Mayo CBE - Closure Plan - Appendix C_20200107

APPENDIX Cl
SURFACE WATER MANAGEMENT CALCULATION
MEMO

ASCOM
Job Duke Energy — Mayo Closure Project No. 60432144 Sheet 1 of 6
Description Surface Water Management
Calculations
Memo
Computed by NSF Date 10/28/19
Checked by AJN Date 10/28/19
The purpose of this analysis is to evaluate and provide conveyance designs for managing
surface water for the 25-year and 100-year storm events over the proposed closure design of
the Mayo Steam Electric Plant Ash Basin (Ash Basin) under post closure conditions. The details
of the proposed closure design can be found in Attachment CI -A.
SITE AND PROJECT DESCRIPTION
The Ash Basin is located to the south of Mayo Lake Road and Boston Road and northwest of the
Mayo Steam Electric Plant, Roxboro, North Carolina. The total drainage area contributing to the
existing Ash Dike outlet is approximately 520 acres. 360 acres of this drainage area is within the
footprint of the Ash Basin, and the remaining 160 acres discharges into the Ash Basin from the
southern side of the existing railroad tracks. The land areas outside of the existing Ash Basin water
level boundary consists primarily of roads and vegetation consisting of grasses and wooded areas,
coal ash facilities, and closed landfills with vegetative covers.
The Mayo Ash Basin Closure Project will consist of removing the free water from the Ash Basin,
removing the existing CCR materials, placing the CCR materials in a proposed landfill in the
northwest corner of the closed Ash Basin, constructing stormwater channels and detentions
basins, and breaching the existing Ash Basin Dam. The channels will be sized to keep the normal
flow depth from the 25-year and 100-year storm events below critical design elements as detailed
in the section below. Three detention basins will also be proposed throughout the proposed
closure design to maintain a peak discharge downstream of Mayo Lake Road for the proposed
conditions that is lower than peak discharge estimated for the existing conditions during the 100-
year, 24-hour storm event.
The following sections summarize the design criteria, procedures, assumptions, and results of the
channel and detention basin designs.
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 federal, state, local, and
Duke programmatic requirements established for ash basin closure, and requirements from the
North Carolina Department of Environmental Quality (NCDEQ) Erosion and Sediment Control
Planning and Design Manual (NCDEQ, 2013).
Channel Design Criteria
Mayo - Stormwater Design Memo

ASCOM
Job Duke Energy — Mayo Closure Project No. 60432144 Sheet 2 of 6
Description Surface Water Management
Calculations
Memo
Computed by NSF Date 10/28/19
Checked by AJN Date 10/28/19
The design requirements include conveyance of runoff from the 25-year, 24-hour storm event
without overtopping the channel bank. The channels are proposed to be constructed in a
manner to convey stormwater runoff throughout the closed Ash Basin and to direct this runoff
to and from one of the three proposed detention basins and their respective discharge
locations.
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.
For this submittal, channel geometries are assumed to approximately match the pre -
development topography in the Ash Basin (before the Ash Basin and its dam was constructed).
Detail design of the stormwater channels will be completed in a future submittal. Assumptions
of channel geometry can be found in the HydroCAD model output in Attachment Cl-B.
Detention Basin Design Criteria
The detention basins will be sized to attenuate the peak stormwater flows from the 100-year, 24-
hour storm event with a minimum of 1 foot of freeboard in the proposed conditions. The
detention basins will also be sized to convey stormwater through the outlet culverts without
activating the emergency spillway during the 100-year, 24-hour storm event. The attenuated peak
stormwater flows directed downstream towards the culvert under Mayo Lake Road during the
100-year, 24-hour storm event will be less in the proposed conditions than in the existing
conditions. Since the existing Ash Basin does not discharge towards Mayo Lake Road, this report
considers existing conditions to only include flows from the drainage area between the existing
Ash Basin Dam and Mayo Lake Road.
Spillway Design Criteria
The proposed closure design will not be required to pass the PMP storm event since the Ash
Basin dam will be breached as a part of closure activities.
Channel and Detention Basin Desi
A grading plan for the proposed conditions 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 approximately 0.5%. Channel geometries were graded in to approximately
match the pre -development topography in Ash Basin (before the Ash Basin and its dam was
constructed). Detail design of the stormwater channels will be completed in a future submittal.
Mayo - Stormwater Design Memo

ASCOM
Job Duke Energy — Mayo Closure Project No. 60432144 Sheet 3 of 6
Description Surface Water Management
Calculations
Memo
IkTA
Computed by NSF Date 10/28/19
Checked by AJN Date 10/28/19
The grading for the proposed conditions 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 upstream and downstream of the existing
Ash Basin dam, from the culvert under Mayo Lake Road upstream through the proposed
drainage channels and detention basins. The proposed grading plan used for the channel and
detention basin calculations in this report is included in Attachment CI -A.
HydroCAD (Version 10.00) 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. Generation of hydrographs within the model was 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,
and depth of flow within the proposed channels and detention basins during the design storms.
The HydroCAD model output can be found in Attachment CI-B.
NOTES/ASSUMPTIONS
The following is a list of key notes and assumptions made in completing this analysis.
Cover System Channel and Culvert Design
• Within the HydroCAD program, runoff was calculated using the Soil Conservation
Service (SCS) TR-20 method.
• Rainfall depths for the 25-year, 24-hour and 100-year, 24-hour storm events were
selected based on the National Oceanic and Atmospheric Administration (NOAA) Point
Precipitation Frequency Estimates web tool. An SCS Type II storm distribution was used
for both storms.
• Runoff curve numbers (CNs) of 80 were used for all proposed landfill. A curve number
of 71 was selected for the excavation area, which assumes a meadow with continuous
grass and non -grazed. A curve number of 72 was selected for areas outside of the
excavation with woods/grass combination in good condition based on hydrologic
guidance provided in TR-55 and a hydrologic soil type C as determined by the NRCS Web
Soil Survey web tool. Additional details can be found in the HydroCAD model output in
Attachment Cl-B.
Mayo - Stormwater Design Memo

ASCOM
Job Duke Energy — Mayo Closure Project No. 60432144 Sheet 4 of 6
Description Surface Water Management
Calculations
1191
Memo
Computed by NSF Date 10/28/19
Checked by AJN Date 10/28/19
• 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 consistent
with TR-55.
• Manning's "n" factors used were 0.045 for grass/TRM lined channels, 0.025 for
Fabriform, and 0.013 for the three 84-inch culverts and the concrete -lined channel.
• The drainage area of approximately 160 acres southeast of the existing railroad tracks
currently discharges into the Ash Basin. AECOM understands that this has been
redirected away from the Ash Basin as a part of the Industrial Stormwater Redirect
Project. This 160 acres of drainage has not been included in the post -closure drainage
area for the Ash Basin.
• Additional assumptions can be found in the HydroCAD outputs in Attachment C1-13.
• The values provided in this submittal may change as the design is refined and updated in
future submittals.
SUMMARY OF RESULTS
Channels
All channels in the proposed conditions have been preliminarily sized based on the grading plan
in Attachment Cl-A; however, they have not been analyzed in detail. Detail design of the
stormwater channels will be completed in a future submittal. Assumptions of channel
geometry can be found in the HydroCAD model output in Attachment Cl-B.
Detention Basin
The detention basins were sized to attenuate the peak stormwater flows from the 100-year, 24-
hour storm event in the proposed conditions. The attenuated peak stormwater flows directed
downstream towards the culvert under Mayo Lake Road during the 100-year, 24-hour storm event
will be less in the proposed conditions than in the existing conditions. A portion of the area
between the Ash Basin dam and Mayo Lake Road will be graded to drain to Detention Basin 1 in
order to help reduce the peak stormwater flows discharge downstream towards the culvert under
Mayo Lake Road. The existing peak stormwater flows are based on the values calculated in the
HydroCAD Model for this and previous closure design submittals. Each detention basin is also
below the minimum height and storage volume (25 feet and 50 acre-feet respectively) for a
structure to be classified as a dam as outlined in the North Carolina Dam Safety Law of 1967 (NC
General Statutes, 1967). See the Tables 1 and 2 below for a summary of the detention basins and
Mayo - Stormwater Design Memo

ASCOM
Job Duke Energy — Mayo Closure
Surface Water Management
Description
Memo
Project No. 60432144
Computed by NSF
Checked by AJN
Sheet 5 of 6
Date 10/28/19
Date 10/28/19
their peak discharges during the 100-year, 24-hour storm event. The values shown below may
change as the design is refined and updated in future submittals.
Table 1— Detention Basin Summary
Detention
Height (ft)
Storage
Outlet
Discharge Location
Peak 100-year
Basin
Volume (ac-ft)
Structure
Discharge (cfs)
Detention
12
42
Two 24-inch
Upstream of the
90
Basin 1
Culverts
culvert under Mayo
Lake Road
Detention
12
25
Two 12-inch
Channels to
26
Basin 2
Culverts
Detention Basin 1
Detention
8
12
Two 12-inch
Channels to
17
Basin 3
Culverts
Detention Basin 1
Table 2 —100-year Discharge Summary
Discharge
Existing 100-year
Proposed 100-year
Location
Discharge (cfs)1
Discharge (cfs)2
To Culvert
1341
1212
under Mayo
Lake Road
Notes:
1. This discharge only includes existing flows from the drainage area between the existing Ash Basin Dam and Mayo
Lake Road.
2. This discharge includes flows from Detention Basin 1 and the area between the Ash Basin Dam and Mayo Lake Road.
Mayo - Stormwater Design Memo

ASCOM
Job Duke Energy — Mayo Closure Project No. 60432144 Sheet 6 of 6
Description Surface Water Management
Calculations
Memo
Computed by NSF Date 10/28/19
Checked by AJN Date 10/28/19
Additional detailed results can be found in the HydroCAD model output report in Attachment
C1-B.
VI. CONCLUSIONS
The proposed grading of the closed Ash Basin, in combination with the design of the cover
system channels and detention basins is sufficient to safely control and convey their respective
design storms as presented above. The attenuated peak stormwater flows directed downstream
towards the culvert under Mayo Lake Road during the 100-year, 24-hour storm event will be less
in the proposed conditions than in the existing conditions. The detentions ponds have a minimum
of 1 foot of freeboard and convey stormwater through the outlet culverts without activating the
emergency spillway during the 100-year, 24-hour storm event. Wave action has not been
analyzed at this time; however, 1 foot of freeboard is anticipated to be adequate based on the size
of the detention basins. Wave action is not likely for a basin of this size.
The proposed closure design will not be required to pass the PMP storm event since the Ash
Basin dam will be breached as a part of closure activities.
VI 1. ATTACHMENTS
Attachment Cl-A: Figures
Attachment C1-8: HydroCAD Report
VIII. REFERENCES
National Resource Conservation Service (2013). NRCS Web Soil Survey. Available from
http://websoilsurvey.sc.egov.usda.gov/.
Natural Resources Conservation Service (NRCS). (1986). "Urban hydrology for small
watersheds." Technical release No. 55, U.S. Dept. of Agriculture, Washington, D.C.
NOAA Atlas 14, Precipitation -Frequency Atlas of the United States, Volume 2, Version 3,
2006..http://hdsc.nws.noaa.gov/hdsc/pfds/index.html.
North Carolina Department of Environmental Quality (NCDEQ). (2013). Erosion and
Sediment Control Planning and Design Manual, May 2013.
North Carolina General Statutes, Chapter 143. (1967). North Carolina Dam Safety Law of
1967.
Mayo - Stormwater Design Memo

ATTACHMENT Cl-A
FIGURES
Mayo - Stormwater Design Memo

Figure
ATTACHMENT Cl-B
HYDROCAD MODEL OUTPUTS
Mayo - Stormwater Design Memo

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 2
Summary for Subcatchment 10S: EX. Subcat upstream of SR 1501
Runoff = 85.00 cfs @ 12.21 hrs, Volume= 7.712 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
42.000 65 Woods/grass comb., Fair, HSG B
42.000 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
16.5
100
0.0367
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
4.6
250
0.0326
0.90
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
5.2
1,845
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
26.3 2,195 Total
8
Subcatchment 10S: EX. Subcat upstream of SR 1501
Hydrograph
-1-1-7 1 1 1
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 12S: Subcat downstream of SR 1501
Runoff = 209.61 cfs @ 12.16 hrs, Volume= 16.853 af, Depth> 2.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
69.200 73 Woods/grass comb., Poor, HSG B
69.200 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.1
100
0.1000
0.15
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
9.5
900
0.1000
1.58
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
2.0
800
0.0500
6.81
102.19 Trap/Vee/Rect Channel Flow, channel
Bot.W=10.00' D=1.00' Z= 5.0 '/' Top.W=20.00'
n= 0.040 Earth, cobble bottom, clean sides
22.6 1,800 Total
Subcatchment 12S: Subcat downstream of SR 1501
Hydrograph
230
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 16S: West Ditch DA
Runoff = 27.48 cfs @ 12.14 hrs, Volume= 2.134 af, Depth> 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
11.600 65 Woods/grass comb., Fair, HSG B
11.600 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.5
100
0.0367
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
1.1
192
0.0326
2.91
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.8
1,000
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
20.4 1,292 Total
1
Subcatchment 16S: West Ditch DA
Hydrograph
-A I- L I L - L 1 L
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC
Summary for Subcatchment 17S: East Ditch DA
Runoff = 29.66 cfs @ 12.03 hrs, Volume= 1.661 af, Depth> 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
9.000 65 Woods/grass comb., Fair, HSG B
9.000 100.00% Pervious Area
Tc
min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
8.4
100
0.2000
0.20
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
2.2
300
0.2000
2.24
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.6
400
Total
Subcatchment 17S: East Ditch DA
Hydrograph
1 1 1 1 1 1 1 1 1
1 1 1
1 1 1
1 1
1 1 1
1 1
1
■Runoff
32
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC
Summary for Subcatchment 18S: Prop. Subcat upstraem of SR 1501
Runoff = 39.88 cfs @ 12.20 hrs, Volume= 3.545 af, Depth> 2.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
19.300 65 Woods/grass comb., Fair, HSG B
19.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
21.1
100
0.0200
0.08
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
1.5
200
0.2000
2.24
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.8
1,000
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
25.4 1,300 Total
Subcatchment 18S: Prop. Subcat upstraem of SR 1501
Hydrograph
rt—I—-tt—I—
rt—I—t-1—t-1—�
-1 + T- F —1 39.88 cfs
T_
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+
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1
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-1
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paoe 7
Summary for Subcatchment 23S: (new Subcat)
Runoff = 237.95 cfs @ 12.11 hrs, Volume= 16.881 af, Depth> 2.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
46.500 72 Woods/grass comb., Good, HSG C
25.000 71 Meadow, non -grazed, HSG C
71.500 72 Weighted Average
71.500 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.1
100
0.1000
0.15
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
4.2
400
0.1000
1.58
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
2.8
650
0.0500
3.91
215.09 Trap/Vee/Rect Channel Flow, channel
Bot.W=50.00' D=1.00' Z= 5.0 '/' Top.W=60.00'
n= 0.080 Earth, lonq dense weeds
18.1 1,150 Total
1
0
1
0
LL 1
1
Subcatchment 23S: (new Subcat)
Hydrograph
1 237.95 cfs
Type 1124-hr_I_�_1_�_I
5- ear _
Y
24-hfluriRainfa11F-5.$12"� 1
I
Ouno r"I =171I1.5 0I1a�I -1I
Rur�otf1VoVufe�=-1-6:881fof
RU_noff1DeptTi>2_.83" 11 T
Flo* �engthT1,1150' 11
— — — — — — — — — — — — — — —
Tc:::18.11min 1 1 1 1
—r7-1-7-1—T-1
N:�:7�
( I I I I I I I I
I I
I I
I I
I I I I I I I I I
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rt I
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t I t-- 1 1 1 fi 1
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7 —1— f- -- 1 1 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)
❑ Runoff

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC
Summary for Subcatchment 25S: (new Subcat)
Runoff = 90.52 cfs @ 12.13 hrs, Volume= 6.735 af, Depth> 2.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
12.900 72 Woods/grass comb., Good, HSG C
16.600 71 Meadow, non -grazed, HSG C
29.500 71 Weighted Average
29.500 100.00% Pervious Area
Tc Length
(min) (feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
14.6 100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
5.1 590
0.1500
1.94
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
19.7 690 Total
0
N
3
0
M
I
Subcatchment 25S: (new Subcat)
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC
Summary for Subcatchment 27S: (new Subcat)
Runoff = 168.52 cfs @ 12.11 hrs, Volume= 12.004 af, Depth> 3.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
23.600 72 Woods/grass comb., Good, HSG C
13.100 80 Landfill
11.000 71 Meadow, non -grazed, HSG C
47.700 74 Weighted Average
47.700 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.6 100
0.0890
0.14
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
6.7 600
0.0890
1.49
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
18.3 700 Total
Subcatchment 27S: (new Subcat)
Hydrograph
180
I I I I 1 1
1 1 1
1
1 1
I I
I I I
I I I I I
Type It24-hr I I
sss2 cfs
160
25-�eaTr 7
T
T
7
T
150
7-1- 1 1-1 1 F7-1-T-1
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-
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120
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y 110
Flmoff Volume-_1-2�0a
3 1oo
Runoff Depths�W't
t- 1
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50
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40
CN__�74_ -I- - I- -I-
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-I-
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30
_ I- -I - J
-
I- 1
J _
I- -1-
T -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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 10
Summary for Subcatchment 28S: (new Subcat)
Runoff = 113.30 cfs @ 12.19 hrs, Volume= 9.824 af, Depth> 2.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
34.800 72 Woods/grass comb., Good, HSG C
6.900 71 Meadow, non -grazed, HSG C
41.700 72 Weighted Average
41.700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.4
100
0.0750
0.13
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 3.33"
4.9
400
0.0750
1.37
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
8.2
750
0.0933
1.53
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
25.5 1,250 Total
N
3
0
LL
Subcatchment 28S: (new Subcat)
Hydrograph
t I t I t- t= I t I _r I r-
I
I rt I
t- t=
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I
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ypell-24F hr-1-4-1-�
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I
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- - - -1 - -I - 1 -1-
t I
1-
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 11
Summary for Subcatchment 29S: (new Subcat)
Runoff = 53.93 cfs @ 12.20 hrs, Volume= 4.696 af, Depth> 2.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
4.400 72 Woods/grass comb., Good, HSG C
3.200 80 Landfill
11.700 71 Meadow, non -grazed, HSG C
19.300 73 Weighted Average
19.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.6
100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
5.7
350
0.0420
1.02
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
5.5
550
0.1100
1.66
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
25.8 1,000 Total
Subcatchment 29S: (new Subcat)
Hydrograph
-- -I- fi-- -I- -
--r -I - --rT -I-T--
60
55 TI /� 1 53.s3 cfs
i4 ype l l-24�hr1 - -4 - 1- 4 - 1- I I I 1 -1 - � -1 -
50 1 1 1 1 1 1 1 1 1 1 1 1 1 1
�5 I7 "r I p I}. 1 �I� 1Q I 1 I I
45 2 �F- hdwllrlt ffifa 1�5(42,' I I
40 I I I I I I I I
Runoff-Area:19.300-ac-1- - t -1- - - -1- t - t -1- r
35 Ru f `IFo�Fuml e�_4.696 a#'1 '
° 30 Ruh-ofUDepth>2 J2'r_ I
U. 25 1 1 1 1 1 1 1
20 Flow Length -1F,000' -F 1 - I F
15 'tcT2$.8, min - -
10 � W:73
1 1 1 1
I I I 1 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)
■ Runoff

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 12
Summary for Subcatchment 30S: (new Subcat)
Runoff = 60.17 cfs @ 12.07 hrs, Volume= 3.852 af, Depth> 2.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
8.500 72 Woods/grass comb., Good, HSG C
7.800 71 Meadow, non -grazed, HSG C
16.300 72 Weighted Average
16.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
100
0.0890
0.14
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
2.8
250
0.0890
1.49
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
0.4
250
0.0830
11.52
633.44 Trap/Vee/Rect Channel Flow, channel
Bot.W=50.00' D=1.00' Z= 5.0 '/' Top.W=60.00'
n= 0.035 Earth, dense weeds
14.8 600 Total
Subcatchment 30S: (new Subcat)
Hydrograph
65
60.17 cfs
60Type f 1-24o-hr1 _ _ 1_ _ 1 I Iye
55 p r , 1
50 24-hdu-rl Rainfall J!: 2& -' - I I _ L
45 1 1 1 1
40 Rurroff-Arrea-16.300-ac-1 - -1- -1-
35 AU6o"ol, u 160 3.852 a�1 � I � � 1 4-1 � 1 �
— I I I I I I I I I I I
0 3o Ruoff Depth>2.84'r -1 -1 — -1- - - —1 — -1-
25 Flow ILonath1=600' 1 1 1 I I I I I I I I
20 mI 1 I 1 1 1
-T'•61+'?'1—r�-1—rt
15 M:72 1 1 I 1 1 1 1 1 1 1 I 1 1 I
10
1I7 17171 7Ir 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)
■ Runoff

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 13
Summary for Subcatchment 31 S: (new Subcat)
Runoff = 36.97 cfs @ 12.11 hrs, Volume= 2.627 af, Depth> 2.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
0.500 72 Woods/grass comb., Good, HSG C
11.000 71 Meadow, non -grazed, HSG C
11.500 71 Weighted Average
11.500 100.00% Pervious Area
Tc Length
(min) (feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
14.6 100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
3.5 350
0.1100
1.66
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
18.1 450 Total
Subcatchment 31 S: (new Subcat)
Hydrograph
■ Runoff
I_1_ I_I_I _I_I I —I_ 1 36.97cfs_I_I _I_I_ I —I — 1—I—I _I_I_
Typeal-24-&r _ L J _ I_ 1 —1 —1— L —1— L J —I— 1 —I— L —I— L
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— -4 —
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Runoff Area=11.5OO-ac—ii
I t- I
-t
I+ I
fi I
f —'u
u .�7 7� "' 1
1 T 1
F-1
F T I
T 1 F
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I I I I r 1 1
1 F 1
1 1
L-
F 1
+ I
1 T 1
T 1 F
1
Flowteingthl_4-50'
I - I— 1 1
1
I T �' I� I I I
M=71-1- 11 �
III � 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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 14
Summary for Subcatchment 32S: (new Subcat)
Runoff = 298.64 cfs @ 12.28 hrs, Volume= 30.081 af, Depth> 3.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type II 24-hr 25-year, 24-hour Rainfall=5.82"
Area (ac) CN Description
19.000 72 Woods/grass comb., Good, HSG C
39.000 80 Landfill
62.000 71 Meadow, non -grazed, HSG C
120.000 74 Weighted Average
120.000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
21.1 100
0.0200
0.08
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
11.3 830
0.0600
1.22
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
32.4 930 Total
Subcatchment 32S: (new Subcat)
Hydrograph
320
I l l l i l l l
7 — 1— T —1 —7 —1 F 7 —1— T zs8.64�fs
l l
_T
i i
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300
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hype IH 24-hrs 1 -t1 t
t
f
fi
280
1� 4 1 -k 1
1 4-1
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1 -4
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260
dreg11_LJ_1_1_ppI_L_1
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240
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111
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1 1
220
ka oo-Ar11f4� �e6 1
I
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1 1
11
1 11 11
w 180
Runoff1
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I —1
— I ------—---
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c 160
Ru off-Dep�th�(]nV1-I- 4--1
-1-
+ -1-
♦ -
1- -4-1-
4- -1-
a
lo�engfW::F9�0
1
120
' b"
100
Tc;�32.41 m In - 1- 1 - 1- 1 -1
I- 1 -1
- 1 111
1- 1
1 1 1
— —
80
I I I I I I I I I
�7�
� �
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I I
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60
I I I� 7 ITI
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rt 1
7171
1
1
40
+-1 —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)
❑ Runoff

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 15
Summary for Reach 12R: (new Reach)
Inflow Area = 71.500 ac, 0.00% Impervious, Inflow Depth > 2.83" for 25-year, 24-hour event
Inflow = 237.95 cfs @ 12.11 hrs, Volume= 16.881 of
Outflow = 220.75 cfs @ 12.16 hrs, Volume= 16.766 af, Atten= 7%, Lag= 3.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 6.75 fps, Min. Travel Time= 4.9 min
Avg. Velocity = 2.00 fps, Avg. Travel Time= 16.7 min
Peak Storage= 65,360 cf @ 12.16 hrs
Average Depth at Peak Storage= 1.36'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,439.74 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 2,000.0' Slope= 0.0350 '/'
Inlet Invert= 470.00', Outlet Invert= 400.00'
Reach 12R: (new Reach)
Hydrograph
L -I- L L -1- L -1 - I- L - I - L L -I- I I -I- L L -I_ J
i t I I I I I I I I I I I I I I I I I I 1 ■ Inflow
260 1 1 1.,1 1♦ 1 1 237.95cfs 1 1 ❑ Outflow
240 / [nflow A 11ea 7t.560-a - 4 1 -t I -
� I I I I I I I 220.75 cfs I I I I I I I I I I
l
+
fs- - T rt1F�1�200 MXV01-6'T5I
180 II I -I- L L -I- L
h_nQ45160
140 —2-.GN-.O-
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80
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40
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20
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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 16
Summary for Reach 13R: (new Reach)
Inflow Area = 357.500 ac, 0.00% Impervious, Inflow Depth > 2.30" for 25-year, 24-hour event
Inflow = 389.93 cfs @ 12.27 hrs, Volume= 68.561 of
Outflow = 381.12 cfs @ 12.32 hrs, Volume= 68.056 af, Atten= 2%, Lag= 3.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 4.65 fps, Min. Travel Time= 4.3 min
Avg. Velocity = 1.99 fps, Avg. Travel Time= 10.1 min
Peak Storage= 98,295 cf @ 12.32 hrs
Average Depth at Peak Storage= 1.80'
Bank -Full Depth= 5.00' Flow Area= 275.0 sf, Capacity= 2,299.72 cfs
40.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 70.00'
Length= 1,200.0' Slope= 0.0107 7'
Inlet Invert= 399.80', Outlet Invert= 387.00'
Reach 13R: (new Reach)
Hydrograph
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 17
Summary for Reach 14R: (new Reach)
Inflow Area = 29.500 ac, 0.00% Impervious, Inflow Depth > 2.74" for 25-year, 24-hour event
Inflow = 90.52 cfs @ 12.13 hrs, Volume= 6.735 of
Outflow = 87.69 cfs @ 12.17 hrs, Volume= 6.704 af, Atten= 3%, Lag= 2.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.11 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 1.51 fps, Avg. Travel Time= 11.3 min
Peak Storage= 17,505 cf @ 12.17 hrs
Average Depth at Peak Storage= 0.77'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,582.49 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 1,020.0' Slope= 0.0392 '/'
Inlet Invert= 440.00', Outlet Invert= 400.00'
Reach 14R: (new Reach)
Hydrograph
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10
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 18
Summary for Reach 16R: (new Reach)
Inflow Area = 47.700 ac, 0.00% Impervious, Inflow Depth > 3.02" for 25-year, 24-hour event
Inflow = 168.52 cfs @ 12.11 hrs, Volume= 12.004 of
Outflow = 161.97 cfs @ 12.15 hrs, Volume= 11.946 af, Atten= 4%, Lag= 2.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.92 fps, Min. Travel Time= 3.5 min
Avg. Velocity = 1.69 fps, Avg. Travel Time= 12.2 min
Peak Storage= 33,886 cf @ 12.15 hrs
Average Depth at Peak Storage= 1.16'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,342.22 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 1,240.0' Slope= 0.0323 '/'
Inlet Invert= 480.00', Outlet Invert= 440.00'
■ Inflow
❑ Outflow
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 19
Summary for Reach 17R: (new Reach)
Inflow Area = 41.700 ac, 0.00% Impervious, Inflow Depth > 2.83" for 25-year, 24-hour event
Inflow = 113.30 cfs @ 12.19 hrs, Volume= 9.824 of
Outflow = 112.51 cfs @ 12.22 hrs, Volume= 9.798 af, Atten= 1 %, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.91 fps, Min. Travel Time= 2.0 min
Avg. Velocity = 1.82 fps, Avg. Travel Time= 6.4 min
Peak Storage= 13,303 cf @ 12.22 hrs
Average Depth at Peak Storage= 0.84'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,831.50 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 700.0' Slope= 0.0471 '/'
Inlet Invert= 473.00', Outlet Invert= 440.00'
Reach 17R: (new Reach)
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 20
Summary for Reach 18R: (new Reach)
Inflow Area = 108.700 ac, 0.00% Impervious, Inflow Depth > 2.92" for 25-year, 24-hour event
Inflow = 322.23 cfs @ 12.17 hrs, Volume= 26.440 of
Outflow = 320.48 cfs @ 12.19 hrs, Volume= 26.394 af, Atten= 1 %, Lag= 1.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 7.46 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 2.27 fps, Avg. Travel Time= 4.5 min
Peak Storage= 26,199 cf @ 12.19 hrs
Average Depth at Peak Storage= 1.71'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,361.34 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 610.0' Slope= 0.0328 '/'
Inlet Invert= 440.00', Outlet Invert= 420.00'
Reach 18R: (new Reach)
Hydrograph
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Time (hours)
■ Inflow
❑ Outflow

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 21
Summary for Reach 19R: (new Reach)
Inflow Area = 16.300 ac, 0.00% Impervious, Inflow Depth > 2.84" for 25-year, 24-hour event
Inflow = 60.17 cfs @ 12.07 hrs, Volume= 3.852 of
Outflow = 57.68 cfs @ 12.11 hrs, Volume= 3.834 af, Atten= 4%, Lag= 2.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.07 fps, Min. Travel Time= 3.2 min
Avg. Velocity = 1.44 fps, Avg. Travel Time= 11.3 min
Peak Storage= 11,079 cf @ 12.11 hrs
Average Depth at Peak Storage= 0.53'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 3,235.06 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 975.0' Slope= 0.0615 '/'
Inlet Invert= 480.00', Outlet Invert= 420.00'
Reach 19R: (new Reach)
Hydrograph
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Time (hours)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 22
Summary for Reach 20R: (new Reach)
Inflow Area = 136.500 ac, 0.00% Impervious, Inflow Depth > 2.89" for 25-year, 24-hour event
Inflow = 402.38 cfs @ 12.17 hrs, Volume= 32.855 of
Outflow = 399.50 cfs @ 12.19 hrs, Volume= 32.790 af, Atten= 1 %, Lag= 1.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 7.63 fps, Min. Travel Time= 1.5 min
Avg. Velocity = 2.36 fps, Avg. Travel Time= 5.0 min
Peak Storage= 36,630 cf @ 12.19 hrs
Average Depth at Peak Storage= 2.01'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,204.32 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 700.0' Slope= 0.0286 '/'
Inlet Invert= 420.00', Outlet Invert= 400.00'
Reach 20R: (new Reach)
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 23
Summary for Reach 21 R: (new Reach)
Inflow Area = 120.000 ac, 0.00% Impervious, Inflow Depth > 3.01" for 25-year, 24-hour event
Inflow = 298.64 cfs @ 12.28 hrs, Volume= 30.081 of
Outflow = 297.92 cfs @ 12.29 hrs, Volume= 30.036 af, Atten= 0%, Lag= 0.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.91 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.97 fps, Avg. Travel Time= 3.8 min
Peak Storage= 22,658 cf @ 12.29 hrs
Average Depth at Peak Storage= 1.95'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,738.79 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 450.0' Slope= 0.0178 '/'
Inlet Invert= 448.00', Outlet Invert= 440.00'
Reach 21 R: (new Reach)
Hydrograph
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 24
Summary for Reach 22R: (new Reach)
Inflow Area = 120.000 ac, 0.00% Impervious, Inflow Depth > 3.00" for 25-year, 24-hour event
Inflow = 297.92 cfs @ 12.29 hrs, Volume= 30.036 of
Outflow = 297.48 cfs @ 12.30 hrs, Volume= 30.005 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 9.82 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 3.19 fps, Avg. Travel Time= 2.6 min
Peak Storage= 15,132 cf @ 12.30 hrs
Average Depth at Peak Storage= 1.27'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 3,688.53 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 500.0' Slope= 0.0800 '/'
Inlet Invert= 440.00', Outlet Invert= 400.00'
Reach 22R: (new Reach)
Hydrograph
I I I I I I I I I I I I I I I I I I I I I
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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)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 25
Summary for Reach 23R: West Ditch
Inflow Area = 11.600 ac, 0.00% Impervious, Inflow Depth > 2.21" for 25-year, 24-hour event
Inflow = 27.48 cfs @ 12.14 hrs, Volume= 2.134 of
Outflow = 27.38 cfs @ 12.16 hrs, Volume= 2.130 af, Atten= 0%, Lag= 1.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 4.86 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.53 fps, Avg. Travel Time= 4.1 min
Peak Storage= 2,113 cf @ 12.16 hrs
Average Depth at Peak Storage= 0.49'
Bank -Full Depth= 3.00' Flow Area= 57.0 sf, Capacity= 763.04 cfs
10.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 28.00'
Length= 375.0' Slope= 0.0667 '/'
Inlet Invert= 455.00', Outlet Invert= 430.00'
Reach 23R: West Ditch
Hydrograph
L _I_ L _1 _ I_ 1 _I_ L -1 _ I_ 1 _I_
L -1 _1_
L _1 _
I_ L _I_
L L _ I_
i
IIIIIIIIIIIII
IIIIIIII
II
30
28
27A8 C$
1nf1ow Area-=11t.6W 27.38 cfs —
I
1 1
1 1 1
1 1 1
1 1 1
26
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r rt
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L L 1
i
1 1
20
,
- -
11-0.045 1 1 1 1 1 1
1 1
1 1 1
1 1
1
1 1 1
N 18
16
IC
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L
fi
fi
L I
014
1
=�•671
-4 -
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1- 4 - I
- -4-I-
LL
- - - - - - - - - - - -
- - -
- - - -
- - -
- - - - -
1210
j
Oal , Y=1 7231.0I_ f�'
1
1
1
1
8
7-1-T 1 F 7-1 1
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1 1-1-1-7-1-77-I-
6
4
L_I_L_I_
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)
■ Inflow
❑ Outflow

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 26
Summary for Reach 24R: East Ditch
Inflow Area = 9.000 ac, 0.00% Impervious, Inflow Depth > 2.21" for 25-year, 24-hour event
Inflow = 29.66 cfs @ 12.03 hrs, Volume= 1.661 of
Outflow = 26.89 cfs @ 12.07 hrs, Volume= 1.652 af, Atten= 9%, Lag= 2.6 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.06 fps, Min. Travel Time= 3.9 min
Avg. Velocity = 1.71 fps, Avg. Travel Time= 11.4 min
Peak Storage= 6,244 cf @ 12.07 hrs
Average Depth at Peak Storage= 1.04'
Bank -Full Depth= 3.00' Flow Area= 27.0 sf, Capacity= 243.12 cfs
3.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 2.0 '/' Top Width= 15.00'
Length= 1,175.0' Slope= 0.0383 '/'
Inlet Invert= 455.00', Outlet Invert= 410.00'
Reach 24R: East Ditch
Hydrograph
32
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II#1OWeCC�.�ppppa30 c
28
'
1 F. I 1 I F -1 2s.89 cfs F
Avg- f en�h0-I-fi
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26
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124
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-
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22
,
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- - 1-
20
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18
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016
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8
6
1 I L I 1 1 I I
I J
J J 1
4
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)
■ Inflow
■ Outflow

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 27
Summary for Reach 25R: West Ditch
Inflow Area = 11.600 ac, 0.00% Impervious, Inflow Depth > 2.20" for 25-year, 24-hour event
Inflow = 27.38 cfs @ 12.16 hrs, Volume= 2.130 of
Outflow = 26.99 cfs @ 12.18 hrs, Volume= 2.125 af, Atten= 1 %, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.57 fps, Min. Travel Time= 1.9 min
Avg. Velocity = 2.05 fps, Avg. Travel Time= 5.3 min
Peak Storage= 3,145 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.98'
Bank -Full Depth= 3.00' Flow Area= 27.0 sf, Capacity= 277.79 cfs
3.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 2.0 '/' Top Width= 15.00'
Length= 650.0' Slope= 0.0500 '/'
Inlet Invert= 430.00', Outlet Invert= 397.50'
Reach 25R: West Ditch
Hydrograph
_I _ I_ I _ I _ I _I _ I_ I _ I _ _ 1_ ■ Inflow
30 IE�}I 2zsE c's ■ Outflow
28 �IowC'^,.'ea=11 t.6W 26ss�r5 - j - 1- -1 - 1- -1 - - 1-
26 , Avg-- i� IC �f � ll � _� � -4 1 4- 1 I rt I r � I
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22 I�IIC�x/�I--071I J
20 n_Q Q45_
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0 14 / 1T t� -I- - I- -4 -1- 4- -1 - 1- 4 -1- -4 - I-
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=5�01 /
1210 j oal , yF' 2�71.70 0 1 1 1 1 1
8 7 1- T_ 1 F 7 -1 - r 1 1 1 1 - T_ 7 I-
1-I-L-1_
4
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 28
Summary for Reach 3513: Channel downstream of pipes
Inflow Area = 466.600 ac, 0.00% Impervious, Inflow Depth > 2.17" for 25-year, 24-hour event
Inflow = 265.94 cfs @ 12.18 hrs, Volume= 84.228 of
Outflow = 235.07 cfs @ 12.29 hrs, Volume= 83.842 af, Atten= 12%, Lag= 6.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 3.67 fps, Min. Travel Time= 4.5 min
Avg. Velocity = 1.93 fps, Avg. Travel Time= 8.6 min
Peak Storage= 102,907 cf @ 12.29 hrs
Average Depth at Peak Storage= 2.86'
Bank -Full Depth= 4.00' Flow Area= 416.0 sf, Capacity= 1,428.06 cfs
Custom cross-section, Length= 1,000.0' Slope= 0.0095 '/'
Constant n= 0.045 Winding stream, pools & shoals
Inlet Invert= 373.50', Outlet Invert= 364.00'
Offset Elevation Chan.Depth
(feet)
(feet)
(feet)
0.00
4.00
0.00
180.00
2.00
2.00
186.00
0.00
4.00
191.00
0.00
4.00
197.00
2.00
2.00
377.00
4.00
0.00
Depth End Area
Perim.
Storage
Discharge
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
5.0
0
0.00
2.00
22.0
17.6
22,000
82.01
4.00
416.0
377.7
416,000
1,428.06

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 29
Reach 35R: Channel downstream of pipes
Hydrograph
I I I I I I I I I I I I I I I I I I I
rt —I— t- - — I— fi —1 — 1— rt —I — � rt — I— fi —1 — 1— rt — I 1
■ Inflow
— — — — —I — I— — 2s5.94 cfs — —I — I— —
❑ outflow
280rI1l
Inflow Area=4661.6OO1aa I I I I I I I
260
{yA� 1FJI��_7IAC.�rIJ
- _ - — 235.07 cfs
240
/
r�—� IT-�
I
220
�/
Mar V e1=�&7-fpg rt —I
200
—�-4 --—I—I-
n= .045 1
180
160
_
�' "f'�1�
1 1 1 1 1 1 1 1 1 1 1
c 140
S-0.0N5 1 /' -r — — I—
LL 120
I— —I— - —I— -.
a_pa�0y=0 �,4- cfs
100
i t
- -
I I I I 1 1
80
1 1 1 1 1 1 1 1
60
rt 1 - 1 t 1 1— — t — — I— _r — -
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 30
Summary for Pond 12P: Proposed Detention Pond
Inflow Area = 378.100 ac, 0.00% Impervious, Inflow Depth > 2.28" for 25-year, 24-hour event
Inflow =
409.29 cfs @
12.31 hrs,
Volume=
71.834 of
Outflow =
73.73 cfs @
13.92 hrs,
Volume=
64.100 af, Atten= 82%, Lag= 96.7 min
Primary =
73.73 cfs @
13.92 hrs,
Volume=
64.100 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 394.37' @ 13.92 hrs Surf.Area= 4.012 ac Storage= 21.176 of
Plug -Flow detention time= 162.4 min calculated for 63.993 of (89% of inflow)
Center -of -Mass det. time= 112.3 min ( 1,063.2 - 950.9 )
Volume
Invert Avail.Storage Storage
Description
#1
387.00'
83.500 of Custom
Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
387.00
0.000
0.000
0.000
391.00
3.000
6.000
6.000
401.00
6.000
45.000
51.000
406.00
7.000
32.500
83.500
Device Routina Invert Outlet Devices
#1 Primary 387.00' 24.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 387.00' / 386.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Secondary 405.50' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=73.73 cfs @ 13.92 hrs HW=394.37' TW=378.25' (Dynamic Tailwater)
1­1=Culvert (Barrel Controls 73.73 cfs @ 11.73 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.00' TW=376.00' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 31
Pond 12P: Proposed Detention Pond
Hydrograph
/
L I _ - 1 _1
t 1 L t 1 1 L t t 1
_ I_ I I _I
1 L t 1
_ I_
1! t 1 I
■ Inflow
409.29 cfs
t - 1- tt -1 -1 ' -1
oow �I""'
-1-t- t -1
- 1- t- t -1 - 1-
Outflow
N Primary
■ Seconary
420
```I'-�'TA�A 'Ir'1
Peak I Elty-_39 - -
420
////
7'�
400
////
1 1 t 1 - t t 1 t 1
1 t t 1
1 t t 1 1
380
/ / / /
Wrogck= fif 16 ;af -I - -I
- - T -1
- -F 7-I - -
360
340
/ / / /
-II-
320
300
/ / / /
1 T 7 1 1
N 260
240
3 220
ITI
00
i
4-A t
_ 1_ _1I
t
_ 1_ _1I _
t
1180
160
/ / / /
* -1 -1- r- rt -1 -1- r- T - - 1 r
-1- I- rt -I
-I- I- rt -I - I-
140
/ / / /
1 1 1 1 73.73 cfs
1
120
/ / / /
— — 73.73 cfs
100
80
60
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 32
Summary for Pond 13P: Proposed Detention Pond
Inflow Area = 71.500 ac, 0.00% Impervious, Inflow Depth > 2.81" for 25-year, 24-hour event
Inflow =
220.75 cfs @
12.16 hrs,
Volume=
16.766 of
Outflow =
15.08 cfs @
13.90 hrs,
Volume=
13.201 af, Atten= 93%, Lag= 103.9 min
Primary =
15.08 cfs @
13.90 hrs,
Volume=
13.201 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 407.14' @ 13.90 hrs Surf.Area= 2.229 ac Storage= 9.169 of
Plug -Flow detention time= 297.2 min calculated for 13.179 of (79% of inflow)
Center -of -Mass det. time= 212.4 min ( 1,059.4 - 847.0 )
Volume Invert Avail.Storaae Storaae Description
#1
400.00'
15.600 of Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(acres)
(acre-feet) (acre-feet)
400.00
0.000
0.000 0.000
406.00
2.200
6.600 6.600
410.00
2.300
9.000 15.600
Device Routing Invert Outlet Devices
#1 Primary 400.00' 12.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 400.00' / 399.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Secondary 410.99' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=15.08 cfs @ 13.90 hrs HW=407.14' TW=400.47' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 15.08 cfs @ 9.60 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=400.00' TW=399.80' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 33
Pond 13P: Proposed Detention Pond
Hydrograph
Ery
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 34
Summary for Pond 14P: Proposed Detention Pond
Inflow Area = 136.500 ac, 0.00% Impervious, Inflow Depth > 2.88" for 25-year, 24-hour event
Inflow =
399.50 cfs @
12.19 hrs,
Volume=
32.790 of
Outflow =
19.47 cfs @
15.30 hrs,
Volume=
18.651 af, Atten= 95%, Lag= 186.5 min
Primary =
19.47 cfs @
15.30 hrs,
Volume=
18.651 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 411.57' @ 15.30 hrs Surf.Area= 3.066 ac Storage= 19.871 of
Plug -Flow detention time= 345.0 min calculated for 18.620 of (57% of inflow)
Center -of -Mass det. time= 230.4 min ( 1,077.7 - 847.3 )
Volume
Invert Avail.Storage Storage
Description
#1
400.00'
33.780 of Custom
Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
400.00
0.000
0.000
0.000
410.00
3.000
15.000
15.000
415.00
3.210
15.525
30.525
416.00
3.300
3.255
33.780
Device Routina Invert Outlet Devices
#1 Primary 400.00' 12.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 400.00' / 399.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Secondary 415.00' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=19.47 cfs @ 15.30 hrs HW=411.57' TW=400.39' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 19.47 cfs @ 12.39 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=400.00' TW=399.80' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 35
N
V
3
0
LL
0
0
Pond 14P: Proposed Detention Pond
Hydrograph
T-1 1 L T 1 1 L T-1 1
399.51
tpow*r�euTt�-00,lq
Peak 1 EWv, 411--.57'rt -1 -
�t�mgq J918-1�f I I I
_L-11
T T 1
I L L J 1
+�—I—++-1-1—++�—I
T-1
1 T T 1
1 L T- 1
_L-11
L L 1
1 L L -11
I - -AI
I I-1—
1 1 -1—
T 1 1 T T 1
1 L T 1 I
—
1_
--1-1-rrt-1-l-rrt-1-1-
_ _I _ I_ L]
I 1 1
_ I_ _I _ I_
1 L L I 1
1
L I I L 1 I
I
1 L L I I
+I-
1I L T I
I L T 1I
I L 1
L L
19.47 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)
Ery

Mayo - CBE
Mayo HydroCAD - Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Page 36
Summary for Pond 15P: Culvert - Mayo Lake Road
Inflow Area = 397.400 ac, 0.00% Impervious, Inflow Depth > 2.04" for 25-year, 24-hour event
Inflow = 89.35 cfs @ 12.26 hrs, Volume= 67.644 of
Outflow = 80.22 cfs @ 12.60 hrs, Volume= 67.376 af, Atten= 10%, Lag= 20.3 min
Primary = 80.22 cfs @ 12.60 hrs, Volume= 67.376 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 378.34' @ 12.60 hrs Surf.Area= 25,490 sf Storage= 29,831 cf
Flood Elev= 384.00' Surf.Area= 94,936 sf Storage= 364,112 cf
Plug -Flow detention time= 5.1 min calculated for 67.263 of (99% of inflow)
Center -of -Mass det. time= 3.6 min ( 1,056.2 - 1,052.6 )
Volume Invert Avail.Storage Storage Description
#1 376.00' 3,428,020 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
376.00 0 0 0
380.00 43,560 87,120 87,120
390.00 172,000 1,077,800 1,164,920
400.00 280,620 2,263,100 3,428,020
Device Routing Invert Outlet Devices
#1 Primary 374.00' 96.0" Round PROPOSED - CMP_Round 96" X 0.00
L= 197.0' Box, headwall w/3 square edges, Ke= 0.500
Inlet / Outlet Invert= 374.00' / 373.50' S= 0.0025 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 50.27 sf
#2 Primary 374.00' 72.0" Round EXISTING -Culvert
L= 200.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 374.00' / 373.50' S= 0.0025 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 28.27 sf
#3 Secondary 396.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.80 3.80
Width (feet) 20.00 125.00 372.00
Primary OutFlow Max=80.22 cfs @ 12.60 hrs HW=378.34' TW=376.18' (Dynamic Tailwater)
1=PROPOSED - CMP_Round 96" ( Controls 0.00 cfs)
L2=EXISTING
- Culvert (Barrel Controls 80.22 cfs @ 5.12 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=376.00' (Free Discharge)
L3=Custom Weir/Orifice ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD -Alt 1 -All ponds downstrea Type 1124-hr 25-year, 24-hour Rainfall=5.82"
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 37
Pond 15P: Culvert - Mayo Lake Road
Hydrograph
/
I
low
/
/
_I _
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85
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1J_I_L1_I_1_L1
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/ /
/
+ + + +
+
+ +
+ I
20
/
15
10
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 38
Summary for Subcatchment 10S: EX. Subcat upstream of SR 1501
Runoff = 134.12 cfs @ 12.21 hrs, Volume= 11.892 af, Depth> 3.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
42.000 65 Woods/grass comb., Fair, HSG B
42.000 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
16.5
100
0.0367
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
4.6
250
0.0326
0.90
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
5.2
1,845
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
26.3 2,195 Total
0
Subcatchment 10S: EX. Subcat upstream of SR 1501
Hydrograph
134.12 cf
Type II 24-hr
11100-yew%- I
24-hour Rai r4faI1U 7.41V"1
kurro�-Areragl". OIIaQI- -11
Rufi­offvo[urlie:1I -892-a-f
Runoff De4Wh>3.40" 10 / gh72,1� 1 11 1
�Nl� 1_
I— — — —
�I- Ir�IrtI fi r
I I I I
I I I
- I I
�-I
I I I
I I I
I I I
-1-7-1-r-1
I I I
1
-1
L = -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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 39
Summary for Subcatchment 12S: Subcat downstream of SR 1501
Runoff = 306.84 cfs @ 12.16 hrs, Volume= 24.608 af, Depth> 4.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
69.200 73 Woods/grass comb., Poor, HSG B
69.200 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.1
100
0.1000
0.15
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
9.5
900
0.1000
1.58
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
2.0
800
0.0500
6.81
102.19 Trap/Vee/Rect Channel Flow, channel
Bot.W=10.00' D=1.00' Z= 5.0 '/' Top.W=20.00'
n= 0.040 Earth, cobble bottom, clean sides
22.6 1,800 Total
Subcatchment 12S: Subcat downstream of SR 1501
Hydrograph
340
- — 1— —I — — 1— 4 — — 4- —1 — - —
1— —
— —
1— 4 —
I— 4- —1 —
❑Runoff
320
1 _ 1— 1 —1 — L —1 — 1— 1 — — L 306.84ofs J _
I- 1 -1
- L -1 -
1- 1 -
1- L -I _
300
Type/11 24-hr 1 1 1 1
1 I
1 I
I I
11 1
280
#0d -7* 1I 1 11 1 1
11
1 1
1I
1I 1260
240
24=hourlRin�fal� �.��"-
I
1
-
I_- -1
220
f 61a_1
ea=;�- 001� 1
_t__�
_-
fiI _U
I
I
y 200
Runoff- Voturl�e:�N-608-aff -1
1+ 1
� +
I- +
I + 1
� 180
1 + 1 1 1 - 1 -
1 +
� �
1 -4
1
_0 160
RunoffJDepthA-2�7"
LL 140
I$nn�
flow Lengfh 1
120
100
1
T 91 1
Tc::22.61min 1 1 1 1
1 1 1
1 1
1 1
1 1 1
80
I I I I I I
N:1
I I I
I I
I I
I I I
60
17
— 1— t —1 — t- — — t — 1— + —I
40
- 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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 40
Summary for Subcatchment 16S: West Ditch DA
Runoff = 43.27 cfs @ 12.14 hrs, Volume= 3.290 af, Depth> 3.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
11.600 65 Woods/grass comb., Fair, HSG B
11.600 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.5
100
0.0367
0.10
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
1.1
192
0.0326
2.91
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.8
1,000
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
20.4 1,292 Total
I
Subcatchment 16S: West Ditch DA
Hydrograph
- - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - -
I _ I_ I _�I -A
IIr
_ I _ I 1 _ I_ 1 43.27cfs _I - I _I _ I_ 1 _ I_ I -I - 1 _I _ I-
ype
0
i� + I +- -1 �-1 I -+ -I I +--1 -i I + I 1-1 �
'I =7pP aF T- -1 - F- -1 - 1- 7 - 1 -1 - T -1 - F - - I- T -I - T- -1 - F-
-A-----p-y,p-.,�--���--y�---- ----------------
24-h�r1 tlQihfa11J7.'F1
Runoff-Area=11.6OO-ac-1 -1- -1- -1- + -1- -1-
Fm
F�1ayy,-�A-�-`�_-u*'m_q1..-- I -11 -1- - -11- --11- - -�- � -11-1I
Ra11Vlf 1ftA. 0" � 1 1 - � -1 - � -1 - 1- � -1 - t- -1 - �
i I- +J 1 f 1 �- -1 - I t I I t- 1 -i I + I t 1 �
Flow ILen h1�1�G9G 1- 7 -11 -1- T -1 - F -f -I- T -I- T -1 - T
4I I• I I I I I I I I I I I I I I I I I
M-:65-1--1-+-i-1-+-1-1-+-1-+-4-1-+-I-+--1-+
I 1 T 1 I T-1 I -F I T 1 F-1 I T I F 1 T
1 1 1�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)
■ Runoff
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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 41
Summary for Subcatchment 17S: East Ditch DA
Runoff = 46.10 cfs @ 12.03 hrs, Volume= 2.560 af, Depth> 3.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
9.000 65 Woods/grass comb., Fair, HSG B
9.000 100.00% Pervious Area
Tc Length
(min) (feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
8.4 100
0.2000
0.20
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
2.2 300
0.2000
2.24
Shallow Concentrated Flow,
Woodland Kv= 5.0 fqs
10.6 400 Total
I
Subcatchment 17S: East Ditch DA
Hydrograph
- 1 t 1 � I A 1
4 1 � 1
1
- 1
t 1
� 1
-rt fi �—1
rt 46.10 cfs —
fi
rt
rt
fi
��/�
Wq �1 24-hr_ _1 _ I I _ 1_
1 - 1
1v6ar1 1- 1 I-
10o_
1 1
1
-1 I
1
4- 1 �
t - I t-I--r-1-t-1-I-t-I
-I-t-1-r-I
I-t-I-1--1-r-
24-- ourifainfa11 7.4Y'1
---------------
I 1
-
11
---
i i 1
-----
I 1
--
i 1
-----
Runoff A�ea�91.000 -Ac I
� 1 1
� 1
� -11
� 1
4-1 �
t-I-t-I-1--I-t-i-,I,--t-1
-1-t-1-�rt-I-t-I-1--I-t
Runoff VPfune=Z-560 i�r I I
I I
I I I
I I
I I
Runoff Dbpth:'14-1'-" -
-t-I-fi- -'� 1-I-fi-I
low �en Ih- W I
-1-t-1-��-I-t-1-t-1-t
1
I
F 1 I
I
Sio0e10:20WI/L � � - I-
-I -1-
-1
- � -I-
-� -I-
� -I-
1-t
1 1
1
�--i I
t I
t -I-
1
1 7 1 1 1 1
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)
■ Runoff

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 42
Summary for Subcatchment 18S: Prop. Subcat upstraem of SR 1501
Runoff = 62.90 cfs @ 12.19 hrs, Volume= 5.466 af, Depth> 3.40"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
19.300 65 Woods/grass comb., Fair, HSG B
19.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
21.1
100
0.0200
0.08
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.33"
1.5
200
0.2000
2.24
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.8
1,000
0.0608
5.95
53.56 Channel Flow,
Area= 9.0 sf Perim= 12.3' r= 0.73' n= 0.050
25.4 1,300 Total
N
U.
I
Subcatchment 18S: Prop. Subcat upstraem of SR 1501
Hydrograph
rt rt I fi I - r
62.so cr5
Type ]I-24-1ir1 I I I I I I I I I I I 1 1
110 -ypar1111 - 1 1 1 1 1
24-hdurl R�ihfa111�7.41" 1- I -1 -
I 1 T 1 T 1 T-1 1 7 1 - T 1 F-1 I T I T 1 F
Runoff Area=19.300-aC 1 1 -i 1 1 t- 1
Fla o f'�fo.1u 1r = - I aft-11-
RuftofUDe'D A-40 t 1 1
I L I I I _ 1_ _1 _ L
Flow 1 elnj$h1=11,300 1 I I I
--------------- -----
\i 2 41 �1 • n I 1 1 1 1
� wT 1 1 1 1 1 1 1 T- 1 �
Ca=6i -1- -1 - I_ 1 - I- I _ I - 1 -1 - 1-
I I I I I I I I I
-1-1-T -1 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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 43
Summary for Subcatchment 23S: (new Subcat)
Runoff = 350.20 cfs @ 12.11 hrs, Volume= 24.801 af, Depth> 4.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
46.500 72 Woods/grass comb., Good, HSG C
25.000 71 Meadow, non -grazed, HSG C
71.500 72 Weighted Average
71.500 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.1
100
0.1000
0.15
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
4.2
400
0.1000
1.58
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
2.8
650
0.0500
3.91
215.09 Trap/Vee/Rect Channel Flow, channel
Bot.W=50.00' D=1.00' Z= 5.0 '/' Top.W=60.00'
n= 0.080 Earth, lonq dense weeds
18.1 1,150 Total
Subcatchment 23S: (new Subcat)
Hydrograph
380
360
350.20 cfs
340
TT ype fl 24-br I _ I- I _ I _I _I
1 _
I_ 11 _ 1
_ 1 _I _
1 1 _
1_ 1 _1 _
320
t(}(i I I -
I
I
I
I
300-1-1------
I I I I
I I I
I I
I
I
280
260
_ J J I_ I _ L -1 .
J _
I- 1 _ I
- L J _
I_ J -I-
L -1 _
240
_ uno f=`I,rga.�i11.n O 1aG -1.
J _
1_ 1 _1
_ L _1 _
J
y 220
Ru6off- Vfll�udhe�24-891Laf
-1
1 1 1
L I
L 1
I L 1
V 200
_ _ I_ _I _ I_ _I _ _
_I _
_ _I _
_ I_ _I _
J _I _
_ I_ _ _
0 180
Runoff 1Depthz416" 1
J
1 1 1
L J
1 1
1 L 1
160 LL
11
lob" �en
140
gift' St�l � l_ L
J _I_
J _I_
L J _
I_ J _I_
L _I_
120
� 11mIn-i-1_1_1_L
_I_1_I_LJ_I_J_I_L_I_
100
1 1 LJ L1 I!
-I
-I I
L-1
LL
I L I
80
'Y�I LJ 1 I
J
I 1 I
LJ
L
I L_
60
J _ 1_ 1 _1 1 1
_
1_ 1 -1-
L
I_ J -I-
L _1 _
40
L 1 1 L -i
1 I
L L
L 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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 44
Summary for Subcatchment 25S: (new Subcat)
Runoff = 134.46 cfs @ 12.12 hrs, Volume= 9.959 af, Depth> 4.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
12.900 72 Woods/grass comb., Good, HSG C
16.600 71 Meadow, non -grazed, HSG C
29.500 71 Weighted Average
29.500 100.00% Pervious Area
Tc
min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
14.6
100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
5.1
590
0.1500
1.94
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
19.7
690
Total
Subcatchment 25S: (new Subcat)
Hydrograph
150
-4 1 4- 1 � 1 4 I -
1 + 1
A
1 -
1 � I
❑Runoff
140
1 1 1 134.46 cfs 1
1
1 1
1
130
yae 4 n I I I
I I I
I I
I I
I I I
120
- - - - - - - - - - - - - - - -
I I I I I I I I I I
110 -yeah
- - -
I I I
- - - -
I I
- - -
I I
- - - -
I I I
+ + - I- + -1- -1 -4 -1-
+ - I
- + -
1- + -1-
+ -1 -
110
24-houe f36i-M-611�7-.41►' _1
1- -1 -1-
-1-
-1-
100
Runoff area=-29.5O0-a,c-1
-1-
-1-
-1-
90
80
iuoff-1-
_1_ -Y •_1_ .. _1_
_1_
_
1_ 4 -1-
4- -1-
_L 70
u
Runoff na„ 14.��'1r 1 _
1_ 1 _1
_ 1 _1 _
1_ _
1_ 1 _1
60
I I
FII low ength�O' IL -I-
T -I-
T- -1 -
I 7 -1-
T -1 -
50
1 + 1 1
1 + I
+
+ +
1 + 1
40
.
Il C4 / in+
10 _ _ _
-1-
- -
-
-1-
30
�N�T1 _1 _ 1
—
� 1
—I—
=
1 1
—I—
1- 1
—I-
20
t
1 1 1
rt + 1 t- rt 1
t 1
1 -1
fi t
10
11
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 45
Summary for Subcatchment 27S: (new Subcat)
Runoff = 244.22 cfs @ 12.11 hrs, Volume= 17.421 af, Depth> 4.38"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
23.600 72 Woods/grass comb., Good, HSG C
13.100 80 Landfill
11.000 71 Meadow, non -grazed, HSG C
47.700 74 Weighted Average
47.700 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
11.6 100
0.0890
0.14
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
6.7 600
0.0890
1.49
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
18.3 700 Total
240
m 1
U
" 1
3
0
LL 1
Subcatchment 27S: (new Subcat)
Hydrograph
I I I I
— I— —I — C
Type 11 24-h r
100! year'
f— I— + —I
— —I— ——+—I
24-hour Rainfall=;7.41"I 1
Runoff Are6=47.700 ad
Runoff Volume=17421 of
Runoff Depth-4.38"_
Flow Lengt4=700' + 1
Slope=0.0890!/' 1
I I
-
CN=74
I I I I I I I I
rt-1—rt—I—L�—I—rt I I
I I I I I I I
I I I I I I I I I I
I t I 1--t fi 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)
❑ Runoff

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 46
Summary for Subcatchment 28S: (new Subcat)
Runoff = 167.40 cfs @ 12.19 hrs, Volume= 14.436 af, Depth> 4.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
34.800 72 Woods/grass comb., Good, HSG C
6.900 71 Meadow, non -grazed, HSG C
41.700 72 Weighted Average
41.700 100.00% Pervious Area
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
12.4
100
0.0750
0.13
Sheet Flow, sheet flow
Woods: Light underbrush n= 0.400 P2= 3.33"
4.9
400
0.0750
1.37
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
8.2
750
0.0933
1.53
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
25.5
1,250
Total
Subcatchment 28S: (new Subcat)
Hydrograph
I
1c
3 9
0
LL A
0
I I
C
Type 11 24-hr l - i 1
� I
1100-year - -I 1 - II - -
24--houriRainfal'U 7.411"
unof f�e�ag4-11.7b01aC- 1
RU-fioff Vol`uMe�=14A36Ta-f
Runoff Depth>4-.15" 1 fi I
Floen,h*l 9125�OT'1 t1
Tc-25.51 n71ih — 1— 4 — I — 4- —1
—��— I — — I —+
❑ Runoff
7—I—T—I—T---
7-1-7-1-
7 — I— T —I—
T- -1 —
1— 7 —1—
7 —1 -
7 1 T I
r-1
1 7
1 7 1
I I T I
r-1
1 7
1 7 1
-
I I t I
1- I
I rt
I fi I
+
+
+ +
+
+
+
+ +
+
—I—+—I—
—1-4-1-4--1-
— I—+—I—
—1—-4-1-4--1-
+ I
1 4
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 47
Summary for Subcatchment 29S: (new Subcat)
Runoff = 79.04 cfs @ 12.19 hrs, Volume= 6.858 af, Depth> 4.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
4.400 72 Woods/grass comb., Good, HSG C
3.200 80 Landfill
11.700 71 Meadow, non -grazed, HSG C
19.300 73 Weighted Average
19.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
14.6
100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
5.7
350
0.0420
1.02
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
5.5
550
0.1100
1.66
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
25.8 1,000 Total
Subcatchment 29S: (new Subcat)
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1
1 1
1 1
1 1 1
1 1
1
■Runoff
85
— — — — — — — — — — — — — — —
— — —
— — — —
— — —
— —
—
— —
80
7s.oa ors
Twell-24-�hr1 — T 7 — I - -I—
T —1
1
— F - —I—
T — I
— T —1
—
75
70
��11�-1t 1 1
1
I
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65
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1
-
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4- 1
60
L� .�F 1"
- 11. 4 11 1 A 1— 1 I
� 1
� -
1 � I
t- 1
�
55
n� ,,4
R u 1 �V 1 f ICI a i7.3 Vu-ac i 1
L 1
-i
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i- 1
L
is
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""1 III
1 1
1
1
LL 40
RulafW � .26'?
35
1 1 1
Flow I engthi -1 0001 1
1 1
1 1
1 1 1
1 1
1
30
25
QI I• I T I I T I
m� -
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T I
-1
I I
- -1-
I T I
-1-
I I
-1
T
-
T 1- T
T
T
r
20
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� —1
— r I —
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-r —1
— �
15
-f I—-� —I I -i—I—t
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10
--1 1--1 1 1
1
1
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 48
Summary for Subcatchment 30S: (new Subcat)
Runoff = 88.34 cfs @ 12.07 hrs, Volume= 5.659 af, Depth> 4.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
8.500 72 Woods/grass comb., Good, HSG C
7.800 71 Meadow, non -grazed, HSG C
16.300 72 Weighted Average
16.300 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
11.6
100
0.0890
0.14
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
2.8
250
0.0890
1.49
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fps
0.4
250
0.0830
11.52
633.44 Trap/Vee/Rect Channel Flow, channel
Bot.W=50.00' D=1.00' Z= 5.0 '/' Top.W=60.00'
n= 0.035 Earth, dense weeds
14.8 600 Total
Subcatchment 30S: (new Subcat)
Hydrograph
95 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ■Runoff
1 1 1 1 1 1 1 1 1 _88.34 cfs 1
85 Ty_ OI-24o-hr1 - 1 I - 1- I I -I - I -1 - I - 1- I -1 I -1 -
80 11 �/ 1p 1 1 1 1 1 1 11 1 1 1 1
75 'I7T'a� II h
70 24-h(AR1 -RAiCphfaf1���� J7.41-
65 1 1 1 1 1 1 1 1 1
60 F��Uno f�Q/r�4a=� .C3�GO ate_ 1 _1 _ _1 _ 1_ _ 1_ _1 _ _1 _ 1_
55
at
2 45 Ruh- ff Qe'r%th-A.a 7"�
a 40 CI Inn
35 Flow IL-engthl-6y0r- I_ I _ I -I- I -1 _ I_ I -1- I -1- I -1 _ I_
30 I• !
25�T1 '�IIII -LJ--1--L-I-L
20 t M--72 1 L 1 L 1 1 L 1 I- I I L 1 L
15 1- I- 1 I_ -1 1 1- I I I I I I_ L -1 _ L
10 11 I L 1 I L 1 I 1 L 1 L
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 49
Summary for Subcatchment 31 S: (new Subcat)
Runoff = 54.86 cfs @ 12.11 hrs, Volume= 3.884 af, Depth> 4.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
0.500 72 Woods/grass comb., Good, HSG C
11.000 71 Meadow, non -grazed, HSG C
11.500 71 Weighted Average
11.500 100.00% Pervious Area
Tc Length
(min) (feet)
Slope
(ft/ft)
Velocity
(ft/sec)
Capacity Description
(cfs)
14.6 100
0.0500
0.11
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
3.5 350
0.1100
1.66
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
18.1 450 Total
N
0
LL
1]
0
Subcatchment 31 S: (new Subcat)
Hydrograph
_ I_ 1 _I_ L _1 _ L _ _ 1 _I_ _ _ L _I _ 1 _
I_ 1 _I_ L _1 _ L
I I I I I I I I I I I I I I I I I
-1 rt 1 T- 1 F-1 7 54.86 cfs T- F-1
Type 1124- h r1 I I I _ I - I -I - I_ I -
I I I I I I
rt T- F
I - I - I - 1 -I - 1-
11 I III IIII I I I I I I
I 'R-Yjoar fi - I I- 1 - I- t -11 1 1 -
I I I I I I
I- t -1 - t -1 - �
41,' 1
24L- hdurl ��i�ifafl�7 - -----
I I I I I I I I 1
I 1 1
--------
Runoff Area=11.500-act
Ou601f-vo11u 1i1q1=4.804raf1
1 1 1 1 1
Runoff-Depth>4.05'� L_1 L_1_i -t_I_1_i_L_1_L
FIowI-ength1-450' rt I fi I r-
T I r- I r-
fc 1 1 1- 1- I - I I
I 1 I I I I I
1 -1 1
I I
1 1- 1 -1 - 1-
I I I
Q1—Ti
GW=T1-1-4--1- -4-I-4- I
I I I I I I I
I 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)
■ Runoff

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 50
Summary for Subcatchment 32S: (new Subcat)
Runoff = 435.16 cfs @ 12.27 hrs, Volume= 43.666 af, Depth> 4.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs
Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Area (ac) CN Description
19.000 72 Woods/grass comb., Good, HSG C
39.000 80 Landfill
62.000 71 Meadow, non -grazed, HSG C
120.000 74 Weighted Average
120.000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
21.1 100
0.0200
0.08
Sheet Flow, sheet
Woods: Light underbrush n= 0.400 P2= 3.33"
11.3 830
0.0600
1.22
Shallow Concentrated Flow, shallow conc
Woodland Kv= 5.0 fqs
32.4 930 Total
Subcatchment 32S: (new Subcat)
Hydrograph
—I—��— +-1
-4 1— -4 —1— 4- —1 —
480
-1 — L-1 I— L—I—T I
L rt I— T—I—r-1 I— L—I—T 1
❑Runoff
460
—
1 1 1 1 ass.i s
�r5 1 1 1 1 1 1 1 1 1 1
420
420
_I _ _ _
J�
Type 11 -hPJ _ I_ 1 _ _ L _I
_ _ _ _ _I _ _ _ _
J _ 1_ 1 _I _ L J _ I_ J _ I_ J _1
400
� +� 1 + -1-T 1
-4 I + I � 1 + I T 1
380
r -1 - I- rt -I- -r -I
rt -I- T -I- r -1 - I- rt -I- -I -
310
rIRritaIlF--7.1'r'I
340
ea�r4�
-4-I-+-1I- �-1I-4-1-4--1I-
30000
u1 f uW�
H 2 60
24
RWf1DffAVOUA� e:643X��a
1 1 1 1 1 1 1 1 1
-1 T r T
1 1 I I I
LL 220 0
RUmoffDe-tb:�4:37"1-T-1
J-1-1-1-LJ-1 L-I-L-1
L I
180
1 ow Le g h � O-11-T-�
--rt-11--ram-
120
-JJ-I_J_I_1_1
_I_1_I_LJ_I_J_I_L_1_
100
N �� I +� I + I T I
I + I t- � 1 + 1 T 1
80
T I T 1 T-1 I T I T 1
1 I T I 1 T 1 T 1
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 51
Summary for Reach 12R: (new Reach)
Inflow Area = 71.500 ac, 0.00% Impervious, Inflow Depth > 4.16" for 100-year, 24-hour event
Inflow = 350.20 cfs @ 12.11 hrs, Volume= 24.801 of
Outflow = 329.83 cfs @ 12.15 hrs, Volume= 24.662 af, Atten= 6%, Lag= 2.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 7.70 fps, Min. Travel Time= 4.3 min
Avg. Velocity = 2.20 fps, Avg. Travel Time= 15.1 min
Peak Storage= 85,672 cf @ 12.15 hrs
Average Depth at Peak Storage= 1.71'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,439.74 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 2,000.0' Slope= 0.0350 '/'
Inlet Invert= 470.00', Outlet Invert= 400.00'
Reach 12R: (new Reach)
Hydrograph
I I I I I I I I I I I I I
I I I
I I
I
380
360
/
/
_L I L -1 1 L 1 1 1- 350.20 cfs I
hflowA e�1.15QQ
L 1 I
1 1-
1 I L A
1-1-L_t-I-L
I L--
340
/
--I-_L
I �." 329.83 cfs
-
320
/
V�-�rlOW W6:o- -
L 1 I
1
L 4
300
280
/
/
OX 1_/--� V 1 g+ 1-
+ 1 I
4 -t
-- -1� 1 --I-+-1-I-
-1- -4-1-+�-
260
/—V.�
+
+
t
L
240
/
rt I-T--1-I-t
220
- --
L=—.0N--.O
-
200
80
_a
//
I�--'
/VT —I —I-
II —Trt
—I1 —Ta�rt —I1
—fiT01
-
160
T 1 I
— — -
— —
T T�
7
—
140
Oral Y712I,09r,74 tf -'1
- I-
20
;
100
/
80
/
60
/
- T 7_
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)
■ Inflow
❑ Outflow

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 52
Summary for Reach 13R: (new Reach)
Inflow Area = 357.500 ac, 0.00% Impervious, Inflow Depth > 3.11" for 100-year, 24-hour event
Inflow = 566.06 cfs @ 12.26 hrs, Volume= 92.520 of
Outflow = 555.05 cfs @ 12.30 hrs, Volume= 91.922 af, Atten= 2%, Lag= 2.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.29 fps, Min. Travel Time= 3.8 min
Avg. Velocity = 2.12 fps, Avg. Travel Time= 9.4 min
Peak Storage= 125,789 cf @ 12.30 hrs
Average Depth at Peak Storage= 2.24'
Bank -Full Depth= 5.00' Flow Area= 275.0 sf, Capacity= 2,299.72 cfs
40.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 70.00'
Length= 1,200.0' Slope= 0.0107 7'
Inlet Invert= 399.80', Outlet Invert= 387.00'
Reach 13R: (new Reach)
Hydrograph
I I I I I I I I I I I I I I I I I I I I
T I T T T T T T 1 T F T T T
■Inflow
600
566.06 cfs
1_I_LJ_I_1_I_I_1_I_ I I I I I
Inflow Area=357Z00
❑ Outflow
555.05 cfs
550
— } — -- — — — —
Max Vet=5.29 fps 1 1 I I I I
450
--
n -6! 0-45
400
— -4 — I — I
350
��� ���•�I
c 300
S-0:a107 T� -I -
250
V/apl a-Ic {y#2,1.719. I G dS - - - -
200
4 -1-T� I T 1 I 4 T -
150
- - -
� I
I I
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 53
Summary for Reach 14R: (new Reach)
Inflow Area = 29.500 ac, 0.00% Impervious, Inflow Depth > 4.05" for 100-year, 24-hour event
Inflow = 134.46 cfs @ 12.12 hrs, Volume= 9.959 of
Outflow = 131.18 cfs @ 12.16 hrs, Volume= 9.920 af, Atten= 2%, Lag= 2.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.88 fps, Min. Travel Time= 2.9 min
Avg. Velocity = 1.67 fps, Avg. Travel Time= 10.2 min
Peak Storage= 22,748 cf @ 12.16 hrs
Average Depth at Peak Storage= 0.97'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,582.49 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 1,020.0' Slope= 0.0392 '/'
Inlet Invert= 440.00', Outlet Invert= 400.00'
Reach 14R: (new Reach)
Hydrograph
150
4 — I — -4 —1— 4- —1 — 1— 4 —1— � -4 — I
— 4- —1
— 1-4 —1— -4-1—
4- -4—
■Inflow
134.46 cfs
❑ Outflow
140
,
T fn1low Area-29.150� 131.18cfs 1
1
1 1
1 1
130
- - - - - - - - - - - - - -
AV6. flow �� �9 1
I
- - -
1
T I
- - - - - - - -
1 1
I T I T7
- - - -
1 1
I 7--1i
120
110
c ¢
I- 0I J.0v1.5 -
100
n=W0-`ifJ- 1_ I I
`k
90
80
_
II
L_�,.{/ T 1 1
T I
I T T -
I- T-
0 70
i �� I - -
21J�--I-1_I
+
-4
� -
160
LL
_
11a7
50
;
T—I'2ffi
-1
40
/
l l
30
- +
fi
t
20
���NIERE%
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 54
Summary for Reach 16R: (new Reach)
Inflow Area = 47.700 ac, 0.00% Impervious, Inflow Depth > 4.38" for 100-year, 24-hour event
Inflow = 244.22 cfs @ 12.11 hrs, Volume= 17.421 of
Outflow = 236.57 cfs @ 12.14 hrs, Volume= 17.352 af, Atten= 3%, Lag= 2.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 6.71 fps, Min. Travel Time= 3.1 min
Avg. Velocity = 1.86 fps, Avg. Travel Time= 11.1 min
Peak Storage= 43,625 cf @ 12.14 hrs
Average Depth at Peak Storage= 1.45'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,342.22 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 1,240.0' Slope= 0.0323 '/'
Inlet Invert= 480.00', Outlet Invert= 440.00'
Reach 16R: (new Reach)
Hydrograph
1 1 7 1 1 T 1 1 1 1 ■ Inflow
260 4 1 � I � 1 1 4 1 2aa.22cfs 1 4- 1 1 4 1 �� i — ❑Outflow
Inflow
C'A^`rwe, a=47.1700 236.57cfs I I I I I I I I I
220240-
/ 1 AV6.1 1 1 0 1 6 1 1 1 I 1 I I 1 I 1 1
—1—T-1-1--1 1 1
200 , 1 WX IV ol=:6.7tl �-s�
T
180 , h_0.045
N 160 n—n1—t
140 / L=1 24OZ
L —
o
a 120 - —/ JIB
80
60 1
40
� I
20
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 55
Summary for Reach 17R: (new Reach)
Inflow Area = 41.700 ac, 0.00% Impervious, Inflow Depth > 4.15" for 100-year, 24-hour event
Inflow = 167.40 cfs @ 12.19 hrs, Volume= 14.436 of
Outflow = 166.53 cfs @ 12.21 hrs, Volume= 14.404 af, Atten= 1 %, Lag= 1.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 6.78 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 2.00 fps, Avg. Travel Time= 5.8 min
Peak Storage= 17,190 cf @ 12.21 hrs
Average Depth at Peak Storage= 1.06'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,831.50 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 700.0' Slope= 0.0471 '/'
Inlet Invert= 473.00', Outlet Invert= 440.00'
®'
Inilow
•i
� �• • ir-• ail/
�I
If
/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
❑ Outflow

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 56
Summary for Reach 18R: (new Reach)
Inflow Area = 108.700 ac, 0.00% Impervious, Inflow Depth > 4.26" for 100-year, 24-hour event
Inflow = 472.90 cfs @ 12.17 hrs, Volume= 38.613 of
Outflow = 470.63 cfs @ 12.18 hrs, Volume= 38.557 af, Atten= 0%, Lag= 0.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 8.41 fps, Min. Travel Time= 1.2 min
Avg. Velocity = 2.50 fps, Avg. Travel Time= 4.1 min
Peak Storage= 34,077 cf @ 12.18 hrs
Average Depth at Peak Storage= 2.12'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,361.34 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 610.0' Slope= 0.0328 '/'
Inlet Invert= 440.00', Outlet Invert= 420.00'
Reach 18R: (new Reach)
Hydrograph
7 I 7-1 I T I F T I T_t I T T I T-t I T ■Inflow
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Inflow
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1 I 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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 57
Summary for Reach 19R: (new Reach)
Inflow Area = 16.300 ac, 0.00% Impervious, Inflow Depth > 4.17" for 100-year, 24-hour event
Inflow = 88.34 cfs @ 12.07 hrs, Volume= 5.659 of
Outflow = 85.60 cfs @ 12.10 hrs, Volume= 5.636 af, Atten= 3%, Lag= 1.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.83 fps, Min. Travel Time= 2.8 min
Avg. Velocity = 1.57 fps, Avg. Travel Time= 10.3 min
Peak Storage= 14,256 cf @ 12.10 hrs
Average Depth at Peak Storage= 0.66'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 3,235.06 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 975.0' Slope= 0.0615 '/'
Inlet Invert= 480.00', Outlet Invert= 420.00'
$
t
Reach 19R: (new Reach)
Hydrograph
1
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25
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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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 58
Summary for Reach 20R: (new Reach)
Inflow Area = 136.500 ac, 0.00% Impervious, Inflow Depth > 4.23" for 100-year, 24-hour event
Inflow = 593.33 cfs @ 12.16 hrs, Volume= 48.076 of
Outflow = 590.76 cfs @ 12.18 hrs, Volume= 47.999 af, Atten= 0%, Lag= 0.9 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 8.60 fps, Min. Travel Time= 1.4 min
Avg. Velocity = 2.60 fps, Avg. Travel Time= 4.5 min
Peak Storage= 48,013 cf @ 12.18 hrs
Average Depth at Peak Storage= 2.50'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 2,204.32 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 700.0' Slope= 0.0286 '/'
Inlet Invert= 420.00', Outlet Invert= 400.00'
Reach 20R: (new Reach)
Hydrograph
■ Inflow
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600 Inflow Ama=tM500 -- -Bois - - - - -
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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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 59
Summary for Reach 21 R: (new Reach)
Inflow Area = 120.000 ac, 0.00% Impervious, Inflow Depth > 4.37" for 100-year, 24-hour event
Inflow = 435.16 cfs @ 12.27 hrs, Volume= 43.666 of
Outflow = 434.30 cfs @ 12.28 hrs, Volume= 43.612 af, Atten= 0%, Lag= 0.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 6.65 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 2.17 fps, Avg. Travel Time= 3.5 min
Peak Storage= 29,389 cf @ 12.28 hrs
Average Depth at Peak Storage= 2.40'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 1,738.79 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 450.0' Slope= 0.0178 '/'
Inlet Invert= 448.00', Outlet Invert= 440.00'
Reach 21 R: (new Reach)
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 60
Summary for Reach 22R: (new Reach)
Inflow Area = 120.000 ac, 0.00% Impervious, Inflow Depth > 4.36" for 100-year, 24-hour event
Inflow = 434.30 cfs @ 12.28 hrs, Volume= 43.612 of
Outflow = 434.08 cfs @ 12.29 hrs, Volume= 43.575 af, Atten= 0%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 11.13 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 3.51 fps, Avg. Travel Time= 2.4 min
Peak Storage= 19,497 cf @ 12.29 hrs
Average Depth at Peak Storage= 1.58'
Bank -Full Depth= 5.00' Flow Area= 175.0 sf, Capacity= 3,688.53 cfs
20.00' x 5.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 50.00'
Length= 500.0' Slope= 0.0800 '/'
Inlet Invert= 440.00', Outlet Invert= 400.00'
Reach 22R: (new Reach)
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 61
Summary for Reach 23R: West Ditch
Inflow Area = 11.600 ac, 0.00% Impervious, Inflow Depth > 3.40" for 100-year, 24-hour event
Inflow = 43.27 cfs @ 12.14 hrs, Volume= 3.290 of
Outflow = 43.08 cfs @ 12.15 hrs, Volume= 3.285 af, Atten= 0%, Lag= 0.8 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.66 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 1.71 fps, Avg. Travel Time= 3.7 min
Peak Storage= 2,851 cf @ 12.15 hrs
Average Depth at Peak Storage= 0.64'
Bank -Full Depth= 3.00' Flow Area= 57.0 sf, Capacity= 763.04 cfs
10.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 3.0 '/' Top Width= 28.00'
Length= 375.0' Slope= 0.0667 '/'
Inlet Invert= 455.00', Outlet Invert= 430.00'
Reach 23R: West Ditch
Hydrograph
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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

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 62
Summary for Reach 24R: East Ditch
Inflow Area = 9.000 ac, 0.00% Impervious, Inflow Depth > 3.41" for 100-year, 24-hour event
Inflow = 46.10 cfs @ 12.03 hrs, Volume= 2.560 of
Outflow = 42.58 cfs @ 12.06 hrs, Volume= 2.550 af, Atten= 8%, Lag= 2.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 5.72 fps, Min. Travel Time= 3.4 min
Avg. Velocity = 1.89 fps, Avg. Travel Time= 10.4 min
Peak Storage= 8,731 cf @ 12.06 hrs
Average Depth at Peak Storage= 1.32'
Bank -Full Depth= 3.00' Flow Area= 27.0 sf, Capacity= 243.12 cfs
3.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 2.0 '/' Top Width= 15.00'
Length= 1,175.0' Slope= 0.0383 '/'
Inlet Invert= 455.00', Outlet Invert= 410.00'
Reach 24R: East Ditch
Hydrograph
I I I I I I I I I I I I I I
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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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paoe 63
Summary for Reach 25R: West Ditch
Inflow Area = 11.600 ac, 0.00% Impervious, Inflow Depth > 3.40" for 100-year, 24-hour event
Inflow = 43.08 cfs @ 12.15 hrs, Volume= 3.285 of
Outflow = 42.68 cfs @ 12.17 hrs, Volume= 3.279 af, Atten= 1 %, Lag= 1.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 6.32 fps, Min. Travel Time= 1.7 min
Avg. Velocity = 2.26 fps, Avg. Travel Time= 4.8 min
Peak Storage= 4,388 cf @ 12.17 hrs
Average Depth at Peak Storage= 1.23'
Bank -Full Depth= 3.00' Flow Area= 27.0 sf, Capacity= 277.79 cfs
3.00' x 3.00' deep channel, n= 0.045
Side Slope Z-value= 2.0 '/' Top Width= 15.00'
Length= 650.0' Slope= 0.0500 '/'
Inlet Invert= 430.00', Outlet Invert= 397.50'
Reach 25R: West Ditch
Hydrograph
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Time (hours)
■ Inflow
■ Outflow

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 64
Summary for Reach 3513: Channel downstream of pipes
Inflow Area = 466.600 ac, 0.00% Impervious, Inflow Depth > 2.84" for 100-year, 24-hour event
Inflow = 385.99 cfs @ 12.17 hrs, Volume= 110.445 of
Outflow = 348.80 cfs @ 12.26 hrs, Volume= 109.583 af, Atten= 10%, Lag= 5.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Max. Velocity= 3.67 fps, Min. Travel Time= 4.5 min
Avg. Velocity = 1.88 fps, Avg. Travel Time= 8.9 min
Peak Storage= 140,655 cf @ 12.26 hrs
Average Depth at Peak Storage= 3.06'
Bank -Full Depth= 4.00' Flow Area= 416.0 sf, Capacity= 1,428.06 cfs
Custom cross-section, Length= 1,000.0' Slope= 0.0095 '/'
Constant n= 0.045 Winding stream, pools & shoals
Inlet Invert= 373.50', Outlet Invert= 364.00'
Offset Elevation Chan.Depth
(feet)
(feet)
(feet)
0.00
4.00
0.00
180.00
2.00
2.00
186.00
0.00
4.00
191.00
0.00
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197.00
2.00
2.00
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4.00
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Depth End Area
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(feet)
(sq-ft)
(feet)
(cubic -feet)
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5.0
0
0.00
2.00
22.0
17.6
22,000
82.01
4.00
416.0
377.7
416,000
1,428.06

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Paae 65
Reach 35R: Channel downstream of pipes
Hydrograph
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1 1 1 1 1
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 66
Summary for Pond 12P: Proposed Detention Pond
Inflow Area = 378.100 ac, 0.00% Impervious, Inflow Depth > 3.10" for 100-year, 24-hour event
Inflow =
601.25 cfs @
12.29 hrs,
Volume=
97.751 of
Outflow =
88.83 cfs @
14.10 hrs,
Volume=
80.871 af, Atten= 85%, Lag= 108.7 min
Primary =
88.83 cfs @
14.10 hrs,
Volume=
80.871 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 397.02' @ 14.10 hrs Surf.Area= 4.807 ac Storage= 33.107 of
Plug -Flow detention time= 208.1 min calculated for 80.871 of (83% of inflow)
Center -of -Mass det. time= 128.0 min ( 1,061.5 - 933.5 )
Volume
Invert Avail.Storage Storage
Description
#1
387.00'
83.500 of Custom
Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
387.00
0.000
0.000
0.000
391.00
3.000
6.000
6.000
401.00
6.000
45.000
51.000
406.00
7.000
32.500
83.500
Device Routina Invert Outlet Devices
#1 Primary 387.00' 24.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 387.00' / 386.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf
#2 Secondary 405.50' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=88.83 cfs @ 14.10 hrs HW=397.02' TW=378.75' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 88.83 cfs @ 14.14 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=387.00' TW=376.00' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 67
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Pond 12P: Proposed Detention Pond
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
'7 Outflow
❑ Primary
❑ Secondary

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 68
Summary for Pond 13P: Proposed Detention Pond
Inflow Area = 71.500 ac, 0.00% Impervious, Inflow Depth > 4.14" for 100-year, 24-hour event
Inflow = 329.83 cfs @ 12.15 hrs, Volume= 24.662 of
Outflow = 17.56 cfs @ 14.52 hrs, Volume= 16.541 af, Atten= 95%, Lag= 142.2 min
Primary = 17.56 cfs @ 14.52 hrs, Volume= 16.541 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 409.52' @ 14.26 hrs Surf.Area= 2.288 ac Storage= 14.510 of
Plug -Flow detention time= 332.9 min calculated for 16.513 of (67% of inflow)
Center -of -Mass det. time= 230.3 min ( 1,065.8 - 835.5 )
Volume Invert Avail.Storage Storage Description
#1 400.00' 15.600 of Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
400.00 0.000 0.000 0.000
406.00 2.200 6.600 6.600
410.00 2.300 9.000 15.600
Device Routing Invert Outlet Devices
#1 Primary 400.00' 12.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 400.00' / 399.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Secondary 410.99' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=17.56 cfs @ 14.52 hrs HW=409.51' TW=400.50' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 17.56 cfs @ 11.18 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=400.00' TW=399.80' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 69
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Pond 13P: Proposed Detention Pond
Hydrograph
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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
'7 outflow
❑ Primary
❑ Secondary

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 70
Summary for Pond 14P: Proposed Detention Pond
Inflow Area = 136.500 ac, 0.00% Impervious, Inflow Depth > 4.22" for 100-year, 24-hour event
Inflow =
590.76 cfs @
12.18 hrs,
Volume=
47.999 of
Outflow =
25.31 cfs @
15.52 hrs,
Volume=
22.484 af, Atten= 96%, Lag= 200.7 min
Primary =
22.39 cfs @
15.52 hrs,
Volume=
22.073 of
Secondary =
2.91 cfs @
15.52 hrs,
Volume=
0.411 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 415.14' @ 15.52 hrs Surf.Area= 3.223 ac Storage= 30.992 of
Plug -Flow detention time= 350.5 min calculated for 22.484 of (47% of inflow)
Center -of -Mass det. time= 233.6 min ( 1,069.6 - 836.0 )
Volume
Invert Avail.Storage Storage
Description
#1
400.00'
33.780 of Custom
Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(acres)
(acre-feet)
(acre-feet)
400.00
0.000
0.000
0.000
410.00
3.000
15.000
15.000
415.00
3.210
15.525
30.525
416.00
3.300
3.255
33.780
Device Routina Invert Outlet Devices
#1 Primary 400.00' 12.0" Round Culvert X 2.00
L= 100.0' CPP, end -section conforming to fill, Ke= 0.500
Inlet / Outlet Invert= 400.00' / 399.50' S= 0.0050 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Secondary 415.00' 20.0' long x 15.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=22.39 cfs @ 15.52 hrs HW=415.14' TW=400.47' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 22.39 cfs @ 14.26 fps)
Secondary OutFlow Max=2.91 cfs @ 15.52 hrs HW=415.14' TW=400.47' (Dynamic Tailwater)
L2=Broad-Crested Rectangular Weir (Weir Controls 2.91 cfs @ 1.02 fps)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paae 71
Pond 14P: Proposed Detention Pond
Hydrograph
Ery
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)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 11 24-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HydroCAD® 10.00-14 s/n 01723 © 2015 HydroCAD Software Solutions LLC Page 72
Summary for Pond 15P: Culvert - Mayo Lake Road
Inflow Area = 397.400 ac, 0.00% Impervious, Inflow Depth > 2.61" for 100-year, 24-hour event
Inflow = 120.77 cfs @ 12.24 hrs, Volume= 86.338 of
Outflow = 103.72 cfs @ 12.50 hrs, Volume= 85.837 af, Atten= 14%, Lag= 15.9 min
Primary = 103.72 cfs @ 12.50 hrs, Volume= 85.837 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.04 hrs / 2
Peak Elev= 379.03' @ 12.50 hrs Surf.Area= 33,046 sf Storage= 50,140 cf
Flood Elev= 384.00' Surf.Area= 94,936 sf Storage= 364,112 cf
Plug -Flow detention time= 6.5 min calculated for 85.694 of (99% of inflow)
Center -of -Mass det. time= 4.2 min ( 1,052.2 - 1,048.1 )
Volume Invert Avail.Storage Storage Description
#1 376.00' 3,428,020 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
376.00 0 0 0
380.00 43,560 87,120 87,120
390.00 172,000 1,077,800 1,164,920
400.00 280,620 2,263,100 3,428,020
Device Routing Invert Outlet Devices
#1 Primary 374.00' 96.0" Round PROPOSED - CMP_Round 96" X 0.00
L= 197.0' Box, headwall w/3 square edges, Ke= 0.500
Inlet / Outlet Invert= 374.00' / 373.50' S= 0.0025 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 50.27 sf
#2 Primary 374.00' 72.0" Round EXISTING -Culvert
L= 200.0' CMP, projecting, no headwall, Ke= 0.900
Inlet / Outlet Invert= 374.00' / 373.50' S= 0.0025 '/' Cc= 0.900
n= 0.025 Corrugated metal, Flow Area= 28.27 sf
#3 Secondary 396.20' Custom Weir/Orifice, Cv= 2.62 (C= 3.28)
Head (feet) 0.00 1.80 3.80
Width (feet) 20.00 125.00 372.00
Primary OutFlow Max=103.69 cfs @ 12.50 hrs HW=379.03' TW=376.39' (Dynamic Tailwater)
1=PROPOSED - CMP_Round 96" ( Controls 0.00 cfs)
L2=EXISTING
- Culvert (Barrel Controls 103.69 cfs @ 5.53 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=376.00' (Free Discharge)
L3=Custom Weir/Orifice ( Controls 0.00 cfs)

Mayo - CBE
Mayo HydroCAD - Alt 1 - All ponds downstrea Type 1124-hr 100-year, 24-hour Rainfall=7.41 "
Prepared by AECOM Printed 10/29/2019
HvdroCAD® 10.00-14 s/n 01723 © 2015 HvdroCAD Software Solutions LLC Paoe 73
Pond 15P: Culvert - Mayo Lake Road
Hydrograph
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1
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- - - -
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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)

APPENDIX C2
SOIL QUANTITIES

ASCOM
Job
Description
Duke Energy — Mayo Closure Project No. 60603277
Soil Quantities
Computed by DMS
Checked by KK
Sheet 1 of 2
Date 10/08/19
Date 10/10/19
This memorandum summarizes the estimated soil cut and fill volumes for the closure by
excavation of the Mayo Steam Electric Plant Ash Basin. As well as the approximate soil fill
required for the detention basin embankments.
The supporting documentation by which the soil quantities were estimated are presented in
Attachment A. The volume estimates present herein do not account for material swelling,
shrinkage, and wastage at this stage of the design.
Figures, calculations and computer program outputs are provided as attachments and are
referenced herein.
METHODOLOGY
Soil borrow material are expected to be available from the dam breach and diversion
channels (See Figure C2-2). The potential soil material quantities from the Ash Pond Dam
breach from the crest elevation of 488 to approximately historic grade of elevation 390
using 3H:1V cut slopes is presented in Table 1 below. The diversion channels soil material
quantities are also presented in Table 1 below. The proposed dam breach and diversion
channel grades were compared to the existing grades to estimate the available soil borrow
material. These volumes have not been adjusted and are assumed to be suitable in nature
for use in the cover system (See Figure C2-3).
Volume computations were performed using Autodesk AutoCAD Civil 3D version 2019.
Shrinkage of the ash was not considered in this analysis. See Figure C2-3 for an isopach
comparison of the surfaces.
QUANTITY SUMMARIES
There are 3 proposed detention basins for the closure plan, in which will require soil
embankments. The cumulative volume of soil required for these basins is 2,240 cubic yards
of demand. The fill material is assumed to come from the dam breach and diversion
channels.
Comparison of the existing Ash Pond Dam grades and proposed dam breach grades
indicates that approximately 413,500 cubic yards of soil will be available for borrow from the
Ash Pond Dam breach. The proposed grading for the diversion channels is assumed to
provide an additional 69,000 cubic yards of material, though a portion of this material
maybe rock and not suitable for cover. For the purpose of this memo there is no assumed
reduction taken for the potential for unsuitable material from these excavations. Based off
these numbers, there will be 480,260 cubic yards of excess soil.
Mayo Ash Basin Closure - Soil Quantities Memo

ASCOM
Job
Description
IV.
Duke Energy — Mayo Closure
Soil Quantities
Project No.
60603277
Sheet
2 of 2
Computed by
DMS
Date
10/08/19
Checked by
KK
Date
10/10/19
Table 1— Summary of Estimated Soil Quantities
Material Description
Yards ( Cubic
Comments
Total Cut Volume
482,500
Based on comparing existing dam surface
Dam Breach Soil Volume
413,500
and proposed grades surface for the dam
breach.
Based on comparing existing surface and
Diversion Channel Net
proposed grades surface within diversion
Cut
69,000
channel area outside of Ash Basin Waste
Boundary.
Total Fill Volume
2,240
Proposed Detention
Based on comparing historical grade (final
Basin Embankments Soil
2,240
excavation grade) to the proposed
Demand (combined net
embankment surfaces.
for all 3 embankments)
1. No adjustments were used for material swelling, shrinkage, settlement, and waste
2. Property and approximate Ash Basin Waste Boundary was prepared by Synterra, updated September 2018.
3. Existing topography based on the Topographic and Bathymetric Survey performed by WSP sealed by David Baker on
October 31,2015.
4. Aerial photographs taken from Bing Mapping Services.
SUMMARY
Preliminary volume estimates for the closure by excavation project are provided in Table 1.
As design proceeds, these volumes may be updated. Volumes associated with the proposed
landfill will be developed as part of its permit application design.
ATTACHMENTS
Attachment A: Figures
- Figure C2-1— Existing Conditions Plan with Topographic Map
- Figure C2-2 — Dam Breach and Diversion Channels Grading Plan
- Figure C2-3 — Soil Quantities — Isopach Map
Mayo Ash Basin Closure - Soil Quantities Memo

ATTACHMENT A: FIGURES
Mayo Ash Basin Closure - Soil Quantities Memo

Figure c2-1
Figure C2-2
Figure C2-3