HomeMy WebLinkAboutPoint Blank Prelim Stormwater Report 06-20-13
PRELIMINARY
STORMWATER
DRAINAGE REPORT
FOR
POINT BLANK RANGE & GUN SHOP
969 N. RANGELINE RD.
CARMEL, INDIANA
________________________________________________
PREPARED FOR
POINT BLANK RANGE & GUN SHOP
_________________________________________________
JUNE 20, 2013
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Table of Contents
1.0 Introduction
1.1 Project Description
1.2 Scope of Report
1.3 Pre-Developed Conditions
2.0 Existing Drainage
3.0 Proposed Drainage
4.0 Conclusions
Appendices
Appendix A
• Vicinity Map
• FEMA FIRM Map
• Soils Map
Appendix B
• Existing Drainage Basin Map
• Existing Drainage Calculations
Appendix C
• Overall Drainage Plan
• Preliminary Drainage Calculations
Appendix D
• Storm Sewer Basin Map
• Preliminary Storm Design Calculations
Appendix E
• Preliminary Water Quality Calculations
1.0 INTRODUCTION
This report outlines the preliminary design measures for the stormwater management system to
serve the proposed Point Blank facility and associated infrastructure located at the southeast
corner of Rangeline Road and Cool Creek Boulevard in Carmel. The scope of the report is to
outline the design parameters for the stormwater quality and collection system that will serve the
Point Blank facility. The project is located within the City of Carmel and is therefore subject to
the design requirements of the City’s Stormwater Technical Standards Manual, with minor pre-
approved adjustments due to the fact there is an existing building and parking lot located on
the property.
1.1 Project Description
The project site is located on the southeast corner of Rangeline Road and Cool Creek
Boulevard. The project consists of the construction of a 19,420 sq.ft. building and
associated parking lot on the 4.71 acre parcel. A dry retention basin will be constructed
along the eastern edge of the property. Stormwater will be directed to this basin via
storm sewers and via overland flow.
1.2 Scope of Report
This report summarized the preliminary design for the overall stormwater management
system for the proposed facility. Both stormwater quantity and stormwater quality have
been review for initial needs. Final calculations will be performed with the final
construction documents at a later date.
1.3 Existing Conditions
The property is currently developed, completed before the City of Carmel current
stormwater ordinance was in place. An existing used car sales lot and associated
building lie on the southwestern portion of the property. The northern, northeastern, and
eastern portions of the site are open lawn areas. Wooded areas lie along the
northeastern, eastern, and southeastern edges of the site. The FIRM Map Panel No.
18057 C0207 F indicates that a portion of the site lies within the floodplain of Cool Creek
and Little Cool Creek. A LOMA was been performed to adjust the location of this
floodplain in July of 2007. The on-site soils consist of Fox loam, Miami silt loam, and Shoals
silt loam.
2.0 EXISTING DRAINAGE
Currently the site sheet drains to the northeastern and southeastern corners of the site. Both of
these existing swales direct runoff to Cool Creek which lies approximately 50’ east of the
property. There is currently no storm detention or stormwater quality treatment for the site. The
existing 10-year release rate from the site is 10.22 cfs. Please refer to Appendix B for detailed
information.
3.0 PROPOSED DRAINAGE
The proposed development will consist of a 19,420 sq.ft. building and associated parking lot on
the 4.71 acre parcel. An extended dry detention basin will be located on the eastern edge of
the site. Stormwater runoff from the site will be conveyed to the proposed basin via storm sewers
and overland flow. The stormwater runoff associated with the eastern half of the Rangeline
Road right-of-way will be collected in the proposed storm sewer system and will be detained in
the proposed dry detention basin.
The site will be developed in accordance with the City of Carmel’s Stormwater Technical
Standards Manual requirements for the provision of detention and post construction treatment
of runoff. Per the City’s redevelopment policy, detention will be provided to release the post-
developed 100-year storm event at the peak 10-year pre-development rate. The proposed dry
detention basin will collect stormwater from all storm events, detain the runoff, and discharge it
to the southeast to an existing 18” storm sewer. The proposed release rate for the 100-year storm
event is 6.45 cfs, well below the allowable existing 10-year rate of 10.22 cfs. Please refer to
Appendix C for additional information.
Additionally, a pre-approved, pre-manufactured in-line Aqua-Swirl Water Quality Unit will be
installed as part of the project. This AS-7 unit will be located just upstream of the detention basin
and will treat the first flush rainfall event in accordance with the City of Carmel’s Stormwater
Technical Standards Manual. In addition to the Aqua-Swirl unit, the dry detention basin has
been designed to provide water quality for the entire project. The dry detention basin will utilize
the minimum allowable size of a 6” diameter orifice to provide the required water quality volume
treatment for the site. Please refer to Appendix E for additional information on these water
quality Best Management Practices.
4.0 CONCLUSIONS
The proposed development complies with the requirements set forth in the City of Carmel’s
Stormwater Technical Standards Manual as shown in these development plans. Final
calculations and a full drainage report will be completed with construction documents at a later
date.
APPENDIX A
• Vicinity Map
• FEMA FIRM Map
• Soils Map
Ra
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0 100 200 30050
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0 20 40 6010
Meters±
39° 59' 25''
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Map Scale: 1:1,040 if printed on A size (8.5" x 11") sheet.
Soil Map—Hamilton County, Indiana
Natural ResourcesNatural ResourcesNatural ResourcesNatural ResourcesConservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil SurveyNational Cooperative Soil Survey 6/14/2013Page 1 of 3
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:1,040 if printed on A size (8.5" × 11") sheet.
The soil surveys that comprise your AOI were mapped at 1:15,840.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 13, Sep 25, 2012
Date(s) aerial images were photographed: 7/19/2003
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Soil Map–Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/14/2013
Page 2 of 3
Map Unit Legend
Hamilton County, Indiana (IN057)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
FnB2 Fox loam, 2 to 6 percent slopes,
eroded
1.8 36.5%
MmB2 Miami silt loam, 2 to 6 percent
slopes, eroded
2.1 44.3%
Sh Shoals silt loam 0.9 19.2%
Totals for Area of Interest 4.8 100.0%
Soil Map–Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/14/2013
Page 3 of 3
Table 3.3.2
Hydrologic Soil Groups For Indiana Soils
(Shown in parentheses after the soil classification)
Notes: 1. Two hydrologic soil groups shown together, such as B/C, indicate the drained/undrained conditions.
2. Any modifiers shown, e.g., bedrock substratum, refer to a specific soil series phase found in the soil map legend.
Chapter 3 - 17
Abscota (A)
Ackerman (A/D)
Ade (A)
Adrian (A/D)
Alford (B)
Algansee (B)
Algiers (C/D)
Alida (B)
Allison (B)
Alvin (B)
Ambraw (B/D)
Andres (B)
Aptakisic (B)
Armiesburg (B)
Ashkum (B/D)
Atkins (D)
Aubbeenaubbee
(B)
Ava (C)
Avonburg (D)
Ayr (B)
Ayrmount (B)
Ayrshire (C)
Banlic (C)
Barce (B)
Barry (B/D)
Bartle (D)
Battleground (B)
Baxter (B)
Beanblossom (B)
Beasley (C)
Beaucoup (B/D)
Beckville (B)
Bedford (C)
Beecher (C)
Belknap (C)
Belleville (B/D)
Belmore (B)
Berks (C)
Bethesda (C)
Bewleyville (B)
Billett (B)
Birds (C/D)
Birkbeck (B)
Bloomfield (A)
Blount (C)
Bobtown (C)
Bonnell (C)
Bonnie (C/D)
Bono (D)
Booker (D)
Boonesboro (B)
Boots (A/D)
Bourbon (B)
Bowes (B)
Boyer (B)
Brady (B)
Branch (B)
Brems (A)
Brenton (B)
Bromer (C)
Bronson (B)
Brookston (B/D)
Bruno (A)
Bryce (D)
Burside (B)
Cadiz(B)
Camden (B)
Cana (C)
Caneyville (C)
Carlisle (A/D)
Carmel (C)
Carmi (B)
Casco (B)
Catlin (B)
Celina (C)
Ceresco (B)
Chagrin (B)
Chalmers (B/D)
Chatterton (A)
Cheektowaga (D)
Chelsea (A)
Chetwynd (B)
Cincinnati (C)
Clarence (D)
Cleremont (D)
Clyde (B/D)
Cobbsford (D)
Coesse (C/D)
Cohoctah (B/D)
Coloma (A)
Colyer (D)
Comfrey (B/D)
Conotton (B)
Conover (C)
Conrad (A/D)
Coolville (C)
Corwin (B)
Cory (C)
Corydon (D)
Coupee (B)
Craigmile (B/D)
Crane (B)
Crawleyville (B)
Crider (B)
Crosby (C)
Crosier (C)
Cuba (B)
Cyclone (B/D)
Dana (B)
Darroch (B)
Darroch, bedrock
subsratum
(C)
Dearborn (B)
Del Rey (C)
Deputy (C)
Derinda (C)
Desker (A)
Dickinson (B)
Digby (B)
Door (B)
Dowagiac (B)
Driftwood (C/D)
Drummer (B/D)
Du Page (B)
Dubois (C)
Dunning (D)
Ebal (B)
Eden (C)
Edenton C)
Edwards (B/D)
Eel (B)
Eldean (B)
Elkinsville (B)
Elliott (C)
Elston (B)
Evansville (B/D)
Fabius (B)
Fairmount (D)
Fairpoint (C)
Farmington (C)
Faxon (B/D)
Fincastle (C)
Flanagan (B)
Foresman (B)
Fox (B)
Frederick (B)
Free (B/D)
Fulton (D)
Genesee (B)
Gessie (B)
Gilboa (B)
Gilford (B/D)
Gilford, stratified
substratum
(D)
Gilpin (C)
Ginat (D)
Glenhall (B)
Glynwood (C)
Gosport (C)
Granby (A/D)
Gravelton (B/D)
Grayford (B)
Griswold (B)
Grovecity (B)
Gudgel (C)
Guthrie (D)
Hagerstown (C)
Haney (B)
Hanna (B)
Harpster (B/D)
Haskins (C)
Haubstadt (C)
Haymond (B)
Hennepin (B)
Henshaw (C)
Hickory (C)
High Gap (C)
Hillsdale (B)
Holton (C)
Homer (B)
Hononegah (A)
Hoopeston (B)
Hoosierville (C)
Hosmer (C)
Houghton (A/D)
Hoytville (C/D)
Huntington (B)
Huntsville (B)
Iona (B)
Ipava (B)
Iroquois (B/D)
Iva (C)
Jasper (B)
Jennings (C)
Johnsburg (D)
Jules (B)
Junius (C)
Kalamazoo (B)
Kendallville (B)
Kentland (A/D)
Kerston (A/D)
Kibbie (B)
Kings (D)
Kokomo (B/D)
Kosciusko (B)
Kurtz (C)
Lafayette (B)
La Hogue (B)
Landes (B)
Lash (B)
Laramie (B)
Lawrence (C)
Lenawee (B/D)
Lindside (C)
Linkville (C)
Linwood (A/D)
Lisbon (B)
Lobdell (B)
Lomax (B)
Longlois (B)
Losantville (C)
Lucas (D)
Lydick (B)
Lyles (B/D)
Mahalasville
(B/D)
Maplehille (C)
Marker (B)
Markham (C)
Markland (C)
Markton (C)
Martinsville (B)
Martisco (B/D)
Maumee (A/D)
McGary (C)
Medora (B)
Medway (B)
Mellott (B)
Mermill (B/D)
Metamora (B)
Metea (B)
Miami (B)
Miamian (C)
Middlebury (B)
Milford (B/D)
Millbrook (B)
Millgrove (B/D)
Table 3.3.2
Hydrologic Soil Groups For Indiana Soils
(Shown in parentheses after the soil classification)
Notes: 1. Two hydrologic soil groups shown together, such as B/C, indicate the drained/undrained conditions.
2. Any modifiers shown, e.g., bedrock substratum, refer to a specific soil series phase found in the soil map legend.
Chapter 3 - 18
Millsdale (B/D)
Milton (C)
Monitor (C)
Montgomery (D)
Montmorenci (B)
Morley (C)
Morocco (B)
Moundhaven (A)
Muldavia (B)
Mulvey (B)
Mundelein (B)
Muren (B)
Muskego (A/D)
Muskingum (C)
Mussey (B/D)
Napoleon (A/D)
Nappanee (D)
Negley (B)
Nesius (A)
Newark (C)
Newglarus (B)
Newton (A/D)
Nicholson (C)
Nineveh (B)
Nolin (B)
Oakville (A)
Ockley (B)
Octagon (B)
Odell (B)
Oldenburg (B)
Onarga (B)
Ormas (B)
Orrville (C)
Oshtemo (B)
Otwell (C)
Ouiateno (A)
Owosso (B)
Palms (A/D)
Papineau (C)
Parke (B)
Parr (B)
Pate (C)
Patton (B/D)
Pekin (C)
Pella (B/D)
Peoga (C)
Peotone (B/D)
Petrolia (B/D)
Pewamo (C/D)
Philo (B)
Piankeshaw (B)
Pike (B)
Pinevillage (B)
Pinhook (B/D)
Piopolis (C/D)
Pipestone (B)
Plainfield (A)
Plano (B)
Pope (B)
Princeton (A)
Prochaska (A/D)
Proctor (B)
Quinn (B/D)
Ragsdale (B/D)
Ragsdale,
overwash (B)
Rahm (C)
Rainsville (B)
Randolph (C)
Rarden (C)
Raub (C)
Rawson (B)
Reddick (B/D)
Reesville (C)
Rensselaer (B/D)
Rensselaer,
nonstratified
substratum
(C)
Richardsville (B)
Riddles (B)
Ridgeville (B)
Rimer (C)
Riverdale (A)
Roby (C)
Rockcastle (D)
Rockfield (B)
Rockton (B)
Rodman (A)
Ross (B)
Rossmoyne (C)
Ruark (B/D)
Rush (B)
Russell (B)
Ryker (B)
Sable (B/D)
Saranac (C/D)
Saranac, gravelly
substratum
(C)
Saugatuck (C)
Sawabash (B)
Sciotoville (C)
Seafield (B)
Sebewa (B/D)
Selfridge (B)
Selma (B/D)
Seward (B)
Shadeland (C)
Shakamak (C)
Shipshe (B)
Shoals (C)
Sidell (B)
Simonin (B)
Sisson (B)
Skelton (B)
Sleeth (C)
Sloan (B/D)
Sparta (A)
Spinks (A)
St. Charles (B)
St. Clair (D)
Starks (C)
Steff (C)
Stendal (C)
Stockland (B)
Stonelick (B)
Stoy (C)
Strawn (B)
Strole (C)
Suman (B/D)
Sumava (B)
Sunbury (B)
Swanwick (D)
Switzerland (B)
Swygert (C)
Sylvan (B)
Symerton (B)
Taftown (B)
Taggart (C)
Tama (B)
Tawas (A/D)
Tecumseh (B)
Tedrow (B)
Thackery (B)
Throckmorton
(B)
Tice (B)
Tilsit (C)
Tippecanoe (B)
Toledo (D)
Toronto (C)
Toto (B/D)
Tracy (B)
Trappist (C)
Treaty (B/D)
Trevlac (B)
Troxel (B)
Tuscola (B)
Tyner (A)
Uniontown (B)
Varna (C)
Vigo (D)
Vincennes (C/D)
Volinia (B)
Wabash (D)
Wakeland (C)
Wallkill (C/D)
Warners (C/D)
Warsaw (B)
Wasepi (B)
Washtenaw
(C/D)
Watseka (B)
Waupecan (B)
Wauseon (B/D)
Wawasee (B)
Waynetown (C)
Wea (B)
Weikert (C/D)
Weinbach (C)
Weisburg (C)
Wellston (B)
Westland (B/D)
Wheeling (B)
Whitaker (C)
Whitson (D)
Wilbur (B)
Wilhite (C/D)
Willette (A/D)
Williamsport (C)
Williamstown
(C)
Wingate (B)
Wirt (B)
Wolcott (B/D)
Woodmere (B)
Woolper (C)
Wynn (B)
Xenia (B)
Zaborosky (B)
Zadog (A/D)
Zanesville (C)
Zipp (D)
APPENDIX B
• Existing Drainage Basin Map
• Existing Drainage Calculations
9
9
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18
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EXISTING BASIN
MAP
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POINT BLANK
969 Rangeline Road
Carmel, Indiana
Point Blank - Drainage Basins
WATERSHED TOTAL TOTAL ROOF (sf)PAVE (sf)GRAVEL (sf)WOODS (sf)LAWN (sf)WEIGHTED WEIGHTED
NUMBER AREA (ac)AREA (sf)0.90 0.85 0.85 0.20 0.25 RUNOFF C RUNOFF CN
98 98 86 57 63 EXISTING
Existing Basin 4.26 185510 8780 67785 20091 5865 82989 0.56 80
WATERSHED TOTAL TOTAL ROOF (sf)PAVE (sf)BASIN (sf)WOODS (sf)LAWN (sf)WEIGHTED WEIGHTED
NUMBER AREA (ac)AREA (sf)0.90 0.85 0.90 0.20 0.25 RUNOFF C RUNOFF CN
98 98 98 71 75 PROPOSED
Proposed Basin 4.26 185510 19415 82825 10000 2130 71140 0.62 89
WATERSHED AREA (ac)Hydrologic % of Total
Group Area
On Site 1.57 B 36.94
4.67 acres 2.09 B 49.18
0.59 C 13.88
3.66 86.12
0.59 13.88
WATERSHED Weighted
Group B Group C CN Value
Existing Weighted Percentage 86.12 13.88
61 74 63
98 98 98
85 89 86
55 70 57
Proposed Weighted Percentage 86.12 13.88
74 80 75
98 98 98
70 77 71
Fox Loam, 2-6%, eroded
Miami Silt Loam, 2-6%
EXISTING BASIN
DRAINAGE BASIN SOIL TYPE BREAKDOWN
Soil Type
PROPOSED BASIN
Shoals Silt Loam
Group B
Group C
SOIL CURVE NUMBER CALCULATIONS
Cover Type and HERPICC CN
Hydraulic Condition
Lawn
Pavement
Gravel
Woods
Lawn
Pavement
Woods
Indiana LTAP Stormwater Drainage Manual - Revised February 2008 Chapter 3
- 19
Table 3.3.3
Runoff Curve Numbers for Urban Areas (USDA, 1986)
ņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņņ
Cover Type and Curve Numbers for
Hydrologic Condition Hydrologic Soil Group
A B C D
________________________________________________________________________________________
Undeveloped Areas
Cultivated Land
Without conservation treatment 72 81 88 91
With conservation treatment 62 71 78 81
Pasture or range land
Poor condition 68 79 86 89
Good condition 39 61 74 80
Meadow
Good condition 30 58 71 78
Wood or forest land
Thin stand, poor cover, no mulch 45 66 77 83
Good cover 25 55 70 77
Fully developed urban areas (with established vegetation)
Open space (lawns, parks, golf courses, cemeteries)
Poor condition (grass cover < 50%) 68 79 86 89
Fair condition (grass cover 50% to 75%) 49 69 79 84
Good condition (grass cover > 75%) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) 98 98 98 98
Streets and roads:
Paved : curb and storm sewers (excluding
right-of-way) 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Urban Districts
Commercial and business (85% impervious) 89 92 94 95
Industrial (72% impervious) 81 88 91 93
Residential
1/8 acre or less, townhouses (65% impervious) 77 85 90 92
1/4 acre (38% impervious) 61 75 83 87
1/3 acre (30% impervious) 57 72 81 86
1/2 acre (25% impervious) 54 70 80 85
1 acre (20% impervious) 51 68 79 84
2 acre 46 65 77 82
Developing Urban Areas
Indiana LTAP Stormwater Drainage Manual - Revised February 2008 Chapter 3
- 20
Newly graded areas (no vegetation) 77 86 91 94
Indiana LTAP Stormwater Drainage Manual - Revised February 2008 Chapter 3
- 21
Table 3.3.4
Runoff Curve Numbers for Agricultural Lands (USDA, 1986)
Cover Type and Curve Numbers for
Hydrologic Condition Hydrologic Soil Group
A B C D
Pasture, grassland, or range with continuous
forage for grazing
Poor 68 79 86 89
Fair 49 69 79 84
Good 39 61 74 80
Meadow with continuous grass, protected from
grazing and generally mowed for hay 30 58 71 78
Brush/brush-weed-grass mixture with brush
being the major element
Poor 48 67 77 83
Fair 35 56 70 77
Good 30 48 65 73
Woods and grass combination (orchard or tree farm)
Poor 57 73 82 86
Fair 43 65 76 82
Good 32 58 72 79
Woods
Poor 45 66 77 83
Fair 36 60 73 79
Good 30 55 70 77
Farmsteads 59 74 82 86
The curve number method may also be used in determining the time distribution of the runoff.
In this manual, the CN method is used in conjunction with the synthetic dimensionless and
triangular unit hydrograph methods to determine the storm hydrograph. The procedure used in
this operation is outlined below.
1. Determine the basin curve number.
2. Given the rainfall depth and storm duration, determine the time distribution of the
rainfall. This distribution can be the SCS Type II or Huff Distributions discussed in
Project: Point Blank
Location: Carmel, IN
Date: 6/19/2013
Check One:
BASIN NAME :PRE-DEVELOPED SITE
Sheet Flow
Segment ID A-B
Surface description (table 3-1)..........................GrassGrass
Manning's roughness coefficient, n (table 3-1)….0.240.24
Flow length, L (total L<=300f..........................ft.1000
Two-yr 24hr rainfall, p2...................................in.2.662.64
Land slope, s..............................................ft/ft0.040
Tt = 0.007 (nL)0.8 Computed T......................hr.0.1980.000
P20.5 S0.4
Shallow Concentrated Flow
Segment ID B-C
Surface description (paved or unpaved)...............unpavedunpaved
Flow length, L................................................ft.3150
Watercourse slope, s...................................ft/ft0.0190
Average velocity, V (figure 3-1)......................ft/s2.220
Tt = L/(3600 V) Computed Tt…………..……...hr.0.0390.000
Channel Flow
Segment ID
Cross sectional flow area, a............................ft2
Wetted perimeter, PW....................................ft.
Hydraulic radius, r=a/PW Compute……..…....ft.
Channel slope,s.........................................ft/ft
Manning's roughness coefficeint,n………...…….
V =(1.49 r2/3 s1/2)/n Compute………………...ft/s
Flow length, L ..............................................ft.
Tt = L/(3600 V) Computed Tt………..………...hr.
Pipe Flow
Segment ID
Velocity......................................................ft/s
Length..........................................................ft.
Tt=L/(3600v) Computed Tt…………..……....hr.
Watershed or subarea Tc or Tt..................hr.0.237
Watershed or subarea Tc or Tt...............min.14
Time of Concentration (Tc) Worksheet
Pre-Development
Post-Development
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066Wednesday, Jun 19, 2013
Hyd. No. 1
Existing Site
Hydrograph type= SCS RunoffPeak discharge= 10.22 cfs
Storm frequency= 10 yrsTime to peak= 722 min
Time interval= 2 minHyd. volume= 28,677 cuft
Drainage area= 4.260 acCurve number= 80
Basin Slope= 0.0 %Hydraulic length= 0 ft
Tc method= USERTime of conc. (Tc)= 14.00 min
Total precip.= 3.83 inDistribution= Type II
Storm duration= 24 hrsShape factor= 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (min)
Existing Site
Hyd. No. 1 -- 10 Year
Hyd No. 1
APPENDIX C
• Overall Drainage Plan
• Preliminary Drainage Calculations
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PROPOSED BASIN
MAP
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POINT BLANK
969 Rangeline Road
Carmel, Indiana
Point Blank - Drainage Basins
WATERSHED TOTAL TOTAL ROOF (sf)PAVE (sf)GRAVEL (sf)WOODS (sf)LAWN (sf)WEIGHTED WEIGHTED
NUMBER AREA (ac)AREA (sf)0.90 0.85 0.85 0.20 0.25 RUNOFF C RUNOFF CN
98 98 86 57 63 EXISTING
Existing Basin 4.26 185510 8780 67785 20091 5865 82989 0.56 80
WATERSHED TOTAL TOTAL ROOF (sf)PAVE (sf)BASIN (sf)WOODS (sf)LAWN (sf)WEIGHTED WEIGHTED
NUMBER AREA (ac)AREA (sf)0.90 0.85 0.90 0.20 0.25 RUNOFF C RUNOFF CN
98 98 98 71 75 PROPOSED
Proposed Basin 4.26 185510 19415 82825 10000 2130 71140 0.62 89
WATERSHED AREA (ac)Hydrologic % of Total
Group Area
On Site 1.57 B 36.94
4.67 acres 2.09 B 49.18
0.59 C 13.88
3.66 86.12
0.59 13.88
WATERSHED Weighted
Group B Group C CN Value
Existing Weighted Percentage 86.12 13.88
61 74 63
98 98 98
85 89 86
55 70 57
Proposed Weighted Percentage 86.12 13.88
74 80 75
98 98 98
70 77 71
Fox Loam, 2-6%, eroded
Miami Silt Loam, 2-6%
EXISTING BASIN
DRAINAGE BASIN SOIL TYPE BREAKDOWN
Soil Type
PROPOSED BASIN
Shoals Silt Loam
Group B
Group C
SOIL CURVE NUMBER CALCULATIONS
Cover Type and HERPICC CN
Hydraulic Condition
Lawn
Pavement
Gravel
Woods
Lawn
Pavement
Woods
Project: Point Blank
Location: Carmel, IN
Date: 6/19/2013
Check One:=
BASIN NAME :DEVELOPED SITE
Sheet Flow
Segment ID A-B
Surface description (table 3-1)..........................GrassCultivated
Manning's roughness coefficient, n (table 3-1)….0.240.15
Flow length, L (total L<=300f..........................ft.1000
Two-yr 24hr rainfall, p2...................................in.2.662.66
Land slope, s..............................................ft/ft0.0150
Tt = 0.007 (nL)0.8 Computed T......................hr.0.2930.000
P20.5 S0.4
Shallow Concentrated Flow
Segment ID B-CC-D
Surface description (paved or unpaved)...............unpavedpaved
Flow length, L................................................ft.165640
Watercourse slope, s...................................ft/ft0.0150.004
Average velocity, V (figure 3-1)......................ft/s1.981.285668255
Tt = L/(3600 V) Computed Tt…………..……...hr.0.0230.138
Channel Flow
Segment ID
Cross sectional flow area, a............................ft2
Wetted perimeter, PW....................................ft.
Hydraulic radius, r=a/PW Compute……..…....ft.
Channel slope,s.........................................ft/ft
Manning's roughness coefficeint,n………...…….
V =(1.49 r2/3 s1/2)/n Compute………………...ft/s
Flow length, L ..............................................ft.
Tt = L/(3600 V) Computed Tt………..………...hr.
Pipe Flow
Segment ID
Velocity......................................................ft/s
Length..........................................................ft.
Tt=L/(3600v) Computed Tt…………..……....hr.
Watershed or subarea Tc or Tt..................hr.0.4540.138
Watershed or subarea Tc or Tt...............min.27
Time of Concentration (Tc) Worksheet
Pre-Development
Post-Development
1 2
3
4
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Project: Point Blank.gpw Wednesday, Jun 19, 2013
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066Wednesday, Jun 19, 2013
Hyd. No. 2
Proposed Basin
Hydrograph type= SCS RunoffPeak discharge= 21.28 cfs
Storm frequency= 100 yrsTime to peak= 730 min
Time interval= 2 minHyd. volume= 87,845 cuft
Drainage area= 4.670 acCurve number= 89
Basin Slope= 0.0 %Hydraulic length= 0 ft
Tc method= USERTime of conc. (Tc)= 27.00 min
Total precip.= 6.46 inDistribution= Type II
Storm duration= 24 hrsShape factor= 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
Proposed Basin
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066Wednesday, Jun 19, 2013
Hyd. No. 3
Pond Discharge
Hydrograph type= ReservoirPeak discharge= 6.447 cfs
Storm frequency= 100 yrsTime to peak= 756 min
Time interval= 2 minHyd. volume= 87,834 cuft
Inflow hyd. No.= 2 - Proposed BasinMax. Elevation= 805.58 ft
Reservoir name= Dry Detention BasinMax. Storage= 38,447 cuft
Storage Indication method used.
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (min)
Pond Discharge
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 38,447 cuft
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066Wednesday, Jun 19, 2013
Pond No. 1 - Dry Detention Basin
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 801.65 ft
Stage / Storage Table
Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft)
0.00801.650000
0.35802.002,975347347
1.35803.008,5755,5335,880
2.35804.0011,51010,00615,886
3.35805.0013,35012,41728,303
4.35806.0021,94017,46645,769
Culvert / Orifice StructuresWeir Structures
[A][B][C][PrfRsr][A][B][C][D]
Rise (in)= 15.006.0012.000.00
Span (in)= 15.006.0012.000.00
No. Barrels = 1110
Invert El. (ft)= 801.65801.65804.100.00
Length (ft)= 80.0080.0080.000.00
Slope (%)= 1.001.001.00n/a
N-Value = .013.013.013n/a
Orifice Coeff.= 0.600.600.600.60
Multi-Stage = n/aYesYesNo
Crest Len (ft)= 16.000.000.000.00
Crest El. (ft)= 805.500.000.000.00
Weir Coeff.= 3.333.333.333.33
Weir Type = Riser---------
Multi-Stage = YesNoNoNo
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).Stage / Storage / Discharge Table
StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal
ftcuftftcfscfscfscfscfscfscfscfscfscfscfs
0.000801.650.00 0.00 0.00 ---0.00 ---------------0.000
0.0435801.690.00 ic0.00 ic0.00 ---0.00 ---------------0.003
0.0769801.720.01 ic0.01 ic0.00 ---0.00 ---------------0.012
0.11104801.750.03 ic0.03 ic0.00 ---0.00 ---------------0.026
0.14139801.790.05 ic0.05 ic0.00 ---0.00 ---------------0.046
0.18174801.820.08 ic0.07 ic0.00 ---0.00 ---------------0.070
0.21208801.860.10 ic0.10 ic0.00 ---0.00 ---------------0.100
0.25243801.890.14 ic0.13 ic0.00 ---0.00 ---------------0.133
0.28278801.930.17 ic0.17 ic0.00 ---0.00 ---------------0.170
0.32312801.960.21 ic0.21 ic0.00 ---0.00 ---------------0.209
0.35347802.000.26 ic0.25 ic0.00 ---0.00 ---------------0.250
0.45900802.100.37 ic0.37 ic0.00 ---0.00 ---------------0.372
0.551,454802.200.46 ic0.46 ic0.00 ---0.00 ---------------0.462
0.652,007802.300.53 ic0.53 ic0.00 ---0.00 ---------------0.533
0.752,560802.400.59 ic0.59 ic0.00 ---0.00 ---------------0.592
0.853,114802.500.65 ic0.65 ic0.00 ---0.00 ---------------0.651
0.953,667802.600.71 ic0.71 ic0.00 ---0.00 ---------------0.707
1.054,220802.700.77 ic0.76 ic0.00 ---0.00 ---------------0.760
1.154,773802.800.81 ic0.81 ic0.00 ---0.00 ---------------0.807
1.255,327802.900.87 ic0.85 ic0.00 ---0.00 ---------------0.855
1.355,880803.000.90 ic0.90 ic0.00 ---0.00 ---------------0.901
1.456,881803.100.94 ic0.94 ic0.00 ---0.00 ---------------0.942
1.557,881803.200.98 ic0.98 ic0.00 ---0.00 ---------------0.983
1.658,882803.301.05 ic1.02 ic0.00 ---0.00 ---------------1.023
1.759,882803.401.09 ic1.06 ic0.00 ---0.00 ---------------1.062
1.8510,883803.501.12 ic1.10 ic0.00 ---0.00 ---------------1.099
1.9511,883803.601.14 ic1.14 ic0.00 ---0.00 ---------------1.135
2.0512,884803.701.17 ic1.17 ic0.00 ---0.00 ---------------1.171
2.1513,885803.801.21 ic1.21 ic0.00 ---0.00 ---------------1.207
2.2514,885803.901.25 ic1.24 ic0.00 ---0.00 ---------------1.241
2.3515,886804.001.29 ic1.27 ic0.00 ---0.00 ---------------1.273
2.4517,127804.101.33 ic1.30 ic0.00 ---0.00 ---------------1.304
2.5518,369804.201.38 ic1.33 ic0.04 ic---0.00 ---------------1.377
2.6519,611804.301.55 ic1.35 ic0.18 ic---0.00 ---------------1.533
2.7520,853804.401.74 ic1.37 ic0.37 ic---0.00 ---------------1.744
2.8522,094804.502.03 ic1.39 ic0.64 ic---0.00 ---------------2.030
2.9523,336804.602.36 ic1.40 ic0.95 ic---0.00 ---------------2.344
3.0524,578804.702.71 ic1.41 ic1.30 ic---0.00 ---------------2.709
3.1525,820804.803.13 ic1.42 ic1.69 ic---0.00 ---------------3.103
Continues on next page...
Dry Detention Basin
Stage / Storage / Discharge Table
StageStorageElevationClv AClv BClv CPrfRsrWr AWr BWr CWr DExfilUserTotal
ftcuftftcfscfscfscfscfscfscfscfscfscfscfs
3.2527,061804.903.49 ic1.43 ic2.05 ic---0.00 ---------------3.477
3.3528,303805.003.85 ic1.43 ic2.41 ic---0.00 ---------------3.847
3.4530,050805.104.13 ic1.45 ic2.67 ic---0.00 ---------------4.121
3.5531,796805.204.39 ic1.46 ic2.93 ic---0.00 ---------------4.388
3.6533,543805.304.63 ic1.47 ic3.16 ic---0.00 ---------------4.633
3.7535,290805.404.86 ic1.48 ic3.38 ic---0.00 ---------------4.861
3.8537,036805.505.08 ic1.49 ic3.59 ic---0.00 ---------------5.077
3.9538,783805.606.77 oc1.31 ic3.78 ic---1.68 ---------------6.773
4.0540,530805.709.00 oc0.85 ic3.39 ic---4.76 ---------------9.003
4.1542,276805.8010.08 oc0.42 ic1.67 ic---8.00 s---------------10.08
4.2544,023805.9010.36 oc0.29 ic1.18 ic---8.89 s---------------10.36
4.3545,769806.0010.56 oc0.23 ic0.90 ic---9.43 s---------------10.56
...End
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066Wednesday, Jun 19, 2013
ReturnIntensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)BDE(N/A)
10.00000.00000.0000--------
2241.574128.30011.1283--------
30.00000.00000.0000--------
5287.354328.30011.1322--------
10337.406628.70011.1400--------
25398.531628.80011.1414--------
50433.631128.40011.1349--------
100463.383528.00011.1234--------
File name: Hancock County.IDF
Intensity = B / (Tc + D)^E
ReturnIntensity Values (in/hr)
Period
(Yrs)5 min1015202530354045505560
10.000.000.000.000.000.000.000.000.000.000.000.00
24.633.953.443.042.722.462.242.061.901.761.641.54
30.000.000.000.000.000.000.000.000.000.000.000.00
55.434.634.033.563.192.882.622.412.222.061.921.80
106.125.234.554.023.603.252.962.722.512.332.172.03
257.176.125.334.714.223.813.473.182.942.732.542.38
508.096.906.015.314.754.293.913.593.313.072.862.68
1009.127.786.775.995.364.844.414.053.743.473.243.03
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: Hamilton County 24hr.pcp
Storm
Distribution1-yr2-yr3-yr5-yr10-yr25-yr50-yr100-yr
SCS 24-hour1.002.660.003.273.834.725.526.46
SCS 6-Hr0.000.000.000.000.000.000.000.00
Huff-1st1.090.000.000.000.000.000.000.00
Huff-2nd1.620.000.000.000.000.000.000.00
Huff-3rd1.870.000.000.000.000.000.000.00
Huff-4th2.220.000.000.000.000.000.000.00
Huff-Indy0.000.000.000.000.000.000.000.00
Custom1.000.000.000.000.000.000.000.00
APPENDIX D
• Storm Sewer Basin Map
• Preliminary Storm Design Calculations
118 LF OF 15" HDPE @ 0.50%
D
508CURB INLETRIM ELEV. = 811.90NW INV. = 808.40N INV.= 807.40E INV. = 807.15 509END SECTIONSE INV. = 812.00D.S.507CURB INLETRIM ELEV. = 812.15W INV. = 806.55N INV. = 807.00E INV. = 806.45
50
6
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D.S.D.S.61 LF OF 12" HDPE @ 5.9%170 LF OF
1
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94 LF OF 18" HDPE @ 0.25%117 LF OF 18" HDPE @ 0.30%
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195 LF OF 6" SSD @ 1.00%
185 LF OF 6" SSD @ 1.00%
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STORM SEWER
BASIN MAP
1
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POINT BLANK
969 Rangeline Road
Carmel, Indiana
Project:Point Blank Date:6/19/2013
Location:Rangeline Road, Carmel, IN
Engineer:A&F Engineering Project No.:
Sheet Flow segment:AB Sheet Flow segment:Shallow Concentrated flow segment:Total
LengthSlopenTravel TimeLengthSlopenTravel TimeLengthSlope P VelocityTravel Time Travel
ftft/ftmin.ftft/ftmin.ftft/ft U fpsmin.Time - min.
500 0.000.0100.15 0.00 0.000.0000.000 0.00 0.000.010P1.61 0.000.00
501 100.000.0100.24 20.73 0.000.0100.00 0.00 0.000.010P1.61 0.0020.73
502 0.000.0200.15 0.00 0.000.0100.15 0.00 0.000.010P1.61 0.000.00
503 0.000.0200.15 0.00 0.000.0100.15 0.00 0.000.010U2.03 0.000.00
504 100.000.0200.011 1.33 0.000.0100.15 0.00 90.000.020P2.28 0.661.99
505 100.000.0200.011 1.33 0.000.0100.15 0.00 90.000.022P2.39 0.631.96
506 100.000.0230.011 1.26 0.000.0100.15 0.00 100.000.022P2.39 0.701.96
507 18.000.0500.15 1.90 65.000.0180.011 1.00 0.000.010P1.61 0.002.89
508 100.000.0200.011 1.33 0.000.0100.15 0.00 0.000.010P1.61 0.001.33
509 100.000.0200.24 15.71 0.000.0100.15 0.00 100.000.020U2.87 0.5816.29
510 100.000.0100.24 20.73 0.000.0100.15 0.00 100.000.010U2.03 0.8221.55
511 100.000.0300.011 1.13 0.000.0100.15 0.00 130.000.030P2.79 0.781.91
DS 100.000.0200.011 1.33 0.000.0100.15 0.00 0.000.010P1.61 0.001.33
Max.:21.55
2.64
5.00
Manning's coefficient - Sheet Flow
Asph., Conc., Gravel, bare soil0.011
Fallow no residue0.05
Cultivated - Residue <=20%0.06
Cultivated - Residue >=20%0.17
Short grass prairie0.15
Dense Grasses0.24
Bermuda grass0.41
Range - natural0.13
Woods - light underbrush0.40
Woods - Dense underbrush0.80
TR55 Time of Concentration (Tc) & Travel Time (Tt)
The length of the overland flow segment generally should be limited to 100 feet
Basin ID
Two year 24-hr rainfall (in)
Minimum Tc
PROJECT:Point Blank JOB NO.:
Basin
RoofImperv'sPervious AreaComp.10-year25-year50-year100-year
ID:0.900.850.25TotalC ID:TciQ = ciaiQ = ciaiQ = ciaiQ = cia
500 0.000.000.00 0.000.25500 5.006.120.007.170.008.090.009.120.00
501 0.000.400.60 1.000.49501 20.733.961.944.642.285.242.575.912.89
502 0.000.000.00 0.000.25502 5.006.120.007.170.008.090.009.120.00
503 0.000.000.00 0.000.25503 5.006.120.007.170.008.090.009.120.00
504 0.000.600.03 0.630.82504 5.006.123.177.173.718.094.199.124.72
505 0.000.620.03 0.650.82505 5.006.123.277.173.838.094.329.124.87
506 0.000.020.25 0.270.29506 5.006.120.497.170.578.090.649.120.73
507 0.000.060.06 0.120.55507 5.006.120.407.170.478.090.539.120.60
508 0.000.100.06 0.160.63508 5.006.120.617.170.728.090.819.120.91
509 0.000.120.09 0.210.59509 16.294.410.555.170.645.830.736.570.82
510 0.000.030.07 0.100.43510 21.553.900.174.570.205.150.225.810.25
511 0.000.230.03 0.260.78511 5.006.121.247.171.468.091.649.121.85
DS 0.450.000.00 0.450.90DS 5.006.122.487.172.908.093.289.123.69
Rational Surface Conditions & Coefficient Determination
Surface Coefficient - C / Areas - ac.Basin Rational Design Frequency ‐ Intensity and Runoff
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APPENDIX E
• Preliminary Water Quality Calculations
A = Drainage area 4.26 Ac
Ai = Impervious area 2.58 Ac
I = Post-development impervious percentage 61%
P = Precipitation 1.00 in
From Exhibit 701-1 based on 61% Impervious, CN=95.5
Using CN = 95.5 along with Tc = 27 min (per storm sewer report)
Qwq = for A = 4.26ac, Runoff Rate from 1.00" Storm = 2.31 cfs
A=Drainage area 4.26 Ac
I=Post-development impervious percentage 61%
P=Precipitation 1.00 in
Rv=Volumetric Runoff Coefficient
Rv = 0.05 + .009 (I) =0.595 in/in
WQv=Water Quality Volume
WQv = (P) (Rv) (A) / 12 =0.21 ac-ft < 0.26 ac-ft provided
or 9194 ft^3 at elevation 804.00
Enp=Elevation of Normal Pool 801.65
Es=Elevation of Storage 802.33
h=Height
Height (h) = (Enp - Es) / 2 =0.34 ft
Q=Water Quality Release Rate
Q = (WQv * 43560) / (24 * 3600) =0.106 cfs
a=Q Orifice Equation
C * 2 * (g *h) ^0.5
C=Orifice constant 0.6
g=Gravity constant 32.2 ft/s^2
a=Area of orifice sqft
a=0.027 sqft
d=Diameter of Orifice
d=0.185 ft
or 2.217 inches
Per 302.06.07, minimum orifice size = 6"
Therefore:Designed orifice = 6.0 inches
WATER QUALITY DESIGN CALCULATIONS
Detention BMP Sizing
Flow Through Unit (Qwq)
Water Quality Volume (WQv)
Wq Storage Volume
m Area Area Volume Volume
(msl)(sf)(ac)(cu-ft)(ac-ft)
801.65 0 0.0000 0 0.0000
802.00 604 0.0139 70 0.0016
803.00 5940 0.1364 2880 0.0661
804.00 11510 0.2642 11445 0.2627
TOTAL 11445 0.2627
TOTAL POND VOLUME = 36250 cu-ft
Water Quality Volume * 3 =3*10346 cu-ft
34333.75 cu-ft
Therefore 3 * Water Quality Volume < Total Pond Volume
06/28/07
Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event
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Water Quality Curve Number (CNwq)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Wednesday, Jun 19, 2013
Hyd. No. 4
Water Quality
Hydrograph type = SCS Runoff Peak discharge = 2.306 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 9,213 cuft
Drainage area = 4.260 ac Curve number = 95.5
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc)= 27.00 min
Total precip.= 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
Water Quality
Hyd. No. 4 -- 1 Year
Hyd No. 4
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