Rolling Oaks MC Ph 2-SY190213FEB 13, 2019
PREPARED BY:
TX REG. ENGINEERING FIRM F-469
TX REG. SURVEYING FIRM LS-10008000
PK NO. 2052-18.449
7557 RAMBLER ROAD
SUITE 1400
DALLAS, TX 75231-2388
ROLLING OAKS MEMORIAL
CENTER EXPANSION
DRAINAGE STUDY
COTTONWOOD BRANCH TRIBUTARY
CITY OF COPPELL, DALLAS COUNTY, TEXAS
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
i
EXECUTIVE SUMMARY
MKEC Engineering, Inc has retained the services of Pacheco Koch to provide a drainage
analysis of a tributary to Cottonwood Branch associated with Rolling Oaks Memorial
Center expansion. The project is located adjacent to Ruby Road in the north portion of
the City of Coppell. The purpose of this study is to:
· Determine pre- and post-project conditions hydrology (100-year);
· Compare pre- and post-project hydrologic conditions (peak discharges);
· Identify post-project detention requirements (outfall configuration);
The tributary to Cottonwood Branch studied in this analysis is not mapped by FEMA. The
proposed improvement is an expansion to the existing Memorial Center at the
intersection of Freeport Parkway and Ruby Road. The expansion improvements include
general site grading, continuation and completion of the loop road, new cemetery plots,
and a proposed pond. The proposed pond is located in the southeast corner of the
property and includes a 15-foot outfall and a 50-foot emergency spillway. The 100-year
peak discharges were determined for pre-project and post-project conditions at three
(3) comparison points throughout the watershed. The hydrologic model shows that the
proposed development will not cause peak discharges at the comparison points to
increase.
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
ii
CONTACT INFORMATION
Description Name Company Email
Client Contact Bryce Barkus MKEC Engineering, Inc bbarkus@mkec.com
Drainage Supervisor Ryan P. Mortensen, PE,
CFM Pacheco Koch rmortensen@pkce.com
Drainage Project
Manager
Christopher Cervenka, PE,
CFM Pacheco Koch ccervenka@pkce.com
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
iii
TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................ i
CONTACT INFORMATION .......................................................................................................... ii
TABLE OF CONTENTS ................................................................................................................. iii
LIST OF FIGURES & TABLES ......................................................................................................... iv
LIST OF APPENDICES ................................................................................................................. v
1.0 INTRODUCTION ................................................................................................................ 1
1.1 Authorization ............................................................................................................... 1
1.2 Purpose ........................................................................................................................ 1
1.3 Background ................................................................................................................. 1
1.4 Project Location.......................................................................................................... 1
1.5 Site Assessment ........................................................................................................... 2
1.6 Proposed Improvements ........................................................................................... 2
2.0 HYDROLOGY .................................................................................................................... 3
2.1 Methodology .............................................................................................................. 3
2.2 Synthetic Storm ........................................................................................................... 3
2.3 Loss Rate ...................................................................................................................... 3
2.4 Lag Time ....................................................................................................................... 4
2.5 Drainage Area ............................................................................................................ 4
2.6 Unit Hydrographs and Routing ................................................................................. 5
2.7 Detention ..................................................................................................................... 5
3.0 RESULTS ............................................................................................................................. 6
3.1 Hydrologic Results ....................................................................................................... 6
4.0 CONCLUSION................................................................................................................... 9
5.0 DEFINITIONS & ACRONYMS ........................................................................................... 10
6.0 REFERENCES ................................................................................................................... 11
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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LIST OF FIGURES & TABLES
Figure 1: Location Map ................................................................................................................ 2
Figure 2: Drainage Area .............................................................................................................. 4
Figure 3: Hydrologic Comparison Points .................................................................................... 6
Figure 4: Hydrograph Comparison Point A ............................................................................... 7
Figure 5: Hydrograph Comparison Point B ................................................................................ 8
Table 1: Point Rainfall Depths ...................................................................................................... 3
Table 2: Proposed Detention Pond Stage-Storage Table ....................................................... 5
Table 3: 100-Year Peak Discharge Comparison ....................................................................... 7
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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LIST OF APPENDICES
APPENDIX A – SUPPORTING DOCUMENTS
FIRM Map No. 48113C0135K
Site Plan
APPENDIX B – HYDROLOGIC ANALYSIS
Drainage Area Map
Soils Map
Pre-Project Impervious Area Map
Post-Project Impervious Area Map
Lag Time Calculations
Impervious Percentage Calculations
Curve Number Calculations
Hydrologic Parameters Report
HMS Model Output
Detention Pond Curve
APPENDIX C – DIGITAL DATA
HEC-HMS Model
GIS Supporting Data
Digital Copy of Report
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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1.0 INTRODUCTION
1.1 Authorization
MKEC has retained the services of Pacheco Koch to provide a drainage analysis of a
tributary to Cottonwood Branch associated with Rolling Oaks Memorial Center
expansion. The project is located adjacent to Ruby Road in the north portion of the City
of Coppell. This report documents the procedures and findings of the drainage analysis.
Technical supporting documentation is provided in accompanying appendices.
1.2 Purpose
This study is intended to evaluate proposed site improvements based on the Local, State
and Federal permitting requirements related to drainage. The study objectives are
outlined below:
· Determine pre- and post-project conditions hydrology (100-year);
· Comparison of pre- and post-project hydrologic conditions (peak discharges);
· Identify proposed detention requirements (outfall configuration);
The proposed drainage improvements in this report are for review purposes only and will
be incorporated into separate construction documents.
1.3 Background
The floodplain of the tributary Cottonwood Branch is defined by the Flood Insurance
Study (FIS1) for Dallas County and the effective Flood Insurance Rate Map (FIRM) Number
48113C0135K, dated, July 7, 2014. The FIRM indicates the tributary to Cottonwood Branch
has no floodplain designation. A copy of the effective FIRM is provided in Appendix A.
As-built plans for the road and the existing upstream detention pond were used to help
model the off-site flows coming to the project site.
Environmental permitting was not included in this drainage study. Environmental
Permitting for this project will be handled by Terracon, a subconsultant of MKEC.
1.4 Project Location
The project is located northeast of the intersection of Freeport Parkway and Ruby Road
along a tributary to Cottonwood Branch in the City of Coppell. The stream flows from
South to North on the east edge of the site. Figure 1 shows the location of the site.
1 FIS: https://msc.fema.gov/portal/home
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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Figure 1: Location Map
1.5 Site Assessment
The entire watershed is located within the City of Coppell. The pre-project land use within
the watershed consists of parks, industrial and single-family residential areas based on the
aerial imagery from ArcGIS Online.
1.6 Proposed Improvements
The proposed improvements are an expansion to the existing Memorial Center. The
expansion improvements include general site grading, continuation and completion of
the loop road, new cemetery plots, and a proposed pond. The proposed pond is located
in the southeast corner of the property and includes a 15-foot outfall and a 50-foot
emergency spillway. A map showing the general site plan for the expansion is provided
in Appendix A.
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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2.0 HYDROLOGY
2.1 Methodology
Floodplain hydrology was analyzed in this study using the computer program HEC-HMS2,
Hydrologic Modeling System, developed by the Hydrologic Engineering Center of the US
Army Corps of Engineers (USACE) (Version 4.2.1, March 2017). A hydrologic model was
developed to determine peak discharges for the 100-year pre- and post-project
watershed conditions. The techniques employed and resulting predictions of the
computed peak discharges are explained in the subsequent sections.
2.2 Synthetic Storm
The hydrologic model is based on a 24-hour duration storm which uses the USDA-NRCS,
formerly the Soil Conservation Service (SCS), Type III rainfall distribution. Point rainfall depth
of 9.6 inches was determined for the 100-year recurrence interval storm event. The 2- and
5-year storm events were also analyzed to size the detention outfall structures. The point
rainfall depth was obtained from the US Department of Commerce Weather Bureau,
Technical Paper No. 40 (TP-403), Rainfall Frequency Atlas of the United States.
Storm Frequency Depth (inches)
2-Year 4
5-Year 5.4
100-Year 9.6
Table 1: Point Rainfall Depths
2.3 Loss Rate
Loss rates and initial abstractions were determined from the Curve Number method
outlined in US Department of Agriculture, Technical Release No. 55 (TR-554), Urban
Hydrology for Small Watersheds. Composite Curve Numbers for each sub-basin were
computed using hydrologic soil types and the impervious areas were identified and
traced on the 2018 aerial photos. The impervious percentage for the post-project
conditions includes the future buildings and pond associated with future phases of the
expansion. The entire study area consists of hydrologic soil type B and D. Hydrologic soil
types were determined from the USDA-NRCS Soil Survey Division’s 2009 Soil Map for Dallas
County, Texas. Curve Number schematics, showing impervious areas and hydrologic soil
types along with Curve Number computations are provided in Appendix B.
2 USACE: http://www.hec.usace.army.mil/software/hec-hms/
3 TP-40: http://www.nws.noaa.gov/oh/hdsc/PF_documents/TechnicalPaper_No40.pdf
4 TR-55: https://www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/stelprdb1044171.pdf
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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2.4 Lag Time
Times of concentration were determined for each sub-basin from the method outlined in
Chapter 3 of TR-55. Overland flow distances were limited to 50-feet. The shallow
concentrated flow components use a K-factor of 16.1 and 20.3 for paved and unpaved
conditions. Basin lag times were developed by multiplying the time of concentration by
0.6. Flow paths used in the Lag Time calculations for each sub-basin are shown on the
Drainage Area Map. Lag Time calculations are provided in Appendix B.
2.5 Drainage Area
The drainage area divides for the watershed were delineated based on aerial LIDAR
data and previous drainage plans. A field investigation was also conducted throughout
the watershed to visually verify drainage divides. The watershed was divided into 4 sub-
basins. Sub-basins are designated DA_A through DA_D. The total watershed drainage
area is 93.54 acres (0.15 square-miles) at the Tributary’s confluence with Cottonwood
Branch. Drainage sub-basin DA_D drains to an existing detention pond at the southeast
corner of Freeport Parkway and Ruby Road. The existing detention pond exits through a
storm pipe under Ruby Road that outfalls just South of the proposed detention pond.
Figure 3 shows the sub-basin delineation. A Drainage Area Map with contours is provided
in Appendix B.
Figure 2: Drainage Area
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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2.6 Unit Hydrographs and Routing
The Soil Conservation Service Dimensionless Unit Hydrograph Method was used to
produce a synthetic hydrograph for the given 24-hour storms. The hydrograph
parameters used for each sub-basin were based on the sub-basin Lag Time and the
composite Curve Numbers (discussed above). Hydrographs from each sub-basin were
routed to combination points using the Muskingum-Cunge Routing Method with
approximated trapezoidal sections based on 1-foot aerial contours.
2.7 Detention
Detention is proposed to reduce post-project peak discharges to or below pre-project
release rates. The proposed detention pond was modeled using the Level Pool Routing
Method to determine attenuation effects related to storage within the pond. The
proposed pond has 1.43 ac-ft of storage above the normal pool. Detailed stage-storage-
discharge curves are provided in Appendix B. Table 2 shown below is an elevation-area
table for the proposed detention pond above the normal pool elevation. As indicated
in the table below, the walls surrounding the pond are vertical above the normal pool
elevation.
Elevation Area (ac)
505.50 0.634495
506.0 0.634495
506.50 0.634495
507.0 0.634495
507.75 0.634495
Table 2: Proposed Detention Pond Stage-Storage Table
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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3.0 RESULTS
3.1 Hydrologic Results
HEC-HMS was used to compute the 100-year peak discharges for the pre-project and
post-project site conditions. The pre- and post-project 100-year peak discharge was
compared at 3 combination points throughout the watershed. Figure 3 shows the
location of each comparison point.
Figure 3: Hydrologic Comparison Points
N.T.S.I
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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The hydrologic model shows the proposed detention area will reduce peak discharges
at Comparison Points A and B. Comparison Point A is located at the Tributary’s
confluence with Cottonwood Branch. Table 3 below shows the comparison of the 100-
year peak discharges and the computed difference at each location. A negative
number indicates a decrease from pre-project to post-project conditions.
Comparison Point
100-year Peak Discharge (cfs)
Pre-Project Post-Project Difference
A 220 220 0
B 407 397 -10
C 536 525 -11
Table 3: 100-Year Peak Discharge Comparison
The hydrologic model shows the post-project development will decrease the 100-year
peak discharges at the comparison points downstream of the site.
Figures 5 and 6 are overlays of the pre-project and post-project hydrographs at
comparison points A and B.
Figure 4: Hydrograph Comparison Point A
DISCHARGE (CFS)TIME (HOURS)
JUNCTION A
PRE-PROJECT
POST-PROJECT
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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Figure 5: Hydrograph Comparison Point B
DISCHARGE (CFS)TIME (HOURS)
JUNCTION B
PRE-PROJECT
POST-PROJECT
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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4.0 CONCLUSION
This study determines hydrologic impacts of Rolling Oaks Memorial Center Expansion on
a tributary to Cottonwood Branch through a comparison of pre-project and post-project
conditions. The drainage analysis in this study is based on the 100-year storm event.
Comparisons include review of:
· Determine pre- and post-project conditions hydrology (100-year);
· Comparison of pre- and post-project hydrologic conditions (peak discharges);
· Identify post-project detention requirements (outfall configuration);
Results from the analysis of the Cottonwood Branch Tributary watershed shows that the
post-project development will cause peak discharges from the site to decrease at
comparison points A and B. There is no change in peak discharge at comparison point
C which is upstream of the site.
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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5.0 DEFINITIONS & ACRONYMS
100-Year Flood. The flood event that has a 1-percent chance of being equaled or exceeded
each year, also referred to as the 1-percent annual chance flood.
AC-FT. Acre-Feet
City. City of Coppell
FEMA. Federal Emergency Management Agency
FIRM. Flood Insurance Rate Map
FIS. Flood Insurance Study
FPS. Feet Per Second
HEC-HMS. The Hydrologic Engineering Center – Hydrologic Modeling System is designed to
simulate the precipitation-runoff processes of dendritic drainage basins. This includes
large river basin water supply and flood hydrology, and small urban or natural watershed
runoff. Hydrographs produced by the program are used directly or in conjunction with other
software for studies of water availability, urban drainage, flow forecasting,
future urbanization impact, reservoir spillway design, flood damage
reduction, floodplain regulation , and systems operation.
Jurisdictional Waters of the US. All waters which are currently used, or were used in the past, or
may be susceptible to use in interstate or foreign commerce, including all waters which are
subject to the ebb and flow of the tide. All interstate waters including interstate wetlands. All other
waters such as intrastate lakes, rivers, streams (including intermittent streams), mudflats, sandflats,
wetlands, sloughs, prairie potholes, wet meadows, playa lakes, or natural ponds, the use,
degradation or destruction of which could affect interstate or foreign commerce including any
such waters.
NAD83. 1983 North American Datum
NAVD88. 1988 North American Vertical Datum
Rolling Oaks Memorial Center
City of Coppell, TX February 13, 2019
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6.0 REFERENCES
Department of Agriculture. Natural Resources Conservation Service. Technical Release
55, Urban Hydrology for Small Watersheds. Washington, DC: GPO, 1986.
United States Army Corps of Engineers. Hydrologic Engineering Center: HEC-HMS
Hydrologic Modeling System, Version 4.2.1 (computer software), March 2017.
United States Army Corps of Engineers. Hydrologic Engineering Center: HEC-HMS
Hydrologic Modeling System User’s Manual, Version 4.2 Washington, DC: GPO, August
2016.
United States Army Corps of Engineers. Hydrologic Engineering Center: HEC-HMS
Hydrologic Modeling System Technical Reference Manual. Washington, DC: GPO, March
2000.
United States Army Corps of Engineers. Hydrologic Engineering Center: HEC-HMS
Hydrologic Modeling System Applications Guide. Washington, DC: GPO, March 2015.
United States. Department of Commerce. Weather Bureau. Technical Paper No. 40,
Rainfall Frequency Atlas of the United States. Washington, DC: GPO, 1961.
United States. Federal Emergency Management Agency. Flood Insurance Rate Map, No.
48113C0135K, Dallas County, Texas and Incorporated Areas. Washington, DC: GPO, July
7, 2014.
United States. Federal Emergency Management Agency. Flood Insurance Study, Dallas
County, Texas and Incorporated Areas. Washington, DC: GPO, July 7, 2014.
Appendix A
Supporting Documents
•FIRM Map No. 48113C0135K
•Site Plan
FIRM Map No. 48113C0135K
Site Plan
SITE PLAN
ROLLING OAKS MEMORIAL CENTER
N.T.S.VICINITY MAP
I 0 200100Feet
1 inch = 200 feet
°
MAP 1 OF 1February 14, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\SITE PLAN.mxdRUBY ROAD
CREEKVIEW DR FREEPORT PKWYKEY TO FEATURES
PROPERTY BOUNDARY
SITE PLAN
Appendix B
Hydrologic Analysis
•Drainage Area Maps
•Soils Map
•Pre-Project Impervious Area Map
•Post-Project Impervious Area Map
•Lag Time Calculations
•Impervious Percentage
Calculations
•Curve Number Calculations
•Hydrologic Parameters Report
•HEC-HMS Model Output
•Detention Pond Curve
Drainage Area Maps
!=DA_B
32.7 !=DA_A
22.37
!=DA _D
26.49 !=D A_C
11.98
505
490
485
510505500
480
49549050549549051551 0
505
5004 9 5 500495485520
4 9 5
530520510520
51551 0
5 0 5
5 0 0
4 9 0
5105055 1 5
5 1 0505495525520
525
520
520
515
520 515520515
5
2
0
515515
5 1 0
510500495
515490510495 495510505495
520525 5205155155205
2
0520 5 2 0
520
5205 1 0
510510
5 1 0
5155155 1 5515515515
515510 5155 0 5 505500
5004955 0 0
495
485
4 8 5490 4 8 0 48 04 8 0 4754755 2 0
520 520520
5 1 5
5 1 5
515
515
5 1 5
515
515
5 1 5
5 1 5
5 1 5
515
51 5
515
515
5 1 0 PRE-PROJECTDRAINAGE AREA MAP
ROLLING OAKS MEMORIAL CENTER
N.T.S.
VICINITY MAP
I 0 400200
Feet
1 inch = 400 feet
°
MAP 1 OF 1February 13, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane
North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\SITE PLAN.mxdFLOW PATHS
OVERLAND
SHALLOW
GUTTER
PIPE
BOX
CHANNEL
RUBY ROAD
FREEPORT PKWY S COPPELL RDCREEKVIEW DR FREEPORT PKWYKEY TO FEATURES
DRAINAGE AREA
SURFACE CONTOURS
MAJOR
MINOR
!=DA _B
32.7 !=DA _A
22.37
!=DA_D
26.49 !=DA _C
11.98
5 1 5
5 1 0505
515490490
485
500
480
520
495
5 1 0500515510
5004 8 5 505500495520
4954954 9 0
530520510520
51551 0
5 0 5
5 0 0
4 9 0
5 1 5
5 1 0510505525520
525
520
520
515
520 515520515
5
2
0
5
1
5
5 1 5
5 1 0
5 1 0
5
0
5
495
520
5104
9
5 495510500495
485
485520525 5205155155205
2
0520 5 2 0
520520510
5 1 0
515515515515
5155 1 5
515 515515510 5155155 0 5
500 5004955 0 0
495 485490
4904 8 0
4 8 0
480 4755 2 0
520 520520
5 1 5
5 1 5
515
5 1 5
515
5 1 5
5 1 5
515
5 15
515
515
5 1 0 POST-PROJECTDRAINAGE AREA MAP
ROLLING OAKS MEMORIAL CENTER
N.T.S.
VICINITY MAP
I 0 400200
Feet
1 inch = 400 feet
°
MAP 1 OF 1February 12, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane
North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\PROPOSED DA.mxdFLOW PATHS
OVERLAND
SHALLOW
GUTTER
PIPE
BOX
CHANNEL
RUBY ROAD
FREEPORT PKWY S COPPELL RDCREEKVIEW DR FREEPORT PKWYKEY TO FEATURES
DRAINAGE AREA
SURFACE CONTOURS
MAJOR
MINOR
Soils Map
!=DA _B
32.7 !=DA _A
22.37
!=DA_D
26.49 !=DA _C
11.98
SOILS MAP
ROLLING OAKS MEMORIAL CENTER
N.T.S.
VICINITY MAP
I 0 400200
Feet
1 inch = 400 feet
°
MAP 1 OF 1February 12, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane
North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\SOILS.mxdKEY TO FEATURES
DRAINAGE AREA
HYDROLOGIC GROUP
B
D
FREEPORT PKWY S COPPELL RDCREEKVIEW DR FREEPORT PKWY
Pre-Project Impervious Area Map
!=DA _B
32.7 !=DA _A
22.37
!=DA_D
26.49 !=DA _C
11.98
PRE-PROJECTIMPERVIOUS AREA MAP
ROLLING OAKS MEMORIAL CENTER
N.T.S.
VICINITY MAP
I 0 400200
Feet
1 inch = 400 feet
°
MAP 1 OF 1February 13, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane
North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\IMPERVIUOS AREA.mxdKEY TO FEATURES
DRAINAGE AREA
LANDUSE
IMPERVIOUS
OPEN SPACE (FAIR CONDITION)
RUBY ROAD
FREEPORT PKWY S COPPELL RDCREEKVIEW DR FREEPORT PKWY
Post-Project Impervious Area Map
!=DA_B
32.7 !=DA _A
22.37
!=DA _D
26.49 !=D A_C
11.98
POST-PROJECT IMPERVIOUS AREA MAP
ROLLING OAKS MEMORIAL CENTER
N.T.S.
VICINITY MAP
I 0 400200
Feet
1 inch = 400 feet
°
MAP 1 OF 1February 12, 2019
CITY OF COPPELL, TEXAS
TX REG. ENGINEERING FIRM F-469 TX REG. SURVEYING FIRM LS-100080-00DATUM
NAD 1983 Texas State Plane
North Central Zone FIPS 4202 Path: M:\DWG-20\2052-18.449\Design\GIS\Maps\PROPOSED IMPERVIOUS AREA MAP.mxdKEY TO FEATURES
DRAINAGE AREA
LANDUSE
OPEN SPACE
IMPERVIOUS*
RUBY ROAD
FREEPORT PKWY S COPPELL RDCREEKVIEW DR FREEPORT PKWY*FUTURE EXPANSION PHASES
INCLUDED IN POST-PROJECT
IMPERVIOUS AREAS
Lag Time Calculations
PRE-PROJECT TIME OF CONCENTRATION REPORT
EQUATIONS:
P-2YR = 4.0 INCH MNIMUM SLOPE USED - 0.5%
DA_A
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 3.48 0.1 9.020.000.410
GUTTER G-10 545 2.81 3.9 2.3223.370.018
PIPE 24" RCP 829 3.12 11.8 1.1766.870.014
CHANNEL NATRL TRAP (B=4,Y=3,SS=3:1)503 1.38 5.0 1.6942.290.050
1,927 14.19
Lag (min):8.52
DA_B
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 1.20 0.1 13.800.000.410
SHALLOW UNPAVED 414 2.47 2.5 2.7316.100.000
CHANNEL NATRL TRAP (B=4,Y=3,SS=3:1)801 2.36 6.5 2.0542.290.050
1,265 18.58
Lag (min):11.15
DA_C
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 2.30 0.1 10.640.000.410
SHALLOW UNPAVED 112 1.90 2.2 0.8416.100.000
PIPE 18" RCP 393 0.50 3.9 1.6855.200.014
PIPE 30" RCP 411 0.50 5.5 1.2577.590.014
PIPE 36" RCP 234 0.50 6.2 0.6387.620.014
1,201 15.04
Lag (min):9.03
Page 1 of 2
DA_D
FLOW TYPE LENGTH ROUGHNESSSLOPE (%) K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 2.30 0.1 10.640.000.410
SHALLOW UNPAVED 72 3.98 3.2 0.3716.100.000
PIPE 24" RCP 544 0.50 4.7 1.9266.870.014
666 12.93
Lag (min):7.76
Page 2 of 2
POST-PROJECT TIME OF CONCENTRATION REPORT
EQUATIONS:
P-2YR = 4.0 INCH MNIMUM SLOPE USED - 0.5%
DA_A
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 3.48 0.1 9.020.000.410
GUTTER G-10 545 2.81 3.9 2.3223.370.018
PIPE 24" RCP 829 3.12 11.8 1.1766.870.014
CHANNEL NATRL TRAP (B=4,Y=3,SS=3:1)503 1.38 5.0 1.6942.290.050
1,927 14.19
Lag (min):8.52
DA_B
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 1.20 0.1 13.800.000.410
SHALLOW UNPAVED 14 2.47 2.5 0.0916.100.000
GUTTER G-12 18 0.50 1.7 0.1823.640.018
PIPE 24" RCP 367 3.96 13.3 0.4666.870.014
CHANNEL NATRL TRAP (B=4,Y=3,SS=3:1)726 2.36 6.5 1.8642.290.050
1,175 16.40
Lag (min):9.84
DA_C
FLOW TYPE LENGTH ROUGHNESSSLOPE (%)K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 2.30 0.1 10.640.000.410
SHALLOW UNPAVED 112 1.90 2.2 0.8416.100.000
PIPE 18" RCP 393 0.50 3.9 1.6855.200.014
PIPE 30" RCP 411 0.50 5.5 1.2577.590.014
PIPE 36" RCP 234 0.50 6.2 0.6387.620.014
1,201 15.04
Lag (min):9.03
Page 1 of 2
DA_D
FLOW TYPE LENGTH ROUGHNESSSLOPE (%) K VALUE VELOCITY (fps) Tc (min)SURFACE
OVERLAND GRS-BERM 50 2.30 0.1 10.640.000.410
SHALLOW UNPAVED 72 3.98 3.2 0.3716.100.000
PIPE 24" RCP 544 0.50 4.7 1.9266.870.014
666 12.93
Lag (min):7.76
Page 2 of 2
K VALUE LOOK UP TABLE
EQUATIONS:
SHALLOW
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
PAVED UNDEFINED SHALLOW PAVED FLOW 0.000 20.3
UNPAVED UNDEFINED SHALLOW UNPAVED FLOW 0.000 16.1
PIPE
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
15" RCP 15 INCH REINFORCED CONCTRETE PIPE 0.014 1.2 3.9 0.3 48.9
18" RCP 18 INCH REINFORCED CONCTRETE PIPE 0.014 1.8 4.7 0.4 55.2
21" RCP 21 INCH REINFORCED CONCRETE PIPE 0.014 2.4 5.5 0.4 61.2
24" RCP 24 INCH REINFORCED CONCTRETE PIPE 0.014 3.1 6.3 0.5 66.9
27" RCP 27 INCH REINFORCED CONCTRETE PIPE 0.014 4.0 7.1 0.6 72.3
30" RCP 30 INCH REINFORCED CONCTRETE PIPE 0.014 4.9 7.9 0.6 77.6
33" RCP 33 INCH REINFORCED CONCRETE PIPE 0.014 5.94 5.9 0.7 82.7
36" RCP 36 INCH REINFORCED CONCTRETE PIPE 0.014 7.1 9.4 0.8 87.6
42" RCP 42 INCH REINFORCED CONCTRETE PIPE 0.014 9.6 11.0 0.9 97.1
48" RCP 48 INCH REINFORCED CONCTRETE PIPE 0.014 12.6 12.6 1.0 106.1
54" RCP 54 INCH REINFORCED CONCTRETE PIPE 0.014 15.9 14.1 1.1 114.8
60" RCP 60 INCH REINFORCED CONCTRETE PIPE 0.014 19.6 15.7 1.3 123.2
72" RCP 72 INCH REINFORCED CONCTRETE PIPE 0.014 28.3 18.8 1.5 139.1
78" RCP 78 INCH REINFORCED CONCRETE PIPE 0.014 33.2 20.4 1.6 146.7
OVERLAND
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
GRS-BERM BERMUDA GRASS 0.410 0.0
GRS-DENSE DENSE GRASS 0.240 0.0
GRS-SHORT SHORT GRASS PRAIRIE 0.150 0.0
PAVEMENT SMOOTH SURFACE (CONCRETE, ASPHALT, GRAVEL OR
BARE SOIL)
0.011 0.0
RANGE NATURAL RANGE 0.130 0.0
WD-DENSE WOODS, DENSE UNDERBRUSH 0.800 0.0
WD-LIGHT WOODS, LIGHT UNDERBRUSH 0.400 0.0
Page 1 of 3
GUTTER
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
A-10 PARABOLIC ALLEY, 6" DEEP, 10' SPREAD 0.018 3.3 10.1 0.3 39.5
A-20 PARABOLIC ALLEY, 6" DEEP, 20' SPREAD 0.018 6.7 20.0 0.3 39.6
A-30 PARABOLIC ALLEY, 6" DEEP, 30' SPREAD 0.018 10.0 30.0 0.3 39.7
A-40 PARABOLIC ALLEY, 6" DEEP, 40' SPREAD 0.018 13.3 40.0 0.3 39.7
A-50 PARABOLIC ALLEY, 6" DEEP, 50' SPREAD 0.018 16.7 50.0 0.3 39.7
G-10 PARABOLIC GUTTER, 6" CURB, 10' SPREAD 0.018 0.8 5.5 0.2 23.4
G-12 PARABOLIC GUTTER, 6" CURB, 12' SPREAD 0.018 1.0 6.5 0.2 23.6
G-14 PARABOLIC GUTTER, 6" CURB, 14' SPREAD 0.018 1.2 7.5 0.2 23.8
G-16 PARABOLIC GUTTER, 6" CURB, 16' SPREAD 0.018 1.3 8.5 0.2 24.0
G-18 PARABOLIC GUTTER, 6" CURB, 18' SPREAD 0.018 1.5 9.5 0.2 24.1
G-20 PARABOLIC GUTTER, 6" CURB, 20' SPREAD 0.018 1.7 10.5 0.2 24.2
G-25 PARABOLIC GUTTER, 6" CURB, 25' SPREAD 0.018 2.1 13.0 0.2 24.3
G-30 PARABOLIC GUTTER, 6" CURB, 30' SPREAD 0.018 2.5 15.5 0.2 24.4
G-35 PARABOLIC GUTTER, 6" CURB, 35' SPREAD 0.018 2.9 18.0 0.2 24.5
G-40 PARABOLIC GUTTER, 6" CURB, 40' SPREAD 0.018 3.3 20.5 0.2 24.6
CHANNEL
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
CR-2X1 2X1 CONCRETE RECTANGULAR CHANNEL 0.018 2.0 4.0 0.5 52.0
CR-4X1 4X1 CONCRETE RECTANGULAR CHANNEL 0.018 4.0 6.0 0.7 63.0
CT-0.2.1 CONCRETE TRAPAZOIDAL CHANNEL, B=0, Y= 2, SS=1:1 0.018 4.0 5.7 0.7 65.5
CT-0.2.3 CONCRETE TRAPAZOIDAL CHANNEL, B=0, Y= 2, SS=3:1 0.018 12.0 12.6 0.9 79.7
CT-10.6.1 CONCRETE TRAPAZOIDAL CHANNEL, B=10, Y= 6, SS=1:1 0.018 96.0 27.0 3.6 192.5
CT-10.6.3 CONCRETE TRAPAZOIDAL CHANNEL, B=10, Y= 6, SS=3:1 0.018 168.0 47.9 3.5 190.4
CT-4.3.1 CONCRETE TRAPAZOIDAL CHANNEL, B=4, Y= 3, SS=1:1 0.018 21.0 12.5 1.7 116.8
CT-4.3.3 CONCRETE TRAPAZOIDAL CHANNEL, B=4, Y= 3, SS=3:1 0.018 39.0 23.0 1.7 117.5
CT-6.4.1 CONCRETE TRAPAZOIDAL CHANNEL, B=6, Y= 4, SS=1:1 0.018 40.0 17.3 2.3 144.3
CT-6.4.3 CONCRETE TRAPAZOIDAL CHANNEL, B=6, Y= 4, SS=3:1 0.018 72.0 31.3 2.3 143.9
CT-8.5.1 CONCRETE TRAPAZOIDAL CHANNEL, B=8, Y= 5, SS=1:1 0.018 65.0 22.1 2.9 169.3
CT-8.5.3 CONCRETE TRAPAZOIDAL CHANNEL, B=8, Y= 5, SS=3:1 0.018 115.0 39.6 2.9 168.0
NP-10.1 PARABOLIC SWALE, 1' DEEP, 10' SPREAD 0.035 6.7 12.7 0.5 27.7
NP-20.1 PARABOLIC SWALE, 1' DEEP, 20' SPREAD 0.035 13.3 22.7 0.6 29.8
NP-30.1 PARABOLIC SWALE, 1' DEEP, 30' SPREAD 0.035 20.0 32.7 0.6 30.6
NP-40.1 PARABOLIC SWALE, 1' DEEP, 40' SPREAD 0.035 26.7 42.7 0.6 31.0
NT-0.2.3 NATURAL TRAPAZOIDAL CHANNEL, B=0, Y= 2, SS=3:1 0.050 12.0 12.6 0.9 28.7
NT-10.6.3 NATURAL TRAPAZOIDAL CHANNEL, B=10, Y= 6, SS=3:1 0.050 168.0 47.9 3.5 68.6
NT-4.3.3 NATURAL TRAPAZOIDAL CHANNEL, B=4, Y= 3, SS=3:1 0.050 39.0 23.0 1.7 42.3
NT-6.4.3 NATURAL TRAPAZOIDAL CHANNEL, B=6, Y= 4, SS=3:1 0.050 72.0 31.3 2.3 51.8
NT-8.5.3 NATURAL TRAPAZOIDAL CHANNEL, B=8, Y= 5, SS=3:1 0.050 115.0 39.6 2.9 60.5
Page 2 of 3
BOX
SURFACE DESCRIPTION K VALUEROUGHNESSHYDRAULIC
RADIUS (ft)
AREA
(ft^2)
WETTED
PERIMETER (ft)
10X10 RCB 10X10 REINFORCED CONCRETE BOX 0.014 100.0 40.0 2.5 195.5
10X4 RCB 10X4 REINFORCED CONCRETE BOX 0.014 40.0 28.0 1.4 134.6
10X5 RCB 10X5 REINFORCED CONCRETE BOX 0.014 50.0 30.0 1.7 149.2
10X6 RCB 10X6 REINFORCED CONCRETE BOX 0.014 60.0 32.0 1.9 161.4
10X7 RCB 10X7 REINFORCED CONCRETE BOX 0.014 70.0 34.0 2.1 171.8
10X8 RCB 10X8 REINFORCED CONCRETE BOX 0.014 80.0 36.0 2.2 180.8
10X9 RCB 10X9 REINFORCED CONCRETE BOX 0.014 90.0 38.0 2.4 188.6
3X3 RCB 3X3 REINFORCED CONCRETE BOX 0.014 9.0 12.0 0.8 87.6
4X3 RCB 4X3 REINFORCED CONCRETE BOX 0.014 12.0 14.0 0.9 95.8
4X4 RCB 4X4 REINFORCED CONCRETE BOX 0.014 16.0 16.0 1.0 106.1
5X3 RCB 5X3 REINFORCED CONCRETE BOX 0.014 15.0 16.0 0.9 101.7
5X4 RCB 5X4 REINFORCED CONCRETE BOX 0.014 20.0 18.0 1.1 113.9
5X5 RCB 5X5 REINFORCED CONCRETE BOX 0.014 25.0 20.0 1.3 123.2
6X3 RCB 6X3 REINFORCED CONCRETE BOX 0.014 18.0 18.0 1.0 106.1
6X4 RCB 6X4 REINFORCED CONCRETE BOX 0.014 24.0 20.0 1.2 119.9
6X5 RCB 6X5 REINFORCED CONCRETE BOX 0.014 30.0 22.0 1.4 130.5
6X6 RCB 6X6 REINFORCED CONCRETE BOX 0.014 36.0 24.0 1.5 139.1
7X3 RCB 7X3 REINFORCED CONCRETE BOX 0.014 21.0 20.0 1.1 109.7
7X4 RCB 7X4 REINFORCED CONCRETE BOX 0.014 28.0 22.0 1.3 124.7
7X5 RCB 7X5 REINFORCED CONCRETE BOX 0.014 35.0 24.0 1.5 136.5
7X6 RCB 7X6 REINFORCED CONCRETE BOX 0.014 42.0 26.0 1.6 146.1
7X7 RCB 7X7 REINFORCED CONCRETE BOX 0.014 49.0 28.0 1.8 154.1
8X3 RCB 8X3 REINFORCED CONCRETE BOX 0.014 24.0 22.0 1.1 112.5
8X4 RCB 8X4 REINFORCED CONCRETE BOX 0.014 32.0 24.0 1.3 128.6
8X5 RCB 8X5 REINFORCED CONCRETE BOX 0.014 40.0 26.0 1.5 141.5
8X6 RCB 8X6 REINFORCED CONCRETE BOX 0.014 48.0 28.0 1.7 152.0
8X7 RCB 8X7 REINFORCED CONCRETE BOX 0.014 56.0 30.0 1.9 160.9
8X8 RCB 8X8 REINFORCED CONCRETE BOX 0.014 64.0 32.0 2.0 168.5
9X4 RCB 9X4 REINFORCED CONCRETE BOX 0.014 36.0 26.0 1.4 131.9
9X5 RCB 9X5 REINFORCED CONCRETE BOX 0.014 45.0 28.0 1.6 145.6
9X6 RCB 9X6 REINFORCED CONCRETE BOX 0.014 54.0 30.0 1.8 157.1
9X7 RCB 9X7 REINFORCED CONCRETE BOX 0.014 63.0 32.0 2.0 166.7
9X8 RCB 9X8 REINFORCED CONCRETE BOX 0.014 72.0 34.0 2.1 175.0
9X9 RCB 9X9 REINFORCED CONCRETE BOX 0.014 81.0 36.0 2.3 182.3
Page 3 of 3
Impervious Percentage Calculations
PRE-PROJECT PERCENT IMPERVIOUS REPORT
DA_A
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 403,203 41.4
OPEN SPACE (FAIR CONDITION)0.0 571,132 0.0
974,335 41.4
DA_B
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 365,667 25.7
OPEN SPACE (FAIR CONDITION)0.0 1,058,712 0.0
1,424,379 25.7
DA_C
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 413,398 79.2
OPEN SPACE (FAIR CONDITION)0.0 108,351 0.0
521,749 79.2
DA_D
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 795,594 68.9
OPEN SPACE (FAIR CONDITION)0.0 358,530 0.0
1,154,124 68.9
Page 1 of 1
POST-PROJECT PERCENT IMPERVIOUS REPORT
DA_A
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 403,203 41.4
OPEN SPACE (FAIR CONDITION)0.0 571,132 0.0
974,335 41.4
DA_B
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 574,810 40.4
OPEN SPACE (FAIR CONDITION)0.0 849,569 0.0
1,424,379 40.4
DA_C
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 413,398 79.2
OPEN SPACE (FAIR CONDITION)0.0 108,351 0.0
521,749 79.2
DA_D
WEIGHTED PERCENTLANDUSESHAPE AREA (ft^2)PERCENT IMPERVIOUS
IMPERVIOUS 100.0 795,594 68.9
OPEN SPACE (FAIR CONDITION)0.0 358,530 0.0
1,154,124 68.9
Page 1 of 1
Curve Number Calculations
PERVIOUS CURVE NUMBER REPORT
DA_A
SHAPE AREA AREA WEIGHTED CNCURVE NUMBERSOIL TYPE
B 69 489,539 34.7
D 84 484,796 41.8
974,335 76.5
DA_B
SHAPE AREA AREA WEIGHTED CNCURVE NUMBERSOIL TYPE
B 69 397,780 19.3
D 84 1,026,599 60.5
1,424,379 79.8
DA_C
SHAPE AREA AREA WEIGHTED CNCURVE NUMBERSOIL TYPE
D 84 521,749 84.0
521,749 84.0
DA_D
SHAPE AREA AREA WEIGHTED CNCURVE NUMBERSOIL TYPE
D 84 1,154,124 84.0
1,154,124 84.0
Page 1 of 1
Hydrologic Parameters Report
PRE-PROJECT HYDROLOGIC PARAMETERS REPORT
22.4 14.2 76.5 41.4DA_A 8.5
32.7 18.6 79.8 25.7DA_B 11.1
12.0 15.0 84.0 79.2DA_C 9.0
26.5 12.9 84.0 68.9DA_D 7.8
BASIN AREA (acres) Tc (minutes)PERCENT IMPERVIOUSPERVIOUS CNBASIN ID Lag (minutes)
Page 1 of 1
POST-PROJECT HYDROLOGIC PARAMETERS REPORT
22.4 14.2 76.5 41.4DA_A 8.5
32.7 16.4 79.8 40.4DA_B 9.8
12.0 15.0 84.0 79.2DA_C 9.0
26.5 12.9 84.0 68.9DA_D 7.8
BASIN AREA (acres) Tc (minutes)PERCENT IMPERVIOUSPERVIOUS CNBASIN ID Lag (minutes)
Page 1 of 1
HEC-HMS Model Output
Project: ROLLING OAKS MEMORIALSimulation Run: EXISTING 100-YRStart of Run: 16Jan2019, 12:00 Basin Model: EXISTINGEnd of Run: 17Jan2019, 12:02 Meteorologic Model: 100-YRCompute Time:13Feb2019, 17:16:22 Control Specifications:Control 1HydrologicElementDrainage Area(MI2)Peak Discharge(CFS)Time of Peak Volume(IN)DA-A0.034950144.517Jan2019, 00:107.89DA-B0.051093194.817Jan2019, 00:127.74DA-C0.01871583.717Jan2019, 00:109.18DA-D0.041399189.817Jan2019, 00:088.98EXISTING POND0.041399142.817Jan2019, 00:168.43Junction-A0.146157535.117Jan2019, 00:148.15Junction-B0.111207406.517Jan2019, 00:148.23Junction-C0.060114219.717Jan2019, 00:148.66Reach-10.01871581.917Jan2019, 00:129.17Reach-20.060114219.417Jan2019, 00:168.66Reach-30.111207404.617Jan2019, 00:148.23
Project: ROLLING OAKS MEMORIALSimulation Run: PROPOSED 100-YRStart of Run: 16Jan2019, 12:00 Basin Model: PROPOSEDEnd of Run: 17Jan2019, 12:02 Meteorologic Model: 100-YRCompute Time:13Feb2019, 17:20:58 Control Specifications:Control 1HydrologicElementDrainage Area(MI2)Peak Discharge(CFS)Time of Peak Volume(IN)DA-A0.034950144.517Jan2019, 00:107.89DA-B0.051093206.917Jan2019, 00:128.10DA-C0.01871583.717Jan2019, 00:109.18DA-D0.041399189.817Jan2019, 00:088.98EXISTING POND0.041399142.817Jan2019, 00:168.43Junction-A0.146157524.317Jan2019, 00:148.26Junction-B0.111207397.017Jan2019, 00:168.37Junction-C0.060114219.717Jan2019, 00:148.66PROP POND0.060114217.317Jan2019, 00:168.61Reach-10.01871581.917Jan2019, 00:129.17Reach-20.060114216.617Jan2019, 00:188.60Reach-30.111207396.817Jan2019, 00:168.37
Detention Pond Curve
Storage (AC-FT)0.00.20.40.60.81.01.21.4Elev (ft)505.40505.71506.03506.34506.66506.97507.29507.6012:00 15:00 18:00 21:00 00:00 03:00 06:00 09:00 12:0016Jan201917Jan2019Flow (cfs)050100150200Reservoir "PROP POND" Results for Run "PROPOSED 100-YR"Run:PROPOSED 100-YR Element:PROP POND Result:StorageRun:PROPOSED 100-YR Element:PROP POND Result:Pool ElevationRun:PROPOSED 100-YR Element:PROP POND Result:OutflowRun:PROPOSED 100-YR Element:PROP POND Result:Combined Inflow100-YEAR WSEL: 507.5
Appendix C
Digital Data
• HEC-HMS Model
• GIS Supporting Data
• Digital Copy of Report