Lindsay Meadows - 2018-09-05 Lindsay Meadows - SW Management Report

Storm Water Management
Plan
Lindsay Meadows Subdivision
September 5, 2018
Project No. AMH17004
Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Project Information i
Storm Water Managerment Plan
Project Information
Prepared for AMH Development, LLC
Project Name Lindsay Meadows Subdivision
Project Number AMH17004
Project Manager Robert L. Cash, PE
Date June 28, 2018

Prepared for:

AMH Development, LLC
18805 W. Catawba Ave., Suite 102
Cornelius, NC 28031

Prepared by:

Cardno, Inc.
9800 Southern Pine Boulevard, Suite I, Charlotte, NC 28273 USA

Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Table of Contents ii
Storm Water Management Plan
Table of Contents
Executive Summary ................................................................................................................... iii
1 Introduction and General Information .............................................................................. 1
1.1 Introduction .......................................................................................................................... 1
1.2 Description of Property ........................................................................................................ 1
1.3 Floodplain Information ......................................................................................................... 1
1.4 Project Site Soils Information .............................................................................................. 1
1.5 Compliance with Regulations .............................................................................................. 1
2 Hydrologic Analysis ........................................................................................................... 2
2.1 Methodology and Criteria .................................................................................................... 2
2.2 Existing Condition ................................................................................................................ 2
2.3 Proposed Condition ............................................................................................................. 2
2.4 Impervious Surfaces ............................................................................................................ 2
3 Water Quality ...................................................................................................................... 2
4 Hydraulic Analysis ............................................................................................................. 3
4.1 Hydraulic Methodolgy and Criteria ...................................................................................... 3
4.2 Storm Drain Analysis ........................................................................................................... 3
4.3 Onsite Detention .................................................................................................................. 3
5 Summary Tables ................................................................................................................ 3
6 Conclusions and Recommendation ................................................................................. 4
7 References .......................................................................................................................... 5
Appendices
Appendix A Figures
Appendix B Hydrologic Analysis
Appendix C Hydraulic Analysis
Appendix D Reference Material
Appendix E Stormwater Design Plans
Storm Water Management Plan
Lindsay Meadows Subdivision

June 28, 2018 Cardno, Inc. Executive Summary iii
2018_00-00_Lindsay Meadows_SW Management Report
Executive Summary
AMH Development, LLC is proposing to develop a new residential community on Kensington
Drive, in Waxhaw, North Carolina. This residential development is located on a parcel of
approximately 17.4 acres and includes 17 single-family homes. The residential development will
include the construction of roadways and infrastructure and includes the design of a sand filter as
a detention and water quality BMP.
A storm water management plan has been developed to mitigate the impacts upon the watershed
for the project area. A storm drain system will be constructed to direct runoff throughout the
development. This storm drain system of storm pipe and one sand filter will accept onsite runoff
and allow offsite drainage to flow through the project site. This runoff will be directed towards the
historic flow paths running through our project site and into Twelve Mile Creek. The proposed
best management practice (BMP) 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 and that the appropriate water quality volumes are treated.

Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Introduction and General Information 1
Storm Water Management Plan
1 Introduction and General Information
1.1 Introduction
AMH Development, LLC is proposing to develop a new residential community on the south side
of Kensington Drive, in Waxhaw, North Carolina. This residential development covers
approximately 17.4 acres and includes 17 single-family homes with minimum lot size of 12,000
SF. This storm water management plan presents detailed hydrologic and hydraulic analyses for
the existing and proposed development.
1.2 Description of Property
In general, the subject site is located on the south side of Kensington Drive, in Waxhaw, North
Carolina. See Figure 1, Location Map found in Appendix A. The project site consists of one parcel,
approximately 17.4 acres. The P.I.D. Number for the site is 06192007. The site is bounded by
Kensington Drive to the North, Waxhaw-Marvin Road to the West, Twelve Mile Creek to the south,
and the Union County Waste Water Plant to the east. Topographic information for this project
was gathered from aerial and field topographic survey completed by GPA, Inc.
The site, in general, exists in an undeveloped condition, having mostly wooded areas. The site
steeply slopes to the south towards the Twelve Mile Creek. The property is located in the Twelve
Mile Creek drainage basin and the Catawba River Basin Watershed.
1.3 Floodplain Information
The Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map (FIRM),
Community Panel Number 3710446400J, effective October 16, 2008, designates that the site is
within ‘Zone X’ and Zone “AE” with a base flood elevation of 506. 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.
1.4 Project Site Soils Information
The project site’s soils are predominantly soil group B, with soil groups more specifically defined
below:
 TbB2 – Tarrus gravelly silty clay loam, 2 to 8 percent slopes, moderately eroded. (Group
B)
 TbC2 – Tarrus gravelly silty clay loam, 8 to 15 percent slopes, moderately eroded. (Group
B)
 ChA – Chewacla silt loam, 0 to 2 percent slopes, frequently flooded. (Group

A soils report generated from the Web Soil Survey has been provide in Appendix D.
1.5 Compliance with Regulations
The methodologies utilized in the preparation of this study comply with the latest edition of the
Town of Waxhaw Storm Water Drainage Manual.
Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Hydrologic Analysis 2
Storm Water Management Plan
2 Hydrologic Analysis
2.1 Methodology and Criteria
Hydrologic methodologies used in this study are in accordance with those methodologies found
in Waxhaw Stormwater Manual. HydroCAD computer software package was used to determine
the hydrology for the project site. Precipitation values for the 24-hour storm events were
established based upon point precipitation frequency estimates from the NOAA website. These
values were used to establish the rainfall parameters within the HydroCAD software.
Hydrologic calculations can be found in Appendix B. Reference Material used in the hydrologic
calculations can be found in Appendix D.
2.2 Existing Condition
The existing site is completely undeveloped and wooded.The project site is composed of basin
areas that discharge into the Twelve Mile Creek. All of the basins discharge at different locations
according to the existing drainage patterns. Two basins from the north side of Kensington Drive
discharge onto the site via cross storm drain pipe. This will remain in the proposed condition, with
the discharge bypassing the proposed system and draining into the Twelve Mile Creek as in the
existing condition. The full watershed area has been analyzed for both the existing and proposed
condition. The proposed onsite BMP was included in the post condition analysis.
Additionally, refer to Pre Development Tributary Map Sheet 1 of 2 in Appendix E, for the existing
condition drainage basin boundaries and associated travel time pathway designations.
2.3 Proposed Condition
In general, the proposed site retains the existing drainage patterns. Most of the developed area
will be collected and directed to the proposed sand filter through the storm sewer system. The
backs of lots on the south side of Bentley Park Drive will drain to the south towards Twelve Mile
Creek. An area on the east side will not be improved and will retain the existing drainage patterns.
Additionally, refer to Post Development Tributary Map Sheet 2 of 2 in Appendix E, for the
proposed condition drainage basin delineations.
2.4 Impervious Surfaces
During existing conditions, the percentage of impervious surfaces on site is approximately 0.00%.
Upon completion of our project site, the percentage of impervious surfaces increases to
approximately 15.34%. This represents an increase of approximately 15.34%.
3 Water Quality
A water quality protection volume was calculated for each basin using the procedures outlined
in the North Carolina DEQ Stormwater Design Manual. One BMP has been designed to treat
the runoff from the 1-inch storm event for the site. A sand filter will be proposed to filter the
requirements, and receives a drainage area of 5.646 acres. A rainfall depth was found for the
Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Hydraulic Analysis 3
Storm Water Management Plan
basin in HydroCAD, which produced the water quality protection volume calculated. HydroCAD
was then used to size the basins and determine the WQv elevation for each BMP.
To allow for capture and pretreatment of first flush materials, the sand filter includes a forebay
area damned by riprap impediments. The required forebay volume was calculated using the
water quality protection volumes.
4 Hydraulic Analysis
4.1 Hydraulic Methodolgy and Criteria
Excel spreadsheets based upon standard hydraulic design criteria have been used for storm
sewer calculations.
Hydraulic calculations can be found in Appendix C. Reference Material used in the hydraulic
calculations can be found in Appendix D.
4.2 Storm Drain Analysis
A storm sewer system has been designed to direct a majority of the storm runoff generated from
the proposed impervious surfaces. This storm sewer directs runoff towards the onsite BMP for
the site. The storm sewer system was designed based upon runoff totals for the 10-year storm
event using the rational method. Refer to the Storm Drain reports located in Appendix C and the
Post Storm Sewer Tributary Map, in Appendix E, for the proposed storm sewer layout and
associated drainage basin delineations.
4.3 Onsite Detention
The runoff produced during proposed conditions was analyzed using seven onsite drainage
basins. Detention amounts for the project were provided to mitigate any increase in runoff for the
project during the two, and 10-year storm events.
The detention basin has been designed with multi-stage outlet control structures to control runoff
volumes up to the 50-year storm event. Emergency spillways have been provided at each
detention basin to allow for passage of larger storm events. Rip rap aprons have been provided
for outlet pipes to dissipate storm water discharges.
5 Summary Tables
The following table summarizes the storm water discharges for each side of the site for the
existing and proposed site conditions.

Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. Conclusions and Recommendation 4
Storm Water Management Plan
 Basin Q2 (cfs) Q10 (cfs) 
 Existing       
Existing Site   14.23  41.05 
 Proposed       
Proposed Site   13.49  37.73 

6 Conclusions and Recommendation
As detailed in this report, the Lindsay Meadows Subdivision complies 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.

Storm Water Management Plan
Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. References 5
Storm Water Management Plan
7 References
HydroCAD Version 10.00-19, Copyright 2016, HydroCAD Software Solutions, LLC
Web Soil Survey, Copyright 2017, USDA, Natural Resources Conservation Service
NOAA Atlas 14, Volume 2, Version 3, Copyright 2017, NOAA, National Weather Service
North Carolina Department of Environmental Quality Storm water BMP Manual, Revised
1/3/2017
Town of Waxhaw Stormwater Design Manual, Version 2.0, Updated April 22, 2009

June 28, 2018 Cardno, Inc. A-1
Storm Water Management Plan
Lindsay Meadows Subdivision

APPENDIX
FIGURES
Appendix A Storm Water Management Plan
Figures Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. A-1
Storm Water Management Plan
Appendix A
Figures
A.1 Figure 1 – Vicinity Map
A.2 Figure 2 – FEMA FIRMETTE
VICINITY MAP
NOT TO SCALE
TOWN OF WAXHAW, UNION COUNTY, NC
PROJECT SITE
WA
X
H
AW
-M
A
R
V
I
N

RD
KEN
SI
N
G
T
O
N
D
R
TWEL
V
E

M
I
L
E

C
R
E
E
K
KENS
I
N
G
T
O
N

D
R

June 28, 2018 Cardno, Inc. B-1
Storm Water Management Plan
Lindsay Meadows Subdivision

APPENDIX
HYDROLOGIC ANALYSIS
Appendix B Storm Water Management Plan
Hydrologic Analysis Lindsay Meadows Subdivision
June 28, 2018 Cardno, Inc. B-1
Storm Water Management Plan
Appendix B
Hydrologic Analysis
B.1 HydroCAD Calculations – Existing
B.2 HydroCAD Calculations – Proposed
B.3 Water Quality Volume Calculations

EX A
(new Subcat)
EX B
(new Subcat)
EX C
(new Subcat)
EX D
(new Subcat)EX E
(new Subcat)
EX
Existing
Routing Diagram for Lindsay Meadows
Prepared by {enter your company name here}, Printed 6/25/2018
HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 2HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=6.034 ac 0.00% Impervious Runoff Depth=0.36"Subcatchment EX A: (new Subcat)
Flow Length=282' Tc=15.1 min CN=55 Runoff=1.48 cfs 0.182 af
Runoff Area=5.356 ac 25.00% Impervious Runoff Depth=1.04"Subcatchment EX B: (new Subcat)
Flow Length=774' Tc=16.4 min CN=70 Runoff=6.43 cfs 0.464 af
Runoff Area=5.199 ac 5.24% Impervious Runoff Depth=0.68"Subcatchment EX C: (new Subcat)
Flow Length=455' Tc=18.0 min CN=63 Runoff=3.37 cfs 0.296 af
Runoff Area=1.315 ac 25.00% Impervious Runoff Depth=1.04"Subcatchment EX D: (new Subcat)
Flow Length=1,240' Tc=20.6 min CN=70 Runoff=1.38 cfs 0.114 af
Runoff Area=7.358 ac 2.34% Impervious Runoff Depth=0.43"Subcatchment EX E: (new Subcat)
Flow Length=933' Tc=20.9 min CN=57 Runoff=2.06 cfs 0.267 af
Inflow=14.23 cfs 1.323 afReach EX: Existing
Outflow=14.23 cfs 1.323 af
Total Runoff Area = 25.262 ac Runoff Volume = 1.323 af Average Runoff Depth = 0.63"
91.64% Pervious = 23.149 ac 8.36% Impervious = 2.113 ac
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 3HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX A: (new Subcat)
Runoff = 1.48 cfs @ 12.13 hrs, Volume= 0.182 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
6.034 55 Woods, Good, HSG B
6.034 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 150 0.1200 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.3 132 0.1230 1.75 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.1 282 Total
Subcatchment EX A: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=6.034 ac
Runoff Volume=0.182 af
Runoff Depth=0.36"
Flow Length=282'
Tc=15.1 min
CN=55
1.48 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 4HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX B: (new Subcat)
Runoff = 6.43 cfs @ 12.10 hrs, Volume= 0.464 af, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
5.356 70 1/2 acre lots, 25% imp, HSG B
4.017 75.00% Pervious Area
1.339 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 150 0.0830 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.55"
5.1 212 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 123 0.1070 30.87 218.18 Pipe Channel, RCP_Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013 Concrete pipe, bends & connections
0.6 289 0.1110 8.39 134.31 Channel Flow,
Area= 16.0 sf Perim= 35.0' r= 0.46'
n= 0.035 Earth, dense weeds
16.4 774 Total
Subcatchment EX B: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=5.356 ac
Runoff Volume=0.464 af
Runoff Depth=1.04"
Flow Length=774'
Tc=16.4 min
CN=70
6.43 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 5HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX C: (new Subcat)
Runoff = 3.37 cfs @ 12.14 hrs, Volume= 0.296 af, Depth= 0.68"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
4.654 60 Woods, Fair, HSG B
0.545 89 Paved roads w/open ditches, 50% imp, HSG B
5.199 63 Weighted Average
4.926 94.76% Pervious Area
0.272 5.24% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.7 150 0.0860 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
2.3 305 0.1920 2.19 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.0 455 Total
Subcatchment EX C: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=5.199 ac
Runoff Volume=0.296 af
Runoff Depth=0.68"
Flow Length=455'
Tc=18.0 min
CN=63
3.37 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 6HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX D: (new Subcat)
Runoff = 1.38 cfs @ 12.15 hrs, Volume= 0.114 af, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
1.315 70 1/2 acre lots, 25% imp, HSG B
0.986 75.00% Pervious Area
0.329 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 150 0.0730 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 139 0.0900 1.50 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 99 0.0250 9.40 16.61 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
1.0 376 0.0550 6.15 98.32 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
1.1 476 0.0700 6.93 110.92 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.6 1,240 Total
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 7HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcatchment EX D: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=1.315 ac
Runoff Volume=0.114 af
Runoff Depth=1.04"
Flow Length=1,240'
Tc=20.6 min
CN=70
1.38 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 8HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX E: (new Subcat)
Runoff = 2.06 cfs @ 12.20 hrs, Volume= 0.267 af, Depth= 0.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
7.013 55 Woods, Good, HSG B
0.345 89 Paved roads w/open ditches, 50% imp, HSG B
7.358 57 Weighted Average
7.185 97.66% Pervious Area
0.173 2.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.1 150 0.0810 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
3.7 307 0.0780 1.40 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.1 476 0.0700 6.93 110.92 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.9 933 Total
Subcatchment EX E: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=7.358 ac
Runoff Volume=0.267 af
Runoff Depth=0.43"
Flow Length=933'
Tc=20.9 min
CN=57
2.06 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 9HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Reach EX: Existing
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 25.262 ac, 8.36% Impervious, Inflow Depth = 0.63" for 2 Yr event
Inflow = 14.23 cfs @ 12.13 hrs, Volume= 1.323 af
Outflow = 14.23 cfs @ 12.13 hrs, Volume= 1.323 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Reach EX: Existing
Inflow
Outflow
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=25.262 ac
14.23 cfs14.23 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 10HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=6.034 ac 0.00% Impervious Runoff Depth=1.07"Subcatchment EX A: (new Subcat)
Flow Length=282' Tc=15.1 min CN=55 Runoff=7.04 cfs 0.539 af
Runoff Area=5.356 ac 25.00% Impervious Runoff Depth=2.17"Subcatchment EX B: (new Subcat)
Flow Length=774' Tc=16.4 min CN=70 Runoff=14.16 cfs 0.969 af
Runoff Area=5.199 ac 5.24% Impervious Runoff Depth=1.62"Subcatchment EX C: (new Subcat)
Flow Length=455' Tc=18.0 min CN=63 Runoff=9.38 cfs 0.704 af
Runoff Area=1.315 ac 25.00% Impervious Runoff Depth=2.17"Subcatchment EX D: (new Subcat)
Flow Length=1,240' Tc=20.6 min CN=70 Runoff=3.06 cfs 0.238 af
Runoff Area=7.358 ac 2.34% Impervious Runoff Depth=1.20"Subcatchment EX E: (new Subcat)
Flow Length=933' Tc=20.9 min CN=57 Runoff=8.24 cfs 0.737 af
Inflow=41.05 cfs 3.186 afReach EX: Existing
Outflow=41.05 cfs 3.186 af
Total Runoff Area = 25.262 ac Runoff Volume = 3.186 af Average Runoff Depth = 1.51"
91.64% Pervious = 23.149 ac 8.36% Impervious = 2.113 ac
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 11HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX A: (new Subcat)
Runoff = 7.04 cfs @ 12.10 hrs, Volume= 0.539 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
6.034 55 Woods, Good, HSG B
6.034 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 150 0.1200 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.3 132 0.1230 1.75 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.1 282 Total
Subcatchment EX A: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=6.034 ac
Runoff Volume=0.539 af
Runoff Depth=1.07"
Flow Length=282'
Tc=15.1 min
CN=55
7.04 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 12HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX B: (new Subcat)
Runoff = 14.16 cfs @ 12.09 hrs, Volume= 0.969 af, Depth= 2.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
5.356 70 1/2 acre lots, 25% imp, HSG B
4.017 75.00% Pervious Area
1.339 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 150 0.0830 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.55"
5.1 212 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 123 0.1070 30.87 218.18 Pipe Channel, RCP_Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013 Concrete pipe, bends & connections
0.6 289 0.1110 8.39 134.31 Channel Flow,
Area= 16.0 sf Perim= 35.0' r= 0.46'
n= 0.035 Earth, dense weeds
16.4 774 Total
Subcatchment EX B: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=5.356 ac
Runoff Volume=0.969 af
Runoff Depth=2.17"
Flow Length=774'
Tc=16.4 min
CN=70
14.16 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 13HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX C: (new Subcat)
Runoff = 9.38 cfs @ 12.12 hrs, Volume= 0.704 af, Depth= 1.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
4.654 60 Woods, Fair, HSG B
0.545 89 Paved roads w/open ditches, 50% imp, HSG B
5.199 63 Weighted Average
4.926 94.76% Pervious Area
0.272 5.24% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.7 150 0.0860 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
2.3 305 0.1920 2.19 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
18.0 455 Total
Subcatchment EX C: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=5.199 ac
Runoff Volume=0.704 af
Runoff Depth=1.62"
Flow Length=455'
Tc=18.0 min
CN=63
9.38 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 14HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX D: (new Subcat)
Runoff = 3.06 cfs @ 12.14 hrs, Volume= 0.238 af, Depth= 2.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
1.315 70 1/2 acre lots, 25% imp, HSG B
0.986 75.00% Pervious Area
0.329 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 150 0.0730 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 139 0.0900 1.50 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 99 0.0250 9.40 16.61 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
1.0 376 0.0550 6.15 98.32 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
1.1 476 0.0700 6.93 110.92 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.6 1,240 Total
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 15HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcatchment EX D: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=1.315 ac
Runoff Volume=0.238 af
Runoff Depth=2.17"
Flow Length=1,240'
Tc=20.6 min
CN=70
3.06 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 16HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment EX E: (new Subcat)
Runoff = 8.24 cfs @ 12.16 hrs, Volume= 0.737 af, Depth= 1.20"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
7.013 55 Woods, Good, HSG B
0.345 89 Paved roads w/open ditches, 50% imp, HSG B
7.358 57 Weighted Average
7.185 97.66% Pervious Area
0.173 2.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.1 150 0.0810 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
3.7 307 0.0780 1.40 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
1.1 476 0.0700 6.93 110.92 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.9 933 Total
Subcatchment EX E: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=7.358 ac
Runoff Volume=0.737 af
Runoff Depth=1.20"
Flow Length=933'
Tc=20.9 min
CN=57
8.24 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 17HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Reach EX: Existing
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 25.262 ac, 8.36% Impervious, Inflow Depth = 1.51" for 10 Yr event
Inflow = 41.05 cfs @ 12.11 hrs, Volume= 3.186 af
Outflow = 41.05 cfs @ 12.11 hrs, Volume= 3.186 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Reach EX: Existing
Inflow
Outflow
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=25.262 ac
41.05 cfs41.05 cfs
A
(new Subcat)
C
(new Subcat)
E
(new Subcat)
E2
(new Subcat)
E3
(new Subcat)
PR BPR D
(new Subcat)
PRP
Proposed
16P
(new Pond)
Routing Diagram for Lindsay Meadows
Prepared by {enter your company name here}, Printed 6/25/2018
HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 2HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=6.034 ac 0.00% Impervious Runoff Depth=0.36"Subcatchment A: (new Subcat)
Flow Length=282' Tc=15.1 min CN=55 Runoff=1.48 cfs 0.182 af
Runoff Area=4.006 ac 13.57% Impervious Runoff Depth=0.78"Subcatchment C: (new Subcat)
Flow Length=323' Tc=9.7 min CN=65 Runoff=4.31 cfs 0.260 af
Runoff Area=5.658 ac 38.38% Impervious Runoff Depth=1.34"Subcatchment E: (new Subcat)
Tc=5.0 min CN=75 Runoff=13.59 cfs 0.631 af
Runoff Area=2.551 ac 0.00% Impervious Runoff Depth=0.36"Subcatchment E2: (new Subcat)
Flow Length=623' Tc=22.9 min CN=55 Runoff=0.48 cfs 0.077 af
Runoff Area=0.342 ac 39.62% Impervious Runoff Depth=1.98"Subcatchment E3: (new Subcat)
Tc=6.0 min CN=84 Runoff=1.16 cfs 0.056 af
Runoff Area=5.356 ac 25.00% Impervious Runoff Depth=1.04"Subcatchment PR B:
Flow Length=774' Tc=16.4 min CN=70 Runoff=6.43 cfs 0.464 af
Runoff Area=1.315 ac 25.00% Impervious Runoff Depth=1.04"Subcatchment PR D: (new Subcat)
Flow Length=1,199' Tc=20.1 min CN=70 Runoff=1.40 cfs 0.114 af
Inflow=13.49 cfs 1.784 afReach PRP: Proposed
Outflow=13.49 cfs 1.784 af
Peak Elev=509.32' Storage=15,795 cf Inflow=13.59 cfs 0.631 afPond 16P: (new Pond)
Outflow=0.47 cfs 0.631 af
Total Runoff Area = 25.262 ac Runoff Volume = 1.784 af Average Runoff Depth = 0.85"
82.11% Pervious = 20.743 ac 17.89% Impervious = 4.519 ac
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 3HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment A: (new Subcat)
Runoff = 1.48 cfs @ 12.13 hrs, Volume= 0.182 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
6.034 55 Woods, Good, HSG B
6.034 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 150 0.1200 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.3 132 0.1230 1.75 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.1 282 Total
Subcatchment A: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=6.034 ac
Runoff Volume=0.182 af
Runoff Depth=0.36"
Flow Length=282'
Tc=15.1 min
CN=55
1.48 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 4HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment C: (new Subcat)
Runoff = 4.31 cfs @ 12.03 hrs, Volume= 0.260 af, Depth= 0.78"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
0.823 75 1/4 acre lots, 38% imp, HSG B
2.721 58 Woods/grass comb., Good, HSG B
0.462 89 Paved roads w/open ditches, 50% imp, HSG B
4.006 65 Weighted Average
3.462 86.43% Pervious Area
0.544 13.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 125 0.2160 0.22 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
0.3 198 0.1570 10.38 166.12 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
9.7 323 Total
Subcatchment C: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)4
3
2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=4.006 ac
Runoff Volume=0.260 af
Runoff Depth=0.78"
Flow Length=323'
Tc=9.7 min
CN=65
4.31 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 5HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E: (new Subcat)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 13.59 cfs @ 11.96 hrs, Volume= 0.631 af, Depth= 1.34"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
5.477 75 1/4 acre lots, 38% imp, HSG B
0.181 89 Paved roads w/open ditches, 50% imp, HSG B
5.658 75 Weighted Average
3.486 61.62% Pervious Area
2.172 38.38% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment E: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=5.658 ac
Runoff Volume=0.631 af
Runoff Depth=1.34"
Tc=5.0 min
CN=75
13.59 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 6HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E2: (new Subcat)
Runoff = 0.48 cfs @ 12.25 hrs, Volume= 0.077 af, Depth= 0.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
2.551 55 Woods, Good, HSG B
2.551 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.6 150 0.0440 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 162 0.1320 1.82 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.8 311 0.0580 6.31 100.97 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
22.9 623 Total
Subcatchment E2: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=2.551 ac
Runoff Volume=0.077 af
Runoff Depth=0.36"
Flow Length=623'
Tc=22.9 min
CN=55
0.48 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 7HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E3: (new Subcat)
Runoff = 1.16 cfs @ 11.97 hrs, Volume= 0.056 af, Depth= 1.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
0.271 89 Paved roads w/open ditches, 50% imp, HSG B
0.071 65 Woods/grass comb., Fair, HSG B
0.342 84 Weighted Average
0.207 60.38% Pervious Area
0.136 39.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment E3: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=0.342 ac
Runoff Volume=0.056 af
Runoff Depth=1.98"
Tc=6.0 min
CN=84
1.16 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 8HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR B:
Runoff = 6.43 cfs @ 12.10 hrs, Volume= 0.464 af, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
5.356 70 1/2 acre lots, 25% imp, HSG B
4.017 75.00% Pervious Area
1.339 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 150 0.0830 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.55"
5.1 212 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 123 0.1070 30.87 218.18 Pipe Channel, RCP_Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013 Concrete pipe, bends & connections
0.6 289 0.1110 8.39 134.31 Channel Flow,
Area= 16.0 sf Perim= 35.0' r= 0.46'
n= 0.035 Earth, dense weeds
16.4 774 Total
Subcatchment PR B:
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=5.356 ac
Runoff Volume=0.464 af
Runoff Depth=1.04"
Flow Length=774'
Tc=16.4 min
CN=70
6.43 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 9HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR D: (new Subcat)
Runoff = 1.40 cfs @ 12.15 hrs, Volume= 0.114 af, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 2 Yr Rainfall=3.55"
Area (ac) CN Description
1.315 70 1/2 acre lots, 25% imp, HSG B
0.986 75.00% Pervious Area
0.329 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 150 0.0730 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 139 0.0900 1.50 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 99 0.0250 9.40 16.61 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
1.1 511 0.0180 7.98 14.09 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.5 300 0.1380 9.73 155.75 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.1 1,199 Total
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 10HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcatchment PR D: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)1
0
Type II 24-hr
2 Yr Rainfall=3.55"
Runoff Area=1.315 ac
Runoff Volume=0.114 af
Runoff Depth=1.04"
Flow Length=1,199'
Tc=20.1 min
CN=70
1.40 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 11HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Reach PRP: Proposed
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 25.262 ac, 17.89% Impervious, Inflow Depth = 0.85" for 2 Yr event
Inflow = 13.49 cfs @ 12.07 hrs, Volume= 1.784 af
Outflow = 13.49 cfs @ 12.07 hrs, Volume= 1.784 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Reach PRP: Proposed
Inflow
Outflow
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=25.262 ac
13.49 cfs13.49 cfs
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 12HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 16P: (new Pond)
Inflow Area = 5.658 ac, 38.38% Impervious, Inflow Depth = 1.34" for 2 Yr event
Inflow = 13.59 cfs @ 11.96 hrs, Volume= 0.631 af
Outflow = 0.47 cfs @ 14.20 hrs, Volume= 0.631 af, Atten= 97%, Lag= 134.3 min
Primary = 0.47 cfs @ 14.20 hrs, Volume= 0.631 af
Routing by Stor-Ind method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Peak Elev= 509.32' @ 14.20 hrs Surf.Area= 7,036 sf Storage= 15,795 cf
Plug-Flow detention time= 794.2 min calculated for 0.630 af (100% of inflow)
Center-of-Mass det. time= 794.8 min ( 1,643.2 - 848.4 )
Volume Invert Avail.Storage Storage Description
#1 506.50' 38,677 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
506.50 4,234 0 0
507.50 5,175 4,705 4,705
508.50 6,172 5,674 10,378
509.50 7,225 6,699 17,077
510.50 8,335 7,780 24,857
511.50 9,502 8,919 33,775
512.00 10,107 4,902 38,677
Device Routing Invert Outlet Devices
#1 Primary 503.50'18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 503.50' / 502.80' S= 0.0100 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
#2 Device 1 503.50'4.0" Vert. Orifice/Grate C= 0.600
#3 Device 2 506.50'Sand Filter
Head (feet) 0.00 0.05 0.10 0.25 0.50 0.75 1.00 1.25 1.50 1.75
2.00 4.00
Disch. (cfs) 0.000 0.091 0.092 0.097 0.105 0.113 0.122 0.130
0.138 0.146 0.154 0.219
#4 Device 1 509.00'6.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 510.50'24.0" x 24.0" Horiz. Orifice/Grate X 0.80 C= 0.600
Limited to weir flow at low heads
#6 Primary 510.75'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.47 cfs @ 14.20 hrs HW=509.32' (Free Discharge)
1=Culvert (Passes 0.47 cfs of 19.06 cfs potential flow)
2=Orifice/Grate (Passes 0.18 cfs of 1.00 cfs potential flow)
3=Sand Filter (Custom Controls 0.18 cfs)
4=Orifice/Grate (Orifice Controls 0.29 cfs @ 1.82 fps)
5=Orifice/Grate ( Controls 0.00 cfs)
6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 2 Yr Rainfall=3.55"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 13HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Pond 16P: (new Pond)
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Inflow Area=5.658 ac
Peak Elev=509.32'
Storage=15,795 cf
13.59 cfs
0.47 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 14HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=6.034 ac 0.00% Impervious Runoff Depth=1.07"Subcatchment A: (new Subcat)
Flow Length=282' Tc=15.1 min CN=55 Runoff=7.04 cfs 0.539 af
Runoff Area=4.006 ac 13.57% Impervious Runoff Depth=1.77"Subcatchment C: (new Subcat)
Flow Length=323' Tc=9.7 min CN=65 Runoff=10.69 cfs 0.592 af
Runoff Area=5.658 ac 38.38% Impervious Runoff Depth=2.60"Subcatchment E: (new Subcat)
Tc=5.0 min CN=75 Runoff=26.41 cfs 1.224 af
Runoff Area=2.551 ac 0.00% Impervious Runoff Depth=1.07"Subcatchment E2: (new Subcat)
Flow Length=623' Tc=22.9 min CN=55 Runoff=2.28 cfs 0.228 af
Runoff Area=0.342 ac 39.62% Impervious Runoff Depth=3.44"Subcatchment E3: (new Subcat)
Tc=6.0 min CN=84 Runoff=1.97 cfs 0.098 af
Runoff Area=5.356 ac 25.00% Impervious Runoff Depth=2.17"Subcatchment PR B:
Flow Length=774' Tc=16.4 min CN=70 Runoff=14.16 cfs 0.969 af
Runoff Area=1.315 ac 25.00% Impervious Runoff Depth=2.17"Subcatchment PR D: (new Subcat)
Flow Length=1,199' Tc=20.1 min CN=70 Runoff=3.10 cfs 0.238 af
Inflow=37.73 cfs 3.887 afReach PRP: Proposed
Outflow=37.73 cfs 3.887 af
Peak Elev=510.53' Storage=25,109 cf Inflow=26.41 cfs 1.224 afPond 16P: (new Pond)
Outflow=2.77 cfs 1.224 af
Total Runoff Area = 25.262 ac Runoff Volume = 3.887 af Average Runoff Depth = 1.85"
82.11% Pervious = 20.743 ac 17.89% Impervious = 4.519 ac
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 15HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment A: (new Subcat)
Runoff = 7.04 cfs @ 12.10 hrs, Volume= 0.539 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
6.034 55 Woods, Good, HSG B
6.034 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 150 0.1200 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.3 132 0.1230 1.75 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.1 282 Total
Subcatchment A: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=6.034 ac
Runoff Volume=0.539 af
Runoff Depth=1.07"
Flow Length=282'
Tc=15.1 min
CN=55
7.04 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 16HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment C: (new Subcat)
Runoff = 10.69 cfs @ 12.02 hrs, Volume= 0.592 af, Depth= 1.77"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
0.823 75 1/4 acre lots, 38% imp, HSG B
2.721 58 Woods/grass comb., Good, HSG B
0.462 89 Paved roads w/open ditches, 50% imp, HSG B
4.006 65 Weighted Average
3.462 86.43% Pervious Area
0.544 13.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 125 0.2160 0.22 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
0.3 198 0.1570 10.38 166.12 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
9.7 323 Total
Subcatchment C: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=4.006 ac
Runoff Volume=0.592 af
Runoff Depth=1.77"
Flow Length=323'
Tc=9.7 min
CN=65
10.69 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 17HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E: (new Subcat)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 26.41 cfs @ 11.96 hrs, Volume= 1.224 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
5.477 75 1/4 acre lots, 38% imp, HSG B
0.181 89 Paved roads w/open ditches, 50% imp, HSG B
5.658 75 Weighted Average
3.486 61.62% Pervious Area
2.172 38.38% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment E: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=5.658 ac
Runoff Volume=1.224 af
Runoff Depth=2.60"
Tc=5.0 min
CN=75
26.41 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 18HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E2: (new Subcat)
Runoff = 2.28 cfs @ 12.20 hrs, Volume= 0.228 af, Depth= 1.07"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
2.551 55 Woods, Good, HSG B
2.551 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.6 150 0.0440 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 162 0.1320 1.82 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.8 311 0.0580 6.31 100.97 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
22.9 623 Total
Subcatchment E2: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=2.551 ac
Runoff Volume=0.228 af
Runoff Depth=1.07"
Flow Length=623'
Tc=22.9 min
CN=55
2.28 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 19HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E3: (new Subcat)
Runoff = 1.97 cfs @ 11.97 hrs, Volume= 0.098 af, Depth= 3.44"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
0.271 89 Paved roads w/open ditches, 50% imp, HSG B
0.071 65 Woods/grass comb., Fair, HSG B
0.342 84 Weighted Average
0.207 60.38% Pervious Area
0.136 39.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment E3: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=0.342 ac
Runoff Volume=0.098 af
Runoff Depth=3.44"
Tc=6.0 min
CN=84
1.97 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 20HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR B:
Runoff = 14.16 cfs @ 12.09 hrs, Volume= 0.969 af, Depth= 2.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
5.356 70 1/2 acre lots, 25% imp, HSG B
4.017 75.00% Pervious Area
1.339 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 150 0.0830 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.55"
5.1 212 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 123 0.1070 30.87 218.18 Pipe Channel, RCP_Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013 Concrete pipe, bends & connections
0.6 289 0.1110 8.39 134.31 Channel Flow,
Area= 16.0 sf Perim= 35.0' r= 0.46'
n= 0.035 Earth, dense weeds
16.4 774 Total
Subcatchment PR B:
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=5.356 ac
Runoff Volume=0.969 af
Runoff Depth=2.17"
Flow Length=774'
Tc=16.4 min
CN=70
14.16 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 21HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR D: (new Subcat)
Runoff = 3.10 cfs @ 12.14 hrs, Volume= 0.238 af, Depth= 2.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=5.18"
Area (ac) CN Description
1.315 70 1/2 acre lots, 25% imp, HSG B
0.986 75.00% Pervious Area
0.329 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 150 0.0730 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 139 0.0900 1.50 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 99 0.0250 9.40 16.61 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
1.1 511 0.0180 7.98 14.09 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.5 300 0.1380 9.73 155.75 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.1 1,199 Total
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 22HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcatchment PR D: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Type II 24-hr
10 Yr Rainfall=5.18"
Runoff Area=1.315 ac
Runoff Volume=0.238 af
Runoff Depth=2.17"
Flow Length=1,199'
Tc=20.1 min
CN=70
3.10 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 23HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Reach PRP: Proposed
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 25.262 ac, 17.89% Impervious, Inflow Depth = 1.85" for 10 Yr event
Inflow = 37.73 cfs @ 12.07 hrs, Volume= 3.887 af
Outflow = 37.73 cfs @ 12.07 hrs, Volume= 3.887 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Reach PRP: Proposed
Inflow
Outflow
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=25.262 ac
37.73 cfs37.73 cfs
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 24HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 16P: (new Pond)
[95] Warning: Outlet Device #3 rise exceeded
Inflow Area = 5.658 ac, 38.38% Impervious, Inflow Depth = 2.60" for 10 Yr event
Inflow = 26.41 cfs @ 11.96 hrs, Volume= 1.224 af
Outflow = 2.77 cfs @ 12.39 hrs, Volume= 1.224 af, Atten= 90%, Lag= 26.1 min
Primary = 2.77 cfs @ 12.39 hrs, Volume= 1.224 af
Routing by Stor-Ind method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Peak Elev= 510.53' @ 12.39 hrs Surf.Area= 8,370 sf Storage= 25,109 cf
Plug-Flow detention time= 465.4 min calculated for 1.223 af (100% of inflow)
Center-of-Mass det. time= 466.2 min ( 1,295.2 - 829.1 )
Volume Invert Avail.Storage Storage Description
#1 506.50' 38,677 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
506.50 4,234 0 0
507.50 5,175 4,705 4,705
508.50 6,172 5,674 10,378
509.50 7,225 6,699 17,077
510.50 8,335 7,780 24,857
511.50 9,502 8,919 33,775
512.00 10,107 4,902 38,677
Device Routing Invert Outlet Devices
#1 Primary 503.50'18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 503.50' / 502.80' S= 0.0100 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
#2 Device 1 503.50'4.0" Vert. Orifice/Grate C= 0.600
#3 Device 2 506.50'Sand Filter
Head (feet) 0.00 0.05 0.10 0.25 0.50 0.75 1.00 1.25 1.50 1.75
2.00 4.00
Disch. (cfs) 0.000 0.091 0.092 0.097 0.105 0.113 0.122 0.130
0.138 0.146 0.154 0.219
#4 Device 1 509.00'6.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 510.50'24.0" x 24.0" Horiz. Orifice/Grate X 0.80 C= 0.600
Limited to weir flow at low heads
#6 Primary 510.75'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.75 cfs @ 12.39 hrs HW=510.53' (Free Discharge)
1=Culvert (Passes 2.75 cfs of 21.23 cfs potential flow)
2=Orifice/Grate (Passes 0.22 cfs of 1.10 cfs potential flow)
3=Sand Filter (Custom Controls 0.22 cfs)
4=Orifice/Grate (Orifice Controls 2.42 cfs @ 4.84 fps)
5=Orifice/Grate (Weir Controls 0.11 cfs @ 0.45 fps)
6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr 10 Yr Rainfall=5.18"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 25HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Pond 16P: (new Pond)
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=5.658 ac
Peak Elev=510.53'
Storage=25,109 cf
26.41 cfs
2.77 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 26HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=6.034 ac 0.00% Impervious Runoff Depth=2.13"Subcatchment A: (new Subcat)
Flow Length=282' Tc=15.1 min CN=55 Runoff=15.60 cfs 1.071 af
Runoff Area=4.006 ac 13.57% Impervious Runoff Depth=3.11"Subcatchment C: (new Subcat)
Flow Length=323' Tc=9.7 min CN=65 Runoff=19.08 cfs 1.038 af
Runoff Area=5.658 ac 38.38% Impervious Runoff Depth=4.16"Subcatchment E: (new Subcat)
Tc=5.0 min CN=75 Runoff=41.77 cfs 1.961 af
Runoff Area=2.551 ac 0.00% Impervious Runoff Depth=2.13"Subcatchment E2: (new Subcat)
Flow Length=623' Tc=22.9 min CN=55 Runoff=5.15 cfs 0.453 af
Runoff Area=0.342 ac 39.62% Impervious Runoff Depth>5.15"Subcatchment E3: (new Subcat)
Tc=6.0 min CN=84 Runoff=2.89 cfs 0.147 af
Runoff Area=5.356 ac 25.00% Impervious Runoff Depth=3.63"Subcatchment PR B:
Flow Length=774' Tc=16.4 min CN=70 Runoff=23.90 cfs 1.619 af
Runoff Area=1.315 ac 25.00% Impervious Runoff Depth=3.63"Subcatchment PR D: (new Subcat)
Flow Length=1,199' Tc=20.1 min CN=70 Runoff=5.25 cfs 0.397 af
Inflow=92.59 cfs 6.686 afReach PRP: Proposed
Outflow=92.59 cfs 6.686 af
Peak Elev=511.29' Storage=31,805 cf Inflow=41.77 cfs 1.961 afPond 16P: (new Pond)
Outflow=27.83 cfs 1.961 af
Total Runoff Area = 25.262 ac Runoff Volume = 6.686 af Average Runoff Depth = 3.18"
82.11% Pervious = 20.743 ac 17.89% Impervious = 4.519 ac
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 27HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment A: (new Subcat)
Runoff = 15.60 cfs @ 12.09 hrs, Volume= 1.071 af, Depth= 2.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
6.034 55 Woods, Good, HSG B
6.034 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 150 0.1200 0.18 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.3 132 0.1230 1.75 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
15.1 282 Total
Subcatchment A: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=6.034 ac
Runoff Volume=1.071 af
Runoff Depth=2.13"
Flow Length=282'
Tc=15.1 min
CN=55
15.60 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 28HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment C: (new Subcat)
Runoff = 19.08 cfs @ 12.02 hrs, Volume= 1.038 af, Depth= 3.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
0.823 75 1/4 acre lots, 38% imp, HSG B
2.721 58 Woods/grass comb., Good, HSG B
0.462 89 Paved roads w/open ditches, 50% imp, HSG B
4.006 65 Weighted Average
3.462 86.43% Pervious Area
0.544 13.57% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 125 0.2160 0.22 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
0.3 198 0.1570 10.38 166.12 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
9.7 323 Total
Subcatchment C: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=4.006 ac
Runoff Volume=1.038 af
Runoff Depth=3.11"
Flow Length=323'
Tc=9.7 min
CN=65
19.08 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 29HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E: (new Subcat)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 41.77 cfs @ 11.96 hrs, Volume= 1.961 af, Depth= 4.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
5.477 75 1/4 acre lots, 38% imp, HSG B
0.181 89 Paved roads w/open ditches, 50% imp, HSG B
5.658 75 Weighted Average
3.486 61.62% Pervious Area
2.172 38.38% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment E: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=5.658 ac
Runoff Volume=1.961 af
Runoff Depth=4.16"
Tc=5.0 min
CN=75
41.77 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 30HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E2: (new Subcat)
Runoff = 5.15 cfs @ 12.18 hrs, Volume= 0.453 af, Depth= 2.13"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
2.551 55 Woods, Good, HSG B
2.551 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.6 150 0.0440 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 162 0.1320 1.82 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.8 311 0.0580 6.31 100.97 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
22.9 623 Total
Subcatchment E2: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)5
4
3
2
1
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=2.551 ac
Runoff Volume=0.453 af
Runoff Depth=2.13"
Flow Length=623'
Tc=22.9 min
CN=55
5.15 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 31HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E3: (new Subcat)
Runoff = 2.89 cfs @ 11.97 hrs, Volume= 0.147 af, Depth> 5.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
0.271 89 Paved roads w/open ditches, 50% imp, HSG B
0.071 65 Woods/grass comb., Fair, HSG B
0.342 84 Weighted Average
0.207 60.38% Pervious Area
0.136 39.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Subcatchment E3: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)3
2
1
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=0.342 ac
Runoff Volume=0.147 af
Runoff Depth>5.15"
Tc=6.0 min
CN=84
2.89 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 32HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR B:
Runoff = 23.90 cfs @ 12.09 hrs, Volume= 1.619 af, Depth= 3.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
5.356 70 1/2 acre lots, 25% imp, HSG B
4.017 75.00% Pervious Area
1.339 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 150 0.0830 0.24 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.55"
5.1 212 0.0190 0.69 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 123 0.1070 30.87 218.18 Pipe Channel, RCP_Round 36"
36.0" Round Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.013 Concrete pipe, bends & connections
0.6 289 0.1110 8.39 134.31 Channel Flow,
Area= 16.0 sf Perim= 35.0' r= 0.46'
n= 0.035 Earth, dense weeds
16.4 774 Total
Subcatchment PR B:
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=5.356 ac
Runoff Volume=1.619 af
Runoff Depth=3.63"
Flow Length=774'
Tc=16.4 min
CN=70
23.90 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 33HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment PR D: (new Subcat)
Runoff = 5.25 cfs @ 12.13 hrs, Volume= 0.397 af, Depth= 3.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr 50 Yr Rainfall=7.01"
Area (ac) CN Description
1.315 70 1/2 acre lots, 25% imp, HSG B
0.986 75.00% Pervious Area
0.329 25.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.8 150 0.0730 0.15 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.55"
1.5 139 0.0900 1.50 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.2 99 0.0250 9.40 16.61 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
1.1 511 0.0180 7.98 14.09 Pipe Channel, RCP_Round 18"
18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38'
n= 0.013 Concrete pipe, bends & connections
0.5 300 0.1380 9.73 155.75 Channel Flow,
Area= 16.0 sf Perim= 33.0' r= 0.48'
n= 0.035 Earth, dense weeds
20.1 1,199 Total
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 34HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcatchment PR D: (new Subcat)
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)5
4
3
2
1
0
Type II 24-hr
50 Yr Rainfall=7.01"
Runoff Area=1.315 ac
Runoff Volume=0.397 af
Runoff Depth=3.63"
Flow Length=1,199'
Tc=20.1 min
CN=70
5.25 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 35HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Reach PRP: Proposed
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 25.262 ac, 17.89% Impervious, Inflow Depth = 3.18" for 50 Yr event
Inflow = 92.59 cfs @ 12.05 hrs, Volume= 6.686 af
Outflow = 92.59 cfs @ 12.05 hrs, Volume= 6.686 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Reach PRP: Proposed
Inflow
Outflow
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=25.262 ac
92.59 cfs92.59 cfs
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 36HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 16P: (new Pond)
[95] Warning: Outlet Device #3 rise exceeded
Inflow Area = 5.658 ac, 38.38% Impervious, Inflow Depth = 4.16" for 50 Yr event
Inflow = 41.77 cfs @ 11.96 hrs, Volume= 1.961 af
Outflow = 27.83 cfs @ 12.03 hrs, Volume= 1.961 af, Atten= 33%, Lag= 4.5 min
Primary = 27.83 cfs @ 12.03 hrs, Volume= 1.961 af
Routing by Stor-Ind method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Peak Elev= 511.29' @ 12.03 hrs Surf.Area= 9,257 sf Storage= 31,805 cf
Plug-Flow detention time= 311.8 min calculated for 1.960 af (100% of inflow)
Center-of-Mass det. time= 312.7 min ( 1,128.4 - 815.6 )
Volume Invert Avail.Storage Storage Description
#1 506.50' 38,677 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
506.50 4,234 0 0
507.50 5,175 4,705 4,705
508.50 6,172 5,674 10,378
509.50 7,225 6,699 17,077
510.50 8,335 7,780 24,857
511.50 9,502 8,919 33,775
512.00 10,107 4,902 38,677
Device Routing Invert Outlet Devices
#1 Primary 503.50'18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 503.50' / 502.80' S= 0.0100 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
#2 Device 1 503.50'4.0" Vert. Orifice/Grate C= 0.600
#3 Device 2 506.50'Sand Filter
Head (feet) 0.00 0.05 0.10 0.25 0.50 0.75 1.00 1.25 1.50 1.75
2.00 4.00
Disch. (cfs) 0.000 0.091 0.092 0.097 0.105 0.113 0.122 0.130
0.138 0.146 0.154 0.219
#4 Device 1 509.00'6.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 510.50'24.0" x 24.0" Horiz. Orifice/Grate X 0.80 C= 0.600
Limited to weir flow at low heads
#6 Primary 510.75'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=26.74 cfs @ 12.03 hrs HW=511.27' (Free Discharge)
1=Culvert (Passes 16.91 cfs of 22.45 cfs potential flow)
2=Orifice/Grate (Passes 0.22 cfs of 1.16 cfs potential flow)
3=Sand Filter (Custom Controls 0.22 cfs)
4=Orifice/Grate (Orifice Controls 3.19 cfs @ 6.38 fps)
5=Orifice/Grate (Orifice Controls 13.50 cfs @ 3.37 fps)
6=Broad-Crested Rectangular Weir (Weir Controls 9.83 cfs @ 1.90 fps)
Type II 24-hr 50 Yr Rainfall=7.01"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 37HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Pond 16P: (new Pond)
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)46
44
42
40
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=5.658 ac
Peak Elev=511.29'
Storage=31,805 cf
41.77 cfs
27.83 cfs
Basin 1 Sand Filter
WQv Rainfall = 1 inch
Total Area = 5.658 acres
Impervious = 2.26 acres
% Imp = 40%
Rv = 0.05+(0.009I)
Rv = 0.41
WQv = 0.193 ac‐ft
WQv = 8404 cu‐ft
Forebay Vol = 1681 cu‐ft (required) 1120.508 sf @ 1.5' high
Filtration Media Surface Area
Af = (WQv)(df)/[(k)(hf+df)(tf)]
WQv 8404 cubic‐feet water quality volume
Top of Sand 506.25 ft
WQv Elev 507.41 ft
hf 0.58 ft average height of water above surface of bed
df 2.5 ft filter bed depth
k 3.5 ft/day coefficient of permeability (3.5 feet/day)
tf 2 days
Af 974 square feet minimum required area of sand filter
Af 2000 square feet area provided
WQv Provided 17248 cubic‐feet
Flow Rate Rating Curve
Q = (Af)[3.5*(hf+df)]/df
Sand filter surface elevation = 506.25 ft
Water Quality Volume Elevation = 507.41 ft
Area of Sand filter = 2000 sf
df = 2.5 ft
elev. flow
(ft) (cfs)
506.50 0.000
506.55 0.091
506.60 0.092
506.75 0.097
507.00 0.105
507.25 0.113
507.50 0.122
507.75 0.130
508.00 0.138
508.25 0.146
508.50 0.154
510.50 0.219
E WQ
MOD CN
18P
(new Pond)
Routing Diagram for Lindsay Meadows
Prepared by {enter your company name here}, Printed 6/25/2018
HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 2HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Pipe Listing (selected nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Diam/Width
(inches)
Height
(inches)
Inside-Fill
(inches)
1 18P 503.50 502.80 70.0 0.0100 0.013 18.0 0.0 0.0
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 3HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Time span=5.00-96.00 hrs, dt=0.05 hrs, 1821 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=5.658 ac 38.38% Impervious Runoff Depth=0.41"Subcatchment E WQ: MOD CN
Tc=5.0 min CN=75 Runoff=3.81 cfs 0.194 af
Peak Elev=507.41' Storage=4,260 cf Inflow=3.81 cfs 0.194 afPond 18P: (new Pond)
Outflow=0.12 cfs 0.194 af
Total Runoff Area = 5.658 ac Runoff Volume = 0.194 af Average Runoff Depth = 0.41"
61.62% Pervious = 3.486 ac 38.38% Impervious = 2.172 ac
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 4HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Subcatchment E WQ: MOD CN
[49] Hint: Tc<2dt may require smaller dt
Runoff = 3.81 cfs @ 11.98 hrs, Volume= 0.194 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Type II 24-hr WQV Rainfall=2.06"
Area (ac) CN Description
5.477 75 1/4 acre lots, 38% imp, HSG B
0.181 89 Paved roads w/open ditches, 50% imp, HSG B
5.658 75 Weighted Average
3.486 61.62% Pervious Area
2.172 38.38% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment E WQ: MOD CN
Runoff
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)4
3
2
1
0
Type II 24-hr
WQV Rainfall=2.06"
Runoff Area=5.658 ac
Runoff Volume=0.194 af
Runoff Depth=0.41"
Tc=5.0 min
CN=75
3.81 cfs
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 5HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment E WQ: MOD CN
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
5.00 0.13 0.00 0.00
6.00 0.16 0.00 0.00
7.00 0.20 0.00 0.00
8.00 0.25 0.00 0.00
9.00 0.30 0.00 0.00
10.00 0.37 0.00 0.00
11.00 0.48 0.00 0.00
12.00 1.37 0.12 3.63
13.00 1.59 0.20 0.29
14.00 1.69 0.24 0.19
15.00 1.76 0.27 0.15
16.00 1.81 0.29 0.12
17.00 1.86 0.31 0.11
18.00 1.90 0.33 0.10
19.00 1.93 0.35 0.09
20.00 1.96 0.36 0.07
21.00 1.99 0.37 0.07
22.00 2.01 0.39 0.07
23.00 2.04 0.40 0.07
24.00 2.06 0.41 0.07
25.00 2.06 0.41 0.00
26.00 2.06 0.41 0.00
27.00 2.06 0.41 0.00
28.00 2.06 0.41 0.00
29.00 2.06 0.41 0.00
30.00 2.06 0.41 0.00
31.00 2.06 0.41 0.00
32.00 2.06 0.41 0.00
33.00 2.06 0.41 0.00
34.00 2.06 0.41 0.00
35.00 2.06 0.41 0.00
36.00 2.06 0.41 0.00
37.00 2.06 0.41 0.00
38.00 2.06 0.41 0.00
39.00 2.06 0.41 0.00
40.00 2.06 0.41 0.00
41.00 2.06 0.41 0.00
42.00 2.06 0.41 0.00
43.00 2.06 0.41 0.00
44.00 2.06 0.41 0.00
45.00 2.06 0.41 0.00
46.00 2.06 0.41 0.00
47.00 2.06 0.41 0.00
48.00 2.06 0.41 0.00
49.00 2.06 0.41 0.00
50.00 2.06 0.41 0.00
51.00 2.06 0.41 0.00
52.00 2.06 0.41 0.00
53.00 2.06 0.41 0.00
54.00 2.06 0.41 0.00
55.00 2.06 0.41 0.00
56.00 2.06 0.41 0.00
57.00 2.06 0.41 0.00
Time
(hours)
Precip.
(inches)
Excess
(inches)
Runoff
(cfs)
58.00 2.06 0.41 0.00
59.00 2.06 0.41 0.00
60.00 2.06 0.41 0.00
61.00 2.06 0.41 0.00
62.00 2.06 0.41 0.00
63.00 2.06 0.41 0.00
64.00 2.06 0.41 0.00
65.00 2.06 0.41 0.00
66.00 2.06 0.41 0.00
67.00 2.06 0.41 0.00
68.00 2.06 0.41 0.00
69.00 2.06 0.41 0.00
70.00 2.06 0.41 0.00
71.00 2.06 0.41 0.00
72.00 2.06 0.41 0.00
73.00 2.06 0.41 0.00
74.00 2.06 0.41 0.00
75.00 2.06 0.41 0.00
76.00 2.06 0.41 0.00
77.00 2.06 0.41 0.00
78.00 2.06 0.41 0.00
79.00 2.06 0.41 0.00
80.00 2.06 0.41 0.00
81.00 2.06 0.41 0.00
82.00 2.06 0.41 0.00
83.00 2.06 0.41 0.00
84.00 2.06 0.41 0.00
85.00 2.06 0.41 0.00
86.00 2.06 0.41 0.00
87.00 2.06 0.41 0.00
88.00 2.06 0.41 0.00
89.00 2.06 0.41 0.00
90.00 2.06 0.41 0.00
91.00 2.06 0.41 0.00
92.00 2.06 0.41 0.00
93.00 2.06 0.41 0.00
94.00 2.06 0.41 0.00
95.00 2.06 0.41 0.00
96.00 2.06 0.41 0.00
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 6HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Summary for Pond 18P: (new Pond)
Inflow Area = 5.658 ac, 38.38% Impervious, Inflow Depth = 0.41" for WQV event
Inflow = 3.81 cfs @ 11.98 hrs, Volume= 0.194 af
Outflow = 0.12 cfs @ 16.25 hrs, Volume= 0.194 af, Atten= 97%, Lag= 256.6 min
Primary = 0.12 cfs @ 16.25 hrs, Volume= 0.194 af
Routing by Stor-Ind method, Time Span= 5.00-96.00 hrs, dt= 0.05 hrs
Peak Elev= 507.41' @ 16.25 hrs Surf.Area= 5,093 sf Storage= 4,260 cf
Plug-Flow detention time= 438.3 min calculated for 0.194 af (100% of inflow)
Center-of-Mass det. time= 438.4 min ( 1,326.5 - 888.1 )
Volume Invert Avail.Storage Storage Description
#1 506.50' 38,677 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
506.50 4,234 0 0
507.50 5,175 4,705 4,705
508.50 6,172 5,674 10,378
509.50 7,225 6,699 17,077
510.50 8,335 7,780 24,857
511.50 9,502 8,919 33,775
512.00 10,107 4,902 38,677
Device Routing Invert Outlet Devices
#1 Primary 503.50'18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 503.50' / 502.80' S= 0.0100 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf
#2 Device 1 503.50'4.0" Vert. Orifice/Grate C= 0.600
#3 Device 2 506.50'Sand Filter
Head (feet) 0.00 0.05 0.10 0.25 0.50 0.75 1.00 1.25 1.50 1.75
2.00 4.00
Disch. (cfs) 0.000 0.091 0.092 0.097 0.105 0.113 0.122 0.130
0.138 0.146 0.154 0.219
#4 Device 1 509.00'6.0" W x 12.0" H Vert. Orifice/Grate C= 0.600
#5 Device 1 510.50'24.0" x 24.0" Horiz. Orifice/Grate X 0.80 C= 0.600
Limited to weir flow at low heads
#6 Primary 510.75'10.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.12 cfs @ 16.25 hrs HW=507.41' (Free Discharge)
1=Culvert (Passes 0.12 cfs of 15.01 cfs potential flow)
2=Orifice/Grate (Passes 0.12 cfs of 0.81 cfs potential flow)
3=Sand Filter (Custom Controls 0.12 cfs)
4=Orifice/Grate ( Controls 0.00 cfs)
5=Orifice/Grate ( Controls 0.00 cfs)
6=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 7HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Pond 18P: (new Pond)
Inflow
Primary
Hydrograph
Time (hours)
9590858075706560555045403530252015105Flow (cfs)4
3
2
1
0
Inflow Area=5.658 ac
Peak Elev=507.41'
Storage=4,260 cf
3.81 cfs
0.12 cfs
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 8HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Hydrograph for Pond 18P: (new Pond)
Time
(hours)
Inflow
(cfs)
Storage
(cubic-feet)
Elevation
(feet)
Primary
(cfs)
5.00 0.00 0 506.50 0.00
7.50 0.00 0 506.50 0.00
10.00 0.00 0 506.50 0.00
12.50 0.44 3,151 507.19 0.11
15.00 0.15 4,184 507.40 0.12
17.50 0.11 4,231 507.41 0.12
20.00 0.07 3,982 507.36 0.12
22.50 0.07 3,583 507.28 0.11
25.00 0.00 2,952 507.15 0.11
27.50 0.00 1,993 506.95 0.10
30.00 0.00 1,091 506.75 0.10
32.50 0.00 246 506.56 0.09
35.00 0.00 5 506.50 0.00
37.50 0.00 0 506.50 0.00
40.00 0.00 0 506.50 0.00
42.50 0.00 0 506.50 0.00
45.00 0.00 0 506.50 0.00
47.50 0.00 0 506.50 0.00
50.00 0.00 0 506.50 0.00
52.50 0.00 0 506.50 0.00
55.00 0.00 0 506.50 0.00
57.50 0.00 0 506.50 0.00
60.00 0.00 0 506.50 0.00
62.50 0.00 0 506.50 0.00
65.00 0.00 0 506.50 0.00
67.50 0.00 0 506.50 0.00
70.00 0.00 0 506.50 0.00
72.50 0.00 0 506.50 0.00
75.00 0.00 0 506.50 0.00
77.50 0.00 0 506.50 0.00
80.00 0.00 0 506.50 0.00
82.50 0.00 0 506.50 0.00
85.00 0.00 0 506.50 0.00
87.50 0.00 0 506.50 0.00
90.00 0.00 0 506.50 0.00
92.50 0.00 0 506.50 0.00
95.00 0.00 0 506.50 0.00
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 9HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 18P: (new Pond)
Elevation
(feet)
Primary
(cfs)
506.50 0.00
506.54 0.07
506.58 0.09
506.62 0.09
506.66 0.09
506.70 0.10
506.74 0.10
506.78 0.10
506.82 0.10
506.86 0.10
506.90 0.10
506.94 0.10
506.98 0.10
507.02 0.11
507.06 0.11
507.10 0.11
507.14 0.11
507.18 0.11
507.22 0.11
507.26 0.11
507.30 0.11
507.34 0.12
507.38 0.12
507.42 0.12
507.46 0.12
507.50 0.12
507.54 0.12
507.58 0.12
507.62 0.13
507.66 0.13
507.70 0.13
507.74 0.13
507.78 0.13
507.82 0.13
507.86 0.13
507.90 0.13
507.94 0.14
507.98 0.14
508.02 0.14
508.06 0.14
508.10 0.14
508.14 0.14
508.18 0.14
508.22 0.15
508.26 0.15
508.30 0.15
508.34 0.15
508.38 0.15
508.42 0.15
508.46 0.15
508.50 0.15
508.54 0.16
508.58 0.16
Elevation
(feet)
Primary
(cfs)
508.62 0.16
508.66 0.16
508.70 0.16
508.74 0.16
508.78 0.16
508.82 0.16
508.86 0.17
508.90 0.17
508.94 0.17
508.98 0.17
509.02 0.18
509.06 0.20
509.10 0.22
509.14 0.26
509.18 0.30
509.22 0.34
509.26 0.39
509.30 0.44
509.34 0.50
509.38 0.56
509.42 0.62
509.46 0.69
509.50 0.75
509.54 0.82
509.58 0.90
509.62 0.97
509.66 1.05
509.70 1.13
509.74 1.22
509.78 1.30
509.82 1.39
509.86 1.48
509.90 1.57
509.94 1.66
509.98 1.76
510.02 1.85
510.06 1.93
510.10 2.01
510.14 2.08
510.18 2.14
510.22 2.21
510.26 2.27
510.30 2.33
510.34 2.39
510.38 2.44
510.42 2.50
510.46 2.55
510.50 2.60
510.54 2.82
510.58 3.17
510.62 3.61
510.66 4.13
510.70 4.71
Elevation
(feet)
Primary
(cfs)
510.74 5.34
510.78 6.16
510.82 7.22
510.86 8.44
510.90 9.79
510.94 11.26
510.98 12.85
511.02 14.55
511.06 16.35
511.10 18.24
511.14 20.23
511.18 22.34
511.22 24.56
511.26 26.44
511.30 28.09
511.34 29.80
511.38 31.46
511.42 33.11
511.46 34.80
511.50 36.51
511.54 38.25
511.58 40.02
511.62 41.82
511.66 43.65
511.70 45.50
511.74 47.38
511.78 49.31
511.82 51.28
511.86 53.28
511.90 55.32
511.94 57.38
511.98 59.40
Type II 24-hr WQV Rainfall=2.06"Lindsay Meadows
Printed 6/25/2018Prepared by {enter your company name here}
Page 10HydroCAD® 10.00-19 s/n 08568 © 2016 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 18P: (new Pond)
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
506.50 4,234 0
506.60 4,328 428
506.70 4,422 866
506.80 4,516 1,313
506.90 4,610 1,769
507.00 4,705 2,235
507.10 4,799 2,710
507.20 4,893 3,194
507.30 4,987 3,688
507.40 5,081 4,192
507.50 5,175 4,705
507.60 5,275 5,227
507.70 5,374 5,759
507.80 5,474 6,302
507.90 5,574 6,854
508.00 5,674 7,417
508.10 5,773 7,989
508.20 5,873 8,571
508.30 5,973 9,164
508.40 6,072 9,766
508.50 6,172 10,378
508.60 6,277 11,000
508.70 6,383 11,633
508.80 6,488 12,277
508.90 6,593 12,931
509.00 6,699 13,596
509.10 6,804 14,271
509.20 6,909 14,956
509.30 7,014 15,653
509.40 7,120 16,359
509.50 7,225 17,077
509.60 7,336 17,805
509.70 7,447 18,544
509.80 7,558 19,294
509.90 7,669 20,055
510.00 7,780 20,828
510.10 7,891 21,611
510.20 8,002 22,406
510.30 8,113 23,212
510.40 8,224 24,029
510.50 8,335 24,857
510.60 8,452 25,696
510.70 8,568 26,547
510.80 8,685 27,410
510.90 8,802 28,284
511.00 8,919 29,170
511.10 9,035 30,068
511.20 9,152 30,977
511.30 9,269 31,898
511.40 9,385 32,831
511.50 9,502 33,775
511.60 9,623 34,731
511.70 9,744 35,700
Elevation
(feet)
Surface
(sq-ft)
Storage
(cubic-feet)
511.80 9,865 36,680
511.90 9,986 37,673
512.00 10,107 38,677

June 28, 2018 Cardno, Inc. C-1
Storm Water Management Plan
Lindsay Meadows Subdivision

APPENDIX
HYDRAULIC ANALYSIS
Appendix C Storm Water Management Plan
Hydrologic Analysis Lindsay Meadows Subdivision

June 28, 2018 Cardno, Inc. C-1
Storm Water Management Plan
Appendix C
Hydraulic Analysis
C.1 Storm Sewer Design Calculations
C.2 Storm Sewer Spread Calculations
C.3 Rip Rap Outlet Calculations

SHT1Project:Lindsay MeadowsJob No.:AH4R17004Revised:10Yr Design Stormn=0.012Intensity Reference:Revised:Cap.25 YEAR HYDRAULIC GRADE LINECumul Delta t Sum tFlowing % Full25 Yr Rainfall Discharge Slope Minor 25 Yr HGLIndex CA Min. Min. in/hr CFS FullIntensity Q % Lossesw/o minor lossesCB-13 9+06.91 0.09 0.090.60 5.005.00 6.70 0.36535.99 539.740.00 0.60 0.05 22.00 15 1.00% 5.7 7.0 5% OK2.31ft. cover7.58 0.41 0.0034 -536.993.75ft. depthokCB-12 8+84.91 0.13 0.22 0.60 0.06 5.06 6.68 0.88535.67 535.77 539.740.10 DROPmatch crown/0.1 min0.00 0.60 0.13 43.44 15 1.00% 5.7 7.0 13% OK2.53ft. cover7.56 1.00 0.0202 -536.674.07ft. depthokCB-11 8+41.47 0.04 0.26 0.60 0.13 5.19 6.64 1.04535.14 535.24 538.830.10 DROPmatch crown/0.1 min0.00 0.60 0.16 22.00 15 1.00% 5.7 7.0 15% OK2.15ft. cover7.52 1.18 0.0283 -536.143.69ft. depthokCB-7 8+19.47530.50 534.92 538.834.42 DROPmatch crown/0.1 min2.47ft. cover531.508.33ft. depthok0.00match crown/0.1 minCB-10 8+19.47 0.13 0.130.60 5.005.00 6.70 0.53531.92 539.740.00 0.60 0.08 28.90 15 1.00% 5.7 7.0 8% OK6.38ft. cover7.58 0.60 0.0073 -532.927.82ft. depthokCB-9 7+90.57 0.07 0.20 0.60 0.08 5.08 6.67 0.82531.53 531.63 535.350.10 DROPmatch crown/0.1 min0.00 0.60 0.12 81.03 15 0.50% 4.0 5.0 16% OK2.28ft. cover7.55 0.92 0.0174 -532.533.82ft. depthokCB-8 7+09.54 0.07 0.32 0.60 0.33 5.42 6.57 1.25531.02 531.12 535.350.10 DROPmatch crown/0.1 min0.04 0.60 0.19 83.88 15 0.50% 4.0 5.0 25% OK2.79ft. cover7.44 1.41 0.0404 -532.024.33ft. depthokCB-7 6+25.66 0.09 0.67 0.60 0.35 5.76 6.47 2.60530.50 530.60 538.830.10 DROPmatch crown/0.1 min0.26 0.60 0.40 77.75 15 0.50% 4.0 5.0 52% OK6.79ft. cover7.32 2.94 0.1756 -531.508.33ft. depthokCB-6 5+47.91 0.09 0.76 0.60 0.32 6.08 6.38 2.90530.01 530.11 537.710.10 DROPmatch crown/0.1 min0.00 0.60 0.45 138.49 15 2.01% 8.1 9.9 29% OK6.16ft. cover7.22 3.29 0.2192 -531.017.70ft. depthokCB-5 4+09.42 0.22 1.96 0.60 0.28 6.37 6.30 7.40526.88 527.23 532.010.35 DROPmatch crown/0.1 min0.98 0.60 1.17 155.30 18 1.00% 6.5 11.4 65% OK3.34ft. cover7.14 8.37 0.5386 -528.085.13ft. depthokCB-4 2+54.12 0.19 2.90 0.60 0.40 6.77 6.19 10.78525.23 525.33 530.180.10 DROPmatch crown/0.1 min0.75 0.60 1.74 46.77 18 4.47% 13.7 24.1 45% OK3.14ft. cover7.02 12.20 1.1440 -526.434.95ft. depthokCB-3 2+07.35 0.73 3.63 0.60 0.06 6.83 6.18 13.47523.04 523.14 527.930.10 DROPmatch crown/0.1 min0.00 0.60 2.18 163.96 18 9.00% 19.4 34.2 39% OK3.08ft. cover7.00 15.26 1.7881 -524.244.89ft. depthokCB-2 0+43.39 0.00 3.63 0.60 0.14 6.97 6.14 13.39507.79 508.29 512.790.50 DROPmatch crown/0.1 min0.00 0.60 2.18 43.39 24 0.40% 4.9 15.5 86% OK2.75ft. cover6.96 15.17 0.3811 -509.395.00ft. depthokFES-1 0+00.00507.62 510.330.00 DROPmatch crown/0.1 min0.46ft. cover509.22okmatch crown/0.1 min Dia. InTCTime Drainage AreaCSTORM SEWER COMPUTATION SHEETDate:By:8/10/18PFDChecked:Status OUT INStruc.Cumul.TribRemarksSlope% VelIntensityDes QLength ft.Struc.Sta.Union County NCW:\American Homes\Waxhaw\Civil\Design\Calculations\Stormwater\Storm Sewer\StmCalc Lindsay Meadows.xlsx 1 of 18/10/20182:21 PM
SHT2Project:Lindsay MeadowsJob No.:AH4R17004Revised:10Yr Design Stormn=0.012Intensity Reference:Revised:Cap.25 YEAR HYDRAULIC GRADE LINECumul Delta t Sum tFlowing % Full25 Yr Rainfall Discharge Slope Minor 25 Yr HGLIndex CA Min. Min. in/hr CFS FullIntensity Q % Lossesw/o minor lossesCB-16 0+22.00 0.04 0.040.605.00 5.00 6.70 0.16534.19 535.35match crown/0.1 min0.00 0.60 0.02 22.00 15 1.00% 5.7 7.0 2% OK-0.28ft. cover7.58 0.18 0.0007 -535.191.16ft. depthokCB-8 0+00.00531.02 533.97 535.352.95 DROPmatch crown/0.1 min-0.06ft. cover532.024.33ft. depthokmatch crown/0.1 min CB-15 0+22.00 0.98 0.980.605.00 5.00 6.70 3.94527.45 532.01match crown/0.1 min0.00 0.60 0.59 22.00 15 1.00% 5.7 7.0 56% OK3.12ft. cover7.58 4.46 0.4036 -528.454.56ft. depthokCB-5 0+00.00526.88 527.23 532.010.35 DROPmatch crown/0.1 min3.34ft. cover528.085.13ft. depthokmatch crown/0.1 min CB-14 0+23.03 0.75 0.750.605.00 5.00 6.70 3.01526.65 530.19match crown/0.1 min0.00 0.60 0.45 23.03 15 1.00% 5.7 7.0 43% OK2.10ft. cover7.58 3.41 0.2364 -527.653.54ft. depthokCB-4 0+00.00525.23 526.42 530.181.19 DROPmatch crown/0.1 min2.32ft. cover526.434.95ft. depthokmatch crown/0.1 min CB-17 0+44.00 0.77 0.770.605.00 5.00 6.70 3.09506.22 509.13match crown/0.1 min0.00 0.60 0.46 44.00 15 0.50% 4.0 5.0 62% OK1.47ft. cover7.58 3.50 0.2492 -507.222.91ft. depthokFES-2 0+00.00506.00 508.000.00 DROPmatch crown/0.1 min0.56ft. cover507.00okmatch crown/0.1 min Checked:Status OutUnion County NCVelIntensityDes QLength ft.Dia. InTimeStruc.Sta.STORM SEWER COMPUTATION SHEETDate:By:8/10/18PFDIn Drainage AreaCRemarksSlope% TCStruc.Cumul.TribW:\American Homes\Waxhaw\Civil\Design\Calculations\Stormwater\Storm Sewer\StmCalc Lindsay Meadows.xlsx 1 of 18/10/20182:21 PM
SHT3Project:Lindsay MeadowsJob No.:AH4R17004Revised:10Yr Design Stormn=0.012Intensity Reference:Revised:Cap.25 YEAR HYDRAULIC GRADE LINECumul Delta t Sum tFlowing % Full25 Yr Rainfall Discharge Slope Minor 25 Yr HGLIndex CA Min. Min. in/hr CFS FullIntensity Q % Lossesw/o minor lossesMH-26 7+63.27 0.61 0.610.6010.00 10.00 5.46 2.00541.26 544.560.00 0.60 0.37 34.07 15 1.00% 5.7 7.0 29% OK1.86ft. cover6.20 2.27 0.1047 -542.263.30ft. depthokMH-25 7+29.20 0.00 0.61 0.60 0.10 10.10 5.44 1.99539.72 540.92 546.181.20 DROPmatch crown/0.1 min0.00 0.60 0.37 166.97 15 1.00% 5.7 7.0 28% OK3.82ft. cover6.18 2.26 0.1039 -540.726.46ft. depthokMH-24 5+62.23 1.32 1.320.6010.00 10.00 5.46 4.31537.80 538.05 541.830.25match crown/0.1 min0.00 0.60 0.79 243.06 18 1.00% 6.5 11.4 38% OK2.32ft. cover6.20 4.89 0.1840 -539.004.03ft. depthokMH-23 3+19.17 0.00 1.32 0.60 0.63 10.63 5.34 4.22535.27 535.37 544.140.10 DROPmatch crown/0.1 min0.00 0.60 0.79 67.20 18 1.00% 6.5 11.4 37% OK7.06ft. cover6.07 4.79 0.1761 -536.478.87ft. depthokMH-22 2+51.97 0.00 1.32 0.60 0.17 10.80 5.31 4.19534.50 534.60 544.060.10 DROPmatch crown/0.1 min0.00 0.60 0.79 218.53 18 5.76% 15.5 27.4 15% OK7.75ft. cover6.03 4.76 0.1741 -535.709.56ft. depthokMH-21 0+33.44 5.36 6.67 0.60 0.24 11.04 5.27 21.09519.00 521.91 527.982.91 DROPmatch crown/0.1 min0.00 0.60 4.00 33.44 36 0.50% 7.2 51.2 41% OK4.36ft. cover5.99 23.96 0.1094 -521.408.98ft. depthokFES-20 0+00.00518.83 518.830.00 DROPmatch crown/0.1 minft. cover521.23ft. depthmatch crown/0.1 min match crown/0.1 min match crown/0.1 min match crown/0.1 min match crown/0.1 min match crown/0.1 min match crown/0.1 min match crown/0.1 min Union County NCDia. InTCStruc.Sta.STORM SEWER COMPUTATION SHEETDate:By:8/10/18PFDChecked:Status OUT INStruc.Cumul.TribTime Drainage AreaCRemarksSlope% VelIntensityDes QLength ft.W:\American Homes\Waxhaw\Civil\Design\Calculations\Stormwater\Storm Sewer\StmCalc Lindsay Meadows.xlsx 1 of 18/10/20182:22 PM
Project:Lindsay MeadowsJob No.:AH4R17004GutterEoIndex(ft/ft) Cht 2ACB-15 CI Gutter Flow 1.02 4.00 0.65 2.65 Bypass 2.65 0.0190 0.0313 0.0417 0.6800 23 0.016 4.66 0.28 2.72 No BypassCB-14 CI Gutter Flow 0.73 4.00 0.65 1.90 1.90 0.0400 0.0313 0.0417 0.6800 28 0.016 3.57 0.21 2.13 No BypassCB-3 CI Sag 0.75 4.00 0.65 1.95 1.95 - 0.0313 0.0417 0.6800 "---" 0.016 3.22 0.19 1.93 0.02CB-6 CI Gutter Flow 0.09 4.00 0.65 0.23 0.00 0.23 0.0480 0.0313 0.0417 0.6800 30 0.016 1.57 0.09 0.58 No BypassCB-5 CI Gutter Flow 0.22 4.00 0.65 0.57 0.57 0.0190 0.0313 0.0417 0.6800 230.016 2.62 0.16 1.04 No BypassCB-4 CI Gutter Flow 0.19 4.00 0.65 0.49 0.49 0.0480 0.0313 0.0417 0.6800 300.016 2.08 0.12 0.93 No BypassCB-12 CI Gutter Flow 0.13 4.00 0.65 0.34 0.00 0.34 0.0190 0.0313 0.0417 0.6800 23 0.016 2.15 0.13 0.75 No BypassCB-13 CI Gutter Flow 0.09 4.00 0.65 0.23 0.00 0.23 0.0190 0.0313 0.0417 0.6800 23 0.016 1.87 0.11 0.60 No BypassCB-16 CI Gutter Flow 0.04 4.00 0.65 0.10 0.10 0.0260 0.0313 0.0417 0.6800 24 0.016 1.30 0.08 0.34 No BypassCB-10 CI Gutter Flow 0.19 4.00 0.65 0.49 0.49 0.0450 0.0313 0.0417 0.6800 29 0.016 2.11 0.13 0.91 No BypassCurb InletCurb InletCurb InletFlow TypeInlet Capacity (cfs)Weighted CTributary Area (Ac)Intensity (in/hr)Long. (ft/ft)Trans. (ft/ft)NSurface Q (cfs)Bypass Q (cfs)SlopeSPREAD COMPUTATION SHEETDate:By:8/10/18PFDCurb InletCurb InletChecked:K (Figure 5-1)T - Spread (ft)D - Depth (ft)Total Q (cfs)BypassQ (cfs)To InletMecklenburg County NCCommentsStruc.Struc.SumpCurb InletCurb InletCurb InletCurb InletCurb InletW:\American Homes\Waxhaw\Civil\Design\Calculations\Stormwater\Storm Sewer\SpreadCalc Lindsay Meadows.xlsx1 of 18/10/20182:23 PM
Project:Lindsay MeadowsJob No.:GutterEoIndex(ft/ft) Cht 2ACB-8 CI Gutter Flow 0.09 4.00 0.65 0.23 Bypass 0.23 0.0260 0.0313 0.0417 0.6800 24 0.016 1.77 0.11 0.56 No BypassCB-9 CI Gutter Flow 0.07 4.00 0.65 0.18 0.18 0.0480 0.0313 0.0417 0.6800 300.016 1.43 0.09 0.50 No BypassCommentsQ (cfs)To InletCurb InletCurb InletT - Spread (ft)Struc.Struc.Flow TypeTributary Area (Ac)Intensity (in/hr)Weighted CD - Depth (ft)Inlet Capacity (cfs)BypassSurface Q (cfs)Bypass Q (cfs)Total Q (cfs)SlopeLong. (ft/ft)Trans. (ft/ft)K (Figure 5-1)NMecklenburg County NCChecked:SPREAD COMPUTATION SHEETDate:8/10/18By:PFDW:\American Homes\Waxhaw\Civil\Design\Calculations\Stormwater\Storm Sewer\SpreadCalc Lindsay Meadows.xlsx1 of 18/10/20182:23 PM

June 28, 2018 Cardno, Inc. C-1
Storm Water Management Plan
Lindsay Meadows Subdivision

APPENDIX
REFERENCE MATERIAL
Appendix D Storm Water Management Plan
Hydrologic Analysis Lindsay Meadows Subdivision

June 28, 2018 Cardno, Inc. C-1
Storm Water Management Plan
Appendix D
Reference Material
D.1 Web Soil Survey – Soils Group Report
D.2 NOAA Precipitation Data Table

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 (A/D, 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
Hydrologic Soil Group—Union County, North Carolina Lindsay Meadows - Waxhaw, NC
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/31/2018
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