SW3170304 (5)

MAR 2 2011
Storm Water Management
Plan
Addington Crossing
March 17, 2017
Project No. CALATL1603
Addington Crossing
(.14) Camino®
Shaping the Future

Storm Water Management Plan
Addington Crossing
Project Information
Prepared for Cal Atlantic Homes
Project Name Addington Crossing
Project Number CALATL1603
Project Manager Robert L. Cash, PE
Date March 17, 2017
Prepared for:
CALAPLANTIC
HOMES'
Cal Atlantic Homes
6701 Caramel Road,Suite 425,Charlotte,NC 28226
Prepared by:
Lria) Car enou
Shaping the Future
Cardno,Inc.
9800 Southern Pine Boulevard,Suite I,Charlotte,NC 28273 USA
March 17,2017 Cardno,Inc. Project Information I
Storm Water Managerment Plan

Storm Water Management Plan
Addington Crossing
Table of Contents
Executive Summary iii
1 Introduction and General Information 1-1
1 1 Introduction 1-1
1.2 Location of Property 1-1
1.3 Description of Property .. 1-1
1.4 Floodplain Information .1-1
1.5 Topographic Information . 1-2
1.6 Project Site Soils Information 1-2
2 Methodology and Criteria 2-2
2.1 Compliance with Regulations 2-2
2.2 Hydrologic Methodology and Criteria 2-2
2 3 Hydraulic Methodology and Criteria .2-3
,
3 Hydrologic Analysis 3-3
3.1 Existing Condition 3-3
3.2 Proposed Condition .3-3
4 Hydraulic Analysis 4-4
4.1 Storm Drain Analysis.. .4-4
4 2 Drainage Swales 4-4
4.3 Onsite Detention 4-4
5 Water Quality 5-4
6 Summary Tables 6-5
6.1 Detention Basin Summary Table 6-5
6.2 Full Watershed Storm Water Control SummaryTable 6-6
7 Conclusions and Recommendation 7-6
8 References 8-6
Appendices
Appendix A Figures ,
Appendix B Hydrologic Analysis
Appendix C Hydraulic Analysis
Appendix D Reference Material
Appendix E Stormwater Design Plans
March 17,2017 Cardno,Inc. Table of Contents ii
2017_0315_Addington_SW Management Report

Storm Water Management Plan
Addington Crossing
Executive Summary
Cal Atlantic Homes is proposing to develop a new residential community on the northeast side of
the Potter Road within the Village of Wesley Chapel, NC. This residential development covers
approximately 103.66 acres and will include 51 single-family homes with lots averaging
approximately one acre in size. The residential development will include the construction of
roadways and infrastructure that includes four onsite detention facilities.
A storm water management plan has been developed to mitigate the impacts upon the watershed
for the project area. The watershed is approximately 239.26 acres of which approximately 135.60
acres is considered offsite. A storm drain system will be constructed to direct runoff throughout
the development. This storm drain system of storm pipe and grass swales will accept onsite
runoff and also allow for offsite drainage to flow through the project site. This runoff will be directed
towards the historic flow path downstream of our project site and into Price Mill Creek. The four
detention basins mentioned above will be constructed, as part of the storm drain system,to assure
that storm water runoff amounts post project will be less than or equal to pre-development levels.
March 17,2017 Cardno,Inc Executive Summary is
2017_0315_Addingtan_SW Management Report

Storm Water Management Plan
Addington Crossing
I '
1 Introduction and General Information
1.1 Introduction
Cal Atlantic Homes is proposing to develop a new residential community on the northeast side of
the Potter Road within the Village of Wesley Chapel, NC. This residential development covers
approximately 103.66 acres and will include 51 single-family homes. This storm water
management analysis presents detailed hydrologic and hydraulic analyses for the existing and
proposed development, as required in the North Carolina Department of Environmental Quality
(NCDEQ) Storm Water BMP Design Manual and the Erosion Sediment Control Manual.
1.2 Location of Property
In general, the subject site is located on the northeast side of Potter Road, which is northwest of
the intersection of Wesley Chapel Road and Patter Road. See Figure 1, Location Map found in
Appendix A.
1.3 Description of Property
The project site consists of one parcel, totaling approximately 103.66 acres. The P.I.D. Number
for the site is 06021007 and the Deed Book and Page Number for the site is 6638/409. The site
is bounded on the west by Potter Road and the extreme northeast part of the site is bounded by
Hudson Church Road. Remaining portions of the project site are bound by undeveloped rural
'__ land. There are two intermittent jurisdictional streams that flow through the property from north
to south. Each stream has established areas that have been identified as wetlands.
The upper headwater of the eastern most intermittent stream is composed of a makeshift farm
pond. The pond appears to have been established due to a pre-established access crossing a
portion of the stream. The pond is only 2 to 3 feet in depth with a downstream berm established
at the area of crossing. Currently the ponded area is not at full capacity and does not present an
overflow situation downstream.
The site, in general, exists in an undeveloped condition, having mostly wooded areas with small
patches of non-grazed meadows. The site generally slopes from the north to south and southeast
at approximately three to five percent slope.
1.4 Floodplain Information
The Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map (FIRM),
Community Panel Numbers 3710449600J, effective October 16, 2008, designates that a small
portion of the project site is within 'Zone AE with Floodway' and the remaining portions of the
project site is within 'Zone X'. 'Zone AE with Floodway' is described as a zone where base flood
elevations have been determined and that a floodway area designated to be free of encroachment
so that the 1% annual chance flood can be carried without substantial increases in flood
elevations. Zone 'X' is described as an area determined to be outside the 0.2% annual chance
floodplain. The most current panel has been used in this study. See Figure 2, FIRM in Appendix
A.
March 17,2017 Cardno,Inc. Introduction and General Information 1-1
2017_0315_Addington_SW Management Report

Storm Water Management Plan
Addington Crossing
1.5 Topographic Information
Topographic information for this project was gathered from aerial and field topographic survey
completed by GPA Professional Land Surveyors of North Carolina, Inc., at a 1-foot contour
interval.
1.6 Project Site Soils Information
The project site's soils are predominantly soil groups B and C, with soils group more specifically
defined below:
• BdB2— Badin channery silty clay loam, 2 to 8 percent slopes, moderately eroded. (Group
C)
• BdC2— Badin channery silty clay loam, 8 to 15 percent slopes, moderately eroded. (Group
C)
• TbB2—Tarrus gravely silty clay loam, 2 to 8 percent slopes, moderately eroded (Group B)
• TbC2 -Tarrus gravely silty clay loam, 8 to 15 percent slopes, moderately eroded (Group
B)
A soils report generated from the Web Soil Survey has been provide in Appendix D.
2 Methodology and Criteria
2.1 Compliance with Regulations
The methodologies utilized in the preparation of this study are in compliance with the latest edition
of the North Carolina Department of Environmental Quality (NCDEQ) Storm Water BMP Design
Manual and the Erosion Sediment Control Manual and also those design ordinances as
designated by the Village of Wesley Chapel.
2.2 Hydrologic Methodology and Criteria
Hydrologic methodologies used in this study are in accordance with those methodologies found
in Chapter 3 of the NCDEQ Storm water BMP Design Manual. HydroCAD and HydraFlow
computer software packages were used to determine the hydrology for the project site.
Precipitation values for the 24-hour storm event along our project site were established based
upon point precipitation frequency estimates from NOAA Atlas 14, Volume 2, Version 3. These
values were used to establish the rainfall parameters within the HydroCAD and HydraFlow
software.
The project site is composed of two distinct watersheds that confluence at Prices Mill Creek.
Calculations provided, using the methods described above, were calculated per watershed. To
be conservative, a cumulative total of runoff amounts calculated in both watersheds were totaled
to compared those values for the pre-development condition.
Hydrologic calculations can be found in Appendix B. Reference Material used in the hydrologic
calculations can be found in Appendix D.
March 17,2017 Cardno, Inc. Methodology and Criteria 2-2
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Storm Water Management Plan
Addington Crossing
2.3 Hydraulic Methodology and Criteria
Hydraulic methodologies used in this study are in accordance with the latest edition of the NCDEQ
BMP Design Manual. Culvert Master and Hydraflow hydraulic programs were used to assist in
hydraulic calculations. Excel spreadsheets based upon standard design criteria as found in the
NCDEQ BMP Design Manual have also been used for any other necessary hydraulic calculations.
Hydraulic calculations can be found in Appendix C. Reference Material used in the hydraulic
calculations can be found in Appendix D.
3 Hydrologic Analysis
3.1 Existing Condition
The project site currently exists in an undeveloped condition, having mostly wooded areas with
small patches of non-grazed meadows. There are a couple of onsite buildings that will be
demolished prior to construction. The site generally slopes from the north to south and southeast
at approximately three to five percent. The soils for the site are mostly composed of soil groups
B and C. Approximately 136 acres of offsite area provides runoff that is directed through our
project site.
Site storm runoff is directed from north to south and concentrates along the pathway of two
intermittent streams. The two streams confluence at a point along the southern most property _
boundary and directs flow into the adjacent Price Mill Creek. There are portions of the 1% annual
chance floodplain of Price Mill Creek within the property boundary of the project site. No
construction activities or encroachments are proposed within the any special flood hazard areas.
Refer to Section 6.2 of this report for the runoff totals for the project area for the existing condition.
Additionally, refer to Pre Storm Water Tributary Map 1 of 5, in Appendix E, for the existing
condition drainage basin boundaries and associated travel time pathway designations.
3.2 Proposed Condition
The proposed project site has been designed to incorporate 51 single family home lots that are
approximately 1 acre +/- in size. The design also incorporates all necessary roadways and
infrastructure improvements including the use of a proposed storm sewer system,several grassed
swales and four individual detention basins used to mitigate proposed runoff amounts to be equal
to or less than the pre-development runoff totals. A proposed crossing is being proposed along
the eastern most intermittent stream. A twin culvert system has been designed to an acceptable
upstream headwater condition during storm events.
Refer to Section 6 of this report for summaries of the runoff totals for the various storm system
components designed for the site during the proposed condition. Additionally, refer to Post Storm
Water Tributary Map 2, 3, 4 and 5 of 5, in Appendix E, for the proposed condition drainage basin
boundaries and associated travel time pathway designations.
March 17,2017 Cardno,Inc. Hydrologic Analysis 3-3
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Storm Water Management Plan
Addington Crossing
4 Hydraulic Analysis
4.1 Storm Drain Analysis
A storm sewer system has been designed to direct a majority of the storm runoff generated from
the proposed impervious services. This storm sewer directs runoff towards one of four onsite
detention basins proposed for the site. An additional storm sewer system has been designed to
direct offsite/bypass runoff through our project site. Both storm sewer systems were designed
based upon runoff totals for the 25-year storm event. Refer to the Storm Drain reports located in
Appendix C for the proposed storm sewer design.
4.2 Drainage Swales
Onsite drainage swales have been design to direct runoff from the onsite storm sewer system to
the onsite detention basins. The swales have been designated as being constructed as treatment
swales for the purposes of providing water quality for the project site.
4.3 Onsite Detention
The runoff produced during proposed conditions will be mitigated to be equal to or less than pre-
development conditions through the use of four onsite detention basins. To allow for capture of
first flush materials, all detention basins have been design to include rock forebay areas. Each
detention basin has also been designed with multi-stage outlet control structures to control runoff
volumes up to and including the 50-year storm event. Emergency spillways have been provided
at each detention basin to allow for passage of larger storm events.
5 Water Quality
The proposed project site is located within a rural watershed that provides runoff for Prices Mill
Creek. The post development impervious percentage for our project site is approximately 12%.
This impervious percentage is further reduced when including the remainder of the total acreage
of the Prices Mill Creek Watershed. Taking this very low impervious percentage into account,
water quality design for the site has been provided through low impact methods. All runoff from
the proposed impervious areas will be directed towards grassed swales to provide a disconnect
between our proposed construction and the intermittent streams to which to runoff is directed. All
grassed swales being proposed are greater than or equal to 100 If in length. Much of the runoff
being directed along the rear portions of the lots will allow storm runoff to sheet flow across
grassed surfaces prior to entering the adjacent intermittent streams. This will provide an
additional drainage disconnect between impervious surfaces within the lots and the adjacent
intermittent streams.
March 17,2017 Cardno,Inc. Hydraulic Analysis 5-4
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Storm Water Management Plan
Addington Crossing
6 Summary Tables
6.1 Detention Basin Summary Table
! I
Detention Basin Det 1 -Summary Table
Event Post-Dev Post Dev Basin Peak Basin Peak
Inflow(cfs) Routed Peak HWL (ft) Storage (cu-ft)
(cfs)
- 1yr-24hr 2.14 0.65 100.41 2,666
2yr-24hr 3.66 1.36 100.62 4,150
10yr-24hr . 8.65 3.39 101.30 9,489
25yr-24hr 12.07 - 4.34 101.82 13;824
50yr-24hr 14.96 5.01 102.25 17,739
Detention Basin Det 2 -Summary Table
Event Post-Dev Post Dev Basin Peak Basin Peak
Inflow(cfs) Routed Peak HWL (ft) Storage (cu-ft)
(cfs)
. 1yr-24hr 7.71 3.71 100.82 5,634
2yr-24hr 13.11 7.47 101.21 8,750
10yr-24hr 30.51 18.03 102.42 19,299
25yr-24hr 42.39 24.26 103.28 27,738
50yr-24hr 52.45 32.19 103.84 33,669
Detention Basin Det 3 -Summary Table
Event Post-Dev Post Dev Basin Peak Basin Peak
Inflow(cfs) Routed Peak HWL (ft) Storage (cu-ft)
(cfs)
1yr-24hr 8.97 0.51 100.63 11,002
2yr-24hr 12.64 0.62 101.32 16,463
10yr-24hr 23.24 1.18 103.09 32,620
25yr-24hr 29.95 4.82 103.46 36,394
50yr-24hr 35.43 9.71 103.82 40,339
Detention Basin Det 4 -Summary Table
Event Post-Dev Post Dev Basin Peak Basin Peak
Inflow(cfs) Routed Peak HWL (ft) Storage (cu-ft)
(cfs)
1yr-24hr 12.60 0.33 102.08 23,239
2yr-24hr 21.12 0.42 103.25 39,435
10yr-24hr 48.29 4.51 104.72 63,016
25yr-24hr 66.75 20.62 105.15 70,562
50yr-24hr 82.34 36.08 105.64 79,489
March 17,2017 Cardno,Inc. Summary Tables 6-5
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Storm Water Management Plan
Addington Crossing
6.2 Full Watershed Storm Water Control SummaryTable
Combined Summary Table 1WS1 &WS2)
Event Pre-Dev Peak Post-Dev Peak
Flow(cfs) Flow(cfs)
1yr-24hr 46.15 44.16
2yr-24hr 90.72 84.22
10yr-24hr 251.18 227.50
25yr-24hr 367.26 330.93
50yr-24hr 467.55 421.29
7 Conclusions and Recommendation
As detailed in this report, the Addington Crossing Residential Subdivision is in compliance with
all state and local ordinances. No adverse impacts are expected either upstream or downstream
of the subject site. Cardno recommends that the project be constructed as proposed.
8 References
North Carolina Department of Environmental Quality Storm water BMP Manual, Revised
1/3/2017
Culvert Master Version 3.3, 1995-2017, Bentley Systems
Flood Insurance Rate Map Number 3710449600J, dated October 16, 2008, Federal Emergency
Management Agency.
HydroCAD Version 10.00-19, Copyright 2016, HydroCAD Software Solutions, LLC
HydraFlow Storm Sewer Extension, Version 10.4, 2007-2015, Autodesk, Inc.
Web Soil Survey, Copyright 2017, USDA, Natural Resources Conservation Service
NOAA Atlas 14, Volume 2, Version 3, Copyright 2017, NOAA, National Weather Service
March 17,2017 Cardno,Inc Conclusions and Recommendation 8-6
2017_0315_Addington_SW Management Report

Addington Crossing
/
APPENDIX /
/A \ 1 _I
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I
FIGURES
March 17,2017 dardno,Inc. A-1
2017 0315_Addmgton_SW Management Report

Appendix A Storm Water Management Plan
Figures Addington Crossing
Appendix A
Figures
A.1 Figure 1 —Vicinity Map
A.2 Figure 2 — FEMA FIRM
March 17,2017 Cardno,Inc A-1
2017_0315_Addington_SW Management Report

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Addington Crossing
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March 17,2017 ardno,Inc A-1
2017_0315_Addington_SW Management Report

Appendix B Storm Water Management Plan
Hydrologic Analysis Addington Crossing
Appendix B
Hydrologic Analysis
B.1 HydroCAD Calculations —SWM-WS1
B.2 HydroCAD Calculations — SWM-WS2
B.3 HydroCAD Calculations —SWM-WS-HH
B.4 HydroCAD Calculations — SWM-Culvert 2
March 17,2016 Cardno,Inc B-1
2017_0315_Addington_SW Management Report

411 fe BP-1 BP-2 <DR1>
- DET-1 DET-2
C > C >
C >
Ex WSEx-2 BP-1
BP-2 DR 1 Dti Dt-2
011AP-2
Det'ond 1
Det Pond 2
(new Link)
II
MI
(new Link)
4ubca) Reach 'on. NI Routing Diagram for Potter Road SWM-WS1
Prepared by Cardno, Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC

Potter Road SWM-WS1 Type ll 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment BP-1: BP-1
Runoff = 7.09 cfs @ 12.29 hrs, Volume= 0.739 af, Depth> 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
11.750 70 Woods, Good, HSG C
2.590 58 Meadow, non-grazed, HSG B
2.650 68 1 acre lots, 20% imp, HSG B
16.990 68 Weighted Average
16.460 96.88% Pervious Area
0.530 3.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 150 0.0533 0.13 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.2 875 0.0305 2.81 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.6 350 0.0100 9.44 66.70 Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75' ,
n= 0.013
0.3 110 0.0200 7.26 126.24 Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
4.4 2,242 0.0210 8.58 231.62 Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
29.5 3,727 Total

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 3
Subcatchment BP-1: BP-1
Hydrograph
I I I
I I
1 II ®Runoff`
7.09 cfs
7 FiType II 241;hr
--- ---- -- ----1--Year-Rairtfalt2:95"
6 ,.,
1,11 Runoff Area®16.990 ac
5 - i ttil Runoff;Volume=0.739;of
-, 1 I I I I 1
- ; Runoff-De - -
4 Flow LenOth9 727
II
3 „HITc=291 5 niin
)11 CN=68
2 �I I I
j '4 .04,zier,"„e", ,„,, 11
I I I 1 j,„ I I I I
5 6 7 8 9 110 11 112 1'3 14 15 16 117 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment BP-2: BP-2
Runoff = 12.08 cfs @ 12.25 hrs, Volume= 1.352 af, Depth> 0.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
18.540 70 Woods, Good, HSG C
27.820 58 Meadow, non-grazed, HSG B
46.360 63 Weighted Average
46.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment BP-2: BP-2
Hydrograph
/ I ; I I I I I a I I
J J L I 1 J 1 I J
El Runoff
13 , l - 12.08 cfs gir --� -I I L ;
I I
12_ Ti
T_ype_1i 244hr__
I 11) I I , I
11� _ 1-Y-ea-r- Rainfall?-2.95 -
10_' 1 I I p
9- r s :f( ie#tnoff A 'ea�=46. 60 ac
!
$� ; __- r -- -Runoff;Vo�urie=1-352 of
Runoff-DepthhG 35"-
. , - Flow Length;3,352
LL 6 I
5` J , L ) i Tc=24;.7 i n
I i I I
4� C -
-4 i ► -6
3 I - I I I
/�+' I I
1 l!I i I I I IMS
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment DET-1: Det 1
Runoff = 2.14 cfs @ 12.20 hrs, Volume= 0.189 af, Depth> 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
4.340 68 1 acre lots, 20% imp, HSG B
3.472 80.00% Pervious Area
0.868 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.2 177 0.0565 0.14 Sheet Flow, Sheet
Woods. Light underbrush n= 0.400 P2= 3.56"
0.8 184 0.0543 3.75 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9 160 0.0200 2.87 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.2 129 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Penm= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
23.3 750 Total
Subcatchment DET-1: Det 1
Hydrograph
®Runoff
2.14 cfs
-1-Type II 2441r--
-
1-Year Rainfall 2.95"
�S Runoff Area=4.340 ac
Runoff;Volutne=0;189 af
I
Runoff Depth>0.52"
3
� ."- - - Flow-Length=750'--
Tc=23.3 nlin
k
CIV-68
o f. . V- ` c is>. ¢,�; ;iii
5 6 7 8 9 10 11 • 12 13 14 ,15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 1-YearRainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment DET-2: Det-2
Runoff = 7.71 cfs @ 12.12 hrs, Volume= 0.562 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
12.830 68 1 acre lots, 20% imp, HSG B
10.264 80.00% Pervious Area
2.566 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0200 0.12 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.0 135 0.0200 2.28 Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0 154 0.0162 2.58 Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5 944 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3 100 0.0100 5.13 89.27 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
17.3 1,433 Total
Subcatchment DET-2: Det-2
Hydrograph
®Runoff
8- 7.71 cfs
7J. --- -- -k ----- - -
1-Year Rainfalls 2.95"
6= Runoff Area=;12.830 'pc
5_: "
--Runoff;Volume=0;562;of--
.
- Runoff Depth>0.53"
T V
LL y Flow Length;1,433'
��
3-� Tc -17.3 rn i n
I I I I I I
_CN-168
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WSI Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment DR-I: DR-1
[46] Hint: Tc=0 (Instant runoff peak depends on dt)
Runoff = 11.15 cfs @ 11.90 hrs, Volume= 0.411 af, Depth> 0.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
5.570 70 Woods, Good, HSG C
0.260 98 Roofs, HSG C
1.240 74 >75% Grass cover, Good, HSG C
7.070 72 Weighted Average
6.810 96.32% Pervious Area
0.260 3.68% Impervious Area
Subcatchment DR-1: DR-1
Hydrograph
I I I I I I
_
®Runoff
12: 11.15 cfs
11 ' Type 1124-hr
- - I I I
1 1-Year Rainfall=2.95"
Run®ff Area=7.070 ac
8. __- ---Runoff_Volum e=0;4.11 af_
7-3
_ Runoff Depth>0.70"-
Tc�®I.®-Ftiln_-
IJ.
C N=7 2e
_
4--
- - --- - ---- - - - - ---- -- - -
3_^ i 'IX
--
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment Ex-1: Ex WS #1
Runoff = 20.58 cfs @ 12.25 hrs, Volume= 2.304 af, Depth> 0.35"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
7___ ___I I r T
I _r r _____I ___r I 1
I 1 I
23] , , I _ 7 _ __ _ ___ I- ®RUn Off
22- . ----I----t--- -I - --- 20.58 cfs -,-
1
21,- t -1- - r
20- ; -- - - - ----;-T-yj�e IF 244hr�-
181 . , -+ i-Year_ RalrifallI 2.95"_
17= i I I JO
16-:-
-; - ROo f Al ea- 78.97® ac--
15= ----+ '
_ Ru oifff Vo ume-2;304 af-_
14= I
47. 13- • I 1 ���l 1 I 1 1 I 1
�_ a Runoff_ Depth .0.35" -
.2. 12= - 4
11='
i
, Iru. rFlowl�ength 3,352'I I J �_� 1 L 1
- I I 1 1 1 Tc-24a.7_r_ in__
8-, ; -t �n
6_ 1 1 J L vY//�,___1____L____1_ ___1 C �J�v
1 1 1 ' I I
4_ 1 /! -r ��0�� 1- 1 -I
1 1 I 1 1 1 I 1 1 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment Ex-2: Ex-2
Runoff = 6.13 cfs @ 12.17 hrs, Volume= 0.483 af, Depth> 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
1 , I iJ Runoffr
6.13 cfs
6- Type II 24;hr
_ , C1 1-Year_RairifaII Z,95"
5— 11 Runoff Area=9.600 'ac
Oa Runoff\/oHume=0:'483af
4- '
y _ I c::::
Runoff Depth>O.6O"
,° 3-'
0,11 FIo Length=694'
Tc=21.0 rnln
2—, AA CN=70
I
--
5 6 7 8 9 10 11 12 1'3 14 15 1'6 • 17 18 1'9 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 10
Summary for Pond P-1: Det Pond 1
Inflow Area= 4.340 ac, 20.00% Impervious, Inflow Depth > 0.52" for 1-Year event
Inflow = 2.14 cfs @ 12.20 hrs, Volume= 0.189 af
Outflow = 0.65 cfs @ 12.70 hrs, Volume= 0.167 af, Atten= 70%, Lag= 30.0 min
Primary = 0.65 cfs @ 12.70 hrs, Volume= 0.167 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 100.41' @ 12.70 hrs Surf.Area= 6,898 sf Storage= 2,666 cf
Plug-Flow detention time= 88.3 min calculated for 0.166 af(88% of inflow)
Center-of-Mass det. time= 50.9 min ( 892.1 -841.2 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.65 cfs @ 12.70 hrs HW=100.41' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.65 cfs @ 2.17 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge) -
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ,

I
IPotter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
iHydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 11
Pond P-1: Det Pond 1
IHydrograph
®Inflow
2.14 cfs ' ❑outflow
I -- Inflow�Area 4.340 ac-- °Pnmary
❑Secondary
• Peak EIev' 100.41' ®Tertiary
2- l(1 Storage=2,666 cf
, .0,,
r r
IV)
.2.
- rHR c rf 1
LL 1--' 10.65 cfs
;ter„yzjir, y���/i/'/r�/l�I i
Az-..#9,7,4 w.e/z,fff. re4-#7;4, ' '.-',' '''''..4„...
Ia a a �'/////�///////////// ///AO ////
0.00 cfs /7/O//////O/////I///////////U/////////////////////////////////////O
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 12
Summary for Pond P-2: Det Pond 2
Inflow Area = 12.830 ac, 20.00% Impervious, Inflow Depth > 0.53" for 1-Year event
Inflow = 7.71 cfs @ 12.12 hrs, Volume= 0.562 af
Outflow = 3.71 cfs @ 12.34 hrs, Volume= 0.531 af, Atten= 52%, Lag= 12.9 min
Primary = 3.71 cfs @ 12.34 hrs, Volume= 0.531 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 100.82' @ 12.34 hrs Surf.Area= 7,582 sf Storage= 5,634 cf
Plug-Flow detention time= 43.6 min calculated for 0.531 af(94% of inflow)
Center-of-Mass det. time= 24.7 min ( 861.6 - 836.9 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 24.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=3.70 cfs @ 12.34 hrs HW=100.82' (Free Discharge)
t1=Orifice/Grate (Orifice Controls 3.70 cfs @ 3.07 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
1ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 13
Pond P-2: Det Pond 2
Hydrograph
I I I
= ®Inflow
.71 cfs ' o Outflow
nflo_W Area 12...83{-alc-- ®Primary
----r------------ y---7 - - r El Secondary
Peak EIev=100.82' ®Tertiary
Storage=5,634 cf
6 -
71 r
w 5 I 3.71 cfs
0 4 7 r r
1:11;
#00%
2 400,7400,
I.I,%Jj/fo�l
0.00 cfsosrAWM,!//!/!//!!//ir%%/////Q///////////////////////////////////////Lf
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 14
Summary for Link 1L: (new Link)
Inflow Area = 88.570 ac, 0.00% Impervious, Inflow Depth > 0.38" for 1-Year event
Inflow = 26.09 cfs @ 12.23 hrs, Volume= 2.787 af
Primary = 26.09 cfs @ 12.23 hrs, Volume= 2.787 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
/ 1 I
®Inflow I
7S flci of I Pnma
28_ 26.09 cfs -in#Iow Area=38.570 ac Primary
- ,, I 1 ' 1. I I
24-
- +-
_ I I "t:�{ j I I
20-.� , 1,` ,ff__J____L_ __ i_____ ,
1 f
I 1
18 'AO/
` 71 I
16_` I I � IAilI I
I I
12-- K
- I I F �,� I I
10-x' f/1 r- -t T
I
5 6 7 8 9 10 11 12 13 14 1'5' 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 15
Summary for Link 2L: (new Link)
Inflow Area= 87.590 ac, 4.82% Impervious, Inflow Depth > 0.44" for 1-Year event
Inflow = 24.23 cfs @ 12.27 hrs, Volume= 3.200 af
Primary = 24.23 cfs @ 12 27 hrs, Volume= 3.200 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 2L: (new Link)
Hydrograph
I
1 1 I
I -L
' ' I ' ©Inflow Y
1 I I
24.23 cfs I
24 3 Nnflow_Area-$7_.59Q_ac-
1
I I
22 1 1
l I
J
20 1
1
18 -1 1�' -1 [- + - -
1
1 1
16 I -r
w1
14 , 1
12
- 1 -__ ___ ri)/0.000,
,r t / __r__r !!'iii�iTTLL/,'//YAA�BB
i r
Y
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment BP-1: BP-1
Runoff = 29.05 cfs @ 12.25 hrs, Volume= 2.581 af, Depth> 1.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
i
Area (ac) CN Description
11.750 70 Woods, Good, HSG C
2.590 58 Meadow, non-grazed, HSG B
2.650 68 1 acre lots, 20% imp, HSG B
16.990 68 Weighted Average
16.460 96.88% Pervious Area
0.530 3.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 150 0.0533 0.13 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.2 875 0.0305 2.81 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.6 350 0.0100 9.44 66.70 Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.3 110 0.0200 7.26 126.24 Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
4.4 2,242 0.0210 8.58 231.62 Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
29.5 3,727 Total

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 17
Subcatchment BP-1: BP-1
Hydrograph
11111
32 1 1 i I F1_ 1 1 1 1 ©Runoff`
29.05 cfs ____ -___I i i i i
_
30: 11
28 � - r i -I-T�/pe II-24 hr_
1 1 , 1 1 1
26 1 t - 10-YearRaInf-aH 5.20"
1 1 I I 1 1 I I
24_ , _ 1 0 - RIO-off Area 6.990 ac
22 i i
01
20 _ j 4_ i 1. Runoff;Voume=29581,of
18= i Runoff Depth�1-.92"-
03 16_ y -t r 1 , , 1 ,
II
f rodv C.ength=3;727'__
u. 14 i
i 1 __ _
12 - i � Tc=29.5_rriin _
T
10 i w, cc
i et,
i CItl�V8 -
8 i
g 1 1 I
i - fff/%/////Z/////.//i///1/%e":" 1�. . . ' .. . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment BP-2: BP-2
Runoff = 69.22 cfs @ 12.20 hrs, Volume= 5.647 af, Depth> 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
18.540 70 Woods, Good, HSG C
27.820 58 Meadow, non-grazed, HSG B
46.360 63 Weighted Average
46.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass' Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment BP-2: BP-2
Hydrograph
I I I 1
75_ I I -, I I I I L®Runoff'
- 69.22 cfs -- 1
70_
+ l- ' j --; 11-- TyPe II 24=;hr
65i I 1 1
6`0- ' - - ear aln a -5.20
55� , Runoff AMea=4&360 ac
50_ '- 0Runoff Volume=5 647 of
45-1--
40 11/11
Runoff Depth>---1-A6"-
3 - -_ J 1 a ' 4---- --- 1 I -17. 35� � ; 1Flow Length;3,35.2'_
•
30=' ' ' - ----L-- 1-024.7 nein--
25 , 'I I 1 I I
20 = fi , 0 ; D1V=163
J 1L _ 1 L 1 I J
15
1 1 i I I I
-I T 7 1 G 4>9".
7
1 _1 L fI"r, Q I 4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment DET-1: Det 1
Runoff = 8.65 cfs @ 12.17 hrs, Volume= 0.661 af, Depth> 1.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
4.340 68 1 acre lots, 20% imp, HSG B
3.472 80.00% Pervious Area
0.868 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.2 177 0.0565 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
0.8 184 0.0543 3.75 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9 160 0.0200 2.87 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.2 129 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
23.3 750 Total
Subcatchment DET-1: Det 1
Hydrograph
Runoff'
9- ' 8.65 cfs
Type-Ii-24;hr--
8- 10-Year Rainfall5.20"
Runoff Are0=4.340 ac
Runoff Volulrne=0.1661af
N _ I I
5� Runoff De�pthy1.83"--
LL J Flow-Length=750'--
10
Tc=2313-nn i-n--
r OJ IV=166
T----
2 I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment DET-2: Det-2
Runoff = 30.51 cfs @ 12.11 hrs, Volume= 1.959 af, Depth> 1.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
12.830 68 1 acre lots, 20% imp, HSG B
10.264 80.00% Pervious Area
2.566 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0200 0.12 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.0 135 0.0200 2.28 Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0 154 0.0162 2.58 Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5 944 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3 100 0.0100 5.13 89.27 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
17.3 1,433 Total
Subcatchment DET-2: Det-2
Hydrograph
34I
_ J 1 1 L 1 1 1 L 1 J p Runoff
32 I 30.51 cfs
30 , , P Type_l�_24 hr_-
28
26
4 _ 10=Year Rainfall .-2®"--
1 i L __ ___ _1___ _L 1 _ -_I __I
24 ; - _Runoff Area 12.p3Q,ae _
22 , i ----- r , ----Runoff Vodurne 1 959;of-
20 -- - - '1 "-- --- ---- / -- -'-----4- - , - k I 18cn
Runoff Depth>1.63'®
,° 16.14 , r `V , Flow Length=-1;433'
12- I
-+ + - '�
' 0,- -1 To1=17:3 niin
10
: CN=68
I . 1
l ;
6 J r J i 1 L I k ______1____L
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment DR-1: DR-1
[46] Hint: Tc=0 (Instant runoff peak depends on dt)
Runoff = 34.27 cfs @ ' 11.89 hrs, Volume= 1.273 af, Depth> 2.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
5.570 70 Woods, Good, HSG C
0.260 98 Roofs, HSG C
1.240 74 >75% Grass cover, Good, HSG C
7.070 72 Weighted Average
6.810 96.32% Pervious Area
0.260 3.68% Impervious Area
Subcatchment DR-1: DR-1
Hydrograph
-+----'----4-- - I -
38 i '---- ®Runoff.
36= - -- 1 L 34.27 cfs --- - ++ -
34 Type-ll-2qq 4hr--
3a_ - i lb-Year rainfall=5. 0
I t I I I I I
28=-'
- - - - - - - ---- - -- Runoff-O�rea=7.070 a+c
24= r _ -- - --Runoff;V-olune=1;273-af-
w
z0.3 1� Runoff Depth>2.'f 6'w-
•
=
0 18--
-
8 Tc=®.0 rvi i n
18=
14� I CN=72
3
4
4khee.„&LA/40
21
5 6 7 8 9 10 '11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment Ex-1: Ex WS #1
Runoff = 117.90 cfs @ 12.20 hrs, Volume= 9.620 af, Depth> 1.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231 62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
_J-- --L--- -'-----1 -- 1 -" .1 - - 1 - _L - --_I L I , I
I I I I -1 1 1 1111111
130 -I r I r I T 7 r , r- - --1 r 1 ®Runoff
125. L 1 117.90 cfs - L L
120 , , g q/ r
115 J L I 1 0 --1 _ - Type �� Hn�1
__1_. __ 1 t L 1 J J__ I
•
I I I I I I
110 -I r i FIT- -1- r--- I I - , r I -
105 = � ___ ; Hiii- 90 earRairrfallx.20"-
100 Runoff Area '18.970-'ac=
90"
EL
I
I 1 r __ r Runoff Depth> AV
r.A 70 •----- I I I ----- - --
3 65 + o -- F ---r----I
° --'-
60 1 I Ft--I-- Length=3 3 2'
111111 .
50 I lir I i I _Tc`241 7_11 in-
45_ - - - 1 - + - 1 r
40 1 1 1 1
35= "-----t----r----1----r----I----+--/I- ^ I63-
30 r L Lr 1 I
25 r - I r20- "-r---T--���--� r ---- -I----r- , --- -r----1
J L
L L 1 4
r
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment Ex-2: Ex-2
Runoff = 22.24 cfs @ 12.15 hrs, Volume= 1.587 af, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods. Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
' 1 1 p Runoff"
24-f' , 1 22.24 cfs -i i r _ 1 -1
23
22" •---- i----------- ---t- - r - - r-- ----Type II 24.Thr -
20 i + _,_-- - - - - - - --10-Year Rainfal fr5:20"--
191" , , , 1 , , ,
17 -- ---'----- - - - -- - -Ru offArea=9;_600,ac -
16- , -' 1 ;- --Runoff /O Lit�e1-587-af-
15� -- -- , ti
y 14 , i __
2. 13 , 1____ Runoff®�pth 'I.O6"-
12 ,- , 1:10
,,_ 11 + -
Flow L-ehgth`604'--
105 -, T 7 r 7 I
9j --__ Te=21:0 min
8-", -1 T 7- r ----1:1 7 7 T -V1�-,7 @/
7:21 , , _
, ,
3�' - , , , -, , pd e4t7V,z,4- ,
i
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

•
Potter Road SWM-WS1 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD©10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 24
Summary for Pond P-1: Det Pond 1
Inflow Area= 4.340 ac, 20.00% Impervious, Inflow Depth > 1.83" for 10-Year event
Inflow = 8.65 cfs @ 12.17 hrs, Volume= 0.661 af
Outflow = 3.39 cfs @ 12.51 hrs, Volume= 0.625 af, Atten= 61%, Lag= 20.0 min
Primary = 3.39 cfs @ 12.51 hrs, Volume= 0.625 af ,
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 101.30' @ 12.51 hrs Surf.Area= 8,197 sf Storage= 9,489 cf
Plug-Flow detention time= 55.5 min calculated for 0.625 af(94% of inflow)
Center-of-Mass det. time= 36.0 min ( 849.7-813.6 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=3.39 cfs @ 12.51 hrs HW=101.30' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 3.39 cfs @ 4.31 fps)
,Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 25
Pond P-1: Det Pond 1
Hydrograph
I I I I I I I I
I I I I I I I I
k- 1 ®Inflow
tz-- ---k—--- --—-- —-__ $.65 cfS 4 I+ I 1 1 1, 0 Outflow
.�., I I I I I
..1- - Inflow Area=4.340 ac- o Secondary
11
9-:
1 -T-- -Peak-EirIev=101.30
®Tertiary
JII --1--- Storage=9;4'89-;cf
i I
�I
-r--- 7 f --r r r r r
6_ a
w
_ 11 �0rf -1.1 1 L
-
iz 3.39 c�
4- i i
3� 1
- //! '� ' I/ �
2 �%///// ZerAreY//
0.00 cfs %//////////. lO////O,/O///l/////////////////////I///////O//////O
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWIM-WS1 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Pane 26
Summary for Pond P-2: Det Pond 2
Inflow Area = 12.830 ac, 20.00% Impervious, Inflow Depth > 1.83" for 10-Year event
Inflow = 30.51 cfs @ 12.11 hrs, Volume= 1.959 of
Outflow = 18.03 cfs @ 12.26 hrs, Volume= 1.909 af, Atten= 41%, Lag= 9.4 min
Primary = 18.03 cfs @ 12.26 hrs, Volume= 1.909 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 102.42' @ 12.26 hrs Surf.Area= 9,361 sf Storage= 19,299 cf
Plug-Flow detention time= 26.1 min calculated for 1.902 of(97% of inflow)
Center-of-Mass det. time= 16.5 min ( 825.6 - 809.1 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 24.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=17.98 cfs @ 12.26 hrs HW=102.41' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 17.98 cfs @ 5.72 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
7-ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 27
Pond P-2: Det Pond 2
Hydrograph
i r
-- - - - -- - - ,- I - --1 --1--- I --- Y -
1 I I I I I I
30.51 cfs I I 1 H
r r , 7 r ❑Outflow
- --Inflow Area=42:830-ac- ®Pnmary
❑Secondary
34_ I j Peak Elev=T02.42r ®Tertiary
30 I Storage=19,299 cf
28 .. I 1
26- 1 7 . J J 1 L 1
1Rn1rf i I I I
24= 1 1 I_
_I18.03cfsi
i I 1
D0. I 1 1
y 20J i
r-
18-i- r- f --1- - -1 r
LL ! I
I
6, // /Q 9 illy /�-----®//0/--. 7.A.. 0/�0//r
0.00 cfs IV ,/////////////////////U//////U//////U///U////U/////U/////////•
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 28
Summary for Link 1L: (new Link)
Inflow Area = 88.570 ac, 0 00% Impervious, Inflow Depth > 1.52" for 10-Year event
Inflow = 138.99 cfs @ 12.19 hrs, Volume= 11.207 af
Primary = 138.99 cfs @ 12.19 hrs, Volume= 11.207 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
II I I I I I
.1 1 1 I-_ 1 1 I- 1 1 L 4
' l I'3R QQ rf Inflow I
50= i
138.99 cfsrlf L_ __ J cf -i jowArea80570ac I I
130 I 1
Imo` 1
120 T I T -1 r
i�' ___- I_ L___1_ �/ 1__ L_-_1
110 I 1 1 1
1 1 I I I I I
I I I I I
_ 1 1 '1
N 90' 1 1I J
I
J L J 'y L
80=r ,f 1 I
1 1 1
-- - 1 --- -- r- ---1-- -r--- I �, ." 1- - I - -- -r - r----
LL 70 _ I I /!1, I I
1 1. -' I- _ _ r _1-_ 1 4 L '
60.- 1 LO`I I
�� I
40-E 1 1�'�%p`1 I 1 1 1
303 ,' J//!` 1 I
OOp6a1I O.4V2-00 %
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

ii
Potter Road SWM-WS1 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 29
Summary for Link 2L: (new Link)
Inflow Area= 87.590 ac, 4.82% Impervious, Inflow Depth > 1.65" for 10-Year event
Inflow = 121.76 cfs @ 12.22 hrs, Volume= 12.034 af
Primary = 121.76 cfs @ 12.22 hrs, Volume= 12.034 af, Atten= 0%, Lag= 0.0 min
' Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 2L: (new Link)
Hydrograph
I 1 I I I
./ i
1 I I 1
l _171 7F rf ®Inflow
_ J J____J__ __L, - J 1 J _LL_____ 0Pnmary
130_
121.76 cfstlnflowRrea=87.590 ac__
1207- ,• -f0,
I JJ I I I I I
I I
110 ' r r r T r -r
_ O I I 1 I I
I
1 100_' _____ ________ 1 r. I I - I I I
I I I I I I I
J.._ J-___J____L___1_ `� L J -t
1
90J ' I I �. I I I I
I I I I 1 I
w _ • I I '� I I I I I
V I I I I
70- ' r r ? 0. -r 4 7 r
`$ I I I I I
u. 6o I I I I I
I I I 1
50 a L J L ..
L J 1 J L 1
O_ , I ., . I I I I
40- ' I y r--- 1
I V ° I I
I 0 I 1
I I
20.� �OO '.'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment BP-1: BP-1
Runoff = 40.60 cfs @ 12.25 hrs, Volume= 3.565 af, Depth> 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
11.750 70 Woods, Good, HSG C
2.590 58 Meadow, non-grazed, HSG B
2.650 68 1 acre lots, 20% imp, HSG B
16.990 68 Weighted Average
16.460 96.88% Pervious Area
0.530 3.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 150 0.0533 0.13 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.2 875 0.0305 2.81 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.6 350 0.0100 9.44 66.70 Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.3 110 0.0200 7.26 126.24 Channel Flow, Channel 1
Area= 17.4 sf Penm= 13.1' r= 1.33' n= 0.035
4.4 2,242 0.0210 8.58 231.62 Channel Flow, Main Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
29.5 3,727 Total

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 31
Subcatchment BP-1: BP-1
Hydrograph
1 I I I I I
44' I I I I I I ❑. Ruoff
n
• 40.60 Cfs
42- , I I I I I I
-/r __-�_ ____ I ____ -__J-_ L _/ __ __ 1 L _ 1
40. I 1 Type-II-g4;hr38= t
36- '- 25-Year Rain€a11=6.20"
34- L 1 -_L
32i.. - 40+
- Runoff Area=76.990 ac
28=- , - - Runoff, oume�3�565;of-
y 26= ' __- 1 1 _ L_
24 I __ _--_1-RU_ _1_no-_ _ff De__pth>2.r2'--
1 _
- t 1 jr
3 2z
LL 20=- -- 1 i Frow_Length=3,727'_
I 1 I
I I I T_c-29.5-n'�iL4-
16 '/, -- r ��r
14- /� I I I
123 - a --- - ----1--- -4----- ri O L-__ _I___ _ _-_ __Clil.�/q�p�JV __
101 . ---y r r r11
6G 1 J I ,,A �' --eO 1 1 J
' I I I
�OOOOOppp�021 00000p 6rdOMP.7,-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 11 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment BP-2: BP-2
Runoff = 101.28 cfs @ 12.19 hrs, Volume= 8.066 af, Depth> 2.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
18.540 70 Woods, Good, HSG C
27.820 58 Meadow, non-grazed, HSG B
46.360 63 Weighted Average
46.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment BP-2: BP-2
Hydrograph
/ 1 I I 1 I 1 1 1
110- •
I I I I 1 I , I I I -- 1 - 1 i�� Runoff
1054 ' ; __ 101.28 cfs L � 1 1 1
h100C ' I *- *
1T e 124 r 11 I zO r r -I r I
90- , ! : ij ! 25-Year--Rainfall=6.-20" -
85- --J- - ' L 1 L
1 , i
80- -H -� -1- ---I --- -Runoff-Alf ea=46:360-'ac-
I I I I I I 1 I I I I
75=' - -1 r r- - 71---_f --1----r----1-- i
701' --;Renof#;uollx.ime-B.O�S;af-
i, 65= , J l- L _ 1 I
1 � J1J _I_ 1I - Runoff-Depth?2.09"-
C 55 ' I -I--- I
1 1
,� 50_ J L L 1 r; _i, Flow Length=3 352'-
1 1 1 I D I 1
45= * /� a� T mmI-
404 , 1 I D 1 --r- I_7T-c -24�T-•'-��n-
35-? r
1 1 1 1
'30_ , L 1 Al ������///III/// 1-___L___J____ 1 ___-1__-_ _I��IV_V
1 I 1 " " 0 1 I 1 I I I I
25 :-----1 r I Y '1----r----II----1- -1 r,-
203 204S
1 1 1 ! 'I I I 1 I 1 -I -
-L --1 ----I-----I -� �i - ---�-- - "__1 _ 1 _ I
I
10= ' 1 - �D�Op0000011001
5-.1,2
' 00�000/1J000O. y,• G'O
0-0000000,0." .!0000000/OOOOlI00/��
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment DET-1: Det 1
Runoff = 12.07 cfs @ 12.17 hrs, Volume= 0.913 af, Depth> 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description _
4.340 68 1 acre lots, 20% imp, HSG B
3.472 80.00% Pervious Area
0.868 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.2 177 0.0565 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
0.8 184 0.0543 3.75 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9 160 0.0200 2.87 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.2 129 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
23.3 750 Total
Subcatchment DET-1: Det 1
Hydrograph
= ' _❑Runoff`
13: -- - --- 12.07 cfs - - I
12- . i I I
Type_IL2_41hr__
„- 11! 25-Year-Rainfall=6.20"--
10-
Runoff-Are0=4:34-0 aC
9,
87.:-
0----Runoff Volume=0 913-af-
fl 7. 1.0 ------- Runoff Depth>2.52"
° Flow Length=750'
5� iir
`_ _ _ I r Tc=23 3 to i n
I I I I
4y' Q `' 63
3J Y I
I 0
2] 1 �O
a: its/7/7/i,rilii/iiii'`ii�//.//// -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment DET-2: Det-2
Runoff = 42.39 cfs @ 12.10 hrs, Volume= 2.706 af, Depth> 2.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
12.830 68 1 acre lots, 20% imp, HSG B
10.264 80.00% Pervious Area
2.566 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0200 0.12 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.0 135 0.0200 2.28 Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0 154 0.0162 2.58 Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5 944 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.3 100 0.0100 5.13 89.27 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
17.3 1,433 Total
Subcatchment DET-2: Det-2
Hydrograph
1 I 1 1 1 1 1 1 1
----I----
46. I 1 Icfs 11 p Runoff'
44 J L 42.39J.111
1 _I
42- _,,iii1 -- -; --Type-H 24 hr-
40 - 1 1 1 r
38 -a ! 25=Year-Rainfal I=6.-20"_
36 I r- r - - r- -1 1--
_ I
34 _ ---J -- ---- Run-off Area=12:83-0-,ac--
32 ;1 1 1
30 -1T Runoff;!/oWme=2706;of
28. J
^" 1 1 1 - -1 1 1 1 I
w 26_ 1 - - , Runoff De th>2.53�'
24 -- T -I 1 -1 1 -1 -- 1 -r--- I--- -
lj
0 22=
- J 1 Flow L-ength=1-43-3`-
18 ' _ - J_ L ID______ � _; T6,=17,.3= '
min
1
12 1 1 � 0 1 CN 168 _
1 1 1 O 1 1
10 J 1 J L a J L 1 -
8 7 T -r r ::/1 /,� -r- r
6 _ J/ f/D
4 ��00000 '-' 'OOp0000",ffep00000�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment DR-1: DR-1
[46] Hint: Tc=0 (Instant runoff peak depends on dt)
Runoff = 45.63 cfs @ 11.89 hrs, Volume= 1.718 af, Depth> 2.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
5.570 70 Woods, Good, HSG C
0.260 98 Roofs, HSG C
1.240 74 >75% Grass cover, Good, HSG C
7.070 72 Weighted Average
6.810 96.32% Pervious Area
0.260 3.68% Impervious Area
Subcatchment DR-1: DR-1
Hydrograph
50 - L - ' - 1 - - ❑O Runoff
48! ;- -; 45.63 cfs � , -I- ,
46-' • - -J- I .1 L
I TyT T1 tI 71 pe-if 24 hr-
I
1 1 _ J L ! 1_ 1 _1 i J
40,f; - ____,___ T____ I T 25-Yea-r-Rainfall-6-.20"-
38' • J 1 J L L I J L 1 I J
36`- - -, T r - --Runoff-Ar-ea=7:070 ac--
34 1 J L 1__ I J _L____I____l____IJ____
32 , 1---- r Runoff;Volume=1 7-18-of-
30- 1 I I I I I I I I
w28= I I n
26: , I I ' Runoff ®efh>2:92
24=' -1- +- I 1 I 1 ,
0
_. 22-r •• Tc=01.0-min_
I I I I I
20= ----I - 1 - '- -- -' -
18 i ; -CN=,72-
16 - I 4, a
I ! I I I I 1
14i- I 1 , I I 1 I 1
- 12° --- I- - -- '- --I - --- -- --J- I- --F I - - --' - - 1 ----1- ---1---
I I I I I I I I
10'_ I T r r I -I
8�, _ J l '
_ / L 1 I J
1 I 4„ 4 T 1
4j4,, ___ ' -- -1 --' - - /QO��Y/ �d01100000�Oy1000���UO00000000�l00/I/IffO000i''
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment Ex-1: Ex WS #1
Runoff = 172.52 cfs @ 12 19 hrs, Volume= 13.739 af, Depth> 2.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
190 O Runoff`
180= ' _ 172.52 cfs
17O ' T-ype-I,I-24;hr-
160_ !
15°- 25-Year ainfall,=6.-20"
140.1 Ru noff Area=78:970-ac-
130 _
120_ AO R.unoffVolume13J39 of_-
,00 Runoff-Depth2:09"--
0 90 Flow l.en' th-=_3 352'-
70 i Tc=24.7 m i n
60 r r 1prir r
CN=63
50 '
r r 7 s# r
30 — r T
0D0 01 O
OlOO7:
1°0
/OOOOOIIj./�U00000�0r"re00�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 37
Summary for Subcatchment Ex-2: Ex-2
Runoff = 30.50 cfs @ 12.14 hrs, Volume= 2.167 af, Depth> 2.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods. Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
34' I I I I
___J___ __1 J L. I I - 1 Li ©Runoff
32- " 30.50 cfs
30_"' T'yp.e-11-24;hr--
28-
_ -+ -1 -F 25=Year Rainfall=6-.-20"--
24'2 ' _ aun®ff_Ar-ea= L60Q ac_
. 22_T - _--
kRuhoffVoiume2167afJ 1 J
N J 1 f
E Runoff Depth"2.71"
i)40----- --— -Flow- Le'ngth`604'-
14= I I I I I I I
" _ - f i - _ Tc;21.0 rain
1Z= J _1J_ _ I
10 � �''
I ,- GN=7
0
I I8= I - I t -I I- -1
6-? 1 J L 1_ --
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 38
Summary for Pond P-1: Det Pond 1
Inflow Area= 4.340 ac, 20.00% Impervious, Inflow Depth > 2.52" for 25-Year event
Inflow = 12.07 cfs @ 12.17 hrs, Volume= 0.913 af
Outflow = 4.34 cfs @ 12.52 hrs, Volume= 0.872 af, Atten= 64%, Lag= 21.2 min
Primary = 4.34 cfs @ 12.52 hrs, Volume= 0.872 af
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 101.82' @ 12.52 hrs Surf.Area= 8,719 sf Storage= 13,824 cf
Plug-Flow detention time= 54.3 min calculated for 0.872 af(95% of inflow)
Center-of-Mass det. time= 37.9 min ( 845.0- 807.0 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation 'Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 12.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=4.33 cfs @ 12.52 hrs HW=101.81' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 4.33 cfs @ 5.52 fps)
Secondary OutFlow Max=0.00 cfs © 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type ll 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 39
Pond P-1: Det Pond 1
H/ --------------------------------------H--- --
droraph
12.07 cfs I I1 I I 1 ®Inflow
1 1 I I 1 1
❑Outflow
( nflow-Area=4.340-ac -l ; I I 1 I I ®Fnmary
❑Secondary
J___ F_C 2s ®Tertiary
13� ��////��� Peak GJev�lOt82
,21 Stolrag;e=13824'cf_
11=' .I l
!! I
- ------ -- - - - - l -- -
10= ',I,
I I
- I
1
a
a = - --k-- -- - 4.34 cfs % - - -- - --- ---
•
4-::./,--- „,- ,• ; 1- .4-A3 , r
- , - Pi' ':.:''' .".' * --- -, . ' ,. .Wii:".
_ ' -- // ��iredZmoirl®O///i,,09.3//
0.00 cfs %/////y//////////// //////////////////////////////////////////////!///'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 40
Summary for Pond P-2: Det Pond 2
Inflow Area = 12.830 ac, 20.00% Impervious, Inflow Depth > 2.53" for 25-Year event
Inflow = 42.39 cfs @ 12.10 his, Volume= 2.706 af
Outflow = 24.26 cfs @ 12.27 his, Volume= 2.648 af, Atten= 43%, Lag= 9.8 min
Primary = 22.84 cfs @ 12.27 his, Volume= 2.632 af
Secondary= 1.42 cfs @ 12.27 hrs, Volume= 0.016 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 103.28' @ 12.27 hrs Surf.Area= 10,302 sf Storage= 27,738 cf
Plug-Flow detention time= 24.6 min calculated for 2.639 af(98% of inflow)
Center-of-Mass det. time= 16.5 min ( 819.0- 802.4 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 24.0" Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=22.77 cfs @ 12.27 hrs HW=103.27' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 22.77 cfs @ 7.25 fps)
Secondary OutFlow Max=1.33 cfs @ 12.27 hrs HW=103.27' (Free Discharge)
2=Orifice/Grate (Orifice Controls 1.33 cfs @ 1.66 fps)
1ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19_s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 41
Pond P-2: Det Pond 2
Hydrograph
I I
I I I ii
f_ ®Inflow
/ 42.39-cfs nflow urea='�2:830- � __ ❑Outflow
P
rimary
aa� ❑Secondary
45-" I -Peak-Elev=103.28. _ 0 Tertiary
40 �� Storage=27;738 of-
'I /1 J _, 1 ,
35
F2747.26 cfs
301' - 22.84 cfs
N /
25.
ii: 20- • / )10* -
15-''
10i �.
C 1.42 fs -44571"101", ZoOPMAPIrZel,2%. ,A,
c ' ., ice-' =
0.00cfs 10 p,�/ ,/ �/ �y� �yf� ///%I . ,- O//////.-, -, O//may/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type Ii 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD©10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 42
Summary for Link 1L: (new Link)
Inflow Area = 88.570 ac, 0.00% Impervious, Inflow Depth > 2.16" for 25-Year event
Inflow = 201.56 cfs @ 12.19 hrs, Volume= 15.906 af
Primary = 201.56 cfs @ 12.19 hrs, Volume= 15.906 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
I I I I I I II I I I
_ 1 I I 120'1(11.. F.rf- - -_ � -
1 1 LU
III Ir I"r r _1efsvrn '220- ' y y
200-' ,,
ow Area=8-8-5Thac--
- I ;/. I I I I I I
Iso= ,---- - - - -- -- -- --------+--- -I----�--- +----
160- ' I I I I I I I I I I I I
I 1 I I 1 ��//� 1 I I I I I I
170=' J I L L L J I L 1
J 1 I I 1 I I I I t I
160 ,'`___--_i____I___-}___y-_-_r_-_y 1 __t---y--______y I__--F___-I----
150: _ I 1 I 1 1 1 I I I I 1
I I I -1 I i" � -7" I - f I f' ---7----
140 ,' - J I 1 J L J - I L J 1 J L 1
] , ,' I I II I I I I I I I
^ 130= - , --------I- ---+----{----r I----+ * t
w
0 120=' ,', I I I I I I 1 I 1 � I I --
- I 1 1 I I I I I I I I I
3 1104:. ____J I 1 J I 1 ) __LI___1________1___J____L___1____
Q I 1 1 I I �� I I I
109' , ---- I -- --I-- --'I-- -'--I----r---- -I --f"---"I-------- 7 --
90X'. I I 1 I I I A I I I 1
I 1 I I I I I 1 I I
80€ J I L J L 1 I � L J 1 J L J.
I I I I �r///• I I I II I
I __ - __ _ I- i_ _ _r_ r__ _
6060-21 1 1 I I I I
I I I I I 1 2 1 1 I I I I
50. ' _ 1 I _1___J_ _ _L_____I J 1 "1 L 1
I 1 I 1 1 I I
30_ OO 1
20' ' �O//�l/O��//l�Of/O/Il/Jp�100�000/Ill/lsU�
1000�000lgi07M,,00�00000������
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 43
Summary for Link 2L: (new Link)
Inflow Area= 87.590 ac, 4.82% Impervious, Inflow Depth > 2.31" for 25-Year event
Inflow = 172.60 cfs @ 12.21 hrs, Volume= 16.868 af
Primary = 172.60 cfs @ 12.21 hrs, Volume= 16.868 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 2L: (new Link)
Hydrograph
1 J I
! 1 , 1 1 ■Inflow `
190= ' i , 7=117�-�R(1 i fj J 1 J L i Primary
fi ,
180-` IL_1=72 6o„�fs • ;It�f4'av��4r0a=87:59a ac
170_ }- -4- - - ;-1
160_" I 1 1 1 4. 1 1
150='"
140,_,- • I 1 I 1
130- - 1 1 I 1 1 1
1201 1
n 110
v - - 7 T '1 r T -r-- -f----r---T---1----r---T----
100- / I I 1 '�'.
0 90=" 1 ,,f 1
a -- r I: . f
80 1 1
1
70 O 1
6O- C L �. i
50= ___J___ 1 J__ _L___ 1 L
40 i r 1 ''„
30,:. J L J L 1 __I_ , ,'„ L 1
20, 1 r OOOOO �,i r .i ;
10=.- , : ` ' %; "°%` „% �Ol/�D000000010/1�0000000/0010!/
a./001000�/,O''' 'v'001'' w'' /�O!!o�'
, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment BP-1: BP-1
Runoff = 50.41 cfs @ 12.24 hrs, Volume= 4.411 af, Depth> 3.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
11.750 70 Woods, Good, HSG C
2.590 58 Meadow, non-grazed, HSG B
2.650 68 1 acre lots, 20% imp, HSG B
16.990 68 Weighted Average
16.460 96.88% Pervious Area
0.530 3.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 150 0.0533 0.13 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
5.2 875 0.0305 2.81 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.6 350 0.0100 9.44 66.70 Pipe Channel, Culvert
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013
0.3 110 0.0200 7.26 126.24 Channel Flow, Channel 1
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
4.4 2,242 0.0210 8.58 231.62 Channel Flow, Main Channel
Area=27.0 sf Perim= 16.4' r= 1.65' n= 0.035
29.5 3,727 Total

Potter Road SWM-WS1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 45
Subcatchment BP-1: BP-1
Hydrograph
----i-----T ---- r r r r i ; - --
55-' I ' I I ' ' 0 Runoff`
L 50.41 cfs -__ -.�_-__ L I _ ____�____
50= n Tyke II 24 4hr
45- 110
50-Year Rainfall=7 .01 '
40 -' 0Runoff Area=16.990 ac
35: fl
Runoff;Volume=4.411;of
30= ' VA Runoff Depth>3.12"
- � �
LL 25� FIoW Length=3,727'
20- �� Q Tc;=29.5 min
b / 0
15- f C`rN=.68
- r1 0
L
1__ L 1 J
0- .r.";e31 ",3,-,•ffeeree - - „ ' ,
- 7-'f-..ic ,
6 7 8 9 1'0 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment BP-2: BP-2
Runoff = 129.00 cfs @ 12.19 hrs, Volume= 10.177 af, Depth> 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
18.540 70 Woods, Good, HSG C
27.820 58 Meadow, non-grazed, HSG B
46.360 63 Weighted Average
46.360 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment BP-2: BP-2
Hydrograph
140-- ' 0 Runoff`
- 129.00 cfs
13°� Y/ -------- 1-4,pe -
1
120 r } ; -- - - 50=Y--ear Rainfall=7:01"--
100 Runoff Arrea=46:360 ac
= - - --- - --- -
1):0
Runoff Volume=10:177 af
. 80- " Runoff Death2.63"
703 Flow,Length 3,352'-
LL 1Te=2'4:7 rain--
50-
-CN=63
- I I
30-!
20
,o= ; ��Od�0000pO00UOOpO000000OpO00170
°_1000.0/IO "..D00000"..lI d""/"�� _
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment DET-1: Det 1
Runoff = 14.96 cfs @ 12.17 hrs, Volume= 1.129 af, Depth> 3.12"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
4.340 68 1 acre lots, 20% imp, HSG B
3.472 80.00% Pervious Area
0.868 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.2 177 0.0565 0.14 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
0.8 184 0.0543 3.75 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.9 160 0.0200 2.87 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.2 129 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
23.3 750 Total
Subcatchment DET-1: Det 1
Hydrograph
Z.
I 1 I 1 I I I
II I I ®Runoff
1s_ , --- ,- -7 r 14.96 cfs -- , � ,
h
15� Tipe 2r_
13 T 5-0 Year RalnfaII 7:o1,r
I,
12; ___-, - Run®ff-Area=4-340-ac -
11'.
i Runoff'�O�urne=1. 29- f
. - - f +� h>3 2"
90
a Runoff-D 'pt .1
8- Flow i.ehgt0=70'
7_- -1 7 t.,54V.
Tc=23.3 mm n
5 , HI?) C =68 -
0 : ,
3-' i
r ,,. eb - , , -,,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS 1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 48
Summary for Subcatchment DET-2: Det-2
Runoff = 52.45 cfs @ 12.10 hrs, Volume= 3.346 af, Depth> 3.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
12.830 68 1 acre lots, 20% imp, HSG B
10.264 80.00% Pervious Area
2.566 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0200 0.12 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
1.0 135 0.0200 2.28 Shallow Concentrated Flow, Swale
Unpaved Kv= 16.1 fps
1.0 154 0.0162 2.58 Shallow Concentrated Flow, Gutter
Paved Kv= 20.3 fps
1.5 944 0.0200 10.18 31.99 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Penm= 6.3' r= 0.50'
n= 0.013
0.3 100 0.0100 5.13 89.27 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
17.3 1,433 Total
Subcatchment DET-2: Det-2
Hydrograph
I
II I I I
J 1 1 L 1 1 L 1 _ I J H Runoff`
55 52.45 cfs
501 I
Type Ii 24;hr-
45 50=Y-ear Rainfall77.01"
I
� I I I I I
40 J L Jac---
35 ' --Runoff Ve*rme=3.346 af-
T ! ' t Runoff De
v30 pth 3.13" -
1 I !fJII
3 f I
LL 25 ; `;� Flow-Length=1,433`
20
�c;=17.3 niin
1 �i
I I
:64 cN-6$
15 I I
1 /%
0
i
4 I
5 ppOG�
0 I°r e;le1ler:0".UO1 00�?e4fef/j®� l01'l f0�liIO.G� •
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS 1 Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment DR-1: DR-1
[46] Hint. Tc=0 (Instant runoff peak depends on dt)
Runoff = 55.05 cfs @ 11.89 hrs, Volume= 2.094 af, Depth> 3.55"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
5.570 70 Woods, Good, HSG C
0.260 98 Roofs, HSG C
1.240 74 >75% Grass cover, Good, HSG C
7.070 72 Weighted Average
6.810 96.32% Pervious Area
0.260 3.68% Impervious Area
Subcatchment DR-1: DR-1
Hydrograph
I I , I I I ®Runoff
so__ 55.05 cfs 1 - - I- 4
55-' ,
- --- - - - Type_II.24_hr _
50- 1 L 5:0-YearRai nfal l=7.O1"_
45- i Runoff_ rea=7.070 ac--
40 Ruinoff Vo1u-me=2054 of-
— 35 ,
- - Runoff Depth>3.55"
3 30
o -
LL h- -, T -0�.0 n)in -
I
25-, Tp=q.0
20-,
15-"
10-:',--- j°111C
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type ll 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment Ex-1: Ex WS #1 I
Runoff = 219.74 cfs @ 12.19 hrs, Volume= 17.335 af, Depth> 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Penm= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
I I I I I I I
-----i--- - - i I -- I - I 1 - i--- --, ---, - --1- - -i
240 - J__-_L______ 1_ _ '---.1
I L 1__ 1 -L_
❑Runoff
230- ' -- --;- ---;--- - -; ---1 - 219.74 cfs r
zzo � /I � I I I I I
210 .-- r � -_ -II- ; ;_ TypezU 247-hr
I
I I I I I I
200 I I --,-- - 50-Year Rainfall=7:01"
190 - __-J_____ _ _ _L__ __IL-_ -_
I i I I
180 "- __-,____I __ _ ____r____I___ T___ � _ _ _-_, I - I_
170 -I RUPOff.Area-7897#lac_
;50 ' ; "IZunoffoulUme 17.336 of
w140 - I __� L 1 _L- J-y�_ 1_ yt //�� '�_.
.Vr -- I 1 i k _ Run_l®ff Depth>2.63
130 ." r ---I----- I - - r 1 --r-- --� - --r I Depth>2:63"-
,
120 I i I I-
I --I --- ' ; . __ ___-' --E�4v ).-.ength_73-;3152_-
1—y 110 ' , r
100 1, -i
so '
TG=247 min
70
J L L 1 1
I I- Ir
I
50 1 � I
, , It , - �40 -
I II
1/409; :° : 7,' ,..,,,,,,..,4-77,1- : -d-e-,,,,,H-zrzeRP-r, '-
30
5 6 7 8 9 10 11 12 13 14 15 1'6 17 1'8. 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment Ex-2: Ex-2
Runoff = 37.44 cfs @ 12.14 hrs, Volume= 2.661 af, Depth> 3.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
/ I I I
,
I__ _ I I I I __ __ i]Runoff`
40 - 37.44 cfs
38i J L , 1 L 1 L 1 J
36 J 1
�/ Type=I1 24,h r
�� o >�
341
------- � --- ____ - --- - -+ --- ---5 -Year Rai fall=7. ,1"-
32='
304-- - T 1 _ r _ _Runoff-Area=9:600 ac
28=' 0
26 ' --- I unoff Volume=2.661 af-
,,
22= - - ; _ _ -- -__L_ _ - _ ,`��_ --__ -Ru- LnoffI Depth3.33"
3 20 - '
Flow Length=604 -
u. 18=
16t 1
i VI Tc=21;:0 min
14:7"
12-4''. ,►/�O GN=70 -
I ,I
10_ - - - �/A - - - I-
1
- ' I
42i'
= -, ,-- /-+1 2OpOOOOO.--„000000000000001
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 52
Summary for Pond P-1: Det Pond 1
Inflow Area = 4.340 ac, 20.00% Impervious, Inflow Depth > 3.12" for 50-Year event
Inflow = 14.96 cfs @ 12.17 hrs, Volume= 1.129 of
Outflow = 5.01 cfs @ 12.54 hrs, Volume= 1.084 af, Atten= 67%, Lag= 22.5 min
Primary = 5.01 cfs @ 12.54 hrs, Volume= 1.084 af
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 102.25' @ 12.54 hrs Surf.Area= 9,179 sf Storage= 17,739 cf
Plug-Flow detention time= 55.2 min calculated for 1.084 af(96% of inflow)
Center-of-Mass det. time= 40.5 min ( 843.2- 802.6 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 12.0" Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0"W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=5.01 cfs @ 12.54 hrs HW=102.25' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 5 01 cfs @ 6.37 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 53
Pond P-1: Det Pond 1
Hydrograph
, / 111111
L L __ I J J J J 1 1 1 L
1 1 1 1 1 Inflow
14.96 cfs
Q Outflow
inflowl,Area=4:34-0-ac - ry
❑Pnma
P
�f �f Secondary
16: -. ---- -eak- 02-02:2.51-- ®Tertiary
- 1 1 1 1 1 1
15= - f- - 1- afoage=' 7_,739 cf -
14_ '� -
1
13 -1 -,
I 1
12c' - r r -------- '+� --1 r � � T r
I
� , r 1
10_- - s✓/'t
N m 1 7 1
{ I
$" 5.01 cfs 1
per/ ,
0.00 cfs .d�///////////////////O///% ///O///////////�///////////O////!//!!////-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 54
Summary for Pond P-2: Det Pond 2
Inflow Area = 12.830 ac, 20.00% Impervious, Inflow Depth > 3.13" for 50-Year event
Inflow = 52.45 cfs @ 12.10 hrs, Volume= 3.346 af
Outflow = 32.19 cfs @ 12.25 hrs, Volume= 3.283 af, Atten= 39%, Lag= 9.0 min
Primary = 25.49 cfs @ 12 25 hrs, Volume= 3.150 af --
Secondary= 6.71 cfs @ 12.25 hrs, Volume= 0.133 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 103.84' @ 12.25 hrs Surf.Area= 10,936 sf Storage= 33,669 cf
Plug-Flow detention time= 23.4 min calculated for 3.272 af(98% of inflow)
Center-of-Mass det. time= 16.2 min ( 814.2- 798.0 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 47,165 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 6,220 0 0
101.00 7,888 7,054 7,054
102.00 8,907 8,398 15,452
103.00 9,984 9,446 24,897
104.00 11,119 10,552 35,449
105.00 12,314 11,717 47,165
Device Routing Invert Outlet Devices
#1 Primary 100.00' 24.0" Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 36.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=25.48 cfs @ 12.25 hrs HW=103.84' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 25.48 cfs @ 8.11 fps)
Secondary OutFlow Max=6.70 cfs @ 12.25 hrs HW=103.84' (Free Discharge)
2=Orifice/Grate (Orifice Controls 6.70 cfs @ 3.35 fps)
Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
`3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWIM-WS1 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 55
Pond P-2: Det Pond 2
Hydrograph
/ I I
I I
I I
I I I I
r r r ©Inflow
. :/
52.45 cfs 1 � I I I I
0 Outflow
1nfWW Area=' 2:830 ac p Secondary
Primary
= . Peak Elev=103.64+ III®Tertiary
55-
50:
h Storage=33,669 'cf
iI y__ _ _t__ r
45 3cfs 1..2.19
40f
1
35- 25.49 cfs1 I L
1 J I I
\øi
I 1
° I I I 1
�O ' ��� l 1 1
15- ,' . ,-" � 6.71 1cfs,�% /0%�'' � .. .. .,- �.�dir�
10 dl�,- " , _a",
�eT///// /l//l� !%

Potter Road SWM-WS1 Type 11 24-hr 50-Year Rainfall=7.09"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 56
Summary for Link 1L: (new Link)
Inflow Area = 88.570 ac, 0.00% Impervious, Inflow Depth > 2.71" for 50-Year event
Inflow = 255.48 cfs @ 12.18 hrs, Volume= 19.996 af
Primary = 255.48 cfs @ 12.18 hrs, Volume= 19.996 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
I I I I I I I I I
- I I I I--- -I , I I I
i L i_`7c AR ('f , 1 III Inflow II
280= 1 0 Primary
- 255.48 cfs Inflow Arca 88;570-ac 260- I- 1
, • - -- 1i ---- ---- 1- 1 - /' ---- -I- - 1 1240- ___ ____ _ ff I 1
:J I I I
220;: I 1 1
200- J• I 1 1%1
j i 1
1- L _ -II
--
180 I I 'I I J 1
' ' -� 1
a 160-'' -1 r---7----r----r I 1 -r 7 r r -t 1 I 4fj
j 1 1 ----
140- 1 ✓/ J
0
LL 120: , • i )/- , -
I { J 1 1
1 I I1 1 1
100 1 T 1 r /• -r 1 -r r -r-
1 1 , 1 I
t - - ---1re;sl -I---- I - - _ L---J
I 1
s --- -- - --- -r----i-- ------ '` r--- ---- - -1--- -- - r- -
.1V ,•5'_ , 1 ,
a. 4.4,, ...,-,,,,,, ' i
•
Time (hours)

Potter Road SWM-WS1 Type II 24-hr 50-Year Rainfall=7.09"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 57
Summary for Link 2L: (new Link)
Inflow Area = 87.590 ac, 4.82% Impervious, Inflow Depth > 2.88" for 50-Year event
Inflow = 219.74 cfs @ 12.21 hrs, Volume= 21.049 af
Primary = 219.74 cfs @ 12.21 hrs, Volume= 21.049 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 2L: (new Link)
Hydrograph
r -I - r1
q
_--_J__ __ __-__1-_ 1_ _L_ J 1 1 L J __ Inflow
1 I I71Q74rf 0 1
2404 , r T O Primary
230. „
219.74 cfs Inf�10W Area=8.7_590-ac--
220'' r /
216-•' _J I J L 1 _ Lr
1 1 1
- 200.' � r _ ____r___T_ li::1 _ _t__ _ _� _ _ _ r
190= ,. '--- ----- -==1 - - ---' - I -'- - -- A -
180_ r { r rr
170- / 1 - 1 -I--- - - - - -1-- - --- 1 --
1604 - r / r
1504-,
I 1 I
1
,
w140= • *
.V� 130 , . I I v I I
" 43 120=' -- . - - -rv
r - t
LI. 1 1 0,. - -- --- I I
100° " - - - + FIi_ ✓ � +
9oJ ,`.- I I i I,2(1 O%; I I I I
JI
804, a ) 'C70 ' a
60_
/ I
40= fr 1 -- -
30z r 1 /f1 r I I I
io '"%OAS/fl ,�f/17Cfi.' '� 0 ,��OOp0000 �0Z�0��000�/I/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

BP-3 DR-3 DET-4
Ex WS #3 DR D t 4
P-4
Det mond 4
111
N Dev
f
Subcat Reach on. Routing Diagram for Potter Road SWM-WS2
Prepared by Cardno, Printed 3/17/2017 .
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC

Potter Road SWM-WS2 Type ll 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment BP-3:
Runoff = 19.26 cfs @ 12.74 hrs, Volume= 3.627 af, Depth> 0.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
51.190 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
116.730 64 Weighted Average
116.730 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment BP-3:
Hydrograph
21' ©Runoff
201 ' 19.26 cfs
19_ Type-II-24;hr - o
i- eal� Rain#all=2.9,5'!--- ,
- -------- -------- --
16="
15 Runoff_ACea-=11-fi 7.30_ac
Runoff Volume=3.627 of 0 va
12 Runoff Depth0.37"
0 1°;- - -Flow-Length='5,232'-
$_ Tp=56;1- min
_ -CN=64
•
6
Air
5-_-
2=
ti
5 6 7 8 9 10 1'1 12 13 14 15 16, 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DET-4: Det 4
Runoff = 12.60 cfs @ 12.06 hrs, Volume= 0.738 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
16.800 68 1 acre lots, 20% imp, HSG B
13.440 80.00% Pervious Area
3.360 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 150 0.0367 0.28 Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2 213 0.0367 2.87 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7 131 0.0381 2.93 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8 333 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET-4: Det 4
Hydrograph
I I I I I I
14 I I I I Cl Runoff
13 12.60 cfs
12-
# L t I J
Type If24hr=
11- 1-Year Rainfall=2.95"
4 4.10= " Runoff Mea�16.800 'ac
i Runaf#rV-oume=0738;af_
F2
87" i
i Runoff Depth>0.53"-
3 7--
LL 67- Flowtength=827'--
t r I Tc;=11;.7 rain
4J i
Q 1 CN X68
P I
3-<" 1 1
_ I� 1 _ _L __1 J
I I 1
5 6 7 8 9 10 11 12 13 14 15 16 17 1'8 1'9 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment DR-3: DR-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.48 cfs @ 11.97 hrs, Volume= 0.200 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
4.540 68 1 acre lots, 20% imp, HSG B
3.632 80.00% Pervious Area
0.908 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR-3: DR-3
Hydrograph
- z 1 r
5 I I
0 Runoff
4.48 cfs
Type II 24;hr
T r r
1-Year Rainfall=2.95"
Runoff Area=4.540 ac
3- Runoff-Vol;ume=0 200_a f__
Runoff Depth>0.53"
° • Tc=5:0 min--
2—
CN=66
1--
/ r0Q
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type ll 24-hr 1-YearRainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment Ex-3: Ex WS #3
Runoff = 20.06 cfs @ 12.76 hrs, Volume= 3.928 af, Depth> 0.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
72.530 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
138.070 63 Weighted Average
138.070 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min)__ (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment Ex-3: Ex WS #3
Hydrograph
Z.
I I
I I 20.06 cfs I -- I
"'r-_ J 1 I 1 L I I J. L 1 I J
22- I 21, I I I I I I I I I
, ❑Runoff
I I I I I
20 Type-I,I-24 hr �� -
19- - L 1 _ 1_
118'6- _-1

Potter Road SWM-WS2 Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 6
Summary for Pond P-4: Det Pond 4
Inflow Area= 16.800 ac, 20.00% Impervious, Inflow Depth > 0.53" for 1-Year event
Inflow = 12.60 cfs @ 12.06 hrs, Volume= 0.738 af
Outflow = 0.33 cfs @ 19.95 hrs, Volume= 0.205 af, Atten= 97%, Lag=473.6 min
Primary = 0.33 cfs @ 19.95 hrs, Volume= 0.205 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 102.08' @ 19.95 hrs Surf.Area= 12,945 sf Storage= 23,239 cf
Plug-Flow detention time= 249.5 min calculated for 0.205 af(28% of inflow)
Center-of-Mass det. time= 138.0 min ( 970.9-832.9 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 106,407 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 8,957 0 0
101.00 11,360 10,159 10,159
102.00 12,826 12,093 22,252
103.00 14,377 13,602 35,853
104.00 16,012 15,195 51,048
105.00 17,732 16,872 67,920
106.00 19,229 18,481 86,400
107.00 20,785 20,007 106,407
Device Routing Invert Outlet Devices
#1 Primary 100.00' 3.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 104.50' 36.0"W x 8.0" H Vert. Orifice/Grate X 4.00 C= 0.600
#3 Tertiary 105.50' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.33 cfs @ 19.95 hrs HW=102.08' (Free Discharge)
t..1=Orifice/Grate (Orifice Controls 0.33 cfs @ 6.73 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
2=Orifice/Grate ( Controls 0.00 cfs)
Iertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS2 Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 7
Pond P-4: Det Pond 4
Hydrograph
I I I I 1 I I I I
12.60 cfs j__ ' -- I -1 -' - I -- ®inflow
I El Outflow
T ©Prima
Inflow Area= 6:500 ac
SecondaryEl
14 _ l Peak_GleV-1OL._Q8! El Tertiary
13 kl , I I I I
12 '- i i Storage=-23 239 cf-
' I
11 11 1 1 1 1
10 111I l I I I I
I 1 1 1
1 1 1 1
1 1 1 1
r r -177 - -r---T- -r---
- 1 1 1 1
3 7- I I I I
r 1 1 I I
1 1 1 1
0. i
� �, wee, yffzeer. 0.33 cfs '�-
0.00 cfs ii//////// / -,i,,,, 4-:,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Link 3L: N Dev
Inflow Area = 138.070 ac, 3.09% Impervious, Inflow Depth > 0.35" for 1-Year event
Inflow = 19.93 cfs @ 12.74 hrs, Volume= 4.032 af
Primary = 19.93 cfs @ 12.74 hrs, Volume= 4.032 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: N Dev
Hydrograph
J__ 1 1 1
` I I
�]' r'f B Inflow
22 4 ; ; I ; ; ; O Primary
20= _ infloir Aepa=138;®71,15 93 cfs
19 I, j
7 r ��� F T r
18= ((���///YY� I
I I I "�} I I I
17 -+ Al,,,-,
16- , I I I I . " I I I
164
14= + + I'
:/ I I
-- 134 r I T r "...A"
r i T r
i 12- ,-, _ 1 1 1 I ��//}_ 1 I j„
6- 1 I 1 1 _
5- = r=_ �����G�o�����r,/ate L
_-
44 "' r r �OOOOOOOp fll�/j
3- 1 I 1 1 I I 1
D0 : : 000OIOlIp
2
0 '"0"'1 ;4"40/�fI0000"00.00/O ll1,0.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment BP-3:
Runoff = 100.36 cfs @ 12.64 hrs, Volume= 14.655 af, Depth> 1.51"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
51.190 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
116.730 64 Weighted Average
116.730 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment BP-3:
Hydrograph
11111111
I
I I I I I I I I I I 1
110= J L J p Runoff
105=
100.36 cfs _ ____ _
I I I I I i I I I I I I
100_ Ty,peii 24;hr
95. � I I
_ _ _
-� ear- -aina =
802 -Runoff-Area=116.-730;Ac O - -
70- RUnoi1-Vo'um'e4t4.655_a _ L___J____1_
rn 6 _ __-pp uI n®ffI -®-e1 -th”I .51r--y,I-
r
_
55- Flow" Q ---- -
Lengfh+5"";232' 0
457
Tc.=56:1 rain
40= � I --- I I I I I I
r/��
35 GN=64 1 --- ' L 1 L 1 L
O- I
30c + +
1 1 1 1 I �. U L 1
257 , 1 1 r z / _ r
20- ',-----I _r`
15 I I O�O , arel,"Z
10= + OO�100000/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment DET-4: Det 4
Runoff = 48.29 cfs @ 12.04 hrs, Volume= 2.571 af, Depth> 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type Il 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
16.800 68 1 acre lots, 20% imp, HSG B
13.440 80.00% Pervious Area
3.360 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 150 0.0367 0.28 Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2 213 0.0367 2.87 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7 131 0.0381 2.93 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8 333 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET-4: Det 4
Hydrograph
' I I I 1 I I I i]Runoff'
----, T r 48.29 cfs 7, T
50-
_ ___ J__ __1_ _ _ J _ L __ - - --1---- Type-II-24hr--
45-
= - - -- f--- ----10-Year-Rainfall=5.20"-
1 1 1 1
4 Runoff_Area=16.80_0_ac__
35= Ruoff Vol(ume=2 571 af
30- Runoff Depth>
1 .84"
0 25-,` Flow Lehgth=827'
LL
2 �
0 L �. ; Tc;=11;.7 rain
1516 2kCN=68
10-, GA
-_-,-___ ,________.;____4. IA y_____--_a__
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment DR-3: DR-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 16.52 cfs @ 11.96 hrs, Volume= 0.697 af, Depth> 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
4.540 68 1 acre lots, 20% imp, HSG B
3.632 80.00% Pervious Area
0.908 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR-3: DR-3
Hydrograph
/ I I
'-1 T
18- f II---i I I - ---
T TI I 1- I T I -I I mRunoff
- ----1---- ------
----'-- 16.52 cfs ----- ----r---1---- 1----
16� i • -- - "-- L -- -�-TypeIU 24_;hi'
15=-' J L 10=Year Rainfall=5.20"
140 - _ J 1 J L 1 L I 1 I J
•
133 Runoff_Ar_e0=4.540 ac__
'
12:J' - - - - - - - Runoff Voi.ume=0 �697i of-
11` ,
w _ T r i r
10= ,- -T r Runoff Depth>1.84"--
, ' I I
0=�- I Tc-5.0 Min
• -------- -----------
---H---- F ---,-'--------+----I----- -----
7_ ,:----_, CN=68--
6 _, L J L J L
, I I
4
I
3 O _
1 ✓`J O��OoOU/00/i7O
10 .OOO;'rd. '17,000�� 0001J'''��. , �70000OO�IOOG�011j�OG�TOO�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment Ex-3: Ex WS #3
Runoff = 112.19 cfs @ 12.65 hrs, Volume= 16.531 af, Depth> 1.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
72.530 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
138.070 63 Weighted Average
138.070 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment Ex-3: Ex WS #3
Hydrograph
112250 II
Runoff{',
-+ -4- 4-------- 1 112.19 cfs -
110= -T-�Ope1124thr--I - w -
- I I I I 1• , I I I I i I
105 '• -- -1- --r- ----I-- --T- - ------ --- -I In AT----r-- - - 1- - -r ----I- --r---- -----
100- 10;-Year-Rainfall=5.-20 '- Q
95= - -r -1- -r d -r t
90= -RUnoff Area=136.070ac-
85 , _ _ _ I t _ 1 _
� y
80J --Rdinoff-Vo'lum'e=1-6.-531-a 'J-
la
I I I I I
65 _Runoff_De;pth>1-:44" a---- - - -{ -
30 602 I I I I I I ( 0
Flow-Length=5 232' I r r
_ _
'rr T r r
45,(31 1ar�56r'1min !_ i� J1 r
35 \+IYVI
=63 r �r -r- -t r
I I I �� I
.' I I I I I I ✓UJJ I I I
25-
20- OOD
15-3 � OOp000QOO00000p00000/
113iI I I I I I I I I I I I
53 7/7/1 //////� ////WZ///////i. =
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 13
Summary for Pond P-4: Det Pond 4
Inflow Area = 16.800 ac, 20.00% Impervious, Inflow Depth > 1.84" for 10-Year event
Inflow = 48.29 cfs @ 12.04 hrs, Volume= 2.571 af
Outflow = 4.51 cfs @ 12.80 hrs, Volume= 1.193 af, Atten= 91%, Lag=45.3 min
Primary = 0.51 cfs @ 12.80 hrs, Volume= 0.338 af
Secondary = 4.00 cfs @ 12.80 hrs, Volume= 0.855 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 104.72' @ 12.80 hrs Surf.Area= 17,250 sf Storage= 63,016 cf
Plug-Flow detention time= 191.7 min calculated for 1.193 af(46% of inflow)
Center-of-Mass det. time= 104.9 min ( 909.7- 804.8 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 106,407 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 8,957 0 0
101.00 11,360 10,159 10,159
102.00 12,826 12,093 22,252
103.00 14,377 13,602 35,853
104.00 16,012 15,195 51,048
105.00 17,732 16,872 67,920
106.00 19,229 18,481 86,400
107.00 20,785 20,007 106,407
Device Routing Invert Outlet Devices
#1 Primary 100.00' 3.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 104.50' 36.0" W x 8.0" H Vert. Orifice/Grate X 4.00 C= 0.600
#3 Tertiary 105.50' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.51 cfs @ 12.80 hrs HW=104.72' (Free Discharge)
t1=Orifice/Grate (Orifice Controls 0.51 cfs @ 10.32 fps)
,Secondary OutFlow Max=3.96 cfs @ 12.80 hrs HW=104.72' (Free Discharge)
T-2=Orifice/Grate (Orifice Controls 3.96 cfs @ 1.50 fps)
jertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
`3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS2 Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 14
Pond P-4: Det Pond 4
Hydrograph
Z , L , I I I I I I I
I I
48.29 cfs J � II ®Inflow
0 Outflow
_Inflow Area='�6:800"ac - ®Primary
0 Secondary
///��; Peak E1ev=104.72" - w Tertiary
50- ' I I 1 I I I I
i -'Storage= 3;016 cf-
45
L L. i
_ J J J 1 1
40=_ '
_
35- '
1_
T • I
_
.... � _ _L_
I
0 25-, 1
20- J -i- L --
15- - - [4.51 cfs 11 I
10-_ - �////J' / 4.00 cfs _ .i
0.00 cfs !////r/00///l///./////////l//////'may
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 15
Summary for Link 3L: N Dev
Inflow Area= 138.070 ac, 3.09% Impervious, Inflow Depth > 1.44" for 10-Year event
Inflow = 105.74 cfs @ 12.65 hrs, Volume= 16.545 af
Primary = 105.74 cfs @ 12.65 hrs, Volume= 16 545 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: N Dev
Hydrograph
;
---1 ---- --_-t----1 I i -;- --r--- i '-i - - r 7 -
I I
II i _ ; ki Inflow 1 t
115= - 11 f1T, 74 rf + EPnmary
110= -Inflow Arga X13-8:®t, 105 74 cfs r i 1 L
105=- I I I I .210
100 r (,r 1 I r I
954 ,.- . - -1 L J L I. 1 ,D/ 1_ ____ ____
90: r r
852_ ; ; ; ; :„,„/
801 ., h
14 75= 1 r , ; , 7 ; T
70- 1 1 -I L 1 VIA 1 y L 1
60:- ' 1 ' �V ' ;
3 : ; ; D y,% ;
0 55= i gyp{ +-
a 50= I -r4 ; T11IIILIIIIIc• 4$
r
30= . ; J I
25Y ,' , ; ; ;r ; ��/F ,
205 . , ---1- +— -+- -' /,�U/ %: ,
15 i �����011pp01/00006� D//�rr
i
` 0000
a // //�/%fj////// /i%07
6 7 8 9 10 .1,1 .12 X13 X14 ,15 .16 X17 •1'8 ,1,9 '20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment BP-3:
Runoff = 146.63 cfs @ 12.62 hrs, Volume= 20.810 af, Depth> 2.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
51.190 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
116.730 64 Weighted Average
116.730 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment BP-3:
Hydrograph
r r 7 I r
160=' 0 Runoff`
' 1 146.63 cfs
150
140-3.
130- 25-Year Rainfall=6.20! - i i I
I I
120 acounofrea ' 0
110-" ff
100 ' RUioff V®Iume=20.610 a 'r
90_. RunoffDepth>2,14 ; ri
A, 4r r
80= Flow Length=5,232°
1Fc=56'1 nun
501- /�A�
y 1�-6`'E r f
40t V
30 -
20-3
LAWI I I I I I I
1Q--t I I ` /./.17.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment DET-4: Det 4
Runoff = 66.75 cfs @ 12.04 hrs, Volume= 3.551 af, Depth> 2.54"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
16.800 68 1 acre lots, 20% imp, HSG B
13.440 80.00% Pervious Area
3.360 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 150 0.0367 0.28 Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2 213 0.0367 2.87 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7 131 0.0381 2.93 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8 333 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET-4: Det 4
Hydrograph
Z I
- _______J____L_ I L. 1_ _I___._ ®Runoff'
I I I I
70= " 66.75 cfs � � � �°'
ii
65= , Type 11 24=h r
60 -.- 2 -Year_Rainfall=6.20"--
55- I I Iil
50 - --,- 7 Rhnoff-Area=16.-800-ae--
457- J Runoff;Vohunle=3;551 af-
40- • I Runoff Depth
35_ J` Flow Length=82-7-
30--
25- � ' I }
Te=1-1;.7 rain--
0i
20-j I
-; Cis]=68
15-
----- - - - -- - - --
7.1 •
5-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment DR-3: DR-3
[49] Hint. Tc<2dt may require smaller dt
Runoff = 22.72 cfs @ 11.96 hrs, Volume= 0.962 af, Depth> 2.54"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
4.540 68 1 acre lots, 20% imp, HSG B
3.632 80.00% Pervious Area
0.908 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR-3: DR-3
Hydrograph
-- ----- - -- _ --- _ I I I -- -'-- 1
25 ----1---- t-_ _ t 1 1 1 ❑p Runoff'
24_ i 1 ; 22.72 cfs
23 + = / + I
22J ; ; ' � ; Type-Il-24;hr--
20_ , 25- Year Rainfall=6.20"
19- _ ___J__ __1___ __ ___I__ L _L L I I J
18= Runoff Area-4:540 ac
16 Run®ff\/o�ur�e-0962J of
in 15� J L
I I 1 1 1 I 1 I
,3' - --; L Runoff Depth>2 i54"=
r I , I 1 1 1 1 I I I
c 12. 1 + -I-
LL 11=', ----I- - - 1 ----- - - - - -- Tc=51.°1-1)in -
I I I I I I I I I I
104.--_,• -, -I- -,- 1 -C
o
, , il 1
71. J III t ' - HHH 4 0 I- I- -I -I
5 II 4- J1• 11 1 I I I I I
3 T r 1 1 1 1 1
2_ J 1 J 1. Y' 1 L 1 J____
1'/7llOflOO1I.DOG'00�000000��0/�O�I i 4Wc�0�0000001�1 ..oOOOOG000�7�efe;e4/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
I Time (hours)

Potter Road SWM-WS2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment Ex-3: Ex WS #3
Runoff = 165.70 cfs @ 12.62 hrs, Volume= 23.643 af, Depth> 2.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
72.530 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
138.070 63 Weighted Average
138.070 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment Ex-3: Ex WS #3
Hydrograph
= I I I I I I I 0 Runoff
180= -
165.70 cfs -
170=
1601 _Type]F 24;h r i a L J
15°=° --23;-Year-Rainfall=6.-20s'
14 0: i V
130-:/, �nof'Fp►rea=938:070 ac
120_ -Runoff Vo'lum'e=23:64-3-a
1°° Runoff Depth�2.05" i r
r----i----r - r
----Flow Len 'th-5 232'-- ' �---
-CN=63 1 1 ___J _L J 1 J L
50^
Vi*„
30=
20-4' ;
��U�l��l/���00�00
O/l/I�000/
°= /zz// 'V //.//Al, , ,
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 - Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 20
Summary for Pond P-4: Det Pond 4
Inflow Area= 16.800 ac, 20.00% Impervious, Inflow Depth > 2.54" for 25-Year event
Inflow = 66.75 cfs @ 12.04 hrs, Volume= 3.551 af
Outflow = 20.62 cfs @ 12.26 hrs, Volume= 2.166 af, Atten= 69%, Lag= 13.1 min
Primary = 0.53 cfs @ 12.26 hrs, Volume= 0.350 af
Secondary= 20.09 cfs @ 12.26 hrs, Volume= 1.816 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 105.15' @ 12.26 hrs Surf.Area= 17,954 sf Storage= 70,562 cf
Plug-Flow detention time= 139.3 min calculated for 2.159 af(61% of inflow)
Center-of-Mass det. time= 62.9 min ( 861.0-798.1 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 106,407 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 8,957 0 0
101.00 11,360 10,159 10,159
102.00 12,826 12,093 22,252
103.00 14,377 13,602 35,853
104.00 16,012 15,195 51,048
105.00 17,732 16,872 67,920
II 106.00 19,229 18,481 86,400
107.00 20,785 20,007 106,407
Device Routing Invert Outlet Devices
#1 Primary 100.00' 3.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 104.50' 36.0"W x 8.0" H Vert. Orifice/Grate X 4.00 C= 0.600
#3 Tertiary 105.50' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.53 cfs @ 12.26 hrs HW=105.14' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.53 cfs @ 10.79 fps)
,Secondary OutFlow Max=19.92 cfs @ 12.26 hrs HW=105.14' (Free Discharge)
2=Orifice/Grate (Orifice Controls 19.92 cfs @ 2.58 fps)
1ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=100.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
I

Potter Road SWM-WS2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 21
Pond P-4: Det Pond 4
Hydrograph
I , I I I
, i I I � I I I
---r - r66.75 cfs - -- ---T---- - --i--- ®Inflow
�� ElOutflow
_inflow Area-'E6.5Q0_ac ®Primary
__ __ ❑Secondary
7°= '-
'Peak -Elev= 105 -.1.5 '- I�Tertiary
65 I :_ ,Storage=70,562 ;cf
60-_ I I I ,
"____+_______F____________ j. +
I
I I I I
55- ---L- - - - L - ----- '' - - 4 - - •
-
50-u , I I I
- _ _ _ __ ____ •I __J___J_ _1_ _ _L___J_ __1___1_ __
- • • I I
45 , II -'- - -
.' ." I I I
.V.
40.-..
035- • 20.62 cfs
uI I
30_ 20.09 cfs I---�- -- ,-- - -- - ----
0 • Wer Oo
0.00 cfs //// ///// ..1 .• '' . /�yy/
° :r,„&a'.Ae1f.f/J/f7fi.0 ./...,,ge . , Y'fr %! %le:%,a , ..�' z:77 f!/.'
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
1

Potter Road SWM-WS2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 22
Summary for Link 3L: N Dev
I Inflow Area = 138.070 ac, 3.09% Impervious, Inflow Depth > 2.08" for 25-Year event
Inflow = 158.33 cfs @ 12.60 hrs, Volume= 23.938 af
Primary = 158.33 cfs @ 12.60 hrs, Volume= 23.938 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: N Dev
Hydrograph
/ I 1 I - 111 Inflow I - -- - - - --
1158. r 0 P maty l
170 "= 158 33 cfs
Iso=-"
Inflow Area=138.0. ,�
150 . -, 1i
= -- -r--- r
140-' a<; V
130 -•
120 �`)
V
110.`" I � �����/{)1I I
J L J L 1 J 1 L 1
100 "
w
0 80 , I, )
rt
70:,'-60='"
0
50. i
40="
j;7
SIi<+F£Lj1
30
„-
20,-
s
-.-7 �.////l®
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment BP-3:
Runoff = 186.52 cfs @ 12.62 hrs, Volume= 26.166 af, Depth> 2.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
51.190 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
116.730 64 Weighted Average
116.730 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) - (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment BP-3:
Hydrograph
®Runoff
200=-" J L I L 186.52 cfs
190 .
180=`, Type Il24;_hr ; _ - {
170- I
- -50 Year-Rainfalf=7.01"
160 r r TA r
150; Runoff A-r-ea=11-6.-730 qac
140
130 -/ RUnof _Vo,fume=26.166 a'!
J
„o =Runoff Depth>2: 69�'-
100: -Flow Length=5,232'
80_ -T-c=56:1-nein - ; T
70
1,4 501 50 I60= I I I - I
: ` J L L 1 •____1_V
- I I I I I
401 . -+ ,
1Oi%///////////////////f/
5 6 7 8 9 10 11 12 13 14 • • 15 • 16 • 17 18 • 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment DET-4: Det 4
Runoff = 82.34 cfs @ 12.04 hrs, Volume= 4.391 af, Depth> 3.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
16.800 68 1 acre lots, 20% imp, HSG B
13.440 80.00% Pervious Area
3.360 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 150 0.0367 0.28 Sheet Flow, Sheet
Range n= 0.130 P2= 3.56"
1.2 213 0.0367 2.87 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.7 131 0.0381 2.93 Shallow Concentrated Flow, Shallow
Grassed Waterway Kv= 15.0 fps
0.8 333 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.7 827 Total
Subcatchment DET-4: Det 4
Hydrograph
/] I I I - I - -I - -- I
--
90 0Runoff'
J , --- ----- ,--- -r-- 82.34 cfs �- -- -� --- -� ---- - --- -----,
85 t - --r
T pe-1I-24 h-r-
75=
I 5-0=Year Rainfall �:01"-
� I
70-' J 1 1 L I J L 1 I J
65 Runoff-Area=16.800 ac _
6°_1 ; - I
" -Runoff;Voume=4;391-of-
55=' I
N I I I I I I
5 Runoff Depth>3.14"
3 45. r I i I I
Flow Le 9th=8?7' -
O
u 40::::- - 1
35� l i 16,=1t7 rain
30 1 rA� 1/�
25-;->" _J1 1 L -;, 1 1_ 1 cN J6
20 �
15=" I 04,
0 iai®
01 I
10,2,- I I
5-:- /,'//moi 430 I I ����z � -4-02107. 1/erl �� 7
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment DR-3: DR-3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 27.93 cfs @ 11.96 hrs, Volume= 1.190 af, Depth> 3.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type ll 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
4.540 68 1 acre lots, 20% imp, HSG B
3.632 80.00% Pervious Area
0 908 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Direct
Subcatchment DR-3: DR-3
Hydrograph
/ 1 I
I I J L I I 1
E]Runoff'
30� -1 1 I- 27.93 cfs - -4-- -
28 Type-ii 24 hr--
24
= 0'
1 r 5b-Year Rainfall=T.-01'F-
J 1 1 L __ 1 J
22= T r Run®ff Area=4.540 acI
20
- -- Rujioff4 V--oJu-lme=1®490;of
N 18- 1 1 1 1 1 1 1
I - - Runoff Depth>3.14" -
ii 14., i Tc=5'.0 m i n
12.'.- -- -- - / I -C lel=16 V
10-'_ ` I Y
_ - T 7 r -I 4 r-- - - r -- -I
81 I I
J 1 1 L 1___ 1 1 J
, ( 0 1
6 1
1 T 7 __ 7 1 -1
41. 1 1
J L I_ _1__ _L _ J-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment Ex-3: Ex WS #3
Runoff = 212.07 cfs @ 12.62 hrs, Volume= 29.856 af, Depth> 2.59"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
72.530 55 Woods, Good, HSG B
65.540 71 Meadow, non-grazed, HSG C
138.070 63 Weighted Average
138.070 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
26.5 232 0.0200 0.15 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
4.9 945 0.0254 3.24 Shallow Concentrated Flow, Shallow Conc
Paved Kv= 20.3 fps
19.7 961 0.0135 0.81 Shallow Concentrated Flow, Shallow
Short Grass Pasture Kv= 7.0 fps
4.5 1,977 0.0156 7.39 199.63 Channel Flow, Ex Channel 1
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
2.5 1,117 0.0156 7.39 199.63 Channel Flow, Ex Channel 2
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
58.1 5,232 Total
Subcatchment Ex-3: Ex WS #3
Hydrograph
I I I I I I I
I I I (,
I I I I I I I ®Runoff`
230
220> I I I I 212.07 cfs
- - - - ----- --
210E1,1- Tlipe IN_244hr
200- -- I
190- -50-Year Rainfall -7.01 _
180 r I -7 - f
170= Runoff-Area=136.-070 qac I ' -
160- - i -- - I - I- --I ---I- - I -- - -
'- --Runoff Vo'lum'e=29;656 a
150_' --' I - -r ----- ---r---- - ---
140= �(
1301 �
- Runoff-Depth>2.59" - -
120=
110= '• Flow Length= ,232'- --- fri L
"- 1003 - --
907 -Tc=56:1 rein j 1.)
L L _ ___ __1 L
-cr
Vhf-63 I r t--- - 7 „----t- -+
60^_
I I I I I I I I
50= J L I L 1 ;e_____1__4fri
403 I r r rreee r
•
I I I 1 " I I I I I
1 r /f///,rs///!!/ %//,'92/4 / + . , . , , . .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 sin 08568 ©2016 HydroCAD Software Solutions LLC Pane 27
Summary for Pond P-4: Det Pond 4
Inflow Area= 16.800 ac, 20.00% Impervious, Inflow Depth > 3.14" for 50-Year event
Inflow = 82.34 cfs @ 12.04 hrs, Volume= 4.391 af
Outflow = 36.08 cfs @ 12.20 hrs, Volume= 3.002 af, Atten= 56%, Lag= 9.6 min
Primary = 0.55 cfs @ 12.20 hrs, Volume= 0.360 af
Secondary= 34.23 cfs @ 12.20 hrs, Volume= 2.631 af
Tertiary = 1.29 cfs @ 12.20 hrs, Volume= 0.010 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 105.64' @ 12.20 hrs Surf.Area= 18,683 sf Storage= 79,489 cf
Plug-Flow detention time= 119.0 min calculated for 3.002 af(68% of inflow)
Center-of-Mass det. time= 48.5 min ( 842.2-793.7 )
Volume Invert Avail.Storage Storage Description
#1 100.00' 106,407 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
100.00 8,957 0 0
101.00 11,360 10,159 10,159
102.00 12,826 12,093 22,252
103.00 14,377 13,602 35,853
104.00 16,012 15,195 51,048
105.00 17,732 16,872 67,920
106.00 19,229 18,481 86,400
107.00 20,785 20,007 106,407
Device Routing Invert Outlet Devices
#1 Primary 100.00' 3.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 104.50' 36.0"W x 8.0" H Vert. Orifice/Grate X 4.00 C= 0.600
#3 Tertiary 105.50' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.55 cfs @ 12.20 hrs HW=105.63' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 0.55 cfs @ 11.30 fps)
Secondary OutFlow Max=34.21 cfs @ 12.20 hrs HW=105.63' (Free Discharge)
2=Orifice/Grate (Orifice Controls 34.21 cfs @ 4.28 fps)
ertiary OutFlow Max=1.24 cfs @ 12.20 hrs HW=105.63' (Free Discharge)
3=Broad-Crested Rectangular Weir(Weir Controls 1.24 cfs @ 0.93 fps)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 28
Pond P-4: Det Pond 4
Hydrograph
t
_ L L ___J 1____L___ 1 1 1 Q Inflow
82.34 cfs o outflow
;j _ Inflow Are,,a=16.800-ac _ ®Primary
❑Secondary
90 }_ ' - ®Tertiary
851 Store0e=79;4891cf-
so_ . :r
751
70_ i
55 i II 36.08cfs
-I 7T
II
3 45� _I 34.23cfs ' ---- -- - - i
, Az
r --r--- -is r -, r
30 , 1 ,
25�
i '' ' 1 ,
15 O 4 NI
5' ' //,,,, ///A 1.29 cfs
5 6 7 8 9 10 11 12 13 14 15 1'6 17 18 19 20
Time (hours)

Potter Road SWM-WS2 Type 1124-hr 50-Year Rainfall=7.09"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 29
Summary for Link 3L: N Dev
Inflow Area = 138.070 ac, 3.09% Impervious, Inflow Depth > 2.64" for 50-Year event
Inflow = 201.55 cfs @ 12.59 hrs, Volume= 30.357 af
Primary = 201.55 cfs @ 12.59 hrs, Volume= 30.357 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 3L: N Dev
Hydrograph
1
I
, 1 I T "1 I -1 r 'i - r r 1
I-_ __I_ I I - r - - I - I --- p Inflow II I 1 I
I - rf
220 + 1 1 D Primary
' 201.55 cfs P
210 InftowArea='138:0 .
200- ' L- r e; I 1 .i I .1
1 I 1 1 .-, A I 1 1 1
190 i
180 I I _ _ - __ _ _ K' f -- - 1 - - 1 1 - - I --
I 1 - 1 1 l f i t � 1 1 1 1
170 ,160 -,-i ,_ 4 I •i_ - 1 1 1
_____J I 1 1 1 1__V 1
V•�V 1 I I I
I I I I 0,-, I I I 1 I
150 - --- -- I 1 I 1- 1 I - - 1 1 1
140' , I J L 1 V k J 1 L_____t
,�,' I 1 - I1 1 I I 1
, 130 _ �f' ^f
120' I I 1 1 1 / 1 ��� I - __
1 I 1 VVVV I 1 1 �
110 J L �pi,..,;,„,,,
�/I__J 1 __J___-____1
p I I I !� ✓✓ Sy 1 1 1 1 I
II- 180 7 'r 1-I' ' ✓.'h _ 1 - r = I
90I G",-* 1
60 I
1 1 1
50, ' ��Q��
30 1 1 1 N/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

<ExHH>
<DR2>
DET-3
Ex HH DR- D t3
P-3
7Pond 3
HH
(new Link)
Subcat Reach on. MI Routing Diagram for Potter Road SWM-WS-HH
Prepared by Cardno, Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC

Potter Road SWM-WS-HH Type II 24-hr 1-Year Rainfall-2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment DET-3: Det 3
Runoff = 8.97 cfs @ 12.02 hrs, Volume= 0.455 af, Depth> 1.05"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
5.220 79 1 acre lots, 20% imp, HSG C
4.176 80.00% Pervious Area
1.044 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 118 0.1360 0.27 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1 136 0.0150 1.97 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8 96 0.0100 2.03 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.9 410 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Penm= 6.3' r= 0.50'
n= 0.013
0.2 100 0 0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
10.2 860 Total
Subcatchment DET-3: Det 3
Hydrograph
1 T r I T , r I ,
10 I I I I
I I I I ©Runoff
8.97 cfs - ; -,'
I
I Type II 24hr
8= ` 1 1-Year Rainfall=2.95"
I I I I
7 '!,
Runoff Area=5.220 ac
6 Runoff;-Vohime=09455 of-
w = I I I I I
• J 1 L 1 Runoff Depth>1-:05"
5-, I I 1 I I
----Flow Len th=060'-
4-- I I I
------ a ______-- Tc;=10.2 rain _
ri 6 � � � CN=�79
2 -I
I
1 �OOI I
11
1
/7/,/,/V/r ��������������zA�/� ODOOI/00000p00---00/l/i000000/0.�00
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment DR-2: DR-2
Runoff = 5.53 cfs @ 12.24 hrs, Volume= 0.493 af, Depth> 0.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
5.680 70 Woods, Good, HSG C
2.400 79 1 acre lots, 20% imp, HSG C
8.080 73 Weighted Average
7.600 94.06% Pervious Area
0.480 5.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.7 80 0.0125 0.10 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
10.1 60 0.0150 0.10 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
1.2 357 0.0950 4.96 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.2 1,117 0.0210 8.58 231.62 Channel Flow, Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
27.2 1,614 Total
Subcatchment DR-2: DR-2
Hydrograph
'
' I I----1----+'--------+----1- ---F 1---F----- ----+ -- - ----+'----
6 I 1 I i 1 ®Runoff
5.53 cfs
J_____L__ L
- Ty_pe II.24 Lh r--
5
tl
1-Year Rainfall=2.95"
1 ! unoff_4r-oa-8.080 ac__
4 v Runoff Volume=0.+493;of
4 _ .10 1,10 , ,r Runoff-Depth>0,73"
3- ' Flow Length;1, 61
- 4'
I 102
Tc=272 min
,. CIV=73
It
fj
'fri i 'e". .0 V,‘" ..,:;07,,,,
a_zewgree:oy..".,eriffeeremreoll 7,e7.,,,reaM'Ar .. . -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 1-YearRainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 6.48 cfs @ 12.30 hrs, Volume= 0.665 af, Depth> 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.95"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
[7 Runoff
7 6.48 cfs
- -Type IN 24-hr
6-
1111_m 1-Year Rainfall=2.95"
5_.
IAV Runoff Area=43: 90 ac
I
RunoffVol'ume=0.0651af_
4- ,,0 Runoff Depth>0.60"
3_ i i -Flow- Length=1,22'
f i
Tc=30.9 rain
2- 1 I 0 CN=70
y
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 5
Summary for Pond P-3: Det Pond 3
Inflow Area= 5.220 ac, 20.00% Impervious, Inflow Depth > 1.05" for 1-Year event
Inflow = 8.97 cfs @ 12.02 hrs, Volume= 0.455 af
Outflow = 0.51 cfs @ 13.53 hrs, Volume= 0.310 af, Atten= 94%, Lag= 90.2 min
Primary = 0.51 cfs @ 13.53 hrs, Volume= 0.310 af
Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 100.63' @ 13.53 hrs Surf.Area= 7,530 sf Storage= 11,002 cf
Plug-Flow detention time= 217.8 min calculated for 0.309 af(68% of inflow)
Center-of-Mass det. time= 144.3 min ( 947.7-803.5 )
Volume Invert Avail.Storage Storage Description
#1 99.00' 53,997 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
99.00 6,027 0 0
100.00 6,928 6,478 6,478
101.00 7,889 7,409 13,886
102.00 8,907 8,398 22,284
103.00 9,984 9,446 31,730
104.00 11,119 10,552 42,281
105.00 12,313 11,716 53,997
Device Routing Invert Outlet Devices
#1 Primary 99.00' 4.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 24.0"W x 8.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.51 cfs @ 13.53 hrs HW=100.63' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 0.51 cfs @ 5.82 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=99.00' (Free Discharge)
2=Orifice/Grate (Controls 0.00 cfs)
7ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=99.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS-HH Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 6
Pond P-3: Det Pond 3
Hydrograph
I I I 1 I I ,
' ' ' 1 ®Inflow
8.97 cfs J 1 J. 1 C outflow
IPrima
nflow Area=5.220 ac -pi p Se ondary
10- If'i Peak_EI_ev=1®®.63' _®Tertiary
1 I I -
9 . 1Stoage=11_,_O02.cf-_
8_ 1 1 , 1 I
I I I I
7- I I I
V I '
6 - I
1 I I
45 - ' I I I
1 I 1
I I
1
'.: , 1 I 1 I V I
" , .._ 1 I 1 1 1 1
os%/,.. /i
2 - ,. a/ AA'r 1Wf%1 � 0.51 cfs z x.%4602/. 1/%/`"
0.00 cfs - . '/O / �:�i� // / //l/ _ �{ /+ f /fjJ,y"g''
0 .11("s�'�"-07 I � "-_ !.• ,e Jf 1:�?66,� ':Az.
5 6 7 8 9 10 11 12 13 14 15 116 17 118 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 1-Year Rainfall=2.95"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 7
Summary for Link HH: (new Link)
Inflow Area = 13.300 ac, 11.46% Impervious, Inflow Depth > 0.72" for 1-Year event
Inflow = 6.00 cfs @ 12.24 hrs, Volume= 0.803 af
Primary = 6.00 cfs @ 12.24 hrs, Volume= 0.803 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link HH: (new Link)
Hydrograph
/ I , I ,
F' nn rf ®Inflow
r r -i r ®Primary
6.00 cfs_ Inflow Area=13.300 ac
ft
5-f
_
-.1 •V,,1
i
F. 4-o �+
LT.
3
i f - -4 ' 0 +
- fs
I
2-"
, 7�
1 0-SIJJr."Fe.1,.�",/VAe,d74We,"'O
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment DET-3: Det 3
Runoff = 23.24 cfs @ 12.02 hrs, Volume= 1.197 af, Depth> 2.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
5.220 79 1 acre lots, 20% imp, HSG C
4.176 80.00% Pervious Area
1.044 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 118 0.1360 0.27 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
1.1 136 0.0150 1.97 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8 96 0.0100 2.03 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.9 410 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
10.2 860 Total
Subcatchment DET-3: Det 3
Hydrograph
I I I I I ( i I I
26_ 1 J L I J_ I J I____ I I I
1 I I ®Runoff
25 ,- -1 T 1 I 23.24 cfs ,- I 1 -I 1
23=" 1 i �/ i r Type I� 24hr-
22'" I I 1
21="- T r 10=Year_ 'Rainfall=5..20"=
I I I 1 I I I I I 1
19i7---1- - T 1-- r - Y Runoff Area=5.220-ac -
184 ____I____ L___ _I_ __ .1__ _ _L
'
I I I I I I
17` -; '
16 -Runoff,Vourne=1-.197;of
"
w 15_ - 1 r 1 r r 1 I T- -I -I
73 ,4." i v 1 Runoff Depth>2.75-'-
3 1 3_ l T 7 r 1
0 12= 1 Flow Length=86-0`-
V" 11 7 - - --I- -- I -I r --- I - -I- - T- - -r
I I1 1 1 _ Tc-=1 QI.2_mi
1 rn--
9-:!', -i T 1 r I
8y ____J- ___-1 1 L {1 J L __-_ _1___ I J
7y 1- T I CIV-79
E ._ J 1 J L j 1 L ____ J
5; "
23 I J L r 4�Ofi
5 6 7 8 • •9 10 11 •12 • 13 • • 14 • 15 16 • 17 • •18 • • 19 •20
Time (hours)

Potter Road SWM-WS-HH Type ll 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment DR-2: DR-2
Runoff = 17.98 cfs @ 12.22 hrs, Volume= 1.495 af, Depth> 2.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
5.680 70 Woods, Good, HSG C
2.400 79 1 acre lots, 20% imp, HSG C
8.080 73 Weighted Average
7.600 94.06% Pervious Area
0.480 5.94% Impervious Area
Tc Length Slope Velocity Capacity Description
— (min) (feet) (ft/ft) (ft/sec) (cfs)
13.7 80 0.0125 0.10 Sheet Flow, Sheet
Grass' Dense n= 0.240 P2= 3.56"
10.1 60 0.0150 0.10 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.2 357 0.0950 4.96 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.2 1,117 0.0210 8.58 231.62 Channel Flow, Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
27.2 1,614 Total
Subcatchment DR-2: DR-2
Hydrograph
i --T
-- I--------- ---t- 1 1----T---1-
---
20 I I I I -t-
®Runoff
19---' 17.98 cfs 1
18
17= Type 01 24 hr
16-E7'', ___- `1 -- -- -10-Year RainfaI -5.20"-
15
14' '-_ lijr Eurioff- r_ea=$� Q8.0 _ac_
13 0 Run®ffj�/oume=1 X495
12-?11 . i 1 1 1
10 j
-7,0
j I
---- - --- Runoff Depth2.22"
J
LL 9= " IIA .Flow Ll ength=;1,614'
81 " r ! vo
I I 2
7� �t _ 71� _-iljii
1
6= + -j I- + -N 73
'I (ISI I
5 J + ,- , +
I
. p' 1 I 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 24.06 cfs @ 12.27 hrs, Volume= 2.188 af, Depth> 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.20"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
/ 4 I
1 1 l- I IL 1 1- 1 I 4
_ , I I 1 I 1 LI Runoff
26 ---I 24.06 cfs ----- - --- t ------- I ----,----�----
z4= I ,
i � r Type_1tz4hr
r 1 1 1 1
22- 10- a Rainfall=5.20"
T Z
20:_, fJ �(
,8- , H-- Runoff Area- '13.-290-0c-
16- :- Runoff Vokume=2.1-88;of-
14- ; ) Runoff Depth l 98,r-
J 1 1 L �� 1 L I I I
12' J 1 L Flow Length 1,252'
1
10 ' 4 T030.9 rrilin
8J --1 A -4 L =7
+- tN ' 0--
- ,
6:- I
,---- +----i --1----r------ , i--4 jy--- --- r +
4i• l/��Jj
2J, . 1 1 � /i0, eil
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 11
Summary for Pond P-3: Det Pond 3
Inflow Area= 5.220 ac, 20.00% Impervious, Inflow Depth > 2.75" for 10-Year event
Inflow = 23.24 cfs @ 12.02 hrs, Volume= 1.197 af
Outflow = 1.18 cfs @ 13.46 hrs, Volume= 0.601 af, Atten= 95%, Lag= 86.5 min
Primary = 0.83 cfs @ 13.46 hrs, Volume= 0.565 af
Secondary = 0.35 cfs @ 13.46 hrs, Volume= 0.036 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 103.09' @ 13.46 hrs Surf.Area= 10,085 sf Storage= 32,620 cf
Plug-Flow detention time= 229.8 mm calculated for 0.599 af(50% of inflow)
Center-of-Mass det. time= 151.9 min ( 935.0-783.1 )
Volume Invert Avail.Storage Storage Description
#1 99.00' 53,997 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
99.00 6,027 0 0
100.00 6,928 6,478 6,478
101.00 7,889 7,409 13,886
102.00 8,907 8,398 22,284
103.00 9,984 9,446 31,730
104.00 11,119 10,552 42,281
105.00 12,313 11,716 53,997
Device Routing Invert Outlet Devices
#1 Primary 99.00' 4.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 24.0"W x 8.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.83 cfs @ 13.46 hrs HW=103.09' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.83 cfs @ 9.54 fps)
Secondary OutFlow Max=0.34 cfs @ 13.46 hrs HW=103.09' (Free Discharge)
2=Orifice/Grate (Orifice Controls 0.34 cfs @ 0.96 fps)
Iertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=99.00' (Free Discharge)
`3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS-HH Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 12
Pond P-3: Det Pond 3
Hydrograph
-- L L --- 23.24 cfs 'L
J---J-- --1----L---- ---''--- --- ®Inflow
y► El Outflow
r - InfI,owArea®,5.22o a� ❑Se ondary
26 ; J Peak EIev=103.09 ®Tertiary
zz
Storage= 2 6'20 0-
, I I I 1 I 1
20= = • r -1 1
II 'iiiFiIIi
-r T
18=" II1
17 _ L •
i14;" J, 1i 1 1 1 1
,• _ i
12.- r r ( , r - 1 --r- 7- r 7
1 111111
L_ _ _ ____ _--i
//�_-J-_-J- _J J1
10= i --_ - _ i
, 111111
$.w ---f --- r Y/. „ -1 -- ,----I - T 'f - -
6i.
„, -°'”, . � /,005e '. 1.18 cfs f i'r: ' /%?ov, Apiwx.- __
4- U.Ir�4e ?/ /U G 0.83 cfs //��G! .0�� 2,
U//.�//////UU.%//✓/UUI 0.35 cfs 7 U///U.®�0/®////UU/U/U//
0.00 cfs O///U /U/////// //iiil�,,���. %"y// ///
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 10-Year Rainfall=5.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 13
Summary for Link HH: (new Link)
Inflow Area = 13.300 ac, 11.46% Impervious, Inflow Depth > 1.89" for 10-Year event
Inflow = 18.75 cfs @ 12.22 hrs, Volume= 2.096 af
Primary = 18.75 cfs @ 12.22 hrs, Volume= 2.096 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link HH: (new Link)
Hydrograph
/ I I I I
I I I 1 1 I I
I p Inflow
1 R 7R r" 1 L
i O Pnmary
19y, " 18.75 cfs 'inflow Area-4,3.3-OO ac.
18= ;/l�` I I
1 7
li 1
i 1
16-- _i„,
/-
154 , • "1- I Il �
14- / 1
r -I l -, r r r
134. , - I � I('!- I I I
y 124 ___ __ _ _____ __1_ ___ L r _J__ _I __ 1 _ _ __ _1 L _
v i I 1 I I
114
- r I i D - ; i 7 T i r
81 � I
1
7r L �f4 � J____L J L
1 i r ��yIII �I 1 I
1
5- rr #7�4rAr
r T r
44 i 1 r `/
2= .�
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment DET-3: Det 3
Runoff = 29.95 cfs @ 12.02 hrs, Volume= 1.559 af, Depth> 3.58"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
5.220 79 1 acre lots, 20% imp, HSG C
4.176 80.00% Pervious Area
1.044 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 118 0.1360 0.27 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1 136 0.0150 1.97 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8 96 0.0100 2.03 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.9 410 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
10.2 860 Total
Subcatchment DET-3: Det 3
Hydrograph
vII I 17 Runoff`
32= r - - 29.95 cfs ; r , � - ;
30= /� -- Type II 244hr--
26 i
-.20"--
24-_ �__ - , `
25-Year Rainfall=6Runoff-Area=S.-220-ac-
22 . i Runoff;Volume=1- 559;a#-
20
18= �___- ; _ Runoff Depth>3-._58"_
3 16-
u_ 14=
12; f, Flow Length=860' -
,____T-_ r r- Tc=1- T T
0.2 min
i
10 , s , CN=79 -8 . I I I I I I
6 F
I
4i 11
2-31 1 J ,. Da���00000d10i' Zz' IlG�UOOO�pflO000O�Op/
5 6 7 8 9 10 11 12 13 ,14 ,1'5 '16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment DR-2: DR-2
Runoff = 24.19 cfs @ 12.21 hrs, Volume= 2.007 af, Depth> 2.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
5.680 70 Woods, Good, HSG C
2.400 79 1 acre lots, 20% imp, HSG C
8.080 73 Weighted Average
7.600 94.06% Pervious Area
0.480 5.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.7 80 0.0125 0.10 Sheet Flow, Sheet
Grass' Dense n= 0.240 P2= 3.56"
10.1 60 0.0150 0.10 Sheet Flow, Sheet
Grass. Dense n= 0.240 P2= 3.56"
1.2 357 0.0950 4.96 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.2 1,117 0.0210 8.58 231.62 Channel Flow, Channel
Area= 27.0 sf Perim= 16.4' r. 1.65' n= 0.035
27.2 1,614 Total
Subcatchment DR-2: DR-2
Hydrograph
/ 1 I Ii I I I I
I I I I J
1 I I I I I I ©Runoff
267 -J---- _ J _ --- 24.19 cfs ----1- ----L - - --- I ! 1
[0:
24= iTADeiL 2_44ftr_
:: ---
RunaffArea8.O8Oac
— -i y1- 25-Year-Rainfaff=6.20"-
1 I I I
- -----,---- -
18-
16 , rrRunoff-VOume-2;007;of
1 1
14Ec 7 1(1--- Runoff Depthh>2.981F
1z L i Flow Length='
1,614'
i�
10-: i ; Q Tc 27.2nain
J � 0 C�1-173-
} ____I- E_ ,-__-,
,1
6- 11 �!1 1
4-E
,*e�Q r
5 6 7 8 9 10 ,1 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 33.12 cfs @ 12.26 hrs, Volume= 2.988 af, Depth> 2.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods. Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
I 1 I I
/ I I I I I
36::' { ❑Runoff
34= 33.12 cfs I
32- }%- Type=lf 24h_r_=
30 ' i ^�1 26-Year Rai nfal1=6.20"
28- /, l491
1 1 1 1 1
26= ' _Runoff ►r_ea=13.290 ac-_
22`' Runoff Vourrrre=2;989;of-
w ? 7 l(1 7 r T -- 1
20_ -,- -* , r i , Runoff Depth>20"
3 18� i D
* F Ce
LL 16 - _ low ng_th=1-9252'--
14 ' J L A Q - - - L Tc 30;.-9-lrr-iin -
12. i L ' ,
♦♦ -1L 1 CN=70
10- 1 J a 1____ 1_ _ _
• ---
�
4_ r r %/-r O�-ia0�0��� zze• -,-
5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 17
Summary for Pond P-3: Det Pond 3
Inflow Area= 5.220 ac, 20.00% Impervious, Inflow Depth > 3.58" for 25-Year event
Inflow = 29.95 cfs @ 12.02 hrs, Volume= 1.559 af
Outflow = 4.82 cfs @ 12.35 hrs, Volume= 0.920 af, Atten= 84%, Lag= 20.0 min
Primary = 0.87 cfs @ 12.35 hrs, Volume= 0.596 af
Secondary= 3.95 cfs @ 12.35 hrs, Volume= 0.324 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 103.46' @ 12.35 hrs Surf.Area= 10,501 sf Storage= 36,394 cf
Plug-Flow detention time= 173.4 min calculated for 0.917 af(59% of inflow)
Center-of-Mass det. time= 100.8 min ( 878.0-777.2 )
Volume Invert Avail.Storage Storage Description
#1 99.00' 53,997 cf Dry Det Pond (Prismatic)Listed below (Recaic)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
99.00 6,027 0 0
100.00 6,928 6,478 6,478
101.00 7,889 7,409 13,886
102.00 8,907 8,398 22,284
103.00 9,984 9,446 31,730
104.00 11,119 10,552 42,281
105.00 12,313 11,716 53,997
Device Routing Invert Outlet Devices
#1 Primary 99.00' 4.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 24.0"W x 8.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.87 cfs @ 12.35 hrs HW=103.46' (Free Discharge)
,Primary
(Orifice Controls 0.87 cfs @ 9.97 fps)
Secondary OutFlow Max=3.94 cfs @ 12.35 hrs HW=103.46' (Free Discharge)
2=Orifice/Grate (Orifice Controls 3.94 cfs @ 2.17 fps)
ertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=99.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS-HH Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 18
Pond P-3: Det Pond 3
Hydrograph
I I I , I
• L 1J J 1 j .
29.95 cfs a i L; ___ ®inflow
1 , 1 I I /� 1 ❑Outflow
InfI;ow Area=x:220-ac - ®Primary
❑Secondary
v i ®Tertiary
32 - H- -eak Elev=103.46--
1 I 1 I 1 1
30,- r
H -__ I' S#op_ag,e=36;3:94 cf
1
I ' I I I I I ,
24� r r
22= r 1 f i - i -
I 1.e,.
20= i 1
= I I I I
0 16_ A
1
u 14 /4
12=
F4.,82 cfs
10 W;
8= ,- -' ..r,0,%'", . ice ✓ .Q" /� .( .j#,.
�/�' � .rrr(��. 3.95 cfs �- 1 ,.. ,.
j/ /��'/ �f/tel //�. '
0.00 cfs ?gI ��//r 'T ' '0$
moi �/,%%,ll///v��
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 19
Summary for Link HH: (new Link)
Inflow Area= 13.300 ac, 11.46% Impervious, Inflow Depth > 2.64" for 25-Year event
Inflow = 28.20 cfs @ 12.24 hrs, Volume= 2.926 af
Primary = 28.20 cfs @ 12.24 hrs, Volume= 2.926 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link HH: (new Link)
Hydrograph
. I I N Inflow
9R 9fl rf p Pnmaryl
30- = i 28.20 cfs ,�In -l4w rea=1;3.300-ac
28:- r 1 r
,`• 1 I
26= 7 r r T r
'"(19-1 -1' ,__ _
24= I
1 1
22.. - 1
1 . / 3
I
20:- ; I 1 ' - ----
J L I J L 1 L
W 18_ I
i.1 1
„ I I
I
3 161,' .- I 1 I I
o _ i r_ _____ i-___r.__ _ }
LL 14? 1 I I I 1
J 1 L
1 J 1 1 L
12� 1 0
I I I I
.
1 1 00', ;1 j— ___ _______ ____ __ _
8�
61 Q
I I Ce:
//f////////z,2,A//�0/�®�'�
a / � ,.
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment DET-3: Det 3
Runoff = 35.43 cfs @ 12.01 hrs, Volume= 1.860 af, Depth> 4.28"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
5.220 79 1 acre lots, 20% imp, HSG C
4.176 80.00% Pervious Area
1.044 20.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.2 118 0.1360 0.27 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.1 136 0.0150 1.97 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
0.8 96 0.0100 2.03 Shallow Concentrated Flow, Shallow
Paved Kv= 20.3 fps
0.9 410 0.0100 7.20 22.62 Pipe Channel, Storm Sewer
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
0.2 100 0.0200 7.26 126.24 Channel Flow, Swale
Area= 17.4 sf Perim= 13.1' r= 1.33' n= 0.035
10.2 860 Total
Subcatchment DET-3: Det 3
Hydrograph
/ 1 1 1 I 1
_ J J L 1 1 J L I J
I I1 Runoff
38- I I 1 I I
- - --- ,--- �-- 35.43 cfs 1 r - � -- 1 1
ii
34- x _ 1 1 L 9 1 Type ll2-44hr
32_ J 1 f 1 - --- - --50-Year Rainfal1=7.01"--
301JL J_ ,_ 1-_ I I
28 / J_____1____ _____1_ _ I_
Runoff Areo=5220 oc
I 1 I I I I I I I
24 I � Runoff_Vol(ume=1 ,8601 of-
F. 223 . , - - -Runoff Depth>4.28"
LT 18- ---- --- -
a____Flov►r Length=860"
1 I
16 +- - - - - -- -I-- --F ---
14- -, -r 1 , r -r
Tc=�Q;,2=loin _
12
i
10= .�_ _ _T_ _______//� / f____r___ _ �� 9-
f/
6-5 - I I -r
_ - I ---T - I
4 -I- T - T-- -- --- /-
-1 T IF T -1____�___ ___ _ I -,
2 �� r000�/offgmprr':0l��f' ���00000000000000000000..e, zie00/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 11 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment DR-2: DR-2
Runoff = 29.37 cfs @ 12.21 hrs, Volume= 2.440 af, Depth> 3.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7.01"
Area (ac) CN Description
5.680 70 Woods, Good, HSG C
2.400 79 1 acre lots, 20% imp, HSG C
8.080 73 Weighted Average
7.600 94.06% Pervious Area
0.480 5.94% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.7 80 0.0125 0.10 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
10.1 60 0.0150 0.10 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
1.2 357 0.0950 4.96 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
2.2 1,117 0.0210 8.58 231.62 Channel Flow, Channel
Area= 27.0 sf Perim= 16.4' r- 1.65' n= 0.035
27.2 1,614 Total
Subcatchment DR-2: DR-2
Hydrograph
1 I II I I I I
32-' I I I I p Runoff`
11 29.37 cfs -Li1 ! J
7 - -
28- ; i Type-rl-24 hr-
,
261 • 05Q-Year Rainfall,_7.01,1"
24- I Runoff-area=8:080 ac--
22-, • I
20' --' Run®f \/0ume=2;440 of
1 I 1 I 1 1
18 T -: Runoff De th>3:62"
g16- / 1 ✓QIh I
LL 14� 1 - - --- ; - Flow-Length 1-;614°--
I I;11,3
------- - - -- - --- -
12- iP+
I
Tcr
=2Z'
2_nain
_
- -I - 1' -1 1 r
10- 0 I I
• i _1I (? _ ___1_ __L _ _ ___ _ CN=73
8-- ' /•I
2-= `iiii�iiii��o��00/��®'O�O���/ OOOOOp�000pO000O0000.0�1OOA00�
I
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 40.75 cfs @ 12.26 hrs, Volume= 3.669 af, Depth> 3.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=7 01"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods. Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
/ I I
-1 1 J J 1 _L_ 1 J___
I I I I I 1 I I l! Runoff
44 T 7 -r - --r I
4z3" --- 40.75 cfs i___ _i
40 J 1
_1 / TYpe-II-24;hr--
38: + - -y_
36- T r _�,�0- 50-Yiaar-Ra.nfalh=7.01"
34,--" I
32 - 1 --- Runoff-Area 13.-290-a&-
30j" -r ��
28- " ; iV-- Ruiloff,Vour->tae=3,A69;of-
24 ----i____ i -- 1_Runoff De th,3.3'1"-
3 22
I --- -I r -; -- -?-Flow LengthT 25-2r-
18= - -1-
16� O I •3O �9- ' ii
-1 7 1; 0 r T F= I-
14='
12. N�• ®
J:4f
I I , * I
6_' _ J 1 1 1 1 L J
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 23
Summary for Pond P-3: Det Pond 3
Inflow Area= 5.220 ac, 20.00% Impervious, Inflow Depth > 4.28" for 50-Year event
Inflow = 35.43 cfs @ 12.01 hrs, Volume= 1.860 af
Outflow = 9.71 cfs @ 12.22 hrs, Volume= 1.193 af, Atten= 73%, Lag= 12.4 min
Primary = 0.91 cfs @ 12.22 hrs, Volume= 0.618 af
Secondary= 8.80 cfs @ 12.22 hrs, Volume= 0.574 af
Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 103.82' @ 12.22 hrs Surf.Area= 10,919 sf Storage=40,339 cf
Plug-Flow detention time= 147.5 min calculated for 1.193 af(64% of inflow)
Center-of-Mass det. time= 77.3 min ( 850.5-773.2 )
Volume Invert Avail.Storage Storage Description
#1 99.00' 53,997 cf Dry Det Pond (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
99.00 6,027 0 0
100.00 6,928 6,478 6,478
101.00 7,889 7,409 13,886
102.00 8,907 8,398 22,284
103.00 9,984 9,446 31,730
104.00 11,119 10,552 42,281
105.00 12,313 11,716 53,997
Device Routing Invert Outlet Devices
#1 Primary 99.00' 4.0"Vert. Orifice/Grate C= 0.600
#2 Secondary 103.00' 24.0"W x 8.0" H Vert. Orifice/Grate X 2.00 C= 0.600
#3 Tertiary 104.00' 10.0' long x 11.0' 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) 2.53 2.59 2.70 2.68 2.67 2.68 2.66 2.64
Primary OutFlow Max=0.91 cfs @ 12.22 hrs HW=103.82' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.91 cfs @ 10.38 fps)
Secondary OutFlow Max=8.71 cfs @ 12.22 hrs HW=103.82' (Free Discharge)
2=Orifice/Grate (Orifice Controls 8.71 cfs @ 3.27 fps)
Iertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=99.00' (Free Discharge)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

Potter Road SWM-WS-HH Type II 24-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 24
Pond P-3: Det Pond 3
Hydrograph
1 I I I I I I I I I
L 1 --L 1 -1 J ! -A ___ ___ L_ ;_--J__ _1 _
1 I 1 1 ' 1 1 1 1 ®Inflow
1--- -� 1- 35.43 cfs I---,---l---T--- 1 --- T ❑oUtflOW
1 1 I 1 _9nfl;ow:Area®;5.2`0-aC- 0 Primary
, ---I----1--- -1 -1---- -1----1 JIIII
r11 1H +
1 1 -Sta.-S a=_40-3-39
34= �/' 7 of-
32 L L 1 1 _ i• J 1 1 1 1 ' 1
1 I 1 1 I 1 1 1 1 1
30 t
28"_•,- 1 1 - - 1 1 1
26.• I I I I I -J__-J__-_1_-_1 _ 4 4
I I , , r , I 1 1
24' r r 1 1 , 1 1 T T T
w 22= 1 I I I I 1 1 1 1 1
3 20' 1- 1 1 1 l,_ --,----1 1 1 1
r r 1 -,
9.71 cfs 11 - - T
_ / - • 1 1 - 1 1 1 1 1
14L , 8.80 cfs f ""
12'-
Z-111
Gászàii__
aiii�
WW2 P7eareelMedffee4 re-Korar,97
0.00 cfs ,.
0 ►46,4 ,i.�..Gl�!'r .. .f'W.': 6f!//• i3t? `lr .1f. 'G7f/.i?.rte ,`.,, €��4w7w-
55 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-WS-HH Type 1124-hr 50-Year Rainfall=7.01"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 25
Summary for Link HH: (new Link)
Inflow Area = 13.300 ac, 11.46% Impervious, Inflow Depth > 3.28" for 50-Year event
Inflow = 39.07 cfs @ 12.21 hrs, Volume= 3.632 af
Primary = 39.07 cfs @ 12.21 hrs, Volume= 3.632 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link HH: (new Link)
Hydrograph
J 1 1 _ L J 1 1 L
i ' 9 Inflow
-1 '1Q (17 rf -1 -1- -1- + O Pnma
42i, _ ry
' 39.07 cfs �"` 1 � 1 T - r-
40= ---- - -- - 1 a— 0 ac
- --- - , nflow re, = 3.30
381 ,' --- �- --- -+ - - - - - --- ---- --+-- ' -+-----1-- + ----
36- / 1 1 I 1
34= PAO- I- --- - 1 - -1-- - 1
32.
,' _ 1 J 1 1 1 L
30 j - + -+
28Z _ 1 �' 1 I 1
_ -r
I
r � H----r-- TT T 1 r
4- 2471-' i I 10(1 1_ , 1 ,_
22- ------ - 1 -- I -
3 = - 1- r
2 20= 1 _- 1 I I 1 _ I 1
u. c 1 i �, 1 I I
18 -' ' i V - -1 -
16- - I _� 1 1 I I 1 1 1
-t ',
r -f r 7 1 T , I_
14� O�
I 1 11 1 1 1 � I
12� ' J 1 t �^ 1 1 1 L
- • - 1 j. D 1 I
8-E , 7 r r :i.r-,-,Ofro. 7 I T I r
/ 000000e00000009, 00f
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

K
EX-2 <ExHH>
KEX- 1)
E:12/
x HH
Ex WS
1L
..,----\...„
(new Link)
Subcat Reach 'on. MI Routing Diagram for Potter Road SWM-Culvert 2
Prepared by Cardno, Printed 3/17/2017
HydroCAD®10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC

Potter Road SWM-Culvert 2 Type ll 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment Ex-1: Ex WS #1
Runoff = 172.52 cfs @ 12.19 hrs, Volume= 13.739 af, Depth> 2.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
190,3 ' I p Runoff`
180,-` 172.52 cfs
170Type-II-2441r-
160= i9
150 25-Year Rain€all=6.20" -
14° 10
Ru not€Area=78.970-ac-
130
120= e,)01 _
o __
w 110= Runoff-Depth 2.09"-
0 190 ' __-- Fro-w Length_0,3521_-
Tc=24.7 m i n
70 I i
C-N=63-
50
40- , 1
r r p' r r
303 I,0
20 `0001�0OOOOp"zeeeOO�Op©�OOp00000p
c r r 7
1a p00�fOGI'lliOODDOO�'�0000000ff•��� .
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type 1124-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment Ex-2: Ex-2
Runoff = 30.50 cfs @ 12.14 hrs, Volume= 2.167 af, Depth> 2.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
,____*--------- ---------I------------------- --------------I-----1----
I j I I I I �
34_,,,___,____I________
4 J L 1 I J I Runoff`
32,-" _ � 30.50 cfs � ,
3a= r 1-.30:-
f Typal TYpe-II24k�r_-
28: 25=Year Rainfall=
6.20"
24= ' EZunoff_Area=9 f 0Q_ac__
22 r Runoff;Volume=2167;of
w 28- ; J
.1.: 18, L Runoff Depth>2.71"
� � -- - - -- - I I
`p 16: , ,- -flow Leng#h-604' -
14= -+ +
12 J 1 '1� J il L T61=2.1-•0 min
I
3-` I I I I I I I
i
L 14 1_ I ___-_ ____11-
_ 1 J
I
I I I
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10 00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Pane 4
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 33.12 cfs @ 12.26 hrs, Volume= 2.988 af, Depth> 2.70"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.20"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
' - 1 I I 1 - - II t - -
- -
I ©Runoff
36 + H- 33.12 cfs { �- -+ :-
34t. +
32= - L
P1% L ; Type If 24�hr
30- ii
L 215-Year Rainfall=6.20"
28=
26 ' : ) ____Riau-offA rea_;13.290_;ac__
24_
22
2a-
Runoff; ku
Vome=2;999;of-
. . -----, e: , Runoff Depth>2 J0"-
18= 1 I I I I
2 16- Ifri;:Iz::1FIow Length=1 ,252
147 Te=30%;.-9-min--
12_ J 1 J _� J V�_J�_ _
I
L
10- J 1 __ _ _ ___1__ ___ _ ____L_ _ _J - ___
i I O
4- _ �OOOOO011IO0..." OOfl�d0000/
2-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type II 24-hr 25-Year Rainfall=6.20"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 5
Summary for Link 1L: (new Link)
Inflow Area = 101.860 ac, 0.00% Impervious, Inflow Depth > 2.23" for 25-Year event
Inflow = 232.73 cfs @ 12.19 hrs, Volume= 18.893 af
Primary = 232.73 cfs @ 12.19 hrs, Volume= 18.893 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
I I I 1 I I I
' ' I ®Inflow
260- , -, r
232.73 cfs O Pnmary
240- Inflow-Area=1-01-:560-ac--
I
220 ��f
1 1
{ 1
200 ____J L J I ^', L ____ __J ___J
1 I
1 1
180 ' L--_J L 1
VV
1
160 -+
' I ;
140 r -I I Y% r
1 { I I
0 -----
- r t 120 7 %/ �
L '3 �'
100 r ; r
---80- % ra
F
I / r,'
20 f N �i*44f'1 Oi00 GI'IJOIO�OO®O/011/ �
o /OIr,O !/00�01�ArfeG ,-11d
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type 1124-hr 100-Year Rainfall=7.86"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment Ex-1: Ex WS #1
Runoff = 271.46 cfs @ 12.19 hrs, Volume= 21.306 af, Depth> 3.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.86"
Area (ac) CN Description
30.690 70 Woods, Good, HSG C
37.520 58 Meadow, non-grazed, HSG B
5.380 70 Woods, Good, HSG C
5.380 58 Meadow, non-grazed, HSG B
78.970 63 Weighted Average
78.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.6 150 0.0533 0.20 Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.56"
8.8 1,478 0.0305 2.81 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
3.3 1,724 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
24.7 3,352 Total
Subcatchment Ex-1: Ex WS #1
Hydrograph
J L L ___ __ __J _ ___i____ 1-_ __ __�_ ___L_ _
I I I I I I
300 I I I I I p Runoff
271.46cfs I , r r
280=
- ,- I
�
240- ' r Type-0-24;hr
260= _ ��
1 1 OO-Year 4ainfall;7.86
I
220- " 0
-4 L _;j �___RunoffA4rea=_78.97.0-a.c-
- I I I
200, r ,I unoff Volume=2'F 306 of
iso= "
- L Runoff De t •
X160 unof ph53. ;4 '
--- - - -- - ----
0 140-3"" " -- J_ -- Flow length=3 352
120 I ' Tc=24._7_ min_
100] I I I O I I
C N=63-
80� I I 0 I I I
60-° � 1 '� i#0 1 1
_ J L J 1 J L_ J_
20= " I .000OO,,,,''��Z./,O,,,,,, X0000/
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type 1124-hr 100-Year Rainfall=7.86"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 7
' Summary for Subcatchment Ex-2: Ex-2
Runoff = 44.91 cfs @ 12.14 hrs, Volume= 3.197 af, Depth> 4.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.86"
Area (ac) CN Description
9.600 70 Woods, Good, HSG C
9.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.0 75 0.0133 0.07 Sheet Flow, Shallow
Woods: Light underbrush n= 0.400 P2= 3.56"
2.0 529 0.0775 4.48 Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
21.0 604 Total
Subcatchment Ex-2: Ex-2
Hydrograph
I I 1----H-- I I
50.
I I 1 I ___I_ _ - 1 I I I I ___ _I__ __ 1 _ _ _ .
48 -- -, + I a , I + I -+- Runoff
I I I 44.91 cfs 1 1 I I 1 1
46= I T , -r -r r r I 1
44 J � 0 Ty -24;hr---
42 , I 1 r 1
- - 1 - 1 ;)$ - --1OÔ-YarRainfaII=786" -
I
40_- - ;' Runoff-Area=9.-§00lac-
34- y - r --{ -t- -1 . I --
32= I I -- i-Ru h off�Vo��YY._.Al6:=3_-,1-9 7y1 al:
30?- 1-
26= - -L -1- i 1- Runoff_ D- 'Oth-,4: ,0---
244 � r I-- 1 i - -r
22_ 1- _J. A ,-1 - -1--- - 1 -- Flo*Length-604'-
20-_- • --1 , 1 ',-- ! .10 :- -4
18°- 1 1 i 1 I 1 ' , - '--- =2'11
, 1 1fj I , I TC'2 f.0-min--
16. 17 1--- 1 Y--- 1_
14=' 1 - 1 1 1 _ 1 --- - N-170 -
10 /� Ia
1 1 1 I I 1 -"41---
8- 1 - +1I I 1
6i - IL
%� O04 I
4- .4pOOOOUO'W'' G1lOOpOpO000000000.
' , • • 1 1 I 1 i 1 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type II 24-hr 100-Year Rainfall=7.86"
Prepared by Cardno Printed 3/17/2017
HydroCAD® 10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment Ex-HH: Ex HH
Runoff = 48.97 cfs @ 12.26 hrs, Volume= 4.410 af, Depth> 3.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.86"
Area (ac) CN Description
13.290 70 Woods, Good, HSG C
13.290 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
27.9 148 0.0200 0.09 Sheet Flow, Sheet
Woods: Light underbrush n= 0.400 P2= 3.56"
1.7 458 0.0740 4.38 Shallow Concentrated Flow, Shallow Conc
Unpaved Kv= 16.1 fps
1.3 646 0.0210 8.58 231.62 Channel Flow, Ex Channel
Area= 27.0 sf Perim= 16.4' r= 1.65' n= 0.035
30.9 1,252 Total
Subcatchment Ex-HH: Ex HH
Hydrograph
/ 1 1
I I I 1 1 ®Runoff
48.97 cfs
50-- 10 Type Il 24hr
45 G 10_0-Year Ralnfalh7.86
- I I I I 1 i
40=
Runoff Asea=13.290 'ac
--- r -- -r r 1 7
35 - 10 Runoff LVolume=4.410;of
w 30- Runoff Depth>3.98"
A j'
25 19.1 Flow Length;1,252°
20 Tc;=300 ;.9 min
15 Yl CN=70
- T - - '15 -'
-- T
5 1 1 ✓moo(/f, iJ7-'. `✓s /
6 7 8 9 10 11 1'2 13 14 15 16 17 18 19 20
Time (hours)

Potter Road SWM-Culvert 2 Type 1124-hr 100-Year Rainfall=7.86"
Prepared by Cardno Printed 3/17/2017
HydroCAD®10.00-19 s/n 08568 ©2016 HydroCAD Software Solutions LLC Page 9
Summary for Link 1L: (new Link)
Inflow Area = 101.860 ac, 0.00% Impervious, Inflow Depth > 3.41" for 100-Year event
Inflow = 360.46 cfs @ 12.19 hrs, Volume= 28.913 af
Primary = 360.46 cfs @ 12.19 hrs, Volume= 28.913 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link 1L: (new Link)
Hydrograph
I I I I I 1 I I I I I
400 l -� , , 1 3 Inflow
r ❑Primary
iso , i ;__ 360.46 cfs -;Inflow-Areal=101-.1360 ac--
340 �!
I 1.i I I _____ I _ _I _
320 _ J L J L J t°` _L 1 L 1
I
300 ,'_ + i�'
280 ,' I I . I,�-X 1 I I I
fr-
260 I c"/ ' 1 I 1
240 I I 1
-
' r T
220 I I 1/° 1
1 j 1
3 200 _ J 1 J 1 /� I I L___J 1
2 LL 180 ,1 ,
160 i
140 * V T,.;
120
100 r r -
{/
IOk i
60 - I 1
40 L
1 - 1 1 ' I 1 ' ' 1
5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20
Time (hours)

Addington Crossing
- .. .ii:"?'
.. .= a .E:: d . ; °D... dAPPEI IX
,emse �r .
I
•
•
•�' HYD RAU LIC ANA�Lqa-YSi S • ag��• . .7,;...:a....,...„..
.F.
L.---- .
, ,
. .
. .. . .
. ,..
. ,
, .
March 17,2017 Oardno,Inc. C-1
2017_0315_Addington_SW Management Report

Appendix C Storm Water Management Plan
Hydrologic Analysis Addington Crossing
Appendix C
Hydraulic Analysis
C.1 HydraFlow Calculations
C.2 Culvert Master Calculations
March 17,2017 Cardno,Inc. C-1
2017_0315_Addmgton_SW Management Report

Storm Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 CB101 113 526 060 068 3.16 50 007 55 740 2334 2379 24 0013 31650 111 61740 61705 791 62409
2 CB 102 0 37 1.29 0 60 0 22 0 77 5 0 0 43 5 1 7 54 5 84 12 19 15 0.012 202 135 3 04 626 09 619 95 7 75 630 25
3 CB 103 0 92 0 92 0 60 0 55 0.55 5 0 0 09 5 0 7.57 4 18 4 96 15 0 012 23 835 0 50 626 31 626 19 4 53 630.25
4 CB 104 2 84 2 84 0 60 1 70 1 70 5 0 0 06 5.0 7 57 12 91 18 78 24 0 012 23 842 0 59 619 34 619 20 6.23 624 09
Project File CALATL1603-PROPOSED STORM 100-JMW stm Number of lines 4 Date 3/14/2017
NOTES Intensity=73 40/(Inlet time+12 20)A 0 80--Return period=10 Yrs , **Critical depth
Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft)
619 12 4 69
627 07 2 91
627 19 2 69
62063 275
Project File CALATL1603-PROPOSED STORM 100-JMW stm Number of lines 4 Date 3/14/2017
NOTES **Critical depth
Storm Sewers

Storm Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 CB 201 0 28 10 02 0.60 0 17 6.01 5 0 0 06 8 6 6 50 39 07 92 45 36 0 012 23 211 1 64 599 10 598 72 6 92 604 93
2 CB 202 0 02 8 51 0 60 0.01 5 11 5 0 0 38 8 3 6 60 33 68 38 66 30 0 012 187 500 0 76 600 62 599 20 8 19 609 94
3 CB 203 0 01 5 96 0 60 0 01 3 58 5 0 0 12 8 1 6 63 23 70 44 47 30 0 012 46 917 1 00 601 19 600 72 6 44 609 38
4 CB 204 0.87 5 95 0 60 0 52 3 57 5 0 0.12 8 0 6 66 23 77 47 63 30 0 012 50 470 1 15 601 87 601 29 7 14 608 80
5 CB 205 0 65 3 47 0 60 0 39 2.08 5 0 0 42 7 6 6 77 14 09 45 83 24 0 012 171 220 3 50 608 36 602 37 6 85 615 09
6 CB 206 0.10 2 76 0 60 0.06 1 66 5 0 0 39 7 2 6 88 11 39 22 78 18 0 012 210 823 4 01 617 31 608 86 9 03 624 06
7 CB 207 0 59 2 66 0.60 0 35 1 60 5 0 0 38 6 8 6 99 11 15 13 23 18 0 012 161 996 1 35 619 60 617 41 7 20 626 31
8 CB 208 021 116 060 013 070 50 055 63 715 498 819 15 0013 162 708 161 62247 61985 4.93 62905
9 CB 209 0 04 0 95 0 60 0 02 0.57 5 0 0 70 5 6 7 38 4 20 2.01 15 0 013 144 485 0 10 622 71 622 57 3 43 634 98
10 CB 210 0 02 0 91 0 60 0 01 0 55 5 0 0 10 5 5 7 41 4 04 32 18 15 0 013 23 835 24 84 628 73 622 81 4 04 634 98
11 CB 211 0 02 0 89 0 60 0 01 0 53 5 0 0 17 5 3 7 46 3 99 6.43 15 0 013 51 390 0 99 629 34 628 83 5 13 634 29
12 CB 212 0 57 0 87 0 60 0 34 0 52 5 0 0 14 5 2 7 51 3 92 5 09 15 0 013 38 560 0 62 629 68 629 44 4 58 633 86
13 CB 213 0 30 0 30 0 60 0 18 0 18 5 0 0 18 5 0 7.57 1 36 4 95 15 0 013 23 828 0 59 629 92 629 78 2 22 633 86
14 CB 220 0 91 0 91 0 60 0 55 0 55 5 0 0 09 5 0 7.57 4 14 4 95 15 0 013 23 833 0 59 622 37 622 23 4 51 626 31
15 CB219 006 006 060 004 004 50 019 50 757 027 805 18 0013 23817 059 61088 61074 209 61509
16 CB 215 0 82 2 53 0 60 0 49 1 52 5 0 0 06 5 9 7 27 11 04 8 05 18 0 013 23 812 0 59 604 35 604.21 6 25 609.94
17 CB 216 056 171 060 034 103 5.0 076 51 753 772 810 18 0013 200 140 059 60564 604.45 437 61009
18 CB 217 1 15 1 15 0 60 0 69 0.69 5 0 0 13 5 0 7 57 5 23 8 05 18 0 013 23 823 0 59 605 88 605 74 2 96 610 09
19 CB 218 1 61 1 61 0 60 0 97 0 97 5 0 0.07 5 0 7 57 7 32 4 95 15 0 013 23 836 0 59 604 59 604 45 5 96 608 80
20 CB 214 1 23 1 23 0 60 0 74 0 74 5 0 0 09 5 0 7 57 5 59 4 95 15 0 013 23 832 0 59 600 99 600 85 4 56 604 93
Project File CALATL1603-PROPOSED STORM 200-JMW stm Number of lines 20 Date 3/14/2017
NOTES Intensity=73 40/(Inlet time+12.20)A 0 80--Return period=10 Yrs., **Critical depth
Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft)
601 131 2 83
602 59 6 82
602 85 j 5 69
603 53 4 43
609 71 4 73
61860 525
620 88 5 21
623 37 j 5 33
624 43 11.02
629 54 j 5 00
630 15 3 70
630 50 2 93 ,
630 38 2 69
623 25 2 69
611 07 2 71
605 97 4 09
607 97 2 95
608 47 2 71
606 01 2 96
602 24 2 69
Project File CALATL1603-PROPOSED STORM 200-JMW stm Number of lines 20 Date 3/14/2017
NOTES **Critical depth
Storm Sewers

Storm Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 MH 301 0 01 4 42 0 60 0 01 2 65 5 0 0 04 6 6 7 06 18 73 34 65 24 0 012 15 000 2 00 588 95 588 65 6 74 591 43
2 CB 302 1 06 4 41 0 60 0 64 2 65 5 0 0 31 6 3 7 15 18 93 34 67 24 0 012 136 384 2 00 591 78 589 05 7 45 598 78
3 CB 303 0 19 3 35 0 60 0 11 2 01 5 0 0 34 5 9 7 26 14 59 24 50 24 0 012 146 033 1 00 595 24 593 78 7 23 600 37
4 CB 304 0 13 1 95 0 60 0 08 1 17 5 0 0 66 5 3 7.48 8 75 25 71 24 0 012 186 167 1 10 597 39 595 34 4 68 602 43
5 CB 305 0 69 1 82 0 60 0 41 1 09 5 0 0 18 5 1 7 54 8 23 29 07 24 0 012 56 854 1 41 598 29 597 49 5 34 603 28
6 CB 306 1 13 1 13 0 60 0 68 0 68 5 0 0 10 5 0 7.57 5 14 18 78 24 0 012 23 836 0 59 598 53 598 39 4 01 603 28
7 CB 307 1 21 1 21 0 60 0 73 0 73 5 0 0 11 5 0 7 57 5 50 18 78 24 0 012 23 842 0 59 595 62 595 48 3 74 600 37
Project File CALATL1603-PROPOSED STORM 300-JMW stm Number of lines 7 Date 3/1/2017
NOTES Intensity=73 40/(Inlet time+12 20)^0 80--Return period=10 Yrs , **Critical depth
Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft) ,
590 51 j 0 48
593 34 5 00
596 62 3 13
598 44 j 3 04
599 31 2 99
599 33 j 2 75
596 45 2 75
Project File CALATL1603-PROPOSED STORM 300-JMW stm Number of lines 7 Date 3/1/2017
NOTES **Critical depth
Storm Sewers

Storm Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 CB 401 0 67 7 34 0 60 0 40 4.40 5 0 0 06 8 3 6 59 29 01 55 76 36 0 012 21 828 0 60 587 93 587 80 5 83 594 00
2 CB 402 1 45 6 67 0 60 0.87 4 00 5 0 0 06 8 2 6 60 26 42 55 35 36 0 012 23 847 0 59 588 17 588 03 6 63 594 00
3 CB 403 0 54 5 22 0 60 0 32 3 13 5 0 0 64 7.6 6 77 21 21 77 05 30 0 012 253 049 3 01 595 88 588 27 6 58 601 27
4 CB 404 0 31 3 88 0 60 0 19 2 33 5 0 0 34 7 2 6 87 15 99 28 97 24 0 012 133 780 1 40 597 85 595 98 6.54 603 11
5 CB 405 0 31 3 57 0 60 0.19 2 14 5 0 0 26 7 0 6 94 14 87 18 92 24 0 012 100 629 0 60 598 55 597 95 6 51 603 58
6 CB 406 0 39 2.68 0 60 0 23 1 61 5 0 0 30 6 7 7 03 11 30 18 90 24 0 012 99 159 0 59 599 24 598 65 5 50 604 06
7 CB 407 0 43 2 29 0 60 0 26 1 37 5 0 0 49 6 2 7 18 9 86 18.98 24 0 012 160 056 0 60 600 30 599 34 5 49 604 84
8 CB 408 0 51 0 51 0 60 0 31 0 31 5 0 1 20 5 0 7.57 2 32 8 15 18 0 013 199 428 0 60 601 60 600 40 2 76 605 81
9 CB 409 1 35 1 35 0 60 0 81 0 81 5 0 0 08 5 0 7 57 6 14 8 04 18 0 013 23 863 0 59 600 63 600 49 5 01 604 84
10 CB 410 0 58 0 58 0 60 0 35 0 35 5 0 0 11 5 0 7 57 2 64 8 05 18 0 013 23 850 0 59 599 38 599 24 3 57 603 59
11 CB 411 0 80 0 80 0 60 048 0 48 5 0 0 09 5 0 7 57 3 64 4 95 15 0 013 23 853 0 59 597 33 597 19 4 41 601 27
Project File CALATL1603-PROPOSED STORM 400(2)-JMW stm Number of lines 11 Date. 3/1/2017
NOTES Intensity=73 40/(Inlet time+12 20)A 0 80--Return period=10 Yrs , **Critical depth
Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft)
589 67 3.07
589 83 2 83
597 44 2.89
599 29 j 3 26
599 94 3 03
600 45 j 2 82
601 42 2 54
602 18 j 2.71
601 61 2 71
600.00 j 2 71
598 13 2 69
Project File CALATL1603-PROPOSED STORM 400(2)-JMW.stm Number of lines 11 Date 3/1/2017
NOTES **Critical depth
Storm Sewers

Storm Rpt Pagel
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 CB 501 0 87 5 21 0 60 '0 52 3.13 5 0 0 06 6 1 7 20 22 50 33 74 30 0.012 22 540 0 58 587 37 587 24 5 97 592 27
2 CB 502 1 35 4 33 0 60 0 81 2 60 5 0 0 06 5 9 7 28 18 90 34 03 30 0 012 23 868 0 59 587 61 587 47 6 19 592 27
3 CB 503 1 17 2 98 0 60 0 70 1.79 5 0 0 38 5 5 7 40 13 23 49.76 30 0 012 117 969 1 25 589 19 587 71 5 17 594 09
4 CB 504 1 81 1 81 0 60 1 09 1.09 5 0 0 51 5 0 7 57 8 23 29 98 24 0 012 147 000 1 50 591 49 589 29 4 82 596 24
5 CB 505 0 01 0 01 0 60 0 01 0 01 5 0 1 13 5 0 7 57 0 05 5 11 15 0 013 87 972 0 63 589 48 588 93 1 29 593 42
Project File CALATL1603-PROPOSED STORM 500-JMW stm Number of lines 5 Date 3/14/2017
NOTES Intensity=73 40/(Inlet time+12.20)A 0 80--Return period=10 Yrs , **Critical depth
Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft)
588 98 2 40
589 081 2 16
590 41 j 2 40
592 51 j 2 75
589.56 2 69
Project File CALATL1603-PROPOSED STORM 500-JMW stm Number of lines 5 Date. 3/14/2017
NOTES **Critical depth
Storm Sewers

Storm Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ftls) (ft)
1 CB 600 1 20 1 91 0 60 0 72 1 15 5 0 0 07 5,8 7 31 8 38 18 69 24 0 012 17 182 0 58 593 54 593 44 4.21 596 85
2 CB601 032 071 060 019 043 50 013 56 736 313 1878 24 0012 23846 059 59378 59364 299 59685
3 CB 602 0 21 0 39 0 60 0 13 0 23 5 0 0 48 5 2 7 52 1 76 5 00 15 0 013 105 137 0 60 594 51 593 88 3 62 598 71
4 CB 603 0 18 0 18 0 60 0 11 0 11 5 0 0 16 5 0 7 57 0 82 4 95 15 0 013 23 870 0 59 594 75 594 61 2 54 598 71
Project File. CALATL1603-PROPOSED STORM 600-JMW stm Number of lines.4 Date. 3/9/2017
NOTES Intensity=73 40/(Inlet time+12 20)^0 80--Return period=10 Yrs., **Critical depth
• Storm Sewers

Storm Rpt Page 2
HGL Cover
Up Up
(ft) (ft)
594 57 1 31
594 40 1.07
595.04 2 95
595 10 j 2 71
Project File CALATL1603-PROPOSED STORM 600-JMW stm Number of lines 4 Date 3/9/2017
NOTES **Critical depth
Storm Sewers

StormStora, Rpt Page 1
Line Inlet Drng Total Runoff Incr Total Inlet Pipe Tc i ,Total Capac Line n-val Line Line Invert Invert Vel Gnd/Rim
No. ID Area Area Coeff CxA CxA Time Travel Sys Runoff Full Size Pipe Length Slope Up Dn Ave El Up
(ac) (ac) (C) (min) (min) (min) (in/hr) (cfs) (cfs) (in) (ft) (%) (ft) (ft) (ft/s) (ft)
1 MH 801 0 01 19 70 0 40 0 00 9.85 5 0 0 13 5 3 7 47 73 58 84 93 42 0 012 65 887 0 61 602 65 602 25 8 74 612 22
2 DI 802 0.02 19 69 0 50 0 01 9 85 5 0 0.27 5 0 7 56 74 46 84 52 42 0 012 149 655 0 60 603 55 602 65 9 38 610 04
3 EX 24 19 67 19 67 0 50 9 84 9 84 5 0 0 03 5 0 7 57 74 50 37 57 24 0 012 46 800 2.35 608 39 607.29 23 72 0 00
Project File. CALATL1603-PROPOSED STORM 800-JMW stm Number of lines 3 Date 3/10/2017
NOTES. Intensity=73 40/(Inlet time+12.20)A 0 80--Return period=10 Yrs., **Critical depth
Storm Sewers

Storm Rpt Paget
HGL Cover
Up Up
(ft) (ft)
605 33 6 07
606 25 2 99
613 62 n/a
Project File CALATL1603-PROPOSED STORM 800-JMW stm Number of lines 3 Date 3/10/2017
NOTES **Critical depth
Storm Sewers

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Feb 6 2017
Swale out of Bypass Northern Pod
Trapezoidal Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.56
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 13.91
Total Depth (ft) = 1.00 Area (sqft) = 2.62
Invert Elev (ft) = 606.00 Velocity (ft/s) = 5.31
Slope (%) = 5.32 Wetted Perim (ft) = 6.54
N-Value = 0.035 Crit Depth, Yc (ft) = 0.70
Top Width (ft) = 6.36
Calculations EGL (ft) = 1.00
Compute by: Known Q
Known Q (cfs) = 13.91
Elev (ft) Section Depth (ft)
608 00 2 00
607 50 1 50
607 00 1 00
606 50 - 0 50
_ ________ _:-- r---1
606 00 0.00
605 50 -0 50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc Wednesday,Feb 8 2017
Swale into Basin 1
Trapezoidal Highlighted
Bottom Width (ft) = 6.00 Depth (ft) = 0.67
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 20.48
Total Depth (ft) = 1.00 Area (sqft) = 5.37
Invert Elev (ft) = 618.78 Velocity (ft/s) = 3.82
Slope (%) = 2.00 Wetted Perim (ft) = 10.24
N-Value = 0.035 Crit Depth, Yc (ft) = 0.64
Top Width (ft) = 10.02
Calculations EGL (ft) = 0.90
Compute by: Known Q
Known Q (cfs) = 20.48
Elev (ft) Section Depth (ft)
620 00 1 22
619 50 'S7' 0.72
_ -
619 00 0 22
_ -
- -
618 50 -0.28
------
____618.00 -0.78
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc Wednesday,Feb 8 2017
<Name>
Trapezoidal Highlighted
Bottom Width (ft) = 6.00 Depth (ft) = 0.76
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 25.74
Total Depth (ft) = 1.00 Area (sqft) = 6.29
Invert Elev (ft) = 618.78 Velocity (Ws) = 4.09
Slope (%) = 2.00 Wetted Perim (ft) = 10.81
N-Value = 0.035 Crit Depth, Yc (ft) = 0.74
Top Width (ft) = 10.56
Calculations EGL (ft) = 1.02
Compute by: Known Q
Known Q (cfs) = 25.74
Elev (ft) Section Depth (ft)
620 00 1.22
61950 072
619 00 0.22
618 50 -0 28
618.00 -0.78
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc Wednesday,Mar 15 2017
Start of Ehanched Swale #1
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.29
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 3.180
Total Depth (ft) = 0.80 Area (sgft) = 0.83
Invert Elev (ft) = 639.20 Velocity (ft/s) = 3.82
Slope (%) = 6.90 Wetted Perim (ft) = 3.83
N-Value = 0.035 Crit Depth, Yc (ft) = 0.36
Top Width (ft) = 3.74
Calculations EGL (ft) = 0.52
Compute by: Known Q
Known Q (cfs) = 3.18
Elev (ft) Section Depth (ft)
641 00 1.80
640.50 1 30
640 00 0 80
__
_
639.50 _._. m_ ____ ____ ® T___.__ 0.30
639.00 -0 20
638 50 -0 70
0 1 2 3 4 5 6 7 8 9
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc Wednesday,Mar 15 2017
Start of Ehanced Swale #2
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 0.40
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 4.550
Total Depth (ft) = 0.90 Area (sgft) = 1.28
Invert Elev (ft) = 635.10 Velocity (ft/s) = 3.55
Slope (%) = 3.97 Wetted Perim (ft) = 4.53
N-Value = 0.035 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 4.40
Calculations EGL (ft) = 0.60
Compute by: Known Q
Known Q (cfs) = 4.55
Elev (ft) Section Depth (ft)
637.00 1.90
636 50 1 40
::::
0 90
___ 0.40
635 00 -0 10
634.50 -0 60
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Culvert Designer/Analyzer Report
Culvert BP-1 - FE
Peak Discharge Method User-Specified
Design Discharge 40.60 cfs Check Discharge 61 02 cfs
Grades Model.Inverts
Invert Upstream 616.75 ft Invert Downstream 614 25 ft
Length 350 86 ft Slope 0 007125 ft/ft
Drop 2 50 ft
Headwater Model Allowable HW/Height
Headwater Depth/Height 1 20
Tailwater Conditions Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
x Tnal-1 1-36 inch Circular 40.60 cfs 620 24 ft 8 67 ft/s
Title Addington Crossing Subdivision Project Engineer Robert.Cash
w\...\stormwater\potter culvert bypass#1 fe.cvm Cardno TBE CulvertMaster v3 3[03 03 00.04]
03/16/17 03:36 37 PIS®Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 2

Culvert Designer/Analyzer Report
Culvert BP-1 - FE
Design Trial-1
Solve For Headwater Elevation
Culvert Summary
Allowable HW Elevation 620 35 ft Storm Event Design
Computed Headwater Elevw 620 24 ft Discharge 40 60 cfs
Headwater Depth/Height 1 16 Tailwater Elevation N/A ft
Inlet Control HW Elev. 620.08 ft Control Type Entrance Control
Outlet Control HW Elev 620 24 ft
Grades
Upstream Invert 616.75 ft Downstream Invert 614 25 ft
Length 350 86 ft Constructed Slope 0 007125 ft/ft
Hydraulic Profile
Profile S2 Depth,Downstream 1.89 ft
Slope Type Steep Normal Depth 1.89 ft
Flow Regime Supercritical Critical Depth 2.08 ft
Velocity Downstream 8.67 ft/s Critical Slope 0.005455 ft/ft
Section
Section Shape Circular Mannings Coefficient 0 013
Section Material Concrete Span 3 00 ft
Section Size 36 inch Rise 3 00 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 620.24 ft Upstream Velocity Head 0.94 ft
Ke 0 50 Entrance Loss 0 47 ft
Inlet Control Properties
Inlet Control HW Elev 620.08 ft Flow Control Unsubmerged
Inlet Type Square edge w/headwall Area Full 7 1 ft2
K 0 00980 HDS 5 Chart 1
M 2 00000 HDS 5 Scale 1
C 0 03980 Equation Form 1
Y 0 67000
Title Addington Crossing Subdivision Project Engineer Robert Cash
w.\ \stormwater\potter culvert bypass#1 fe cvm Cardno TBE CulvertMaster v3 3[03.03.00 04]
03/16/17 0336 37 PMg Bentley Systems,Inc Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 2 of 2

Culvert Designer/Analyzer Report
Culvert BP-1 - FE
Peak Discharge Method User-Specified
Design Discharge 40 60 cfs Check Discharge 61.02 cfs
Grades Model:Inverts
Invert Upstream 616 75 ft Invert Downstream 614 25 ft
Length 350 86 ft Slope 0 007125 ft/ft
Drop 2 50 ft
Headwater Model Allowable HW/Height
Headwater Depth/Height 1.20
Tailwater Conditions Constant Tailwater
Tailwater Elevation N/A ft
Name Description Discharge HW Elev. Velocity
x Tnal-1 1-36 inch Circular 61 02 cfs 621 72 ft 9.63 ft/s
Title Addington Crossing Subdivision Project Engineer Robert Cash
w\ \stormwater\potter culvert bypass#1 fe.cvm Cardno TBE CulvertMaster v3.3[03.03.00 04]
03/16/17 03.37 12 PMD Bentley Systems,Inc Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 2

Culvert Designer/Analyzer Report
Culvert BP-1 - FE
Design.Tnal-1
Solve For Headwater Elevation
Culvert Summary
Allowable HW Elevation 620 35 ft Storm Event Check
Computed Headwater Elevw 621 72 ft Discharge 61 02 cfs
Headwater Depth/Height 1 66 Tailwater Elevation N/A ft
Inlet Control HW Elev. 621.72 ft Control Type Inlet Control
Outlet Control HW Elev 621 39 ft
Grades
Upstream Invert 616.75 ft Downstream Invert 614.25 ft
Length 350 86 ft Constructed Slope 0.007125 ft/ft
Hydraulic Profile
Profile M2 Depth,Downstream 2.52 ft
Slope Type Mild Normal Depth N/A ft
Flow Regime Subcntical Critical Depth 2 52 ft
Velocity Downstream 9.63 ft/s Critical Slope 0.008030 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 3 00 ft
Section Size 36 inch Rise 3.00 ft
Number Sections 1
Outlet Control Properties
Outlet Control HW Elev. 621.39 ft Upstream Velocity Head 1.22 ft
Ke 0.50 Entrance Loss 0.61 ft
Inlet Control Properties
Inlet Control HW Elev. 621.72 ft Flow Control Submerged
Inlet Type Square edge w/headwall Area Full 7.1 ft2
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form 1
Y 0 67000
Title Addington Crossing Subdivision Project Engineer Robert.Cash
w\...\stormwater\potter culvert bypass#1 fe.cvm Cardno TBE CulvertMaster v3 3[03.03 00.04]
03/16/17 03.37:12 Ply Bentley Systems,Inc Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 2 of 2

Culvert Designer/Analyzer Report
Culvert BP-2 FE
Peak Discharge Method User-Specified
Design Discharge 232 73 cfs Check Discharge 360 46 cfs
Grades Model Inverts
Invert Upstream 583.00 ft Invert Downstream 581 50 ft
Length 90 00 ft Slope 0.016667 ft/ft
Drop 1.50 ft
Headwater Model*Allowable HW/Height
Headwater Depth/Height 1 20
Tailwater Conditions Constant Tailwater
Tailwater Elevation 581 50 ft
Name Description Discharge HW Elev Velocity
x Tnal-1 2-60 inch Circular 232 73 cfs 588 04 ft 9.84 ft/s
Title Addington Crossing Subdivision Project Engineer Robert Cash
w\ \stormwater\potter culvert#1 fe.cvm Cardno TBE CulvertMaster v3.3[03.03.00 04]
03/17/17 11 04-03 Alves Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 2

Culvert Designer/Analyzer Report
Culvert BP-2 FE
,Design.Trial-1
Solve For Headwater Elevation
Culvert Summary
Allowable HW Elevation 589.00 ft Storm Event Design
Computed Headwater Eleva 588.04 ft Discharge 232 73 cfs
Headwater Depth/Height 1.01 Tadwater Elevation 581 50 ft
Inlet Control HW Elev. 587.62 ft Control Type Entrance Control
Outlet Control HW Elev. 588.04 ft
Grades
Upstream Invert 583.00 ft Downstream Invert 581 50 ft
Length 90.00 ft Constructed Slope 0.016667 ft/ft
Hydraulic Profile
Profile S2 Depth,Downstream 2.90 ft
' Slope Type Steep Normal Depth 2 90 ft
Flow Regime Supercritical Cntical Depth 3.08 ft
Velocity Downstream 9 84 fUs Critical Slope 0.013905 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.024
Section Matenal CMP Span 5.00 ft
Section Size 60 inch Rise 5.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev 588.04 ft Upstream Velocity Head 1.31 ft
Ke 0.50 Entrance Loss 0.65 ft
Inlet Control Properties
Inlet Control HW Elev. 587.62 ft Flow Control N/A
Inlet Type Headwall Area Full 39.3 ft2
K 0.00780 HDS 5 Chart 2
M 2.00000 HDS 5 Scale 1
C 0 03790 Equation Form 1
Y 0 69000
Title Addington Crossing Subdivision Project Engineer Robert.Cash
w:\..\stormwater\potter culvert#1 fe.cvm Cardno TBE CulvertMaster v3.3[03.03.00.04]
03/17/17 11:04 03 Alm Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 2 of 2

Culvert Designer/Analyzer Report
Culvert BP-2 FE
Peak Discharge Method:User-Specified
Design Discharge 232.73 cfs Check Discharge 360 46 cfs
Grades Model:Inverts
Invert Upstream 583 00 ft Invert Downstream 581.50 ft
Length 90 00 ft Slope 0.016667 ft/ft
Drop 1.50 ft
Headwater Model.Al lowable HW/Height
Headwater Depth/Height 1.20
Tailwater Conditions Constant Tailwater
Tailwater Elevation 581 50 ft
Name Description Discharge HW Elev. Velocity —
x Tnal-1 2-60 inch Circular 360.46 cfs 589.66 ft 11.12 ft/s
Title Addington Crossing Subdivision Project Engineer Robert Cash
w\...\stormwater\potter culvert#1 fe.cvm Cardno TBE CulvertMaster v3.3[03.03.00.04]
03/17/17 11:04:49 AMO Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 1 of 2

Culvert Designer/Analyzer Report
Culvert BP-2 FE
Design Tnal-1
Solve For:Headwater Elevation
Culvert Summary
Allowable HW Elevation 589.00 ft Storm Event Check
Computed Headwater Elevz 589.66 ft Discharge 360.46 cfs
Headwater Depth/Height 1.33 Tailwater Elevation 581.50 ft
Inlet Control HW Elev. 589.60 ft Control Type Outlet Control
Outlet Control HW Elev. 589.66 ft
Grades
Upstream Invert 583.00 ft Downstream Invert 581.50 ft
Length 90.00 ft Constructed Slope 0.016667 ft/ft
Hydraulic Profile
Profile M2 Depth,Downstream 3 85 ft
Slope Type Mild Normal Depth 4 05 ft
Flow Regime Subcritical Cntical Depth 3.85 ft
Velocity Downstream 11.12 ft/s Critical Slope 0.018547 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 5.00 ft
Section Size 60 inch Rise 5.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 589.66 ft Upstream Velocity Head 1.74 ft
Ke 0.50 Entrance Loss 0.87 ft
Inlet Control Properties
Inlet Control HW Elev 589.60 ft Flow Control Submerged
Inlet Type Headwall Area Full 39.3 ft2
K 0 00780 HDS 5 Chart 2
M 2.00000 HDS 5 Scale 1
C 0.03790 Equation Form 1
Y 0.69000
Title Addington Crossing Subdivision Project Engineer Robert.Cash
w\. \stormwater\potter culvert#1 fe cvm Cardno TBE CulvertMaster v3.3[03.03 00 04]
03/17/17 11 04:49 ANO Bentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA [phone] Page 2 of 2

Addington Crossing
. /
APPENDIX
D ,
, ,i
REFERENCE MATERIAL
March 17,2017 Cardno,Inc. C-1
2017_0315_Addington_SW Management Report

Appendix D Storm Water Management Plan
Hydrologic Analysis Addington Crossing
Appendix D
Reference Material
D.1 Web Soil Survey—Soils Group Report
D.2 NOAA Atlas 14— Precipitation Information
March 17,2017 Cardno,Inc. C-1
2017_0315_Addington_SW Management Report

Hydrologic Soil Group—Union County,North Carolina
(Full WS Area) o
P
517100 527400 527700 528700 528300 5286J0 528800 529200 523500 5238W 530100
35°2'0"N
•
» tit 1 w .3 s
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•
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t , LII ! t ✓ -;�T• •
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, ...., -is;._ ...r ., r3d3c0, rt, 5- • .-5..;55 4. 5 rf'... `1*.5i:11'51.555,7 8
'le:„v ''1.' • ' X ,c32 Tr r
..., .
,
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y r x..t r. *+ry
ire • : ,I. I ''''1,
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•
if, -. k " ':� .. : I '! F� -�y :fly' ., `r `k;‘,:-.,_ ,J,. '
35°0'49"N ,-4. .. ti1A.. i3'i 4J' +.. S I - t
35°0'49"N
527100 527400 5277W 528700 528300 528300 528900 529200 5241500 529900 530100
3 3
v
v Map Scale:1'15,400 if punted on A landscape(11"x 8.5")sheet. g
Meters
§ No 200 400 800 1200
Feet
/V
0 500 1000 2000 3000
Map projecbon:Web Mercator Corner coordinates:WC,S84 Edge tics:LIMM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/9/2017
Conservation Service National Cooperative Soil Survey Page 1 of 4

,
Hydrologic Soil Group—Union County,North Carolina
(Full WS Area)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) El C The soil surveys that comprise your AOI were mapped at
In Area of Interest(AOI) C/D 1.24,000
el
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons 0 D measurements.
n A 0 Not rated or not available Source of Map: Natural Resources Conservation Service
pi A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System. Web Mercator(EPSG 3857)
0 B Maps from the Web Soil Survey are based on the Web Mercator
Transportation
I-1 B/D projection,which preserves direction and shape but distorts
4-t-P Rails distance and area A projection that preserves area,such as the
F-7 c
,tee Interstate Highways Albers equal-area conic projection,should be used if more
n C/D accurate calculations of distance or area are required.
„... m US Routes
El D This product is generated from the USDA-NRCS certified data as
Major Roads of the version date(s)listed below.
n Not rated or not available Local Roads
Soil Survey Area' Union County,North Carolina
Soil Rating Lines Background Survey Area Data Version 16,Sep 20,2016
"` A ® Aerial Photography Soil map units are labeled(as space allows)for map scales
,. A/D 1:50,000 or larger.
.tee,. B Date(s)aerial images were photographed: Feb 11,2011—Feb
,,. B/D 13,2011
The orthophoto or other base map on which the soil lines were
"° C compiled and digitized probably differs from the background
,. . CID imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident
,..k.. D
. 0 Not rated or not available
Soil Rating Points
O A
O ND
O B
O B/D
USDA Natural Resources Web Soil Survey 2/9/2017
'� Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County,North Carolina Full WS Area
Hydrologic Soil Group
Hydrologic Soli Group—Summary by Map Unit—Union County,North Carolina(NC179)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Badin channery silt C 30 8 5 3%
loam,2 to 8 percent
slopes
BaC Badin channery silt C 5 9 1 0%
loam,8 to 15 percent
slopes
BdB2 Badin channery silty C 138 1 24 0%
clay loam,2 to B
percent slopes,
moderately eroded
BdC2 Badin channery silty C 42 7 7 4%
clay loam,8 to 15
percent slopes,
moderately eroded
CM Chewacla silt loam,0 to B/D 40 3 7 0%
2 percent slopes,
frequently flooded
CmB Cid channery silt loam,1 D 9 2 1 6%
to 5 percent slopes
GfB2 Georgevdle silty clay B 44 5 7 7%
loam,2 to 8 percent
slopes,moderately
eroded
GoC Goldston very channery D 0 3 0 1%
silt loam,4 to 15
percent slopes
GsB Goldston-Badin 0 13 B 2 4%
complex,2 to 8
percent slopes
MeB2 Mecklenburg sandy clay C 0 7 0 1%
loam,2 to 8 percent
slopes,moderately
eroded
TbB2 Tarrus gravelly silty clay B 229 3 39 8%
loam,2 to 8 percent
slopes,moderately
eroded
TbC2 Tarrus gravelly silty clay B 17 2 3 0
loam,8 to 15 percent
slopes,moderately
eroded
W Water 1 4 0 2%
WyB Wynott gravelly loam,2 D 1 4 0 2%
to 8 percent slopes
Totals for Area of Interest 676.6 100.0%
USDA Natural Resources Web Soil Survey 2/9/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County,North Carolina Full WS Area
Description
Hydrologic soil groups are based on estimates of runoff potential.Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation,are thoroughly wet,and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups(A,B,C,and D)and
three dual classes(A/D,B/D,and C/D).The groups are defined as follows
Group A Soils having a high infiltration rate(low runoff potential)when
thoroughly wet.These consist mainly of deep,well drained to excessively
drained sands or gravelly sands These soils have a high rate of water
transmission.
Group B Soils having a moderate infiltration rate when thoroughly wet.These
consist chiefly of moderately deep or deep,moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C.Soils having a slow infiltration rate when thoroughly wet.These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of
water transmission.
Group D.Soils having a very slow infiltration rate(high runoff potential)when
thoroughly wet.These consist chiefly of clays that have a high shrink-swell
potential,soils that have a high water table,soils that have a claypan or clay
layer at or near the surface,and soils that are shallow over nearly impervious
material These soils have a very slow rate of water transmission
If a soil is assigned to a dual hydrologic group(ND,B/D,or C/D),the first letter is
for drained areas and the second is for undrained areas.Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method Dominant Condition
Component Percent Cutoff None Specified
Tie-break Rule Higher
iiNatural Resources Web Soil Survey 2/9/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4

Precipitation Frequency Data Server Page 1 of 4
NOAA Atlas 14,Volume 2,Version 3
B Location name:Wesley Chapel,North Carolina, *.,,,,
USA* s •; i
• 1. Latitude:35.0071°,Longitude:-80.6745° r i
Elevation:611.41 ft** 6
�4'�.. •source ESRI Maps `'°'.
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin,D Martin,B Lin,T Parzybok,M Yekta,and D Riley
NOAA,National Weather Service,Silver Spnng,Maryland
PF tabular I PF graphical I Maps & aenals
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals(in inches/hour)1
Duration Average recurrence interval(years)
1 2 5 10 25 50 100 200 500 1000
5-min 5.03 5.94 6.89 7.58 8.38 8.93 9.43 9.88 10.4 10.8
(4.63-5 46) (5 46-6 46) (6 32-7 50) (6 95-8 23) (7 66-9 08) (8 11-9 68) (8.53-10.2) (8 89-10 7) (9 26-11 3) (9 52-11 7)
10-min 4.01 4.75 5.51 6.07 6.68 7.11 7.49 7.83 8.22 8.47
(3 70-4 36) (4.37-5 17) (5 06-6 01) (5 56-6 58) (6 10-7 24) (6 46-7 70) (6 77-8 12) (7 04-8 50) (7 33-8 93) (7 49-9 22)
15-min 3.34 3.98 4.65 5.11 5.64 6.00 6.32 6.59 6.90 7.09
(3 08-3.63) (3 66-4 33) (4 27-5.06) (4 69-5 55) (5.15-6 12) (5 46-6 50) (5 71-6 84) (5 92-7 14) (6 15-7 50) (6 27-7 72)
30-min 2.29 2.75 3.30 3.70 4.18 4.52 4.84 5.13 5.49 5.74
(2 11-2.49) (2 53-2 99) (3 03-3 60) (3.40-4 02) (3 82-4 53) (4.11-4.90) (4 37-5 24) (4 61-5.56) (4 89-5 96) (5 08-6 25)
60-min 1.43 1.72 2.12 2.41 2.78 3.06 3.33 3.60 3.94 4.19
(1 32-1 55) (1 59-1 88) (1 95-2 31) (2 21-2 62) (2 54-3 02) (2 78-3 32) (3 01-3 61) (3 23-3 90) (3 51-4 28) (3 71-4 56)
2-hr 0.826 0.999 1.24 1.42 1.66 1.84 2.02 2.19 2.43 2.60
(0 757-0 903) (0 914-1 09) (1 13-1 36) (1 29-1 55) (1 50-1 81) (1 66-2 00) (1.81-2.19) (1 96-2 39) (2 14-2 65) (2 28-2.85)
3-hr 0.584 0.705 0.880 1.02 1.20 1.34 1.49 1.64 1.84 2.01
(0 535-0 642)(0 646-0 776) (0 804-0 967) (0 924-1 11) (1 09-1 31) (1 21-1 47) (1 33-1 62) (1 45-1 79) (1 61-2 01) (1 74-2 19) ,
6-hr 0.352 0.425 0.530 0.613 0.726 0.816 0.908 1.00 1.14 1.24
(0 322-0 386)(0 389-0 466) (0 485-0 581) (0 559-0 671) (0 658-0 791) (0 735-0 888) (0 812-0 988) (0 889-1 09) (0 992-1 23) (1 07-1 35)
12-hr 0.207 0.250 0.313 0.364 0.434 0.491 0.550 0.612 0.700 0.770
(0.190-0 227)(0 229-0 275) (0 287-0 343) (0 332-0 398) (0 393-0 474) (0 441-0 535) (0 490-0 599) (0 539-0 666) (0 606-0 760) (0 658-0 837)
24-hr 0.123 0.148 0.186 0.217 0.258 0.292 0.327 0.364 0.416 0.457 j
(0 114-0 133)(0 137-0 161) (0 172-0 202) (0 200-0 235) (0 237-0 280) (0 267-0 317)(0 298-0 355) (0 331-0 395) (0 375-0.452) (0 410-0 498)
2-day 0.072 0.087 0.109 0.126 0.150 0.169 0.188 0.209 0.238 0.261
(0 067-0 078) (0 081-0 095) (0 100-0 118) (0 116-0 136) (0 137-0 162) (0 154-0 183) (0 172-0 205) (0 190-0 227) (0 215-0 260) (0 234-0 286)
3-day 0.051 0.061 0.076 0.088 0.104 0.118 0.131 0.145 0.165 0.181
(0 047-0 055) (0 057-0 067) (0 071-0 083) (0 081-0 095) (0 096-0 113) (0 108-0 127) (0 120-0 142) (0 132-0 158) (0 150-0 180) (0 163-0 198)
4-day 0.041 0.049 0.060 0.069 0.082 0.092 0.102 0.113 0.129 0.141
(0 038-0 044) (0 045-0 052) (0 056-0.065) (0 064-0 075) (0 075-0 088) (0 085-0 099) (0 094-0 111) (0 103-0 123) (0.1.17-0 140) (0 128-0 154)
7-day 0.027 0.032 0.039 0.045 0.052 0.059 0.065 0.072 0.081 0.089
(0 025-0 029) (0 0.30-0 034) (0 036-0 042) (0 042-0 048) (0 049-0 056) (0 054-0 063) (0 060-0 070) (0 066-0 077) (0 074-0 087) (0 081-0 096)
10-day 0.021 0 026 0.031 0.035 0.040 0.045 0.049 0.054 0.060 0 065
(0 020-0 023) (0 024-0 027) (0 029-0 033) (0 033-0 037) (0 038-0 043) (0 042-0 048) (0 046-0 053) (0 050-0 058) (0 055-0 065) (0 060-0 070)
20-day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.034 0.037 0.040
(0 014-0 015)(0 016-0 018) (0 019-0 021) (0 021-0 024) (0 024-0 027) (0 027-0 030) (0 029-0 033) (0 031-0 036) (0 035-0 040) (0 037-0 043)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.025 0.028 0.030
(0 011-0 012) (0 013-0 015) (0 015-0 017) (0 017-0 019) (0 019-0 021) (0 021-0 023) (0 022-0 025) (0 024-0 027) (0 026-0 030) (0 028-0 032)
45-day 0.010 0.012 0.013 0.015 0.016 0.017 0.019 0.020 0.021 0.023
(0 009-0 010) (0 011-0 012) (0 013-0 014) (0 014-0.015) (0 015-0 017) (0 016-0 018) (0 018-0.020) (0 019-0 021) (0 020-0 023) (0 021-0 024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0 008-0.009)(0 010-0.011) (0 011-0 012) (0 012-0 013) (0 013-0 015),(0 014-0 016) (0 015-0.017) (0 016-0 018) (0 017-0 019) (0 018-0 020)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration senes(PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5% Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values
Please refer to NOM Atlas 14 document for more information
Back to Top
http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsprintpage.html?lat=3 5.0071&ion=-80.6745&data... 3/15/2017

10/19/2016 Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
a-% Location name:Wesley Chapel, North Carolina, .°'°°' ,,
USA* € nom
i�' Latitude:35.0071°, Longitude:-80.6745°
fi Elevation:611.41 ft**
, 5, •source ESRI Maps k'`°'••m',t`
**source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin,D Martin,B Lin,T Parzybok,M Yekta,and D Riley
NOAA,National Weather Service,Silver Spnng,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
0.419 0.495 0.574 0.632 0.698 0.744 0.786 0.823 0.866 0.896
5-min (0 386-0 455) (0 455-0 538) (0 527-0 625) (0 579-0 686) (0 638-0 757) (0 676-0 807) (0 711-0 851) (0 741-0 893) (0 772-0 941) (0 793-0 976)
0.669 0.791 0.919 1.01 1.11 1.19 1.25 1.30 1.37 1.41
10-min (0 616-0 726) (0 728-0 861) (0 844-1 00) (0 926-1 10) (1 02-1 21) (1 08-1 28) (1 13-1 35) (1 17-1 42) (1 22-1 49) (1 25-1 54)
0.836 0.994 1.16 1.28 1.41 1.50 1.58 1.65 1.72 1.77
15-min (0 770-0 908) (0 915-1 08) (1 07-1 27) (1 17-1 39) (1 29-1 53) (1 36-1 63) (1.43-1 71) (1 48-1 79) (1 54-1 87) (1 57-1 93)
1.15 1.37 1.65 1.85 2.09 2.26 2.42 2.56 2.74 2.87
30-min (1 06-1 25) (1 26-1 50) (1 52-1 80) (1 70-2 01) (1 91-2 27) (2 05-2 45) (2 19-2 62) (2 31-2 78) (2 45-2 98) (2 54-3 12)
1.43 1.72 2.12 2.41 2.78 3.06 3.33 3.60 3.94 4.19
60-min (1 32-1 55) (1 58-1 88) (1 95-2.31) (2 21-2 62) (2 54-3 02) (2 78-3 32) (3 01-3 61) (3 23-3 90) (3 51-4 28) (3.71-4 56)
2-hr 1.65 2.00 2.48 2.84 3.31 3.67 4.03 4.38 4.85 5.21
(1.51-1 81) (1 83-2 19) (2 26-2 71) (2 59-3 10) (3 01-3 61) (3 32-4 00) (3 62-4 39) (3 92-4 78) (4 29-5 29) (4 56-5 69)
3-hr 1.75 2.12 2.64 3.05 3.60 4.03 4.47 4.92 5.54 6.02
(1.61-1 93) (1 94-2 33) (2 41-2 90) (2 78-3 34) (3 26-3 94) (3 63-4 40) (4 00-4 87) (4 37-5 37) (4 85-6 04) (5 22-6 58)
6-hr 2.11 2.54 3.17 3.67 4.34 4.88 5.44 6.01 6.80 7.42
(1 93-2 31) (2 33-2 79) (2 90-3 48) (3 35-4 02) (3 94-4 74) (4 40-5 32) (4 86-5 92) (5 32-6 53) (5 94-7 39) (6 41-8 07)
2.49 3.01 3.77 4.38 5.23 5.92 6.63 7.38 8.43 9.28
12-hr (2 29-2 73) (2 76-3 31) (3 46-4 14) (4 00-4 80) (4 74-5 71) (5 32-6 45) (5 90-7 21) (6 50-8 02) (7 30-9 16) (7 93-10 1)
2.95 3.56 4.47 5.20 6.20 7.01 7.86 8.74 9.98 11.0
24-hr (2 73-3 19) (3 29-3.86) (4 13-4 85) (4 79-5 63) (5 69-6 72) (6 42-7 60) (7.16-8 52) (7 93-9 49) (9 00-10 8) (9 84-12 0)
3.47 4.18 5.22 6.04 7.18 8.10 9.05 10.0 11.4 12.5
2-day (3 21-3 76) (3 87-4 54) (4 82-5 66) (5 57-6 55) (6 60-7 78) (7 42-8 78 8 25-9 82 9 12-10 9 10 3-12 5
( ) ( ) ( ) (11 2-13 7)
3-day 3.68 4.42 5.49 6.34 7.51 8.46 9.44 10.5 11.9 13.1
(3 41-3 98) (4 10-4 79) (5 08-5 94) (5 85-6 86) (6 92-8 13) (7 76-9 16) (8 63-10 2) (9 53-11 3) (10 8-12 9) (11 7-14 2)
3.89 4.67 5.76 6.64 7.85 8.82 9.83 10.9 12.4 13.6
4-day (3 61-4 20) (4 33-5 04) (5 34-6 22) (6 14-7 16) (7 24-8 47) (8 11-9 54) (9 01-10 6) (9 93-11 8) (11 2-13 4) (12 3-14 7)
7-day 4.50 5.37 6.55 7.49 8.79 9.83 10.9 12.0 13.6 14.9
(4 21-4 83) (5.03-5 76) (6 12-7 02) (6 98-8 03) (8 16-9 43) (9 11-10 6) (10 1-11 7) (11 1-12 9) (12 5-14 7) (13 5-16 1)
5.15 6.14 7.39 8.37 9.71 10.8 11.8 12.9 14.4 15.7
10-day (4 84-5 52) (5 75-6 56) (6 91-7 90) (7 82-8 95) (9 04-10 4) (10 0-11 5) (11 0-12 7) (12 0-13 9) (13 3-15 5) (14 4-16 9)
6.90 8.14 9.62 10.8 12.4 13.6 14.9 16.2 17.9 19.3
20-day (6 50-7 34) (7 67-8 67) (9.04-10 2) (10 1-11 5) (11 6-13 2) (12 7-14 5) (13 9-15 9) (15 0-17 2) (16 6-19 2) (17 8-20 7)
30-day 8.46 9.95 11.6 12.8 14.5 15.8 17.1 18.4 20.1 21.4
(7 99-8 96) (9 40-10 6) (10 9-12 3) (12 1-13 6) (13 7-15 4) (14 8-16 8) (16 0-18 1) (17 1-19 5) (18 7-21 4) (19 8-22 8)
10.6 12.5 14.3 15.7 17.5 18.8 20.2 21.5 23.2 24.5
45-day (10.1-11 2) (11 9-13 1) (13 5-15.0) (14 9-16 5) (16.5-18 4) (17 8-19 8) (19 0-21 2) (20 2-22 6) (21 8-24 5) (22 9-25 9)
60-day 12.7 14.8 16.7 18.3 20.2 21.7 23.1 24.4 26.2 27.5
(12 1-13 3) (14 1-15 5) (16 0-17 5) (17 4-19 1) (19 2-21 2) (20 6-22 7) (21 9-24 2) (23.1-25 7) (24 7-27 6) (25 9-29 0)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5% Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values
Please refer to NOAH Atlas 14 document for more information
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Precipitation Frequency Data Server Page 2 of 4
PF graphical
PDS-based intensity-duration-frequency(IDF)curves
Latitude:35.0071°,Longitude:-80.6745°
100.000 111111111111111
Average recurrence
interval
L 10.000 - - (years)
•
Vi 1.000 -...._. - — 5
23
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c `
a - —
50
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w - — 200 '
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y 0.100 — 30 min — 7-day
ns
.a
= 60-min — 10-day
v — 2-hr — 20-day
a 0.010 .......... ..._ — 3-hr — 30-day
• — 6-hr — 45-day
. — 12-hr — 60-day
0.001 r I I I r r I — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval(years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Wed Mar 15 17:39:10 2017
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Precipitation Frequency Data Server Page 3 of 4
Maps &aerials
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Precipitation Frequency Data Server Page 4 of 4
Lar.e scale aerial
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National Water Center
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Addington Crossing
r
APPENDIX /
E
.. ,
: 1
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STORM WATER DESIGN PLANS
t
March 17,2017 Cardno,Inc C-1
2017_0315_Addington_SW Management Report

Appendix E Storm Water Management Plan
Hydrologic Analysis Addington Crossing
Appendix E
Storm Water Design Plans
E.1 Pre-Storm Water Tributary Map
E.2 Post-Storm Water Tributary Map (WS1)
E.3 Post-Storm Water Tributary Map (WS2)
EA Post-Storm Sewer Tributary Map
E.5 Post-Storm Sewer Tributary Map
March 17,2017 Cardno,Inc E-1
2017_0315_Addtngton_SW Management Report