HomeMy WebLinkAboutStormwater Mgmt System
r '
i~
,-":II.
- "(fI
116th STREET AND GUILFORD ROAD PROJECT
116th Street and Guilford Road
CARMEL, INDIANA
STORMWATER MANAGEMENT SYSTEM
TECHNICAL INFORMATION REPORT
PREPARED BY:
MELTON-PACKARD AND ASSOCIATES
8444 Castlewood Drive, Suite 700
Indianapolis, Indiana 46250
. Phone: (317) 577-0069
Fax: (317) 577-1879
r -ff
"116th STREET AND GUILFORD ROAD PROJECT
CARMEL, INDIANA
STORMWA TER MANAGEMENT SYSTEM
TECHNICAL INFORMATION REPORT
TABLE OF CONTENTS
PROFESSIONAL CERTIFICATION
SITE VICINITY MAP
REPORT
APPENDIX
. RAIN FALL DATA
. SOilS DATA
." FEMA FIRM MAP
. HydroCAD@ ROUTING DIAGRAM
. HydroCAD@ 10 YEAR STORM ROUTINGS - PIPE SIZING
. HydroCAD@ 2 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
. HydroCAD@ 10 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
. HydroCAD@ 100 YEAR STORM ROUTINGS - STORMTECH PERFORMANCE
. FLOWMASTER WORKSHEET FOR PIPE CAPACITY STR.135 TO STR.134
(116TH STREET PROJECT)
. DEVELOPED DRAINAGE EXHIBIT
T .~
116TH STREET AND GUILFORD ROAD PROJECT
MARION COUNTY, INDIANA
STORMWA TER MANAGEMENT SYSTEM
TECHNICAL INFORMATION REPORT
PROFESSIONAL CERTIFICATION
_ {\I\ ~h
/'
.,.'\\\\\,,! '-" '1;1
,~~: \~ :..~.!!.~j~~~
~,,!' ~;.;> ./$.-(:,\ S T i::"tj'..... dV;o .~
;',: ...~~. ,,~.~r(;. 1$';;.. ~
.... "'-'::'!Oo .. .~' t\ J 0 .. ,# ."~
:: (:)' .' rc-,d .. ~ -:
::: ",f~:' ! f ~. ~ .";%J .:;
-;, ~.",,.,J : 1 a n. ~ 4 ;. ;;9,:_
::.~ I '.J.; ~t.~ ::t
:;'~1 .4..luO :~~
~ J;;C \ STA....E O'F .. t.(.J .~
i/f:" ,......., . i t ~ ;:
~.';-;<' \.. / ... .~~.;:
~"I ~ .", t\I D I A ~.~ ...e.'~ ~Jf/*'tt
l!j;,'.. "('1 n .CJ..' . oP.-...', \). ~:tl'
~, "/~')Il'\ :"_:0 "...~~ ~~~~
,/Il;.. tJ tV t~ t .t,.... ~i.;~'Vl
~'.f. 1 J J" 't- ~ *,-"A~..'i
t; I j g i U-i,ii i~~'V'.
Donald M. Gwinnup, Jr.
Registered Professional Engineer No. 19864
State of Indiana
The following report and accompanying computations have been developed by me or
under my direct supervision.
1
_!~k i{.;;]j,;j\;,j';~4t:rlU,).\;;;,,1"~.~ ~"',I
~. "...>:' '..,'J:.:: -.....~I1-r~@~) , ,
(/ K L~.:. \.J~tJ:.; ~:>ez 'l)j~ ~'C ": '
~"'I cZ:) 1..B;;~ -,1'/;- .
dh T)f''"''~ ''1 =, ]: -. ~
( ""('"10'/ i~;' ---~ H/'i~.;:~n;;.~ ,
L~;\/y~lFW ~~~~:'f':7!J,'R r. ~.'..i0
k.;'/',:-:,~:::):",~;,( . ':t~O:'f: It)&.~::... ~ '::- f\ l~" -J, .>
~. ~ II:~; 'Jr, :; : ~ ,-,:. ..
~:~-~'.J'::", ,<
~~~;.i"
? ~ Ii' I: ~.. &f .... ~:.I;"''''''''4. ~..~'"'o .' r I,X' ....'oj ,
"::.:':;:.:e.:-.' :' }:.;'i\ .~,' ~ ',' :: ;;"1_. :1!ts)...._:.!{~. '. .'-J.... .' ':" ~ \: ~;-"::'~'.JD :.in;, . ..:'$i:~;:
....
$Iri ~ 0;;' ~i" ~~{:'t@J fI-? rJ;1} tfJ- - ?tJ" ~11-li: . ;, !.~~~? ':'>i .
Ly;~ :~~;[(~;:~-'\.;-~\ ~ ~i~B .~~~~j~ )v:'f!d,~,(~',t 3f~:o-~]
."j,;r, ~.~ .'C:.: ~.J;+;_. I '::f;';.. ~ "- '-,,-= 'Vf ~L I ' ;!at~<;' .
Ice '.~ . I;: ;.r--;rt ~ '.~ If I , !;:. L~;. }fM)' 7~ ".riii ~ ..; .. .;,' '. ..';/.,:....:N\~:...:._..~::~;::I;.~':'~~,' :.:._.~11;.r~i. '." '.~:...-...-.'......:.....:::.;;..I-.L:'.-.:.;z.~,'.'.:.'.'.'.~..::.~...~.:.;"'-,:.r,'.:!::..;,,:.:r..:..,....~. ,"" ~..__...~..;._~~.O~"'~.,.~,,-...:.:
{}0~dd".;i:' (~)' 1/' :x) I \;~;(~~.~"fJ!~{~ '{.'J. : ' F'Z~~ , ~:. .', ' -'-:-::~~
,..:~.l !?\'3T;, -.... Q. r. ~ ~~;'~'~~:' - t I "!:'/~~~~~' ~'"' '., _:'-""-~~f(a ~~~~__
';,"J'~ '€Iji"~ .:\ .; {) '. ~.; . b., f," '.;" ,,..,'~... II [ill, ;.iz.. ~r(8 ,'"
\ (
~_~~~.~,,~.B~~',;.~~~~J~ t.~:tV;_.
", ?: ~; J."i 'r.~!:.~'. -Ja Ij~ ,- ~:::v}'-ji fl:. \~C;=:;~~ · :~\,,~.\~ 10 '
} &.. ~Sik ..~'!~ .~ r;;; ,/!..(~ -';'ji1I~~i. t~7>' A:e!i:~~"'~ " 8 ~..i[;€f,f4...' H-,~
~,);::: .. ,.. ? ~. ~_. --"< ~....., ..-. ~ ~
I \J · \l,;\f:\~;> · ~! ~iff,ifi/i/!;..J-' '" ,~1.I1' ~ -, ~-;jfi~:
( :JL; I ( ; (.I,~, ~") ~~:~~ ':.: '%:~:" tN.
.i"!"."~ ,;q ","C',,'j r.. 82S~!r~ ,'" ~Li:"~#'
<f1B.,JO ~~~(1(J. ~;-, . 5p. I '; , ;W ry~~..,~.'~
I ;;~Y~q'~~?:' ,
.&1 ~\'.. \.' .~"t":~"5B?' .'::.i
. .., f...CEAST' 1fT,!,' ..""LX~'6mdf\: 0;, ";:~[l:r' . ~.
. ..
.' ,'~ ...:8.. ...::;.:::t.~
'c/.: . t
~.. .:.
.: ~ . ."
~;~,.,":
....:~~k' -.;Ji.:
~> ~ fr~'\i ' ^ a l_ . .,.~. .
:Y"",#!i;, (" .t; j'~.{~
~~~t: .~~~:.~~.,
· i~".f\ ;;:~l~
,', ",fY':': '.
~o~ ~'.'.i'
i(~ .'
I.....
XMap@ 4.5
.. .
'. :::-..:~~',;~.:': :'-'::&11 B
'..
" ..
i~~;~itJ~
:,
~)
b .:,'\~-
~~~} R
,I.{~..;
i.LI ="<'1 .",,,.
',VI ~....-:
1 ,;.
""
, J
~~-~
\
~-.
M'.
.~. - .
y -
Jb- .. · .. '. .
....-_?.
,~.~\f
%(F~
~'it~
'y j;i
. ,
...
,r-. ~J~ i'~'~
. '.f " . : '}i(.::{V:i~
-....P
,~ .,
:i~}, :::f' ... ~'-~
;s~, ,~
,l.\:;: : ;&,. '..
:".
$:. P\':."::' ;,,;.: :'::'
~..!'
':.' _..... ..-.>. dLD8
';' ...:.,~?,? t~
.::i~~\qt"~r~;:' '. U.#i'dJ.r.,
?[v\. ;"')". '.;i,", . .
. .' ;.;:;:~~: :t.,':: ~. '.
-- -,' ", .~ .' -' -' ~
::;;.~'.~..:\ .'
\ ,
..
. ,,~ .~".
Data use subject to license.
@ 2004 Delorme. XMap@ 4.5.
www.delorme.com
TN
UN (4.0"Wj r
I:
Scale 1 : 24,000
II
m
1" = 2,000.0 ft
Data Zoom 13-0
l'
INTRODUCTION
A new commercial development is being planned for a site located in the northwest
corner of the 116th Street and Guilford Road intersection in Carmel, Indiana. The project
is bounded on the South by West 116th Street, on the East by Guilford Road. This report
presents the stormwater computations for the proposed stormwater management
system design. The enclosed computations and conclusions support the request for a
stormwater permit from the City of Carmel/Hamilton County.
EXISTING SITE DRAINAGE
The site is currently undeveloped and occupies approximately 2.409 Acres. The ground
surface elevations on this site vary in elevation from approximately 844 feet, NGVO to
842 feet, NGVO.
This site currently drains via sheet flow from west to east toward the existing road side
ditch along Guilford Road.
PROPOSED SITE DRAINGE
The project's stormwater management system will consist of two drainage networks
containing curb inlets and StormTech underground storm water storage systems. Pipe
sizes in the two networks vary from 12" to 18" diameter concrete pipe. The proposed
system must limit the proposed condition site runoff to 0.24 cfs/acre as required by the
Hamilton County Surveyor for this watershed. The total developed area for this project
is 2.07 acres giving a total proposed condition runoff rate of 0.50 cfs. This flow rate is
evenly split between the two proposed underground storage systems.
The StormTech system was selected for this project do to the small size of the site
which made the use of a surface water pond unfeasible. The system consists of HOPE
arches and a gravel envelope which surrounds the components of the system. The
storm water will be distributed to and collected from the rows of the StormTech system
via 12" HDPE header pipe configurations draining from inlet manhole. The outlet
control orifice will be contained in a modified inlet type "E" structure at the downstream
end of the StormTech system.
An 18" drainage stub for future runoff from the west is being provided as part of this
project. The storm sewer layout from the 116th Street Reconstruction project along
Guilford is being revised to eliminate two structures that are now unnecessary and
adding a pipe with end section at the north side of the proposed entrance to drain the
roadside ditch.
A small portion of the site (0.20 Ac) between the buildings and the right of way lines and
a portion of the entrance drive will discharge directly into Guilford Road and drain to the
proposed curb inlets being installed as part of the 116th Street Reconstruction project.
.. "
This direct discharge is a consequence of the City's request to put the buildings very
close to the right of way lines in order to create a "village" look.
DESIGN REQUIREMENTS
The site has been designed to comply with the City of Carmel/Hamilton County storm
water standards as follows:
o The onsite stormsewer system has been designed to convey the peak discharge
from the post development 1 hour duration, 10 year frequency Indianapolis Huff
2nd quartile, 50% probability rainfall/runoff event (Q 10) in an open channel flow
condition with a full pipe flow velocity of at least 2 feet per second.
o The maximum allowable depth of flooding over the curb inlets, pavement inlets
and ditch inl'ets during the 1 O-year design storm event is less than 6 inches.
o .The proposed Storm Tech system must reduce the post developed runoff rate to
. the allowable release rate of 0.24cfs/acre as required by the Hamilton County
Surveyor. The allowable release rate for this site is 0.50 cfs. This release rate
must be met for the 2, 10, & 100 year 24 hour event.
o The Storm Tech system was routed with full range of storm events (1, 2, 3, 6, 12,
and 24 hour) for the 2, 10, and 100 year event to estimate the peak water
elevation within the system. This elevation is checked against the casting
elevations of the proposed structures to ensure the parking. lot does not become
inundated with backwater from the system.
METHODOLOGY FOR PRE-DEVELOPED SIMULATION
This site is part of a watershed that has an allowable release rate set by the
Hamilton County Surveyor based on the most restrictive downstream channel or
structure. For this project the release rate is 0.24 cfs/acre.
METHODOLOGY FOR POST-DEVELOPED SIMULATION
The post-developed stormwater drainage conditions were analyzed by studying the
available information for the project as follows:
1. Available information was collected or processed including the site grading and
drainage plans, topographic survey, air photo, and soils map, the City of
Indianapolis Stormwater Design and Construction Specifications Manual rainfall
data and observations obtained during a site inspection by the designer.
)"..-
2. The post-developed condition onsite' drainage areas were delineated and
electronically measured (AutoCAD) on the site grading and drainage plans.
3. Each sub-basin was analyzed and a runoff coefficient and time of concentration
were assigned to generate the peak runoff.
4. The proposed stormsewer system geometry and hydrologic data was inserted
into the stormwater runoff and hydraulics computer model HydroCAD@. This
model is the basis of all design storm simulations for the project.
5. The HydroCAD@ model was executed for the 10 year frequency storm event.
The stormsewer geometry was adjusted through an iterative process until an
acceptable system design was achieved. Parameters such as pipe depth, pipe
cover, pipe slope, pipe capacity and pipe velocity were considered in the design
adjustments.
6. The HydroCAD@ model was executed for the 2, 10, and 100 year 24 hour event
to verify the proposed condition release rate.
7. The HydroCAD@ model was executed for a range of durations (1, 2, 3, 6, 12, and
24 hours) for the 2, 10, and100 year storm events to verify the capacity and
functionality of the proposed StormTech system.
8. Provide a storm sewer stub to the west to pick up storm water from future
development to the west.
OUTPUT DESCRIPTION
The HydroCAD@ summary output data is arranged as follows:
DRAINAGE DIAGRAM: The Drainage Diagram shows the individual nodes that make
up each project. The nodes are usually connected by arrows that indicate how their
outflows are routed.
SUBCATCHMENT (BASIN) SUMMARY: The Subcatchment (Basin) Summary
provides hydrologic data for each drainage area flowing to an inlet structure. The input
data includes total rainfall amount, storm duration, rainfall distribution, peaking factor,
contributing drainage area, time of concentration, and runoff coefficient. The output data
includes peak discharge and total runoff volume.
REACH SUMMARY: These summary tables provide stormsewer pipe reach hydraulic
data. Some of the input data includes design flow, total contributing watershed area,
pipe diameter, pipe length, pipe slope, Manning's N value, and upstream/downstream
structure numbers. The output data includes the percent of pipe capacity used, flow
depth, full-flow velocity and actual velocity.
l' t,
STORMSEWER PERFORMANCE TABLE:
The following table illustrates key data from the stormsewer system routings.
p
d C d.t" 5t
5 t P rf
T bl
ropose on I Ion ormsewer ,ys em e ormance a e
STORM PIPE PIPE PIPE-FULL 10YR/1HR
SEWER DIAMETER CAPACITY VELOCITY PEAK Q
SEGMENT (INCHES) (CFS) (FPS) (CFS)
706-705 15 4.62 3.9 2.75
704-703 15 4.57 2.0 0.19
709-708 12 3.56 5.0 2.80
707-703 15 4.57 2.0 0.19
703-702 18 6.20 2.0 0.37
702-701 18 6.20 2.0 0.37
710-702 12 2.59 2.5 0.44
STORMTECH STORMWATER SYSTEM PERFORMANCE TABLE (North System):
p
d C d.f St
S t P rf
D 2 10 & 100 Y St
E t
ropose on I Ion orage ;ysem e ormance ata- , , ear orm ven s
DESIGN 24 HOUR PRE-DEV POST DET. PEAK PEAK
STORM RAIN- ONSITE DEV POND POOL POND
EVENT FALL TARGET PEAK PEAK ELEV STORAGE
AMOUNT FLOW* POND OUTFLOW {FT- (AC- FT)
(INCHES) (CFS) INFLOW RATE NGVD)
(CFS) (CFS)
2 YR-24 HR 2.64 0.25 0.18 0.12 841.56 0.05
10 YR-24 HR 4.08 0.25 0.31 0.18 841.98 0.10
100 YR-24 HR 6.00 0.25 0.48 0.25 842.72 0.17
STORMTECH STORMWATER SYSTEM PERFORMANCE TABLE (South System):
p
d C d.. 5t
5 t P rf
D 2 10 & 100 Y 5
E
ropose on Itlon orage ;ys em e ormance ata- , , ear torm vents
DESIGN 24 HOUR PRE-DEV POST DET. PEAK PEAK
STORM RAIN- ONSITE DEV POND POOL POND
EVENT FALL TARGET PEAK PEAK ELEV STORAGE
AMOUNT FLOW* POND OUTFLOW {FT- (AC- FT)
(INCHES) (CFS) INFLOW RATE NGVD)
(CFS) (CFS)
2 YR-24 HR 2.64 0.25 0.18 0.12 841.57 0.05
. 10 YR-24:HR 4.08 0.25 0.31 0.18 841.99 0.10
100 YR-24 HR 6.00 0.25 0.49 0.25 842.74 0.17
..
116th AND GUILFORD ROAD
APPENDIX
116th AND GUILFORD ROAD
RAINFALL DATA
-'-
" -.''-'.....' " ". .,.. "...:. :.:..~-
'\~...;,:: :". '.:', :: ".." ,,--
. '"<.<....~{,~~,....~~:.-..~.,:~r..'-....v ,.'
or
CI,TY OF INDIANAPOLIS
DEPARTMENT OF CAPITAL ASSET MANAGEMENT.
STORMWATERDESIG.N AND.
CONSTRUCTION SPECIFICATI;ONS
J' .
MANU_AL ;
. i...:
t
.!
A' 00052
. "
Return Period ~ Rainfall Intensity (inlhr)
,
Hours Minutes .2 5 10 25 . ,50 1'00
" '
0.0.8 '. .5 .4..75 .' '6..14 6.9'9 8.08 8.83 ' '9.69'
0.17 10 3.63 4.75 5.48 6.40 7.07 7.77.
"
0.25. 15 . 2.~97" . 3.92 4.55 5.34 5'.94 6.53
..
0.5 30 1.98 2.64' 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..76 ' ,1.02 1.20 1.40 -. 1'.59 1.75
3 1.80 0.56 0.75 0.88 1.03 .. . 1 ~17 1.29
1
6 360 0.33 0.44 0.52 0..50 ./ ,0.68 0.75
-12 720 0'.20 0.26 0.30 0.35 0.39 0.43
24 1440 O. 11- 0.15 0.17 0.20 0.22 0.25
Return Period". :Rainfall Depth (in)
Hours. Minutes . 2, 5 10 25 50 100
0.08 5 0.40 O~51 . O~58 0.67, 0.74 0.81
. .
0.17 10 O~61 0~79 0.91 1.07 1.18 1.30
.0.25 15, 0.74 0.98 .1.14 1.,34 1.49 '1.63
. .0.5' 30 0.99 1.32 1.55 ,1..83 2.05 2.2.5 .
,. 60 1.25 1.67 1.96 2.31 ' 2.62 2~88,
2 120 1.52 ' 2.04 2.40 2.80 3.18 3.5:0
3 .180 '1.68 2.25' 2.64 3.09 3.51 3.87'
6 360 1.98 2.64 .. 3.12' 3".'60 4.08 4,.50
'12 720 2.40, 3~12 ' 3.60 4.20 4.68 5.16
24 1440' 2.64 3.60 4.08 . 4~80' 5.28 '6..00
. .
TABLE, 202-2: rDF and IDD Tables for .Indianapolis, IN,
~ity of'.Jndianapolis ,
Stormwater Specification~s.', tyIan'ual,
Appendix page A~-2
May 10, 1995
f
116th AND GUILFORD ROAD
SOILS DATA
i~!0~_B~f!.~,~~~l~~~/}:f~:
: .' ..':. ',~d...'. >.'...::'~'\,i;i2.-:::',...:.. .....> '..:,'~.".".,. .~.'.':.'.'.'..'."h;'.
':.:'. :..'." .' .....:.. -.......... :..-,' ..
. - '.' '.- . ~.- : '.:' . .... .::.., -:' . . . '.. ~ ". . :., '. .: . ' .'- .....
, ,'.' '...:...{tfam.'t()if.&.~..:,:: i.
~~.lf!;i~~!!Cf
,
. .'. ..... "" . "'.
. ....:.'.:....;'.:..:....::...: :.: ".": .
.' :,.:'. ::::: ':: ::~.::'.:":' :.: .
:............, .:........ .
::'. ..,..:- .~," -.:. .. .,... .
.. , -" .:...... . '-. .'
'. . ;. '., .... ," .: '..,..:..,..... ":' . -. ::.: . '.:~. ~ ~~"';
: :...:.:...:.......-.:... '.: .... .... ;
. '. "0;:' :.... ; :.~, _:~. :..:': ';'.
;:......:..' :.... .......:.-.:.. .....:. . ";
.' . ',.'. ....... :.' :' . ;.
. :'. . - '. ....-. '. :.< :
.. . '. '. ,. .
. . "':"~':">'" '>.':> :...... . . .': .,' ..
. . . ". . ". ..' . ,
. .' .' .' ..' -" . .. ..: ." ,.
. .' . . '. . . . '~.'.' .... . -:' ....... :: . .
. .' .' '" .
'.: . ',. -. . .... ". .: . -. . ,
. ....:.. '..-. .':.: .
:. ,.' . .
..:.... . "-" ... ...... ..'
". . ,. ....
.. ',-'"
.' ':. .
.: ' ',' ". . '. .: .
.. . -.... .' .,....
. . ":;~~:i~;,:}:; ,:. .: .:. .
. '.'.. . .. .' .
. , '; .:. ..... - ' .
, . .
. (~~i\~~~:~ist:'-~:t~:P~!t~i6= thfAg ric u Itu re
intb()per~tiohwith.. . //'
Purdue Unive,rsity Agricultural Exper~i;'-~-\l,~yY'
- .",."-"..:?//
r:-
JDIANA ,'.:.- SHEET NUMBER 50
I
rA
C PJt6!e~T S,TE.
116th AND GUILFORD ROAD
FEMA FIRM MAP
1
J-
w
w
u..
o
o
LO
W
--J
()
(J)
W
~
~
x
o
a:
0.
0.
<(
I
~
c.=t
c:J
a&::
A.
......
~
:z
=
=>>
en
2:
c:a
o
9
u..
-'
c:c
z:
C)
Ei
:z:
LLI
=c
a:::
....
Co:)
:z:
=
=
en
=e2!5
~g
ii:~
a..
cc
::e
ri
z
D
o
U
~
f-4
~
o
~<~
~~~
~Qe
~~~
CI)
<
~
~
~
Ii
CIO
<
i
!
g
~
g
~
~
Ig~
5
~
ii:
Q.
~I ~ ~
~I s ~
if
iu
~ ....
~cn
a:I c:=-
aN
=C)
:z:t=!
~~
== ....
~
; ~I f i;
~8~~1
IJI
1I"i
:!O!ffi!
I~i
I~I
!;~I
s::E i
i~S
I~j
~S~
~!1
~~~
~~] .
sIftt
liIi
z'i"o
.. CW)
..., 0
tic:=-
caN
~~
f;i::
LI.I cc
1:::=
wgs
~
6
z
(I)
...J
W
Z
~
o a:
G') 0
eN IL
......
~
CD
c::::J
eN
....I
....
:II!:
~
w
Z
o
N
CITY OF CARMEL
HAMILTON COUNTY
~
~
>
CD 0
(l)O~
.cCtO
~m~~~
ci.~~~d
to to 1ii"D (I)
E1i"Dg~
"D....CD_~
~!~~~
"~""51D
~OC~
iC~~~
.e8g~Ci)
~"tJ!.8 g.
!!lQ.~tO~
~~-8.2-g
tOU)t01;jo
CD .- E E u::
~~:5.e<(
OaiCDC~
cc.o::w
.Q:::J~gu.
5CtO"D~
a. o.c e ....
ca t:: i;' ~ ~
o~EI~
is: u. .c 1ii 0
o ~~ -; !
~ .~' ~: ~
~~11&g
cM.g~~
CQ~C8E
~~~:a{!
~lIftI.!~
~~o~o..
?CX
~
v1
OH OH0:l11f'19
ijO A9010NH:J3.l
tn
:z::
~
w
z
~
UJ
5
o
o
~
1
116th AND GUILFORD ROAD .
HYDROCAD ROUTING
DIAGRAM
i~ i
w
C)
c=:
<(
IZ
0-
enen
-<(
Om
t-
u
W
c=:
o
o
Z
w
:rZ
I-Q
$~~
a..w
OCfJ
c::
'"
~
a..
o
rr
'"
~
a.
o
cr
00
T-
~
a..
()
c::
ex>
~
-if?
w
C)
<(
rY
o
I-
00
Z
a.
~
Lo
~
w
(!)
<(
a::
o
I-
00
00
~
a..
()
a::
Lo
~
a..
a.. 0
0 a::
a:: '"
T-
to
~
0>
00;>
0> ~co
co
O~ <(N
~co wM
co a.. a::
<(N >-:r
wM 1-<(
a..C=: I-Z
>-:c ww
1-<( -JW
I-Z Zz
ww
-JW
Zz
vUJ
oE
OID
~~
~CI)
oL..
~(J)
+-I
::J
Q.
E
c en 8
2w e
.c J- .2
(.)<(~
CD()""C
.. (J)
EO=
... en a.
SCl)~
0<(('1)
o~g
~Q~
E~~
i!<{o>
C)~~
.!!! () @
C<(T-
C1)Cl..F'-
C)_CX>
caZ~
cOo
.- J- c
cu....J........
... W UJ
C~g
>.~
.c@
"Co
~<(
caO
c..e
Q)u
'->-
Cl..:r:
-:, 1
116th AND GUILFORD ROAD
HYDRO CAD 10 YEAR
STORM ROUTINGS
PIPE SIZING
:(
stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 1
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer 8ystems 10/6/2004
Time span=0.00-36.00 hrs, dt=0.02 hrs, 1801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+ Trans method - Pond routing by Stor-Ind method
Subcatchment 706: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.030 ac Runoff Depth=1.36"
Flow Length=366' Tc=6.3 min CN=94 Runoff=2.75 cfs 0.117 af
Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V Runoff Area=1.040 ac Runoff Depth=1.36"
Tc=5.0 min CN=94 Runoff=2.80 cts 0.118 at
Subcatchment 710: 12" RCP WITH END SECTION
Runoff Area=0.260 ac Runoff Depth=0.82t1
Tc=5.0 min CN=86 Runoff=O.44 cfs 0.018 af
Subcatchment DIRECT: DIRECT DISCHARGE BASIN
Runoff Area=0.200 ac Runoff Depth=0.72'~
Tc=5.0 min CN=84 Runoff=O.30 cfs 0.012 af
Reach 706NSTOR: 15" RCP Peak Depth=0.69' Max Vel=3.9 fps Inflow=2.75 cfs 0.117 af
D=15.0" n=0.013 L=43.0' 8=0.0051 'f Capacity=4.62 cts Outflow=2.75 cfs 0.117 af
Reach 709SSTOR: 12" RCP Peak Depth=O.67' Max Vel=5.0 tps Inflow=2.80 cts 0.118 at
D=12.0" n=0.013 L=8.0' 8=0.0100 'f Capacity=3.56 cts Outflow=2.80 cts 0.118 af
Reach 702701: 18" RCP Peak Depth=0.33' Max Vel=2.3 fps Inflow=0.66 cfs 0.246 af
D=18.0" n=0.013 L=145.0' 8=0.0034 'f Capacity=6.17 cfs Outflow=0.66 cfs 0.246 af
Reach 703702: 18" RCP Peak Depth=O.33' Max Vel=2.3 fps Inflow=O.67 cfs 0.246 af
D=18.0" n=0.013 l=155.0' 8=0.0035 'f Capacity=6.20 cfs Outflow=O.66 cfs 0.246 af
Reach 710702: 12" RCP Peak Depth=0.28' Max Vel=2.5 fps Inflow=O.44 cfs 0.018 af
D=12.0" n=0.013 L=36.0' 8=0.0053 'f Capacity=2.59 cfs Outflow=0.44 cfs 0.018 af
Reach NSTOR703: 15" RCP Peak Depth=0.17' Max Vel=1.8 fps Inflow=O.19 cfs 0.114 af
0=15.0" n=0.013 L=30.0' 8=0.0050 'f Capacity~4.57 cts Outflow=O.19 cfs 0.114 at
Reach SSTOR703: 15" RCP Peak Depth=0.17' Max Vel=1.8 fps Inflow=O.19 cfs 0.115 af
D=15.0" n=0.013 L=30.0' 8=0.0050 'f Capacity=4.57 cfs Outflow=0.19 cfs 0.115 af
Pond 1 P: NSTORAGE Peak Elev~842.04' 8torage=4,662 cf Inflow=2.75 cfs 0.117 af
Primary=0.19 cfs 0.114 af 8econdary=0.00 cfs 0.000 af Outflow=O.19 cfs 0.114 at
Pond 2P: SSTORAGE Peak Elev=842.06' 8torage=4,721 cf Inflow=2.80 cfs 0.118 af
Primary=O.19 cfs 0.115 af 8econdary=0.00 cfs 0.000 af Outflow=O.19 cfs 0.115 af
Total Runoff Area = 2.530 ac Runoff Volume = 0.;264 af Average Runoff Depth = 1.25"
'1
storm tech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 2
HydroCAOO 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems 10/6/2004
Subcatchment 706: INLET TYPE A MOD NEENAH R 3286-8V
Runoff =
2.75 cfs @ 0.51 hrs, Volume=
0.117 af, Depth= 1.36"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96"
Area Cac) CN Description
1.030 94 Urban commercial, 85% imp, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) ( ftlft) (ftlsec) (cfs)
1.0 64 0.0180 1.1 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.6411
4.6 238 0.0050 0.9 Sheet Flow,
Smooth surfaces n= 0.011 P2= 2.64"
0.7 64 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
6.3 366 Total
Subcatchment 709: INLET TYPE A MOD NEENAH R 3286-8V
Runoff =
2.80 cfs @ 0.49 hrs, Volume=
0.118 af, Depth= 1.3611
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfall=1.96"
Area (ac) CN Description
1.040 94 Urban commercial, 85% imp, HSG C
T c Length
(min) (feet)
5.0
Slope Velocity Capacity Description
(ftlft) (ftlsec) (cfs)
Direct Entry,
Subcatchment 710: 12" RCP WITH END SECTION
Runoff =
0.44 cfs @ 0.53 hrs, Volume=
0.018 af, Depth= 0.82"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR RainfalJ=1.96"
Area {a c)
0.130
0.130
0.260
CN Description
98 Paved roads w/curbs & sewers
74 >750k Grass cover, Good, HSG C
86 Weighted Average
;, J"
stormtech run Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Prepared by MELTON-PACKARD & ASSOCIATES Page 3
H droCAD@ 7.00 sIn 002871 @ 1986-2003 A lied Microcom uter S stems 10/6/2004
T c Length
(min) (feet)
5.0
Runoff =
Slope Velocity Capacity Description
(ftIft) (ftIsec) (cfs)
Direct Entry,
Subcatchment DIRECT: DIRECT DISCHARGE BASIN
.0.30 cfs @ 0.53 hrs, Volume=
0.012 af, Depth= 0.72"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Indy Huff 1-hr 1.00 hrs IN 10YR-1HR Rainfal/=1.96"
Area (ac)
0.080
0.120
0.200
T c Length
(min) (feet)
5.0
Inflow Area =
Inflow =
Outflow =
CN Description
98
74 >75% Grass cover, Good, HSG C
84 Weighted Average
Slope Velocity Capacity Description
(ftIft) (ftlsec) ( cfs)
Direct Entry,
Reach 706NSTOR: 15" RCP
1.030 ac, Inflow Depth = 1.36" for IN 10YR-1HR event
2.75 cfs @ 0.51 hrs, Volume= 0.117 af
2.75 cfs @ 0.51 hrs, Volume= 0.117 af, Atten= 0%, Lag= 0.3 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity= 3.9 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 2.5 fps, Avg. Travel Time= 0.3 min
Peak Depth= 0.69' @ 0.51 hrs
Capacity at bank full= 4.62 cfs
Inlet Invert= 841.331, Outlet Invert= 841.11'
15.0" Diameter Pipe n= 0.013 Length= 43.0' SIope= 0.0051 'f
Inflow Area =
Inflow =
Outflow =
Reach 709SSTOR: 12" RCP
1.040 ac, Inflow Depth = 1.36" for IN 10YR-1HR event
2.80 cfs @ 0.49 hrs, Volume= 0.118 af
2.80 cfs @ 0.49 hrs, Volume= 0.118 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+ Trans method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Max. Velocity= 5.0 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 3.5 fps, Avg. Travel Time= 0.0 min
Peak Depth= 0.67' @ 0.49 hrs
Capacity at bank full= 3.56 cfs
Inlet I nvert= 841. 191, Outlet I nvert= 841. 11 '
2.0" Diameter Pipe n= 0.013 Length= 8.0' SIope= 0.0100 'f
T
116th AND GUILFORD ROAD
HYDROCAD 2 YEAR
STORM ROUTINGS
STORM TECH PERFORMANCE
\i:
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64"
Page 3
8/18/2004
Pond 1 P: NSTORAGE
1.030 ac, Inflow Depth = 2.00" for IN 2YR-24HR event
0.18 cfs @ 7.44 hrs, Volume= 0.172 af
0.12 cfs @ 12.80 hrs, Volume= 0.165 af, Atten= 330k, Lag= 321.6 min
0.12 cfs @ 12.80 hrs, Volume= 0.165 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing byStor-lnd method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.56' @ 12.80 hrs Surf.Area= 0 sf Storage= 2,337 cf
Plug-Flow detention time= 297.5 min calculated for 0.165 af (96% of inflow)
Center-of-Mass del. time= 271.8 min ( 1,004.8 - 733.0 )
# Invert Avail.Storage Storage Description
1 841.11' 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841.78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843.19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9, 138
9,170
9,180
'1.
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 -sIn 002871 @ 1986-2003 Applied' Microcomputer Systems
Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64"
Page 4
8/18/2004
# Routing Invert Outlet Devices
1 Primary 841.111 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.721 3.5" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.12 cfs @ 12.80 hrs HW=841.561 (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.12 cfs @ 2.8 fps)
Secondary OutFlow Max=O.OO cfs @ 0.0.0 hrs HW=841.111 (Free Discharge)
L2=Orifice/Grate (Controls 0.00 cfs)
j~
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 ApRlied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 2YR-24HR Rain fa 1/= 2. 64"
Page 5
8/18/2004
Pond 2P: SSTORAGE
1.040 ac, Inflow Depth = 2.00" for IN 2YR-24HR event
0.18 cfs @ 7.40 hrs, Volume= 0.174 af
0.12 cfs @ 12.78 hrs, Volume= 0.167 af, Atten= 33%, Lag= 322.7 min
0.12 cfs @ 12.78 hrs, Volume= 0.167 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.57' @ 12.78 hrs Surf.Area= 0 sf Storage= 2,363 cf
Plug-Flow detention time= 298.1 min calculated for 0.167 af (96% of inflow)
Center-of-Mass det. time= 272.6 min ( 1,003.6 - 731.1 )
# Invert AvaiJ.Storage Storage 'Description
1 841.11' 9,180 cf Storm Tech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841. 78
841.86
841.94
842.03
842. 11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843. 19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1.,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9, 138
9,170
9,180
~,I, "
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Indy Huff 24-hr IN 2YR-24HR Rainfal/=2.64"
Page 6
8/18/2004
# Routing Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.741 3.8" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.12 cfs @ 12.78 hrs HW=841.57' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.12 cfs @ 2.8 fps)
Secondary OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.111 (Free Discharge)
L2=Orifice/Grate (Controls 0.00 cfs)
.. (I \~
116th AND GUILFORD ROAD
HYDRO CAD 1 0 YEAR
STORM ROUTINGS
STORM TECH PERFORMANCE
. j
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAD@ 7.00, sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 10YR-24HR Rainfal/=4.0B"
Page 1
8/18/2004
Pond 1 P: NSTORAGE
1.030 ac, Inflow Depth = 3.40" for IN 10YR-24HR event
0.31 cfs @ 7.35 hrs, Volume= 0.292 af
0.18 cfs @ 13.00 hrs, Volume= 0.283 af, Atten= 42010, Lag= 339.3 min
0.18 cfs @13.00 hrs, Volume= 0.283 af
0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.981 @ 13.00 hrs Surf.Area= 0 sf Storage= 4,368 cf
Plug-Flow detention time= 346.2 min calculated for 0.283 af (97% of inflow)
Center-of-Mass det. time= 325.1 min ( 1,034.1 - 709.0 )
# Invert Avail.Storage Storage Description
1 841.111 9,180 cf StormTech SC 740 Listed below
Elevation
(feet)
841. 11
841.19
841.28
841.36
841.44
841.53
841.61
841. 78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843. 19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
'~~~ )
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAO@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Indy Huff 24-hr IN 10YR-24HR Rain fa 1/= 4. 08"
Page 2
8/18/2004
# Routing Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.72' 3.5" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.18 cfs @ 13.00 hrs HW=841.98' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.18 cfs @ 4.2 fps)
Seconda'ry OutFlow Max=O.OO cfs @ 0.00 hrs HW=841.11' (Free Discharge)
L2=Orifice/Grate (Controls 0.00 cfs)
'i] f ':': ),
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAO@ 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 10YR-24HR Rainfal/=4.0B"
Page 3
8/18/2004
Pond 2P: SSTORAGE
1.040 ac, Inflow Depth = 3.40" for IN 10YR-24HR event
0.31 cfs @ 7.31 hrs, Volume= 0.295 at
0.18 efs @ 12.98 hrs, Volume= 0.286 af, Atten= 42%, Lag= 340.0 min
0.18 efs @ 12.98 hrs, Volume= 0.286 at
0.00 cfs @ 0.00 hrs, Volume= 0.000 at
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 841.991 @ 12.98 hrs Surf.Area= 0 sf Storage= 4,419 cf
Plug-Flow detention time= 347.7 min calculated for 0.286 af (970k of inflow)
Center-of-Mass det. time= 326.4 min ( 1,033.6 - 707.2 )
# Invert Avail.Storage Storage Description
1 841.111 9,180 ct StormTech SC 740 Listed below
Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841 .53
841.61
841. 78
841.86
841.94
842.03
842. 11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843. 11
843.19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
3,818
4,212
'4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9, 138
9,170
9,180
.~ {"..
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
HydroCAOO 7.00 sIn 002871 @ 1986-2003 Applied Microcomputer Systems
Inflow Area =
Inflow =
Outflow =
Primary =
Secondary =
Indy Huff 24-hr IN 100yr 24hr Rainfal/=6.00"
Page 1
8/18/2004
Pond 2P: SSTORAGE
1.040 ac, Inflow Depth = 5.30" for IN 100yr 24hr event
0.49 cfs @ 7.30 hrs, Volume= 0.459 af
0.25 cfs @ 13.13 hrs, Volume= 0.445 af, Atten= 48%, Lag= 350.0 min
0.25 cfs @ 13.13 hrs, Volume= 0.445 af
0.00 cfs @ 13.13 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.02 hrs
Peak Elev= 842.74' @ 13.13 hrs Surf.Area= 0 sf Storage= 7,518 cf
Plug-Flow detention time= 410.4 min calculated for 0.445 at (970,,'<> of inflow)
Center-of-Mass det. time= 388.0 min ( 1,078.5 - 690.5 )
# Invert Avail. Storage Storage Description
1 841.11' 9,180 cf StormTech SC 740 Listed below
. Elevation
(feet)
841.11
841.19
841.28
841.36
841.44
841.53
841.61
841. 78
841.86
841.94
842.03
842.11
842.19
842.28
842.36
842.44
842.53
842.61
842.69
842.78
842.86
842.94
843.03
843.11
843.19
843.28
843.36
843.44
843.53
843.61
Cum.Store
( cubic-feet)
o
442
882
1,316
1 ,748
2,174
2,594
3,416
3,818
4,212
4,600
4,978
5,348
5,708
6,058
6,398
6,728
7,044
7,348
7,636
7,908
8,160
8,396
8,612
8,802
8,962
9,082
9,138
9,170
9,180
~('.) 'i
stormtech run
Prepared by MELTON-PACKARD & ASSOCIATES
H droCAD@ 7.00 sIn 002871 @ 1986-2003 A lied Microcom uter S stems
Indy Huff 24-hr IN 100yr 24hr Rainfal/=6.00"
Page 2
8/18/2004
# Routin Invert Outlet Devices
1 Primary 841.11' 2.8" Vert. Orifice/Grate C= 0.600
2 Secondary 842.74' 3.8" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.25 cfs @ 13.13 hrs HW=842.74' (Free Discharge)
L1=Orifice/Grate (Orifice Controls 0.25 cfs @ 5.9 fps)
Secondary OutFlow Max=O.OO cfs @ 13.13 hrs HW=842.74' (Free Discharge)
L2=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.2 fps)
~-" ( "I Ii
116 TH AND GUILFORD ROAD
FLOWMASTER DATA
~ (: "\ ..
Worksheet for Circular Pipe - 1
Upstream Velocity: 0.00
Normal Depth: 1.25
Critical Depth: 1.02
Channel Slope: 0.01000
Critical Slope: 0.01000
ftls
ft
ft
ftIft
ftIft