HomeMy WebLinkAboutPacket 12-18-02 Drainage
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Schneider
December 19, 2002
Plan Commission
City of Carmel, Indiana
One Civic Square
Carmel, IN 46032
Re: Primary Plat - Support Data
Riverview Medical Park
Schneider Proj. No. 3462.003
To Whom It May Concern:
In an effort to meet the Primary Plat - Support Data requirements, this letter has been prepared to
demonstrate the coordination efforts of this office with the following agencies.
1. City of Carmel Fire Department
2. City of Carmel Department of Engineering
3. Hamilton County Soil & Water Conservation District
4. Hamilton County Highway Department
Please find attached letters of correspondence, review comments or letters of approval from the
respective agencies.
We have also had correspondence with John Duffy, Director of Utilities, City of Carmel. In a recent
phone conversation, Mr. Duffy explained the existing sanitary sewer system located near the
southwest corner of our site and east of Hazel Dell Parkway was designed to accommodate
developed flow conditions from the subject site. Furthermore, he added that he was aware that this
existing system was shallow in depth and anticipating a private lift station would be required to service
this parcel when developed.
If you have any questions concerning the above referenced information, please give me a call.
Sincerely,
~Ol-iO~
Michael J. Diamente, PE
Project Manager
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THE SCHNEIDER CORPORATION
Historic Fon Harrison 8901 Olis Avenue Indianapolis, Indiana 46216-1037 317-826-7100 Tolllree 800-398-1)332 Fa, 317-826.7200
www.schneidercorp.com
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City of Carmel
November 19, 2002
Mr. Charles D. Frankenberger
Nelson and Frankenberger
3021 Bast 98tb Street, Suite 220
Indianapolis, IN 46280
RE: Riverview Medical Park-l'roje1:t Review #1
Dear Mr. Frankenberger:
We have reviewed the drawing submitted for this project and offer the following commentS:
GEl'.'ERAL INFORMA nON
1, The project site is currently 10Clltedoutside of current City of Ouroel Coq;orate Limiw. However, the
area is being proposed for annexation via AnneXation OrdinaI1~ C223. This annexation should be
approved and recmded in early 2003. Based upOn annexation" the following jurisdictions will apply.
2. Jurisdictions:
· Str~et and Right of Way- CityofCarmel/Hazel Dell ~a.rkway.
Hamilton CollI1t1 Highway/146m Street
· Wa.ter. Sanitary Sewer, Storm Sewer - City of Carmel.
3. Board of Pub lie Works and Safety Approval Requirelllt':ntS:
· Water and Sanita.ty Sewer Availabi1ity~
'" Commercial Curb au. Please provide an exhibit that shows the location of the curb cut and
acellldecellanes if applicable; appropriate dimen.<lions ine luding drive width. Qverall width at the
street, aceUldecel d.iroensioIlS,.radii, erc.; and location of existing opposing CIll"O cuts, if applicable,
The exlnbit should be 8 ~ x 11 Dr of a size:that can be (educed to 8 Yi x 11 such as 8 ~ x 14 or 11
x. 17. Hamilton Q:luuty llighway will have jurisdiction over any curb cuts on 146tb Street Carmel
BOa(d of Public Works will havejurisdiotion over any cuxb cuts aD Hazel Dell Parkway.
III Temporary Construction Bntrance. Sa.me requiJ;ellJ.ents liS fOr tho Commercial Curb Cut.
Ii> Iwy permanent improvement to be imta.lled within dedicated right of way.
III Consent to Encroach Agreements for any peJ;IruJ.Il.ent improvement to be installed within dedh;ated
easements. !fan i:J:rigation system is planned for this project, a4ditional Water and Sewer
Availability approval will be required from the BOard.
III Secondary Plat approval (it'applicable).
.. Right of Way Dedioation (if not platted).
I am enclosing a schedule for Board of Public Works and Safety meeting dates and agenda deadlines
fo( Y01,ll'use. Ple~e me t:he Engineering Department deadlines for submissions 10 the Board-
Any &ub.mluion to the Board requires plia,. r~aJ approval by the Carmel Clay Plan CommiSsltnt
and/or Ute lloard of Z~ni"g Appeals and comp"/etion a/review by rite 'l'ec/lf'.ical A,dyi!iury
Committee. AIL written requestS'ro be place on till!. Board's ugertdrt must include tire appropriate
Docket Numbers and the date (or dates) of approval by the IJiatl Commis::.ion and/or BZA.
4, Water and Sazrit3l)' Sewer Availability (acreage) and Connection Fees:
,. AvailubiIity (acreage) Fees are based upon total acreage (legal description) @ $1,010.00 per acre
for 'Water and $1,365.00 per a.cre for sanitary sewer. Please provide a legal description, with total
acreage, for the property being developed. .
· Connection Fees aJ;ebascd upon the average user factor tllblcs from Section 9-35 (water) and 9-
200 (sanitary) of OUT Utility Ordinance. The Connection Fees are $1,310.00 per EDU for water
ONECIVICSQUARE CARMEL,INDIANA4603l 317;511.2400
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November 19.2002
Page 2
and $795.00 per EDU for &anitury sewer. We will eventually require detailed data tegarding
proposed use of the buildings. square footage, etc.
r am enclosing copies of our Average User Fac.tors for Water iwd Sanitary Sewers and our current
fee sche;dule. I have also highlighted the Average User Factors that might apply to tiri~
development (Medical Office and IJID:IJCdi.a.te Care Center).
Note: Any devill/iDRfrom rite Contrectio" Fee ca/cu/atiQn~ listed in OU1 Ordinance wm require
Carmel UdUtiesandJJOilrd(1/Publit Works and Safety approvals.
5. TAC ReviewlDrawings submitted for approval:
We request that all cormnents and comment letters generated by this office be answered in writing and
be accompanied by a drawing reflecting requested revisions. Final drawings will not be approved for
co:ostmction until all issues have been resolved. All Canuel Utility issues must also re resolved. The
design engineer lDustcertify all drawings submitted for final al'proval. This office will require five-
sets of approved drawings after all issues have been resolved, The drawings will be stamped approved
and signcd by both tbe City Engineer and Director Cannel Utilities. The Developer/Owner will
receive: one-set which is to be maintained on the construction site at all times. Carroel Utilities will
receive tWcrsets. Our Public Works Inspector will receive one-set and ont-set 'oVill be maintained in
the Department of Engineering. If more than: five-sets ate rC1luested to be approvod, the additional sets
must be submitted wirh the five required gels.
6. Please be advised that any instalhtnoll of signs. walls, irrigation systems, etc. within dedicated
easements will require a ConSent to Encroach Agreement between the OwnerlDevdoper and the City
of Carmel. This Agreement [oquires Board of Public Works and Safety approval. lnsta11ationa within
dedicated right of way requite separate Board approval
7. Cannel Utilitie~ does not subscnbe to "Holey Maley" and should be coutacted directly for all water
maID and sanitary !lewer main locations.
g. Cannel Urilitie.s will provide a separate review of this projea for water and sanitary sewer issues.
9. I am including copies of the foU9wing with this cOUespoode1ice:
.. Commercial Project Approval Procedures.
· Performance RelellseProcedure.
· Peucit Data, Contacts, etc.
l!I Commercial Permitting Procedures,
I will send II- CQPy (If our Residential Subdivision and ColllIlW'rcial Irrigation System Requiremeuts
upon request.
BONDING REOUIREMENTS
1 Q. Upon initial review, it appears the following banding requirePlents may apply to this project:
Performance Guarantees
· Streets (Curb Cut)
... Monument & Markers (if a platted development).
... Sidewalk/Path (in right of way)
Pleas~ provide individud, detailed certified Engineers Estimates for 100% of the cast of labor and
materials for the above improvements. Post individual Performance Guaranrees in the amount of the
Engineer's Estimates. Three.year Maintenance Guarantees will be required upon n:lease ohhe
Perfonnanee Guanmtees.
Street CII.t/Right of Way Permit and Bonding Requirements
Any work in dedicatl!:d right OfWllY will require a Street CutlRight of Way Permit and a License and
Permit Bond. The bond amount will be determined by the number ofmstances of work in me right of
way (curb cut, storm sewer work, etc.) @ $2,000.00 per jns1a.nce.
PROJECT COMMENTS
11. Please provide drainage calculations. We reserve the opp{)nunity fell fur1her review and submiseion of
comments regardiug drainage upon receipt of such calcuJatiocs.
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November 19,2002
Page 3
12. It is our assumption that the stonn sewer system, with the exception of right of way structures and
pipe, will be private.
13. Has there been a Trnffic Study compltJted. Please share a copy wiIh this department.
14. 1461h Stn:d: access, curb cut, tneman cut and other right of way issues are \lllder the jurisdiction of1:he
Hamilton County Highway Department
15. The cmb cut on Hazel Dell Parkway is under the jurisdiction of the City ofCan:ne1 Board of Public
Worb and Safety. We will require additional information prior to giving final approval regarding the
drive on Hazel Dell;
· Copy ofTraific Smdy.
., Show existing pavement markings on Hazel Dell Parkway.
o Show the existing Hazel DeU Christian Church curb t;Ut On the drawings.
0& How !Dally lanes wide at Bazel Dell.
t! We are conceroed with theproxirnity of-the drive to the illtersection of 146rh Street and Hazel Dell
Parkway. We would requestaltcmative locations be provided orpethaps a shared drive
arrangement with the adjacent Hazel Dell Cln-istian Chul'ch be pursued.
16. What is the "Future Cross Access" along lloUth border?
11. The storm sewer connection to the AslmJore Trace subdivision will require the subnris~ion of drainage
calculations and may possibly require Board of Public Worbi and Safety approval since the area bas
not been formally anne~ed.
18. Show, label and dimension the Haz~ Dell Parkway on the drawings.
19. Show, labd and dimension the Landscape Easemevt along Hazel Dell Parkway.
We reserve the right to provide additional review 'and comments upon receipt of detailed construction
drawings lUJ.d drainage ealculations.
The above comments are based UpOn the Enginee~g Department's initial review. Please provi~ our
office ;vith a foUow up letter and revised plaTts, indicating ell revisions. A second review will focus only
On revised items. It is critical that our office be made aware of all modifications IIlllde on the plans being
re-submitted, particularly if any su.ch changes are considered "new" or fall outside of our initial review. If
you have questions, please contact Kate Weese or: me at 571-2441.
Sincerely,
Dick Hill, Assistant DireCtOr
Department of Bngineering
Enclosures
00: M. Ks.te Weese, City Engineer
Mike McBrid~. Assistant City EllgIneer
Jon Doooaiewicz, Department of Community Services
Lamence Lillig, Department (It Community Services
1ohn. Duffy, Director ofC<lmIe1 Utilities
Paul Pace, DistIi"bution
Jim Haag, Collection
S:\PROJREY02\RNERVIEW
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NA TURAL RESOURCES
PLAN REVIEW AND COMMENT
Hamilton County Soil and Water Conservation District
1108 South 9th Street, Noblcsvillc IN 46060
PI1- 317-773-1432 or Email at john-south@iaswcd.org
Project Name- Riverview Medical Park Rezone-
Location-
Southeast corner of 146th and Hazel Dell Rd.
Acreage- 13 ac
O\vner/Developer- Plum Creek Partners
320 N. Meridian Street, Suite 700
Indianapolis, TN
,D
Engineer-
Mr. Robert Doster
The Schneider Corporation
8901 Otis Avenue
T nd; anapolis, IN 46216-1 03 ~
Jolin" R South P.E. ti 1--
Certified Professional in Ermion a~ Sediment Control
November 11,2002
_ Reviewed By:
Plan Review Date:
Soils Infonnation:
Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands.
It is deep and very poorly drained with moderate permeability. It has high available water for
plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60
inches. The main soil features that affect the urban development uses are seasonal high water
table, high potential frost action, moderate shrink-swell potential, moderate permeability and
ponded surface waler. -
Crosby silt loam, 0-3 percent slopes- this soil is light colored, silty in texture and on sloping
uplands. It is deep and somewhat poorly drained with slowpermeability. It has high available
water for plant growth and medium organic matter content. The soil has compact till starting at a
depth between 20 -40 inches. The main soil features that affect urban development uses are
seasonal high water table, moderate shrink-swell potential, high potential frost action and slow
permcabil ity.
Miami silt-loam, 2-6 percent slopes- this soil is light colored, silty in texture and on sloping
uplands. It is deep and well drained \\<ith moderate permeability. It has moderate available water
for plant growth and a medium organic matter content. It has compacl till starting at a depth
between 20- 40 inches. The main soil features that adversely affect utban development uses are
moderate potential frost action, moderate shrinklswell potential, moderately slow permeability,
low strength and erosion during construction.
Ockley silt loam, 0-2 % slopes: This nearly level, deep well drained soil is mainly on broad
terraces. Permeability and available water capacity is moderate. This soil is suitable for urban
development. Features that adversely affect engineering uses 6fthis soil are moderate frost
action, moderate shrink-swell potential, moderate permeability in the subsoil and very rapid
permeability in the under lying material.
Westland silty clay loam - This nearly level, deep, very poorly drained soil is in depressions,
swales, and narrow drainageways on outwash plains. Runoff from higher adjacent soils is
ponded on this soil. Permeability is slow. The water table is commonly at the surface or is at a
depth of less than one foot in winter and early spring. Available water capacity is high. Surface
runoff is ponded or is very slow. The main soil features that adversely affect engineering uses of
this soil are a seasonal high water table, high potentia] frost action; moderate shrink-swell
potential, and slow permeability. The base material for roads needs to be replaced or
strengthened with suitable material.
Additional infoffilation about soils is available in the "Soil Survey of Hamilton County". The engineer and/or
developer should consider the need for an onsite soils investigation.
o.
I have reviewed the plans for this project and have the following comments:
fit Improvements are needed to the. existing drainage way at the southwest corner.
· Existing wells need to be capped properly and according to local, county and state
regulations.
Should you have questiDns concerning these comments, please contact me.
Cc: Jon Dobosiewicz, Cannel DOCS
Jenny Chapman, Surveyor
Steve Broermann, County Highway
File
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..,HAMIL TON COUNTY
HIGHWA Y DEPARTMENT
November 18, 2002
Ms. Janet E. Sterling
The Schneider Corporation
8901 Otis Avenue
Indianapolis, Indiana 46216-1037
RE: Riverview Medical Park
Zoning Change
S of 1461h Street / E of Hazel Dell Parkway
Clay Township
Dear Ms. Sterling:
This letter serves to acknowledge receipt of a transmittal received 11/06/02 containing
the plans for the above-mentioned project. The following comments are to follow up
issues that were discussed at our meeting of November 18, 2002.
1. The meeting was attended by Corby Thompson - Plum Creek Partners, Janet
Sterling - the Schneider Corporation, Jim Neal - Hamilton County Highway Engineer
. ' - .,1 , _ _ "_
and Steve..Broe~mann!- Hamil.ton .County Highway [lepartment:.
2. Parcels 2 and 3 will be used for Primary Medical Uses.
3. The current median cut thatexists for the house at the corner of 146th Street and
Hazel Dell. Parkway will be Closed. ..
4. The current proposed location of the entrance does not allow for the necessary left
turn lanes to be constructed.
5. In accordance with the Hamilton County Thoroughfare Plan, additional right of way is
required at the intersection of 1461h Street and Hazel Dell Parkway. On Hazel Dell,
the right of way from the intersection to a point 500' to the south is an 80' half. From
that point to the southern property line the right of way is 70'. On 146lh Street, the
right of way from the intersection to a point 500' to the east is an 85' half. From that
point to the eastern property fine the right of way is a 75' haif. A 50' triangular cut is
also needed at the intersection, connecting the right of way for the perimeter streets.
6. The entrance for the Medical Park should align with the entrance to the Akin property
on the north side of 146lh Street.
7. A left turn lane will need to be constructed for the entrance.
8. A right in/right out entrance will be permitted at the property lines of Parcel 1 and 2.
Additional djrectional signage will be required for the entrance.
The following items are additional comments that the Highway Department has added:
9. Details. and standards for theE?ntrance will be addressed .when constructi()rl pl~ns
are submitted. .. . . . '.. ,.. ' ,
1'0. Co'mmercial Drive Permits will nEfed t6l;le obtaineo:d before, a.ny construction begins
on the entrances. Permits will also be reqUired for any utility work performed within,
the right of way. .'.' ,.' ,
1700 South lOll, Street
Nobles"BIe, In. 46060
www.co.hamilton.in.us
Office (317) 773-7770
Fax (317) 776-9814
11. The proposed entrance on Hazel Dell Parkway will need approval from the City of
Carmel.
12. Additional comments may be necessary when the construction plans are submitted
for review.
If you have any questions or comments concerning this letter, please feel free to contact
me at anytime.
Sincerely,
~/jj~~-
Steven J. Broermann
Staff Engineer
cc: Corby Thompson
Jim Neal
Charlie Frankenberger
Jon Dobosiewicz
Jenny Chapman
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. CARMEl. INDIANA 46032 .:
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Charles O. Frankenberger
Nokwl1 & Frankrmb9rg€.'t
3021 East 98111 Simet, Sulfa :?;JO
rndf~apoD;, IN 48;:180
AE: 14Glh BIld Hazel Dell Med'loal Center
LEITER OF APPROVAl.,
The undSfSfgned haJJ revIewed the proposed plans lor
. 146'" a.nd Hazel Dell Medical Center '
and has: approved 'Ulo plans tubJec1 to the follaWlng~
1, ArB any of U1e proposed buildings to De gpnM1&red bviIQings1 If SO a mooting ""III n~ [!J bl3' act
LIp 10 tfl9CUSS the- location Oflhe FIts lJepanmem conll~~On. We woul~ w::au '~uesl an 8)l;terlor
acces s door d1redfy to the'riser room.
2. OUt office WOuICllIl<a 10 request IhQ .~ to two fIre hytJruflCi U1llha 8M, One being located
e.tthe entrance from the &GJVlta'roao 00 th8 na1h ::.il.ll.:: Island and tJ1e second one nonh eQat
aornGr or the Can~polnt rmmSi2lale Care OfI[Ilf:r.
:3. Whall'i tile he/ght ur UI~ l1uildlf{l$ Md will either building have a bo.aMlont?
4. If ItjB bUilding's) ls provlQe,d with Ll fire eJa:1Tl'\ s~om, we request that the firq abrm ~t1unciator
pMlsl bo located at 1hs main entfancG of each ~unc!ltJg{s}.
B. We are reque~ing that a. KnDX BoK bo iRJmllod 011 ~ building for firG d"partment Gmargenev
acee~_
G.
prea~Q mspond '0 the abnvAn~ conamcm(s) In wrUlna a.ndsubrnit to out' office prior to the .
seoEadured Technir.:il Al'M.!Iory Maetiflg fOr this project.
Date: NOVOll}ber 7. 200.1..
By; G~ Hoyt, Fire Marsha!
Carmel Fire Department
Rfl'l PnwmMtll1 ~ lht!lll ~ PzQpa'ty
RE~IVED NDV-12~ZDD2 D2:27PM
fROLr31 Tfilm) Ii
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PRELIMINARY
DRAINAGE
CALCULATIONS
RIVERVIEW MEDICAL PARK
HAMILTON COUNTY, INDIANA
DEVELOPER:
Plum Creek Partners, Inc.
320 N.Meridian St., Suite 700
Indianapolis, IN 46204
317-264-9401 Ext. 23
DESIGNER: The Schneider Corporation
THE SCHNEIDER CORPORATION
Historic Fort Harrison
8901 Otis Avenue
Schneider Indianapolis, IN 46216-1037
317-826-7318
317-826-7300.Fax
December 18, 2002
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TABLE OF CONTENTS
A. Drainage Narrative A 1-A3
B. Site Maps
USGS Quadrangle Map B1
Soils Map B2
FEMA Firm Map B3
C. Existing Conditions
Existing Drainage Basins Map C1
Pre-developed Drainage Schemati~ C2
Existing CN Value table C3-C4
CN Selection C5
Existing Time of Concentrations C6
Rainfall Charts C7-C9
Node Comparisons C10
Basin Summaries C11-C13
D. Developed Conditions
Developed Drainage Basins Map 01
Pond Routing Schematic 02
Developed CN Value Table 03
CN Selection 04
Developed Time of Concentrations 05
Developed RainfalllOF table D6-D8
Node Comparisons 09-010
Basin Comparisons 011-013
ADICPR data input 014-018
E. Storm Sewer Design
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DRAINAGE NARRATIVE
A.
DESIGN CRITERIA
These drainage calculations are based on given data and design criteria as follows:
Site location:
The Riverview Medical Park is located in Section 22-T18N-R4E, Clay Township,
Hamilton County, IN. Spec1fically, the site is located at the southeast corner of the
intersection between 146lh S1. and Hazel Dell Parkway.
Terrain and existing ground condition:
The site is an abandoned field completely covered with high grass and weeds.
Elevations on site range from 772 M.S.L. to 791 M.S.L. The general drainage
pattern is overland flow to the southeast corner of the site.
Adjoining land conditions:
North:
South:
East:
West:
Agricultural Field
Existing Church & Parking Lot
Existing residential
Existing residential
Soil types:
Soils maps from the United State$ Department of Agriculture, Soil Conservation
Service, identify OCkley, Miami, Brookston, and Crosby soils on the subject site.
Ockley, Miami, and Brookston soils are a part of hydrologic Group B, while Crosby
is part of hydrologic Group C. Overall, the site is 90% Group 8 soils, and 10%
Group C soils.
Overall Drainage Design:
The required detention for the overall Riverview Medical Park site will be provided
by one detention pond totaling 0.80, acres in size. The outlet structure for this pond
will pipe stormwaterto an existing retention pond in the Ashmore Trace subdivision,
djrectly east of the on~site basin. The ultimate outlet for the retention pond in
Ashmore Trace is the Kirkendall Creek.
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In the predeveloped state, 75% of the site (north and east portions) drains
southeast via overland flow to an existing swale behind lots 5-8 of the Ashmore
Trace subdivision. This swale discharges to the existing retention pond in the
northwest corner of Ashmore Trace. The remaining 25% of the site (southwest
corner) drains to the existing paved d itch located just south of the site on the Hazel
Dell Christian Church property. This paved ditch drains east to a detention basin for
the church. The paved ditch conveys stormwater from the church site, a large
watershed to the west of Hazel Dell Parkway and the 25% shed on the subject
property. The outlet structure for this detention basin is a large weir wall with an 18"
RCP pipe installed flush at the bottom acting as an orifice. Drainage that passes
through this orifice is routed through storm pipe in Ashmore Trace to the
aforementioned retention pond. For our purposes, it will be assumed that drainage
from the subject site is not detained on the Church property and is routed straight to
the detention pond in Ashmore Trace. Please refer to the predeveloped basins
map for basin sizes, locations, and drainage routes.
In the developed state, three separate basins have resulted from the grading plan.
The majority of the site (90%) drains to the onsite detention pond through two storm
sewer systems. However, on the north side of the site, the right-of-way area will
drain to the existing curb inlets through existing roadside swales and proposed
culverts under the new entrances to the existing 24" storm sewer system on 146t1l
Street. This storm line drains east within the right-of-way of 146th Street through a
culvert under the entrance to the Ashmore Trace subdivision and into the Kirkendall
Creek. On the west and south sides of the site, a small area directly discharges to
the ditch on the Church property. Again, the ultimate discharge pointforthis ditch is
the retention pond in Ashmore Tra:ce. Because standing water is present in the
existing grass swale at the southwest corner of this site, the swale will need to be
cleaned and erosion control measures installed to help promote positive flow. It
appears grade restrictions, a riprap dam and existing storm sewers on the church
property will limit the. corrective measure. Again, we are not using this swale to
handle our developed site.
To ensure that the storm water discharge requirements for Hamilton County are
met, the following is a comparison of the pre-developed and post-developed
discharge rates:
Storm Event
DischarQe Rate
PRE-2 YEAR
DEV- 10 YEAR
2.59 cfs
2.48 cfs
PRE-10
DEV-100 YEAR
7.98 cfs
7.02 cfs
The discharge rate criteria are met for both the 10 year developed vs. 2 year
predeveloped and the 100 year developed vs. 10 year predeveloped comparisons.
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REfERENCES
Design and data methods are based on the following references:
1. HERPICC County Storm Drainage Manual
2. Hamilton County Soils Survey
3. CIty of Indianapolis Stormwater Design and Construction Specifications
Manual
C. OVERALL WATERSHED
Emily Vestal Ditch
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UNITED STATES
GEOLOGICAL SURVEY
146 TH & HAZEL DELL: TSC #3462 003
HAMILTON COUNTY, IN
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Schneider 146th & Hazel Dell TSC #3462.003 I
HAMilTON COUNTY, IN SCALE: 1 " = 200'
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FEMA
I\IRM MAP
146th & Hazel Dell TSC# 3462.003
HAMILTON COUNTY, INDIANA
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DESCRIPTION: .."...""... ........"....... .... '.. ". "...."". "...."".".",.. ""'" CHECKED BY: "..""""........,,,.,, "",,,,,.....,. DATE: """"......,.."..__".....""
Sc hneider ... ..."""" ,. ,. ,.,.,.t:t.:: ,:::.:??!:..J. .:;' <. /i .::'~:.';.... . )?Q.:-i; :,:c:.;.-;',;-:;', ,.:~:,.,,~ t: ,(l,c',.,,'c1,f:T.(,C.....,. "..".."",.,.... ,. ,. "...,.... ......",.", ........ ,...., ASSUMPTIONS I REFERENCES
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Soil and water features
[Absence of an entry indicates the feature is not a concern. The :;.ymbol < means less than; > means grea ter than]
U~
Soil name and
map symbol
D.
Brookston:
Sr.......... .'u
Crosby:
CrA .......m.mm....................
D~J
I Cs82:
Crosby part..._.m.m. ....
Miami parL....nm. ........
U~
Eel:
[e.m..m......... n.
Fox;
foA. foB2. ' FxC2.....:. m.. ......
Genesee :
Ge.........." ...~.___..u._.m..
[j-,
:'-1
Hennepin:
HeF ...__mn............_..............
OJ
OJ
OJ
Shoals:
5 h. .._.. .u.. ....... ...._ m. ...'...
[DJ
:OJ
~DJ
,:D]
Sleeth :
Sk__n..___m_. 'unn'~',,,,,,,,,,,,,,
Sloan:
Sn....unm..u.._ m....m.............
Urban land:
1 Ub:
Brookston part..m.........
, Uc:
Crosby part.......n....u.n..
1 UfA:
Fox part__.m..m...._um.
· UfC:
Fox part_.......................
1 Ug:
Genesee part...... .n. ....u
'UrnB:
Miami part..nm...............
'UmC,
Miami part._..........n_._.
, U"",
Westland part__..._...
Westland;
We .._.. "'n.....__. ..... .___.._....__
Whitaker:
. Wh.mm.__.....___..___........._
",01
11. J
f,..:O.",?"
~;
JOD
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.-,--"
ill
IP.,J.,
. y~.,
IPl
Hydro-
logic
group
fBiDl
Tel
BID
c
BID
BID
c
B
B
B
B
B
BID
BID
c
Flooding
Frequency Duration
Months
Depth
1.0-3.0
1.0-3.0
>6.0
3.0-6.0
>6.0
B
None.............. ..
Frequent..u BrieL.. OcWun......... >6.0
>6.0
High water table
Kind ;"-Ionths
F(
O~1.0
Apparent .... Dec-:\.Ia}'
Potential
frost
action
High.
Rig-h.
High.
. ~Ioderate.
High.
... Moderate.
... Moderate.
1Ioderate.
Moderate.
... Moderate.
?lfoderate.
High.
High.
High.
High.
High.
High.
Moderate.
Moderate.
..~:.~....~T~~~=mm. :::::::
.._._"nm.__._.... ...__.__........ 0""" Moderate.
Appendix: page A2-11
May 10, 1995
Apparent._.... Dee-May m.. High.
Apparentm.... Dec-MaYu.m High.
Apparen~... Jan-Apr......... High.
. This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composItion and
.Iavior of the whole mapping unit.
TABLE 205-1: Soil and Water Features for Marion County, Indiana
Frequent....
Brief
Dec-May....
Martinsville:
MgA. Mg62_... .hm........ .... B
Miami:
~:~~;~~;L~2~._~--,.~.. ~._JBJ
O~:~82._......___....__.__ rBl
nsselaer:
~e,_____,____uu'm__...o.._ ""'"'0'''''
None
C
B
None ..
None
>6.0
>6.0
>6.0
0-1.0
1.0-3.0
1.0-3.0
0-0.5
Apparent....... Jan-Apr....
Apparent. __
Jan-ApL...
Apparent..... Jan-Apr
Apparent.
Dec-?rfay
c
Frequent.
Brief.. Oct-Junu__..
B
None
B
None
None
None..
None._u
c
Frequent......
Brie!......... OeWun
None ..__u._Uu
Frequent .. Long._____.. Oct--Jun .m',,'
Frequent h' BrieL... Dee-MaYm....
None ,"m u
Apparent....... Jan-Apr....
ApparenL..m Jan-ApT m.
Apparent_.u. Nov-Jun.....
1.0-3.0
0-1.0 Apparent..... Dee-May _,
Apparent..__ Jan-Apr.......
None.._____..._. _.........".,...._ ..........._.._......__. >6.0
>6.0
None......m...
Frequent... d. BrieL._...~ DeW un '__un >6.0
>6.0
None"u7"""'__
N one.__._..._._ .__............
Frequent.___._. BrieLu...~ Dee-May........ 0-1.0
>6.0
lNone........ ..... m ..~~____
Frequent_nu BrieL._no__ Dee-May_____... 0-1.0
L 0-3j}
City of Indianapolis
Stormwater Specifications Manual
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Runoff curve numbers for other agricultural lands'
Cover description
Hydrologic
condition
Curve numbers for
hydrologic soil group-
.."
A B C D
68 79 86 89
49 69 79 84
39 [61 7'9 80
30 58 71 78
48 67 77 83
35 56 70 77
430 48 65 73
57 73 82 86
43 65 76 82
32 58 72 79
45 66 77 83
36 60 73 79
430 55 70 77
59 74 82 86
Cover type
Pasture, grassland, or range--continuous
~o~e for grazing,2 ___
Meadow-continuous grass, protected from
grazing and generally mowed for hay.
Brush-brush-weed-grass mixture with brush
the major element.3
Woods-grass combination (ol'chard
or tree farm).:;
Woods.t
Farmsteads-buildings, lanes, driveways,
and surrounding lots.
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
'Average runoff condition. and I" = 0.28,
~ Puur:
Pai/":
Goud:
<50?< ground cO\'el' ur heavily gl-.lZed with nu mukh,
50 to 75"k gn.lund cove,' and not heavily grazed.
> 75% gl'Qund CO\'el' and lightly 01' only iX:ca~i<lI1ally gl"aZed.
;1/'UO/':
F(I;,':
Good'
< 50% ground cuyer.
5{) to 75'<< ground toyer,
> 75'k, ground l'Over.
"'Actu<ll cun;e number i,; le~" th<lll :30: u:'t' eN ~ ';~O for rUIl()ff compuwtion,.:,
-"eN',; ,;hown were tomputed fm' area:' with i){yi \\"'1(1,.; ,mil 5O'k gra,.:" (pa:'iun~) ton.'1"- Other tumhination.... of condition:, l11a.\' be l'Onlpull'd
from the eN"" for \nlod~ and pa,.:tUl'e. '
~ j'()vr: FOl'e>il littel'. ~mall tn,'!':" amI bnl....h are dE':'li'oyed by heavy' grazing ()l' J'eg'ulal' Imming.
FHi"" Woods an' gTazed but 111)1 blU11ed, and :'l'me 1,)r",,,t liltel' C')H'l"~ the :'oil.
(;111111, Woods aI"e prolected fl"Um gntzing. and litter llnilbl"Ush ad\:'quatel~. toYer th!' :'oil.
TABLE 205-4: Runoff Curve Numbers for Other Agricultural Lands
(SOURCE: 21Q-VI-TR-55, Second Ed" June 1986)
City of Indianapolis
Stormwater'Specifications Manual
C.it
AppendiX page A2-14
May 10. 1995
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PROJECT.NAME ...J1(.o.::l:'.i.....r!/:'.#:.~...'.p~~~j:!::::....H .................... ...... PROJECT NO: ..7i.l.f?H..!?P>............... SHEET H.H..."H.... OF 'H...'.........
PROJECT PHASE: .... ....H.H..........H.......H.......,....'.....HH.. H'H DESIGNED BY: ......:~(..;;.........H........ DATE: Jgfi..ifEc.......'H.......'.H..
DESCRIPTION ............,.,.,.,................,...,.,...............,.........,.""... . CHECKED By................,...,.,.,........,.,....., DATE: ..........'...'H...........,.,.,...,...,..
Schneider .,.,."H"" ..,.,'S?} ,~; . ::.:~j.~. J.;:, .:" .T: x. .:,"H H.l.2f.~:/;;.((::L6..((.c.. .?;;i:/:':;~~~?:.... ........... ......,.. H H H" H.,., .......... """'" .......,........ ASSUMPTIONS I REFERENC ES
The Schneider Corporation
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Time of Concentration Worksheet PROJECT: 146th & Hazel Dell
Based on TR-55 JOB #: 4146
Typical values for ManninQ's n
Overland Flow Channel Flow
short grass 0.15 2 year, 24 hour rainfall = 2.93 inches
grass 0.03
dense grass 024 minimum T_~::: 5 minutes
concrele 0.015
pavement 0.011 rip-rap 0.035 S:\3k\3462\O03\drai nage\[pretc .xl s ]Time _oC Cone
Overland flow sea. 1 Overland flow sea. 2 Shallow Concentrated Flow Channel Flow
Basin Length S n T t Length S n T_t Length S PavedfUn Vel. T_I T_c
Length a Pw r S n Vel. I_I
name (ftl % (min) (ft) % (min) (ft) % (PorU) (ft/s) (min) (ft)
(sJ.) (ft) (ft) % (ftJs) (min) (min)
PRE-E 300 2.83 0.24 31 0 I 890 1.12 1.71 9
u 0 40
PRE-W 300 2.83 0.24 31 0 0
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RAINFALL - -L YEAR FREQUENCY - ~ HOUR DURATION
2.7"
2.6"
f/~. tr
2.6"
2.8"
2.7"
r~'"
I U"'_
2.9' .
2.8"
3"
I 2.9"
I'~r...".
3"
REFE:RENCE
T~C?~HNI,CAL Fl-\iPER No. 40
NATfoN'AL 'WEATHER:",SERVI'CE
<.-:r! ,.."I.c..,_~,c.<.,-.~,_:. ,~_.-' ,'u:. '{t_~._. '_'~ <;,\_ l_'~,",; ~ ;
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVI'SION OF WATER
APRIL 1979
- 6.2-:-'
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RAINFALL-~ YEAR FREQUENCY -.1.i-HOUR DURATION
3.911
3.811
4"
4.1"
3.9"
REF~R,~NC E
. ":"'. ,;;~:~".:}c-;~; '.: ". , ' , - ._. _ '., 'I .
"..' ,]'l;y.I(iN.lCA',LPAp,I:.R,.):,JO. 4..0' '
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,_ " STATE OF I NDI,A.NA .
DEPARTMENT OF.NATURAL RESOURCES
DIVISION OF WATER
APRIL 1979
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RAIN FALL -.J.QQ. YEAR FHEQUENCY -...s.1- HOUR DURATION
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5.5"
5.4"
5.3"
5.2:,:. .5. I" i'\.
5.1"
5.6"
5.711
5.8"
5.9"
~-E:FERENCE
I i- TECHNICAL PAPER NO. 40
~ATIONAL WEATHER SERVICE
,STATE OF I NOlANA
DEPARTMENt OF NATURAL RESOURCES
DIVISION OF WATER
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APRIL 1979
- 6.7-
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1J
Copyright 1995, Streamline Technologies, Inc.
146th & Hazel Dell
10/1/2002
Node Comparisons
********** Node Maximum Comparisons *******************************************************************************
(Time units - hours)
Sim Max Time Max Stage Warning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow
Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Inflow (cfs) Outflow (cfs)
-------------~~~------~------------------------------------'-------------------------------~-------~----------------
*** Node Name: BNDRY Group: BASE
2Y24HR 0.00 672.50 672.50 0.0000 2.50 12.36 I 2.59 0.00 0.00
10Y24HR 0.00 672.50 672.50 0.0000 2.50 12.36 7.98 0.00 0.00
100Y24HR 0.00 672.50 672.50 0.0000 2.50 12.28 117.07 0.00 0.00
*** Node Name: BNDRYII Group: BASE
2Y24HR 0.00 672.00 672.00 0.0000 2.50 0.00 0.00 0.00 0.00
10Y24HR 0.00 672.00 672.00 0.0000 2.50 0.00 0.00 0.00 0.00
100Y24HR 0.00 672.00 672.00 0.0000 2.50 0.00 0.00 0.00 0.00
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Copyright 1995, Streamline Technologies, Inc.
146th & Hazel Dell
10/1/2002
Bas i n Summar i es
********** Basin Summary - 2Y24HR **********************************************
----~--------------~--~-------------------~--------------------------------~----
***
Basin Name: PRE-E PRE-I-J
Group Name: BASE BASE
Node Name: BNDRY BNDRY
Hydrograph Type: UH UH
Unit Hydrograph: UH484 UH484
Peaking Factor: 484.00 484.00
Spec Time lnc (min); 5.33 4.13
Camp Time lne (min); 5.33 4.13
Rainfall Fi le: SCSl1-24 SCSlI-24
Rainfall Amount (in): 2.93 2.93
Storm Duration (hr): 24.00 24.00
Status: ONSITE ONSITE
Ti me of Cone. (min): 40.00 31.00
Lag Time (hr): 0.00 0.10
Area (acres): 9.32 2.86
Vol at Unit Hyd (in): 1.00 1.00
Curve Number: 62.90 66.60
DeIA (%): 0.00 0.00
Time Max (hrs): 12.44 12.36
flow Max Cds): 1.68 0.97
Runoff Volume (in): 0.40 0.53
Runoff Volume (cf): 13533 5543
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Copyright 1995, Streamt ine Technologies, Inc.
[1 J
146th & Hazel Dell
10/1/2002
Basin Summaries
********** Basin Summary - 10Y24HR *********************************************
~~-~--------~~-----------------------------~----------------~-------------------
***
Basin Name: PRE-E PRE-W
Group Name: BASE BASE
Node Name: BNDRY BNDRY
Hydrograph Type: UH UH
Unit Hydrograph: UH484 UH484
Peaking Factor: 484.00 484.00
Spec Time Inc (min): 5.33 4.13
Comp Time Inc (min): 5.33 4.13
Rainfall File: SCSII-24 SCSII-24
Rainfall Amount (in) : 4.15 4.15
Storm Duration (hr): 24.00 24.00
Status: ONSLTE ONSIlE
Time of Conc. (min): 40.00 31.00
Lag Time (hr): 0.00 0.10
Area (acres): 9.32 2.86
Vol of Unit Hyd (i n): 1.00 1.00
Curve Number: 62.90 66.60
DCIA (%): 0.00 0.00
Time Max (hrs): 12.36 12.36
Flow Max (cfs): 5.54 2.60
Runoff Volume (in): 0.99 1.21
Runoff VoLume (cf): 33612 12574
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Copyright 1995, Streamline Technologies, Inc.
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146th & HazeL DeLL
10/1/2002
Basin Summaries
********** Basin Summary - 100Y24HR ********************************************
-----------~--------------------------------------------------------------------
***
Basin Name: PRE-E PRE-W
Group Name: BASE BASE
Node Name: BNDRY BNDRY
Hydrograph Type: UH UH
Unit Hydrograph: UH484 UH484
Peaking Factor: 484.00 484.00
Spec Time Inc (min): 5.33 4.13
Camp Time Ine (min): 5.33 4.13
Rainfall File: SCSIl-24 SCSII-24
Rainfall Amount (in): 5.75 5.75
Storm Duration (hr): 24.00 24.00
Status: ONSITE ONSITE
Time of Cone. (min): 40.00 31.00
Lag Time (hr): 0.00 0.10
Area (acres): 9.32 2.86
Vol of Unit Hyd (in): 1.00 1.00
Curve Number: 62.90 66.60
DCIA (%): 0.00 0.00
Time Max (hrs): 12.36 12.29
Flow Max (efs): 12.23 5.27
Runoff VoLume (in): 1.99 2.30
Runoff Volume (cf): 67414 23923
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Runoff cUn'e numbers for urban areas!
Cover description
Curve numbers for
hydrologic soil group-
-
Cover type and hydrologic condition
A verage percent
impervious area2
C
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F1.I.lly dC1.'eioped 'urban urea.5 (vegetation e~tablished)
Open space (lawns, parks, golf courses, cemeteries,
etc.)3:
Poor condition (grass cover < 50%) ..............
Fair condition (grass cover 50% to 75%). .. . . . . . . . .
Good condition (grass cover > 75%) . . . . . . . . . . . . . .
Irnpmrou"itareaS;-"'~-~'~----"-"'-'~'~'"'""'~'~''-'~'._''''''~"'-_"""'~"""_' ,-,.,',...
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way). . . . . . . . . . . . , . . , . _ _ . . . . . . .
Streets and roads:
Paved; curbs and stonn sewers (excluding
right-oC.way). _. . . . _. . . _. . .. . . . .. . ... " . . . . . . . .
Paved; open ditches (including right-of-way) . . . . . . .
Gravel (including right-of-way) _. _ . . . . . . . . . . . . . . . .
Dirt (including right-of.way) ....... _. . . . . _ . . . . . . .
Western desert urban areas:
Natural desert landscaping (pervious areas Drily)"...
Artificial desert landscaping (impervious weed
barner, desert shrub with 1- to 2.inch sand
or gravel mulch and basin borders). . _ . . . . . . . . . . . ..
Urban districts:
Commerci1l:l and business. . . . . . .. . . . . . . . . . .. . . .. . _ _ _
Industrial.. .. . . . . . .. . . . .. . .. . . . . . . . . . . . . . . . .. . .. _ _ . . _ ..
Residential districts by average lot size:
118 acre or less (town houses). . . . . . . . . . .. . . . . . .. . . .. .. .
114 acre ..................... _ . . . _ . . _ . . . .. . . _ . . . . . .
1/3 acre ............................. _ _ . . . . . . . . . . . .
1/2 acre .............. _ . . . .. .. . .. . . . . . . . . . . . . ... . . . . _
1 acre. . . . . . _ . . _ . . . . . . . . . . .. . . . _ . . . . . . . .. . . . . . . . . _ .
2 acres .. . . . . . . . . . . . . . . . . . _ . . . _ . .. . . . . . . . . _ . . . . . . . .
68 79 86
49 69 79
".-""'-~'" _...._~,...~~..~?~~..-..-....,__@I.~~" _.._..2if
98 98 98
98 98 98
83 89 92
76 85 89
72 82 87
63 77 85
96 96 96
89 92 94
81 88 91
77 85 90
61 75 83
57 72 81
54 70 80
51 68 79
46 65 77
85
72
65
38
30
25
20
12
Developing urban areas
Newly graded areas (pervious areas only,
no vegetation)S . . . . . . . . . . . . . . . . . .. . . . . . . . .. . .. . . . . . . .
Idle lands (CN's are determined using cover types
similar to those in table 2-2(').
77
86
91
89
84
80
98
98
93
91
89
88
96
95
93
92
87
86
85
B4
82
94
'Average runoff condition, and I. = O.2S.
2The. <Iverdge percent impervious area "ho\o\'Tl wa::; useff to den=lop the composite eN's. Other a""umption~ arE' as folJow~; impen;iou$ are"",
are e1il'eetl)' connE'cteel to tlie dminagE' sy~tem, impel'ViOU$ area~ have a eN uf 98, and perviou$ arE'il$ are considE'red e.:luivalent to upen
$JlilCC in good hydrologic condition. CN's for other combination::; of conditions may be computed using figure 2-3 or 2-4.
3CN'" shown are equivalent to tho~e of pa::;turE'. Compo"ite eN'" may be computed for other combinations of open spacE' COVE'r type.
'CompositE' CN's fur natural desel"l landscaping- should be computed using figures. 2-3 or 2-4 based on the impervious area percentage (eN
= 98) and the pel'Viom; .II-ea CN. The perviou$ an'a eN's are assumed equivalent to desert shrub in pool' hydrologic condition.
~Composite eN'$ to use for the design of tempor.lry measures during gr,l.ding and construction should be computed using figure 2.3 or 2-4,
based on the degree of development (impervious al-ea percentage) and the eN'" for the newly gr,l.ded pervious are"".
TABLE 205~2: Runoff Curve Numbers for Urban Areas
(SOURCE: 21o-VI-TR-55, Second Ed., June 19861
City of Indianapolis
Stonnwater Specifications Manual
v'S
Appendix page A2-12
May 10, 1995
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Time of Concentration Worksheet PROJECT: 146th & Hazel Dell
Based on TR-55 JOB#: 4146
Tvoical values for Manninn's n
Overtand FIDW Channel Flow 2 year, 24 hour rainfall =
short grass 2.93 inches
0.15 grass 0.03 minimum T _c =
dense grass 0.24 5 minutes
concrete 0.015
pavement 0.011 rio-rao 0.Q35 S :\3k\3462\OO2,ldrainag e\ldevlC.>ls )Time _oC Con c
Overland flow seC!. 1 Overland flow sea. 2 Shallow Concentrated Flow Channel Flow
Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t T_c
name (ft) % (min) (ft) Length a Pw r S n Vel. T_t
% (min) (ft) % (P or U) (ftls) (min) (ft) (s.f.) (ft) (ft) % (ftls) (min) (min)
DEV 115 2.6 0.24 15 0 I 130 0.92 P 1.95 1 840
3.00 5 21
DEV.N 5 1 0.24 2 0 175 1 2.03 1 1060
P 3,00 6 9
DEV-S 65 2 0.24 11 0 55 1 P 2.03 0 115
3.00 1 12
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REFERENCE
TECHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
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TECHNICAL PAPER NO. 40
NATIONAL WEATHER' SERVICE
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
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REFERENCE
T~CHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF ytATER
APRIL 1979
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PROJECT NAME:
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DESCRIPTION: .....
PROJECT NO:
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ASSUMPTIONS I REFERENCES
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
[1 J
146th & Hazel Dell
11/22/2002
Node Comparisons, without tailwater
D ********** Node Maximum Comparisons *******************************************************************************
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(Time units - hours).
Sim Max Time Max Stage Wolrning Max Delta Max Surface Max Time Max Inflow Max Time Max Outflow
Name Conditions Cft) Stage (ft) Stage Cft) Area (sf) Inflow Cds) Outflow Cds)
-----------------------------------------------------------------------~--------------------------~----------------
*** Node Name: EXLAKE Group: BASE
2Y24HR 0.00 764.00 769.00 0.0000 5.00 12.19 0.00 0.00
10Y24HR 0.00 764.00 769.00 0.0000 5.00 12.07 0.00 0.00
100Y24HR 0.00 764.00 769.00 0.0000 5.00 12.51 0.00 0.00
*** Node Name: EXMH Group: BASE
2Y24HR 16.61 764.52 773.34 0.0147 171.59 16.59 0.66 16.61 0.66
10Y24HR 17.09 764.58 773.34 0.0094 175.43 17.07 0.89 17.09 0.89
100Y24HR 12.88 765.26 773.34 0.0471 202.81 12.86 6.03 12.88 6.03
*** Node Name: LAKE Group: BASE
2Y24HR 16.59 770.35 773.00 0.0321 40115.16 12.11 20.52 16.59 0.66
10Y24HR 17.07 771 . 19 773.00 0.0487 42399.06 12.09 32.60 17.07 0.89
100Y24HR 12.86 771.70 773.00 0.0497 43944.00 12.09 48.49 12.86 6.03
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
[1J
146th & Hazel Dell
11/22/2002
Node Comparisons, with tailwater
********** Node Maximum Comparisons *******************************************************************************
(Time units - hours)
Sim Max Time Max Stage
Name Conditions (ft)
Warning
Stage (ft)
Max Delta Max Surface
Stage (ft) Area (sf)
Max Ti me Max Inf low
Inflow (cfs)
Max Time Max Outflow
Outflow (cfs)
----------------------~-------------------~------------------------------------------------------------------------
*** Node Name: EXLAKE Group: BASE
100Y24HR 12.00 768.54 769.00 0.0063 5.00 12.51 6.54 0.00 0.00
*** Node Name: EXMH Group: BASE
100Y24HR 12.00 768.52 773.34 -0.0490 118.00 12.87 6.02 12.87 5.99
*** Node Name: LAKE Gro~l BASE
100Y24HR 12.87 1771.70 773.00 -0.0012 43938.08 12.08 48.49 12.87 6.02
~~
l-A-'~=- '.::; \ bo - .~ ~;;.: ~~ y~""Z~, S
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Advanced Interconnected ChanneL & Pond Routing (ICPR Ver 2.20)
Copyright 1995, StreamLine Technologies, Inc.
[1J
146th & Hazel Dell
10/1/2002
Developed Basin Summaries
[J ********** Bas in Summary - 2Y24HR **********************************************
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----------------------------~--------~------------------------~-----------~----
***
Basin Name: DEV DEV-N DEV-S
Group Name: BASE BASE BASE
Node Name: LAKE EXLAKE EXLAKE
Hydrograph Type: UH UH UH
Unit Hydrograph: UH484 UH484 UH484
Peak i ng Factor: 484.00 484.00 484.00
Spec Time Inc (min): 2.80 1.20 1.60
Comp Time Inc (min): 2.80 1.20 1.60
Rainfall FiLe: SCSII-24 SCSlI-24 SCS II -24
Rainfall Amount (in) : 2.93 2.93 2.93
Storm Duration (hr); 24.00 24.00 24.00
Status: ON S lTE ONSIlE ONS HE
Time of Conc. (min): 21.00 9.00 12.00
Lag Time (hr): 0.00 0.00 0.15
Area (acres): 10.92 0.39 0.88
Vol of Unit Hyd (in) : 1.00 1.00 1.00
Curve Number: 89.10 82.50 67.60
DCIA (%); 0.00 0.00 0.00
Time Max (hrs): 12.09 12.02 12.20
Flow Max (cfs): 20.57 0.75 0.59
Runoff Volume (in): 1.84 1.36 0.57
Runoff Volume (cf); 73021 1919 1833
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Advanced Interconnected Channel & Pond ROLlting (ICPR I/er 2.20) [1]
Copyright 1995, Streamline TechnoLogies, Inc.
146th & HazeL DelL
10/1/2002
Developed Basin Summaries
********** Basin Summary - 10Y24HR *********************************************
***
Basin Name: DEV DEV-N DEV-S
Group Name: BASE BASE BASE
Node Name: LAKE EXLAKE EXLAKE
Hydrograph Type: UH UH UH
Unit Hydrograph: UH484 UH484 UH484
Peaking Factor: 484.00 484.00 484. 00
Spec Time Inc (min): 2.80 1.20 1.60
camp Time Inc (min): 2.80 1.20 1.60
Rainfall Fi le: SCSII-24 scslI-24 SCSII-24
Rainfal L Amount (in) : 4.15 4.15 4.15
Storm Duration (hr): 24.00 24.00 24.00
Status: ONS HE Of/SITE ONSnE
Time of Conc. (min): 21.00 9.00 12.00
Lag Time (hr): 0.00 0.00 0.15
Area (acres): 10.92 0.39 0.88
Vol of Unit Hyd (i n): 1.00 1.00 1.00
Curve Number: 89.10 82.50 67.60
DCIA (%): 0.00 0.00 0.00
Time Max (hrs): 12.09 12.02 12.20
Flow Max (cfs): 32.74 1.29 1.44
Runoff Volume (in): 2.97 2.37 1.27
Runoff Volume (cf): 117705 3357 4069
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies,. Inc.
146th & Hazel Dell
10/1/2002
DeveLoped Basin Summaries
********** Basin Summary - 100Y24HR ********************************************
***
Basin Name: DEV DEV-N DEV-S
Group Name: BASE BASE BASE
Node Name: LAKE EXLAKE EXLAKE
Hydrograph Type: UH UH UH
Unit Hydrograph: UH484 UH484 UH484
Peaki ng Factor: 484.00 484.00 484.00
Spec Time Inc (min): 2.80 1.20 1.60
Comp Time Inc (min): 2.80 1.20 1.60
RainfalL Fi Le: SCSII-24 ScslI-24 SCSII-24
RainfaLL Amount (in): 5.75 5.75 5.75
Storm Duration (hr): 24.00 24.00 24.00
Status: ON S lTE ONSITE ONSITE
Time of Conc. (min): 21.00 9.00 12.00
Lag Time (hr); 0.00 0.00 0.15
Area (acres): 10.92 0.39 0.88
Vol of Uni t Hyd (in) ; 1.00 1.00 1.00
Curve Number: 89.10 82.50 67.60
DCIA CO: 0.00 0.00 0.00
Time Max (hrs): 12.09 12.02 12.20
Floll Max Cds): 48.71 2.02 2.76
Runoff VoLume (in): 4.50 3.80 2.39
Runoff VoLume (cf): 178290 5385 7641
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Advanced Interconnected Channel & Pond Routing CICPR Ver 2.20) [1]
copyright 1995, Streamline Technologies, Inc.
146th & Hazel Dell Parkway
11/22/2002
Input Report
********** Input Report ********************************************************
--------Class: Node~~~~---------------------------------------------------------
Name: EXLAKE Base Flow(cfs): 0 1nit Stage(ft): 764
Group: BASE Warn StageCft): 769
Comment: Existing Lake in Ashmore Trace
Time(hrs) Stage(ft)
o 764
12 764
24 764
--------Class: Node--------------------~----------------------------------------
Name: EXMH Base Flow(cfs): 0 Init StageCft): 764.14
Group: BASE Warn StageCft): 773.34
Comment: Existing Manhole CAshmore Trace)
Stage(ft) AreaCac) [Manhole, Flat Floor]
-------Class: Node------------------------------------~-----------------------_
Name: LAKE Base FlowCcfs}: 0 Init Stage(ft): 769
Group: BASE Warn StageCft): 773
Comment: Onsite Detention Pond
Stage(ft) Area(ac)
769 0.8
770 0 . 9
771 0.96
772 1.03
--------CLas5: Ba5in------------------------------------------------------------
Basin: DEV Node: LAKE Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph:
Rainfall File:
Rainfall Amount{in):
AreaCac) :
Curve It:
DC1AC%};
UH484
scslI-24
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10.92
89.1
o
Peak Factor: 484
Storm Duration{hrs): 0
Concentration Time(min): 21
Time ShiftChrs): 0
Basin to Onsite Detention Pond
--------Class: Ba5in-----------------------------------'------------------------
Basin: DEV-N Node: EXLAKE Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph:
Rainfa II File:
Rainfall Amount(in):
Area(ac) :
Curve #:
OCIA(%):
UH484
SCSII-24
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0.39
82.5
o
Peak Factor: 484
Storm Duration{hrs): 0
Concentration TimeCmin): 9
Time Shift(hrs)~ 0
Basin to Ashmore Trace
1)14
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [2]
Copyright 1995, Streamline Technologies, Inc.
146th & Hazel Dell Parkway
11/22/2002
Input Report
********** Input Report ********************************************************
--------Class: Basin-----------------~-------------------------------___________
Basin: DEV-S Node: EX LAKE Status: On Site T~pe: SCS Unit Hydr
Group: BASE
Unit Hydrograph:
Rainfall File:
Rainfall Amount(in):
Area(ac):
Curve It:
DCIA(%):
UH484
SCSII-24
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0.88
67.6
o
Peak Factor: 484
Storm Duration(hrs): 0
concentration Time(min): 12
Time Shift(hrs): 0.15
Basin to Ashmore Trace Subdivision
--------Clas5: Pipe-------------------------------------------------------------
Name: PIPE2 From Node: EXMH Length(ft) : 50
Group: BASE To Node: EXLAKE Count: 1
UPSTREAM DOWNSTREAM Equation: Average
Geometry: Circular Circular Flow: Both
Span(in) : 48 48 Entrance Loss Coef: 0.5
Rise(in): 48 48 Exit Loss Coef: 1
Invert( ft) : 764.14 764.11 Bend Loss 'Coef: 0
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use dc
Top Clip(in): 0 0 Inlet Cnt r l 'Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: None
K
or tw
Upstream FHWA Inlet Edge Description:
CircuLar Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Existing pipe in Ashmore Trace
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Advanced Interconnected Channe L & Pond Rout i ng (lCPR Ver 2.20) [3J
Copyright 1995, StreamLine Technologies, Inc.
146th & Hazel DelL Parkway
11/22/2002
Input Report
********** Input Report ********************************************************
--------Class: Drop Structure--------------------------~-------------------_____
Name: PIPE1 From Node: LAKE Length(ft): 46
Group: BASE To Node: EXMH Count: 1
Outlet CntrL Spec: Use de or tw
Upstream Geometry: Circular
UPSTREAM
Inlet CntrL Spec: Use dn
Downstream Geometry: CircuLar
DOWNSTREAM
Span(in): 12
Rise(in): 12
Invert(ft): 769
Manning's N: 0.013
Top Cl ip(;n): 0
Bottom Clip(in): 0
12
12
768.8
0.013
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Entrance Loss Coef: 0.5
Exit Loss Coef: 0
Flow: Both
Equation: Aver Conveyance
Upstream FHWA InLet Edge Description:
Ci rcu lar Concrete: Square edge '.II headwall
Downstream FHWA InLet Edge Description:
CircuLar Concrete: Square edge '.II headwall
*** Weir
Count:
Type:
Flow:
Geometry:
lake outfall pipe
1 of 2 for Drop Structure PIPE1 ***
1 Bottom CLip(in): 0
Mavis Top (lip(in): 0
Both Weir Discharge Coef: 3.2
Circular Orifice Discharge (oef: 0.62
[TABLE]
Span( in): 5
Rise(in): 5
Invert (ft): 769
ControL ELev(ft): 769
*** Weir
Count:
Type:
Flow:
Geometry:
2 of 2
1
Horiz
Both
Rectangular
for Drop Structure PIPE1 ***
Bottom Cl ip(in):
TopCLip(in):
Weir Discharge (oef:
Orifice Discharge Coef:
[TABLE]
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3.2
0.62
Span(in): 24
RiseCin): 24
Invert(ft): 771.25
Control ELev(ft): 771.25
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [4J
Copyright 1995, Streamline Technologies, Inc.
o
146th & Hazel Dell Parkway
11/22/2002
Input Report
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********** Input Report ********************************************************
--------(lass: Simulation-------------------------------------------____________
S:\3K\3462\003\DRAINAGE\ICPRDEV\2Y24HR
Execution: Both
Header: 146th & Hazel Dell
11/22/2002
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---------HYDRAULI(S---------------------------~-HYDROLOGY--~-----------------
Max Delta Z Cft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 5
Drop Structure Optimizer: 0
Sim Start TimeChrs): 0
Sim End Time(hrs): 35
Min Calc Time(sec): 0.5
Max Calc Time(sec): 60
To Hour: PInc(min): To Hour: PInc(min):
35 5 35 1
---------GROUP SELECTIONS----------------------------------_------___________
+ BASE [11/22/02J
--------(lass: Simulation------------------------------------___________________
S:\3K\3462\003\DRAINAGE\ICPRDEV\10Y24HR
Execution: Both
Header: 146th & Hazel Dell
11/22/2002
Override Defaults:
Storm Dur(hrs):
Rain AmountCin):
Rainfall File:
Yes
24
2.93
SCSII-24
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---------HYDRAULICS--------------------~--------HYDROLOGy--------------------
Max Delta l (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 5
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End TimeChrs): 35
Min Calc Time(sec): 0.5
Max Calc Time(sec): 60
To Hour: Plnc(min): To Hour: PlncCmin):
35 5 35 1
---------GROUP SELECTIONS----~----------------------~----____________________
+ BASE [11/22/02J
Override DefauLts:
Storm Dur(hrs):
Rain AmountCin):
Rainfa II Fi le:
Yes
24
4.15
SCSII-24
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [5J
Copyright 1995, StreamLine Technologies, Inc.
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146th & HazeL DeLL Parkway
11/22/2002
Input Report
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********** Input Report ********************************************************
--------CLass: Simulation--------------------------------------------___________
S:\3K\3462\003\DRAINAGE\rCPRDEV\100Y24HR
Execution: Both
Header: 146th & HazeL DeLL
11/22/2002
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---------HYDRAULICS------------------~----------HYDROlOGy--------------------
Max Delta Z (ft); 1
Delta Z Factor; 0.05
Time Step Optimizer; 5
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 35
Min CaLc Time(sec): 0.5
Max CaLc Time(sec): 60
To Hour: PInc(min): To Hour: PInc(min):
35 5 35 1
---------GROUP SELECTIONS-----------------------------------------------_____
+ BASE [11/22/02]
Override DefauLts:
Storm Dur(hrs):
Rain Amount(in):
RainfaLL FiLe:
Yes
24
5.75
SCSII-24
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HYDROLOGIC REPORT FOR
PREPARED FOR:
ASHMORE TRACE
JOB.# 88.1031
REVISED
PREPARED BY:
WEIHE ENGINEERS INC.
08/12/94
***RETENTION***
PRINTED 10/05/94
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Q (cfs) S.C.S. RUNOFF
70 Hydrograph NO.2
63 - Outflo
C'lp =: 60.79
56
49
42
36
28 -
21
14 -
7 , \.
~
0 ---------
0 149 298 447 596 746 894 1043 1192 1341 1490
Time (min)
Return Period = le8 yrs, Volume = 6.8% aeft
[SpaceJ Clear
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HYDROLOGIC REPORT
EXISTING 100 yEAR.....
...11-............... ....1&1
......11.. ..................
Hyd. No. 2
Hydrograph type = S.C.S. RUNOFF
Storm frequency = 100 yr
Basin area = 18 ac
Ave basin slope = 1.4 %
Basin lag = 15.1 mln
Total precip. = 5.95 In
Peak discharge
Time interval
Basin curve No. =
Hydraulic len
Time of coneen
Distribution
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(hrs cfs)
9.08
9.42
9.75
10.0B
10.42
10.75
11.08
11. 42
11.75
12.08
12.42
12.75
13.08
13.42
13.75
14.08
14.42
14.75
15.08
15.42
15.75
16.08
16.42
16.75
17.08
17.42
17.75
18.08
18.42
0.89
1. 08
1.23
1. 48
1. 88
2.43
3.22
4.54
11.44
54.65
42.98
13.08
7.68
6.01
5.00
4.25
3.72
3.42
3.19
2.97
2.74
2.51
2.33
2.22
2.14
2.06
1. 97
1. 89
1. 81
TIME--QUTFLOW
(hrs cfs)
9.17
9.50
9.83
10.17
10.50
10.83
11.17
11.50
11. 83
12.17
12.50
12.83
13.17
13.50
13.83
14.17
14.50
14.83
15.17
15.50
15.83
16.17
16.50
16.83
17.17
17.50
17.83
18.17
18.50
0.94
1.12
1. 28
1.56
2.00
2.61
3.46
5.05
18.29
60.79
34.70
10.30
7.13
5.72
4.80
4.09
3.63.
3.36
3.14
2.91
2.68
2.46
2.29
2.20
2.12
2.04
1. 95
1. 87
1. 79
TIME--OUTFLOW
(hrs cfs)
9.25
9.58
9.92
10.25
10.58
10.92
11. 25
11.58
11. 92
12.25
12.58
12.92
13.25
13.58
13.92
14.25
14.58
14.92
15.25
15.58
15.92
16.25
16.58
16.92
17.25
17.58
17.92
18.25
18.58
0.99
1.15
1. 33
1. 66
2.13
2.81
3.74
5.95
30.21
58.22
26.52
9.24
6.68
5.46
4.60
3.95
3.55
3.31
3.08
2.85
2.63
2.41
2.27
2.18
2.10
2.02
1. 93
1. 85
1. 77
60.79 efs
= 5 mln
82
= 1000 ft
= 25.25 min
= S.C.SII II
=
TIME--OUTFLOW
(hrs cfS)
9.33
9.67
10.00
10.33
10.67
11.00
11.33
11.67
12.00
12.33
12.67
13.00
13.33
13.67
14.00
14.33
14.67
15.00
15.33
15.67
16.00
16.33
16.67
17.00
17.33
17.67
18.00
18.33
18.67
1. 04
1.19
1.40
1. 76
2.28
3.02
4.08
7.83
43.62
50.90
18.97
8.38
6.32
5.22
4.42
3.82
3.48
3.25
3.02
2.80
2.57
2.36
2.24
2.16
2.08
1. 99
1. 91
1. 83
1. 75
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2350
211.5 -
1880
164.5
141.0
117.5
940
70.6
47.0
23.5 -
0.0
S.C.S. RUNOFF
Hydrograph No. 9
- Gutflo\
r Qp = 204.11
'\
I \
, \
/ \
/ ~~--
----------
o 168 337 505 674 842 1011 1179 1348 1516 1685
Time (min)
Return Period = lea yrs. Uolu~e = 62.812 acft
[Space] Clear
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HYDROLOGIC REPORT
OFFS ITE. . . . . . . . . . . . . . .
1 0 0 yEAR..............
IID..........e .......G.....
Hyd. No. 9
Hydrograph type =
Storm frequency =
Basin area
Ave basin slope =
Basin lag
Tot~l precip.
1
f
HYDROGRAPH DISCHARGE TABLE
TIME--QUTFLOW
(hrs cfs)
7.75
8.08
8.42
8.75
9.08
9.42
9.75
10.08
10.42
10.75
11.08
11. 42
11.75
12.08
12.42
12.75
13.08
13.42
13.75
14.08
14.42
14.75
15.08
15.42
15.75
16.08
16.42
16.75
17.08
0.97
1.46
2.04
2.74
3.59
4.60
5.77
7.15
8.77
10.76
13.33
16.91
24.37
54.42
93.49
134.07
174.20
203.99
195.47
178.67
158.63
136.56
113.18
89.04
64.80
44.13
37.41
33.47
30.49
B.C.S. RUNOFF
100 yr
= 190 ac
.9481 %
94 .0 rnn
5.95 in
Peak discharge
Time interval
Basin curve No.
Hydraulic len
Time of concen
Distribution
=
TIME--QUTFLDW' TIME--QUTFLOW
(hrs cfs I (hrs cfs)
7.83
8.17
8.50
8.83
9.17
9.50
9.83
10.17
10.50
10.83
11.17
11.50
11.83
12.17
12.50
12.83
13.17
13.50
13.83
14 . 1 7
14.50
14.83
15.17
15.50
15.83
16.17
16.50
16.83
17.17
1. 09
1. 59
2.20
2.94
3.82
4.88
6.10
7.53
9.23
11.34
14.10
18.05
28.94
63.90
103.57
144.22
183.69
204.11
191. 72
173.90
153.27
130.81
107.19
82.96
58.90
41. 64
36.29
32.65
29.84
7.92
8.25
8.58
8.92
9.25
9.58
9.92
10.25
10.58
10.92
11. 25
11.58
11. 92
12.25
12.58
12.92
13.25
13.58
13.92
14.25
14.58
14.92
15.25
15.58
15.92
16.25
16.58
16.92
17.25
1.20
1. 73
2.37
3.14
4.07
5.16
6.43
7.92
9.71
11.96
14.95
19.46
36.28
73.60
113.70
154.31
192.31
201.73
187.63
168.96
147.80
125.00
101. 17
76.89
53.31
40.07
35.27
31. 89
29.24
= 204.11 cfs
= 5 min
= 82
= 7700 ft
=157.04 ffilTI
= S.C.S. II
TIME--OUTFLOW
(hrs cfS)
8.00
8.33
8.67
9.00
9.33
9.67
10.00
10.33
10.67
11.00
11.33
11. 67
12.00
12.33
12.67
13.00
13.33
13.67
14.00
14.33
14.67
15.00
15.33
15.67
16.00
16.33
16.67
17.00
17.33
1. 33
1. 88
2.55
3.36
4.33
5.46
6.78
8.34
10.22
12.62
15.88
21.45
45.20
83.48
123.89
164.32
199.46
198.83
183.26
163.86
142.22
119.11
95.11
70.83
48.24
38.67
34.33
31.17
28.66
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STORM SEWER DESIGN
,'"'.., -- -."
s: \3k\3462\003\drainage \revised draimeport.doc
. THE SCHNEIDER CORPORA TION
12/18/02
STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD
PROJECT NAME 146th Streetand Hazel Dell
PROJECT No. 3462.003
GJD
COMPUTED BY:
STORM FREQUENCY DESIGN YEAR
10
CHECKED BY:
MJD
CALCULATED DE:SIGN
LOCA liON INLET ACRES COEF. SUM TIME CONC. (min) INT. I'QrI= PIPE (full) n= 0.013 Pipe Pipe MaxQI Max V MANHOLE
from to AREA sub total lie" CA CA inlet drain total "I" CIA size slope vel. length slope full I . full INV out INVin
Q (cfs) (in) % (fps) (ft) % (efs) I (fps) U1S DIS
601-03 I 1.04 0.76 0.79 5.50 5.50 6.79 5.37 T.e.= 0.00
601-03 606 1.04 0.79 5.50 0.52 6.02 6.79 5.37 18 0.26 3.04 117 I 0.40 6.64 3.76 0.00 0.00
605 0.08 0.63 0.05 5.00 5.00 6:98 0.35 T.e.- 784.82
605 604 0.08 0.05 5.00 0.10 5.10 6:98 0.35 12 0.01 0.45 33 1.50 I 4.36 5.55 780.82. 780.33
604 0.11 0.55 0.06 5.00 5.00 6.98 0.42 T,C.= 784.82
604 606 0.19 0.11 5.10 0.20 5.30 6.95 0.77 12 I 0.05 I 0.98 67 1.50 4.36 I 5.55 780.33 779.32
607 I 0.11 0.64 I 0.07 5.00 5.00 6.98 0.49 T.e.= 783.45
607 606 0.11 0.07 5.00 0.08 5.08 6.98 0,49 12 0.02 I 0.63 21 1.00 3.56 4.53 779.49 779.28
606 I 0.29 0.86 0.25 5.00 5.00 6.98 1.74 T.C.= 783.45
606 608 1.63 1.22 6.02 0.20 6.22 6.61 8.07 18 I 0.59 4.56 80 1.20 I 11.50 I 6.51 179.28 779.07
I
609 0.05 0.95 0.05 5.00 5.00 6.98 0,33 T.e.= 783.60
609 608 0.05 0.05 5.00 0.08 5.08 6.98 0.33 12 0.01 0.42 21 1.00 I 3.56 4.53 778.72 778.51
608 0.48 0.83 DAD 5.00 5.00 6:98 2.78 T.C.= 783.60
608 610 2.16 1.67 6.22 0.74 6.96 6.53 10.89 24 023 3.47 281 0.78 19.97 6.36 777.01 774.82
611 I 0.12 0.67 I 0.08 5.00 5.00 6.98 0.56 T.e.- 780.20
611 610 0:12 0.0'8 5.00 0.08 5.08 6.98 0.56 12 0.02 I 0.72 21 I 1.00 3.56 4.53 775.93 775.72
610 I 0.51 0.84 I 0.43 5.00 5.00 6.98 2.99 T.e.= 780.20
610 612 2.79 2.18 6.96 0.19 7.1'5 6.29 13.69 24 I 0.37 r 4.36 53 I 0.40 I 14.30 I 4.55 774.64 774.40
612 0.06 0.83 I 0.05 5.00 5.00 6.98 0.35 T.C.= 780.12
612 613 2.85 2.31 7.15 0.27 7.42 6.23 14.37 24 0.40 4.58 97 0.71 I 19.06 I 6.07 774.30 773.61
613 0.26 0.85 0.22 5.00 5.00 6.98 1.54 . T.e.= 777.30
613 614 3.11 2.53 7.42 0.43 7.85 6.15 15.55 24 0.47 I 4.95 161 I 0.75 19.58 i 6.23 773.51 772.30
614 I 0.31 0.77 0.24 5.00 5.00 6.98 1.67 T.C.= 776.00
614 615 3.42 2.77 7.85 0.17 8.02 6.03 16.67 24 0.54 I 5.31 58 I 0.60 17.52 ) 5.58 772.20 771.85
615 0.45 0.95 I 0.43 5.00 5.00 6.98 2.99 I T.C.= 777.00
615 615A 3.87 3.19 8.02 0045 8047 5.98 19.09 24 0.71 6.08 194 1.00 I 22.61 I 7.20 771.75 769.81
615A I 0.00 0.95 0.00 5.00 5.00 6.98 0:00 T.C.= 777.00
615A POND 3.87 3.19 8.47 0.10 8.58 5.86 18.70 24 I 0.68 5.95 45 1.00 r 22.61 7.20 769.71 769.29
POND 0.00 0.00 0.00 5.00 5.00 6.98 0.00 T.C.::: 772.00
Page 1
I-~.
I
I
CALc;ULATED D ES I G N I
LOCA TlON INLET r ACRES I COEF. I SUM I TIME CONC. (min) I INT. "Q":: PIPE (full) n= 0.013 Pipe Pipe MaxQ MaxV MANH~LE
from to AREA I sub total 'IC" cA CA I inlet drain I total QI" CIA siz,e I slope I vel. length slope full full INV out ;INVin
Q (efs) (iI)) I % I (fps) (ft) % (cfs) (fps) U1S I PIS
617 I 0.29 0.72 I 0.209 5.00 5.00 6.98 1.46 T.C.= ~78.50
617 618 0.29 0.209 5.00 0.07 5.07 6.98 1.46 12 I 0.17 I 1.86 18 1.00 3.56 4,53 776.28 V6,10
616 T 0.07 0.95 I 0.067 5:00 5.00 6.98 OA6 T.C.= 7180.00
618 619 0.36 0.275 5.07 0.08 5.14 6.96 1.92 12 I 0.29 I 2.44 21 1.00 3.56 4.53 776.00 ~?5.79
619 I 0.04 0.95 T 0.038 5.00 5.00 6.98 0.27 T.C.= 7;80.00
619 620 DAD 0.313 5.14 0.38 5.52 6.93 2.17 15 I 0.11 I 1.77 67 0.32 3.65 I 2.98 774.00 ij73.79
616 I 1.57 0.85 1 1335 6.00 6.00 6.61 8.82 LC.= lO.OO
616 620 1.57 1.335 6.00 0.82 6.82 6.61 R82 24 I 0.15 I 2.81 200 I 0.32 12.79 I 4.07 0.00 :O~OO
620 T 0.04 0.95 I 0.038 5.00 5.00 6.98 0.27 T.e.= 180.00
620 622 2.01 1.686 6.82 0.51 7.33 6.34 10.69 24 I 0.22 I 3.40 124 I 0.32 I 12.79 4.07 773.69 7:73.39
621 1 0.35 0.95 I 0.333 5.00 5.00 6.98 2.32 T.e.= 780.50
621 622 0.35 0.333 5.00 0.26 5.26 6.98 2.32 12 I 0.42 I 2.96 50 0.50 2.52 3.21 773.54 773.29
624 T 0.09 0.95 I 0.086 5.00 5.00 6.98 0.60 T.C.= 777.35
624 623 0.09 0.418 5.00 0.12 5.12 6.98 2.92 15 I 0.20 I 2.38 21 0.32 3.65 2.98 773.60 773.46
623 T 0.09 0.95 r 0.086 5.00 5.00 6.98 0.60 T.e.= 777.35
623 622 0.18 0.504 5.12 0.07 5.19 6.94 3.49 15 I 0.29 I 2.85 13 0.32 3.65 I 2.98 773.46 773.39
622 I 0.17 0.82 I 0;139 5.00 5.00 6.98 0.97 T.C.= 778.35
622 626 2.71 2.329 7.33 0043 7.75 6.18 14.39 24 I 0040 I 4.58 120 0.42 I 14.66 I 4.67 773.29 772.79
627 I 0.23 0.87 I 0.200 5.00 5.00 6.98 1040 T.e.= 7{T.00
627 628 0.23 0.200 5.00 0.08 5.08 6.98 1.40 12 I 0.15 I 1.78 13 I 0.32 2.01 2.57 772,88 77'2.94
628 I 0.07 0.86 1 0.060 5.00 5.00 6.98 0.42 T.e.= 776.50
628 625 0.30 0.260 5.08 0.14 5.22 6.95 1.81 12 I 0.26 I 2.30 21 0.32 I 2.01 2.57 772.84 772.77
625 I 0.03 0.95 I 0.029 5.00 5.00 6.98 0.20 T.C.= 7~6.50
625 626 0.33 0.289 5.22 0.07 5.29 6.90 1.99 15 I 0.10 I 1.62 13 I 0.32 I 3.65 2.98 772.77 n2.81
626 I 0.12 0.95 I 0.114 5.00 5.00 6.98 0.80 T.C.= 779.00
626 629 3.16 2.732 7.75 0.16 7.91 6.06 16.54 24 I 0.53 I 5.2.6 51 I 0.55 I 16.77 I 5.34 772.71 772.43
629 I 0.13 , 0.85 I 0.111 5.00 5.00 6.98 0.77 T.C.= 775.80
629 631 3.29 2.842 7.91 0.10 8.01 6.01 17.08 24 I 0.57 I 5.44 33 I 0.60 I 17.52 T 5.58 772.36 772."16
630 I 0.13 0.77 I O.1QO 5.00 5.00 6.98 0.70 T.e.= 776.00
630 631 0.13 0.100 5.00 0.21 5.21 6.98 0.70 12 I 0.04 I 0.89 32 I 0.32 I 2.01 .2.57 772.00 771 :90
631 I 0.07 0.95 I 0.067. 5.00 5.00 6.98 0.46 T.C.= 775;80
631 632 3.49 3.009 8.01 0.06 8.08 5.98 18.00 24 I 0.63 I 5.73 22 0.64 18.09 5.76 772.06 771.92
632 I 0.26 0.95 I 0.247 5.00 5.00 6.98 1.73 T.C.= 776.60
632 633 3.75 3.256 8.08 0.29 8.36 5.96 19.42 30 I 0.22 I 3.96 81 0.32 I 23.19 4.73 771.83 771.57
634 I 0.06 0.83 I 0.050 5.00 5.00 6.98 0.35 T.e.= 776.00
634 633 0.06 0.050 5.00 0.16 5.16 6.98 0.35 12 I 0.01 I 0.44 24 I 0.32 I 2.01 I 2.57 772.00 771,.92
633 I 0.08 0.88 T 0.070 5.00 5.00 6.98 0.49 T.e.= 77p.25
633 635 3.89 3.376 8.36 0.17 8.53 5.89 19.87 30 I 0.23 I 4.05 48 0.32 I 23.19 T 4.73 771.47 77:U31
635 I 0.08 0.95 I 0.076 5.00 5.00 6.98 0.53 T.e,= 776.25
635 POND 3.97 3.452 8.53 0.11 8.64 5.84 20.16 30 I 0.24 I 4.11 31 I 0.32 23.19 4.73 769.10 769.00
POND -1 0.00 0.00 I 0.000 5.00 5.00 6.98 0.00 T.e.= 0)00
Page2
CALCULATED DESIGN
LOCATION INLET I ACRES I COEF'I SUM I TIME CONe. (min) I INT. tic"::;: PIPE (full) n= 0.013 Pipe Pipe MaxQ Max V MANHOLE
from to AREA I sub total ,"c.t CA CA inlet drain total '"I''' CIA size I slope I vel. length slope full full INVout INVil:l
Q (cfs) (in) I % I (fps) (ft) % (cfs) ) (fps) U1S D/S
636 I OAO 0.73 I 0.29 10.69 10.69 5.33 1.56 I T.e.= 777.60
636 637 0.40 0.29 10.69 0.08 10.77 5.33 1.56 12 I 0.19 I 1.98 13 0.32 2.01 , 2.57 774.60 774.54
I
637 I 0.05 0.80 I 0.04 5.00 5.00 6.98 0.28 I T.e.= 777.50
637 638 0.45 0.33 10.77 0.21 10.99 5.31 1.76 12 I 0.24 I 2.24 33 0.32 2.01 2.57 774.44 774.37
638 I 0.05 0.95 I 0.05 5.00 .5.00 6.98 0.33 T.e.= 777.50
638 POND 0.50 0.38 10.99 0.15 11.14 5.26 2.00 12 I 0.31 I 2.54 41 1.00 3.56 4.53 769.67 769.00
POND I 0.00 0.00 I 0.00 5.00 5.00 6.98 0.00 T.G.= 776.65
Page 3
1
-.-- -----~------ - - --~---
371.48"
BASIN 1
0.51 /JC.
BASIN 2
0.42 AC.
BASIN J
0.11 AC.
BASINS
0.48 AC..
"J ~~
,.
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-, ...~.. ..-),>" ".. "-"'~'--'.'.'VO'.""~'m"__..._
BASIN 16
1.51 N;.
-.-.--.-- -H89WOO"W... ---....
----"---"49150"
(ll).
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BASIN 21
0.35 NJ.
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ASHMORE
TRACE
BASIN 10
0.51 At.
BASIN 27
O~2J AC.
BlSN 15
O.4lS N;.
-"_.~'8~M"~'~"~-~"~~"'0\11
12 pt~
1235.54'
'f';' ,~,:N ilJ'> ~:.-'!:i.:i.U-;
HAZEL DELl CHRISTIAN CHURCH