HomeMy WebLinkAboutPacket Equicor 9-16-04
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TABLE OF CONTENTS:
L Application for Architectural Design, Lighting, and Signage
II. Legal Description
III. Stormwater Management System - Technical Information Report
IV. Site Plans
. Site Plan
. Utility Plan
. Site Details
. Soil Erosion Control Details
. Site Specifications
V. Landscape Plan
VI. Lighting Photo-metrics Plan and Light Fixture Specifications
VII. Signage Plans and Details
VIII. Building Perspective and Elevations
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I. Application for Architectural Design, Lighting, and Signage
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Date: .
DOCKET NO.
(Plus $100.00 per acre when'NOT accompanied by a Development PI
Name of Project:
Address:
Type of Project:
Applicant:
Contact Person:
Fax No.:
Address:
116TH Street Centre
1412 & 1430 S.Guilford 836 E. 116th Street
Mixed Use (Office and Retail)
Equicor Development" Inc.
Joseph D. Calderon
(317) 592-4712
One American Square" Box 82001. Indianapolis~ IN 46282
Phone No. (317) 573-8100
Phone No. (317) 236-5833
Legal Description: To be typewritten on a separate sheet
Area (in acres) 2.66 Zoning B-2* (Pending-Ordinance Z-452-04)
Owner of Real Estate: Donald M. and Waneta Dunkerly
Cannel: X Clay Township: Annexation: Y 0 or N 00
Other Approvals Needed: Development Plan
No. of Spaces Provided: 124
PARKING
No. Spaces Requires: 107
DESIGN INFORMATION
Type of Building: Office/Retail No. of Buildings: 2
Square Footage: 31~306 Height: No. of Stories: 1 and 2
Exterior Materials: BrickILimestonelEFIS ,Colors: See Color Renderings
Maximum No. of Tenants: 21 Type of Uses: OfficelRetail
Water by: Indianapolis Water Company Sewer by: City of Cannel
INDY 1415091vl
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LIGHTING
Type of Fixture: Sidewalk Parking lot pole (see.attached) Height ofPixture: 12ft. & 24 ft.
No. of Fixtures: 14 Additional Lighting: Building Mounted (see attached)
*Plans to be submitted showing foot candle spread at property lines, per Ordinance.
SIGNAGE
No. of Signs: 44 wall. 2 monument Type of Signs: Wall. Monument
Location(s): Wall signs on all elevations~ monuments at Guilford and 116th Street entries
Dimensions of each sign: See attached
Square Footage of each sign: See attached
Total Height of each sign: 5'6" monument
LANDSCAPING
*Plans to be submitted showing plant types, sizes, and locations
**************************************************
I, the undersigned, to the best of my knowledge and belief, submit the a~ove information as true
an orrect.
of APPli:~ itle M/IfI,""'!
~~ V. 6t/~J()n . ~/,4DI04
Printed Date f
**************************************************
State of Indiana,
55: A'
County of _ an () It
Before me the undersi~ed, a Not
personall y appeared
the foregoing instrumen this ~
MC .. E" 1
y . ommtSSlon xplres:
~CAROL A. COLSON
C . ~PUBLlCSTA. TE O.F INDIANA
~ Q HENDRICKS COUNTY
. ,MMISSlON m .wo.l1. 20074
Notary Public
County, State of In~\ana,
, nd acknowledged the executiQn of" .
, 20~ . ' {j .~ . ...' ...'
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INDY 1415091vt
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DEVELOPMENT PLAN
APPLICATION (Amendment) .
Fee: $750.00 plus $100.00 per acre ($750.00 plus $100.00 per acre)
DATE:
,20_
DOCKET NO.
Preliminary
Public Hearing Required
Final
Received BylDate
Amended or Changed
Checked By
Name of
Project: 1 16th Street Centre
Project
Address: 1412 & 1430 South Guilford: 836 East 116th Street
Legal
Description: (To be typewritten on separate sheet and attached)
Name of
Applicant: Equicor Development~ Inc.
Address: 9011 North Meridian Street. Ste. 202~ Indianapolis. IN 46260
Contact Person: Joseph D. Calderon
Telephone: (317) 236-5833
Fax No. (317) 592-4712
Name of
Landowner:
Donald M. & Waneta Dunkerly Telephone: (317) 848-2030
Address: 30 South Rangeline Road. Cannel. IN 46032
Plot Size: '2.66
Zoning CJassification: B-2*
(Pending Ordinance Z-452-04)
Present Use
of Property:
None
Proposed Use
of Property:
Mixed Use OfficelRetail; Predominantly professional office use
INDY 1415091vl
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NOTE:
Signed:
This application must be filed in duplicate and accompanied by: a) Two (2) copies of the
development plan which the applicant .will be responsible for distribution among T AC
members; b) All necessary supporting materials.
The undersigned agrees that any construction, reconstruction, enlargement, relocation or
alteration of structures, or any change in the use of land or structures requested by this
application will comply with and conform to all applicable laws of the State of Indiana
and the zoning ordinance of Cannel, Indiana, adopted under the authority of Acts of
1979, Public Law 178, Sec. 1, et seq., General Assembly of the State of Indiana, and all
Acts amendatory thereto.
Owner
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(Typed) f
(Typed)
STATE OF INDIANA
County of ;t{a. r; ON
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ndersi~ed, a Notary Public in the State of Indiana, personally appeared
t.M.(and acknowledged the execution of the foregoing instrument this
, 20 ok:
Q~o.(\~
Signature
~ CAROL A. roLSON "'.
NOTARY PUBLIC STATE OF INDIANA
H!ND1tItKS COUNTY
PrintecNY COMMISSION ~ AUG. ~ PubJ{i~)'-
My-County of Residence:
My Commission Expires:
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DEVELOPMENT PLAN PROCESS
The following is a chronologica! listing of the steps required for developing a subdivision. This
process is necessary for creation of a new lot, or group of lots, or complete subdivision.
1. Initial discussion with staff regarding applicable subdivision standards, condition/capacity
of infrastructure, and availability of utilities.
2. Developer presents sketch plat for review by staff.
3. Submit plans to TAC (Technical Advisory Committee members) for their review.
4. Developer submits primary plat application and two (2) copies of plat.
5. Administrative review by the Department of Community Services staff.
6. The Technical Advisory Committee reviews the plat and offers suggestions and
recommendations.
7. Petitioner obtains list of all property owners within a 660 foot radius of the subject
property from the County Mapping and Transfers Office.
8. Petitioner prepares legal notices for property owner notification and newspaper
advertisement and advises staff.
9. Petitioner submits newspaper advertisement to newspaper of general circulation in
Hamilton County at least 25 days prior to the public hearing.
10. Petitioner mails certified mail notice to all property owners within a 660 foot radius at
least 25 days prior to the public hearing.
11. Petitioner prepares an analysis of the primary plat petition and staff distributes it to the
Plan Commissioners along with any other pertinent information.
12. Plan Commission Agenda is posted.
13. Plan Commission holds public hearing and gathers information from public.
14. The Plan Commission refers project to the Subdivision Committee for further review,
suggestions and recommendations.
15. The Subdivision Committee will return the project to the full Plan Commission with a
recommendation. Upon return to the Plan Commission will either approve or deny at this
time.
INDY 1415091vl
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11m legal Description
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Parcel I
Part of the South Half of the Southwest Quarter of Section 36, Township 18 North,
Range 3 East, Hamilton County, Indiana, being more particularly described as follows,
to-wit:
Beginning at the South line of said Half-Quarter Section, at a point 66 feet West of the
Southeast comer of said Half-Quarter Section; thence running West upon and along the
South line of said Half-Quarter Section, 231.29 feet to a point; thence North and parallel
with the East line of said Half-Quarter Section, 221.21 feet to a point; thence East and
parallel with the South line of said Half-Quarter Section, 231.29 feet to a point; thence
South and parallel to the(East line of said Half-Quarter Section, 221.21 feet to the POINT
OF BEGINNING. .
Parcel II
A part of the West Half of the Southwest Quarter of Section 36, Township 18 North,
Range 3 East, in Hamilton County, Indiana, more particularly described as follows:
Beginning at a point 66 feet West of the East line of said Half Quarter Section and 221.21
feet North of the South line. of said Half-Quarter Section; running thence West and
parallel to to the South line of said Half-Quarter Section, 231.29 feet to a point; thence
North and parallel with the East line of said Half-Quarter Section, 196.21 feet to a point;
thence East and parallel with the South line of said Half-Quarter Section, 231.29 feet to a
point; thence South and parallel with the East line of said Half-Quarter Section, 196.21
feet to the PLACE OF BEGINNING.
Parcel III
Part of the West Half of the Southwest Quarter of Section 36, Township 18 North, Range
3 East, Hamilton County, Indiana, more specifically described as follows:
Beginning at a point 66 feet West of the East line of said Quarter Section and 417.42 feet
North of the South line of said Section; thence West parallel to said South Section line,
231.29 feet to a point; thence North and parallel to said Quarter Section line 176.58 feet
to a point; thence East 231.29 feet to a point; thence South to the PLACE OF
BEGINNING.
Except: that portion of the above described Parcels conveyed to the City of Carmel by
Deed recorded as Instr. #2003-88445.
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III. Stormwater Management System - Technical Information Report
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116th STREET AND GUILFORD ROAD PROJECT
116th Street and Guilford Road
CARMEL, INDIANA
STORMWATER MANAGEMENT SYSTEM
TECHNICAL INFORMATION REPORT
PREPARED BY:
MELTON-PACKARD AND ASSOCIATES
8444 Castlewood Drive, Suite 700
Indianapolis, Indiana 46250
Phone: (317) 577-0069
Fax: (317) 577-1879
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116th STREET AND GUILFORD ROAD PROJECT
CARMEL, INDIANA .
STORMWATER MANAGEMENT SYSTEM
TECHNICAL INFORMATION REPORT
TABLE OF CONTENTS
PROFESSIONAL CERTIFICATION
SITE VICINITY MAP
REPORT
APPENDIX
· RAIN FALL DATA
'. SOILS DATA
· FEMA FIRM MAP
· HydroCAD@ ROUTING DIAGRAM
· HydroCAD@ 10 YEAR STORM -ROUTINGS - PIP~ SIZING
· HydroCAD@ 2 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
· HydroCAD@ 10 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
· HydroCAD@ 100 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
· DEVELOPED DRAINAGE EXHIBIT'
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116TH STREET AND GUILFORD ROAD PROJECT
MARION COUNTY, INDIANA
STORMWATER MANAGEMENT SYSTEM
'TECHNICAL INFORMATION REPORT
PROFESSIONAL CERTIFICATION
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Donald M.Gwinnup, Jr.
Registered Professional Engineer No. 19864
State of Indiana
The following report and accompanying computations have been developed by me or
under my direct supervision.
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INTRODUCTION
A new commercial development is being planned for a site located in the northwest
corner of the 116th Street and Guilford Road Intersection in Carmel, Indiana. The project
is bounded on the South by West 116th Street, on the East by Guilford Road. This report
presents the stormwater computations for the proposed stormwater management
system design. The enclosed computations and conclusions support the request for a
stormwater permit from the City of Carmel/Hamilton County.
EXISTING SITE DRAINAGE
The site is currently undeveloped and occupies approximately 2.409 Acres. The ground
surface elevations on this site vary in elevation from approximately 844 feet, NGVD to
842 feet, NGVD.
This site currently drains via sheet flow from west to east toward the existing road side
ditch along Guilford Road.
PROPOSED SITE DRAINGE
The project's stormwater management system will consist of two drainage networks
containing curb inlets and StormTech underground storm water storage systems. Pipe
sizes in the two networks vary from 12" to 18" diameter concrete pipe. The proposed
system must limit the proposed condition site runoff to 0.24 cfs/acre as required by the
Hamilton County SurVeyor for this watershed. The total developed area for this project
is 2.07 acres giving a total proposed condition runoff rate of 0.50 cfs. This flow rate is
evenly split between the two proposed underground storage systems.
The StormTech system was selected for this project do to the small size of the site
which made the use of a surface water pond unfeasible. The system consists of HDPE
arches and a gravel envelope which surrounds the components of the system. The
storm water will be distributed to and collected from the rows of the StormTech system
via 12" HDPE header pipe configurations draining from inlet manhole. The outlet
control orifice will be contained in a modified inlet type &IE" structure at the downstream
end of the StormTech system.
DESIGN REQUIREMENTS
The site has been designed to comply with the City of Carmel/Hamilton County storm
water standards as follows:
o The onsite stormsewer system has been designed to convey the peak discharge
from the post development 1 hour duration, 10 year frequency Indianapolis Huff
2nd quartile, 50% probability rainfalllrunoff event (Q10) in an open channel flow
condition with a full pipe flow velocity of at least 2 feet per second.
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o The maximum allowable depth of flooding over the curb inlets, pavement inlets
and ditch inlets during the 10-year design storm event is less than 6 inches.
o The proposed StormTech system must reduce the post developed runoff rate to
the allowable release rate of O.24cfs/acre as required by the Hamilton County
Surveyor. The allowable release rate for this site is 0.50 cfs. This release rate
must be met for the 2, 10, & 100 year 24 hour event.
o The StormTech system was routed with full range of storm events (1,2, 3,6, 12,
and 24 hour) for the 2, 10, and 100 year event to estimate the peak water
elevation within the system. This elevation is checked against the casting
elevations of the proposed structures to ensure the parking lot does not become
inundated with backwater from the system.
METHODOLOGY FOR PRE-DEVELOPED SIMULATION
This site is part of a watershed that has an allowable release rate set by the
Hamilton County Surveyor based on the most restrictive downstream channel or
structure.. For this project the release rate is 0.24 cfs/acre.
METHODOLOGY FOR POST-DEVELOPED SIMULATION
The post-developed stormwater drainage conditions were analyzed by studying the
available information for the project as follows:
1. Available information was collected or processed including the site grading and
drainage plans, topographic survey, air photo, and soils map, the City of
Indianapolis Stormwater Design and Construction Specifications Manual rainfall
data and observations obtained during a site inspection by the designer.
2. The post-developed condition onsite drainage areas were delineated and
electronically measured (AutoCAD) on the site grading and drainage plans.
3. Each sub-basin was analyzed and a runoff coefficient and time of concentration
were assigned to generate the peak runoff.
4. The proposed stormsewer system geometry and hydrologic data was inserted
into the stormwater runoff and hydraulics computer model HydroCAD@. This
model is the basis of all design storm simulations for the project.
5. The HydroCAD@ model was executed for the 10 year frequency storm event.
The stormsewer geometry was adjusted through an iterative process until an
acceptable system design was achieved. Parameters such as pipe depth, pipe
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cover, ,pipe slope, pipe capacity and pipe velocity we.re considered in the design
adjustments. -
6. The HydroCAD@ model was executed for the 2, 10, and 100 year 24 hour event
to verify the proposed condition release rate.
7. The HydroCAD@ model was executed for a range of durations (1, 2, 3, 6, 12, and
24 hours) for the 2, 10, and100 year storm events to verify the capacity and
functionality of the proposed StormTech system.
8. Provide a storm sewer stub to the west to pick up storm water from future
development to the west.
OUTPUT DESCRIPTION
The HydroCAD@ summary output data is arranged as follows:
DRAINAGE DIAGRAM: The Drainage Diagram shows the individual nodes that make
up each project. The nodes are usually connected by arrows that indicate how their
outflows are routed.
SUBCATCHMENT (BASIN) SUMMARY: The Subcatchment (Basin) Summary
provides hydrologic data for each drainage area flowing to an inlet structure. The input
data includes total rainfall amount, storm duration, rainfall distribution, peaking factor,
contributing drainage area, time of concentration, and runoff coefficient. The output data
includes peak discharge and total runoff volume.
REACH SUMMARY: These summary tables provide stormsewer pipe reach hydraulic
data. Some of the input data includes design flow, total contributing watershed area,
pipe diameter, pipe length, pipe slope, Manning's N value, and upstream/downstream
structure numbers. The output data includes the percent of pipe capacity used, flow
depth, full-flow velocity and actual velocity.
STORMS EWER PERFORMANCE TABLE:
The following table illustrates key data from the stc;>rmsewer system routings.
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STORM PIPE PIPE PI PE-FULl 1 OYRl1 HR
SEWER DIAMETER CAPACITY VELOCITY PEAK Q
SEGMENT (INCHES) (CFS) (FPS) (CFS)
706-705 15 4.62 3.9 2.75
704-703 15 4.57 2.0 0.19
709-708 12 3.56 5.0 2.80
707-703 15 4.57 2.0 0.19
703-702 18 6.20 2.0 0.37
702-701 18 6.20 2.0 0.37
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STORMTECH STORMWATER SYSTEM PERFORMANCE TABLE (North System):
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DESIGN 24 HOUR PRE-DEV POST DET. PEAK PEAK
STORM RAIN- ONSITE DEV POND POOL POND
EVENT FALL TARGET PEAK PEAK ELEV STORAGE
AMOUNT FLOW. POND OUTFLOW (FT- (AC- FT)
(INCHES) (CFS) INFLOW RATE NGVD)
(CFS) (CFS)
2 YR-24 HR 2.64 0.25 . 0.18 0.12 841.56 O~O5
10 YR-24 HR 4.08 0.25 0.31 0.18 841.98 0.10
100 YR-24 HR 6.00 0.25 0.48 0.25 842.72 0.17
STORMTECH STORMWA TER SYSTEM PERFORMANCE TABLE (South System):
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DESIGN 24 HOUR PRE-DEV POST. DET. PEAK PEAK
STORM RAIN- ONSITE DEV POND POOL POND
EVENT FALL TARGET PEAK PEAK ELEV STORAGE
AMOUNT FLOW* POND OUTFLOW (FT- (AC- FT)
(INCHES) (CFS) INFLOW. RATE NGVD)
(CFS) (CFS)
2 YR-24 HR 2.64 0.25 0.18 0.12 841.57 0.05
10 YR-24 HR 4.08 0.25 0.31 0.18 841.99 0.10
100 YR-24 HR 6.00 0.25 0.49 0.25 842.74 0.17
Based on the above data the StormTech system will limit the post developed runoff rate
to the allowable release rate of 0.50 cfs. for the site. .
A simulation of the full range of storm events indicated the north StormTech system will
experience its maximum pool elevation of 843.53 during the 100 year 3 hour event. The
south 8tormTech system experiences its peak elevation of 843.54 during the same
event. The lowest casting elevation upstream of the Storm Tech systems is 844.30.
The proposed storm sewer stub to the west will be an 18" concrete pipe set at a slope of
0.30%. This pipe has a capacity of 6.20 cfs. This project will put 0.37 cfs into this pipe
as it passes through the site leaving an excess capacity of 5.83 cfs. Based on the 0.24
cfs/acre restriction on this watershed this pipe could effectively drain 24 acres of
adjacent land. This area is significantly larger than the surrounding area that would be
served by this pipe.
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STORMWATER QUALITY DESIGN
Although the City of Carmel and Hamilton County drainage ordinance do not require the
use of a water quality structure, the StormTech system will provide a water quality
benefit for this project. The runoff from the site will equalize throughout the Storm Tech
system filling up the voids in the stone envelope and allowing sediment to settle out.
SITE FLOODPLAIN INFORMATION
The project site is located in the upper reaches of Carmel Creek. An overlay. of the
project layout over the FEMA FIRM map indicates that the entire site lies within the
unshaded Zone X (areas determined to be outside SOD-year floodplain).
CONCLUSION
The proposed site has been designed to comply with the City of Carmel/Hamilton
County drainage standards and standard engineering practice. The StormTech
underground detention system will effectively reduce the proposed condition runoff rate
and provide a water quality benefit for the site.
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116th AND GUILFORD ROAD
, APPENDIX
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116th AND GUILFORD ROAD
RAINFALL DATA
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CI:TY' OFINDIANA'POLIS:'
DEPARTMENT OF CAPITAL ASSET' MANAGEMENT
. STORMWATER,DE'SIG-N AND'
CONSTRUCTION SPECIFICATIONS
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MANUAL - ;,
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Return Period ~ Rainfall Intensity (inlhr)
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Hours Minutes .2 5 10 25 '50 1'00 . .
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040,8 '. 5 ,4.75 6..14 6.9'9 8.08 8.83 '9.69'
0.17 : 10 3.63 4.75 5.48 6.40 7.07 7.77.
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0.25. 15 -. 2.~97.. . 3.92 4.55 5.34 5'.94 6.53
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'.' 0.5 30 1.98 2.64 3.09 3.65' 4.10 . 4.5()
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1 60. 1.25 1..67 1.96 2.31 '2.62 'i' 2.'SS'.
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2. 120 0..76 . .1.02 1.20 1.40 . , 1.59 : 1.75
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3 1,80 0.56 .0.75 0.88 1.03 1 ~ 17 1.29
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6 360 0.33 0.44 0.52 0..60 l .0.68 0.75
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'12 720 0'.20 0.26 0.30 0.35 . . 0.39 0.43
24 1440 0.1" 0.15 0.~7 0.20 0.22 0.25
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Return Period"- :Rainfall Depth (in)
Hours, Minutes ' 2. 5 10 25 50 100
0.08 5 0.40 O~51 . O~58 0.67 0.74 0.81
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0.17 10 0.61 0~79 0.91 1.07 1.18 1.30
0.25 15. 0.74 0.98 .1.14 1.34 1.49 '1.63
. .'
. .
. .0.5' 30 0.99 1.32 1.55 .1..83 2.05 2.2.5
,. 60 1.25 1.67 '1.96 2.31 ' 2.62 2~88
-. 2 12Q 1.52 2.04 2.40 2.80 3.1a 3.5:0
...
3 .180 -1.68 2.25' 2.64 3.09 3.51 3.87'
..
6 360 1.98 2.64 " 3. 12' 3'..60 4.08 4..50
. .
'12 720 2.40. 3~12' 3.60 4.20' ' . 4.68 5.16
24 1440- 2.64 3.60 4.08 . 4; 80 . 5.2~ '6..00
~ABLE- 202-2: IDF and IDD Tables for .Indianapolis, iN
~ity of".lridianapolis ' .' Appendix page A~-2
Stormwater Specification~s:. ~ariuaJ . May 10, 1995
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116th AND GUILFORD ROAD
SOILS DATA.
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116th AND GUILFORD ROAD
FEMA FIRM MAP
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116th AND GUILFORD ROAD
HYDROCAD ROUTING
DIAGRAM
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116thANDGUILFORD ROAD
HYDROCAD 1 0 YEAR
STORM ROUTINGS
PIPE SIZING
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stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfa//=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 1
HydroCAO@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems' 8/18/2004
Time span=O.OO-36.00 hrs, dt=O.02 hrs, 1801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-lnd+Trans method - Pond routing by Stor-Ind method
Subcatchment 706: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.030 ac Runoff Oepth=1.3S"
Flow Length=3661 Tc=6.3 min CN=94 Runoff=2.75 cfs 0.117 af
Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.040 ac Runoff Oepth=1.36t1
Tc=5.0 min' CN=94 Runoff=2.80 cfs 0.118 af
Subcatchment PRE N: PRE NORTH
Runoff Area=1.030 ac Runoff Oepth=O.33"
Flow Length=200' Tc=24.8 min CN=74 Runoff=0.51 cfs 0.028 af
Subcatchment PRE S: PRE SOUTH
Runoff Area=1.040 ac Runoff Oepth=O.33"
Flow Length=200' Tc=24.8 min CN=74 Runoff=O.52 cfs 0.029 af
Reach 706NSTOR: 15" RCP Peak Oepth=0.69' ...Max Vel=3.9 fps Inflow=2.75 cfs 0.117 af
0=15.0" n=0.013 L=43.0' S=0.0051 'f Ca'pacity=4.62 cfs Outflow=2.75 cfs 0.117 af
Reach 709SSTOR: 12" RCP Peak Depth=O.67' Max Vel=5.0 fps Inflow=2.80 cfs 0.118af
D=12.0" n=0.013 L=8.0' S=0.0100 'f Capacity=3.56 cfs Outflow=2.80 cfs 0.118 at
Reach 702701: 18" RCP Peak Depth=0.2S' Max Vel=1.9 fps Inflow=O.37 cfs 0.228 af
D=18.0" n=0.013 L=145.0' 5=0.0034 t, Capacity=6.17 cfs Outflow=O.37 efs 0.228 at
Reach 703702: 18" RCP Peak Depth=0.2S' Max Vel=1.9 fps Inflow=O.37 efs 0.228 af
0=18.0" n=0.013 L=155.0' 5=0.0035" Capacity=6.20 cfs Outflow=O.37 efs 0.228 at
Reach NSTOR703: 15" RCP Peak Depth=O.17' MaxVel=1.8 fps Inflow=O.19 efs 0.114 af
0=15.0" n=0.013 L=30.0' 5=0.0050 I' Capacity=4.57 cfs Outflow=O.19 cfs 0.114 af
Reach SSTOR703: is'' RCP Peak Depth=0.171 Max Vel=1.8 fps Inflow=O.19 cfs 0.115 af
D=15.0" n=0.013 L=30.0' 8=0.0050 'f Capacity=4.57 cts Outflow=O.19 efs 0.115 at
Pond 1 P: NSTORAGE . Peak Elev=842.04' Storage=4,662 cf Inflow=2.75 cfs 0.117 at
Primary=0.19 cfs 0.114 af 5econdary=O.00 cfs 0.000 af Outflow=O.19 cfs 0.114 at
Pond 2P: SSTORAGE Peak Elev=842.0S' Storage=4,721 cf Inflow=2.80 cfs 0.118 af
Primary=0.19 cfs 0.115 af Secondary=O.OO cfs 0.000 af Outflow=O.19 cfs 0.115 af
Total Runoff Area = 4.140 ac Runoff Volume = 0.292 af Average Runoff Depth = 0.85"
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stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 2
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems 8/18/2004
Subcatchment 706: INLET TYPE A MOD NEENAH R3286-8V
Runoff =
2.75 cfs @ 0.51 hrs, Volume=
0.117 af, Depth= 1.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrslN 10YR-1HR Rainfall=1.96"
Area (ae)
1.030
CN Description
94 Urban commercial, 850k imp, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) ( ftIft) , (ftIsec) (cfs)
1.0 64 0.0180 1.1 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.64"
4.6 238 0.0050 0.9 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.64"
0.7 64 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
6.3 366 Total
Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V
Runoff =
2.80cts @ 0.49 hrs, Volume=
0.118 af, Depth= 1.3611
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96"
Area Cac) CN Description
1.040 -94 Urban commercial, 850/0 imp, HSG C
T c Length
(min) (feet)
5.0
Slope Velocity Capacity Description
(ftIft) (ftlsec) (cfs)
Direct Entry,
Subcatchment PRE N: PRE NORTH
Runoff =
0.51 cfs @ 1.02 hrs, Volume=
0.028 at, Depth= 0.3311
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96n
Area (ac)
1.030
CN Description
74 > 75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
(mi") (feet) (ftIft) (ftlsec) (cfs)
24.8 200 0.0100 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 2.64"
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stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 3
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems 8/18/2004
Runoff =
Subcatchment PRE S: PRE SOUTH
0.52 cfs @ 1.02 hrs, Volume=
0.029 af, Depth= 0.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff1-hr 1.00 hrs IN 10YR-1 HR Rainfall=1.96"
Inflow Area =
Inflow =
Outflow =
CN Description
74 >75% Grass cover, Good. HSG C
Tc Length Slope Velocity Capacity Description
em;n) (feet) (ftIft) (fUsee) (cfs)
24.8 200 0.0100 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 2.64"
Reach 706NSTOR: 15" RCP
1.030 ac, Inflow Depth = 1.36" for IN 10YR-1HR event
2.75 cfs @ 0.51 hrs. Volume= 0.117'af
2.75 cfs @ 0.51 hrs, Volume= 0.117 af, Atten= OOk, Lag= 0.3 min
Routing by Stor-Ind+ Trans method. Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity= 3.9 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.5 fps, Avg. Travel Time= 0.3 min
Peak Depth= 0.69' @ 0.51 hrs
Capacity at bank full= 4.62 cfs
Inlet Invert= 841.33', Outlet Invert= 841.11'
. 15.0" Diameter Pipe n= 0.013 Length= 43.0' Slope= 0.0051"
Area (ac)
1.040
Inflow Area =
Inflow =
Outflow =
Reach 709SSTOR: 12" RCP
1.040 ac, Inflow Depth = 1.36" for IN 10YR-1HR event
2.80 cfs @ 0.49 hrs, Volume= 0.118 af
2.80 cfs @ 0.49 hrs, Volume= 0.118 af, Atten= 0%. Lag= 0.0 min
Routing byStor-lnd+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity=5.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.5 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.67' @ 0.49 hrs
Capacity at bank full= 3.56 cfs
I nlet I nvert= 841.19', Outlet I nvert= 841.11 t
12.0" Diameter Pipe n= 0.013 Length= 8.0' Slope= 0.0100 'f
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stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HRRainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOC'IATES Page 4
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied MicrocomputerSystems 8/18/2004
Reach 70,2701:':18" RCP
Inflow Area =
Inflow =
Outflow =
2.070 ac, Inflow Depth = 1.32" for IN 10YR-1HR event
0.37 cfs @ 1.17 hrs, Volume= 0.228 af
0.37 cfs @ 1.21 hrs, Volume= 0.228 af, Atten= 0%, Lag= 2.3 min
Routing by Stor-Ind+ Trans method, Time Span=0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity= 1.9 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 2.5 min
Peak Depth= 0.25' @ 1.19 hrs
Capacity at bank full= 6.17 cfs
Inlet Invert= 840.07', Outlet Invert= 839.57'
18.0" Diameter Pipe n= 0.013 Length= 145.0' Slope= 0.0034 'f
Reach 703702: 18" RCP
Inflow Area =
Inflow =
Outflow =
2.070 ac, Inflow Depth = 1.32" for IN 10YR-1HR event
0.37 cfs @ 1.13hrs, Volume= 0.228 af
0.37 cfs @ 1.17 hrs, Volume= 0.228 af, Atten= OOk, Lag= 2.5 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity= 1.9 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 1.0 tps, Avg. Travel Time= 2.7 min
Peak Depth= 0.25' @ 1.15 hrs
Capacity at bank full= 6.20 cfs
Inlet Invert= 84Q.61', Outlet Invert= 840.07'
18.0" Diameter Pipe n= 0.013 Length= 155.0' Slope= 0.0035 'f
Reach NSTOR703: 15" RCP
Inflow Area =
Inflow =
Outflow =
1.030 ac, Inflow Depth = 1.32" for IN 10YR-1HR event
0.19 cfs @ 1.13 hrs, Volume= 0.114 at
0.19 cfs @ 1.14 hrs, Volume= 0.114 af, Atten= 0%, Lag= 0.5 min
Routing byStor-lnd+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velc;>city= 1.8 fps, Min. Travel Time= 0.3 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 0.6 min
Peak Depth= 0.17' @ 1.14 hrs
Capacity at bank full= 4.57 cfs
Inlet Invert= 840.76', Outlet Invert= 840.61'
15.0" Diameter Pipe n= 0.013 Length= 30.0' Slope= 0.0050 'f
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stormtech run Indy Huff 1-hr 1.00 hrs IN 10-YR-1HR Rainfall=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 6
HydroCAD@ 7.00 sin 002871 @ 1986-2003 Applied Microcomputer Systems 8/18/2004
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841.78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843. 11
843.19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
'3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398 '
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
# Routing Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.72' 3.5" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=O.19 cfs @ 1.13 hrs HW=842.04' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.19 cfs @ 4.4 fps)
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.11' (Free Discharge)
L2=Orifice/Grate (Controls 0.00 cfs)
Pond 2P:SSTORAGE
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
1.040 ac, Inflow Depth = 1.36" for IN 10YR-1HR event
2.80 cfs@ 0.49 hrs, Volume= 0.118 af
0.19 cfs @ 1.10 hrs, Volume= 0.115 af, Atten= 930k, Lag= 36.6 min
0.19 cfs @ 1.10 hrs, Volume= 0.115 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
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stormtech run Indy Huff 1~hr 1.00 hrs IN 10YR-1HR Rainfall=1.96"
Prepared by MEL TON-P ACKA.RD & ASSOCIATES Page 7
HydroCAOO 7.00 sIn 002871 @ 1986-2003 Applied MieroeomputerSystems. 8/18/2004
Peak Elev= 842.061'@ 1.10 hrs Surf.Area= 0 sf Storage.= 4,721 cf
Plug-Flow detention time= 337.5 min calculated for 0.115 af (97% of inflow)
Center-at-Mass det. time= 336.8 min ( 372.6 - 35.8 )
# Invert Avail.Storage Storage Description
1 841.11' 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841.78
841 ~86
841.94
842.03
842. 11
842. 19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843. 11
843. 19
843.28
843.36
843.44
843.53
843.61.
Cum.Store
(cubic-teet)
o
442
882
1.316
1.748
2. 174
2,594
3.416
3,818
4.212
4.600
4.978
5.348
5.708
6.058
6.398
6,728
7,044
7.348
7,636
7.908
8, 160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
# Routing Invert Outlet Devices
1 Primary 841.111 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.741 3.8" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.19 cfs @ 1.10 hrs HW=842.0S' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.19 efs @ 4.4 fps)
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.111 (Free Discharge)
L2=Orifice/Grate (Controls 0.00 efs)
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116th AND GUILFORD ROAD
HYDROCAD 2 YEAR
STORM ROUTINGS
STORMTECH PERFORMANCE
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stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCA[)@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Indy Huff 24-hr IN 2YR-24HR Rain fa 1/= 2. 64"
Page 3
8/18/2004
Inflow Area =
I,nflow =
Outflow =
Primary =
Secondary =
Pond 1 P: NSTORAGE
1.030 ac, Inflow Depth = 2.00" for IN 2YR-24HR event
0.18 efs @ 7.44 hrs, Volume= O~ 172 af
0.12 efs @ 12.80 hrs, Volume= 0.165 af, Atten= 330k, lag= 321.6 min
0.12 ets@,12.80 hrs, Volume= 0.165 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by'Stor-lnd method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.56' @ 12.80 hrs Surf~Area= 0 sf Storage= 2,337 cf
Plug-Flow detention time= 297.5 min calculated for 0.165 at (960k of inflow)
Center-af-Mass det. time= 271.8 min ( 1,004.8 - 733.0 )
# Invert .Avail.Storage Storage Description
1 841.11' 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841.78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86'
842.94
843.03
843.11
843.19
843.28
843.36
843.44
843.53
843.61
Cum. Store
( cubic-feet)
o
442
882 '
1,316
.1,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
, 8,160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
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Indy Huff 24-hr IN 2YR-24HR RainfaJ/=2.64"
Page 4
8/18/2004
stormtech. run
Prepared by. MELTON-PACKARD & ASSOCIATES
HydroCA[)@ 7.00 sin 002871 @ 1986-2003 Applied Microcomputer Systems
# Routing Invert Outlet Devices
1 Primary 841.11'2.8" Vert. Orifice/Grate C= 0.600
2 Se~ondary 842.72' 3.S"'Vert. Orifice/Grate C= 0.600
Primary OutFlow, Max=0.12cfs @ 12.80 hrsHW=841.56' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.12 cfs @ 2.8 fps)
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.11' (Free Discharge)
L2=Orifice/Grate (Controls 0.00 cfs)
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stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 2YR-24HR Rainfall=2. 64"
Page 5
8/18/2004
Pond 2P: SSTORAGE
1.040 ac, Inflow Depth = 2.00" for IN 2YR-24HR event
0.18 cfs @ 7.40 hrs, Volume= 0.174 at
0.12 cfs @ 12.78 hrs, Volume= 0.167 at, Atten= 33%, Lag= 322.7 min
0.12 cfs @ 12.78 hrs, Volume= 0.167 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.57' @ 12.78 hrs Surf.Area= 0 sf Storage= 2,363. cf
Plug-Flow detentio.n time= 298.1 min calculated for 0.167 af (96% of inflow)
Center-of-Mass del. time= 272.6 min ( 1,003.6 - 731.1 )
# Invert A vail.Storage ~torage ..Description
1 841.11' 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841.78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843. 11
843. 19
843.28
843.36
843.44
843.53
843.61
Cum. Store
( cubic-feet)
o
442
882
1,316
1.,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8, 160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
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116th AND GUILFORD ROAD
HYDROCAD 10 YEAR
STORM ROUTINGS
STORMTECHPERFORMANCE
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Indy Huff 24-hr IN 10YR-24HR Rainfal/=4.0B"
Page 1
8/18/2004
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sin 002871 @ 1986-2003 Applied Microcomputer Systems
Pond 1 P: NSTORAGE
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
1.030 ac, Inflow Depth = 3.40" for IN 10YR-24HR event
0.31 cfs @ 7.35 hrs, Volume= 0.292 af
0.18 cfs @ 13.00 hrs, Volume= 0.283 af, Atten= 420/0, Lag= 339.3 min
0.18 cfs @ 13.00 hrs, Volume= 0.283 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af '
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= O.02hrs
Peak Elev= 841.981 @ 13.00hrs Surf.Area=O sf Storage= 4,368 cf
Plug-Flow detention time= 346.2 mincalculated for 0.283 af (970k of inflow)
Center-of-Mass det. time= 325.1 min ( 1,034.1 - 709.0 )
# Invert Avail.Storage, Storage Description
1 841.111 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
, 841.28
84 1.36
841.44
841.53
841.61
841.78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843.19
843.28
843.36
843.44
843.53
843.61
Cum~Store
(cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,.180
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Indy Huff 24-hr IN 10YR-24HR RainfaJI=4.08H
Page 2
8/18/2004
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
# Routing Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.72' 3.5" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=O.18 cfs @ 13.00 hrs HW=841.98' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.18 cfs @ 4.2 fps)
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.11' (Free Discharge)
L2=Orifice/Grate( Controls 0.00 cfs)
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Indy Huff 24-hr IN 10YR-24HR RainfaJ/=4.0B"
Page 3
8/18/2004
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sin 002871 @ 1986-2003 Applied Microcomputer Systems
Pond 2P: SSTORAGE
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
1.040 ac, Inflow Depth = 3.40" for IN 10YR-24HR event
0.31 cfs @ 7.31 hrs, Volume= 0.295 af
0.18 cfs @ 12.98hrs, Volume= 0.286 af, Atten= 420k, Lag= 340.0 min
0.18 cfs @ 12.98 hrs, Volume= 0.286 at
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.99' @ 12.98 hrs Surf.Area= 0 sf Storage= 4,419 ct
Plug-Flow detention time= 347.7 min calculated tor 0.286 af (970A> of inflow)
Center-ot-Mass det. time= 326.4 min ( 1,033.6 - 707.2 )
# Invert Avail.Storage Storage Description
1 841.111 9,180 cf Storm Tech SC 740 Listed below
Elevation
(feet)
841.11
841. 19
841.28
841.36
841.44
841.53
841.61
841. 78
841.86
841.94
842.03
842. 11
842. 19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843. 19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1,748
2, 174
2,594 .
3,416
3,818
4,212
.4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8, 160
8,396
,8,612
8,802
8,962
9,082
9,138
9,170
9,180
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116th AND GUilFORD ROAD
HYDROCAD 100 YEAR
STORM ROUTINGS
STORMTECH PERFORMANCE
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stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Indy Huff 24-hr IN 100yr 24hr RainfaJ/=6.00"
Page 1
8/18/2004
':Pond 2P: SSTORAGE
Inflow Area =
"nflow =
Outflow =
Primary =
Secondary =
1.040 ac, Inflow Depth = 5.30" for IN 100yr24hr event
0.49 cfs @ 7.30 hrs, Volume= 0.459 af
0.25 cfs @ 13.13 hrs, Volume= 0.445 at, Atten= 48%, Lag= 350.0 min
0.25 cfs @ 13.13hrs, Volume= 0.445 at
0.00 cfs @ 13.13 hrs, Volume= O.OOOaf
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 842.74' @ 13.13 hrs Surf.Area= 0 sf Storage= 7,518 cf
Plug-Flow detention time= 410.4 min calculated for 0.445 af (97% of inflow)
Center-af-Mass det. time= 388.0 min ( 1,078.5 - 690.5 )
# Invert Avail.Storage Storage Description
1 841.11' 9,180 cf Storm Tech SC 740 Listed below
. Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841. 78
841.86
841.94
842.03
842. 11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842. 78
842.86
842.94
843.03
843.11
843.19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3~416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,~98
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9, 138
9,170
9, 180
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Indy Huff 24-hr IN 100yr 24hr Rainfa//=6.00"
Page 2
8/18/2004
stormtech "run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCA[)@ 7.00 sin 002871 @ 1986-2003 Applied Microcomputer Systems
# Routing Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.74' 3.8" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=O.25 efs@ 13.13 hrs HW=842.74' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.25 efs @ 5.9 fps)
Secondary OutFlow Max=O.OO efs @13.13 hrs HW=842.74' (Free Discharge)
L2=Orifice/Grate(Orifice Cor:-atrols 0.00 efs @ 0.2 fps)
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IV. Site Plans
. Site Plan
. Utility Plan
. Site Details
. Soil Erosion Control Details
. Site Specifications
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THRUST BLOCK TABLE
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VI. Lighting Photo-metrics Plan and Light Fixture Specifications
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GREENBRIAR
FLAT LENS
LIGHTING NOTES:
I. ALL LIGHT LEVELS ARE MAINTAINED AND TAKEN AT GRADE LEVEL.
2. ALL LM-3 POLES ARE 24' MOUNTED AT GRADE.
3. ALL LS-5 POLES ARE 12' MOUNTED AT GRADE
4. VERIfY EXACT POLE LOCATION WITH SITE CONTRACTOR.
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