HomeMy WebLinkAboutDrainage Calculations
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HAZEL DELL MEDICAL
OFFICE BUILDING
LOT 2 OF RIVERVIEW MEDICAL PARK
5875 146th St E
CITY OF CARMEL
HAMILTON COUNTY, INDIANA
Project No. 3462.006
DEVELOPER:
Plum Creek Partners, LLC
Attn: Tim Hull
11911 Lakeside Drive
Fishers, IN 46038
Ph: 317-696-9595
DESIGNER: AF
THE SCHNEIDER CORPORATION
Historic Fort Harrison
8901 Otis Avenue
Indianapolis, Indiana 46216
Ph: (317) 826-7100
Fax: (317) 826-7200
March 31,2006
s: \3 k \3462\006\drainage\DRRPT _3462006 .doc
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TABLE OF CONTENTS
INTRODUCTION
SITE MAPS
SITE MAP
SOILS MAP
FLOOD ZONE MAP (FIRM)
AERIAL MAP
RIVERVIEW MEDICAL PARK - DRAINAGE CALCS
1
2-4
Appendix A
Appendix B
EXISTING CONDITIONS
RUNOFF CALCULATIONS
RAINFALL DATA
DRAINAGE BASIN MAP
PROPOSED CONDITIONS
CURVE NUMBER CALCULATIONS
RAINFALL DATA
DRAINAGE BASIN MAP
STORM SEWER DESIGN
Appendix C
Appendix D
Appendix E
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Site Location:
The proposed Hazel Dell Medical Office Building project is located near the southeast corner of
Hazel Dell Parkway and 146th Street. The common address for this site is 5875 146TH St. E
Carmel, IN 46033. The subject site is part of the Riverview Medical Park and is known as Lot 2
and contains 3.07 acres. The site is located in the NW Quarter of Section 22, Township 18N,
Range 4E in Carmel, Indiana.
Terrain and existing ground condition:
The majority of the proposed site is currently an unimproved tract with primarily grass cover with
a small portion of gravel in the NE corner of the site. The overall site has 7' of relief, with
elevations ranging from 788 M.S.L. at the western boundary of the site to 781 M.S.L. at the NE
portion of the site. The site drainage primarily is directed from the west to east and into the
roadside drainage system of the Riverview Medical Park.
The master plan for Riverview Medical Park was prepared in 2003 by The Schneider
Corporation and includes a detention pond to the east. The master plan provided several stub
storm sewers for future development of this site. An 18" stub is located along the east property
line and connects into an existing curb inlet and is designated as BASIN 16 on page F5 in
Appendix B. A 12" stub is located near the SE corner of the site and also connects into an
existing curb inlet (labeled as BASIN 10). A portion of the proposed site has been designated
as BASIN 8 and was designed to collect runoff from the SW corner of the site. See Appendix B
for the master design of the Riverview Medical Park storm sewer system.
Appendix C includes runoff calculations for the existing conditions. Each basin is broken down
and labeled to correspond with the Riverview Medical Park calculations. See Appendix C for
more information.
Adjoining land conditions:
North:
South:
East:
West:
City of Noblesville Zoned SR - Low Density Single Family Residential
Zoned S1 - Hazel Dell Christian Church
PUD - Riverview Medical Park
PUD - Riverview Medical Park - Fifth Third Bank
Soil types:
Soils maps from the United States Department of Agriculture, Soil Conservation Service identify
Brookston and Miami soils on the subject site. Brookston (Br) and Miami (MmB2) are a part of
hydrologic group B.
Overall Watershed:
White River-Vestal Ditch
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Overall Drainage Design:
The proposed project, known as Hazel Dell Medical Office Building (HD MOB), includes a 9,600
SF Office Building and associated parking facilities and utility improvements. Runoff from this
site will be conveyed to the existing Riverview Medical Park drainage system via an 18" RCP
stub located along the east portion of the site. From there, storm water will be conveyed to the
detention pond to the east (see Appendix B for the Riverview Medical Park (RMP) Drainage
Report).
In order to comply with the Riverview Medical Park (RMP) master plan drainage design, it is
necessary to analyze and compare the master drainage design parameters (found on page F2)
with the proposed improvements associated with this project. The following table summarizes
both the master plan design parameters and this project's with respect to the 18" RCP stub
connection point:
NODE DRAINAGE AREA, RUNOFF TC, 10 YR Q PEAK,
REFERENCE AC. COEFFICIENT MIN. CFS
RMP - 616 1.57 0.87 6 9.03
HD MOB - 600 1.27 0.90 9 6.15
HD MOB - P1 0.21 0.90 5 1.16
HD MOB TOTAL 1.48 0.90 9 7.31
The above chart shows that a majority of the proposed onsite runoff will be conveyed to the
existing RMP storm sewer system via the proposed storm sewer network. However, a portion
of the proposed site development will convey runoff overland to existing storm inlet #1443
(labeled as 617 on RMP design). Considering that #1443 is downstream of the 18" stub, this is
not a significant alteration to the design plan since from there the RMP storm sewer system has
been designed to handle that flow.
This site was part of the Detention Pond analysis and included in the Drainage Basin 'Dev 2' as
provided in the RMP Drainage Report page 09 included in Appendix B. The design parameters
for that drainage basin were as follows:
DRAINAGE BASIN
NAME
DEV2
DRAINAGE AREA,
AC.
10.92
WEIGHTED CURVE
NUMBER
94.3
TC,
MIN.
12
This project is consistent with the RMP master plan design parameters in that the proposed
weighted eN is approximately 94 (see Appendix D).
The above comparisons show that this development is consistent with the overall RMP master
drainage design and therefore, no negative impacts are anticipated.
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STORM SEWER DESIGN CRITERIA:
The storm sewer was designed using the Rational Method for runoff calculations and Manning's
Equation for pipe sizing. A roughness coefficient of 0.013 and a minimum Time of
Concentration of 5 minutes was utilized. The calculations are provided in Appendix E.
Inlet grate capacities for each type of inlet are listed below assuming a maximum depth over the
grate of 6". Since the Storm sewer design for some structures includes flows from roof drains,
the maximum overland flow to the grate has been provided. A Chart of Inlet Capacities is
included in Appendix E.
Neenah Grate Capacity, cfs Max. Overland Flow to Inlet Grate, cfs
R-3010-A 3.4 1.1
R-3472 4.4 3.1
REFERENCES
Design and data methods are based on the following references:
1. HERPICC County Storm Drainage Manual
2. Hamilton County Soils Survey
3. Carmel Stormwater Technical Standards Manual
4. AquaSwirl Design Requirements
5. 210-VI-TR-55, Second Ed., June 1986
6. Hendricks County Stormwater and Drainage Handbook, 2001 Edition
7. Indianapolis Stormwater Design and Specifications Manual
8. SCS National Engineering Handbook, Section 4
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- Appendix A-
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AREA MAP
NOT TO SCALE
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40-1779
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140-18 \
City of Noblesville
180082
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ZONE X
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NE X
City of Carmel
180081
776
ZONE X
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JOINS PANEL 0227
ity of Carmel
territorial Jurisdiction)
180081
no RM
~ 40-21
40.00' 00"
86.03'45"
5 fIi. City of Carmel City of Carmel
(Extraterritorial Jurisdiction) 180081
180081
1000
-
APPROXIMATE SCALE
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1000 FEET
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NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
HAMILTON COUNTY,
INDIANA
AND INCORPORATED AREAS
(SEE MAP INDEX FOR PANELS NOT PRINTED)
~ ~ SUFRX
111O(lB1 0140
,- ....
,""'" ....
18",,", ....
HoIIcI 10 u-: The MAP NUM8Eft ehOOlW' below .hOUld tie \lsed
wMn cMct1Q mIP orcI..; Ill. COMMUNITY NUMBER shown
Ibowt IIhouId M used on 1naur.nc..ppIIcationI for the eutIf..:t
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MAP NUMBER
18057C0140F
EFFECTIVE DATEl
FEBRUARY 19, 2003
This is an oflicial copy of a portion of the above referenced 'flood map. It
was extracted using F-MIT On-Une. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product Information about National Flood Insurance
Program load maps check the FEMA Flood Map Store at www.msc.fema.gov
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SALEM DR S
ZONE X
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Hamilton County
Unincorporated Areas
180080
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(Extraterritorial Jurisdiction)
180081
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NATIONAL FlOOD INSURANCE PROGRAM
L -
FIRM
FLOOD INSURANCE RATE MAP
HAMILTON COUNTY,
INDIANA
AND INCORPORATED AREAS
(SEE MAP INOEX FOR PANEW; NOT PRINTED)
NUMBER ~ ~
180081 D2Z1
18llOlIO D2Z1
RIPPLING BROOK
/WAY
RM 227
-
NoUet to UMr: ThI MAP NUMSEfl ctIown below should be used
= =: :~::'::"'~~m:~~.=
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MAP NUMBER
18051C0227F
EFFECTIVE DATE:
FEBRUARY 19, 2003
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This Is an ofIiclal copy of a portion of the abow referenced flood map. ~
was extracted using F.MIT On-Une. This map does not reflect changes
162 or amendments which may have been made subsequent to the date on the
title block. For the latest product Information about National Rood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.goy
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- Appendix B -
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DRAINAGE
CALCULATIONS
RlVERVlEW MEDICAL PARK
HAMILTON COUNTY, INDIANA
DEVELOPER:
Plum Creek Partners, Inc.
320 N. Meridian St., Suite 700
Indianapolis, IN 46204
317-264-94'01 Ext. 23
DESIGNER: The Schneider Corporation
~1
Schneider
THE SCHNEIDER CORPORATION
Historic Fort Harrison
8901 Otis Avenue
Indianapolis, IN 46216-1037
317-826-7318
317-826-7300 Fax
April 8, 2003
s: \3k\3462\OO3\drainage \ Final drainreport. doc
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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 Schematic 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
Input Information C14-C17
Routing Calculation C18
D. Developed Conditions
Developed Drainage Basins Map 01
Pond Routing Schematic D2
Developed CN Value Table D3
CN Selection D4
Developed Time of Concentrations 05
Developed RainfalllDF table D6-D8
Input Information D9-D14
Node Comparisons D15
Hydrologic Report for Ashmore Trace
E. Weir Calculation E1
F. Storm Sewer Design F1-F2
Culvert Design F3-F4
s: \3k\3462\OO3\drainage\Final drainreport . doc
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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. Specifically, the site is located at the southeast corner of the
intersection between 146th St. 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, and Detention Pond
Existing Residential Subdivision
Existing Residential Subdivision
Soil types:
Soils maps from the United States 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 B 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 0.60 acres in size. The outlet drop structure for this
pond will convey stormwater to an existing retention pond in the Ashmore Trace
subdivision, directly east of the on-site basin. The ultimate outlet for the retention
pond in Ashmore Trace is the Kirkendall Creek.
s: \3k\3462\OO3\drainage \Final drainreport. doc
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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 ditch 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 146th
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
Cree~. 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 point for this ditch is
the retention pond in Ashmore Trace. 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
Oischarae Rate
PRE-2 YEAR
DEV-10 YEAR
2.59 cfs
1.50 cfs
PRE-10
DEV-100 YEAR
7.98 cfs
7.36 cfs
s: \3 k\3462\OO3\drainage\Final drainreport.doc
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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.
Maximum pool elevations for the 10-year, 24 hour storm event reach a height of
772.51. In the 100-year, 24 hour storm event, the pool elevation reaches and
elevation of 773.13.
The emergency weir has been established at the south side of the property near the
southeast corner, where the existing drainage patterns flow. The weir invert has
been established at 773.60 and will convey stormwater into the basin of the existing
stormwater detention basin created for the Church. Please see attached Weir
calculation, Section E.
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
s: \3k\3462\OO3\drainage\Final drainreport. doc
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SITE MAPS
s: \3k\3462\OO3\drainage\Final drainreport.doc
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Schneider
UNITED STATES
GEOLOGICAL SURVEY
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146TH & HAZEL DELL: TSC #3462.003
HAMILTON COUNTY, IN
SCALE: 1" = 2000'
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Schneider
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SOILS MAP
146lh & Hazel Dell TSC #3462.003
HAMILTON COUNTY, IN
SCALE: 1" = 200'
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ZONE C
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Schn8ider
FEMA
RM MAP
FI se# 3462.003
1 Dell T N A
146lh & Haze OUNTY, INDIA
HAMIL TON C
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SCALE: -
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EXISTING CONDITIONS
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Schneider
PROJECT NAME: ....l.4f:l!....t:...tl.If:~.'....72.a'=........................................... PROJECT NO: :~..?~..~.~................. SHEET ................... OF ................
PROJECT PHASE: .......................................................................................................... DESIGNED BY: ...~.~........................... DATE: .....1.~/11'!.l.r.:..................
DESCRIPTION: ................................................................................................................ CHECKED BY: ........................................... DATE: ............................................
........................Fk..~.l.2e..r..ff.::~J?..eff.~.....}?.l?..t.'!;/~~.&.:..$.t:l/.B:&1I.tr.:.~(.................................~.................................. ASSUMPTIONS I REFERENCES
The Schneider Corporation
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MARION CO., INDIANA
Soil and wate1'jeatures
(Absence of an entry indicates the feature is not a concern. The symbol < means less than; > means greater than]
Soil name and
map symbol
Brookston:
8... ......... ...._.................. .....
Crosby:
c. A. ..._..........._ ................
I Cs82:
Crosby part.__........... .....
Miami part_......_... ........
Eel:
Ee......_....._..... _.. ..,.... ......
Fox:
FoA. Fo82. · FxC2.__..:. .._. .......
Genesee:
G....._._......_.... __._...........
Hennepin:
H.F_...._..m._....__......_....
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Martinsville :
MgA. Mg82_.__ ....._...._. ......
Miami :
MmA. Mm82. MmC2.
, Mx02. MxE2.
Oeldey:
0cA. Oc82.:......
Hydro.
logic
group
!'"Bin
Tel
M
rBl
nsselaer:
R._m____.....m....... ,"'_'"'''' BID
Shoals:
Sh.___...____..___._.mm._. C
Sleeth :
Slc___.._..._..___...._..._.......... C
Sloan:
Sn___._....______.._............._ BID
Urban land:
tUb:
Brookston part.__..__._.
· Uc:
Crosby part.__...._....._..
'UfA:
Fox part___._.___....
'UfC:
Fox part-___..__.............._
lUg:
Gene~ parL..____.. ....,..
· UrnS:
Miami part____...............
'UmC:
Miami part_...._.......__...
'UW:
Westland part__..__...
Westland:
w.__......__.____........__..._.....
Whitaker:
Wh..__.___.....__..__.......___
BID
C
B
B
B
B
B
BID
BID
C
Flooding
Frequency Duration
Months
Depth
High water table
Kind ~Ionths
Potential
frost
action
Frequent......
Brief .... Dee-May....
Fe
0-1.0
Apparent.... Dec-:\lay
High.
None_ ........
1.0-3.0
Apparent....._ J an-A pr .....
Hiv;h.
C
B
1.0-3.0
>6.0
Apparent....... Jan-Apr....... High.
.. .... ........-. ........-....... .. Moderate.
Apparent.....,. Jan-Apr..
High.
None ............. ........_.... ...... .....m........__. ...
None .. ..,....
c
Frequent .
Brief.. ..
Oct-Jun .......
3.0-6.0
... ~Ioderate.
... Moderate.
. ... ......m.-.. ~Ioderate.
.... ... Moderate.
... Moderate.
?tloderate.
None__.. .. .,. ........h.__.._ __m.__......... 0-1.0 Apparent...._.. Dee-May High.
Frequent__._ Brief......... Oet-J un ..._.. 1.0-3.0 Apparent._.... Jan-Apr.... . High.
None ............. ~&......._.....a._ -.....---..-..-..--. 1.0-3.0 Apparent._.... Jan-Apr ... High.
Frequent.. ." Long__n .. Oet-Jun .m"" ~.5 Apparent._.... Nov-Jun --.... High.
City of IndianapOlis
Storrnwater Specifications Manual
B
None
>6.0
B
Frequent-.. Brief.... _ Oet-Jun........_ >6.0
High.
Frequent _..." Brief.m.... Dee-MaY...m.
0-1.0 Apparent..... Dee-May _.
Apparent...... Jan-Apr....... High.
c.;
_m._..._.__.___. ._.... ....____....._...__..__ Moderate.
___..._.______........._ .._..__.......___..._.. Moderate.
...._......_.... _...... _...._..........._.... Moderate.
. ___.m........_..m ......_____........... Moderate.
__._.m...""_"" _._..__....._._ _"_m Moderate.
Apparent.__.. Dee-May._._.. High.
Apparentm.... Dee-May....... 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
B
None.............. .. . ... ..m._._ .. _......_..'_ .......... >6.0
B
>6.0
None ............ ........________.. __._.m.....__........
None... .....m ..............__.... ..._..m..... ....._..
>6.0
None... __.....
>6.0
None.._........ _.m__.'" m.. ...______..._.. 1.0-3.0
None..__..___ __..___......___ _.._.._...._._._...__ >6.0
None.... __...._.
>6.0
Frequent... ... Brie!...__.._ Oct-Jun ..._... >6.0
None_.._,-._...._. ....m._..._.... ......__..__._ >6.0
None___._._.. _._.m._.... _____........ >6.0
Frequent.__.. Brief..._...._ Dee-May.._.m. 0-1.0
Frequent_.... Brief..._.._ Dee-May..___... 0-1.0
lNone.._...._..... .._m_.._..._ ._____.... 1.0-3.0
Appendix page A2-11
May 10, 1995
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Runoff curve numbers for other agricultural lands I
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Cover description
Hydrologic
condition
Curve numbers for
hydrologic soil group-
A B C
68 79 86
49 69 19
39 l6i 7~
30 58 11
48 67 11
35 56 10
430 48 65
51 73 82
43 65 16
32 58 12
45 66 11
36 60 13
430 55 10
59 74 82
Cover type
Pasture, grassland, or range-continuous
forage 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 (orchard
or tree farm).5
Woods.'
Farmsteads-buildings, lanes, driveways,
and surrounding lots.
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
Poor
Fair
Good
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89
84
80
r-
78
r' .
83
11
73
86
82
19
83
79
71
1:
86
IAverage runoff condition, and Ia = 0.28, ,
2 p()()/':
Fai,':
Good:
<SOCk ground co\'el' or heavily grazed \\;th no mulch,
50 to 75CN ground cover and not hea\'il.\' gr.lZed.
> 75% ground cover and IightI,\' 01' only occasionally grazpd,
a POOl':
FC/i,.:
Good:
< 50% ground cover,
50 to 75'k ground (:ovel',
> 75'k. ground covel',
4Actual curve number i,; lesl' than 30; u,;e eN = '30 fill' runoff computation;:,
$(;N's :<hO\\ll wel'E.' computed fill' al'E.'a." with i){)Cif wo.)(I,; and 5O'k gra&" (pa:<tul'e) Clln'r, Other combination.... of (.'ondition" ma,\' be (-umputed
fl-um the CN'.... fOl' woods and pastul'e, .
G J'oo,.: FOI'E.'st litter. ....mall tree;:, and bru,;h are de,;troyed by hea\'y grazing or l'E.'g-uiar buming,
FC/i,.: Woods al'e grazed but not bumed, and ';l'me fOI't'st litter ('.)\'cr" the ;:oi\.
(;(J(Kl: Woods are protected fl-um grazing, and liut'I' and bl1Jsh ad~uately cover the soil,
TABLE 205-4: Runoff Curve Numbers for Other Agricultural Lands
(SOURCE: 210..vI-TR-55, Second Ed., June 1986)
City of Indianapolis
Stormwater 'Specifications Manual
C.1
Appendix page A2-14
May 10, 1995
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PROJECT PHASE: .......................................................................................................... DESIGNED BY: ......~~.$.......................... DATE: Jl,(~,/.tk~J".;.......................
DESCRIPTION: ................................................................................................................ CHECKED BY: ........................................... DATE: ............................................
..................:?~.~...:::b.~.~.f?\.r.Q.~.\';'.!L."]?J.;?.A.td..rJ:h[:...~(.':'!.?.................................................................................... ASSUMPTIONS I REFERENCES
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Time of Concentration Worksheet PROJECT: 146th & Hazel Dell
Based on TR-55 JOB #: 4146
Tvolcal values for Mannina's n
Overland Flow Channel Flow 2 year, 24 hour rainfall = 2.93 Inches
short grass 0.15 grass 0.03 minimum T_c = 5 minutes
dense grass 0.24 concrete 0.015
oavement 0.011 rio-reo 0.035 S:\3k\3462\OO3\dralnage\[pretc.xls]Time_oC Conc
Overland flow sec. 1 Overland flow 580.2 Shallow Concentrated Flow Channel Flow T_c
Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t
name (ft) % (min) (ft) % (min) (ft) % (P or U) (ftIs) (min) (ft) (s.f.) (ft) (ft) % (ftIs) (min) (min)
PRE-E 300 2.83 0.24 31 0 I 890 1.12 u 1.71 9 0 40
PRE-W 300 2.83 0.24 31 0 0 0 31
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RAINFALL-~ YEAR FREQUENCy-g4.,HOUR DURATION
2.711
2.611
~-,':~~'
,,".~
2.611
"""
......
2.811
2.7"
..~.
2.8"
IOiOoofC,OMflW
L. _to(<<_
2.911
~. ,
3"
sTAtE OF INDIANA
;D~:g~RTMENT OF NATURAL RESOURCES
DIVISION OF WATER '
A P R 'L I 979
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RAINFALL --.J..Q.... YEAR FREQUENCY - ~ HOUR DURATION
3.911
3.811
lUll ..
-3.811
......
, . '. _ ". 'd STATE OF I NQIANA
<..-. .. ., '.. . . .... . ".)...-
OEPARTMENJOF ; NAT(JR~L. RESOURCES
DIVISION OFWATt:.R
APRIL 1979
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RAINFALL-JQ.Q.. YEAR FREQUENCY-~HOUR DURATION
5.6"
5.5"
5.411
5.311
5.2: .5.1"~
5.111
-5.5"
5.7"
5.8"
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REFERENCE
T~CHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF I NOlANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF V1ATER
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APRIL 1979
- 6.7 -
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995J Streamline Technologies, Inc.
146th & Hazel Dell
10/1/2002
Node Comparisons
********** Node Maximum Comparisons *********************************************444444444*************************
(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 (ds) Outflow (cfs)
-------------------------------------------------------------------------------------------------------------------
*** Node Name: BNDRY Group: BASE
2Y24HR 0.00 672.50 672.50 0.0000 2.50 12.36 0]] 0.00 0.00
10Y24HR 0.00 672.50 672.50 0.0000 2.50 12.36 98 0.00 0.00
1ooY24HR 0.00 672.50 672.50 0.0000 2.50 12.28 17.07 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
ClO
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
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146th & Hazel Dell
10/1/2002
Basin Summaries
********** Basin Summary - 2Y24HR **********************************************
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***
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): 2.93 2.93
storm Duration (hr): 24.00 24.00
Status: ONSIlE 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 (in) : 1.00 1.00
Curve Number: 62.90 66.60
DCIA (%): 0.00 0.00
Time Max (hrs): 12.44 12.36
Flow Max (cfs): 1.68 0.97
Runoff Volume (in): 0.40 0.53
Runoff Volume (cf): 13533 5543
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
[1]
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: ONSITE ONSITE
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 (in): 1.00 1.00
Curve Number: 62.90 66.60
DCIA (X): 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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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
copyright 1995, Streamline Technologies, Inc.
[1]
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
Spee Time Inc (min): 5.33 4.13
Comp Time Inc (min): 5.33 4.13
Rainfall File: SCSII-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 (X): 0.00 0.00
Time Max (hrs): 12.36 12.29
Flow Max (cfs): 12.23 5.27
Runoff Volume (in): 1.99 2.30
Runoff Volume (cf): 67414 23923
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INPUT INFORMATION FOR EXISTING CONDITIONS AT 146TH AND HAZEL DELL
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Basins ==============================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: PRE-E
Group: BASE
Node: BNDRY
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: UH484
Rainfall File: SCSII-24
Rainfall Arnount(in): 0.000
Area(ac): 9.320
Curve Number: 62.90
DCIA(%): 0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(cfs) :
484.0
0.00
40.00
0.00
999999.000
Basin to Ashmore Trace Subdivision
----------------------------------------------------------------------------------------------------
Name: PRE-W
Group: BASE
Node: BNDRY
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: UH484
Rainfall File: SCSII-24
Rainfall Arnount(in): 0.000
Area(ac): 2.860
Curve Number: 66.60
DCIA(%): 0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(cfs) :
484.0
0.00
31. 00
0.10
999999.000
Basin to Ashmore Trace Subdivision
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
====Nodes ===============================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: BNDRY
Group: BASE
Type: Time/Stage
Base Flow(cfs): 0.000
Init Stage (ft) : 672.500
Warn Stage (ft) : 672.500
Site boundary
Time (hrs) Stage(ft)
0.00
99.00
672.500
672 . 500
Name: BNDRYII
Group: BASE
Type: Time/Stage
Base Flow(cfs): 0.000
Init Stage{ft): 672.000
Warn Stage(ft): 672.000
Dummy boundary node to execute hydraulics
Time (hrs) Stage(ft)
0.00 672.000
99.00 672.000
==========================================================================================
==== Cross Sections ======================================================================
==========================================================================================
==========================================================================================
==== Operating Tables ====================================================================
==========================================================================================
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 1 of 4
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INPUT INFORMATION FOR EXISTING CONDITIONS AT 146TH AND HAZEL DELL
o
======================~===================================================================
==== Pipes ===============================================================================
o
Name: PIPE From Node: BNDRY
Group: BASE To Node: BNDRYII
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span (in) : 12.00 12.00
Rise (in) : 12.00 12.00
Invert (ft) : 672.500 672.000
Manning's N: 0.013000 0.013000
Top Clip (in) : 0.000 0.000
Bot Clip (in) : 0.000 0.000
Length (ft) : 100.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
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Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
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dummy pipe to execute hydraulics
===========================================~=======================================~======
==== Channels ============================================================================
o
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
===================================================================================~======
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==== Drop Strcutures =====================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
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==== Weirs ===============================================================================
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------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Bridges =============================================================================
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============================================~===================~=========================
==== Breaches ============================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
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------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Rating Curves =======================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
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------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Hydrology Simulations ===============================================================
D
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name: 100Y24HR
Filename: S:\3k\3462\003\drainage\100Y24HR.R32
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of 4
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INPUT INFORMATION FOR EXISTING CONDITIONS AT 146TH AND HAZEL DELL
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Arnount(in): 5.75
Time (hrs) Print Inc(min)
35.000 5.00
Name: 10Y24HR
Filename: S:\3k\3462\003\drainage\10Y24HR.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Arnount(in): 4.15
Time (hrs) Print Inc(min)
35.000 5.00
Name: 2Y24HR
Filename: S:\3k\3462\003\drainage\2Y24HR.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Arnount(in): 2.93
Tirne(hrs) Print Inc(min)
35.000
5.00
==== Routing Simulations =================================================================
Name: 100Y24HR Hydrology Sim: 100Y24HR
Filename: S:\3k\3462\003\drainage\100Y24HR.I32
Execute: Yes
Alternative: No
Patch: No
Restart: No
Max Delta Z (ft) :
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
Delta Z Factor: 0.05000
1. 00
5.000
0.000
1.0000
End Time (hrs) : 35.00
Max Calc Time (sec) : 300.0000
Boundary Flows:
146th & Hazel Dell
10/1/2002
Time (hrs)
Print Inc(min)
35.000 5.000
Group
Run
BASE Yes
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 3 of 4
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INPUT INFORMATION FOR EXISTING CONDITIONS AT 146TH AND HAZEL DELL
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Name: 10Y24HR Hydrology Sim: 10Y24HR
Filename: S:\3k\3462\003\drainage\10Y24HR.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z(ft): 1.00
Time Step Optimizer: 5.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
o
End Time(hrs): 35.00
Max Calc Time(sec): 300.0000
Boundary Flows:
o
146th & Hazel Dell
10/1/2002
Time (hrs)
Print Inc(min)
o
35.000
5.000
Group
Run
o
BASE
Yes
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Name: 2Y24HR Hydrology Sim: 2Y24HR
Filename: S:\3k\3462\003\drainage\2Y24HR.I32
o
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z (ft) :
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
1. 00
5.000
0.000
1.0000
Delta Z Factor: 0.05000
o
End Time (hrs) : 35.00
Max Calc Time (sec) : 300.0000
Boundary Flows:
o
146th & Hazel Dell
10/1/2002
Time (hrs)
Print Inc(min)
o
35.000 5.000
Group
Run
o
BASE
Yes
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 4 of 4
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MAXIMUM OUTFLOW HYDROGRAPHS FOR EXISTING CONDITIONS AT 146TH AND HAZEL DELL
TO BE UTILIZED AS RELEASE RATE COMPARISONS.
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
BNDRY BASE 10Y24HR 0.00 672.500 672.500 0.0000 3 12.36 7.978 0.00 0.000
BNDRY BASE 2Y24HR 0.00 672.500 672.500 0.0000 3 12.36 2.593 0.00 0.000
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page I of 1
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PROJECT NAME: ..!.:h?~.:t...tl!}.ae.k..?~h.':-".?9..~.12................................ PROJECT NO: .?:1~.~...:..9..i?.~............. SHEET ................... OF ................
PROJECT PHASE: .......................................................................................................... DESIGNED BY: ..f.t.':'!$.............................. DATE: ....l~.L:kJ.Q.:~..................
DESCRIPTION: ................................................................................................................ CHECKED BY: ............... .......................c.... DATE: ............................................
.................................~n?..?.Q.~~...'B:Q:-t.-T...\!::'..':-::1..;?..~t.l.~.~.~...................................................................................... ASSUMPTIONS J REFERENCES
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Runoff curve numbers for urban areas!
Curve numbers for
Cover description hydrologic soil groUp-
-
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Cover type and hydrologic condition
Average percent
impervious area2
C
A
B
D
Fully developed urban areas (l~egetation established)
Open space Oawns, parks, golf courses, cemeteries,
etc,)3:
Poor condition (grass cover < 50%) ",'.,.."....
Fair condition (grass cover 50% to 75%), .,.... .. . ,
Good condition (grass cover > 75%) . . . . , . . , , . , , , .
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way). . . . , . . . , . . . . . . , , . . . . , . , , ,
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-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 areasonly)4...
Artificial desert landscaping (impervious weed
barrier, desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders). ............,.
Urban districts:
, Commerci~l and business, .. .. , .. .. .. .. . . .. .. . . . . ..
Industrial, . . , , , . . , , . . . . , . . . . . . . . . . . , , . . . . . . . . . . . .
Residential districts by average lot size:
1/8 acre or less (town houses).. .. .. .. .. .. .. .. .. . . , ,
1/4 acre ...........................,..,...,......
1/3 acre .,.,..............,.............,........
1/2 acre "....".......",.,.,.,....,.,.."......
1 acre .. . , . ........ . , , , . . .. . ... , ..',. '" , .. , . . . . .
2 acres. . , . , , .. . . . . , , . , . . , . , , . . . . . . . , . . . . . . , . . , . ,
68 79 86 89
49 69 79 84
39 161 74( 80
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89
63 77 85 88
96 96 96 96
85 89 92 94 95
72 81 88 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 81 86
25 54 70 80 85
20 51 68 79 84
12 46 65 77 82
Developing urban areas
Newly graded areas (pervious areas only,
no vegetation)5 . . .. . , . . , , , . , . , . . , . , . . . . , , . . , , , , , , .
Idle lands (CN's are determined using cover types
similar to those in table 2.2c).
91
94
77
86
1 Average runoff condition, and I. '" 0.28.
2'fhe averAge percent impervious area shown was used to develop the composite CN's, Other assumptions are as follows: impe/'vious areas
are dir"ectly connected to the drAinage system, impervious areas have a CN of 98, and pervious areas are considered e<)uivalent to open
space in good hydrologic condition. CN's fOl' other combinations of conditions may be computed using figure 2-3 or 2-4.
'CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
.Composile CN's for naturAl dese/1. landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN
'" 98) and the pervious ~1I'ea CN. The pervious area CN's are assumed equivalent to desert shrub in pool' hydrologic condition.
sComposile CN's to use for the design of temporAry melUo-ures during grAding and construction should be computed using figure 2.3 or 2-4,
based on the degree of development (impe/'Vious area percentage) and the CN's for the newly grdded pervious areas.
TABLE 205-2: Runoff Curve Numbers for Urban Areas
(SOURCE: 21o-VI-TR-55, Second Ed., June 1986)
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City of Indianapolis
Stormwater Specifications Manual
Appendix page A2-12
May 10, 1995
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PROJECT NAME: .....1.1.~~....t....f.f.12€?...??.~?.:f:.:B:(l~.P.......................... PROJECT NO: ...~.1..~.k:...~.~.l........... SHEET ................... OF ................
PROJECT PHASE: .......................................................................................................... DESIGNED BY: ....~.<:::.?-..,....................... DATE: ....~.~J.'?l<??:....................
DESCRIPTION: ................................................................................................................ CHECKED BY: ........................................... DATE: ............................................
....................f.)...t;;..\{....(.d.~.lr..~...:::j:?,..?.t\.~.~.c~~....::e.A.'S.!.~.~........................................................................................ ASSUMPTIONS I REFERENCES
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Time of Concentration Worksheet PROJECT: 146th & Hazel Dell
Based on TR-55 JOB#: 4146
TVDical values for Mannina's n
Overland Flow Channel Flow 2 year, 24 hour rainfall = 2.93 Inches
short grass 0.15 grass 0.03 minimum T _c = 5 minutes
dense grass 0.24 concrete 0.015
oavement 0.011 rlo-rao 0.035 S:\3k\3462\003\drainage\(devtc.xls]Time_ oC Conc
Overland flow sea. 1 Overland flow sea. 2 Shallow Concentrated Flow Channel Flow T_c
Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T t Length a Pw r S n Vel. T_t
name (ft) % (min) (ft) % (min) (ft) % (P or U) (ftIs) (mTn) (ft) (s.f.) (ft) (ft) % (ftIs) (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 P 2.03 1 1060 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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RAINFALL--L- YEAR FREQUENCY-~HOUR DURATION
2.7" 2.6"
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2.6"
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REFERENCE
TECHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF I NOlANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
APRIL 1979
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3.9"
3.8"
4"
4.111
3.911
411
4.311
4.111
4.211
4.5"
REFERENCE
TECHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
APRIL 1979
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5.6"
5.5"
5.4"
5.3"
5.2,:: .5.1"~
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-5.5"
5.6"
5.7"
5.8"
5.9"
REFERENCE
TECHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
APRIL 1979
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146TH STREET AND HAZEL DELL ROAD
INPUT DATA
==== Basins ==============================================================================
Name: DEV
Group: BASE
Node: LAKE
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: UH484
Rainfall File: SCSII-24
Rainfall Amount (in) : 0.000
Area(ac): 10.920
Curve Number: 94.30
DCIA(%): 0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(cfs) :
484.0
0.00
12.00
0.00
999999.000
Basin to Onsite Detention Pond
Name: DEV-N
Group: BASE
Node: EXLAKE
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: UH484
Rainfall File: SCSII-24
Rainfall Amount (in) : 0.000
Area(ac): 0.390
Curve Number: 82.50
DCIA (%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 9.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Basin to Ashmore Trace
Name: DEV-S
Group: BASE
Node: EXLAKE
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: UH484
Rainfall File: SCSII-24
Rainfall Amount (in) : 0.000
Area (ac) : 0.880
Curve Number: 67.60
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 12.00
Time Shift (hrs) : 0.15
Max Allowable Q(cfs): 999999.000
Basin to Ashmore Trace Subdivision
=========================================================================~================
==== Nodes ===============================================================================
Name: EXLAKE
Group: BASE
Type: Time/Stage
Init Stage(ft): 764.000
Warn Stage (ft) : 769.000
Base F1ow(cfs): 0.000
Existing Lake in Ashmore Trace
Time (hrs)
Stage(ft)
0.00
12.00
24.00
764.000
768.540
764.000
Name: EXMH
Group: BASE
Type: Manhole, Flat Floor
Base Flow(cfs): 0.000
Plunge Factor: 1.00
Init Stage (ft) : 764.140
Warn Stage(ft): 773.340
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of6
\)9
]
]
146TH STREET AND HAZEL DELL ROAD
INPUT DATA
]
Existing Manhole (Ashmore Trace)
Stage (ft)
Area (ac)
]
Name: LAKE
Group: BASE
Type: Stage/Area
Base Flow(cfs): 0.000
Init Stage(ft): 769.500
Warn Stage(ft): 773.600
]
Onsite Detention Pond
Stage(ft)
Area(ac)
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769.500
770.000
771. 000
771.100
772.000
773.000
773.600
0.5850
0.6010
0.6400
0.7900
0.8520
0.9150
0.9500
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==== Cross Sections ======================================================================
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Name:
Encroachment: No
Group: BASE
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Station(ft) Elevation (ft) Manning's N
o
==== Operating Tables ====================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
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Name: Group: BASE
Type: Bottom Clip
Function: Time vs. Depth of Clip
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Time (hrs) Clip Depth (in)
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==== Pipes ===============================================================================
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Name: PIPE2 From Node: EXMH Length (ft) : 50.00
Group: BASE To Node: EXLAKE Count: 1
Friction Equation: Average Conveyance
UPSTREAM DOWNSTREAM Solution Algorithm: Automatic
Geometry: Circular Circular Flow: Both
Span (in) : 48.00 48.00 Entrance Loss Coef: 0.50
Rise (in) : 48.00 48.00 Exit Loss Coef: 1. 00
Invert (ft) : 764.140 764.110 Bend Loss Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec: Use dn
Bot Clip (in) : 0.000 0.000 Stabilizer Option: None
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of 6
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146TH STREET AND HAZEL DELL ROAD
INPUT DATA
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
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Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Existing pipe in Ashmore Trace
o
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Channels ==============================================================~=============
==========================================================================================
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==========================================================================================
==== Drop Strcutures =====================================================================
==========================================================================================
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Name: PIPE1 From Node: LAKE Length ( ft) : 59.00
Group: BASE To Node: EXMH Count: 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circular Solution Algorithm: Automatic
Span (in) : 12.00 12.00 Flow: Both
Rise (in) : 12.00 12.00 Entrance Loss Coef: 0.500
Invert (ft) : 769.500 768.800 Exit Loss Coef: 0.000
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip (in) : 0.000 0.000 Solution Incs: 0
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Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
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Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
lake outfall pipe
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*** Weir 1 of 2 for Drop Structure PIPE1 ***
TABLE
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Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.620
Span (in): 6.00
Rise(in): 6.00
[J *** Weir 2 of 2 for Drop Structure PIPEl ***
Invert (ft) : 769.500
Control Elev(ft): 769.500
TABLE
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Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.620
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Span(in): 24.00
Rise(in): 24.00
Invert (ft) : 772.600
Control Elev(ft): 772.600
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
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==== Weirs ===============================================================================
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Name:
From Node:
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 3 of 6 .
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146TH STREET AND HAZEL DELL ROAD
INPUT DATA
]
Group: BASE
Flow: Both
Type: Horizontal
To Node:
Count: 1
Geometry: Circular
]
Span (in) : 0.00
Rise{in): 0.00
Invert (ft) : 0.000
Control Elevation (ft) : 0.000
TABLE
]
Bottom Clip(in): 0.000
Top Clip{in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
]
]
==== Bridges =============================================================================
]
==== Breaches ============================================================================
J
Name:
Group: BASE
From Node:
To Node:
Count: 1
Flow: Both
J
Bottom Width{ft): 0.00
Left Side Slope(h/v): 0.00
Right Side Slope(h/v): 0.00
Bottom Breach Elev{ft): 0.000
Top Breach Elev(ft): 0.000
Water Surface Elev{ft) :
Breach Duration (hrs) :
Power Coef:
Weir Discharge Coef:
0.000
0.00
0.00
0.000
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==== Rating Curves =======================================================================
D
Name:
Group: BASE
From Node:
To Node:
Count: 1
Flow: Both
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TABLE
ELEV ON{ft)
0.000
0.000
0.000
0.000
ELEV OFF{ft)
0.000
0.000
0.000
0.000
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u:
#2:
#3:
#4:
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==== Hydrology Simulations ===============================================================
o
Name: 100Y24HR
Filename: S:\3k\3462\003\drainage\100Y24HR.R32
D
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Amount (in) : 5.75
D
Time (hrs)
Print Inc{min)
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 4 of6
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146TH STREET AND HAZEL DELL ROAD
INPUT DATA
o
35.000
1. 00
o
Name: 10Y24HR
Filename: S:\3k\3462\003\drainage\10Y24HR.R32
o
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Amount (in) : 4.15
Time (hrs)
Print Inc{min)
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35.000 1.00
o
Name: 2Y24HR
Filename: S:\3k\3462\003\drainage\2Y24HR.R32
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Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: SCSII-24
Rainfall Amount (in) : 2.93
Time (hrs)
Print Inc{min)
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35.000 1.00
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==== Routing Simulations =================================================================
o
Name: 100Y24HR Hydrology Sim: 100Y24HR
Filename: S:\3k\3462\003\drainage\100Y24HR.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
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Max Delta Z{ft): 1.00
Time Step Optimizer: 5.000
Start Time (hrs) : 0.000
Min Calc Time{sec): 0.5000
Boundary Stages:
Delta Z Factor: 0.05000
o
End Time (hrs) : 35.00
Max Calc Time (see) : 60.0000
Boundary Flows:
l46th & Hazel Dell
04/08/2003
o
Time (hrs)
Print Inc(min)
o
35.000
5.000
Group
Run
o
BASE
Yes
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Name: 10Y24HR Hydrology Sim: 10Y24HR
Filename: S:\3k\3462\003\drainage\10Y24HR.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 5 of6
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l46TH STREET AND HAZEL DELL ROAD
INPUT DATA
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Max Delta Z(ft): 1.00
Time Step Optimizer: 5.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 0.5000
Boundary Stages:
Delta Z Factor: 0.05000
D
End Time (hrs) : 35.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
l46th & Hazel Dell
04/08/2003
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Time (hrs)
Print Inc(min)
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35.000
5.000
Group
Run
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BASE
Yes
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Name: 2Y24HR Hydrology Sim: 2Y24HR
Filename: S:\3k\3462\003\drainage\2Y24HR.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
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Max Delta Z(ft): 1.00
Time Step Optimizer: 5.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 0.5000
Boundary Stages:
Delta Z Factor: 0.05000
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End Time (hrs) : 35.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
o
l46th & Hazel Dell
04/08/2003
Time (hrs) Print Inc(min)
o
35.000
5.000
Group
Run
o
BASE
Yes
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o
o
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 6 of6
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146TH STREET AND HAZEL DELL ROAD
MAXIMUM OUTFLOW FROM PROPOSED LAKE
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name' Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
LAKE BASE 100Y24HR 12.50 773.130 773.600 -0.0022 40188 12.03 64.241 12.50 7.356
LAKE. BASE 10Y24HR 14.45 772.511 773.600 -0.0021 38516 12.03 45.31Q 14.45 1. 497
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of 1
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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)
70
63
56
49
42
35
28
21
14
7
o
s.c.s. RUNOFF
Hydrograph No.2
- Gutfle
Qp = 60.79
\
'---
o 149 298 447 596 745 894 1043 1192 1341 1490
Time (min)
Return Period = lee yrs, Volume = 6.e96 acft
[Space] Clear
0
0
D~ HYDROLOGIC REPORT
D EXISTING 100 yEAR.....
. . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . .
0 Hyd. No. 2
0 Hydrograph type = S.C.S. RUNOFF Peak discharge = 60.79 cfa
storm frequency = 100 yr Time interval = 5 min
Basin area = 18 ac Basin curve No. = 82
D Ave basin slope = 1.4 % Hydraulic len = 1000 ft
Basin lag = 15.1 min Time of concen = 25.25 min
Total precipe = 5.95 in Distribution = S.C.S. II
0
HYDROGRAPH DISCHARGE TABLE
D TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
D (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfS)
9.08 0.89 9.17 0.94 9.25 0.99 9.33 1.04
9.42 1.08 9.50 1.12 9.58 1.15 9.67 1.19
0 9.75 1.23 9.83 1.28 9.92 1.33 10.00 1.40
10.08 1.48 10.17 1.56 10.25 1.66 10.33 1.76
10.42 1.88 10.50 2.00 10.58 2.13 10.67 2.28
0 10.75 2.43 10.83 2.61 10.92 2.81 11.00 3.02
11. 08 3.22 11.17 3.46 11.25 3.74 11.33 4.08
11. 42 4.54 11. 50 5.05 11.58 5.95 11. 67 7.83
11. 75 11.44 11. 83 18.29 11.92 30.21 12.00 43.62
0 12.08 54.65 12.17 60.79 12.25 58.22 12.33 50.90
12.42 42.98 12.50 34.70 12.58 26.52 12.67 18.97
12.75 13.08 12.83 10.30 12.92 9.24 13.00 8.38
] 13.08 7.68 13.17 7.13 13.25 6.68 13.33 6.32
13.42 6.01 13.50 5.72 13.58 5.46 13.67 5.22
13.75 5.00 13.83 4.80 13.92 4.60 14.00 4.42
] 14.08 4.25 14.17 4.09 14.25 3.95 14.33 3.82
14.42 3.72 14 . 50 3.63. 14.58 3.55 14.67 3.48
14.75 3.42 14.83 3.36 14.92 3.31 15.00 3.25
15.08 3.19 15.17 3.14 15.25 3.08 15.33 3.02
J 15.42 2.97 15.50 2.91 15.58 2.85 15.67 2.80
15.75 2.74 15.83 2.68 15.92 2.63 16.00 2.57
16.08 2.51 16.17 2.46 16.25 2.41 16.33 2.36
J 16.42 2.33 16.50 2.29 16.58 2.27 16.67 2.24
16.75 2.22 16.83 2.20 16.92 2.18 17.00 2.16
17.08 2.14 17.17 2.12 17.25 2.10 17.33 2.08
] 17.42 2.06 17.50 2.04 17.58 2.02 17.67 1.99
17.75 1. 97 17.83 1.95 17.92 1. 93 18.00 1.91
18.08 1. 89 18.17 1. 87 18.25 1. 85 18.33 1.83
18.42 1. 81 18.50 1. 79 18.58 1. 77 18.67 1. 75
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Q (cfs)
235.0
211.5
188.0
164.5
141.0
117.5
94.0
70.5
47.0
23.5
0.0
s.c.s. RUNOFF
Hydrograph NO.9
\
~
--
- Gutflo
o 168 337 505 674 842 1011 1179 1348 1516 1685
Time (min)
Return Period = tea yrs. Volu~e = 6Z.BtZ acft
[Space] Clear
0
0
D~ HYDROLOGIC REPORT
0 OFFS ITE. . . . . . . . . . . . . . .
1 00 yEAR..............
. . . . . . . . . . . . . . . . . . . . . .
0 Hyd. No. 9
0 Hydrograph type = S.C.S. RUNOFF Peak discharge = 204.11 cfs
Storm frequency = 100 yr Time interval = 5 min
Basin area = 190 ac Basin curve No. = 82
Ave basin slope = .9481 % Hydraulic len = 7700 ft
0 Basin lag = 94.0 min Time of concen =157.04 min
Totr precip. = 5.95 in Distribution = S.C.S. II
0
HYDROGRAPH DISCHARGE TABLE
0 TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfS)
0 7.75 0.97 7.83 1.09 7.92 1.20 8.00 1.33
8.08 1.46 8.17 1.59 8.25 1. 73 8.33 1.88
0 8.42 2.04 8.50 2.20 8.58 2.37 8.67 2.55
8.75 2.74 8.83 2.94 8.92 3.14 9.00 3.36
9.08 3.59 9.17 3.82 9.25 4.07 9.33 4.33
9.42 4.60 9.50 4.88 9.58 5.16 9.67 5.46
0 9.75 5.77 9.83 6.10 9.92 6.43 10.00 6.78
10.08 7.15 10.17 7.53 10.25 7.92 10.33 8.34
10.42 8.77 10.50 9.23 10.58 9.71 10.67 10.22
D 10.75 10.76 10.83 11. 34 10.92 11.96 11. 00 12.62
11. 08 13.33 11.17 14.10 11.25 14.95 11. 33 15.88
11.42 16.91 11. 50 18.05 11.58 19.46 11.67 21. 45
D 11. 75 24.37 11. 83 28.94 -11. 92 36.28 12.00 45.20
12.08 54.42 12.17 63.90 12.25 73.60 12.33 83.48
12.42 93.49 12.50 103.57 12.58 113.70 12.67 123.89
12.75 134.07 12.83 144.22 12.92 154.31 13.00 164.32
D 13.08 174.20 13.17 183.69 13.25 192.31 13.33 199.46
13.42 203.99 13.50 204.11 13.58 201. 73 13.67 198.83
13.75 195.47 13.83 191.72 13.92 187.63 14.00 183.26
0 14.08 178.67 14.17 173.90 14.25 168.96 14.33 163.86
14.42 158.63 14.50 153.27 14.58 147.80 14.67 142.22
14.75 136.56 14.83 130.81 14.92 125.00 15.00 119.11
0 15.08 113.18 15.17 107.19 15.25 101.17 15.33 95.11
15.42 89.04 15.50 82.96 15.58 76.89 15.67 70.83
15.75 64.80 15.83 58.90 15.92 53.31 16.00 48.24
16.08 44.13 16.17 41.64 16.25 40.07 16.33 38.67
0 16.42 37.41 16.50 36.29 16.58 35.27 16.67 34.33
16.75 33.47 16.83 32.65 16.92 31. 89 17.00 31.17
17.08 30.49 17.17 29.84 17.25 29.24 17.33 28.66
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WEIR CALCULATION
s: \3k\3462\OO3 \drainage \Final drainreport. doc
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L ..~ PROJECT NAME: ......~;;.~.~,(,y;.~,.~......~).f.d..;..CrI!,,,V.......P.I:;;.f..\~................. PROJECT NO: .....~.f:.!R..1;.??.~..... SHEET .........:......... OF ......'..........
.. PROJECT PHA.SE: ........:......................~..\:;.X:.~.;;::.............................................. DESIGNED B~: ......~~........................ DATE: ................;;.........................
DESCRIPTION. .....W.(...I.r.:.....~\............................................................................. CHECKED BY. ................D....................... DATE. ......o..+J....e.J.Q.'!..........
Schneider .................................................................................................................................................................................................................. ASSUMPTIONS I REFERENCES
The Schneider Corporation
. .. Q~~4.\ e"ir, ON
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STORM SEWER DESIGN
s: \3k\3462\OO3 \drainage \Final drainreport.doc
THE SCHNEIDER CORPORA TION
STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD
PROJECT NAME 146th Streetand Hazel Dell
STORM FREQUENCY DESIGN YEAR
10
LOCATION
from to
SUM
CA
''-,,'',
. ,,' "..: "
INLET
AREA
,.
,,' ;:,.""
601-03
ACRES
sub I total
,,",' ',' '."
.'.' ""'.., .',';""'"
COEF.
"C"
CA
"'," ",....
',"" .
.,.;.,
0.94
",,":c\,"':'-'
,--., j "',,
601-03 604
"'T"'" ",
,,",
605 604
0.90
1.04
,
~
',,'
"':,',
0.94
1.04
0.70
0.06
605
0.08
, "", """, , ','" ',"
,." . 0.08 ,~" ,,0.06
'~..' ",'
'.". ',. .'."..' 604 0.11 '0.60 0.07 .
604 606 '",' ,"',,', ,,', , 1.23 ,'"", ", ",' 1.06
." ,...,..",.,..",. "':.,"'.'i ,..,'..",:. 607 0.11""" 0.65 0.07,'E.' ,."
607 606 ['L'Y", ',' ,:',r,'i 0.11 ), ' "'.'. ;"',, 0.07
",i'~'" ",', "." 606 0.29' . ';Y": 0.85 0.25 j!f1'Y ,"".
606 608 ..."""" ," . ,,',. ","> 1.63"';,'T,,"'C ,<,Lr 1.38
,; ",." "".;,Z 608 0.43 "'fL?" 0.85 0.37 ir'f'
608 610 ...""i:,." 2.06.:;+, ',.,.",'.,:~ 1.74
h';..:,' '.' ',"',," ~,..":;' 612 0.06,..',' 0.85 0.05'<>
612" 611"'" 0.06 ~ ""g 0.05
.z",~1 0.21 'i";,;.', 0.70 0.15
611 610~ ',,":;1ifC;; 0.27 < """:",,) ,"f> "':: 0.20
, .';,' "." 610 ",' 0.59 1:"/:0,:, 0.90 '0.53 D;;'"
610 613;"'..'><""""''''':';11'1 2.92 'i:"'i').'.", ,:;:;?,":;: 2.47
"""",': .; I,' 613 0.43 ~:;,"X,.:.,;': 0.90 0.39'
613 614 i,;ii;:,';i)!:,/;:,/:~ 3.35 .1;'i;,':.,/'" 2.86
'..,.',I:L~ 614 '" 0.45 "y .,;} 0.90" 0.41 .~?,
614 615 i.,,;,],,;' ",:~n""nd'. 3.80 .".;,/",:..;.. i'} 3.26
""', "i'i', 615 0.25 t",.,F:0.90 0.23 L.,'
615 615A~'2:",<" ,\,: 4.05 "i""".,,,: 3.49
n.;L..,'",j"" ",,"";;:.; 615A 0.00 t::.", ~" ". 0.90 0.00 """,,' ,', '""i'"
615A 6158 ','" ,:'''.:,,'''', ""',"." 4 0 .,T,:"',"'" "',,',',',"""
,.',:" , ',."'" '." "" . 5 t",."'" :,"'" ..' ,; ,',", ',. 3.49
",,", '" ,'Ie,,'< 6158 0.00 .~, 0.00 0.00 ."<
04/09/03
PROJECT No. 3462.003
~OMPUTED BY:
MJD
CHECKED BY:
MJD
CALCULATED
PIPE (full) n =
size slope
(in) %
(", .'. "'.
...... .:' .....
DESIGN
MaxQ Max V
full full
(cfs) (fps)
" .
'.,
TIME CONC. (min) INT. "Q":
inlet drain total "I" CIA
...... .' ,'" .', ',' "",'7",,,,,,,,'" Q (cfs)
'" ,. '''''..'', ...: , ,...... ......,. ..o.,:
8.00 ."" 8.00 5.'99 5.60
8.00 0.04 8.04 5.99 5.60
6.00 6.00 6.61 0.37
6.00 0.14 6.14 6.61 0.37
5.00 .,,' 5.00 6.98 0.46
8.04 0.28 8.32 5.98 6.32
5.00 ,( ......... ';i' 5.00 6.98 0.50
i'..........,:, '
5.00 0.06 5.06 6.98 0.50
5.00 ,. . , 5.00 6.98 1.72
iL;',;:'"'"
8.32 0.28 8.60 5.90 8.12
5.00 "!'.;,,: 5.00 6.98 2.55
8.60 0.81 9.41 5.82 10.14
5.00 ,,~.,,(e.'/; 5.00 6.98 0.36
5.00 0.37 5.37 6.98 0.35
5.00 1>:1iL,,' 5.00 6.98 1.03
5.00 0.10 5.10 6.98 1.38
5.00 I?~ 5.00 6.98 3.71
9.41 0.30 9.71 5.62 13.88
6.00 I...:.................;. .<'i{ 6.00 6.61 2.56
9.71 0.27 9.99 5.55 15.85
6.00 t1"/.....,........"m 6.00 6.61 2.68
9.99 0.27 10.26 5.48 17.89
5.00 '1. ',".J,p'.' 5.00 6.98 1.57
10.26 0.75 11.01 5.42 18.90
5.00 ','" "'i'."'" 5.00 6.98 0.00
., . ','
11.01 0.08 11.09 5.26 18.90
5.00 ~ c:'P ',' I, 5.00 6.98 0.00
'.,C
Page 1
0.013
vel.
(fps)
"",,"
"
Pipe Pipe
length slope
(ft) %
",". ',,' '".....' '., ,
'.. ..'
18 0.28 I 3.17
~ c:-
, '. ..... .... .'. .
12 I 0.01 0.47
8 0.37 I 6.43 3.64
" " ..... ,
.' , "
,
33 0.76 3.10 3.95
. .....
"
:,
",' "
c.... .
..'
.," '
18 0.36 3.58 67 0.45 7.03 3.98
i'."; . "'., ...',,',/:.,' (......:..:: .....,( ........", ""i',
12 0.02 0.64 21 1.90 4.92 6.26
,:: ,i"\<:"Y' ....< c' . .......... .. .:, ",'.);'; ",""" .,'i"\,Y,,: "t;'", :
, " "... , ','c.( ., ,e' ....c",', .':-'..', ".,)),:1",' ..i. "';:" ".,.... ' .,"".' ';'" , .'
18 0.60 4.59 80 0.63 8.30 4.70
j;.~:.... "".:".'.';':':,,"'.'.'.:)..; ""i::. .;]><... .....f;...,'. .\j.;.............. ......,...';;;;1
18 0.93 5.74 290 1.00 10.50 5.94
~;;}!'"," . ..,....'c;:......;.; //". .:.. ......>> .......'?(...'''y;c.;:.
12 0.01 0.44 53 0.28 1.89 I 2.41
:,:,;;:. . ,.,.iTch/.'.' ,"'i";;": ..... .,(' .~;.:".,.. .,;;/;:';;E5"';."." ..' "''',': "':!
12 0.15 1.76 23 0.65 2.88 3.66
.','.. ,";;i".; :i' .,cu; ... / .' .,,: . ,;.;' .'". ;. 'i . ",:'Tl',,','f 'p("i' .';\: ',';",!;","".' ..... ' )e. :. ......;,'.
18 1.74 7.85 142 1.76 13.93 7.88
''';;.1 i'. i~:~~~.~~//~08~.'; \i}\.~;i':':"1T~.;~...:' "6.~~"'::"
r{....:; . .............. ~.';.;}i.' .......;..... ,,'{ire'.. . ../;'((;:
24 0.62 5.69 94 0.64 18.07 5.75
~,. .,:;,.'.{,............ ":'/;; ......':/!;.,; "V;,'.,,' ", ",/.
24 0.70 6.02 271 0.70 18.94 6.03
I~'T' ,""/;,,,,")':"'''': ..... . .......'(<....7: ...... ......'.~:r}'
24 0.70 6.02 31 0.81 20.31 6.46
""7"y,.r", ..... ...... ,.....'" ""'."""""",."i 'c, .,.,.,
. "...;....... '",... ..' )'.. ,;: ....;..:('.,,, .....,. .;i.'.
I f I
I
MANHOLE
INV out INV in
U/S DIS
T.C.= 785.00
780.03 780.00
T.C.= 784.82
780.65 780.40
T.C.= 784.82
780.00 779.70
T.C.= 783.45
780.50 780.10
T.C.= 783.45
779.70 779.20
T.C.= 783.60
779.20 776.30
T.C.= 779.75
777.00 776.85
T.C.= 779.75
776.85 776.70
T.C.= 779.75
776.30 773.80
T.C.= 777.50
773.60 772.50
T.C.= 777.00
772.25 771.65
T.C.= 778.50
771.65 769.75
T.C.= 778.00
769.75 769.50
T.C.= 772.00
LOCATION
from to
INLET
AREA
ACRES
sub total
COEF.
SUM
CA
"C"
CA
616
616 I 1.57
" ,,"
..,
,
0.87 I 1.366
'.
617
"
1.57
1.366
. ."
617 0.06
618 -- ,." "',.',".". 1
'" ,"..'" .63
,.... " ",.... 618 I 0.10 " ..,...........'.....
618 619': ,"",' . ..,,' ,
,i...., .I"',d.. ,}
l',...."} ',)::./ 631 I 0.05 ..... ," .""
631 619 K.:;Z,,>.t.;. 0.05
'.i" .....'.. ~,;,.".. .". 619 0.24 Y";"
',., '" .. "--. ". ~,' , ,!',.
620','" , ' 2.02 I}"~ dC' 1.774
L. 620 0.16 "". .. 0.95 0.152' ."
620 621'" ',,'.," ", 218 '......,', 192
,," ,', . " ,..'.." ' "'..' . 6
<}',,'., 621 0.04.. . ,....,, 0;95 0.038 Ii,.: :i':
621 622",',i,' :",., 2.22',:,;',,';,>: """.: 1.964
,;,','de .--".. 622 0.27 ;',"i~,> 0.90 0.243 1;. ,.>, '
622 623::,,',.,....',y;', 2.49 ...;':;:.'k>; 2.207
('2"",' 'Iii ,,623 0.23 i?:"i:7:r:, 0.90 0.207 1,i'Y.:c,
623 624 jt,i.';),,;' ,"'",J 2.72 1~?"':.'>2'\if <i.... 2.414
,"C,; :'.)i '. '...., 625 0.46 'i/: 0.90 0.414 11",,".;'
"...., ,>.,...'.".,;.; ,;, ,:,.;. "",
625 624 'i,'t::i:.\D,;,".:.'.]6I; 0.46 It' :;;it ,;>' TiS:;',:" 0.414
I......?::::!;,il.,:;,;..,'.,~ 624 0.08 I:'):,::t~ 0.90 0.072 I;.,,/i,.i:t,
624 627 1:,/.,'>:\.'1'.~) 3.26 ,,:f.,',.:".;M:..:::: 2.900
; <:;';'!:":',. 627 0.27 lie';;' 0.95 0.257 "'> ". .i
627 628 "";'"g<;:'l 3.53K..i 3.157
:,;"'.'..,., ..'....i.,"....,.,. 630 0.16 I,':.,..:.......,;,,}, 0.95 0.152 Y,>nc/.:':~
630 626 \."'\:<"', ',,:; .J;;k... '..', ::' 0.16 ,':i," 'i;...,,,,,,.,', '" 0.152
'., """',:"i;;C,,\)':r 626 0.26 1::7'[::....,?;. 0.95 0.247 ~.;,::
626 628 I:>'i'~,("""."" .'. .,...,:',,>.::cl: 0.42 ". .'.......'f.': 0.399
.,i,i" '; .::.,.::... 628 0.06 'x:,>;. 0.95 0.057 li':t,,:,):~
628 629 Ii";;}:," 0\....; 4.01 t,',;::. . 3.613
I:'" ";:>;"::'--
. ",;;"(','E 629 0.17 1.........:;;;,.[.;..,: 0.95 0.162 '.i":\Zi
632 I'.}:" ..,'i:">, 4.18 '.ii' Y:.;."'. 3.774
. '.
0.95 I 0.057
617
..... ,.
......
,. ,
,. .
1.423
1.73
, ""'.
0.95 0.095, .'.
:, ......... .i.,,'" 1.518
"'.' " '..'
0.95 0.048' .?:' .'
I'{'.;", '.":;'i,.," "-,"'F." . ',....; 0048
I":..>; .:..: .',',. .,.,..,' .
0.87 0.209
',:'~;' ".
619
,
'-:',';,,' .
629
TIME CONC. (min)
inlet I drain I total
6.00
6.00
5.00
6.12
5.00
6.18
5.00
5.00
5.00
6.22
5.00
6.36
5.00
7.03
5.00
7.14
5.00
7.28
5.00
5.00
5.00
7.39
5.00
7.67
5.00
5.00
5.00
5.32
5.00
7.96
5.00
8.05
8.00
8.00
, "
0.12
0.06
.
0.05
.....;.' '. . ....
0.21
i' i"'O, .. ,
" .,
0.13
.H
0.68
I, .'.
0.10
I>... '.
0.14
I':", ".,~',':, ,".
0.11
.: H:'" H, ,
.' , .
0.06
1:< .... .}
0.28
0.30
: .:~ "",
0.32
I;.. f.'-"",
0.28
I.:~'.: ..' .':".
0.08
1/~1:'- :." ....:~i
0.18
6.00
6.12
5.00
6.18
5.00
6.22
5.00
5.21
5.00
6.36
5.00
7.03
5.00
7.14
5.00
7.28
5.00
7.39
5.00
5.06
5.00
7.67
5.00
7.96
5.00
5.32
5.00
5.60
5.00
8.05
5.00
8.23
8.00
8.56
INT.
"I"
6.61
6.61
6.98
6.57
6.98
6.55
6.98
6.98
6.98
6.53
6.98
6.49
6.98
6.27
6.98
6.24
6.98
6.20
6.98
6.98
6.98
6.16
6.98
6.08
6.98
6.98
6.98
6.86
6.98
6.00
6.98
5.97
5.99
5.99
Page 2
"Q" =
CIA
Q (cfs)
9.03
9.03
0.40
9.35
0.66
9.94
0.33
0.33
1.46
11.59
1.06
12.50
0.27
12.51
1.70
13.77
1.45
14.96
2.89
2.89
0.50
17.87
1.79
19.19
1.06
1.06
1.73
2.74
0.40
21.66
1.13
22.54
1.55
1.55
CALCULATED
PIPE (full) n =
size slope
(in) %
DESIGN
MaxQ Max V
full full
(cfs) (fps)
0.013
vel.
(fps)
Pipe Pipe
length slope
(ft) %
, . .,:,.::':'
. .... ^^ '." '..} .'
, '
MANHOLE
INV out INV in
U/S DIS
T.C.=
774.20
T.C.=
773.90
T.C.=
773.70
T.C.=
777.20
T.C.=
773.50
T.C.=
772.65
T.C.=
771.30
T.C.=
770.90
T.C.=
770.70
T.C.=
773.85
T.C.=
770.15
T.C.=
770.00
T.C.=
777.80
T.C.=
773.00
T.C.=
769.80
T.C.=
769.70
T.C.=
778.00
773.90
779.00
773.70
779.00
773.50
781.20
773.90
779.00
772.85
781.00
771.30
780.50
771.10
778.50
770.70
777.70
770.55
777.85
772.40
777.70
770.00
777.60
769.80
780.80
773.00
777.50
771.00
777.50
769.70
777.50
769.50
N/A
777.55
18 I 0.74
'. '
. .. ' '...
18 I 0.79 I
I:' " "'~
37 I 0.81
'.
'^^ " ..'., ' '
21 0.95'
5.11
9.46
5.35
,<," ."
10.25 I 5.80
5.29
^^', .,'. : ," ......... " . ...." '
'".,.. '.. "''';.' '. ."i" " .... ..:':' . .'. H'"
18 I 0.90 5.63 18 1.11 11.07 6.26
I; ....... .,r . ........ ........ .'. ." '.. :'., , ...., : "} .....; "'.,< ..i...'" .' ,J" / '; :...,', .<ii.
12 I 0.01 I 0.42 101 3.27 6.44 8.20
I:' .... :" '.'s1~,::,',E; :~:"'. ',LY;:.: :".' ~,(!,:'
18 I 1.22 I 6.56 53 1.23 11.63 6.58
...... ,"". >"."" ";' ,," '.--
-~'", ...- -Li.;-", '.~. ~'. ,,",/:,...:< ,_ ':~i_,. :;;::~: ,:.._.,' , ".--"
I 0.62 I 5.20 213 I 0.63 12.61 5.24
"', .it '., >,<:". ".>';,' ", < r
I 0.62 I 5.20 32 0.62 12.52 5.21
...' ".,', .)' ",:',i:' '..' .... "\' "."..
:. ,""'" ". ,',,', .<< "'",;0>,' , ...:.,.
24 0.37 4.38 42 0.48 15.61 4.97
1>'::;?""J>{!,""(j;:"". ........ '" .'( ~:<"""'" ,,;JR,
24 0.44 4.76 33 0.45 15.25 4.85
1"",::,<,...<:,., ';S"',- . :S?,.:'k/',';)' H" .",\,t',' ......
12 0.66 3.68 32 4.53 7.58 9.65
I;" ........,.. .......::.;:?..~,<.,,5"~ 1::'.'.\... ....,:.:'~...2!::~'SL:."....~
30 0.19 3.64 66 0.23 19.52..] 3.98
2'>.< .<."'..:.~.).,.">:< .j' '
30 0.22 3.91 76 0.26 21.03 i'~
Il....,,:..:' '.:;.;';, ....,.iA' ..... ~ m ';' xx'> ;3;';,'~
12 0.09 1.35 153 3.14 6.31 8.03
1;.....;....;\.'.;, .;"'),tc.,,' ....:,....., ''fj;,i~ B' :.i,':.::.,:,";;',"
12 0.59 3.49 106 1.89 4.89 6.23
I:>...':::;' di",:)"": .i.... ""',' .........";,7.'. '>l..
30 0.28 4.41 26 0.38 25.43 5.18
'.. .;;",,, .;r?;.;,i.','1;E.;i~'r~ . i';;gi;~:,< ,:}..............:.~,;.;, Cd";' '..;
30 0.30 4.59 55 0.36 24.73 5.04
.
21
;..;.....
21
, .
f2..
D
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D
Project Name:
Project No:
Description:
Designed By:
Date:
Riverview Medical Park
3462.003
Culvert Design
Michael J. Diamente, PE
April 8, 2003
Rational Formula:
Q=C*I*A
Runoff Coefficient:
Use 50-yr, 24-hr storm event:
Basin Area:
C=.70
I = 5.35 inches
A = 0.27 acres
Q = (.70) * (5.35) * (0.27)
Q = 1.01 cfs
F3
D ]
D ]
o ]
DJ
OJ
OJ
OJ
OJ
OJ
OJ
OJ
OJ
01
0]
OJ
OJ
OJ
OJ
DJ
RAINFALL ~2Q.. YEAR FREQUENCY - ~HOUR DURATION
5.2"
5.1"
5"
4.9"
4.8"
5.511
.' II
5.3
REFEREN.CE
TECHNICAL PAPER NO. 40
NATIONAL WEATHER SERVICE
STATE OF I NOlANA
DEPARTMENT OF NATURAL RESOURCES
DIVISION OF WATER
APRIL 1979
F4-'
/"
'1(' ~
I ~
h.'i 1\'
4% ! il',I,'11 !, Ii' ~".I' \\
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- Appendix C -
D
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TABLE 201-1: Runoff Coefficients @forUsein the Rational Method
D
TYPE OF SURF ACE
RUNOFF COEFFICIENT @
Non-Urban Areas
o
D
Bare earth
Steep grassed areas (slope 2:1)
Turf meadows
Forested areas
Cultivated fields
0.55
0.60
0.25
0.20
0.30
o
Urban Areas
D
o
All watertight roof surfaces
Pavement
Gravel
Impervious soils (heavy)
Impervious soils (with turf)
Slightly pervious soil
Slightly pervious soil (with turf)
Moderately pervious soil
Moderately pervious soil (with turf)
Business, Commercial & Industrial
Apartments & Townhouses
Schools & Churches
Single Family Lots < 10,000 SF
Lots < 12,000 SF
Lots < 17,000 SF
Lots> Yz acre
Park, Cemetery or Uni"'''';
<:-
o
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200-5
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~~~~~~~~~~~~~~~~~~~
STORM SEWER DESIGN CALCULATIONS
-RATIONAL METHOD-
PROJECT:
JOB #:
DATE:
Hazel Dell Medical Office Building
3462.006
3/29/06
STORM'
COMPUTED BY:
SHEET NO.
10 Year
AF
. . . . STRUCTURE' . . . .
..... ......
:~:~:::~:. .:. : : ~ : . ~':~' :. . : .:::::~:):
...................... .
....FRbM..............ld.........
S:\3k\3462\006\drainage\[ST -3462006.xls]Rational
"""""':.'///..?H//HHBA.:$.l1N:S<> ..... . ...... ,"::,:,,::'.:.:.:.:'::.".'.:. :::':::':':':':':':::':::COMPOSlTE"SAS1NS:::':}}}'< UfRAVEl/
iiii~:~'. "i'i"i~"........iiiii~I~~iiiiiiiii.i~]~iiiiiiiiiii~~\iiiiiiiiii~'i.i'iiiiiiiii~i..iiii iiiii..iiiiiiiiiiiiiiil~iiiiiiiiiiii.miiiiiiii{~~imm iiii.iiiii
........... .......... .......................
......................... .
........................ .
........................ .
....................... .
... ....,..............
:::;:;:::;:;:::::;:::::::::::::::;:;:;:;:::::;:::;:
E16
N/A
E16
0.30
1.71
0.51
21
3.93
2.02
0.51
21
3.93
2.02
0.00
E8
N/A
E8
0.30
0.30
0.09
12
4.93
0.44
0.09
12
4.93
0.44
0.00
E10
N/A
E10
0.30
0.35
0.11
13
4.80
0.50
0.11
13
4.80
0.50
0.00
3/29/2006 8:54 AM
CJ r=J CJ
CJ r=J ~ CJ
CJ CJ [=:J [=:J CJ CJ
CJ CJ CJ
CJ
l::::=J
CJ
Time of Concentration Worksheet
Based on TR-55
PROJECT: Hazel Dell Medical Office Building
JOB #: 3462.006 Date: 3/29/06
Typical values for Manning's n
Overland Flow Channel Flow
short grass 0.15 grass 0.03
fann, > 20% cover 0.17 concrete 0.015
dense grass 0.24 rip-rap 0.035
pavement 0.011
2 year, 24 hour rainfall = 2.66 inches
minimum T_c = 5.00 minutes
S :\3k\3462\006\drainage\[ST -3462006.x1s ]Time of Cone
OV~d/l:Qdn~~)~~g;f(hi~d~n~rt1~w: :(~:~:s.e.i:U~i ~~H~SM"6wiC~iK:tn~tat~,fF.l~w:\i:<:~~ ..... .... . . . ~)):(Uj;.h~iUi~itiQw:.... ):(:)i:( >/l':~i
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E16
E8
E10
150 2.50 0.24 20
80 3.00 0.24 11
90 3.00 0.24 12
200 2.50
110 1.20
100 1.00
u
p
U
2.55 1
2.23 1
1.61 1
21
12
13
3/29/2006 8:56 AM
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D PROPOSED BASINS
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Basin Soil Group % Cover Type Percent of CN
B C & condition this cover B C
Proposed 100% Impervious 90% 98 98
100% Grass cover (Good Cond.) 10% 61 61
0
I weighted CN = 94.3
o
o
TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations
D
Rairifall Intensity (Inches/Hour)
Duration Return Period (Years)
2 5 10 25 50 100
5 Min. 4.63 5.43 6.12 7.17 8.09 9.12
10 Min. 3.95 4.63 5.22 6.12 6.90 1..j;::~7. 78
15 Min. 3.44 4.03 4.55 5.33 6.01 \"~, "~~I
r''t~.. ,,~.'
20 Min. 3.04 3.56 4.02 4.71 .~.. 5.99
".,
30 Min. 2.46 2.88 3.25 3.81 ;.:?9"\", " 4.84
v:..,
40 Min. 2.05 2.41 2.71 3.18 "l 4.05
50 Min. 1.76 2.06 2.33 3.47
"{..
1 Hr. 1.54 1.80 2.03 ~-J,,8 2.68 3.03
/" 1!:~~:i 3"1 .
1.5 Hrs. 1.07 1.23 1.42. "iii,. " 1.91 2.24
.1f ,*';;}I;'31"
2 Hrs. 0.83 0.95 1.1~ 1.60 1.87
3 Hrs. 0.59 0.72 ~ .E'" 1.04 1.22 1.42
4 Hrs. 0.47 0.58 .k1. 0.84 0.99 1.15
t
.j/ 0.71 0.83 0.97
5 Hrs. 0.40 O;ifR
6 Hrs. 0.35 ,fL. 0.43":l,iiii).~ 0.62 0.72 0.85
.F 0.50
7 Hrs. 0.31 A,di' )0;';4,;,0.38 0.44 0.55 0.64 0.75
*,.; '18'4
8 Hrs. O~~t" ,lW 0.40 0.49 0.57 0.67
9Hn,>~ 0.31 0.36 0.45 0.52 0.61
10 Hrs. 0.28 '0.33 0.41 0.48 0.56
/ 12~l -: 0.24 0.29 0.35 0.41 0.48
0.22 0.25 0.31 0.36 0.42
0.19 0.23 0.28 0.32 0.38
~., 0.16
18 0.14 0.17 0.20 0.25 0.29 0.34
20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31
24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27
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D
Source: Purdue, A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall",
Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for
Indianapolis, IN.)
o
200-6
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Schneider
!HE SOiNElllER CORPORA nON
HIstone Fort Harrison
8901 Otis Avenue
Indianapolis. IN 46216-1037
Telephone: 317.826.7100
FOil: 317.826.7.300
www.schneidercorp.com
Architecture
CiVil Engineering
~::,~:aI s~":~~erin9
GIS' US
Home BuDder Services
Interior Desiqn
Land Surve)ing
landscape Architecture
Transportation Engineering
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PROPOSED DRAINAGE
BASINS
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- Appendix E -
D
D
TABLE 201-1: Runoff Coefficients @forUsein the Rational Method
o
TYPE OF SURFACE
Non-Urban Areas
o
Bare earth
Steep grassed areas (slope 2:1)
Turf meadows
Forested areas
Cultivated fields
o
Urban Areas
o
All watertight roof surfaces
Pavement
Gravel
Impervious soils (heavy)
Impervious soils (with turf)
Slightly pervious soil
Slightly pervious soil (with turf)
Moderately pervious soil
Moderately pervious soil (with turf)
Business, Commercial & Industrial
Apartments & Townhouses
Schools & Churches
Single Family Lots < 10,000 SF
Lots < 12,000 SF
Lots < 17,000 SF
Lots> Y2 acre
Park, Cemetery or Uni
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RUNOFF COEFFICIENT @
0.55
0.60
0.25
0.20
0.30
200-5
o
o
TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations
o
Rainfall Intensity (Inches/Hour)
Duration Return Period (Years)
2 5 10 25 50
5 Min. 4.63 5043 6.12 7.17 8.09
10 Min. 3.95 4.63 5.22 6.12 6.90
15 Min. 3.44 4.03 4.55 5.33 6.01
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20 Min.
3.04
3.56
4.02
4.71
30 Min.
2046
2.88
3.25
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40 Min.
2041
2.05
2.71
50 Min.
2.06
1.76
2.33
o
1 Hr.
1.54
1.80
1.5 Hrs.
1.23
1.91
1.07
o
2 Hrs.
0.83
0.95
1.60
3 Hrs.
0.59
1.22
o
4 Hrs.
0047
0.99
5 Hrs.
0040
0.71
0.83
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6 Hrs.
0.62
0.72
7 Hrs.
0.55
0.64
D
8 Hrs.
0040
0049
0.57
0.36
0.31
0045
0.52
o
o
0.28
0048
0.33
0041
0.24
0.29
0.35
0041
0.22
0.25
0.31
0.36
0.19
0.23
0.28
0.32
o
0.14
0.29
0.17
0.20
0.25
20 Hrs.
0.13
0.16
0.19
0.23
0.27
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24 Hrs.
0.23
0.11
0.14
0.16
0.20
100
9.12
. .'~ 7.78
:'6~~7
"\'. 5.9~
.' 4.84
4.05
3047
3.03
2.24
1.87
1.42
1.15
0.97
0.85
0.75
0.67
0.61
0.56
0048
0042
0.38
0.34
0.31
0.27
o
Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall",
Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for
Indianapolis, IN.)
o
200-6
o
~~~~~~~~~~~~~~~~~~~
STORM SEWER DESIGN CALCULATIONS
-RATIONAL METHOD-
PROJECT:
JOB #:
DATE:
Hazel Dell Medical Office Building
3462.006
3/30/06
STORM:
COMPUTED BY:
SHEET NO.
10 Year
AF
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S:\3k\3462\006\drainage\[ST -3462006.xls]Rational
................................................BASlNS.................................................................................. ........................eQ~~..JiM:$.N:$.
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604 603 604 0.90 0.44 0.40 8 5.55 2.20 0.40 8 5.55 2.20 0.44
603 602 603 0.90 0.63 0.57 8 5.55 3.15 0.96 8 5.55 5.35 1.00
602 601 602 0.90 0.20 0.18 5 6.12 1.10 1 14 9 5.38 6.15 0.32
601 Ex 1443 601 0.90 0.11 0.10 5 6.12 0.61 1.24 9 5.38 6.69 0.07
P1 Ex 1443 P1 0.90 0.12 0.11 5 6.12 0.66 0.11 5 6.12 0.66 0.00
3/30/2006 9: 14 AM
~~~~~~~~~~~~~~~~~~~
PROJECT:
JOB #:
DATE:
STORM SEWER DESIGN CALCULATIONS
-PIPE DESIGN-
Hazel Dell Medical Office Building
3462.006
3/30/06
STORM' 10
COMPUTED BY: AF
SHEET NO.
Year
S :\3k\3462\006\drainage\[ST -3462006.xls]Pipe Design
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6.50 5.30
7.47 4.23
9.09 5.15
781.40
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780.75
781.00
780.80
780.75
781.00
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777.26
775.26
774.34
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774.97
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2.12 3.87
3.80 4.34
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3/30/2006 9:31 AM
[:=:J [:=:J [:=:J
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Time of Concentration Worksheet
Based on TR-55
PROJECT: Hazel Dell Medical Office Building
JOB #: 3462.006 Date: 3/30/06
Typical values for Manning's n
Overland Flow Channel Flow
short grass 0.15 grass 0.03
farm, > 20% cover 0.17 concrete 0.015
dense grass 0.24 rip-rap 0.035
pavement 0.011
2 year, 24 hour rainfall = 2.66 inches
minimum T_c = 5.00 minutes
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S:\3k\3462\006\drainage\[ST -3462006.xls ]Tirne of Cone
:::.'((U/U /)I11~<:
.n: :JW~):::I~IJ!: 111:~~i~jll:1
604
603
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601
50 3.00 0.24 8
50 3.00 0.24 8
150 1.00 0.01 2
50 1.00 0.01 1
8
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5
5
3/30/2006 9:15 AM
c:J c:J c:J c:J E=:J CJ c=J
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Page 1
Line Line DnStm Incr Line Line Invert Invert HGL HGL
No. 10 Ln No Q Size Length Up Dn Up Dn
(cfs) (in) (ft) (ft) (ft) (ft) (ft)
1 601 Outfall 6.69 18 12.00 774.34 774.25 775.33 775.24
2 602 1 6.15 18 59.00 775.26 774.97 776.31 776.05
3 603 2 5.35 15 180.00 777.26 775.46 778.19 776.86
4 604 3 2.20 15 80.00 777.50 777.26 778.67 778.59
Project File: HGLcalcs3462001.stm I Number of lines: 4 I Date: 03-30-2006
NOTES: ** Critical depth
Hydraflow Storm Sewers 2005
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NEENAH STANDARD INLET GRATE CAPACITIES
Grate #
Open
Grate Type A f
rea, s
Perimeter,
ft.
Head,ft
Capacity, cfs
R-3010-A
R-3472
A,C
1.0
1.3
4.6
7.3
0.50
0.50
3.40
4.43
K:\Design Tools\lnlet Grate Capacities. xis