrograph
❑ Runoff
.65 c
260
249 fs
- - - - - -T/pe rr�'� -24-1h
240 r
220 100 yea���,r Fla ` nfall-�, 7:54'
200 :Run: ac
-Runoff Vglune=12.362-af
180
- --:-Run
off Depth>4 29'"
160 C
140 - Fl t th=
a 120 40$'
6
s OW �@Il —, ,
100 -- -- -- -- :9 m i n
Tc
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 301: Drainage Area 301
Runoff = 215.43 cfs @ 12.08 hrs, Volume= 14.340 af, Depth> 4.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
14.500 74 >75% Grass cover, Good, HSG C
26.800 70 Woods, Good, HSG C
41.300 71 Weighted Average
41.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.3
100
0.1500
0.18
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
5.2
497
0.1000
1.58
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.4
1,235
0.0280
15.04 841.96
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
15.9 1,832 Total
Subcatchment 301: Drainage Area 301
Hydrograph
240 ---r - - --r --------r-
230 215.43 cf
220 - -
210 Yee -11
-: --
T
190
180
.-
�4rea-41;.8 a�
hZunaff - Q©
160
150
-
' 1 R n0 Vo um .=74.�0-a
" ; pp� �
y140
n
tit>4
120 s 11 o
low: Lehg� 1 �832 --
80
70
:i=1
- -- -----
60
50
,-
' ,----'� - ----'r ---'� --- �'r--
40
30
' .-''+- -- - I -- -- --
20
-- -- -
10 1
■ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 401: Drainage Area 401
Runoff = 454.29 cfs @ 12.03 hrs, Volume= 26.397 af, Depth> 4.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
49.400 74 >75% Grass cover, Good, HSG C
22.700 70 Woods, Good, HSG C
72.100 73 Weighted Average
72.100 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.7
100
0.0480
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
2.4
713
0.1100
4.97
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.5
1,821
0.0190
12.39 693.57
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
11.6 2,634 Total
Subcatchment 401: Drainage Area 401
Hydrograph
■ Runoff
454.29 cfs -- -- -'
Type 11 24-hr'
1;- -- -- -- -, at:fa, _ 5
00, year R' II 7.
,4
Runoff- A:r--e:a :72:.-1-0:0-'aq-----:F
Runoff Volur e=26.3:97-af
Runoff - f Jepfh>4.39 j-- -- -
th-2 634 Flow Leng
Tc 110min
CN=73
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 500: Drainage Area 500
Runoff = 308.66 cfs @ 12.00 hrs, Volume= 16.268 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
43.300 74 >75% Grass cover, Good, HSG C
43.300 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
5.6 2,002
0.1570
5.94
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
8.7 2,102 Total
Subcatchment 500: Drainage Area 500
Hydrograph
■ Runoff
8 66 cfs
Type 11'' 24.
,
-- -- --10b--year -Rainfal1=75
■
NOW
R nof-Death>4 5
,
-Leng h 21
Flow _ C
c= m
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 501: Drainage Area 501
Runoff = 46.85 cfs @ 12.01 hrs, Volume= 2.591 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
6.900 74 >75% Grass cover, Good, HSG C
6.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 501: Drainage Area 501
Hydrograph
rtyp ',rr �4
e hr
■ Runoff
^ 3U �o, P
3 25
Flu
#f �e t�>4,�1,'
LL Tc=10.0' m i n'
20 CN=7+4
15
10
46.85 cfs
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 503: Drainage Area 503
Runoff = 225.14 cfs @ 12.16 hrs, Volume= 18.216 af, Depth> 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
37.700 74 >75% Grass cover, Good, HSG C
12.200 70 Woods, Good, HSG C
49.900 73 Weighted Average
49.900 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0370
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
4.9
353
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.9
353
0.1800
6.36
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
612
0.0160
11.37 636.46
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
22.9 1,418 Total
Subcatchment 503: Drainage Area 503
Hydrograph
-- -- --
Runoff
240
225.14 cfs
220
Type 11 24-h r
zoo .%
1 y�ar�
00, Rairfall,7.4
180
Runoff Area=49.9p0',ac
160
uno u e-19.2 16 a-
Runoff
w 140 "
=
Runoff �ehth>4.38"
120 '
FloLe. 41,8
w ngth=1
10o
T_C22 9 min-------- --''
80 '
CN-; 73-- --- --
60
40
20 "
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment 506: Drainage Area 506
Runoff = 523.44 cfs @ 12.18 hrs, Volume= 44.376 af, Depth> 4.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
4.000 70 Woods, Good, HSG C
114.600 74 >75% Grass cover, Good, HSG C
118.600 74 Weighted Average
118.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.5
100
0.0580
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
9.5
1,688
0.0390
2.96
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.7
1,529
0.0260
15.11 1,148.52
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
24.7 3,317 Total
Subcatchment 506: Drainage Area 506
Hydrograph
■ Runoff
523.44 c
hype -II -24 hr�-- I
Runoff -Depth>4.49"
Flow Leng =31
#h 31' 7
Tc--24.7 in
CN=7#
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 601: Drainage Area 601
Runoff = 166.66 cfs @ 12.04 hrs, Volume= 9.909 af, Depth> 4.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
26.400 74 >75% Grass cover, Good, HSG C
26.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.3
100
0.0280
0.20
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
3.0
1,021
0.1470
5.75
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
725
0.0070
11.55 2,124.62
Channel Flow,
Area= 184.0 sf Perim= 63.0' r= 2.92'
n= 0.022 Earth. clean & straiaht
12.3 1,846 Total
15
14
13
12
11
10
0 9
IL R
Subcatchment 601: Drainage Area 601
Hydrograph
6.66 cfs -
I
R1.1110ff 00 pth>4.$o,,-
row L n h'=1-848`
CN=74-- -- -- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 602: Drainage Area 602
Runoff = 233.41 cfs @ 12.14 hrs, Volume= 17.926 af, Depth> 4.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
14.700 74 >75% Grass cover, Good, HSG C
37.000 70 Woods, Good, HSG C
51.700 71 Weighted Average
51.700 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0620
0.13
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
6.1
464
0.0650
1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.6
1,585
0.0320
16.07 900.10
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
20.9 2,149 Total
Subcatchment 602: Drainage Area 602
Hydrograph
■ Runoff
233.41 c
Type 11-24-1err'
160 Kunorr Voiume=1''/.uzb a
R -- -- -- - -- --
140 Runoff Depth>4.16
0 120 Flow Length=2�149'
100 Tc:,20.9'min
,. C=7'1
N
80
60
40
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Runoff =
Summary for Subcatchment 603: Drainage Area 603
901.15 cfs @ 12.04 hrs, Volume=
53.153 af, Depth> 4.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
105.100 74 >75% Grass cover, Good, HSG C
40.100 70 Woods, Good, HSG C
145.200 73 Weighted Average
145.200 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.6
100
0.0500
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
1.7
825
0.3000
8.22
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.8
3,372
0.0250
14.82 1,126.21
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
12.1 4,297 Total
Subcatchment 603: Drainage Area 603
Hydrograph
■ Runoff
901.15 cf
Type -11 -24
bUU :,� -------
550 Runoff p4 i .39
11:'
500 F1_oW_Len_-`I�h�-- 297'''
450 ; FL
400 jri=12-fmin
350 ,' ----- - ------'--- - ---'�--------- --- J
300 �' - N= -� ---
250 . ------ �'r---r---'r--- �'r---r---'r ---r
200 .' --- -- ---! --- -- ---! --- --- ! ---+
150 --
100 - - - -

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 700: Drainage Area 700
Runoff = 414.64 cfs @ 12.01 hrs, Volume= 22.892 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
40.500 74 >75% Grass cover, Good, HSG C
22.000 70 Woods, Good, HSG C
62.500 73 Weighted Average
62.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 700: Drainage Area 700
Hydrograph
❑ Runoff
- 41
- Q-1124-hr-
year � -- -- --
Tc=1 d.0 � min
CN: 7- ____'________________
4.64 cfs ','
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 800: Drainage Area 800
Runoff = 370.70 cfs @ 12.01 hrs, Volume= 20.506 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
49.100 74 >75% Grass cover, Good, HSG C
5.500 70 Woods, Good, HSG C
54.600 74 Weighted Average
54.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 800: Drainage Area 800
Hydrograph
376.70 cf
N
Tc=1 d.0' min
w'
C : 7
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 900: Drainage Area 900
Runoff = 396.06 cfs @ 12.01 hrs, Volume= 21.866 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
48.500 74 >75% Grass cover, Good, HSG C
11.200 70 Woods, Good, HSG C
59.700 73 Weighted Average
59.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 900: Drainage Area 900
Hydrograph
❑ Runoff
396.06 cf
n
CN--- 3____1_______ ______ __ -
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 1000: Drainage Area 1000
Runoff = 108.14 cfs @ 12.01 hrs, Volume= 5.970 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
13.000 74 >75% Grass cover, Good, HSG C
3.300 70 Woods, Good, HSG C
16.300 73 Weighted Average
16.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
12
11
11
10
10
w
3
0
E
Subcatchment 1000: Drainage Area 1000
Hydrograph
-- -- - 108.14 cfs -
yPe �I 4-h �`
:54"
--
100-year-Rainfall
u �1 .
R noff-Area- 6.300 -ac--
RunofFo .970-
lu MnO= of
Runoff -De,p h>4. -- -- -
Tc=1 O.a- min'
0 1 2 3 4 5 6 7 8 9 10 1'1 12 1'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1100: Drainage Area 1100
Runoff = 105.24 cfs @ 12.01 hrs, Volume= 5.821 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
15.500 74 >75% Grass cover, Good, HSG C
15.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
11
11
10
10
Subcatchment 1100: Drainage Area 1100
Hydrograph
--- -- -- ---
105.24 cf
e_Irf--224*h
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 1200: Drainage Area 1200
Runoff = 314.71 cfs @ 11.99 hrs, Volume= 16.083 af, Depth> 4.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
42.800 74 >75% Grass cover, Good, HSG C
42.800 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
4.7 1,669
0.1560
5.92
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
7.8 1,769 Total
1
Subcatchment 1200: Drainage Area 1200
Hydrograph
31
4.71 cfs - -
TYp -rr-24--
b--year F�ai' all '
'10 of =7:5.
r r iE3ri�iic�F'S A ri�.�!—A 9 4AA .
Time (hours)
RunrDff Dep#h>4�5
en t' -1 s'
6
Flow L9
h 7,
C=7 8 - M
■ Runoff

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 70
Runoff =
Summary for Subcatchment 1300: Drainage Area 1300
950.37 cfs @ 12.01 hrs, Volume=
61.659 af, Depth> 7.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 year Rainfall=7.54"
Area (ac) CN Description
101.500 98 Water Surface, HSG C
101.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1300: Drainage Area 1300
Hydrograph
■ Runoff
- -- ---- -- -+ 950.37 cfs
Type_11-24,hr',.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 71
Summary for Reach R100: Channel 100
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 3.34" for 100 year event
Inflow = 499.64 cfs @ 13.57 hrs, Volume= 313.908 of
Outflow = 499.63 cfs @ 13.57 hrs, Volume= 313.696 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 5.84 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 2.89 fps, Avg. Travel Time= 1.3 min
Peak Storage= 18,832 cf @ 13.57 hrs
Average Depth at Peak Storage= 1.09'
Bank -Full Depth= 3.00' Flow Area= 252.0 sf, Capacity= 2,756.63 cfs
75.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 3.07' Top Width= 93.00'
Length= 220.0' Slope= 0.0091 T
Inlet Invert= 764.00', Outlet Invert= 762.00'
Reach R100: Channel 100
Hydrograph
550
11.i1:.... A --4 .I n& A en :. J49.1 9.63 ds
500 . 1 vv Cl
� i
Avg. Flow De:pth=h .Q9''
450 r +
Marc Vet: 5:84 fps
400 =0.025 350 + +
L, 220.0
300— =0.D09 �r
3 I I I I I
LL 250 Capacli"21-756 63 cfs
200
150
100 I ,' -- -- --
■ Inflow
❑ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 72
Summary for Reach R506: Channel 506
[90] Warning: Qout>Qin may require Finer Routing or smaller dt
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 3.64" for 100 year event
Inflow = 675.00 cfs @ 12.21 hrs, Volume= 90.787 of
Outflow = 675.17 cfs @ 12.21 hrs, Volume= 90.709 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 10.45 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 3.53 fps, Avg. Travel Time= 2.3 min
Peak Storage= 31,970 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.75'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,788.71 cfs
30.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 495.0' Slope= 0.0188 '/'
Inlet Invert= 827.29', Outlet Invert= 818.00'
Reach R506: Channel 506
Hydrograph
FE Inflow
75o y� h 675.00 cfs ❑outflow
700 l hf�0�1/►rea ��� 5W 75.17 cfs - -
Z
6
-.__.
650 Av Fl_ow__Qe- #h1_.7
600 -- -- , -- -- -- --
Max-Vel=10 45 fps
11—O.OZ�J
--------- - ----
450 L=495.0 i
400 - --', - -- -- - - - -- -
0 350 S-0.0188 /
LL
300 7� .�1 �.
'apa;oity 71 'ds
250
200 - -- -- -- - -', -- -', - - - -', --,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R603: Channel 603
Inflow Area = 145.200 ac, 0.00% Impervious, Inflow Depth > 4.39" for 100 year event
Inflow = 901.15 cfs @ 12.04 hrs, Volume= 53.153 of
Outflow = 866.67 cfs @ 12.07 hrs, Volume= 52.961 af, Atten= 4%, Lag= 1.7 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Max. Velocity= 13.92 fps, Min. Travel Time= 2.6 min
Avg. Velocity = 3.55 fps, Avg. Travel Time= 10.1 min
Peak Storage= 133,793 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.69'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 1,169.46 cfs
30.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 2,155.0' Slope= 0.0348 '/'
Inlet Invert= 870.00', Outlet Invert= 795.00'
Reach R603: Channel 603
1 000
/]--- ---5----'�--- - -- - -- - ----'�--- - --- ---5--
Hydrograph
901.15 cfs
2 866.67 cfs
550 -
r
500
a 450
CapraCftv=469-
400 ' ,: ' 1C�
350
�� -
300
250
200
150
100 "
Time (hours)
■ Inflow
■Outflow

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 74
Summary for Pond P101: Culvert 101
Inflow Area = 1,123.800 ac, 11.00% Impervious, Inflow Depth > 4.44" for 100 year event
Inflow = 4,291.50 cfs @ 12.03 hrs, Volume= 416.050 of
Outflow = 498.89 cfs @ 13.57 hrs, Volume= 313.021 af, Atten= 88%, Lag= 92.4 min
Primary = 498.89 cfs @ 13.57 hrs, Volume= 313.021 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 767.13' @ 13.57 hrs Surf.Area= 110.618 ac Storage= 227.922 of
Plug -Flow detention time= 277.3 min calculated for 312.370 of (75% of inflow)
Center -of -Mass det. time= 186.8 min ( 1,008.5 - 821.7 )
Volume Invert Avail.Storage Storage Description
#1 765.00' 1,070.355 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
765.00 103.130 0.000 0.000
766.00 106.820 104.975 104.975
767.00 110.170 108.495 213.470
768.00 113.590 111.880 325.350
769.00 116.950 115.270 440.620
770.00 120.320 118.635 559.255
771.00 124.090 122.205 681.460
772.00 127.820 125.955 807.415
773.00 131.480 129.650 937.065
774.00 135.100 133.290 1,070.355
Device Routina Invert Outlet Devices
#1 Primary 765.00' 120.0" W x 120.0" H Box Culvert X 5.00
L= 170.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.00' / 764.00' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=498.85 cfs @ 13.57 hrs HW=767.13' TW=765.09' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 498.85 cfs @ 4.68 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Pond P101: Culvert 101
Hydrograph
4 1.50 cfs - - - -
h/� ■Inflow
4,500 re A�1 � 2 .�Vii ac ❑Primary
�FIf��V1F /01
4,000 eak_EIw=767.'13`
5to2
3,500 ' g = 27,922 of
,
1',20.0" x 120.0
3,000 y Box Cuf
rt x 5.00 ve
w
2,500 ' 11=4.4'12'
LL 21000 L-1 70.0
1,500 ��
S=0.0059
1,000
498.89 cfs
Time (hours)

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 76
Summary for Pond P200: Culvert 200
Inflow Area = 34.600 ac,
0.00% Impervious, Inflow Depth > 4.29" for 100 year event
Inflow
= 249.65 cfs @
11.98 hrs, Volume= 12.362 of
Outflow
= 221.85 cfs @
12.02 hrs, Volume= 12.358 af, Atten= 11 %, Lag= 2.1 min
Primary
= 221.85 cfs @
12.02 hrs, Volume= 12.358 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
776.10' @ 12.02 hrs Surf.Area= 0.301 ac Storage= 0.670 of
Plug -Flow detention time= 1.4
min calculated for 12.332 of (100% of inflow)
Center -of -Mass det. time= 1.2
min ( 821.3 - 820.0 )
Volume
Invert Avail.Storage Storage Description
#1
771.00' 2.910 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
771.00
0.010
0.000 0.000
772.00
0.050
0.030 0.030
773.00
0.090
0.070 0.100
774.00
0.140
0.115 0.215
775.00
0.210
0.175 0.390
776.00
0.290
0.250 0.640
777.00
0.400
0.345 0.985
778.00
0.530
0.465 1.450
779.00
0.710
0.620 2.070
780.00
0.970
0.840 2.910
Device Routina Invert Outlet Devices
#1 Primary 771.00' 72.0" W x 72.0" H Box Culvert
L= 277.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 771.00' / 766.00' S= 0.0181 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=217.06 cfs @ 12.02 hrs HW=776.03' TW=765.94' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 217.06 cfs @ 7.20 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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1
M
1
Pond P200: Culvert 200
Hydrograph
249.
65 cfs
-
221.85 cfs
f nflouv-Area=3A�'.60-6-ad
Peak E'lev='776.:1-0'
ag: e=O-.670 -of
7Z.0" x
BOX C Overt
h n A
/nL^277.0'
a7 0.01-6-1 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P300: Culvert 300
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth > 4.17" for 100 year event
Inflow = 215.43 cfs @ 12.08 hrs, Volume= 14.340 of
Outflow = 207.64 cfs @ 12.12 hrs, Volume= 14.336 af, Atten= 4%, Lag= 2.0 min
Primary = 207.64 cfs @ 12.12 hrs, Volume= 14.336 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 773.88' @ 12.12 hrs Surf.Area= 0.195 ac Storage= 0.451 of
Plug -Flow detention time= 1.1 min calculated for 14.306 of (100% of inflow)
Center -of -Mass det. time= 0.9 min ( 829.9 - 829.0 )
Volume Invert Avail.Storage Storage Description
#1 769.00' 47.085 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
769.00
0.010
0.000
0.000
770.00
0.030
0.020
0.020
771.00
0.070
0.050
0.070
772.00
0.110
0.090
0.160
773.00
0.160
0.135
0.295
774.00
0.200
0.180
0.475
775.00
0.250
0.225
0.700
776.00
0.300
0.275
0.975
777.00
0.360
0.330
1.305
778.00
0.420
0.390
1.695
779.00
0.490
0.455
2.150
780.00
0.570
0.530
2.680
781.00
0.660
0.615
3.295
782.00
0.770
0.715
4.010
783.00
0.880
0.825
4.835
784.00
1.010
0.945
5.780
785.00
1.160
1.085
6.865
786.00
1.310
1.235
8.100
787.00
1.490
1.400
9.500
788.00
1.670
1.580
11.080
789.00
1.870
1.770
12.850
790.00
2.080
1.975
14.825
791.00
2.290
2.185
17.010
792.00
2.490
2.390
19.400
793.00
2.700
2.595
21.995
794.00
2.920
2.810
24.805
795.00
3.160
3.040
27.845
796.00
3.410
3.285
31.130
797.00
3.690
3.550
34.680
798.00
3.970
3.830
38.510
799.00
4.270
4.120
42.630
800.00
4.640
4.455
47.085

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Device Routing Invert Outlet Devices
#1 Primary 769.00' 72.0" W x 72.0" H Box Culvert
L= 240.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 769.00' / 765.00' S= 0.0167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=204.80 cfs @ 12.12 hrs HW=773.84' TW=766.22' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 204.80 cfs @ 7.06 fps)
Pond P300: Culvert 300
Hydrograph
215.43 cfs
nTjo /-Are :=4—t. u 207.64 cfs
ea k-EIev=77,3-.88',�
Storage=0.45''1- f
2 x----
0" 72.0'v
o CU:IVer
=240.0' ; I
A.Q16T �f' -,-- -
I I I I I I I I I
Time (hours)
■ Inflow
❑ Primary

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P400: Culvert 400
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth > 4.39" for 100 year event
Inflow
= 454.29 cfs @ 12.03 hrs, Volume= 26.397 of
Outflow
= 355.54 cfs @ 12.11 hrs, Volume= 26.390 af, Atten= 22%, Lag= 4.4 min
Primary
= 355.54 cfs @ 12.11 hrs, Volume= 26.390 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
774.30' @ 12.11
hrs Surf.Area= 1.079 ac Storage= 2.330 of
Plug -Flow detention time=
2.2 min calculated for 26.390 of (100% of inflow)
Center -of -Mass det. time=
2.0 min ( 823.5 - 821.5 )
Volume
Invert Avail.Storage Storage Description
#1
768.00'
14.470 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
768.00
0.010
0.000 0.000
769.00
0.050
0.030 0.030
770.00
0.110
0.080 0.110
771.00
0.250
0.180 0.290
772.00
0.440
0.345 0.635
773.00
0.680
0.560 1.195
774.00
0.970
0.825 2.020
775.00
1.330
1.150 3.170
776.00
1.650
1.490 4.660
777.00
2.030
1.840 6.500
778.00
2.450
2.240 8.740
779.00
2.870
2.660 11.400
780.00
3.270
3.070 14.470
Device Routing
Invert Outlet Devices
#1 Primary
768.00' 84.0" W x 84.0" H Box Culvert
L= 127.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 768.00' / 765.00' S= 0.0236 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 49.00 sf
Primary OutFlow Max=353.41 cfs @ 12.11 hrs HW=774.28' TW=766.20' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 353.41 cfs @ 8.04 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 81
1
1
Pond P400: Culvert 400
Hydrograph
454.29 i
Inflow Area=72100'ac
Peals E'lev=774.30''
g 355.54 cfs
Story e _2.30 �f
MOO": x
' 84.0"
ert ox Culy I
-- - + +
n=0.012
L=12'70' ; .
S=0.0236 T
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P500: Culvert 500
Inflow Area = 399.600 ac, 5.54% Impervious, Inflow Depth > 3.84" for 100 year event
Inflow
= 909.93 cfs @
12.25 hrs, Volume= 127.738 of
Outflow
= 696.96 cfs @
12.50 hrs, Volume= 127.390 af, Atten= 23%, Lag= 14.7 min
Primary
= 696.96 cfs @
12.50 hrs, Volume= 127.390 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
774.43' @ 12.50 hrs Surf.Area= 3.689 ac Storage= 16.650 of
Plug -Flow detention time= 13.3 min calculated for 127.390 of (100% of inflow)
Center -of -Mass det. time= 11.6 min ( 856.5 - 844.8 )
Volume
Invert Avail.Storage Storage Description
#1
766.00' 42.940 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
766.00
0.580
0.000 0.000
767.00
0.710
0.645 0.645
768.00
1.010
0.860 1.505
769.00
1.420
1.215 2.720
770.00
1.810
1.615 4.335
771.00
2.250
2.030 6.365
772.00
2.730
2.490 8.855
773.00
3.140
2.935 11.790
774.00
3.510
3.325 15.115
775.00
3.930
3.720 18.835
776.00
4.310
4.120 22.955
777.00
4.710
4.510 27.465
778.00
5.030
4.870 32.335
779.00
5.300
5.165 37.500
780.00
5.580
5.440 42.940
Device Routing Invert Outlet Devices
#1 Primary 765.60' 120.0" W x 120.0" H Box Culvert
L= 125.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.60' / 765.00' S= 0.0048 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=696.74 cfs @ 12.50 hrs HW=774.42' TW=766.79' (Dynamic Tailwater)
t-1=Culvert (Barrel Controls 696.74 cfs @ 10.53 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 83
' • • 11 11
--------------
111 909.93 cfs■
.I
•1 , .. •ee
•11
I I
:11 • ,
1 • • • • • e •.• •6 cfs
1
A •
11 0 0
FEE
11 e eeIa �k
1
------------------
iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii��%%
1 1 OJWAMOAWAcJWZI

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 84
Summary for Pond P502: Culvert 502
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth > 4.38" for 100 year event
Inflow
= 225.14 cfs @ 12.16 hrs, Volume= 18.216 of
Outflow
= 194.73 cfs @ 12.25 hrs, Volume= 18.198 af, Atten= 14%, Lag= 5.7 min
Primary
= 194.73 cfs @ 12.25 hrs, Volume= 18.198 of
Routing by
Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev=
781.68' @ 12.25
hrs Surf.Area= 0.695 ac Storage= 1.364 of
Plug -Flow detention time=
3.7 min calculated for 18.161 of (100% of inflow)
Center -of -Mass det. time=
3.1 min ( 833.2 - 830.1 )
Volume
Invert Avail.Storage Storage Description
#1
777.00'
16.685 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
777.00
0.040
0.000 0.000
778.00
0.110
0.075 0.075
779.00
0.210
0.160 0.235
780.00
0.320
0.265 0.500
781.00
0.560
0.440 0.940
782.00
0.760
0.660 1.600
783.00
0.890
0.825 2.425
784.00
1.020
0.955 3.380
785.00
1.140
1.080 4.460
786.00
1.290
1.215 5.675
787.00
1.460
1.375 7.050
788.00
1.630
1.545 8.595
789.00
1.820
1.725 10.320
790.00
2.020
1.920 12.240
791.00
2.220
2.120 14.360
792.00
2.430
2.325 16.685
Device Routing
Invert Outlet Devices
#1 Primary
777.00' 72.0" W x 72.0" H Box Culvert
L= 176.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 777.00' / 775.00' S= 0.0114 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
Primary OutFlow Max=194.38 cfs, @ 12.25 hrs HW=781.67' TW=773.53' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 194.38 cfs @ 6.94 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Pond P502: Culvert 502
Hydrograph
■ Inflow
225.14 cfs ❑ Primary
Inflow Area=49�900'a�
Peak E'lP_V=78'l _68'' 194.73 cfs
180 "
Molt:
1t_ --' :---
160
X, �"
140-
foxu lverf
120
100 ---', --,,
80
60— . 1-14 T--- ---
an
7"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P505: Culvert 505
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 3.63" for 100 year event
Inflow = 675.17 cfs @ 12.21 hrs, Volume= 90.709 of
Outflow = 651.85 cfs @ 12.28 hrs, Volume= 90.681 af, Atten= 3%, Lag= 3.8 min
Primary = 651.85 cfs @ 12.28 hrs, Volume= 90.681 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 799.99' @ 12.28 hrs Surf.Area= 0.628 ac Storage= 2.096 of
Plug -Flow detention time= 1.5 min calculated for 90.492 of (100% of inflow)
Center -of -Mass det. time= 1.3 min ( 852.9 - 851.6 )
Volume
Invert Avail.Storage Storage
Description
#1
792.00'
42.700 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
792.00
0.020
0.000
0.000
793.00
0.060
0.040
0.040
794.00
0.100
0.080
0.120
795.00
0.160
0.130
0.250
796.00
0.230
0.195
0.445
797.00
0.310
0.270
0.715
798.00
0.410
0.360
1.075
799.00
0.510
0.460
1.535
800.00
0.630
0.570
2.105
801.00
0.750
0.690
2.795
802.00
0.870
0.810
3.605
803.00
1.010
0.940
4.545
804.00
1.150
1.080
5.625
805.00
1.310
1.230
6.855
806.00
1.490
1.400
8.255
807.00
1.730
1.610
9.865
808.00
1.970
1.850
11.715
809.00
2.190
2.080
13.795
810.00
2.400
2.295
16.090
811.00
2.620
2.510
18.600
812.00
2.830
2.725
21.325
813.00
3.060
2.945
24.270
814.00
3.290
3.175
27.445
815.00
3.540
3.415
30.860
816.00
3.810
3.675
34.535
817.00
4.080
3.945
38.480
818.00
4.360
4.220
42.700
Device Routing
Invert Outlet Devices
#1 Primary
792.00' 108.0" W
x 108.0" H Box Culvert
L= 195.0'
Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet
Invert= 792.00' / 786.00' S= 0.0308 '/' Cc= 0.900
n= 0.012
Concrete pipe, finished, Flow Area= 81.00 sf

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 87
Primary OutFlow Max=649.32 cfs @ 12.28 hrs HW=799.96' TW=773.69' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 649.32 cfs @ 9.06 fps)
Pond P505: Culvert 505
Hydrograph
+, F675.17 cfs
'
�M i
01110-
500`
T 0$.O'F -a(- T 0$.0"'-- -'
y 450
�+
400o\sulvPr
0 350 = .
-4-- ---
a
L=19s.Q�
300 ; -' h
200
-- -
150 ---',� ---', -- ---+, --- --- T ---'r-',---',� ---'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal -Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 88
Summary for Pond P600: Culvert 600
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth > 4.34" for 100 year event
Inflow = 1,236.61 cfs @ 12.07 hrs, Volume= 80.797 of
Outflow = 836.86 cfs @ 12.19 hrs, Volume= 80.778 af, Atten= 32%, Lag= 7.2 min
Primary = 836.86 cfs @ 12.19 hrs, Volume= 80.778 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 775.89' @ 12.19 hrs Surf.Area= 3.332 ac Storage= 9.562 of
Plug -Flow detention time= 3.5 min calculated for 80.778 of (100% of inflow)
Center -of -Mass det. time= 3.4 min ( 830.1 - 826.7 )
Volume
Invert Avail.Storage Storage
Description
#1
767.00'
222.515 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
767.00
0.010
0.000
0.000
768.00
0.070
0.040
0.040
769.00
0.150
0.110
0.150
770.00
0.240
0.195
0.345
771.00
0.520
0.380
0.725
772.00
0.950
0.735
1.460
773.00
1.480
1.215
2.675
774.00
2.100
1.790
4.465
775.00
2.730
2.415
6.880
776.00
3.410
3.070
9.950
777.00
4.190
3.800
13.750
778.00
5.140
4.665
18.415
779.00
6.080
5.610
24.025
780.00
6.670
6.375
30.400
781.00
7.400
7.035
37.435
782.00
8.200
7.800
45.235
783.00
9.160
8.680
53.915
784.00
10.080
9.620
63.535
785.00
11.000
10.540
74.075
786.00
11.950
11.475
85.550
787.00
12.770
12.360
97.910
788.00
13.490
13.130
111.040
789.00
14.280
13.885
124.925
790.00
15.000
14.640
139.565
791.00
15.640
15.320
154.885
792.00
16.300
15.970
170.855
793.00
16.920
16.610
187.465
794.00
17.520
17.220
204.685
795.00
18.140
17.830
222.515
Device Routing Invert Outlet Devices
#1 Primary 767.00' 120.0" W x 120.0" H Box Culvert
L= 215.0' Box, 10-30' wingwalls, square crown, Ke= 0.500

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 89
Inlet / Outlet Invert= 767.00' / 765.00' S= 0.0093 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=834.31 cfs @ 12.19 hrs HW=775.86' TW=766.38' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 834.31 cfs @ 12.55 fps)
..
11 P
nflow- 11 ,
11
Meak Ele: b• /
11
11/ • , • 0 0
•11 1 i
:11 N .�
11 1
o :11
11 I
1 1 �'/%''''i�i���i�i�i���
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal —Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond PTL: Transmission Line ROW Culvert
Inflow Area =
180.900 ac,
12.23% Impervious,
Inflow Depth > 3.08" for 100 year event
Inflow =
322.19 cfs @
12.50 hrs, Volume=
46.424 of
Outflow =
303.51 cfs @
12.62 hrs, Volume=
46.411 af, Atten= 6%, Lag= 7.1 min
Primary =
303.51 cfs @
12.62 hrs, Volume=
46.411 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 833.60' @ 12.62 hrs Surf.Area= 36,527 sf Storage= 81,063 cf
Plug -Flow detention time= 2.4 min calculated for 46.315 of (100% of inflow)
Center -of -Mass det. time= 2.2 min ( 870.9 - 868.7 )
Volume Invert Avail.Storage Storage Description
#1 828.09' 96,583 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
828.09
140
0 0
829.00
3,089
1,469 1,469
830.00
7,796
5,443 6,912
831.00
13,671
10,734 17,645
832.00
21,376
17,524 35,169
833.00
30,402
25,889 61,058
834.00
40,648
35,525 96,583
Device Routing
Invert
Outlet Devices
#1 Primary
828.09'
96.0" W x 72.0" H Box Culvert
L= 160.0' Box, 30-75' wingwalls, square crown, Ke= 0.400
Inlet / Outlet Invert= 828.09' / 827.29' S= 0.0050 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 48.00 sf
Primary OutFlow
Max=302.91 cfs @ 12.62 hrs HW=833.59' TW=828.69' (Dynamic Tailwater)
L1=Culvert (Barrel
Controls 302.91 cfs @ 9.18 fps)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 91
Pond PTL: Transmission Line ROW Culvert
Hydrograph
iW i 1rea=� 0.9 2 3 2.19 cfs
c' F�'P�% I An
303.51 cfs
9 ;� 4
240 1�
r �i�
220
4-2 zoo
a O rve rt -- -- - -- -- -- -- --
- - --- --- -
3 180 n=O-.012
FL 160-
140-L=460.0-/-�- -- -----' --
120�V.VOO� - �-- -'F�
100
80
----r----
■ Inflow
-- -- ❑ Primary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal_Ponds Type // 24-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 1L: OutfalI to Lake Norman
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 3.34" for 100 year event
Inflow = 499.63 cfs @ 13.57 hrs, Volume= 313.696 of
Primary = 499.63 cfs @ 13.57 hrs, Volume= 313.696 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1L: OutfalI to Lake Norman
Hydrograph
550 r 499.63 ,
Inflow Area=1126' 0 a 63 cfs
500 : 1 6 499.
450 --- �S --- 4--- �b--- �S -;-
400 --- �'r ----'r---'r - --'-- --
350 --- �S - 4--- �b--- �5--- �S - -- '--
300
3 I I I I I I I I I I I
a 250
200
- - -- - 150 -
,'' r, I ' - t r, I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal —Ponds Type 1124-hr 100 year Rainfall=7.54"
Prepared by AECOM Printed 12/2/2019
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Summary for Link 2L: Structural Fill Redirection (Main Channel Flow)
Flow from Main Ditch Channel into Culvert
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 3.08" for 100 year event
Inflow = 322.19 cfs @ 12.50 hrs, Volume= 46.424 of
Primary = 322.19 cfs @ 12.50 hrs, Volume= 46.424 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
100 year Primary Outflow Imported from G:\Cincinnati\DCS\Projects\D\Duke Energy\60432116 Marshall Station Closure'
Link 2L: Structural Fill Redirection (Main Channel Flow)
Hydrograph
r , . r ❑Inflow
❑ Primary
322.19 cfs
300
"
280
200-
---
3 180
160
i—o°
-' ---' --- -
140
--- -----,---,--- --- --- --- --- --
120
--- ----------, --- --- - ---
80
r
6040
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

ATTACHMENT C3
HydroCAD Calculations for Culverts (Full PMP Storm Event)

2L � TL 506
Structural Fill Transmission Line ROW
Redirection (Main Culvert
Channel Flow)
Drain
Draege Area 506
500
HR506 Drainage ea 500
Channel 50� 50
501
Culvert 505
500 \
age Area 501 A
Culvert 500iQ
502
/
1100
O�
503 Culvert 502
Drainage Area 1100 /
Drainage Area 503
1000
400 Drainage Area 100
401 Culvert 400 /
Drainage Area 401
300
301 Culvert 300
Drainage Area 301
Subca Reach and Lin k
1200
Drainage A�200
603
Drainage Area 603 1603
/C/y�/nne1603 602
1300 / Drainage Area 602
Ora' age Area 1300 so0 o-- 601
Culvert 600 Drainage Area 601
700
,/�R
Drainage Area 900
/��7 200
/ Culvert 200
201
Drainage Area 201
Drainage Area 700
b 100
R100
Drainage Area 100
Channel 100
� 1L
600
Outfall to Lake Norman
Drainage Area 800

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points x 2
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 100: Drainage Area 100 Runoff Area=2.360 ac 0.00% Impervious Runoff Depth=25.63"
Tc=10.0 min CN=74 Runoff=117.60 cfs 5.040 of
Subcatchment 201: Drainage Area 201
Runoff Area=34.600 ac
0.00% Impervious Runoff Depth=25.26"
Flow Length=1,408' Tc=6.9 min
CN=72 Runoff=1,883.21 cfs 72.826 of
Subcatchment 301: Drainage Area 301
Runoff Area=41.300 ac
0.00% Impervious Runoff Depth=25.07"
Flow Length=1,832' Tc=15.9 min
CN=71 Runoff=1,697.88 cfs 86.277 of
Subcatchment 401: Drainage Area 401
Runoff Area=72.100 ac
0.00% Impervious Runoff Depth=25.44"
Flow Length=2,634' Tc=11.6 min
CN=73 Runoff=3,403.12 cfs 152.874 of
Subcatchment 500: Drainage Area 500
Runoff Area=43.300 ac
0.00% Impervious Runoff Depth=25.63"
Flow Length=2,102' Tc=8.7 min
CN=74 Runoff=2,255.15 cfs 92.468 of
Subcatchment 501: Drainage Area 501
Runoff Area=6.900 ac
0.00% Impervious Runoff Depth=25.63"
Tc=10.0 min
CN=74 Runoff=343.83 cfs 14.735 of
Subcatchment 503: Drainage Area 503 Runoff Area=49.900 ac
0.00% Impervious Runoff Depth=25.44"
Flow Length=1,418' Tc=22.9 min
CN=73 Runoff=1,717.54 cfs 105.803 of
Subcatchment 506: Drainage Area 506 Runoff Area=118.600 ac
0.00% Impervious Runoff Depth=25.63"
Flow Length=3,317' Tc=24.7 min
CN=74 Runoff=3,927.75 cfs 253.273 of
Subcatchment 601: Drainage Area 601 Runoff Area=26.400 ac
0.00% Impervious Runoff Depth=25.63"
Flow Length=1,846' Tc=12.3 min
CN=74 Runoff=1,225.91 cfs 56.378 of
Subcatchment 602: Drainage Area 602 Runoff Area=51.700 ac
0.00% Impervious Runoff Depth=25.07"
Flow Length=2,149' Tc=20.9 min
CN=71 Runoff=1,852.11 cfs 108.003 of
Subcatchment 603: Drainage Area 603 Runoff Area=145.200 ac
0.00% Impervious Runoff Depth=25.44"
Flow Length=4,297' Tc=12.1 min
CN=73 Runoff=6,756.14 cfs 307.868 of
Subcatchment 700: Drainage Area 700 Runoff Area=62.500 ac 0.00% Impervious Runoff Depth=25.44"
Tc=10.0 min CN=73 Runoff=3,102.89 cfs 132.519 of
Subcatchment 800: Drainage Area 800 Runoff Area=54.600 ac 0.00% Impervious Runoff Depth=25.63"
Tc=10.0 min CN=74 Runoff=2,720.76 cfs 116.600 of
Subcatchment 900: Drainage Area 900 Runoff Area=59.700 ac 0.00% Impervious Runoff Depth=25.44"
Tc=10.0 min CN=73 Runoff=2,963.88 cfs 126.582 of
Subcatchment 1000: Drainage Area 1000 Runoff Area=16.300 ac 0.00% Impervious Runoff Depth=25.44"
Tc=10.0 min CN=73 Runoff=809.23 cfs 34.561 of
Subcatchment 1100: Drainage Area 1100 Runoff Area=15.500 ac 0.00% Impervious Runoff Depth=25.63"
Tc=10.0 min CN=74 Runoff=772.38 cfs 33.101 of

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 7
Subcatchment 1200: Drainage Area 1200 Runoff Area=42.800 ac 0.00% Impervious Runoff Depth=25.63"
Flow Length=1,769' Tc=7.8 min CN=74 Runoff=2,291.48 cfs 91.401 of
Subcatchment 1300: Drainage Area 1300 Runoff Area=101.500 ac 100.00% Impervious Runoff Depth=29.22"
Tc=10.0 min CN=98 Runoff=5,268.86 cfs 247.123 of
Reach R100: Channel 100 Avg. Flow Depth=6.36' Max Vet=14.15 fps Inflow=8,534.64 cfs 2,330.013 of
n=0.025 L=220.0' S=0.0091 T Capacity=2,756.63 cfs Outflow=8,020.52 cfs 2,329.794 of
Reach R506: Channel 506 Avg. Flow Depth=5.24' Max Vet=15.90 fps Inflow=3,927.75 cfs 591.417 of
n=0.025 L=328.0' S=0.0161 T Capacity=1,658.15 cfs Outflow=3,925.95 cfs 591.312 of
Reach R603: Channel 603 Avg. Flow Depth=7.03' Max Vet=21.54 fps Inflow=6,756.14 cfs 307.868 of
n=0.025 L=1,903.0' S=0.0373'/' Capacity=1,210.85 cfs Outflow=6,610.89 cfs 307.868 of
Pond P101: Culvert 101 Peak EIev=784.06' Storage=1,070.355 of Inflow=25,755.35 cfs 2,431.997 of
120.0" x 120.0" Box Culvert x 5.00 n=0.012 L=170.0' S=0.0059 '/' Outflow=8,527.37 cfs 2,324.973 of
Pond P200: Culvert 200 Peak EIev=782.61' Storage=5.415 of Inflow=1,883.21 cfs 72.826 of
Outflow= 1, 888.67 cfs 72.826 of
Pond P300: Culvert 300 Peak EIev=792.76' Storage=21.361 of Inflow=1,697.88 cfs 86.277 of
Outflow=769.58 cfs 86.277 of
Pond P400: Culvert 400 Peak EIev=784.43' Storage=32.557 of Inflow=3,403.12 cfs 152.874 of
Outflow=2,852.27 cfs 152.874 of
Pond P500: Culvert 500 Peak EIev=784.95' Storage=73.613 of Inflow=4,281.74 cfs 804.235 of
Outflow=4,429.63 cfs 803.491 of
Pond P502: Culvert 502 Peak EIev=798.04' Storage=35.245 of Inflow=1,717.54 cfs 105.803 of
Outflow=651.15 cfs 105.803 of
Pond P505: Culvert 505 Peak EIev=819.92' Storage=51.607 of Inflow=3,925.95 cfs 591.312 of
Outflow=2,924.77 cfs 591.228 of
Pond P600: Culvert 600 Peak EIev=793.78' Storage=200.865 of Inflow=9,469.37 cfs 472.248 of
Outflow=2,150.08 cfs 472.248 of
Pond PTL: Transmission Line ROW Peak EIev=926.88' Storage=96,583 cf Inflow=2,322.19 cfs 338.260 of
96.0" x 72.0" Box Culvert n=0.012 L=160.0' S=0.0050 '/' Outflow=2,415.09 cfs 338.143 of
Link 1L: Outfall to Lake Norman Inflow=8,020.52 cfs 2,329.794 of
Primary=8,020.52 cfs 2,329.794 of
culations\HycUfikd\Closure By Removal\Reference\MAR-145_20180427-Combo_HT--Link 17L.hce Inflow=2,322.19 cfs 338.260 of
Area= 180.900 ac 12.23% Imperv. Primary=2,322.19 cfs 338.260 of
Total Runoff Area = 945.260 ac Runoff Volume = 2,037.431 of Average Runoff Depth = 25.87"
89.26% Pervious = 843.760 ac 10.74% Impervious = 101.500 ac

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 100: Drainage Area 100
Runoff = 117.60 cfs @ 3.01 hrs, Volume= 5.040 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
2.360 74 >75% Grass cover, Good, HSG C
2.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 100: Drainage Area 100
Hydrograph
130 _- 11F60 cfs '��,------- ��'�,,-------�'�,,-------��'�,-------�'�,,------- ��'�,------- ��'�,,-------�'�,,-------�'�,,-------�'�,,-------��'�,------- ��'�,------- ��'�,, ------ ��'�,,-------�'�,,-------�'�,,------- ��'�,-------'��,,------'��,--------�,,-------
■ Runoff
120 ++
I1-- --
110, - -6
100,
- -
90 U a n a •'
Rwndf Area=2.360 a 8o C
-- 5.04p a�f
70 "
M : noff IVolume
c fi0
LL
Runoff Deoth=25.63"
,:
50-
-C T74
40
30
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 201: Drainage Area 201
Runoff = 1,883.21 cfs @ 2.98 hrs, Volume= 72.826 af, Depth=25.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Descriotion
19.200
74 >75% Grass cover, Good, HSG C
15.400
70 Woods, Good, HSG C
34.600
72 Weighted Average
34.600
100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
3.0
100
0.3500
0.55
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
0.7
165
0.0600
3.67
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
140
0.2500
2.50
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.3
346
0.0870
4.42
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
657
0.0150
11.00 616.25
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth, clean & straight
6.9 1,408 Total

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 10
Subcatchment 201: Drainage Area 201
Hydrograph
2,100 --'F-- 7 --'F- -
2,000 -- 1,883.21 cfs -- --- --
1,900
1,800 r r� r� -- - +
Type 11
1,700 - -- --- --- --- -- -
-- - --
1,500U,II IV� �PRa�Er1#al,I=29.46"
1,600 "
1,400 - -- -
-Run ff r =3: - 6 � c
1,300 � � ea, � Q- �-
funoff wolurne=72.82E-af
w 1,200
-- 1,100 -- -- -6- - 'r - - F-- -6- - 'r r -r -- - --- ---, --
c 1,000 - -- 6r�-
- U noff De pt f 25
LL900 - - - --- - - - -! - - - - - - - --- -! -- ---- --- ,- -
th=1 40V-
700
600 --- --- c= ,,9_m in-
500 - - - - - -- R{ice
72-
400�, +
300 .'--- �'- ---+------+--- +--------- +--------- +------------------ -�--- --
200--'�--'--+--'�----------'--'
100
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal—Ponds—PMP Type 11 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 301: Drainage Area 301
Runoff = 1,697.88 cfs @ 3.07 hrs, Volume= 86.277 af, Depth=25.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
14.500 74 >75% Grass cover, Good, HSG C
26.800 70 Woods, Good, HSG C
41.300 71 Weighted Average
41.300 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
9.3
100
0.1500
0.18
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
5.2
497
0.1000
1.58
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.4
1,235
0.0280
15.04 841.96
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
15.9 1,832 Total
Subcatchment 301: Drainage Area 301
Hydrograph
1,900 --'F-- -' --'F-
1,800 __ 1,697.88 cfs - - ---
1, 700 - - - --- --- --- - -
-- --pe
1, 500 - -- - --- ,-
FulI-PM-P- RCI«fa1',I=29.',4C
1,300 .' -- -- -- -- ---------------- ,' ---,'-
11200--h�gOff - ;Area:4t300 a
1,100-IF I RuhOff
- _ _ y./y
LL 800 , -- -- - Ru-n a t =25 07
Flow t _
0 90o E}' L'
700600
n_
1,$3
500 ... .7 Mf
-
400 .' ---'� ---' ----'�-----,--- --- --- --- ---N 7
300 --�� --L-
200
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 401: Drainage Area 401
Runoff = 3,403.12 cfs @ 3.03 hrs, Volume= 152.874 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
49.400 74 >75% Grass cover, Good, HSG C
22.700 70 Woods, Good, HSG C
72.100 73 Weighted Average
72.100 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.7
100
0.0480
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
2.4
713
0.1100
4.97
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
2.5
1,821
0.0190
12.39 693.57
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
11.6 2,634 Total
Subcatchment 401: Drainage Area 401
Hydrograph
■ Runoff
12 cfs --
TYpe
-F: I I PMP-ROiqfa,H=29 4f
RunQf#_Are_ _7�.
Runoff Volume452.87
noff '
R4,4
DeRtn25A4
Flow- Length--2,63,
--- -' -T -'- --, -- -- ,- -- --, -1'l
o : � tni
CN',=7
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 500: Drainage Area 500
Runoff = 2,255.15 cfs @ 2.99 hrs, Volume= 92.468 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Descrigti
43.300 74 >75% Grass cover, Good, HSG C
43.300 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
5.6 2,002
0.1570
5.94
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
8.7 2,102 Total
Subcatchment 500: Drainage Area 500
Hydrograph
2,400 ' 2,255.15 cfs
2,200 - " ype
T
- - -- -- -- -- - -- -- -
2,000
-r
1,800 "
Full PMP',Rainfah',1=29.',46
Area-43.300
1,600© yRunoff
� un ovf�f ��] a
v 1,400 Runoff Yo:':Iume=9L.468 C
ff �ebth= LL 25.63
1,200 R
F
uno
1,000 n'� th=2 10;
-- -'. ---'. - F W L - ,��- - �- ,� --,
800 - _-
Tc 8.7 rni
600
400
200
r
f
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 501: Drainage Area 501
Runoff = 343.83 cfs @ 3.01 hrs, Volume= 14.735 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
6.900 74 >75% Grass cover, Good, HSG C
6.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 501: Drainage Area 501
Hydrograph
380 -- -- - -- --"'-- -- - -- -- -- -- -- -- -- -- -- - -- - - -- - -- -- -- - -- -- -- --
360 .' ___ 343.83 cfs
340:ype
320
300 -- --
280 - - ftkFF-PMP'Rainfall=29:41
260 .' --- - - - --- -- - --- -- --- ----' --- -- --'-- -- -- - -- - --'-- - --'-- - -'--- - - ----
240 .'�---r--- ' - --- -- - - --- --- --- - '�------r---
Runoff Area=�G.900
--'-----Runoff VdIu- O=1-4.73a-
H 220
w
200 --- - - - -----'--- ------J----'--- --- --- --- --- - -- - - -
Qe# - -
0 180 -
6;
u 160
Runoff- Tc=: 00
- h ��
m
140 --r--- -- 1, - - -- -r- - - - - - 6---r--- 'r--- '--- --- `--- 6--- r--- --- --- --- --
120
100 -- -- - - -- - --
80 -- -
60
40
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 503: Drainage Area 503
Runoff = 1,717.54 cfs @ 3.15 hrs, Volume= 105.803 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
37.700 74 >75% Grass cover, Good, HSG C
12.200 70 Woods, Good, HSG C
49.900 73 Weighted Average
49.900 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
16.2
100
0.0370
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
4.9
353
0.0570
1.19
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.9
353
0.1800
6.36
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
0.9
612
0.0160
11.37 636.46
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
22.9 1,418 Total
Subcatchment 503: Drainage Area 503
Hydrograph
1 900
1,800
1,717.54 cfs
1,700
--- ---- �-
1,600
------
1,500
----'r---'r--'r--- �'r---'r--'r- - -
1,400
--F II PMP-Rainfa'I
1,300--
--- ------ ------ -
- iQf Area=4
1,200
H 1,100
""-�ifi© ff - - vOliFllle=It
1900
0
!Run©fF'Dapt
800
----'r Flow:- --------- - Lengt
�����
700
�--- �'�
--- --- -- -- - - ��-
---
�'�---"
600
--- - -'- --' - - - -'- -- - - -----------'- ----- �'---'- - --'--�,,
500
--- -------'--------------------------------- �'--------- �'--'��
400
",'� --- �'� ------�---� ---r------+---r---+--- +---r---+--- +------+--- �'� --- ---+
300"
200
.''
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 506: Drainage Area 506
Runoff = 3,927.75 cfs @ 3.17 hrs, Volume= 253.273 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
4.000 70 Woods, Good, HSG C
114.600 74 >75% Grass cover, Good, HSG C
118.600 74 Weighted Average
118.600 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.5
100
0.0580
0.12
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
9.5
1,688
0.0390
2.96
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.7
1,529
0.0260
15.11 1,148.52
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
24.7 3,317 Total
Subcatchment 506: Drainage Area 506
Hydrograph
4,200 -- 3,927.75 cfs--'---; - - --- ---
4,000
3,800 -- -- - --r--- - -r ---r - --- YPQ
3,600 ' . - --- --- -- - - -- -
3,400 ' - - - ��
3,200
f,UI I PMP-Raiqfa,11=2 4f
-------- --
60
2,800 }-----',--- 4�u, - -� Q--a
3,000 -
ff Area 1-
2,600 l uno f-ve_�-ume 253
-- -- - 2,400 _ 3 -;
�'
2,200
U off
De th=25:
LL 2,000 -- -- -p
1,800
g �1 . io�v Len #h-3, F
1,400 --- �F---'r-'r--'r--- r---'r-- r--- i---'r--,---'r-- --- -- �'r-'�i�'2'r-#iii
1,200 r r
1,000 -_ _
800 --- --- ------ '--- --- '-- - - --
600
400-- ---- --
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 601: Drainage Area 601
Runoff = 1,225.91 cfs @ 3.03 hrs, Volume= 56.378 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
26.400 74 >75% Grass cover, Good, HSG C
26.400 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
8.3
100
0.0280
0.20
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
3.0
1,021
0.1470
5.75
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
1.0
725
0.0070
11.55 2,124.62
Channel Flow,
Area= 184.0 sf Perim= 63.0' r= 2.92'
n= 0.022 Earth. clean & straiaht
12.3 1,846 Total
Subcatchment 601: Drainage Area 601
Hydrograph
1,300
1,225.91 cfs
1,200
1,100-h
1,000
F01I - PUP
900
Runoff -A a� -a
y 800
Runoff V hire= 6. 37
r. 700
o
--
- --- --- --- --- --- --- ----- f flaDtl =25.'���63
Ru no
a 600
i
400
"
TC:=123mi
300
CN 7
200
inn
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 602: Drainage Area 602
Runoff = 1,852.11 cfs @ 3.13 hrs, Volume= 108.003 af, Depth=25.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
14.700 74 >75% Grass cover, Good, HSG C
37.000 70 Woods, Good, HSG C
51.700 71 Weighted Average
51.700 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
13.2
100
0.0620
0.13
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.43"
6.1
464
0.0650
1.27
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.6
1,585
0.0320
16.07 900.10
Channel Flow,
Area= 56.0 sf Perim= 36.5' r= 1.53'
n= 0.022 Earth. clean & straiaht
20.9 2,149 Total
Subcatchment 602: Drainage Area 602
Hydrograph
2,000 " : 1,852.11 cfs ---- -- ---
1,900 t
lype
1, 800 - -- -' 'r- - - ------ - -
--
1,700 -- ------ --- ------ -- --
1,600
--
1,500
F II PMP-- aiqfaN=2%4(
1,400 6 - = ' h
1,300 'r r r r ISun�f Are .�� �SJ
RUr�off-VOID 1e 'Ffl8.'00
H 1,200
1,100
c 1,000
runoff-Dapt=5=0 i
900 -- -- -
Fh - = '141
- -,
700 ' .
Tc=20:.9- Mi
600 --- -- - - --- 'r--- r--- r--- r--- i--- r--- --- r---'�--- i--- -- -'r--- --- -- - --- ---
500 --- --'r-- 4 ---'� ---'r- ---'� - ---'� - - _ - w' 7
400 . --- --- --------r---rr�� - - ---
300 -- ---- --
200 .'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 603: Drainage Area 603
Runoff = 6,756.14 cfs @ 3.03 hrs, Volume= 307.868 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
105.100 74 >75% Grass cover, Good, HSG C
40.100 70 Woods, Good, HSG C
145.200 73 Weighted Average
145.200 100.00% Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
6.6
100
0.0500
0.25
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
1.7
825
0.3000
8.22
Shallow Concentrated Flow,
Grassed Waterway Kv= 15.0 fps
3.8
3,372
0.0250
14.82 1,126.21
Channel Flow,
Area= 76.0 sf Perim= 46.5' r= 1.63'
n= 0.022 Earth. clean & straiaht
12.1 4,297 Total
Subcatchment 603: Drainage Area 603
Hydrograph
7,500
6,756 --- - - - ` -cfs
6,500
6,000 --- -- ---- -- -- -- — - -- - -- -,--- -- --- ---- ,- -- -, --- --- --- --- --
6' r
5,500 fullP :_P :11 9 4 -runoff Area-ac
5,000
4,500 F�unoff W o�1� 8 w - - me=3� :'�$6
a,000 13-apfn=
3
n© 4,.
0 3,500 , ---'
+-
LL
---- -- _
°vv � 9
--
Flow: Len th7*z 97'
3,000 �+
2,500 L' �'1'-�i
2,000 ' -
- - -CN=73
1,500
1,000
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 700: Drainage Area 700
Runoff = 3,102.89 cfs @ 3.01 hrs, Volume= 132.519 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
40.500 74 >75% Grass cover, Good, HSG C
22.000 70 Woods, Good, HSG C
62.500 73 Weighted Average
62.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 700: Drainage Area 700
Hydrograph
❑ Runoff
3,200 2.89 cfs
3 10
3,000
e
pM
1�
2,800 "
2,600
fall PMP -Rainfa'11=29 4f
2,400 "
-!- - '� - -- - off A
2,200 � '�, Rion' �� rea=62.500 a
y 2,000
unoff-Volume= 432.519
O 1 600 "------------,-------'-------'-------'-------'-------'-------'-------'----------------------------'-----------_��
ep
t -2544
-- 1,800 "
Runoff
1,400 ' �'
---r ---! ---! ---r ---!---+---r---+'--- +---r---+'--- +--- ---+'LL
- -- - - —1 �: 0 17ai
1,200 "
CN=7
1,000
800
600
400
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 800: Drainage Area 800
Runoff = 2,720.76 cfs @ 3.01 hrs, Volume= 116.600 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
49.100 74 >75% Grass cover, Good, HSG C
5.500 70 Woods, Good, HSG C
54.600 74 Weighted Average
54.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 800: Drainage Area 800
Hydrograph
❑ Runoff
2,800
- - 11
2,600
Type e
-- -- -- -- -+-- -
2,400
2,200������ F'���ull''�� PMP Rainfa''11=2946"
2,000 Runoff -Are a-= 54. 600 a'c
Runoff-Volume-4'I-6.'600 of
1,800
no pfh=25' 3',.
�. 1,600 -
0 1,400U. - - - - ff �'Da 6
- -- --- --- --- --- --- --- --- -- - - ---- -
1,200 - T�c=10:0 min
1,000
CN-74
800
600
400
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 900: Drainage Area 900
Runoff = 2,963.88 cfs @ 3.01 hrs, Volume= 126.582 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
48.500 74 >75% Grass cover, Good, HSG C
11.200 70 Woods, Good, HSG C
59.700 73 Weighted Average
59.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 900: Drainage Area 900
Hydrograph
zuu 2,963.88 cfs
3,000
2,800
2,600 4
ull.ftPi IJ-29 W
2,400
_F P infa. 4E
2,200
Runioff Area=59.700--a
2,000
um _ - T�.
1,800
uno�f �o e,, 58,
g 1,60o Runoff__Det)th=25 44
1,400 -
------ �,ci---,- - - - --
1�'.0 ii'ii
1,200 "
-- -- CIY-
7
1,000 F--4 --'F-- 1--4 --'-- 1--4 --'
800 "
600
400
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1000: Drainage Area 1000
Runoff = 809.23 cfs @ 3.01 hrs, Volume= 34.561 af, Depth=25.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
13.000 74 >75% Grass cover, Good, HSG C
3.300 70 Woods, Good, HSG C
16.300 73 Weighted Average
16.300 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1000: Drainage Area 1000
Hydrograph
❑ Runoff
850 809.23 cfs
800 -- -- --,' - -
- hype if
750
700 - --- --- --- h r
650 - - -----'p---
:Full AMP' Raln';fal1=9:46"
550 RO noff':: A
V - �u noff ow-MO.
w 500 r l =341 w�A6; f
FL 400 Runoff -De` fh=25: ,F
!� 44
_350 --- --- �5--- --- --- --- �'� --- �b---r--- 'r--- '--- --- �b--- �'� --- �b- t - 100 mid
300
250 --- = -- -� -- - - - - - - --' -----'-- C�J
200
150
100
0 1 2 3 4 5 6 7 8 9 10 1'1 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 1100: Drainage Area 1100
Runoff = 772.38 cfs @ 3.01 hrs, Volume= 33.101 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Descrigti
15.500 74 >75% Grass cover, Good, HSG C
15.500 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1100: Drainage Area 1100
Hydrograph
850'--- ------------'--- ------ - - - -
800 772.38 cfs
--
Yp
700 --------'--- +--
650 IY�I P i nfar rr- F� �i -'f J
A
550 :Runoff 'rArea- .A11,5.50 --i
Runoff 1foluMO=33-1-0'1--
y 500
w
o 400 -Runoff- - -
De th=25.
350 = -
00M
300
-- �--- -
250 --- --- - C.
i
200 _.
150
100
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1200: Drainage Area 1200
Runoff = 2,291.48 cfs @ 2.99 hrs, Volume= 91.401 af, Depth=25.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Descrigti
42.800 74 >75% Grass cover, Good, HSG C
42.800 100.00% Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
3.1 100
0.3300
0.54
Sheet Flow,
Grass: Short n= 0.150 P2= 3.43"
4.7 1,669
0.1560
5.92
Shallow Concentrated Flow,
Grassed Waterwav Kv= 15.0 fqs
7.8 1,769 Total
Subcatchment 1200: Drainage Area 1200
Hydrograph
■ Runoff
48 cfs
- -Type
Fu',II PMP IRc1infaI::1=29.46
Runof Area-42.800
a
Runoff Jume= 40
Runoff Depth=25.,'63
Flow Len::
9th=1,76'
�c=7 8 m i
r
f
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Subcatchment 1300: Drainage Area 1300
Runoff = 5,268.86 cfs @ 3.01 hrs, Volume= 247.123 af, Depth=29.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 6-hr Full PMP Rainfall=29.46"
Area (ac) CN Description
101.500 98 Water Surface, HSG C
101.500 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1300: Drainage Area 1300
Hydrograph
5,268.86 cfs
■ Runoff
5,500
:::Type5,000
Ni
4,500
f: IhPNFP-Reinfa1,N=29 4W'--
-- Runoff -Area-1 Q1. 00--a'
4,000
Runoff-Volume=247.
3,500 23 a
3 3,000
c -- - �� -
Runoff �De
LL 2,500l
-- --'- -- -- -- -- 1 Sl��- TC mi --
2, 000i j N''�=9�
1,500
--
son
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R100: Channel 100
[91] Warning: Storage range exceeded by 3.36'
[55] Hint: Peak inflow is 310% of Manning's capacity
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=4)
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 24.83" for Full PMP event
Inflow = 8,534.64 cfs @ 3.90 hrs, Volume= 2,330.013 of
Outflow = 8,020.52 cfs @ 3.71 hrs, Volume= 2,329.794 af, Atten= 6%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 14.15 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 6.81 fps, Avg. Travel Time= 0.5 min
Peak Storage= 124,145 cf @ 3.71 hrs
Average Depth at Peak Storage= 6.36'
Bank -Full Depth= 3.00' Flow Area= 252.0 sf, Capacity= 2,756.63 cfs
75.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 3.07' Top Width= 93.00'
Length= 220.0' Slope= 0.0091 T
Inlet Invert= 764.00', Outlet Invert= 762.00'

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Reach R100: Channel 100
Hydrograph
■ Inflow
■ Outflow
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Reach R506: Channel 506
[91] Warning: Storage range exceeded by 2.24'
[55] Hint: Peak inflow is 237% of Manning's capacity
[80] Warning: Exceeded Pond PTL by 3.30' @ 3.15 hrs (223.56 cfs 8.187 af)
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 23.70" for Full PMP event
Inflow = 3,927.75 cfs @ 3.17 hrs, Volume= 591.417 of
Outflow = 3,925.95 cfs @ 3.17 hrs, Volume= 591.312 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 15.90 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 6.13 fps, Avg. Travel Time= 0.9 min
Peak Storage= 80,888 cf @ 3.17 hrs
Average Depth at Peak Storage= 5.24'
Bank -Full Depth= 3.00' Flow Area= 126.0 sf, Capacity= 1,658.15 cfs
30.00' x 3.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 54.00'
Length= 328.0' Slope= 0.0161 T
Inlet Invert= 827.29', Outlet Invert= 822.00'

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Reach R506: Channel 506
Hydrograph
s
4,200 3,925.95 cfs `
4,000 -,-- -- i-� --- �F
3,800
3,600
3,400
3,200
3,000
2,800 ---'4---
2,600 r i
2,400 i r
3 2,200
3 2,000 r
LL 1,800
1,600 r
1,400
1,200
1,000 r
800
1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
■ Inflow
■ Outflow

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Summary for Reach R603: Channel 603
[91] Warning: Storage range exceeded by 5.03'
[55] Hint: Peak inflow is 558% of Manning's capacity
Inflow Area = 145.200 ac, 0.00% Impervious, Inflow Depth = 25.44" for Full PMP event
Inflow = 6,756.14 cfs @ 3.03 hrs, Volume= 307.868 of
Outflow = 6,610.89 cfs @ 3.05 hrs, Volume= 307.868 af, Atten= 2%, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Max. Velocity= 21.54 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 5.33 fps, Avg. Travel Time= 6.0 min
Peak Storage= 584,121 cf @ 3.05 hrs
Average Depth at Peak Storage= 7.03'
Bank -Full Depth= 2.00' Flow Area= 76.0 sf, Capacity= 1,210.85 cfs
30.00' x 2.00' deep channel, n= 0.025
Side Slope Z-value= 4.07' Top Width= 46.00'
Length= 1,903.0' Slope= 0.0373 T
Inlet Invert= 870.00', Outlet Invert= 799.00'

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Reach R603: Channel 603
Hydrograph
7,500
■Inflow
❑Outflow
7,000 6,610.8 ��OWra
9 cfs -, - 2 V� 70
6,500^� � '
6,000 - - Ava:flow L 1 i i
5,500
x e1-21.54 fps
5,000
4,500
w'" -�--- --- - --- --- --- -- ---
4,000 - - rilV�0
3 0'.0373 - 1/v --
0 3,500 -- -- -- --'-
LL
3,000
2,500
2,000
1,500 - - - -
1,000 -
500
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal-Ponds-PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P101: Culvert 101
[93] Warning: Storage range exceeded by 10.06'
[80] Warning: Exceeded Pond P200 by 7.71' @ 3.70 hrs (2,416.38 cfs 35.745 af)
[80] Warning: Exceeded Pond P400 by 4.47' @ 3.90 hrs (2,158.40 cfs 23.508 af)
[80] Warning: Exceeded Pond P600 by 0.58' @ 13.90 hrs (29.47 cfs 4.669 af)
Inflow Area = 1,123.800 ac, 11.00% Impervious, Inflow Depth > 25.97" for Full PMP event
Inflow = 25,755.35 cfs @ 3.02 hrs, Volume= 2,431.997 of
Outflow = 8,527.37 cfs @ 3.90 hrs, Volume= 2,324.973 af, Atten= 67%, Lag= 52.8 min
Primary = 8,527.37 cfs @ 3.90 hrs, Volume= 2,324.973 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 784.06' @ 3.90 hrs Surf.Area= 135.100 ac Storage= 1,070.355 of
Plug -Flow detention time= 212.7 min calculated for 2,324.973 of (96% of inflow)
Center -of -Mass det. time= 179.1 min (482.9 - 303.8 )
Volume Invert Avail.Storage Storage Description
#1 765.00' 1,070.355 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
765.00 103.130 0.000 0.000
766.00 106.820 104.975 104.975
767.00 110.170 108.495 213.470
768.00 113.590 111.880 325.350
769.00 116.950 115.270 440.620
770.00 120.320 118.635 559.255
771.00 124.090 122.205 681.460
772.00 127.820 125.955 807.415
773.00 131.480 129.650 937.065
774.00 135.100 133.290 1,070.355
Device Routing Invert Outlet Devices
#1 Primary 765.00' 120.0" W x 120.0" H Box Culvert X 5.00
L= 170.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 765.00' / 764.00' S= 0.0059 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
Primary OutFlow Max=8,555.22 cfs @ 3.90 hrs HW=783.98' TW=770.11' (Dynamic Tailwater)
t-1=Culvert (Inlet Controls 8,555.22 cfs @ 17.11 fps)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Pond P101: Culvert 101
Hydrograph
28,000
+ �q���W A�@a ■Inflow
1 ❑Primary
2 5, 75
26,000 - - Od aC--
�- j -- ---- -- - -'r-- y�aky : 0'--
24,000ep^ 'Ef�7w
22,000 gage1 70. 35
--� 0a- 20,000
1 0.0.. x 120.01'
18,000
o Ye''it 0
w 16,000 "- -
3 14,000--
--- h
L` 12,000 - -- - -- L=170.W
10,000 -- 8,527.37 cfs
- - - ----=.0'059-.�.--
8,000
6,000
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal-Ponds-PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P200: Culvert 200
[93] Warning: Storage range exceeded by 0.61'
[95] Warning: Outlet Device #2 rise exceeded
[90] Warning: Qout>Qin may require Finer Routing or smaller dt
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=10)
Inflow Area = 34.600 ac, 0.00% Impervious, Inflow Depth = 25.26" for Full PMP event
Inflow = 1,883.21 cfs @ 2.98 hrs, Volume= 72.826 of
Outflow = 1,888.67 cfs @ 2.97 hrs, Volume= 72.826 af, Atten= 0%, Lag= 0.0 min
Primary = 1,888.67 cfs @ 2.97 hrs, Volume= 75.805 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 782.61' @ 2.97 hrs Surf.Area= 1.420 ac Storage= 5.415 of
Plug -Flow detention time= 3.3 min calculated for 72.675 of (100% of inflow)
Center -of -Mass det. time= 3.3 min ( 195.6 - 192.3 )
Volume Invert Avail.Storage Storage Description
#1 771.00' 5.415 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
771.00 0.010 0.000 0.000
772.00 0.050 0.030 0.030
773.00 0.090 0.070 0.100
774.00 0.140 0.115 0.215
775.00 0.210 0.175 0.390
776.00 0.290 0.250 0.640
777.00 0.400 0.345 0.985
778.00 0.530 0.465 1.450
779.00 0.710 0.620 2.070
780.00 0.970 0.840 2.910
781.00 1.310 1.140 4.050
782.00 1.420 1.365 5.415
Device Routing Invert Outlet Devices
#1 Primary 771.00' 72.0" W x 72.0" H Box Culvert
L= 277.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 771.00' / 766.00' S= 0.0181 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
#2 Primary 780.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 76.00 153.00 187.00 197.00 208.00
Height (feet) 2.00 1.00 0.00 0.00 1.00 2.00
Primary OutFlow Max=1,812.70 cfs @ 2.97 hrs HW=782.51' TW=769.40' (Dynamic Tailwater)
t1=Culvert (Inlet Controls 503.01 cfs @ 13.97 fps)
2=Asymmetrical
Weir (Weir Controls 1,309.69 cfs @ 3.98 fps)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Pond P200: Culvert 200
Hydrograph
-- -- - -- -- - ---- -- -- - -- - - �-- _ ■ Inflow
2,100 _ -_1 ---- - - - - ---- -- ' ❑Primary
1'nflOW -Areal-34.600`aC
2,000 1,888.67 cfs
11900----'�-
S 4 -- ----- -- -- -- --
1,800 e
1,700 i
--St ra
1,500 -- ak
g `S-415 t
1,400
1,300 -- --'-
w1,200 - - - -r--- --r--- --- --- - - �r - -
1,100 -- -- 'r-
3
c 1,000 ,r r � r
a900 -- �'r---'r--- - -'r-- - '-- -- -'r---}--- i--- �'r-- -- - '-- -- --- - --- --- --- - - - -
800 -- - - --- ------r--- �'r-- -- -- - -- --- - ------------ - - - -
700 -- --- --- --- --- --- --- -- - - - - - --
600 -- �'� ---6-- -- --b--- �6--- �6---I--- --- �b-- -- --- �6--- --- - --- --- --- - +--- - -
500 -- �6 -- �S - - �'� -- --b--- �5--- �5---r--- 4--- �b-- -- --- �5--- --- -- --- --- --- - - - -
400 -- - ----------4- -- -'r-- -- --- --- --- --- ---
300 - - - -
' ; --- �'�--- �'_---+---+---+---+--- +--- �'�--- �'_------+---+---+--- +--- +--- �_---
200
100
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Summary for Pond P300: Culvert 300
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=10)
Inflow Area = 41.300 ac, 0.00% Impervious, Inflow Depth = 25.07" for Full PMP event
Inflow = 1,697.88 cfs @ 3.07 hrs, Volume= 86.277 of
Outflow = 769.58 cfs @ 3.24 hrs, Volume= 86.277 af, Atten= 55%, Lag= 10.3 min
Primary = 769.58 cfs @ 3.24 hrs, Volume= 97.428 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 792.76' @ 3.27 hrs Surf.Area= 2.650 ac Storage= 21.361 of
Plug -Flow detention time= 11.9 min calculated for 86.098 of (100% of inflow)
Center -of -Mass det. time= 12.0 min ( 213.0 - 201.0 )
Volume Invert Avail.Storage Storage Description
#1 769.00' 68.595 of Custom Stage Data (Prismatic) Listed below (Recalc)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Elevation Surf.Area
Inc.Store Cum.Store
(feet) (acres)
(acre-feet) (acre-feet)
769.00
0.010
0.000 0.000
770.00
0.030
0.020 0.020
771.00
0.070
0.050 0.070
772.00
0.110
0.090 0.160
773.00
0.160
0.135 0.295
774.00
0.200
0.180 0.475
775.00
0.250
0.225 0.700
776.00
0.300
0.275 0.975
777.00
0.360
0.330 1.305
778.00
0.420
0.390 1.695
779.00
0.490
0.455 2.150
780.00
0.570
0.530 2.680
781.00
0.660
0.615 3.295
782.00
0.770
0.715 4.010
783.00
0.880
0.825 4.835
784.00
1.010
0.945 5.780
785.00
1.160
1.085 6.865
786.00
1.310
1.235 8.100
787.00
1.490
1.400 9.500
788.00
1.670
1.580 11.080
789.00
1.870
1.770 12.850
790.00
2.080
1.975 14.825
791.00
2.290
2.185 17.010
792.00
2.490
2.390 19.400
793.00
2.700
2.595 21.995
794.00
2.920
2.810 24.805
795.00
3.160
3.040 27.845
796.00
3.410
3.285 31.130
797.00
3.690
3.550 34.680
798.00
3.970
3.830 38.510
799.00
4.270
4.120 42.630
800.00
4.640
4.455 47.085
801.00
5.140
4.890 51.975
802.00
5.460
5.300 57.275
803.00
5.660
5.560 62.835
804.00
5.860
5.760 68.595
Device Routing
Invert Outlet Devices
#1 Primary
769.00' 72.0" W x 72.0" H Box Culvert
L= 240.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 769.00' / 765.00' S= 0.0167 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
#2 Primary
800.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 22.00 45.00 68.00 91.00 118.00 163.00 207.00
252.00 285.00
Height (feet) 4.00 3.00 2.00 1.00 0.00 0.00 1.00 2.00 3.00 4.00
Primary OutFlow Max=769.23 cfs @ 3.24 hrs HW=792.71' TW=772.48' (Dynamic Tailwater)
1=Culvert (Inlet Controls 769.23 cfs @ 21.37 fps)
t2=Asymmetrical
Weir ( Controls 0.00 cfs)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Pond P300: Culvert 300
Hydrograph
;FE
Inflow
1,900
1,697.88 cfs
❑ Primary
1,800
- -- -- - --. . I nffow -Area--1'a d
�
'
1,700
,
1,600
Peak Elev=792.76' --
1,500
1,400
4r f
1,300
"
1,200
y 1,100
w
1,000
c 900
769.58 cfs
700
600
500
..
300
1001"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal-Ponds-PMP Type/1 6-hr Full PMP Rainfall=29.46"
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Summary for Pond P400: Culvert 400
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=9)
Inflow Area = 72.100 ac, 0.00% Impervious, Inflow Depth = 25.44" for Full PMP event
Inflow = 3,403.12 cfs @ 3.03 hrs, Volume= 152.874 of
Outflow = 2,852.27 cfs @ 3.10 hrs, Volume= 152.874 af, Atten= 16%, Lag= 4.1 min
Primary = 2,852.27 cfs @ 3.10 hrs, Volume= 165.891 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 784.43' @ 3.10 hrs Surf.Area= 4.981 ac Storage= 32.557 of
Plug -Flow detention time= 13.8 min calculated for 152.556 of (100% of inflow)
Center -of -Mass det. time= 14.0 min ( 210.3 - 196.3 )
Volume Invert Avail.Storage Storage Description
#1 768.00' 67.495 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (acres)
(acre-feet) (acre-feet)
768.00
0.010
0.000 0.000
769.00
0.050
0.030 0.030
770.00
0.110
0.080 0.110
771.00
0.250
0.180 0.290
772.00
0.440
0.345 0.635
773.00
0.680
0.560 1.195
774.00
0.970
0.825 2.020
775.00
1.330
1.150 3.170
776.00
1.650
1.490 4.660
777.00
2.030
1.840 6.500
778.00
2.450
2.240 8.740
779.00
2.870
2.660 11.400
780.00
3.270
3.070 14.470
781.00
3.620
3.445 17.915
782.00
3.980
3.800 21.715
783.00
4.370
4.175 25.890
784.00
4.780
4.575 30.465
785.00
5.250
5.015 35.480
786.00
5.710
5.480 40.960
787.00
6.160
5.935 46.895
788.00
6.620
6.390 53.285
789.00
7.110
6.865 60.150
790.00
7.580
7.345 67.495
Device Routing
Invert Outlet Devices
#1 Primary
768.00' 84.0" W x 84.0" H Box Culvert
L= 127.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 768.00' / 765.00' S= 0.0236 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 49.00 sf
#2 Primary
780.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 12.00 26.00 39.00 53.00 67.00 80.00 94.00

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 41
107.00 121.00 135.00 147.00 164.00 181.00 198.00 215.00 233.00
250.00 267.00 284.00 301.00 316.00
Height (feet) 10.00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00
0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Primary OutFlow Max=2,825.41 cfs @ 3.10 hrs HW=784.40' TW=771.24' (Dynamic Tailwater)
�__2=Asymmetricall
1=Culvert (Inlet Controls 821.42 cfs @ 16.76 fps)
Weir (Weir Controls 2,003.99 cfs @ 4.82 fps)
Pond P400: Culvert 400
Hydrograph
rr _ r r r _ r
Inflow
318003,403.12
cfs .- -- -- - -- r r
❑ Primary
3,600
---
Inflow -Area= 2 -1 Mae -
31400
------- , -- --
3,200
8 - - -' - --
Peak-ev
3,000
2 52.27 cfs
#41'a of
2,600
2,400
y 2,200
2,000
-
c 1,800
- - - - - - - r--- - - - - - -- r-- -
a 1,600
1,400
1,200
1,000
..
800
600
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal-Ponds-PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P500: Culvert 500
[90] Warning: Qout>Qin may require Finer Routing or smaller dt
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=9)
[80] Warning: Exceeded Pond P502 by 3.61' @ 13.15 hrs (132.15 cfs 8.476 af)
Inflow Area = 399.600 ac, 5.54% Impervious, Inflow Depth > 24.15" for Full PMP event
Inflow = 4,281.74 cfs @ 3.01 hrs, Volume= 804.235 of
Outflow = 4,429.63 cfs @ 3.95 hrs, Volume= 803.491 af, Atten= 0%, Lag= 56.4 min
Primary = 4,429.63 cfs @ 3.95 hrs, Volume= 838.738 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 784.95' @ 3.90 hrs Surf.Area= 6.865 ac Storage= 73.613 of
Plug -Flow detention time= 20.4 min calculated for 801.820 of (100% of inflow)
Center -of -Mass det. time= 19.5 min (491.0 - 471.5 )
Volume Invert Avail.Storage Storage Description
#1 766.00' 111.790 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
766.00
0.580
0.000
0.000
767.00
0.710
0.645
0.645
768.00
1.010
0.860
1.505
769.00
1.420
1.215
2.720
770.00
1.810
1.615
4.335
771.00
2.250
2.030
6.365
772.00
2.730
2.490
8.855
773.00
3.140
2.935
11.790
774.00
3.510
3.325
15.115
775.00
3.930
3.720
18.835
776.00
4.310
4.120
22.955
777.00
4.710
4.510
27.465
778.00
5.030
4.870
32.335
779.00
5.300
5.165
37.500
780.00
5.580
5.440
42.940
781.00
5.820
5.700
48.640
782.00
6.070
5.945
54.585
783.00
6.330
6.200
60.785
784.00
6.600
6.465
67.250
785.00
6.880
6.740
73.990
786.00
7.150
7.015
81.005
787.00
7.430
7.290
88.295
788.00
7.700
7.565
95.860
789.00
7.970
7.835
103.695
790.00
8.220
8.095
111.790
Device Routing Invert Outlet Devices
#1 Primary 765.60' 120.0" W x 120.0" H Box Culvert
L= 125.0' Box, 10-30' wingwalls, square crown, Ke= 0.500

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Inlet / Outlet Invert= 765.60' / 765.00' S= 0.0048 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
#2 Primary 780.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 20.00 41.00 62.00 81.00 103.00 124.00 145.00
166.00 187.00 208.00 221.00 234.00 247.00 260.00 273.00 286.00
300.00 313.00 325.00 340.00 352.00
Height (feet) 10.00 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00
0.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Primary OutFlow Max=4,117.51 cfs @ 3.95 hrs HW=784.92' TW=777.96' (Dynamic Tailwater)
�--2=Asymmetrical
1=Culvert (Inlet Controls 1,269.69 cfs @ 12.70 fps)
Weir (Weir Controls 2,847.82 cfs @ 5.11 fps)
w
3
0
U.
k
k
4
Pond P500: Culvert 500
Hydrograph
® 101:• ' 309.•
•
:Stora• - •
i
I�
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 44
Summary for Pond P502: Culvert 502
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=4)
Inflow Area = 49.900 ac, 0.00% Impervious, Inflow Depth = 25.44" for Full PMP event
Inflow = 1,717.54 cfs @ 3.15 hrs, Volume= 105.803 of
Outflow = 651.15 cfs @ 3.55 hrs, Volume= 105.803 af, Atten= 62%, Lag= 23.9 min
Primary = 651.15 cfs @ 3.55 hrs, Volume= 105.803 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 798.04' @ 3.46 hrs Surf.Area= 3.719 ac Storage= 35.245 of
Plug -Flow detention time= 23.3 min calculated for 105.803 of (100% of inflow)
Center -of -Mass det. time= 22.2 min ( 229.0 - 206.8 )
Volume Invert Avail.Storage Storage Description
#1 777.00' 96.995 of Custom Stage Data (Prismatic) Listed below (Recalc)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
777.00
0.040
0.000
0.000
778.00
0.110
0.075
0.075
779.00
0.210
0.160
0.235
780.00
0.320
0.265
0.500
781.00
0.560
0.440
0.940
782.00
0.760
0.660
1.600
783.00
0.890
0.825
2.425
784.00
1.020
0.955
3.380
785.00
1.140
1.080
4.460
786.00
1.290
1.215
5.675
787.00
1.460
1.375
7.050
788.00
1.630
1.545
8.595
789.00
1.820
1.725
10.320
790.00
2.020
1.920
12.240
791.00
2.220
2.120
14.360
792.00
2.430
2.325
16.685
793.00
2.670
2.550
19.235
794.00
2.860
2.765
22.000
795.00
3.060
2.960
24.960
796.00
3.270
3.165
28.125
797.00
3.480
3.375
31.500
798.00
3.710
3.595
35.095
799.00
3.940
3.825
38.920
800.00
4.180
4.060
42.980
801.00
4.400
4.290
47.270
802.00
4.630
4.515
51.785
803.00
4.870
4.750
56.535
804.00
5.120
4.995
61.530
805.00
5.370
5.245
66.775
806.00
5.630
5.500
72.275
807.00
5.900
5.765
78.040
808.00
6.170
6.035
84.075
809.00
6.450
6.310
90.385
810.00
6.770
6.610
96.995
Device Routina Invert Outlet Devices
#1 Primary 777.00' 72.0" W x 72.0" H Box Culvert
L= 176.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 777.00' / 775.00' S= 0.0114 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 36.00 sf
#2 Primary 801.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 20.00 42.00 61.00 81.00 102.00 122.00 142.00
162.00 182.00 200.00 210.00 219.00 229.00 239.00 249.00 259.00
269.00 279.00 289.00
Height (feet) 9.00 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00
Primary OutFlow Max=651.05 cfs @ 3.55 hrs HW=797.86' TW=783.76' (Dynamic Tailwater)
1=Culvert (Inlet Controls 651.05 cfs @ 18.08 fps)
t2=Asymmetrical
Weir ( Controls 0.00 cfs)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Pond P502: Culvert 502
Hydrograph
■ Inflow
1900
,
� � d � '
❑Primary
1,800
--
Inflow Ar ai-#9' 9 -ac
1,700
.'
` 7
1,600
C
ea 798.04'
1,500
1,400
,:'
� Q
Y aqq+ p=
1,300
..
1,200
H 1,100
..
••
--r-
800
.•
651.15 cfs
700
600
500
400
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal-Ponds-PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P505: Culvert 505
Inflow Area = 299.500 ac, 7.39% Impervious, Inflow Depth > 23.69" for Full PMP event
Inflow = 3,925.95 cfs @ 3.17 hrs, Volume= 591.312 of
Outflow = 2,924.77 cfs @ 3.33 hrs, Volume= 591.228 af, Atten= 26%, Lag= 9.3 min
Primary = 2,924.77 cfs @ 3.33 hrs, Volume= 591.228 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 819.92' @ 3.33 hrs Surf.Area= 4.944 ac Storage= 51.607 of
Plug -Flow detention time= 7.2 min calculated for 591.228 of (100% of inflow)
Center -of -Mass det. time= 7.1 min ( 565.3 - 558.2 )
Volume
Invert Avail.Storage Storage
Description
#1
792.00'
62.635 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
792.00
0.020
0.000
0.000
793.00
0.060
0.040
0.040
794.00
0.100
0.080
0.120
795.00
0.160
0.130
0.250
796.00
0.230
0.195
0.445
797.00
0.310
0.270
0.715
798.00
0.410
0.360
1.075
799.00
0.510
0.460
1.535
800.00
0.630
0.570
2.105
801.00
0.750
0.690
2.795
802.00
0.870
0.810
3.605
803.00
1.010
0.940
4.545
804.00
1.150
1.080
5.625
805.00
1.310
1.230
6.855
806.00
1.490
1.400
8.255
807.00
1.730
1.610
9.865
808.00
1.970
1.850
11.715
809.00
2.190
2.080
13.795
810.00
2.400
2.295
16.090
811.00
2.620
2.510
18.600
812.00
2.830
2.725
21.325
813.00
3.060
2.945
24.270
814.00
3.290
3.175
27.445
815.00
3.540
3.415
30.860
816.00
3.810
3.675
34.535
817.00
4.080
3.945
38.480
818.00
4.360
4.220
42.700
819.00
4.660
4.510
47.210
820.00
4.970
4.815
52.025
821.00
5.300
5.135
57.160
822.00
5.650
5.475
62.635

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Device Routing Invert Outlet Devices
#1 Primary 792.00' 108.0" W x 108.0" H Box Culvert
L= 195.0' Box, 10-300 wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 792.00' / 786.00' S= 0.0308 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 81.00 sf
#2 Primary 818.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 10.00 20.00 66.00 145.00 276.00
Height (feet) 2.00 1.00 0.00 0.00 1.00 2.00
Primary OutFlow Max=2,884.29 cfs @ 3.33 hrs HW=819.88' TW=784.11' (Dynamic Tailwater)
�--2=Asymmetrical
1=Culvert (Inlet Controls 1,882.90 cfs @ 23.25 fps)
Weir (Weir Controls 1,001.39 cfs @ 2.76 fps)
Pond P505: Culvert 505
Hydrograph
-- -" -- -- "- --
3,925.95 c s
--A--'-- A
"; " in- II1�1/--0 a
4,000
:' ; .-500
3,800
'= P@a-==Elev 819'9'
3,600
3,00
3,200
n^
orag-e ---- 5-'[• GV 7 _
2,924.77 cfs
3,000
"" - ,- --
2,800
2,600
-----r------�---------
0 2,400
-
3 2,200
"" -' : -- - ---- --- ------ ---------- -
° 2,000
LL
1,800
1,600
T-
1,4001,000
800
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond P600: Culvert 600
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=9)
Inflow Area = 223.300 ac, 0.00% Impervious, Inflow Depth = 25.38" for Full PMP event
Inflow = 9,469.37 cfs @ 3.06 hrs, Volume= 472.248 of
Outflow = 2,150.08 cfs @ 3.33 hrs, Volume= 472.248 af, Atten= 77%, Lag= 16.5 min
Primary = 2,150.08 cfs @ 3.33 hrs, Volume= 472.248 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 793.78' @ 3.39 hrs Surf.Area= 17.389 ac Storage= 200.865 of
Plug -Flow detention time= 43.8 min calculated for 471.267 of (100% of inflow)
Center -of -Mass det. time= 44.0 min ( 244.1 - 200.2 )
Volume Invert Avail.Storage Storage Description
#1 767.00' 300.180 of Custom Stage Data (Prismatic) Listed below (Recalc)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
767.00
0.010
0.000 0.000
768.00
0.070
0.040 0.040
769.00
0.150
0.110 0.150
770.00
0.240
0.195 0.345
771.00
0.520
0.380 0.725
772.00
0.950
0.735 1.460
773.00
1.480
1.215 2.675
774.00
2.100
1.790 4.465
775.00
2.730
2.415 6.880
776.00
3.410
3.070 9.950
777.00
4.190
3.800 13.750
778.00
5.140
4.665 18.415
779.00
6.080
5.610 24.025
780.00
6.670
6.375 30.400
781.00
7.400
7.035 37.435
782.00
8.200
7.800 45.235
783.00
9.160
8.680 53.915
784.00
10.080
9.620 63.535
785.00
11.000
10.540 74.075
786.00
11.950
11.475 85.550
787.00
12.770
12.360 97.910
788.00
13.490
13.130 111.040
789.00
14.280
13.885 124.925
790.00
15.000
14.640 139.565
791.00
15.640
15.320 154.885
792.00
16.300
15.970 170.855
793.00
16.920
16.610 187.465
794.00
17.520
17.220 204.685
795.00
18.140
17.830 222.515
796.00
18.800
18.470 240.985
797.00
19.360
19.080 260.065
798.00
20.050
19.705 279.770
799.00
20.770
20.410 300.180
Device Routing
Invert Outlet Devices
#1 Primary
767.00' 120.0" W x 120.0" H Box Culvert
L= 215.0' Box, 10-30' wingwalls, square crown, Ke= 0.500
Inlet / Outlet Invert= 767.00' / 765.00' S= 0.0093 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 100.00 sf
#2 Primary
795.00' Asymmetrical Weir, C= 3.27
Offset (feet) 0.00 55.00 112.00 166.00 222.00 262.00 310.00
355.00 396.00 441.00
Height (feet) 4.00 3.00 2.00 1.00 0.00 0.00 1.00 2.00 3.00 4.00
Primary OutFlow Max=2,149.41 cfs @ 3.33 hrs HW=793.70' TW=772.92' (Dynamic Tailwater)
�--2=Asymmetrical
1=Culvert (Inlet Controls 2,149.41 cfs @ 21.49 fps)
Weir ( Controls 0.00 cfs)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Pond P600: Culvert 600
Hydrograph
■ Inflow
10,500
; " .' 9,46
--- --,'-- -- -' - -
$p '
❑Primary
10,000
ee- Ii�ffWAr — -- -ac --
9,500
9,000Peak-Eiev=7937$'
8,500
8,000
-
- - -' --- Storage=204.865-a'f
7,500
"" ,-' r
-- --'- -- -- - --
7, 000
."' --- i-
,� --- �'r ------r--- --- ---� -- - - - - -
w 6,000
"" '"
= 5,500
"" ."'
-- --'- r -- -- - --
c 5,000
""
a 4,500
--- -S --- --- ---ii- -- --- - --� --- - -
4,000
"" i " ;'� ---'�r ---r-�
--- �'r -- �'��--------- ------ --- - -
3,500
i " . - �'�r----i-�
--- -'r� ---F - --- ---i- -- ------ --- ---
3,000
- - ---
2,500
"" ; 2,150.08 cfs
-- - -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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Summary for Pond PTL: Transmission Line ROW Culvert
[93] Warning: Storage range exceeded by 92.88'
[90] Warning: Qout>Qin may require Finer Routing or smaller dt
[87] Warning: Oscillations may require Finer Routing or smaller dt (severity=16)
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 22.44" for Full PMP event
Inflow = 2,322.19 cfs @ 12.47 hrs, Volume= 338.260 of
Outflow = 2,415.09 cfs @ 12.45 hrs, Volume= 338.143 af, Atten= 0%, Lag= 0.0 min
Primary = 2,415.09 cfs @ 12.45 hrs, Volume= 338.143 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 2
Peak Elev= 926.88' @ 12.45 hrs Surf.Area= 40,648 sf Storage= 96,583 cf
Plug -Flow detention time= 1.8 min calculated for 338.143 of (100% of inflow)
Center -of -Mass det. time= 1.6 min ( 819.6 - 818.0 )
Volume Invert Avail.Storage Storage Description
#1 828.09' 96,583 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
828.09 140 0 0
829.00 3,089 1,469 1,469
830.00 7,796 5,443 6,912
831.00 13,671 10,734 17,645
832.00 21,376 17,524 35,169
833.00 30,402 25,889 61,058
834.00 40,648 35,525 96,583
Device Routing Invert Outlet Devices
#1 Primary 828.09' 96.0" W x 72.0" H Box Culvert
L= 160.0' Box, 30-75' wingwalls, square crown, Ke= 0.400
Inlet / Outlet Invert= 828.09' / 827.29' S= 0.0050 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 48.00 sf
Primary OutFlow Max=2,405.46 cfs @ 12.45 hrs HW=926.13' TW=830.94' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 2,405.46 cfs @ 50.11 fps)

Closure By Removal_Ponds_PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
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N
w
V
3
0
LL
Pond PTL: Transmission Line ROW Culvert
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
❑ Primary

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD®10.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 54
Summary for Link 1L: OuffalI to Lake Norman
Inflow Area = 1,126.160 ac, 10.98% Impervious, Inflow Depth > 24.83" for Full PMP event
Inflow = 8,020.52 cfs @ 3.71 hrs, Volume= 2,329.794 of
Primary = 8,020.52 cfs @ 3.71 hrs, Volume= 2,329.794 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Link 1 L: Outfal I to Lake Norman
Hydrograph
8,020 50.5f cfs
a,5oo Inflow: p►ra=1,12 60 a
7,500
7,000
6,500
6,000
5,500
- - --- -- --- --- --- --- ---
w 5,000 -
3 4,500
i10 4,000
r
3,500
3,000
2,500
2,000
1,500
1,000
500
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Inflow
■ Primary

Closure By Removal—Ponds—PMP Type/1 6-hr Full PMP Rainfall=29.46"
Prepared by AECOM Printed 12/2/2019
HydroCAD010.00 s/n 00695 ©2013 HydroCAD Software Solutions LLC Page 55
Summary for Link 2L: Structural Fill Redirection (Main Channel Flow)
Flow from Main Ditch Channel into Culvert
Inflow Area = 180.900 ac, 12.23% Impervious, Inflow Depth > 22.44" for Full PMP event
Inflow = 2,322.19 cfs @ 12.47 hrs, Volume= 338.260 of
Primary = 2,322.19 cfs @ 12.47 hrs, Volume= 338.260 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Full PMP Primary Outflow Imported from G:\Cincinnati\DCS\Projects\D\Duke Energy\60432116 Marshall Station Closure
w
w
u
3
0
LL
Link 2L: Structural Fill Redirection (Main Channel Flow)
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
❑ Inflow —111
❑ Primary

APPENDIX C2
SOIL QUANTITIES

I_a141•7►i
Job
Description
Duke Energy —Marshall Closure Project No. 60603377
Soil Quantity Calculations
Computed by JW
Checked by RJB
Sheet 1 of 2
Date 12/05/19
Date 12/05/19
The purpose of this memorandum is to summarize the results of the soil cut/fill quantity
calculations for the closure of the Marshall Steam Station (MSS) Ash Basin (It is noted that
material swelling, shrinkage, settlement, and wastage were not considered at this stage of the
design in the volume estimates reported herein). Soil quantities associated with the future on -
site lined CCR landfill will be defined as part of its permit application, which will follow NCDEQ
approval of the Closure Plan. Figures supporting the calculations discussed herein are provided
as attachments and are referenced herein.
METHODOLOGY
The soil cut/fill quantities were calculated by comparing the existing grades (see Figure C2-
1) and the CCR closure by excavation grades (see Figure C2-2) to the final closure grades
(see Figure C2-3) using AutoCAD Civil 3D version 2018 (AutoCAD). Two separate isopach
maps depicting the soil cut/fill volumes are provided as Figures C2-4 and C2-5. These
isopach maps represent a comparison of the existing grades and the CCR closure by
excavation grades to the final closure grades for the stormwater channels (Figure C2-4), and
the existing grades, CCR closure by excavation grades, and final closure grades for the
stormwater channels to the final closure grades for the access/haul roads (Figure C2-5).
QUANTITY SUMMARIES
The estimated soil cut/fill quantities are summarized in Table 1 below.
Table 1— Summary of Estimated Soil Quantities
Material Description
Volume (CY)
Soil Cut (Final Closure Grading - Channels)
630,580
Soil Fill (Final Closure Grading - Channels)
567,690
Total Excess Soil (Final Closure Grading - Channels)
62,890
Soil Cut (Final Closure Grading - Access/Haul Roads)
213,500
Soil Fill (Final Closure Grading - Access/Haul Roads)
328,900
Total Soil Needed (Final Closure Grading - Access/Haul Roads)
115,400
Total Soil Needed
52,510

AECOM
Job Duke Energy —Marshall Closure
Description Soil Quantity Calculations
IV.
Project No.
60603377
Sheet
2 of 2
Computed by
JW
Date
12/05/19
Checked by
RJB
Date
12/05/19
Based on the calculations performed as part of the analysis described herein, approximately
52,510 CY of soil is needed.
ATTACHMENTS
Attachment A: Fiqures
- Figure C2-1— Existing Topography
- Figure C2-2 — CCR Closure -by -Excavation Grading Plan
- Figure C2-3 — Final Closure Grading Plan
- Figure C2-4 — Final Closure Grading - Channels Isopach Map
- Figure C2-5 — Final Closure Grading - Access/Haul Roads Isopach Map

ATTACHMENT A
Figures

T
2
T
4
T
5
T
6
T
7
S
FIGURE C2-1 I REV. A
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W.E. = 789.7 / / — l `\\ \\ \
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WAS ATER
ATMENT
NPDES PERMITTED
jUTFALL 002
ASH BASIN DAM
LEGEND
EXISTING MAJOR TOPOGRAPHIC CONTOUR
EXISTING MINOR TOPOGRAPHIC CONTOUR
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
MAR-145 UPDATED ASH BASIN WASTE BOUNDARY
(APPROXIMATE)
............. EXISTING SITE FEATURE (APPROXIMATE)
ILF PHASE LIMIT (APPROXIMATE)
PROPERTY BOUNDARY
100 YEAR FLOOD PLAIN FEMA
DENOTES AREAS OF ASH BASIN CLOSED BY EXCAVATION AS
PART OF MAR-145 PROJECT
I, 1 Tr- #-%
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
2. MAR-145 STRUCTURAL FILL STORMWATER REDIRECT CHANNEL, TEMPORARY STORMWATER POND, AND TEMPORARY FORCE MAIN WERE
COMPLETED PRIOR TO IMPLEMENTATION OF CLOSURE. A PERMIT APPLICATION FOR THE WORK WAS SUBMITTED TO NCDEQ ON MARCH 20,
2018 AND CONDITIONALLY APPROVED ON JUNE 20, 2018.
REFERENCES
1. THE EXISTING TOPOGRAPHIC CONTOURS PRESENTED IN THIS FIGURE ARE BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AS WELL AS AN ADDITIONAL TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
JANUARY 2016. IT WAS FURTHER SUPPLEMENTED BY THE MARSHALL STEAM STATION ACTIVE ASH BASIN DAM, PRINCIPAL SPILLWAY
REPLACEMENT AND AUXILIARY SPILLWAY MODIFICATION RECORD DRAWINGS, DATED NOVEMBER 11, 2016, BY THE EXISTING DAM
TOPOGRAPHIC SURVEY AS -BUILT DRAWINGS SUBMITTED BY ESP TO DUKE ENERGY ON AUGUST 20, 2015, BY THE MARSHALL 2018 ANNUAL
SURVEY, DATED MAY 8, 2018, BY THE MARSHALL STEAM STATION -ROTATION BASIN, FINAL DESIGN REPORT, RETENTION BASIN
(PROPOSED), SCOPE I, COMPLETED BY BURNS AND MCDONNELL AND DATED SEPTEMBER 2017, BY THE WATER TREATMENT SYSTEM PAD,
ISSUED FOR CONSTRUCTION (ADDENDUM 1) DESIGN PACKAGE, COMPLETED BY AECOM AND DATED JUNE 12, 2019, AND BY THE
STRUCTURAL FILL STORMWATER REDIRECTION AND TEMPORARY STORMWATER PONDS (MAR-145), ISSUED FOR CONSTRUCTION
(ADDENDUM 3) DESIGN PACKAGE, COMPLETED BY AECOM AND DATED MAY 13, 2019.
2. CONTOURS DEPICTED BENEATH THE WATER SURFACE ARE BASED ON THE BATHYMETRIC SURVEY PERFORMED BY ESP IN JULY 2014.
3. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I AND II), STRUCTURAL FILL, FGD LANDFILL,
ASBESTOS LANDFILL, AND DEMOLITION LANDFILL PRESENTED IN THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE
ASSESSMENT UPDATE" PREPARED BY SYNTERRA FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0004987) ON
JANUARY 31, 2018.
4. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE IS BASED ON THE "MARSHALL STEAM STATION
STRUCTURAL FILL CLOSURE REQUIREMENT AND RECORDATION (RECORD NUMBER: 006021 MS)" LETTER SUBMITTED TO THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES BY DUKE POWER ON JULY 8, 1998.
5. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS PROVIDED BY DUKE ENERGY.
6. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE CATAWBA COUNTY GIS, THE TOPOGRAPHIC SURVEY
PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AND THE "BOUNDARY SURVEY OF PROPERTY TO BE
ACQUIRED FROM DELMAR SHERRILL AND GEORGE C. SHERRILL" DATED JANUARY 27, 2016.
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
A=COM
EXISTING TOPOGRAPHY
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR
ISSUED FOR APPROVAL
DUKEDWG
ENF RGYC
SCALE: AS SHOWN
DES:
JMW
TYPE : .DWG
DFTR R.
MAW
JOB N0: 60603377
CHKD:
RJB
DATE: 12/05/2019
ENGR:
RJB
FILENAME: APPENDIX C2.DWG
APPD:
JAB
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34.0"
FIGURE C2-1
A
C
m
N
3
70
m
D

2 3 4 5 6 7 8 FIGURE C2-2 REV. A
d ISLAND POINT ROAD
;,- '_-\ IIII--===_ ===�_____�\\.�, - _ •• _ � LEGEND
-\\i--
//,
r� r 111j llh l� t '/r'�\l ` // % 1 i EXISTING MAJOR TOPOGRAPHIC CONTOUR
/ INDUSTRIAL LANDFILL ILF 1/llal, ll \1� g50 I 1 I , i
PERMIT NO. 1812 f •l4rlul/'il �:,\�� —.,� I 1 / l/ / - a�
,.: ♦ \IIII\ \ `\ III- "I'll-9'^' b lhilii111�1y/ \III \\�•�li \'t�� z� d`�,�, __`~,, Il1.t ''iI... 11 )`� ��hlr1ll/rllll�ns!� \`\\\��\\�, - �3
_ EXISTING MINOR TOPOGRAPHIC CONTOUR`
�= ____- 1 /la t ♦ \\\\ \ t /' / _
;ILF PHASE I = --===J1l' ��il� : / \ \\�\\\\\1\`— r� I I I I Ic \ ;,—_--___—
�1 \ \\\1\\I II \\1 11\ \ / _ . = /'/II800 ESTIMATED BOTTOM OF CCR MAJOR TOPOGRAPHIC CONTOUR
'IJII I'\ ♦ \\\ ♦ fir- t —Jl l It Jl t I 1 1 11 \ 11 \ \\ \ / `� \\t f' i_ ='i/ III +'
SEE NOTE 6 _== JI IlG J I \ f /"
(!) r r\\I ,(1 � ♦ � \\ r / III,__=-- _=--- �� ` ^= -- / \\\II 1 1 \ \ `-''! / _ t \ `- _ 1 •�,\\\ \\ \\ \ r- rJ,
ESTIMATED BOTTOM OF CCR MINOR TOPOGRAPHIC CONTOUR
\ (n , , �II ♦ \r"" 11/ i-� _-=^ .r,/ /� i�' •/'/j�al)/ f-�!• \ r' S`<\(�` \ (\(� i ' '�% i 1 r ,/ � 1 xl x � x�,?- i+ ' i ,gyp _ �,'� J � i , I,\��\\`�\\11
\\ O' f II I ♦I�\L-- .•,'/�,v / 'r�ri�\� 11♦`' ,c \,�.\`, i �— =— %,�'. I / // �' /'� ,/ r r`�. �� %-- �(�,/, 11 ��:\\\►IIIC+. ASH BASIN WASTE BOUNDARY (APPROXIMATE)
/ MAR-145 STRUCTURAL \` II ;) � I PROPOSED Af 1�'/riri f� ll1 ♦ ,r
\ Z' , ( ) r r,/ // > r r DEMOLITION LANDFILL ' -/' %�I / I / ( ' / l / ` ` --
/ FILL STORMWATER r 1 // 1 ti /�/ I ILF PHASE II ✓ try'/(/1�// l,f I I/ ,� / . 1 ! 1 / /' \ `\, \� "�, �1\\<< �_�_ �� �;ilili�i�
\ `— �_ �\ �_: :+_I ________1 '/r}_�:,�_s' 11'1��__iiit ;�J/,J- ^\ PERMIT NO.` 1804 — ' %���1\ l I\1 1 ij \ \ \1 +\— /x ���\ \\\1\ y ` 1/I l +T+\`\\ \;\ -` == ,\\`= —1\\\,0\ MAR-145 UPDATED ASH BASIN WASTE BOUNDARY (APPROXIMATE)
REDIRECT CHANNEL Z \ I / , 1 > \ \ 1 /�- \ \ \ \ \ \ 1 I / \\�\�- \\ \\\\\
r/J '/ ^''•i.Y��%Il II I �c \` I I'% \ l / ' / i'/-,\1 \ \ �`✓-x -x -x max - \ \\\ \1 II; y / \\ \� \�\\
I � /� \ I \ / / / / / \ \ \ \ / i i \\\ I-- \ /
■ x 1 /, / I.� 11` , I I' / lI / , / , / , \ \ \ 1 I \ ,\\ 1 \ " `lllj\� — — ` ............. EXISTING SITE FEATURE (APPROXIMATE)
1 V`), _Vim_ -`V/�,i�ll 1�Al!
l ` / \ �11�\\ 1
I .� 1
MAR-145 PROPOSED 35 p,1\\\1 rlp %_1 i l 44 I J r 1 \ '
j I JI/1 1j( r1111\\
ILF PHASE III ,n I 1 ,' ,III ■I \ \ I /// / /\III Ill ► -- %=�\ / / /,' ''//��\\\ `�=�_—cJ �` \\ \\ \ r INDUSTRIAL LANDFILL (ILF) PHASE BOUNDARY (APPROXIMATE)
TEMPORARY / / \� ♦ I / // II __—%`—
_ 1. - Q v is//rr r / r \\\■\ \ DO / / / l 11 _
tl\\\ei/ii=t^ $ I 1 I I I- l 1 // \�_ X�'////
x\� O I STORMWATER� \ a - /
L^--
/�r�: •I1\I\\\ 7J POND `--�\ \� \ / >•♦V rN$T* II \\�♦ . \ \\^, / / l► /� ` \I�;= , / ��/� / r /i'/�'� ��`� _ —J —\ \���\\I\I\\\ ►\\I\\��^�_\ \ \ \ *� %�, \�K`�%_ _ PROPERTY BOUNDARY
D /1 ��//' '. '/:' j,�\\ \`` /-"— PROPOSED (1 \ h I, ♦ lii� r', /' / r i 1� I \-1`�ir'/i///IM
r ,/, \ \�// , 1 \ 1 Y) / I I 1 �%/ ♦♦ \
ILF PHASE IV 1 ♦
1 / J ir\ f/ I // / /'\ \\\\
\ 1 J�jej ��\ '�♦�%i/'ice) j ill\R11 I %/ 1 ♦ i' 1 ll I /,' / / % / % / \ I' \ �' 1/ I r •1 I 1 \ - \ `\ ` /
X / 11 / ` ♦ ♦ ` / 1 J I / / / / , / / \ \\\\\ Q-
D /,/,,// //„ �/i�//,i ,11111 1, 11 ,i I ASBESTOS LANDFILL //
-- rIIII
�/ \I
r PERMIT NO. 1804 SEE NOTE 6 1 I �( i%� /� \ /
,Illy l ' /% ! i
1 \-ii i/i%i' r \\ �\ \ \�1��� , /, /
•/,/,r/„ 1 00 PROPOSED ���}�� �P _ I� \ \ • J° G - - - 1 r
, ///�'/ A, e�tll �'T� ��/%/iii 'i' 1\\ \ ` \ N \ / / I \�\\``
///i� / / fiq'11 ♦�i3y /lii� \\\\\ \ ` \ \ i' // \ 1) I \` ♦ / `V \`i�- 11 1 \ -/ \- I /
l// ILF PHASE V/� \ \ \ `fi
' l`�111111 /l// / �`` 1 111 �♦ 4j�� /• \\\\ \ 1 1 �/ / 1 I //' I / /i / \
T,\\Willlll� ' (� \ �\( 1804 LANDFILL
O � ) /
\ \\I 1 I \ \ \ \�
\ \
\ ► O F�.\ \\\\ \`),\ 1 r / / I /I r r G, dI/11/l/ \ �_� III _-\\\\,\\\ �\ ``-__y// r, / /
(PHASE II) 1 I / ) / I� 1— - \ I I ► \\\ \
. I _ • \\ \�_`\�\ \�\\\ PERMIT NO. 1804 s11 it i l I �`;� / i\ l\ / \�`� i'rllllill\ \ \ \\\\\\\\\\\ r\ \
\ , , \�/\� �\\\\ _ _I / 1 / �\\\\\ \� d /' 'IIII \I `---�/\�
\\\ r., ♦ �` ,0 775 \w1r//\\\��\\\\ \�\\ I -I/ l / :� `i��\` / Q'//// 11 \ \ II11=\\\\\ \ \ ( 1 l 1
, _ \ ram\ �\ / 1\\\\\\ \\\\� `�\\\\�\ /�/ii�- 1`\i -/=/� ��'ir �'i/,/ I I 1\\ \\`\ I I
\\\ SEE NOTE 6 1 \ ./ ♦ 11 �,§\\ \\\\\ m ^// i"/ — / / I I \\ I / /
\\` V h %p \\ I 1 \ \ I I / \ \ I \ \\ l
00000 111111 \ \\1\ \\ / // / �\ J \I '►\`\\_` \\\\\\\ 1/IIlll1r1�`\\\\\\\�
�, II ` �\\%\\\\Ill1l'l1l J111,/%Zz,/./
ram\
�I I till ` \:, 1 r' _\ / / ♦ \
♦\\ 11/ I I 'I ■ .I �J f 1 , /ii' j 1 I I \I `\\`\` `� t\I ```\`�\\ j \ 1
. ■ / 77 ♦ \\\ / l / Ir\\\ \\ �Ji\ PHASE I SOIL 1 (iil \ ✓/►
r \'III /\�\ i—,-.',���, \�c/ i 1/\\(%./; / I`�,/ BORROW AREA
(APPROX. LOCATION)
\\i I�IIjj STRUCTURAL FILL`�N\\ Ali i 1
\\ \I\ \\n PERMIT NO. CCB0031 ~`\\Illllllllll\
)1 /� �i \ A \_/ I 1/1 III ` ///, / /
\ 1 /� �•- /J r 1 \ \ \ —
\ SEE NOTE 6 ri' \ �\\ �\\ / / , /% / ♦ \\\( �\ I I' \, �`:=� 1
\\\\ \,k . \ /i / O \ \�\ J'i mac\ / /'�dF��/ I Il / / / ♦ \ \\` \\ \ ) )
r r\ \\ I I I ♦ \\\ \ �\ 1 1I I I I I
CN3, I ��\ \ `11 ii'�^I . \`\\\ 111111 `.
\ \\l�v►� ,o.+M'• , /^ _\ II„\�� %"`/ /111�. \ I \, \1 \ \_^. ,, 1 1 1 111I 1\
\\I\\ �\\...\ \ , i , r 1 ////I/ IIII !i \\\
�♦%?� \`. oo � / // 1 \ I / / i r�, I I I
.��\�\ 11 0 / / / / \ III 1 / I S0 ( III 1/ /T� 1 \\ / ''-kill' \ /
�- I \ \ \ LANDFILL r r I 1804
STEAM - ` �l.l.. o � , '/// � _ I I ''
PLANT R = = ■ LAR // / //,1�i1 —_ 1 Il\ 1l Ali I i 1 • /_\ \\�\\�\ .II (PHASE I) ; \— ✓ , // / 1 I Jrii i� IIII �`,,� /
■ // i^ \ 1 n
OAD , _ ■ _ l l \ \\\ PERMIT NO. 1804 \\ ' / I f I I (Il
® FARM - / / ./ \ ``� \ 1\\\\ i'{ \\ _ 1 t 1 I I
r ■ / r / l/ 1 I 'I f lr `, 1 .. / I l 1\ r
�. � \� llamJ \ \ '� \ :✓ 1 ' \\\\ /IIII
■ u 1 / \It\\\\'// ��' / /'i-� \\_ V \\ \\ \` \ \II\�\������' 1 \sir- I lit_ \ -4\1 \ \ i I I
� f �/c- \ \ • \\ Ill,`\
♦ /// , �_ A • \\`\\\ AUXILIARY � --,, \ I \\\\\ \,\
SPILLWAY
STRUCTURAL FILL
ACCESS ROAD ♦ ♦ r-\ - = / I, - �' T&
7/•'l=/;.\\ /�< ( � ylll , \\`—� j \���>�`\ _ ' ice'
PERMIT NO. CCB0030 r /, �\ /-� 75 ,// _-= /, \\���, ���, \\ 1//, ♦� ■ \\ \ - '%/
/ \ I (r'°�i (� i `\ \/ d` /'// /// /. 1 *- ■ \\\\ rl'/ ■// \ I\ i \ -' ` \`� f �%/
I i \\ I \\ fir/ ��� '�'/ /% r ♦ \\\. I ■ \ l \ / /
m 82S )III/r-- �_ \\\\ \\ \\
I , 111•/- :�� ` � � 1.-'...' '�`' "\♦\ \`\ /'
OF
`\`,\11,�� �` , WTS AREA
LAKE NORMAN
W.E. = 758.9
PRINCIPAL SPILLWAY / lit
/'o♦�=_~�`wti 1\' 8 0 ) r "� ;'T �I�i/, \ , INTAKE STRUCTURE l \
FGD
��\\\�• LANDFILL �\�\'� ,1!��\
,\ \\ \\\\� PERMIT . 1 \
■ \ \\ \ \\ \ °+++. �o°'\�� ♦♦ ''♦ �+� ,�,IJI`- � ' ^�� -ice' �/'
`A� Ita
NO. 1809
It
If
■ ' I --�� \`�� r�s\ i` \`\\\ '/:_ � _ `dl '\ I II - _�--\ 1/ ) I , \ 1 ►ci\��a��i, .1
■ \ LINED ■ II• \\ \\\� —\ `1/ ! ` �\ 1 ��' / \h 11 \\\\`,`�'�/
♦ 1 ■/ �\\ \\\\\ J 1 I11 r 7`�c�� g. / \ IIII ./ `� \y'� \Il 1 �%'''ii
♦\ RETENTION;A ♦ �
'�ili •�BASINS \i/ \�i'�i `��\ :^' ' \I\ \ IIII\ i COAL --�
ft..10 I 1 PILE
\IN
I
\\\ III a I - ., / •\\\ \, -
/�� GYPSUM
\\IIII y \ 1
'9� 1 , AREA IIII\ ll /lllll - ��
_ ♦ 2 / II\ /11 ll i i
J
RAILROAD TRACKS
CL
/ MARSHALL STEAM STATION'
v I \ ,, C U •��_ -^/" > i ceL
JbI It
�
NPDES PERMITTED /
OUI FALL 002
IIIf ASH BASIN DAM /
DRY BOTTOM
ASH SYSTEM jlilli,
/ 1
/ ,ir///�•`�'110111n11 I / 1 I ; / �--1 t I J/� 11/ /r
DRY FLY ASH SILOS
I'' 111 f i \\
'� �� �i l / ! . -•' WASTEWATER i I (/ -
r/i�
TREATMENT
SYSTEM
NOTES
1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
2. HORIZONTAL LIMITS OF ASH BASIN BASED UPON HISTORICAL TOPOGRAPHIC SURVEYS AND AVAILABLE DESIGN DRAWINGS FROM DUKE
ENERGY. ACTUAL LIMITS TO BE ESTABLISHED DURING CLOSURE.
3. VERTICAL EXTENTS OF CCR WITHIN ASH BASIN BASED UPON AVAILABLE PRE -DEVELOPMENT TOPOGRAPHY SURVEY AND 2014
BATHYMETRIC SURVEY. ACTUAL DEPTH OF CCR TO BE DETERMINED DURING ASH BASIN CLOSURE.
4. PHASE I OF THE 1804 LANDFILL AND THE STRUCTURAL FILL ACCESS ROAD TO BE EXCAVATED AND REMOVED AS PART OF ASH BASIN
CLOSURE. EXCAVATION GRADES SHOWN ARE APPROXIMATE.
5. EXCAVATION GRADES ADJACENT TO CCR TO REMAIN IN PLACE INSIDE HISTORICAL ASH BASIN LIMITS TO BE ESTABLISHED AFTER
ENGINEERING ANALYSES BASED UPON CONDITIONS AT THE TIME OF CLOSURE ARE COMPLETED. SLOPES SHOWN NOT TO EXCEED
5-HORIZONTAL TO 1-VERTICAL FOR PLANNING PURPOSES.
6. CCR MATERIAL WITHIN THESE AREAS WAS PLACED IN SUPPORT OR AS PART OF THE DISPOSAL FACILITY. IT WILL REMAIN IN -PLACE AFTER
CLOSURE.
REFERENCES
1. THE EXISTING TOPOGRAPHIC CONTOURS PRESENTED IN THIS FIGURE ARE BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AS WELL AS AN ADDITIONAL TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
JANUARY 2016. IT WAS FURTHER SUPPLEMENTED BY THE MARSHALL STEAM STATION ACTIVE ASH BASIN DAM, PRINCIPAL SPILLWAY
REPLACEMENT AND AUXILIARY SPILLWAY MODIFICATION RECORD DRAWINGS, DATED NOVEMBER 11, 2016, BY THE EXISTING DAM
TOPOGRAPHIC SURVEY AS -BUILT DRAWINGS SUBMITTED BY ESP TO DUKE ENERGY ON AUGUST 20, 2015, BY THE MARSHALL 2018 ANNUAL
SURVEY, DATED MAY 8, 2018, BY THE MARSHALL STEAM STATION -ROTATION BASIN, FINAL DESIGN REPORT, RETENTION BASIN
(PROPOSED), SCOPE I, COMPLETED BY BURNS AND MCDONNELL AND DATED SEPTEMBER 2017, BY THE WATER TREATMENT SYSTEM PAD,
ISSUED FOR CONSTRUCTION (ADDENDUM 1) DESIGN PACKAGE, COMPLETED BY AECOM AND DATED JUNE 12, 2019, AND BY THE
STRUCTURAL FILL STORMWATER REDIRECTION AND TEMPORARY STORMWATER PONDS (MAR-145), ISSUED FOR CONSTRUCTION
(ADDENDUM 3) DESIGN PACKAGE, COMPLETED BY AECOM AND DATED MAY 13, 2019.
2. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I AND II), STRUCTURAL FILL, FGD LANDFILL,
ASBESTOS LANDFILL, AND DEMOLITION LANDFILL PRESENTED IN THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE
ASSESSMENT UPDATE" PREPARED BY SYNTERRA FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0004987) ON
JANUARY 31, 2018.
3. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE IS BASED ON THE "MARSHALL STEAM STATION
STRUCTURAL FILL CLOSURE REQUIREMENT AND RECORDATION (RECORD NUMBER: 006021 MS)" LETTER SUBMITTED TO THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES BY DUKE POWER ON JULY 8, 1998.
4. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS PROVIDED BY DUKE ENERGY.
5. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE CATAWBA COUNTY GIS, THE TOPOGRAPHIC SURVEY
PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AND THE "BOUNDARY SURVEY OF PROPERTY TO BE
ACQUIRED FROM DELMAR SHERRILL AND GEORGE C. SHERRILL" DATED JANUARY 27, 2016.
6. THE HISTORICAL GRADES PRESENTED IN THESE DRAWINGS ARE BASED ON DRAWING NO. M-1 ENTITLED "PLANT MARSHALL-UNIT 1&2 SITE
PLAN" PREPARED BY DUKE POWER COMPANY, REV. 14, DATED FEBRUARY 3, 1988. (VERTICAL DATUM CONVERTED FROM NGVD29 TO
NAVD88).
N
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
AECOM
CCR MATERIAL CLOSURE -BY -
EXCAVATION GRADING PLAN
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR ISSUED FOR APPROVAL
� DUKE SCALE: AS SHOWN DES:
DWG TYPE: .DWG DFTR :
JOB NO: 60572849 CHKD:
IC N E R Y [DATE: 12/5/2019 ENGR
FILENAME: APPENDIX C2-2.DWG APPD:
DWG SIZE DRAWING NO. REVISION
ANSI D
22.0' x34..0" FIGURE C 2 -2 A

T
2
�►I '• \ :fir:%
T
4
T
7
LEGEND
FIGURE C2-3 I REV. `'
a--_liraaaa■-M�J♦-M.M. �_M - - -850 - - EXISTING MAJOR TOPOGRAPHIC CONTOUR
•� - -_____ ________ ___ r�� - . / ________________ INDUSTRIAL LANDFILL (ILF) PHASE
w---_ H
•- - =_== --- --- =.\�\�\ �r \� EXISTING MINOR TOPOGRAPHIC CONTOUR BOUNDARY (APPROXIMATE)
_ _-== SEE NOTE 3 _z___==_ ♦ - - --
-I \
''iii i� i ii,%CGS �- l �__ - ---_-_ --_- �\..�\ \1\`\ j'-r, \\ \---_ I' 1 \
P,',. -����� , _ ____ 1/Ili , - ., I INTERIM MAJOR TOPOGRAPHIC CONTOUR �► PROPOSED FLOW OF DITCH
\; � '?'/ ,.%�%%s _ L / r /��� `--- /�'/' 1 I-----850----- BOTTOM OF ASH GRADES, ILF, PROPOSED
INDUSTRIAL LANDFIL /
! O/iii-ii/iiiiiii� t'%'--_-_- /ll� \l _ -- i I 1 1 _
�1\\cc /./ -_ ____; (ILF) PERMIT NO. 1812 /a, -\1 ---_ I ', I ' LANDFILL)
i// i ._\�\\\\\\\`\\�,�,,ii//,/i1�:: -5-- Ill '\1\ l /
� ,/ \�\\\\\\\\\\\\\c��,' _ _ -- / \\t / / / \ - ASH BASIN WASTE BOUNDARY
�1 \ 11)iij/i�i� \\;\\��\��\\ \�`��\�0��`���� ���'�:� == (SEE NOTE 5) f1l ; I �\� l!/ ! 1 `-_ -----
IIIIII 1 .�rtif` R\\`\\\\�\\\�\\`0\\\\\\,\\a\\\\\\ c==_== �_ =_ � =_=!rl'/l'l4'll4/'/li'li4/l"'l'l'71/ I'
Z \ I\�\\/ ��`�'`����\\\\`�\0\\\,\\\\\\,\\\\\ \\\ rr_-__=- __ =- Il.ul.Ill hu,Il,l.h.l, ll1 /fI 1 /lam - INTERIM MINOR TOPOGRAPHIC CONTOUR (APPROXIMATE)
\ \\\\\- _ llllll l -1. ASBESTOS LANDFILL / ��`
\ \1\I\\(I\ \\ \\\\\\\\\\\\\ \ \`\\\\`\\r\, \ \ f-- __-,-, / /l/,14/ a o / / /'�' ------------- (BOTTOM OF ASH GRADES, ILF, PROPOSED
N III`(, \"(\�`\\\\\\\\�\\`\\\\\\\\\\\�\\\\\\ a\\\\\\\\ - , 4___g ILF PHASE I /// / l/�o try ; , \ ,/� __ /'Irglr, , ••••••••••••••• EXISTING SITE FEATURE (APPROXIMATE)
Ill ! I \\ \,\\\�\\\\\`�\\\\\\,\\\\\\\\\ \ 1\`\���\\\\\\(� --= 1�111' I'Irll' I1111,111 r,.. oll�,'�� � PERMIT NO. 1804 _ _ / i �yC ter= _ _ _ / / nll \`\ \
/ I \ \a\\\ \\ \\\\\\\ \\ \ \\\\ I 1 n I I I,,.II c9 o t / I LANDFILL
U) ( (�\\t I\ I `� \`\ ,�\\�\\mQ\\i\\\\\\0�k 1 `\`\��U \\\\\\`\\\\�\ -I I �li�llli'i�l��ihh c9� l�j, ern'\�I�\\ \ --, r -\ � _ / � `1 �'1\\\\\��\I\ \\ � ''- _ � //tt \\` \\\\ \ �`_
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1. BASIS OF BEARINGS: NC GRID NAD83/2011. ELEVATIONS ARE BASED ON NAVD88.
2. GRADES WITHIN CLOSURE BY EXCAVATION AREAS OF ASH BASIN DENOTE PROJECTED BASE OF CCR BASED UPON AVAILABLE
PRE -DEVELOPMENT TOPOGRAPHIC DATA OR TOP OF FILL PLACED AFTER REMOVAL OF CCR.
3. CCR MATERIAL WITHIN THESE AREAS WAS PLACED TO SUPPORT OR AS PART OF THE DISPOSAL FACILITY. IT WILL REMAIN IN -PLACE AFTER
CLOSURE.
4. GRADES WITHIN EXISTING AND PROPOSED CCR LANDFILLS DENOTE TOP OF FINAL COVER.
5. THE PROPOSED INDUSTRIAL LANDFILL GRADES PRESENTED IN THESE DRAWINGS ARE BASED ON THE "PERMIT TO CONSTRUCT APPLICATION;
DRAWING C19, FUTURE PHASES FINAL COVER PLAN, INDUSTRIAL LANDFILL NO. 1" PREPARED BY S&ME FOR DUKE ENERGY, DATED NOVEMBER
24, 2009.
6. INFORMATION REGARDING THE PROPOSED ILF EXPANSION IS CONCEPTUAL AND PROVIDED FOR INFORMATIONAL PURPOSES ONLY. LANDFILL
EXTENTS AND DESIGN DETAILS WILL BE INCLUDED IN A LANDFILL PERMIT APPLICATION TO BE SUBMITTED TO THE NCDEQ SOLID WASTE
SECTION UNDER SEPARATE COVER AT A LATER DATE YET TO BE DETERMINED.
REFERENCES
1. THE EXISTING TOPOGRAPHIC CONTOURS PRESENTED IN THIS FIGURE ARE BASED ON THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AS WELL AS AN ADDITIONAL TOPOGRAPHIC SURVEY PERFORMED BY WSP IN
JANUARY 2016. IT WAS FURTHER SUPPLEMENTED BY THE MARSHALL STEAM STATION ACTIVE ASH BASIN DAM, PRINCIPAL SPILLWAY
REPLACEMENT AND AUXILIARY SPILLWAY MODIFICATION RECORD DRAWINGS, DATED NOVEMBER 11, 2016, BY THE EXISTING DAM
TOPOGRAPHIC SURVEY AS -BUILT DRAWINGS SUBMITTED BY ESP TO DUKE ENERGY ON AUGUST 20, 2015, BY THE MARSHALL 2018 ANNUAL
SURVEY, DATED MAY 8, 2018, BY THE MARSHALL STEAM STATION -ROTATION BASIN, FINAL DESIGN REPORT, RETENTION BASIN (PROPOSED),
SCOPE I, COMPLETED BY BURNS AND MCDONNELL AND DATED SEPTEMBER 2017, BY THE WATER TREATMENT SYSTEM PAD, ISSUED FOR
CONSTRUCTION (ADDENDUM 1) DESIGN PACKAGE, COMPLETED BY AECOM AND DATED JUNE 12, 2019, AND BY THE STRUCTURAL FILL
STORMWATER REDIRECTION AND TEMPORARY STORMWATER PONDS (MAR-145), ISSUED FOR CONSTRUCTION (ADDENDUM 3) DESIGN
PACKAGE, COMPLETED BY AECOM AND DATED MAY 13, 2019.
2. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I AND II), STRUCTURAL FILL, FGD LANDFILL, ASBESTOS
LANDFILL, AND DEMOLITION LANDFILL PRESENTED IN THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE ASSESSMENT UPDATE"
PREPARED BY SYNTERRA FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0004987) ON JANUARY 31, 2018.
3. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE IS BASED ON THE "MARSHALL STEAM STATION
STRUCTURAL FILL CLOSURE REQUIREMENT AND RECORDATION (RECORD NUMBER: 006021 MS)" LETTER SUBMITTED TO THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES BY DUKE POWER ON JULY 8, 1998.
4. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS PROVIDED BY DUKE ENERGY.
5. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE CATAWBA COUNTY GIS, THE TOPOGRAPHIC SURVEY
PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN JULY 2015, AND THE "BOUNDARY SURVEY OF PROPERTY TO BE
ACQUIRED FROM DELMAR SHERRILL AND GEORGE C. SHERRILL" DATED JANUARY 27, 2016.
6. THE HISTORICAL GRADES PRESENTED IN THESE DRAWINGS ARE BASED ON DRAWING NO. M-1 ENTITLED "PLANT MARSHALL-UNIT 1&2 SITE
PLAN" PREPARED BY DUKE POWER COMPANY, REV. 14, DATED FEBRUARY 3, 1988. (VERTICAL DATUM CONVERTED FROM NGVD29 TO NAVD88).
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
AECOM
FINAL CLOSURE
GRADING PLAN
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR
ISSUED FOR APPROVAL
DUKEDWG
ENERG F)
Y
SCALE: AS SHOWN
DES: JMW
TYPE : .DWG
DFTR : MAW
I
CHKD: RJB
DATEN012//05/20197
ENGR : RJB
FILENAME: APPENDIX C2-3.DWG
APPD: JAB
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0'x34..0"
FIGURE C 2 -3
C
C
m
n
N
w
m
^<
0
1 2 3 e (TENTHS 1,0 20 30

3 4 5 6
T
1
FIGURE C2-4 REV. `'
•� -- i__ Jt-rT. - - t --_ - - . .. - -F' - rV- •1�.' -4 f t -
ISLAND POINT ROAD F _
mmmmomom mi.
mommillimmimomft
Ail
r' ` ' .. ;�` - i ` INDUSTRIAL LANDFILL (ILF)
r.*•-x'-. ! PERMIT NO. 1812
Oki
f ■
F" 4 -
� - ♦ ILF PHASE I
IP'�' ��--------------- -----� LANDFILL
DEMOLITION L
PERMIT NO. 1804
MAR-145 STRUCTURAL O
f' PROPOSED
}
FILL STORMWATER ILF PHASE 11
REDIRECT CH
ANNEL ----------
q �' r 0 PROPOSED ~ • +•• • y
7o ILF PHASE III
•.••� i PROPOSED _� ♦♦ e• i
' O i ; . , �- • ♦.. i ILF PHASE IV ice= �♦. i-.. OQ-
C
Q�p
D OF • - ; ■ I ASBESTOS LANDFILL JIF - - IF
O
PERMIT NO. 1804
G� _ ♦ PROPOSED �♦♦♦ • s`'
-=I J �•�• : ILF PHASE V �#•••
10
-n - �- i i 1804 LANDFILL
(PHASE II) '
PERMIT NO. 1804
60000
P. or 1000
1: goo '' gam -ti ♦♦ t; "ir
.
;_� • STRUCTURAL FILL i .�►!„ , . r '��, �r r `
PERMIT NO. CCB0031
f• } ♦ 't
I i � yip. LIB 5 L L ,rlf S ♦,♦
i Y . 1k
LF
mz
w ST ♦� _ �� '� I'.:.:, ', , _ 4 .. ri~.:-r::�iT# 1804 LANDFILL
MP�ANT ■ i'SOLAR - ■ • .�'' 4 l C. (PHASE I)
R ■
O
AO FARM` PERMIT NO. 1804
r•'
STRUCTURAL FILL ■ _ �x�''� �; '1-F'7'';}
ACCESS ROAD ;•. .'`�"'rr`i.w,F�-
�'
PERMIT NO. CCB0030
f. t'" ;moo 1►�� `.1nrAF # r , i ■
�,�r;r�' �' � / / •••..��. . i 'dfriter* "'+ ;s.'. ,
low
!■
a:`• =:ice ' .,� ♦• +{}• .iWF'•1:'MS:'�e.
•�.' - O _ tti,•�.' i = - � rw .' - tie '- �'�• �' _`
' J. i{f4 ltf ' Yn•..+'rti ;r r.r {•fyt
-_,� '• r
s`
_ - 400%
J.
PHASE I SOIL
BORROW AREA
(APPROX. LOCATION)
AUXILIARY
SPILLWAY
WTS AREA
LAKE NORMAN
*: W.E. = 758.9
PRINCIPAL SPILLWAY
INTAKE STRUCTURE 0
�0 ; FGD ♦♦_ NPDES PERMITTED
i=,0 ; LANDFILL ♦♦♦' ,w_' _�� �' OUTFALL 002
- p r ♦ PERMIT ♦i i ' - _:_f
t ♦ ,'
.�' S - ♦♦ NO 1809 ♦♦ ` { � ��'�`tf'� ' �� ASH BASIN DAM
IL
is _ • . - ""+ � ♦ . � � ' }
.ice♦♦ ♦♦ ♦♦! •'' .�
# 1 ♦ ♦♦ ♦♦♦♦'• '' �i� ,fir` � _ r +� ..
♦♦ �w♦: jam♦ � r ""! f • -} ! � : ♦♦ c
r
,, r ♦ ♦♦ i �.A`y ♦� ; DRY BOTTOM
' ♦ / - ASH SYSTEM
F M ■ I �♦ ♦a, ♦ ♦ ♦/
LINED ■ ♦ i., • s
F. RETENTION %� .: ` :'s= ♦ / _
BASINS � _ ♦i♦ x, ,;�'' `���{•�_* COAL % � "
,,"' ♦'- •" PILE !�►� DRY FLY ASH SILOS
r litOff/ • ■ _ ,WASTEWATER
by O� -f
GYPSUM TREATMENT
*�� ��� *♦ AREA C SYSTEM
•��• �. •` ,�`; ;, +'•a• --� ♦. err' ,�op
� �;
F' RAILROAD TRACKS ", V
'�"i MARSHALL STEAM STATIONAl
y
J' # - '. '�Y ;• T fir.' yq ;r
r •1�~ �• f.'.'� �,, . rr ,r'� :f f ti �.
'F�!'�" ,'": f-''•':'ti,. �• AT+f.. '.: •� ,5_F�;'.. •Y-11' •' �' r
0 1 2 g 2 TENTHS 10 20 30 3 4
rc,
9
LEGEND
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
MAR-145 UPDATED ASH BASIN WASTE BOUNDARY (APPROXIMATE)
■�����������■ EXISTING SITE FEATURE (APPROXIMATE)
INDUSTRIAL LANDFILL (ILF) PHASE BOUNDARY (APPROXIMATE)
PROPERTY BOUNDARY
SOIL CUT/FILL DEPTHS FINAL
GRADING CHANNELS
NUMBER
DEPTH (FT)
DEPTH (FT)
COLOR
1
-72.15
-70.00
2
-70.00
-60.00
3
-60.00
-50.00
4
-50.00
-40.00
5
-40.00
-30.00
6
-30.00
-20.00
7
-20.00
-10.00
8
-10.00
0.00
9
0.00
10.00
10
10.00
20.00
11
20.00
30.00
12
30.00
40.00
13
40.00
50.00
14
50.00
55.45
NOTES
1. SOIL CUT/FILL DEPTHS ARE BASED ON A COMPARISON BETWEEN THE FOLLOWING UTILIZING AUTOCAD
CIVIL 3D VERSION 2018:
1.1. EXISTING TOPOGRAPHY AND PROPOSED FINAL CLOSURE GRADING - CHANNELS
1.2. EXCAVATION (BOTTOM OF CCR) SURFACE AND PROPOSED FINAL CLOSURE GRADING - CHANNELS.
REFERENCES
1. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I AND II),
STRUCTURAL FILL, FGD LANDFILL, ASBESTOS LANDFILL, AND DEMOLITION LANDFILL PRESENTED IN
THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE ASSESSMENT UPDATE" PREPARED BY
SYNTERRA FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0004987) JANUARY
31, 2018.
2. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE IS BASED ON
THE "MARSHALL STEAM STATION STRUCTURAL FILL CLOSURE REQUIREMENT AND RECORDATION
(RECORD NUMBER: 006021 MS)" LETTER SUBMITTED TO THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT, HEALTH AND NATURAL RESOURCES BY DUKE POWER ON JULY 8, 1998.
3. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS PROVIDED BY DUKE
ENERGY.
4. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE CATAWBA COUNTY GIS,
THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN
JULY 2015, AND THE "BOUNDARY SURVEY OF PROPERTY TO BE ACQUIRED FROM DELMAR SHERRILL
AND GEORGE C. SHERRILL" DATED JANUARY 27, 2016.
5. THE AERIAL PHOTOGRAPH WAS OBTAINED FROM BING (MICROSOFT CORPORATION, 2018).
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
P"=com
FINAL CLOSURE GRADING - CHANNELS
ISOPACH MAP
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR ISSUED FOR APPROVAL
46� DUKE
ENFK%1.7Y
SCALE: AS SHOWN
DES: JMW
DWG TYPE: .DWG
DFTR: MAW
JOB NO: 60603377
CHKD: RJB
DATE: 12/05/2019
ENGR: RJB
FILENAME: APPENDIX C2-4.DWG
APPD: JAB
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34..0"
FIGURE C 2 -4
C

• ISLAND POINT ROAD
OWN ♦_ *`♦
'F
INDUSTRIAL LANDFILL (ILF)
`. k�4.-. ! PERMIT NO. 1812
yC t { , fi -1 t
• i �13 ` -W�? 11 ILF PHASE I
MAR-145 STRUCTURAL O " PROPOSED
FILL STORMWATER r ILF PHASE II DEMOLITION LANDFILL
REDIRECT CHANNEL m PERMIT NO. 1804
R n PROPOSED •;
A Iy r ILF PHASE III ; : ; .•♦ ♦ ,u,ir,'
ir
<• BPS' , c�i�.�♦�♦ 1i �-�•�i
♦♦♦ ■+. p *\4
PROPOSED tx IL 3 V
ow w ♦ _ ._ .�!' -,ti - - • ; "
• 40
p e -, ♦•♦'� "ti . ILF PHASE IV ■ �♦.,t. ,,`',r ` ; '.{•• ' OQ-
C
Q�p
D i ■ ■ ASBESTOS LANDFILL •:, Ilk
�. ♦ 7.
PERMIT NO. 1804 �,. r:F ��• T�a�. �,' ��'v Q-
- • ' PROPOSED ♦..- ♦ , .'- `}-�' • O�
10♦9.
� ILF PHASE V ♦�♦♦ ♦ ��'
-n • I • ■ 1804 LANDFILL t`y _ , _. , :✓' ��O
t (PHASE 11)
i + �'. ♦t� .. PERMIT NO. 1804
�' 'fir � _ •� ` ., , � r .
♦10`
/�.c J ��♦♦ 1' r �'� '� ' y 6� ' Tom~' _ *r -� ■ •♦"� } _ - ' r}' ♦♦♦tl `.} a .t ,.�'. ;.� .`.'4ya i - "
00 Aft
oft". 00100
let
�r �'•■ STRUCTURAL FILL ♦ 'I 4r �, _•' :'
PERMIT NO. CC.�► O F �, •w ';`�! ' F
B0031 _ T`'
}400001.
♦ C x~
:. 5, ._ 1 i ;!1�1��-i I"I v �._ �_. j ,. Ir:',� � �� ��+�,,,•+':.�I'��.'_•�•s;.'�.,�'`I,��',a� ' ..reu` "+
I
' S7 ♦_ _` I'. {� '~I 4.. 1804 LANDFILL
ANIP� ♦ ;' --- t ��tp,"',. • .,. :' '� _'..�♦♦.;} (PHASE 1)
ANT RO SOLAR=,J T� _' 1 w r�,�'� r :`f w'' ,..r * iR
AD i FARM` �' _ �'" i,,'�. ;kl `,;`" PERMIT NO. 1804
!.err
Sip 4..
r,h
STRUCTURAL FILL ■ _ eo
ACCESS ROAD
PERMIT NO. CCB0030 �r 'ref:• +� '" munift
.�ti ■
f rY +*
.i
PHASE I SOIL
BORROW AREA
(APPROX. LOCATION)
AUXILIARY
SPILLWAY
WTS AREA
••,. �,
LAKE NORMAN
W.E. = 758.9
F4A` A �
= a
PRINCIPAL SPILLWAY
tr1� - _ ._ r-.: - .♦♦♦.-•r•♦♦' y ;, ad ��' . . ,•'�, - . INTAKE STRUCTURE
:i O FGD ♦♦♦ NPDES PERMITTED
_#, ■ LANDFILL ♦ y w ' S.' -� �' OUTFALL 002
PERMIT
- ♦ NO 1809 , ASH BASIN DAM
`. ♦ ♦ _ ` -
• ♦ i �RL
jk
-
• � ♦�, __ _ .f.. r-fir �' ;:
Arl
-- '� ■y �. r 1'FJFi DRY BOTTOM
■ ♦ ♦ - T - ASH SYSTEM
«� ♦ ♦ / t
+•t *:' LINED i �. '`,_ ♦'
r.}F: F. ;r' # .• RETENTION ♦♦`"F,"�
l r BASINS ♦♦♦ x' ? r.; '�j COAL • -
6
jf
PILE
• .. DRY FLY ASH SILOS
4 c 92 ti
ti
r OItoff/ t ■ _ ,WASTEWATER
T7�GYPSUM TREATMENT
'�# �';� ��� *♦ a AREA C SYSTEM
Nunn, sp
mm
j 10
r
•_ - ■
F A. RAILROAD TRACKS
PL.i MARSHALL STEAM STATION y
Pk
yq
Ia
5•� +'' ��y1�Yy� err"+# _ l - .w l ` r •1 atiJY• f..'� �,, . :f f ti �.
r` .',F r-''•','ti,. �• ,T+f.. '.� •� ,5_F�4.. •Y-Mr' •I ,r
V.
'• i
0 1 2 g 2 TENTHS 10 20 30 3 4 5
I
LEGEND
ASH BASIN WASTE BOUNDARY (APPROXIMATE)
MAR-145 UPDATED ASH BASIN WASTE BOUNDARY (APPROXIMATE)
■-- --��■ EXISTING SITE FEATURE (APPROXIMATE)
INDUSTRIAL LANDFILL (ILF) PHASE BOUNDARY (APPROXIMATE)
PROPERTY BOUNDARY
SOIL CUT/FILL DEPTHS FINAL
GRADING ACCESS/HAUL ROADS
NUMBER
DEPTH (FT)
DEPTH (FT)
COLOR
1
-60.00
-50.00
2
-50.00
-40.00
3
-40.00
-30.00
4
-30.00
-20.00
5
-20.00
-10.00
6
-10.00
0.00
7
0.00
10.00
8
10.00
20.00
9
20.00
30.00
10
30.00
40.00
11
40.00
50.00
1. SOIL CUT/FILL DEPTHS ARE BASED ON A COMPARISON BETWEEN THE FOLLOWING UTILIZING AUTOCAD
CIVIL 3D VERSION 2018:
1.1. EXISTING TOPOGRAPHY AND PROPOSED FINAL CLOSURE GRADING - ACCESS/HAUL ROADS.
1.2. EXCAVATION (BOTTOM OF CCR) AND PROPOSED FINAL CLOSURE GRADING -ACCESS/HAUL ROADS.
1.3. PROPOSED FINAL GRADING CHANNELS AND PROPOSED FINAL CLOSURE GRADING - ACCESS/HAUL
ROADS.
REFERENCES
1. THE ASH BASIN WASTE BOUNDARY, THE PERIMETERS OF THE 1804 LANDFILL (PHASES I AND II),
STRUCTURAL FILL, FGD LANDFILL, ASBESTOS LANDFILL, AND DEMOLITION LANDFILL PRESENTED IN
THIS FIGURE ARE BASED ON THE "2018 COMPREHENSIVE SITE ASSESSMENT UPDATE" PREPARED BY
SYNTERRA FOR DUKE ENERGY AND SUBMITTED TO NCDEQ (NPDES PERMIT NO. NC0004987) JANUARY
31, 2018.
2. THE PERIMETER OF THE STRUCTURAL FILL ACCESS ROAD PRESENTED IN THIS FIGURE IS BASED ON
THE "MARSHALL STEAM STATION STRUCTURAL FILL CLOSURE REQUIREMENT AND RECORDATION
(RECORD NUMBER: 006021 MS)" LETTER SUBMITTED TO THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT, HEALTH AND NATURAL RESOURCES BY DUKE POWER ON JULY 8, 1998.
3. THE PERIMETER OF THE INDUSTRIAL LANDFILL PRESENTED IN THIS FIGURE WAS PROVIDED BY DUKE
ENERGY.
4. THE PROPERTY BOUNDARIES PRESENTED IN THIS FIGURE ARE BASED ON THE CATAWBA COUNTY GIS,
THE TOPOGRAPHIC SURVEY PERFORMED BY WSP IN APRIL 2014 AND SUBMITTED TO DUKE ENERGY IN
JULY 2015, AND THE "BOUNDARY SURVEY OF PROPERTY TO BE ACQUIRED FROM DELMAR SHERRILL
AND GEORGE C. SHERRILL" DATED JANUARY 27, 2016.
5. THE AERIAL PHOTOGRAPH WAS OBTAINED FROM BING (MICROSOFT CORPORATION, 2018).
N
0 500 1000 1500
GRAPHIC SCALE (IN FEET)
NOT FOR CONSTRUCTION
P"=com
FINAL
CLOSURE GRADING - ACCESS/HAUL
ROADS ISOPACH MAP
MARSHALL STEAM STATION
CLOSURE BY EXCAVATION CLOSURE PLAN
CATAWBA COUNTY, NORTH CAROLINA
FOR
ISSUED FOR APPROVAL
46� DUKE
ENFnmGY
SCALE: AS SHOWN
DES: JMW
DWG TYPE: .DWG
DFTR: MAW
JOB NO: 60603377
CHKD: RJB
DATE: 12/05/2019
ENGR: RJB
FILENAME: APPENDIX C2-5.DWG
APPD: JAB
DWG SIZE
DRAWING NO.
REVISION
ANSI D
22.0"x34..0"
FIGURE C 2 -5
C
m
n