HomeMy WebLinkAboutDrainage Summary 10-10-05
u
o
o
o
u
o
o
u
o
[J
u
[J
D
D
[J
U
o
u
[J
Drainage Summary
For:
Meadowlark Office Park
Parking Lot Re-Design
703 Pro-Med Lane
Carmel, IN 46032
By:
(
I
'Weihe Engineers, Inc.
] 0505 North College Avenue
Indianapolis, Indiana 46280
Date:
October 10, 200S
Project No. W05.0557
4~k iJ.
James K. Shinneman., Reg. P.E. Indiana #10200392
:7
- 1 -
~ &~
J~ ~
<::Y ~
~ ~.:::: ~
~~
,-\\ '\ \ \ \ \ \ II.' r IJ 111111.1,
~..."" S ~...~.~.'.~~E"4/1,'l,
.f #...."0ISTEREo.....':1-Y ~
~..:t/ ~ NO \.-;;.
~ (~ 0')00392 .,) ~
:;: ~ \ J- .: a::. =
~ --0 \. sTI'TE OF ! ,,;-:!E
~ ~'.. . ..- -..""
~ OR........!ND I p,~~,""r~';
I, <'"'S ........... ~v"
;'1111 SIGNAL '(: """
fl/fllll'III'\\'\\\
Seal
D
U
o
o
o
D
o
D
o
U
o
o
D
D
D
o
o
u
o
Index
1.0 Drainage Summary
2.0 Appendix A - Project Site Information & Drainage Calculations
3.0 Appendix B - Storm Pipe Calculations
- 2 -
D
[J
o
1.0
DRAINAGE SUMMARY
D
PROJECT:
Meadowlark Office Park
Parking Lot Re-Design
703 Pro-Med Lane
Cannel, IN 46032
o
PREPARED BY:
James K. Shinneman, PE
VvT eihe Engineers, Inc.
10505 N. College Ave.
Indianapolis, Indiana
\Verne Eng. Proj. No. W05.055?
u
[J
Site Location
o
u
The proposed project is located on a tract ofJand witbin the Meadowlark Office
Park at tbe end of the cul-de-sac ofPro-Med Lane. The site is part of the
Northwest 1/4, Section 25, T18N, R3E, Clay Township,Hamilton County,
Indiana.
o
Project Description
[J
The scope of this project is to move a previously approved parking area to
another location on site. The previously approved parking area was located in
the southeast comer of the site behind the two existing buildings at 690 and 698
Pro-Med Lane. It consisted of 17 parking spaces and a portion of the paved
surface (1,400 sf) was designed witbin the Little Cool Creek 100-year floodplain
limits.
o
o
It has been determined by the tenants of the buildings that the parking area would
be better utilized if it were relocated to the area between the existing buildings at
698 and 706 Pro-Med Lane, which is to the east ofthe previously approved
location. There is an existing parking area there currently with 19 parking
spaces. The re-design of this parking lot area would consist of adding 16 new
parking spaces and associated curbing, sidewalk and landscapulg. A storm
drainage inlet will need to be added to pick up storm runoff in the. additional
paved area. It will connect to the existing stonn drainage system that drains to
the regional wet detention pond area located to the southeast ofthe Park. Similar
to tbe previously approved parking area, a portion of this relocated parking area
(700 sf) will exist within the Little Cool Creek 1 OO-year floodplain limits, though
much less. The grading plan from the previously approved plan did not show
existing contours and so it is undetermined how it impacted the floodplain
volume. The proposed construction in the floodplain varies from zero to nearly a
foot above existing grade.
o
o
[J
D
[J
o
- 3 -
D
D
Previously Approved Site Conditions
D
The previously approved parking lot consisted of 17 parking spaces with an
impervious area of 6,300 sf (0.145 acres). This area was designed to drain to the
existing storm system in the Park that drains to the regional wet detention pond
area located to the southeast of the Park.
u
D
Based upon 0.145 acres with a runoff coefficient of 0.85 for pavement and a time
of concentration of 5 minutes, the peak previously approved release rates were
tabulated using the rational method as:
D
Previouslv Approved Conditions:
[J
Q2-)'T=
Q JD-yr =
Q lDO-yr =
0.59 cfs
0.86 cfs
1.1 9 cfs
o
Relocated Site Development and Storm Water System
D
The relocated parking lot consists of 19 existing parking spaces and 16 additional
parking spaces. The net increase in impervious area is 5,900 sf (0.135 acres).
This area is designed to drain to the existing storm system in the Park that drains
to the regional wet detention pond area located to the southeast of the Park. For
the purposes of this report, it is assumed that since the existing storm system was
designed to handle the previously approved parking lot upstream of this proposed
relocation than it can handle the runoff in this proposed relocation because it is
downstream of the previously approved parking lot.
o
D
Based upon 0.135 acres with a runoff coefficient of 0.85 for pavement and a time
of concentration of 5 minutes, tbe peak relocated design release rates were
tabulated using the rational method as:
D
u
u
Relocated Conditions:
Q 2-YT =
Q lfl-.YT ~
Q lOO-)T =
0.55 cfs
0.80 cfs
1.11 cfs
Summary
[J
D
For the purposes of this report, the comparison of the previously approved
parking lot to the relocated parking lot sbows that the runoff generated by the
relocated parking lot is very similar to the previously approved parking lot and
should not affect downstream properties. Additionally, the portion of the paved
surface (700 sf) within the Little Cool Creek 1 DO-year floodplain limits for the
relocated parking lot is less than the portion oftbe previously approved parking
area (1,400 sf).
o
u
See Attached Appendix "A" and "B" for Project Site infonnation and Drainage Calculations.
D
- 4 -
~C=r=Jc=Jc:=JCJc=:JCJC::JCJC::=CJc=Jc=JC=;c:J~c=JC=
Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
Basin Summary
Previously Approved Peak Flow Rates
DA= 0.145 acres
c= 0.85
Tc =. 5 min
12= 475 in/hr
110 = 6.99 in/hr
1100 = 9.69 in/hr
Q2Existing = 0.59 cfs
01 OExisling = 0.86 cfs
Q100Existing = 1.19 cfs
W050557
original 10/10/05
revised
Relocated Peak Flow Rates
DA= 0.135 acres
c= 0.85
Tc = 5 min
12= 4.75 in/hr
110 = 6.99 in/hr
1100 = 9.69 in/hr
Q2Proposed = 0.55 cfs
Q10Proposed = 0.80 cfs
Q100Proposed = 1.11 cfs
Note: Peak flow rates for the Q2, Q10 and Q100 frequency storms determined using the Rational Method.
u
o
o
o
o
o
o
D
o
o
o
D
U
o
o
o
o
D
o
2.0
APPENDIX A
"Project Site Information & Drainage Calculations"
- 5 -
o ~~~~}""O# ~~~~~ :<2--;/ ':~/O.),~ ~~. '" .., ~~'\\\ l /~ I .r:J
~\VJ'fII~1:! 'D ~-~ (>- "() ()%~ <>-X [l Il- = '" n', ... - \\\ /::. r-
D -0 ~4.-e~)>: ~1:.,1C} '()"fi. ~~~~ 11 G "' '" -~: ~~. J-=- \~,. A
-!~~ ~/ ~/<<;)~ ~ _^q~'Y<)'1 ~ Tf a- I l.-"\'" \ \ '\~ .,-;J,;~ A!>(
~~.n',rJ~i ~~~~ <>IC~a~~ -e:.- i'''I_~~'~~ \JL//
O ~~~i IDY- Q ~o-/-~;c:,07~ICI - 0 ~\
~O- ~~ ~~~ ~~~ I - ~. D~/ \~
=-"'- ~av- rtr ~ ,-~,""IDn. ~, ~ ~
o 'II ~~4-~~~~ " ~I -:;;;7 t:=J f"7 ~ ~ ~ =. "'c:?
=-ll ~~~,-n~~~ ~?>V ~/ ~ \
D ~ ~(J'>~ -lit ~ 1>:(> ~~' ~ ~ I I
\'\ I ~ 1_ _dil D"'( "" a n. ~ \ I
O \~~ ~- -P-fi ~ .~c"'U y L1 . i~~ II -
f_ ~t=7~~J-!l [1& ~r:cr~ ~
o · 9 P /:JJ" ~ ~: - -" ~j;:;;;;; i.i CJ I c .:Pi
o ~ ~ ?fri D SMO~~ ~OtJ f~
~ 'lS;: PfD ~LV\ ~ IF' f
o ~~I' ~-') I~ .0 ~
D~ t?' D IJ ~ A~ d ~
~ / ~Sln: ~ m;~
D:r-tt /;,q ~ Lb \ /. ~ JA :.
O f/4~ \~ r-~ Vh=
u- ~~ ~ .' /. ?~- I / -! - 'f--;. ~ .Q I [] [] / t 07t1'?
I ~ Q"':' V <::::;jt::J /'O.~ ~'() @ ~ g 9 ~ tJ ~ 'n ~
UD.- . A ~" -- - -,'~! ~ ~-Q~ g rJ J[]~ ~o ; c~'~ Q ,,,- [J]~
///. 'ij I /f;::aj d \ ""'" _ It! I m ~.;: ~ i-/~aCJ. !I
~f)v~ -/ - 1- - \ I:J Y- f.1 i-JRJD '~~\ic:- i :2
/ ' 8 -lJ~~"FIQ<o/ - _' ~ :m Bc~~ -."~
U, ~ '~-- ~. c:> C)", . I . I ~...- -
0:. ( [3 b I : ~k~ ~~~I~~I~~ ~' ~R - r.. ~~ll? ,:~
D 0/' a ~ or.';~:~~2~~ B ~I . l~ ~. CJ"",c> d~~
J \ ,'~ I I, . \: " i ~~ ~ c1 _ - tl tllJ.,:J -r Bid; ~
D~. r c'-a,[] ; n. ~r:::::r ~-FI,....-)~ 1::tI. Q~ li:t~-~\~1{1~-1ll_
~ _ ~f '-" ~~ ~ r;. [jD r--.'-N j /D -D '\r.-'
","co.: C -=:J _: -~ l 1- ~ . [J-I- (} r-iii'L D-: ID
In ~ a %,llJ -I ,~ -D1J-~~[lIfD _Iq'&.!rj . I
O n"::_,,~ D - J _1-1 l !-::... III 1 ,.. IB-CI, ^"1l:lI - n
... in n -~ : "- I ~ ^- -la-=..I- 1"",-1 CA (~__I~ II ^"~",(Jj 'h ...'.
S6:!t".: lIt ~ so:':") t
o ----/
[J ROHRER RD
o
o
0'
D
D
o
o
U
D
D~~,
J
o l=::.
o
o '" I '" / I '" I
O ~/' I '" i ~ /
~ ,-.., I 0; ~O/
I '--..] I 0 ("" / G
o "h~ .(0
U D I /
R 0../
u\ 1'3,1 ./~
12~\
. I (7)
(9)
D
I~
t
II CJ c::l c=J!B)
(10)
"
o
(17A)
PRO MED DR
(HlJ
(15)
(t:I.....j
a>
5 11'~
I -,
I D
!-b
(6)
0''3)
<r~L. .
I'"::. i r...c--.(
U
D
o
o
o
o
o
u
u
o
D
o
o
D
o
U
o
o
u
Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
Previously Approved Conditions
Drainage Area: 0.145 acres
Runoff Coefficient: c= 0.85 for pavement
Time of Concentration: 5 min
12= 4.75 in/hr
110= 6.99 in/hr
11 00 = 9.69 in/hr
Q=CIA
Q2pre-approved =
0.59 cfs
(0.85)(4.75)(0.145) == I
(0.85)(6.99)(0.145) = I
(0.85)(9.69)(0.145) = l
Q1Opre-approved"
0.86 cfs
Q100pre-approved =
1.19 cfs
original
revised
W050557
10/10/05
[J
u
D
u
u
o
o
o
[J
D
D
o
D I
u
o
[J
D
u
o
-, lZ ~ [
"'-""
c.o., M"'io
::::'Sf.\
SS~
",,~J
"
~~
~~
~~--~~
)_~r ..Q.~.(l:i"
13
o I
- -
~ ",
Q .
t DI:~
,3 .q
I
-JlOIIl ~t":~WB~C
~ ...rONNC;).O l.~~~
:"I:Kl:I03:l';'o:Slld
""d ~e.tW ! SUI~!K8
~~w.:11
=' ~~,"::';;:"",,~ I !iiQlQ!j"P!14I
:,I:E a;ldY.J3:d
Ntfld 3lIS
I CI:n 'l~'""YZ
,
......"Io."D,,~"'_~~.,I-.rl
-M """''';OF ';'-'>01 M',.{I'-./.!l
ru....~ 0/'0" SNOfSIl\3~
VN'VIONI '13WHV::' '3Nit, (]3WOHd
)fHV'd 3:JI.:I::IO )f~nT1MOavilw
~ ~ d
~ :; ,"
::.~
:'t' - ~:
.s~..~g~8' n.ffi
_~-;r<_ ~~
~~~~~~ !~
~~~~~~ ~~
.". ~~
~i~~~f
~~;~i~
~g~~~;j
. d ...-'...:
::-~
,.
_0
':'"~
~
~
i
gii5~~
~I f'"
@
~
, ! . ~
GC0888G' ..1
I-~I
J"
i~1
,--
,
I
I
I
I
I;'~
~~~
,,~I
=..,.~
.,
~~
li!1
i:
.~~~ .-:;:-::-~.;;::~;~~ ~.~:-
6wlll_60.S0.
i
I
.I
iL
" :,'
. "
" /
i~,JI
I~;
~ll
"~~ c /= ~~ ~~"~: ".' "~~~. ~ ::.:.,' <
~~:~7:::~"'"-'-~ lil~~
~ro--M..~. 955'1422
lns~ I~
i~
!jlj
~j
1-,.
~ It ~
"
."
I
~I
15!1
1'1
!?
:!" ~~
~ I? ~s
~1~ ";
~lY~
~
,
~,
~.
:~
~':'
~~
t:~
~~
Ie;
~'R
~~
o
c .0
~~~
:g
gg-g
r;
1
~
.- 1"'0
:l. ~
~ ..... v
'- tt} ~
Go- 0-
.S'""''''ti
,,:,,~ - \ --
- ~..
:J ',), ,
o;t c~" '.
,- '- .':l! ~
'")l r-.. <.". 0;;..
~ ~""'~
~~~,.
~{,JYrr~;
g ~~
"~~8~,
8 !~
. .
v
o
...-!
U
-80
"2
J
Q..
~
..p
~
W
~
~
o
;r..
~
u
u
o
u
u
o
o
D
o
D
o
D
D
o
D
o
o
D
[J
"'-
*--
O-SM
."
I ! -'-"'~"":I.lJ:'.l.:I'I',I.m;;';
"1'rlliIiJl;"::;;::.-;;;;;.;:..,,,,~
j in-nXSIl1YZ ;w 1:IONNOJ,~"'"1lQn'l'':i
J..<' " 110..: C:3I:h'c:r;H.; .-)
I ~=~IOO_
,I , = ~ ~-~::;:-;;: !ial(!~e!i:f!~"
NVld ~Nla\fZf9
ieJ.....-'!:l
"l!''':llJOII;:Ol~_.fJ.'''''JI1!!::p!~~ ~~-w
,-, '\'\;f'f';'lll&-Ti-t:l
-~~JOII:l"'. ~~!;(/"flQ
mv::i ONT Sl-109'l.o1l
lfN\110NI 'HWlIV, 'aNlf; <I3WO~d
lfH'ifd 3:>1.:1:10 )Ilnt,^"oav;w
SS'i>
"'''-
~
i S
- -T--'~
g!
I!.. .
~ g ...
i ~ n
t:: !
/{
i
~
~
"if ~ -~
~~~~ . i ^" !mu " ~
~~E~~ Jj';~~ ir ~Ri ~~ <! .
~~;~~ ~~S~ ~i "' .. ~~ ~~
~~,,~ 'f~ m;iifl i~ '" ..
!!;!! ." !Ei ...!:;; ~~ l!!~
'::i::i;;;u ~g ~. ~: ,.
;:~ ~~ ~! ~c ~i
~~~i ;;0::: J;~ -, ~~
-=~.., ":!,,i~5"~ .. ffi~ ;~ ~~
~~~: ~~ ~~ ~i ~i
..o~. ~i~ ~~=:;:~~ .- -.
~i~~~' ~i~~ ~!". .::::::; ;~ ~~
h
~ ~~ ~~! ."
ooI'-'~....=- ~$~~ ~.~ ~~~~~~;~. ,,~ e~ n ;~
nm ~=.. ~i3 .i~ ..
!~~~ -j~ :.s~~1Il~~~8 ;" ~6 ..
7Z ~~i ~5~~~~~! ~~ 3.....::r ~~ ;IE -- ~. .
---= ~ ~ j~~~ ~: .~- ff~ 6~~
. ~~~~i g-~ !i~~.;;1^~ ~~~ ~~ ~i ~
H~' . lj~:;-
'" ~58~ ~.~~id", ~= ~" ~, ;~~
~~ ~ll:l " --
Ii 1 ! "
..
m
@
i
f
\ f-
l,r
~"l'
il:
F ;'
I::
':::
,'::.'
j /h ~
(.;I, , II~ -i:-=
~ii;t: m
:0. ~...; ,. .:...-.--...,;
'm '~~'~~:---
I~~
Ig, GJ~
it;;
~
tJ.
~ ~~
'.0, Qli.L'
~~~ ~~
~ '\j!i
m!~;;;
md!H
mm~i
~ :i;~a~
~
&.~
~~
~
s~
w~
,:)'?
oP
~p '"
":)., \b.
~<!::-
""'c.,...:;,..
~~,~
--J.
~
p...
..0
'2
E
~
'!)
..r;
G1
--"
..J;.,.
\-
h
I;-"
I
I
I
I
I
I
I
I
i
I
I
I
.....,;"...:.-
.J'
~
U
D
D
U
D
o
o
D
U
D
D
o
D
D
U
D
D
D
[J
Meadowlark Office Park
Weihe Engineers, Inc.
Calculations by: JKS
. Proposed Conditions
Drainage Area: 0.135 acres
Runoff Coefficient: c= 0.85 for pavement
Time of Concentration: 5 min
12= 4.75 in/hr
ho= 6.99 in/hr
1100 = 9.69 in/hr
Q=CIA
Q2Proposed =
-(0.85)(4.75)(0.135) == I
(0.85)(6.99)(0.135) == I
(0.85)(9.69)(0.135) = I
Q1OProposed =
Q 1 OOProposed =
0.55 cfs
0.80 cfs
1 . 11 cfs
original
revised
W050557
10/10/05
~2~."
/-'. ~''''I' I '.""
/ -'.J~~~ \ \ I
I .-~/~~ I ~'~ ~
f/:;:>
I -'.-'.::--~r/
, -/
C.::;:::;:/ !Ii
~~.." .-7
--;:::?o~ ~/ '
....~.,...'"'5 1f
_;/ ~. ",.1
~ ....41
~~- s,nif.l'
c::=J
CJ
CJ
c=J
CJ
c:l
CJ
CJ
CJ
c=J
c=:J
c:=J
c::::J
~
C=:J
IlSlU,
,
.....f.-]
.,r'--~
083,'8
f I
I
/ / /,,,,,, I
I I
/ / LJ /
l I /
I
--~ C_
---- -: ,,-~~
~----..
, 8"".8.
8~~--..
~i1"1-~______
.~; ~ IilE ~ J.
~
t
( ': ~" '
EXISTING
BUILDING 706
./ I.
mI:ill
;j. I
/
/
/
/
~~,'!8.c~
,
~~8~J
~/
-~~t:g l;t~~ING CW'IN/.:
'MTH PA\/tD ARUo, '~Le:r
i'-':ECrI,'J1 F1-3~a~
rC"cl\.SIi
:~ ~N\,"a15,2~
~~;r~5
~
~~ 8e-111 51-1./ SfR 70'2
~ CURB INLfl
___ W! TrH .,",:" ElOX
EXISTiNG ASPHALT PATH ~~~~;~f~-,eDl-"
11'I1./-81e.\1
~
~~--~~ - ~
1';;=5~~,19 ,,-------------~
UN 11\,'1-815.59 Ri!.~l
mv t.T)=,WU4
lNV :5J-61:J,~S
---------
~
--..::::::--
--
~ --~~.eI"1
rx. 1~;'" pv('
----------------
----"r-i8?~...
------
,-
8~1,'~
.....
x"'-"'-""--
~n~'
~/-"/-y~'Y/
- -----.
,,/---......~-'V~--....'V---~''V/~ ~-~~'V-~~~ ___--~~ ~
S"Il11A V "'V ~ 11N.:io5
c=J
~
c=J
c:==
Ii
\ \ \
\,~~ "0""
\
\
[J
D
U
D
o
o
o
o
o
U
D
o
7YPF (,,)'F ~l rRFACF
,
~
,
RUNOR= r:nFFRr.fFNT ~
-~NJA:I~i;+:';~ilAre;~''C~
Bare earth
Steep grassed areas (siope 2:1)
Turf meadows
Forested are2S
Cultivated fields-
~~~i~;~~~
Ail watertight roof surfaces
Pavement
Gravel
I.m;lervious soils (heavy)
Impervious soils (with tunl,
Sfightly pervious soil I
Slightly pervious soil {with turf}
Moderately pervious soil
Moderately pervious soil (with turf)
Business, Commereial &. industriaJ
Apartments & Townhouses
Schools &. Churches
Single Farmly Lots < 10,000 SF
LotS < 12,000 SF
Lots < 171000 SF
lots > * acre
Park, Cemetery or Unimproved Area
o
o
D
D
U
o
D
,.. ;" c_,-: ~.' '.1_'..' ,,:: _. - .:.",::'_ ,-
0.55
0.60
0-25
0.20
0.30
TABLE 204-1: Runoff Coefficients ~for Use in the Rational Method
City of indianapoiis
Stomlwater Specifications M<muaI
Appendix page A2-10
, Mav 10. 1995
o
o
D'.
D
o
o
D
D
o
:U
o
D
o
D
o
o
o
o
o
Q)
~
~
:J
o
LL
Cl
"'-
Cf.)
"-
--
o
0..
ca
t:
CO
.. ......
"t:l
t:
.........
.
.~_..~~.~.~~_~._~...~._~_..~...... ...__. ...... __a_._
... ... - ...
. .
..-..-----.----.......--....--....-....-.... ---~&..._--- ..~...
.. .. .. ..
.. .. .. ..
.. .. .. ...
.. .. .. ..
.. ... .. ..
.. .. ... ..
.. .. ... ..
.. .. .. ..
---_.._,------~_...__._,._..._--.------ ..-.-- -~...-. --....- ......
.. .. .. ..
--------.----............-----------...-- ------ ------ ---
. .. ... ..
.. .. .. ..
. . .
. . .
.. __.... ________:.____.._~.._;__ __ .__.......L ___.._... .............. ....
.. ... .. ...
.. .. .. ..
.: . . ~
: : : I ~~~
_u.._~__u-.~.-....~.... <:> I I I
: : : <::>01.:00
: : ~...~~~
. .
.
.1]
Q
4"lI
....
Q
...
....
e
Q
,..
Q
Q
Q
III:l
CO'
eO
...-
::
oS
<:>,s"
lID
.
~
05:
10
Q,
"'lI'
e
<")
~
~
e
. . .
-..---..................-..........----....-.... --
. . .
. . .
. . .
. .
I..UU~.hh.~.h.h~U....;.
I : : : :
i :: .
r..............:.........---1.-
Il ;J
.
....0"_
.;:: ~ -
It'-
~ ":"~ee llQ~<o:I' ~
(.JqrJ!l A+!sue~u; lre;~eCi
"'i
9>
.FlGURE 202-'~. Indianapolis IDF Curve.
City of lnc:!ianapOrtS
Stonnwater Specifications Mam;aI
Appendix: page AZ-3
May 10, 1995
[j
[J
D
D
[j
o
o
o
o
o
D
o
[J
o
D
o
D
[J
o
Return Periorl- RairrfaU Intensity (jnlhr}
Hours Minutes 2 5 10 " 25 50 100
0.08 ( 5) 0.75 ') 6.14 ~ S.08 8.83 ~
- -
0.17 10 3.63 4.75 5.48 6.40 7.07 7.n
0.25 15 2.97 3.92 4.55 5.34 5.94- 6.53
0.5 30 1..98 2.54" 3.09 3.65 4.10 4.50
1 60 1.25 1.67 1.96 2.31 2.62 2.88
2 120 0.75 1.02 1.20 '.40 1.59 1.75
'3 180 0.56 0.75 0.S8 1.03 1.17 1.29
6 360 . 0.33 0.44 0.52 0..50 0.68 0.75
12 720 0.20 026 0.30 0.35 0.39 0.43
24 1440 0.'1 0.15 0.17 0.20 0.22 025
Return Period - Rainfall Depth (in)
Hours Minutes 2 5 10 25 50 100
0.08 5 0.40 0.51 0.58 0.67 0.74 0.81
0.17 10 0.61 0.79 0.91 1.07 1.18 1.30
Q?5 , 15 i 0.74 0.98 1.14- I 1.S4 1.49 i 1.~
0.5 I 3-0 I 0.S9 i 1.32 t 1.::: I 1.83 I 2.05 I 2.25
I t I - - I -'" I ! I I
'1 60 1.25 1...0; I 1...:-6 :2 ~1 2.6" ?gg ..
.
Ii
~
"04
... so.
-= lit....
....-0
-40
'7
"0
.. -.,
., t..::i ~ '" '" _.IQ - .... '.
- .- - ....-
I I I I . I I
3 180 "l -- 2 "5 2.64- I 3.09 3.=1 3.87
. .'Dc
6 I 360 I '.98 i 2.64 I 3.12 I 3.60 I 4.08 4.50
12 720 f 2.40 3.12 3.60 4..20 4.68 5.16
24 1440 I 2.64 3.60 4.08 4.80 528 6.00
TABLE 202-2.: IDF and JDO Tables for incfianapoIis. IN "
~
"
City of Indianapolis
Stonnw;:rt.ar Specifications Manual
Appendix p.age A2-2
May , O. 1595
o
D
o
U
D
o
o
o
o
o
o
u
[J
u
u
[J
o
[J
D
3.0
APPENDIX B
"Stonn Pipe Calculations"
- 6 -
U
D
[J
o
D
[J
U
D
o
D
o
o
D
D
o
o
D
[j
o
(:)
4f.4-~
---
-------
-
-:.
'"
Bl'
".0
----- ~
~~
----
/
/~
I r
I
(
\
----
~~
1
I
<0
o
<:Jr-..
Z
-0
t;)Z
__ I I
------------------../ !
_________ f I
_____ I i
-J I
U
D
o
D
o
D
D
D
o
D
o
D
[J
U
$:
CD
0>
c:
Ori:
D~
m
s...
O~
:c
o
-.~
o
re
~
I ~
.J
.- ,~
C:.:.
r
-#-
.e
~
--
~..)
~c...
'<0.:.
~ I
~N
~
---.
*
~
l.()
o
o
N
I
o
..,...
I
o
-c-
N
tIl
III
.f:
---.J
Q
Z
LL
o
N
o
o
N
(/)
0..
C
"'Cl
.f:
~
;p
\i
--
'"'
E
tl
r--:
LO
LO
o
LO
a
~
Q.l
"-
ti
Q.l
"0
0::
c::J c=J c= c:::J c=J ~ c=:J
1 End 37.0 0.00 0.13 0.00 0.00 0.11 0.0 5.2 6.9 , 0.76 0.00 0.76 5.39 0.59 817.8 17. R'J'J 7? 701-700
2 1 14.0 0.13 0.13 0.85 0.11 0.11 5.0 5.0 7.0 0.77 0.00 0.77 5.92 2.53 12 2.36 818.17 817. 2.17 822.72 702-701
__~w,.",.",.,,~......,. ..".-....-.....
'. /+~j~ =~J]~-~:
=F-~ .. - ............. _m..
, ...............
I
! ! ...."........"....",...
.m...l- ._,~..............um"m
..-...-..."....".....
{~~l .~..._-~...,-~,.
._".....,.,~ . .... ..._..~",..._n
.....,.,......""'.'..."M'
Hydraflow DOT Report
c=J c=J L=:J c=:J
C=:J [:=J CJ C=:J CJ c=J
c=J
c::=J