HomeMy WebLinkAboutDrainage Calculations
DRAINAGE CALCULATIONS
FOR
VILLAGE GREEN
SECTION 2
Job# 05~0679
211 West Smokey Row Road
Carm.el, IN 46032
Hamilton Co-unty, Indiana
Prepared for:
Drees Homes
6650 Telecom Drive
Suite 200
Indianapolis, Indiana 46278
Tele (317) 247-7300
Fax (317) 347-7318
Prepared by:
Christopher M. Figueroa.
Weihe Engineers, Inc.
10505 North College Ave.
Indianapolis, IN 46280
Phone (3 1 7) 846-6611
Fax (3 I 7) 843-0546
January IS, 2007
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VILLAGE GREEN
SECTION 2
TABLE OF CONTENTS
1. PROJECT NARRA.TIVE
2. POST -DEVELOPED MASTER PLAN CALCULATIONS
3. PIPE SIZING MASTER PLAN CALCULA nONS
4. GUTTER SPREAD CALCULATIONS
5. EMERGENCY OVERLFOW CALCULA nONS FOR DRY AND WET POND
6.- LEGAL DRAIN RELOCATION CALCULATIONS
7. WATER QUALITY CALCUALTIONS
8. BACK COVER POCKET
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POST-DEVELOPED STORAGE-ROUTING MODEL OVERALL BASIN MAP
POST-DEVELOPED PIPE-SIZING MODEL OVERALL BASIN MAP
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VILLAGE GREEN
SECTION TWO / MASTER PLAN
DRAINAGE NARRATIVE
Drees Homes is proposing the development of residential townhomes in
Hamilton County to be known as Village Green, Section Two. The site is located on the
Sauthside of Smokey Row Road (136th Street), and West of the Manon Trial. The site is
more specifically located in a part of the East Half of the Northeast Quarter of Section 25,
Tovmship 18 north, Range 3 East, Clay Township, Hamilton County, Indiana.
EXISTING CONDITIONS
The new Hamilton County unit allowables have been utilized to determine the
pre-developed release rates. The pre-developed unit allowable release rates are 0.1 c.f.s.
per acre for the 2-year pre-developed and 0.3 c.f.s. per acre for the 1 O-year pre-developed
release rate.
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For this submittal there are two different allowable release rates for the site. The
reason for this is due to the separation of Section 1 form Section 2. Section I utilized 6.30
acres to determine tbe release rates, and the overall master plan utilizes 9.30 acres. These
areas were determined using the entire Right-of-way as well as the entire floodway at the
direction of City of Carmel's Engineering Department. Below is the list of allowable
release rates far Section 1 and the overall master plan:
Pre-Developed Allowable Release Rates (Critical Duration Analvsis
Overall Master Plan with Floodway & R!W = 9.30 Acres
2-year = 0.93 c.f.s.
1 O-year = 2.79 c.f.s.
PROPOSED CONnITIONS
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The modeling for the post-developed site has been broken dovm into two sections.
The first section is the modeling for Section J. This modeling includes the construction of
a temporary dry basin that will handle the runoff from Section 1. The second modeling is
for the Overall site. This modeling includes the proposed wet pond that is to be
constructed with Section 2. This wet pond will handle all of the runoff for the entire site.
Another feature that is to be included in Section 1 is the use of the 2' sump drops
in all of the inlets. Thi s wi II provide tbe necessary water quality until Section 2 is built.
With Section 2 there \\'1.11 be a mechanical unit that is to be installed. This unit will serve
as the water quality unit for the entire site. Also another feature for the site will be the use
of flapgates, these gates will ensure that there will not be a backwater effect on the Dry
basin as well as the Pond when it is built.
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ICPR version 3.02, by Streamline Technologies has been used to analyze the post-
developed site. This program routes and analyzes all components in a storm system on a
user-defined time interval. Below is a list of the peak discharges for the site.
Post-Developed Dischar2:e into Grassv Creek (Critical Duration Analvsis)
Overall Master PJan
2-year = 0.65 c.f.s.
1 O-year = 1.11 c.f.s.
1 OO-year = 1.84 c.f.s.
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Iv1AP 'I
INDIA~JA.POLIS
M ETROPOLlTAI\J
PLANt~ING AREA.
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!l ~ ~ ~'05"'Ll SMAP
S::L 3OC<VILLC !!!l ". -..,.., 3 ~ ."'us" ~ .~
lY ~ Vi' ""'R" II ~ ___ .."",E" "
"'MS ",''OS 5' Ii ~ ~ I I I~ .. : t7 r--~~ i ~ ","os
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~.V !,,~ I. 1~
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! '" ~h I,D17I:67'i: 465 .J ~; [OGfNOO~
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d 135 ~~DM'" w\ r~
~'~"'",R' 1\
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* PROJECT LOCATION
H81H5T .___-
VINCINITY MAP
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AREA MAP
* PROJECT LOCATION
NOT TO seAL
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\ \RESIDENTIAL
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LOCATION MAP
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R-2
RESIDENTIA
R-2
RESIDENTIA
NOT TO SCALE
* PROJECT LOCA nON
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POST-DEVELOPED
MASTER PLAN
CALCULA TIONS
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iJ/~)'~#' ':;;l"j\i;SS" '0'"6' ' :7';"';\''';''~'
: . ;0u -;.",.v,'N:.J]l :~,", - X{.~:~J.'f;~:Jf.I,~~
. .": :,'..n :f'i.'~.""v,',"" .'i)i\,- ..... ;,.~ - :. -' ',-..':-01.... .:-'-';,:,~;CJ';; .'-t'
Post-Developed Site
Village Green
Date: 2/12107
Subbasin
Town Houses
!~:$~~~ITnl~~iQ'~'i:'~(~1~~:~~~~.li#:~~~:~~~~I~~~~~~~J~:~~~I~j~~~l~~J},~c~t~.:~:':::~:~'
CN
87
Total
Area
4.09 ac
4.09 ac
87
Subbasin
Town Houses
CN
87
Total
mi~9~IC
Subbasin
. Grass
Impervious
Area
0.13 ac
0.13 ac
87
Area
0.41 ac
0.36 ac
Total
0.77 ac
87
c
Village Green
c
c
Time of Concentrations
for Pon'd Routing
Pre-Developed Site Date: 6/22/06
Manual LN
n~ L = P2~ S = T, =OO7(nL)O,81(p,""so,) Description V~ L= TI = LIV Desc;riplioJl v= L= TI= UV T. (total) T c (total)
(fI) (inlhr) (fUll) (hr.) (fUs) (II) (hr.) (hrs)
0.24 95 2.95 0.02 0.2378 Gutter / Swale 2.00 40 0.0056 Pipe Flow 2,50 90 0.0100 0,2533
0.24 97 295 0,02 0.2417 Gutter I Swale 2,00 0 0.0000 Pipe Flow 2.50 34 0.0038 0.2455
0.24 93 2.95 0.02 0.2337 Gutter / Swa/e 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2337
c
l'lude~
ASt-age/Area
v Stage/volume
T Tim€/~-itage
H I.],onhole
na~~J.ns
()-C)verland Flo\.-,'
uses On1.l: HydlftO
S .:jatl ta Barb8ra
LJnk~
p- Pir('~
W vle.i.r
c: Ch,'3.nnel
U Dt"op StrlJcl~H('e
B Bric.lge
r~ r~.o.tl.r1(J Curve
II B.ceac:h
'l':OU'l'LET3
~
f
II
c
c
1\
..\s
r A: PONDl
'-\11 D: BAS703
U: PONDl
U : BAS 73 5
U:DIRECTl
P: 72~-OUT
I
\C
I T:O[JTLE1'1-~. r
_._------------~,._._,~
A: STR 724
D:Pl-724
-
IntclGOnnected Channel and Pond ROlltingModel (ICPR) 192002 Slreamline Technologies, Inc.
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==~= 3~sin8 ==============================================================================
St2tUS: Or'_si '=e
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Name: B],-~S70;
G=au::: 2},.SE
U~iL ~yd~o~ra~h; UH48~
Rcini211 ~ile:
Rai.nfall p.!nount (in): o. C)OG
;.rea (ac): 4. Gg,:
Curve N~mber: 90.0C
DC:Cl'. (~l: O. CO
Name, 8P,8735
Group: BJ\--SS
Unit r1ydrograph: UII484
Rai=1fall file:
RainE2l1 p_ffiOl::nt 'in): o. coO
l,>-rea {ac): 0 _ 130
C:urve Number: 87.00
DCL".i'o): 0.00
Name: DIRECTl
Group: BASE
U~it Hydr~graph: UH~8~
Rainfall File:
Rai.nfall hr;l,ount (in): D _ 000
hrea (a~l: 2.910
C~rve Nu~cer~ 70.00
DCr.l;.i%I' 0.00
Name: PONC.l
Group: BP.SE
Unit Hyirogra~h: UH,84
Rainfcll File:
Rai;:fall hr:OI.l-'"i: (in): 0.000
Area (ac): {). 7~iO
Curve Number: 87.00
DCIA(%I: o.OC
Node: ?ONOl
T~rpe: SCS Uni t Hydr'cqrapr.
?e3kin~ ~actQr; ~84.Q
S~orm Dur~~j.Dn:hrs): 0.00
Time of Co~c(~in): 16_20
Time Shift~hrs): 0.00
Max Allcwa~le Q:crs): 999999.000
Nod",: "ONOl
Type: SCS Uni~ Hydro~raph
St2. :::.us: cr:si t'-':::
Pe~king F~cco=: 434.0
StJ~m Duration(hrs): 0.00
Time of COuc(Bin); 14.70
Time Shift (hr~s): 0 _ 00
M3~ Allowable Q(~fsj: 999999_000
Node: OUTLET3
Type: SCS Unit Hyd~ogra?h
St~~us: Onsite
?eaking Factor: 434.0
S~arm Duratian(hrs); 0.00
Time of Cone [nin) : 61.60
Time Stl1.ft U:.rs}: 0,00
Na:-: Allo'...Table Q (cfs): 99999~.r. OUO
Node: PONDl
Type: SCS Unit Eydrog=aph
St~t'.J:.S: O':-lsite
Peaking Factor: 484.0
Storm Duration fhrs:': 0.00
Time of Conc(mi~): l~ 00
Time Shift (11",:;): 0.00
Max Allowable Q(cfs): 999999.000
==== Nodes ===============================================================================
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Name: OUTLETl
G:aup: 8ASE:
Type ~ 1'iITL~!St2qe
TiJI1,e (hrs)
Staye 1ft)
Base Flow;cb): 0.000
Ini;: Stage {ft:l: 807 350
'darn Stage \ ft;l: 813.900
E~$e Flow(cfs): C.DOO
Init S'tage (f~l: 808. DOO
"(-Jo_"Cll Stage (ft;, ~ 813 _ 40n
0.00
12.5D
30.00
801.360
813.900
807.360
Name: OUTLET3
G~oup: BP-~SE.:
Type:I'i_nle/Stage
Time(~rs) Stage{ft)
o 00
12.50
30.00
308.000
313.400
808.000
Interconnected Channel and Pond Routing 1v10dcl (lCPR) <<;)1002 Streamline Technologies, Inc.
Page] of5
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N2m2: :?DNDl
1-r:~ L S:3ge ~:: ~; .308. aGO
~'~0-rG S~s..ae (:c ,I _ :3l2 _ ace
Type: Stdge/~~~~
13252 r-lm.;(cfs): 8.000
Grouo: ::l:!:.C:;:'
"tage ["'c:)
,3...rec I:ac)
808,000
813,000
0.3600
0.3600
Nam€: STR 724
Gr~up: BASE
Tvpe: SLage/Area
Ease Flo~{cfs): 0.000
Stagerf:.l
J't..rea lac)
807 850
814,850
0.0006
0.0006
Init Stage (ft): 80j. 3.30
Warn Stage (:ft): 814.830
~~~~ Pipes =~~~~~=~~~~===~~~~==========--=================================================
Name: n<l-OUT
Group: BASE
~"'~-Oill NQde: S'l'g 724
To Node: OUTLETl
U?3TREJ'.M
Geometry: Circula=
Spanl:i~l;: 12.00
Riseli!1}: 12.00
Invert l~ftJ: 807.850
Man~ing.s.N: 0.013000
Tap Clipiin): O.OOC
Eot Clip I~in;: 0, :Joe
DOI~}NSTRE...Zl.,H
Circular
12_00
12.00
807.360
0.013000
G.ODO
0,000
Upstream FHyL~ Inlet Edge Desc=ip~ion:
Cir.cular Concrete,: Square edge wi head......rall
Do'",,-ustream FH\'iP_ Inlet Edge Description:
Ci.::cular Conc.:-ete: Squ2.re- edge .""1 head.",rall
Lengt'o (ft): 162.00
Count: i
Frictio:-l Equa tion: Average Conveyance:
Solution Al~ori~hm: Automatic
Flo'\..,r: Posi ti ve
Entrance Less Coef: 0.00
Ezit Less Coef: 0.00
Bend Loss C09.T: 0.00
Outlec 2~rl Spec: Use de cr tw
Inlet Ctrl Spec: Use tin
Stabilizer Option: None
==~~ D~QP Structures =====================================================================
N:;me: Pl-724
Gr8up: BASE
F=on Node: PONDl
To Node: STR 72<l
U?STREJl11
Geometry: elI'Gular
Span [in): 12.00
RLse ': in): 12. OC
Invert '::Et): SOB _ 800
Maoning's N: O.C13000
'['cp 21ip[ln): 0.000
Bct Clipiln): o.eoe
DDWNSTRK'\I-l
Circular.'
12.DO
12.00
807.950
0.013COO
o,oeo
o,oeo
Upstrea@ FHWA Inl~t Ecge Descrip~iau:
Circular Concrete: Square edge ~v head~all
Do'.";nst~eam FH''lA Inl-2L Edg2 Descrip-cJ.on:
Circular ConCfete: Sq0are edge wi head~all
T*T Weir 1 of 3 fo~ Drop St~uctu~e Pl-72~ ~*~
CCU!)t: 1
Type: Ve~tic~l: Ma7is
tlo~': Bet.h
Gearnet.ry: Ci..:',::u.la,:-
Span (In) ; 5.00
Riserin): 5.00
~'J2i!:- 2 of
fo~ Drop St~uctu~e ~1~72~
Ccunt.:
Len;; c:J (It): 19.00
Count: 1
Fr ict:ion E~uation: ..n_veraqe Conveyance
Soluticn Algorithm: Automatic
FloH: Both
entrance Less Coef: O.OJO
ExiL Loss Coef: 0.000
Outlet. Ctrl Spec: Use de or tw
Inlet Ctrl O~ec: Use dn
SclutiQn In~s: 10
TABLE
Bott:~m CU;J(ini: 0.000
Ioe C1i;J(ini: 0.000
weir Disc ~oef: 3.200
O~ifice Disc Coer: 0.600
Inve::t(ft): 808.DOO
Con'Lrol Elev {Ii:}: 808. ClOG
cABLE
3a~l:uro C~ip(in)
0.000
Page 2 of 5
Interconnected Channel and Pond Routing Model (lCPR) !C2002 Streamline Technologies, Inc.
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Ty?e: r:or ::::c'r.~i:l
E'low: 30't
~op lip (in
"_~~ D so CO"
~~~=ice D sc CGe
0.000
0.200
0,600
;;.--='J:.:'2::-':-.i: Rec or~::::ulC'_r
S;)2 Co ( i ct): 24, 00
'lise (cn): 24.00
Inv,,:'t 1ft): ''1'',000
Con't~cl :lev(f~): 313.000
~~~ Weir ~ of 3 fer D=oo St~UC~U~B Pl-724 ~~
TJ~BLE
COl:nL::
Type: Ver~ic21: Mavi~
Flo1,..-: Both
Gecmerry: Circul~~
Botcom Cliplin): 0.000
Top Cliplin): 0,000
Weir Di~L Ccef: 3.200
O~i=ice D~sc CGei: O.5CO
Spanicn): 6.00
Ehse ii!1): 6.00
Invert(ft): 809.8::30
C0ntcol Elev(fL): 80,.880
===============================================================~==========================
==== Eydrclogy Simu12~ions ==============================================~================
============~=============================================================~========~======
Name: lOO~'-24:--!
Filename; H; \2 005"~05 067 9 \drainage\ ICPRMC-l \100, -2~ E. '<3 2
Dver~ide Defaults: Yes
Storm Dccr"c:io!1lhrsl: 24.00
Rainfall File: SC3ii-2~
R2.i?1fall }lJnount.{in): 6.46
'I.iJr~e(h~5l ?ri?1t Inc(minl
30.000 5.00
Kame: lOY-24H
Filename: ~:\2C05\W05D679\dr~i~~ge\ICP~MG~1\10Y-24E.R32
Over=ide Defaults: Yp~
Storm Dura~ion(hrsJ: 24.00
Rainfall File: Scsii-2Q
Rainfall Arr,ounL(in): 3.83
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Tine (hrs) Print Inc(min,
30.000
5.00
Name: lIN-2~rtR
Filename: H:\2005\WOS0679\drainage\ICPR MODE~ING\lIN-2~HR.R32
override Defaults: Yes
Storm Dl]raticn(h~s): 24.00
Rainfall File: Scsii-24
Rainfall ~nOUG~(iilJ: 1.00
Time(hrs} ?rin~ Incimin)
30.000 5.00
Ni.ilIle: 2~-24H
~ilerrarne: H:\2005\W~50679\drai~age\IC?RMO~1\2Y-24H.R32
Over~ice Defaults: Yes
Sto::::m Su,r:<:ition(h~s): 24"OG
Rainf~ll File: $csii-24
Rainfall Amount(i~): 2.66
Time(hrs) Print Inciffiin)
30.000 5.00
===========================~===================~============~=============================
==== RoutJ.ng Sim~ldtiuns ===========~==~===================================~==============
==================================================================================~=======
Name: lOOY-24M Eydrology Sim: 10Q1--2~H
Filename: Ii: \2005 \YJU 5C 67 9\dL-ainage\ICP8~r<K)~1 \, lOO~-24 H . 132
~xecute~ 'f-e.s
Alte~n0tiv2~ No
~es~ar":.: No
Patch: No
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Max De:!.::~ z: (tt f: 1.00
Time Ste? 0p~iDize~: 10.000
~ta~L ~i~e[~rs); 0.000
De~~~ Z ?ac~o~: 0.005DO
E';J:;8 Time(hrs}: 30 '::0
Interconnected Channel and Pond Routing Mode] (1CPR) co2002 Streamline Technologies, Inc.
Page 3 of 5
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Hi:} C:c_lc Time {see;: _ _ C'OOO
'::;Gunc.~,=-y S~c.:;-~5:
r.lax C:2.1c Time (see); 10D. 0000
SCUr:.C2:r-y ~lc,.,'s:
Ti",e C'l:!::"s:
?!".:.n:::: Inc (:-nir:)
30.000 10.000
Gr8U? R~n
BASE
Yes
N2me; lOY-24H Hydrology Sirr.: lOY-24H
Flleneme: H:\2005\W050G79\drai~age\IC?RMO-l\10Y-24E.I32
Execute: Yes
Al r.er,"1ati ve; No
~estQ.rt: No
Patch: No
M2X Delta Z(ft_J:
TiI~e Step Optiillizer:
Start Time (hI'S) :
Hin Calc Time (see) :
Boundary Sta-ges:
LOa
10.000
O.GOO
1.0000
Del~a Z fact0~: 0.10000
~nd Time (hrsi : 30.00
Max Calc Time (see) : 100.0000
Bound~"cy Flows:
Tirne(h~s) Print InC(loin)
30.000 10.000
Group R~ln
Bl'.sC
Yes
~am~: lIN~24HR Eydrclcgy Sim: lIN-24H?
?ile:-lame: H: \2005 \~"'05067 9\d=a-inage \ICPR t:wICDEI.ING\lIN-24H::\. 1.32
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Sxecute: Yes
A.lt9rnative: No
Re3ta::t: Ne
Patc:t:: No
Max Delta Z{ZL): 1_00
Time Step Optiluizer: lO.DGO
Start Time(nrsj: 0.000
Min Calc T~melseci: 1.0000
Bou::Jc:ary Stages:
Delta Z ?~ctor: 0.10000
End Time(nrs): 30 OG
M~x Calc TiIne(sec): 100.:'OOC
Bcunda=:,y Flows:
Tiffie{hrs; ?ri~t Inc;min)
30.000 10.000
Group Run
BAS':
"P,T':R Q
Y::.:::s
Y'2S
NdF,e: 2Y-24H Eyd.::clGg~.l Sim: 2Y-24H
Filename: E:\2COS\WCS0679\drainage\ICPR~O~1\2Y-2~H.I32
E;;..;ecute: Yes
All::',:::rnative: No
?eS::'3rt: No
?aLch: No
M3X Delt9 Zlft]: 1.00
TiDe Step Cptimizer: 10.000
Start Time (hI'sJ: 0,000
Min Calc Time (sec) : 1.0000
3ou:ldary Stages:
DElta Z "actor: 0.10000
Ene Time hrs): 30.00
M2X Calc Time see): 100.ODOO
Boundary lows:
Time(hrs)
=Ll.r:t In,21min;'
30.000 10.000
Group Run
u
3AS~ ies
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Strearnllne Technologies, Inc.
Page 4 of 5
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==== 3Jun~ary CCEt~ti8nS ~~=~=========================~===================================
InterconneCTed Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies. Inc.
Page 5 of 5
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Max Time Max ~larning Max Delta Max :)111: f Hax T:i.JIle Max ~1ax Time Max
r,jam8: Group Simu.Lction SL:.age Stage Stage Stage Area In LLuw Inf1'm OLlt floH Out flQ';J
l1rs it it ft ft2 Ii r:::; cf~ hrs cfs
OUTLET1 BASE 100Y-2~H 12. 50 813 . 900 813.900 0.0145 :1.3.99 1.856 0 .00 0.000
ODTLE:Tl BASE ]OY-2~1I 12. 50 313 . 900 013.900 0.0145 22.70 1.175 0 00 0.000
OlJ'l'l.ETl SASE 2Y-24H 12. 50 813.900 813,900 0.0145 26. n 1.038 O. OU U.OUO
OUTLET3 BASE 100Y-2"H 12. 50 813.400 813.400 0.0120 0 12.58 4.694 0.00 O.DOO
OUTLE:T3 BASE 10Y-2411 12, .sO 813,400 813 400 0.0120 0 12. :.18 1.6BO 0,00 O,DOD
OUTLET3 BASE 2Y-:14H 12. SO 813.400 813.400 0.0120 0 12.58 O.6?7 0,00 0,000
POt,01 BASE 10OY-24 H 15. 57 812, 961 812.000 0.0050 15602 12.08 28.091 23. 9t3 1.8~~
PatWI BASE 1nY-:2~H 20.56 810, 916 812.000 0.0944 15602 12.08 15.016 23 .23 1.113
PCltHH BASE 2Y-2~H 23.4,9 809. 84] 812.000 0.0579 1SG87 12.08 9.296 27 .6;:; 0.654
STR 724 BASE 100Y-2~H 15.10 812. 930 81~.850 0.0050 117 23.98 1. 8 q 4 23, 99 1. 85 6
STR 724 El\SE: 10Y-2~f1 20.46 810. ~98 aU.850 -0.0945 117 ?3 . 23 1.113 22, "/0 1.175
GTR 724 BASE 21-24H 23.33 809. 858 814 .850 -0.0889 117 27.55 O.fi54 /.6.2'/ 1,038
Intercollnected Chl:ll1nell:llld Ponu Routing Model (ICPR) '92002 Streamline Technologies, rllC.
Page I of I
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PIPE SIZING
CALCULATIONS
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Village Green Time of Concentrations
for Hydroflow
Posl-Developed Site Dale: 6/22/06
Basin Sheet Flow Manual (LN)
Description n= 1_ = P," s = T, " .OO7(nL)O.B/(P2 s ) Description v= L= Tt = L1V Tc (Iotal) Tc (total)
(ft) (in/hr) (Itlft) (hrs) (ftls) (II) (hrs) (hrs)
Grass 0,24 55 2,95 0.02 0.1 535 Gutter I Swale 2 140 0,0194 0.1730
Grass 0.24 75 2.95 0.02 0.1968 Gutter I Swale 2 160 0,022.2 0.2190
Grass 0,24 45 2.95 0.02 0.1308 Gutter I Swale 2 0 0.0000 0.1308
Grass 0.24 45 2.95 0.02 0.1308 Gutter I Swale 2 0 00000 0.1308
Grass 0.24 40 2.95 0.02 0.1190 Gutter I Swale 2 95 0,0132 0.1322
Grass 0,24 40 2.95 0.02 0.1190 Gutter I Swale 2 10 0,0014 0.1204
Grass 0,24 40 2.95 0.02 0.1190 Gutter I Swale 2 10 0,0014 0.1204
Grass 0,24 40 2.95 0.02 0.1190 Gutter I Swale 2 10 0.0014 0.1204
Grass 0.24 95 2.95 0.02 0.2378 Gutter I Swale 2 40 0,0056 0.2433
Grass 0,24 85 2.95 002 0.2175 Gutter I Swale 2 135 0.0188 02363
Grass 0,24 85 2.95 0.02 0.2175 Gutter I Swale 2 5 0.0007 0.2182
Grass 024 55 2.95 0.02 0.1535 Gutter I Swale 2 15 0.0021 0.1556
Grass 0.24 20 2.95 0.02 0.0684 Gutter I Swale 2 70 0,0097 0.0781
Grass 0.24 50 2.95 0.02 0.1423 Guller / Swale 2 0 0,0000 0.1423
Grass 0.24 45 2.95 0.02 0.1308 Gutter I Swale 2 80 0,0111 0.1419
Grass 0.24 97 2.95 0.02 0.2417 Gutler / Swale 2 0 0,0000 0.2417
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Hydraflow Plan View
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Village Green Overall
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7C-:I-703
Project File: Run 700 Final.stm
No Lines: 21
01-16-2007
Hydraflow Storm Sewers 2005
Stor~ Sewer Tabulation
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Page 1
Station Len Drng Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev line 10
coeff (I) flow full .
Line To Incr Total Incr Total Inlet Syst Size Slope Up On Up On Up On
Line
(ft) (ae) (ae) (C) (min) (min) (inlhr) (efs) (efs) (ftJs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 10.0 0.00 4.10 0.00 000 2.79 00 15.9 4.3 12.03 14.99 5.19 27 0.20 80804 808.02 809.35 809.26 814.65 0.00 701-700
2 1 12.0 0.00 4,10 0.00 0.00 2.79 0.0 15.9 4.3 12.06 13.68 .3.58 27 0.17 808.16 80814 809.93 809,92 814,55 814.65 701A-701
3 2 15.0 0.00 4.10 000 0.00 2.79 0.0 15.8 4.3 12.09 12.26 3.51 27 0.13 80828 808.26 810.10 810,08 814,50 814.55 702-701A
4 3 34.0 0.00 2,50 000 0.00 1.67 0.0 15.5 4.4 7.30 9.40 2.34 24 0.15 80843 80838 810.36 810,34 814,30 814.50 703-702
5 4 196.0 0.00 1,78 0,00 0.00 1.17 0.0 14.1 4.6 5.35 6.71 2.23 21 0.15 808,83 80853 . 810.65 810.46 814,95 814.30 704A-703
6 5 136,0 0.00 1.29 0.00 0.00 083 00 13.1 4.8 3.92 5.43 2.22 18 0.23 809.24 808.93 810.89 810,73 815,63 814.95 705A-704A
7 6 166,0 0.14 0.73 0,70 0.10 0.46 8.0 11.2 5.1 2.33 3.35 1.90 15 0.23 809.72 809.34 811.17 810,98 814,80 815.63 706-105A
8 7 121,0 0.10 0.59 0.70 0.07 .0.36 8.0 9,9 5.4 1.94 3.93 1.65 15 0.31 810.22 809.82 811.30 811,21 815,00 814.80 707-706
9 8 36.0 0.09 0,16 0.59 0.05 0.09 9.0 90 5.6 0.53 2,23 0.68 12 0.33 810.34 810.22 811.41 811.40 814.07 815.00 711-107
10 9 35.0 0.07 007 0.59 0.04 0.04 5.0 5,0 7.0 0.29 2.16 0.38 12 0.31 810.55 810.44 811.42 811.42 814,07 81407 718-717
11 8 40.0 0.33 0,33 0.59 0.19 0.19 8.0 8.0 5.9 1.15 5,39 2.38 12 1.95 811.00 810.22 811.45 811.38 81475 815.00 708-107
12 6 7.0 0.32 0.56 0.70 0.22 0.37 13.0 13.0 4.8 1.75 206 2.66 12 0.29 810.20 810.18 810.98 810.96 815.45 815.63 705-705A
13 12 30.0 0.24 0.24 0.60 0.14 0.14 9.0 9,0 5.6 0.81 3.83 1,02 15 0.30 810.39 810.30 811.12 811,12 815.45 81 5.4 5 719-105
14 5 6.0 0.21 0.49 0.70 0.15 034 10.0 13.4 4.1 1.61 2.23 3.09 12 0.33 810.20 810.18 81083 810,81 814.77 814.95 704-104A
15 14 30,0 0.28 0.28 0.70. 0.20 0.20 13.0 13.0 4.8 0.93 2,11 1.73 12 0.30 810.39 810.30 811.01 81099 814.77 814.77 716-104
16 3 44.0 0.76 160 0.70 0.53 1.12 15.0 15.0 4.4 4.97 642 4.01 18 0.32 809.89 809.75 810.88 810.74 814.01 81450 713-702
17 16 30.0 084 0.84 0.70 0.59 0.59 14.0 14,0 4.6 2.10 3.83 2.20 15 0.30 810.08 809,99 811.47 811.42 814.01 814.01 714-713
18 4 89.0 0.00 072 0.00 0.00 0.50 0.0 11,3 5.1 2.56 3.40 209 15 0.24 808.81 808.60 810.59 810.47 814.20 814.30 709-703
19 18 160.0 0.21 072 0,70 0.15 0.50 1.0 10.2 5.3 269 3.36 219 15 0.23 809.28 808.91 810.89 810.65 814.20 814,20 710-709
20 19 160.0 0.21 0.51 0.70 0.15 0.36 1.0 8.6 5.7 2.04 3.08 166 15 0.19 809.69 809.38 811.09 810.96 814.00 814,20 711-710
21 20 160.0 0.30 0.30 0.70 0.21 0.21 7.0 7.0 6.2 1.30 1.98 1.66 12 0.26 810.21 809.79 811.30 811.12 813.60 814.00 712-7'11
Project File: Run 700 Final,stm Number of lines: 21 Run Date: 01-16-2007
NOTES: Intensity = 34.42 I (Inlet time + 5,50) ^ 0.68; Return period = 10 Yrs.
Hydraflow Storm Sewers 2005
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Inlet Report
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Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(efs) (ds) (ds) (efs) (in) (ft) (sqft) (ft) (ft) (tuft) (ft) (ftlft) (ftIft l (ft) (ft) (ft) (ft) (in)
1 701 0.00 0.00 0.00 0.00 MH 0.0 000 000 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
2 701A 0.00 0.00 0.00 0.00 MH 0.0 000 000 0.00 000 Sag 000 0000 0000 0000 000 0.00 0.00 '0.00 0.00 Off
3 702 0.00 0.00 0.00 0.00 MH 0.0 0.00 000 0.00 0.00 Sag 0.00 0.000 0000 0.000 0.00 0.00 0.00 0.00 0.00 Off
4 703 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 000 Sag 0.00 0000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
5 704A 000 000 0.00 0.00 MH 0.0 0.00 0.00 0.00 000 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
6 705A 0.00 0.00 0.00 0.00 MH 0.0 000 000 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.00 Off
7 .706 0.58 0.00 0.58 0.00 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 867 0.00 Off
8 707 0.41 0.00 0.41 000 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
9 717 0.30 0.00 0.30 000 Genr 00 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 000 Off
10 718 0.29 0.00 0.29 0.00 Genr 00 0.00 000 000 0.00 Sag 200 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
11 708 115 000 1.15 0.00 Gem 0.0 0.00 000 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
12 705 1.07 000 1.07 0.00 Gem 00 0.00 0.00 0.00 0.00 0.005 2.00 0.080 0.021 0.013 0.25 6.29 0.25 6.29 0.00 6
13 719 0.81 0.00 0.81 0.00 Gem 0.0 0.00 000 000 000 0.005 200 0.080 0.021 0.013 .0.23 5.33 0.23 5.33 0.00 12
14 704 0.79 0.00 0.79 000 Gem 00 0.00 0.00 0.00 0.00 0.005 2.00 0.080 0.021 0.013 0.23 5.33 0.23 5.33 0.00 5
15 716 0.93 0.00 0.93 0.00 Genr 0.0 0.00 0.00 000 000 0.005 2.00 0.080 0.021 0.013 0.24 5.81 0.24 5.81 0.00 14
16 713 2.36 0.00 2.36 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
17 714 2.70 0.00 2.70 0.00 Genr 0.0 0.00 0.00 0.00 000 Sag 2.00 0.080 0.021 0000 0.30 8.67 0.30 8.67 0.00 Off
18 709 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0000 0.00 0.00 000 0.00 0.00 Off
19 710 0.91 000 0.91 000 Genr 00 0.00 0.00 0.00 000 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
20 711 0.91 000 091 000 Gem 0.0 000 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
21 712 1.30 000 1.30 000 Gem 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.021 0.000 0.30 8.67 0.30 8.67 0.00 Off
Project File: Run 700 Final.stm I Number of lines 21 I Run Date: 01-16-2007
NOTES Inlet N-Values = 0016, Inlensity = 34.42/ (Inle.ftime + 5.50) "- 0.68; Return period = 10 Yrs. , * Indicates Known Q added
Hydraflow Storm Sewers 2005
~.
FL-D-OT Report
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Page 1
Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL I Actual Date: 01-16-2007
No Line of value of of (I) CA Q elev
strue C1.. 0.2 cone flow Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elevof Invert Proj: Run 700 Final.stm
Inere- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ae) (ac) (min) (min) (in/hr) (cfs) 1ft) 1ft) (ft) (ft) (in) (%) (ftls) (ds) Line description
1 End MH 0.012 10.0 0.00 0.00 0.00 15.92 0.05 43 279 0.00 814.65 809.35 809.26 0.09 27 0.89 5.19 12.03 701-700
000 0.00 000 12.03 810.29 810.27 27 020 3.77 1499
0.00 0.00 0.00 808.04 808.02 0.02 Cir
2 1 MH 0.012 12.0 0.00 0.00 0.00 15.86 0.07 4.3 2.79 0.00 814.55 809.93 809.92 0.01 27 0.12 3.58 12.06 701A-701
000 0.00 0.00 12.06 810.41 810.39 27 0.17 3.44 13.68
0.00 0.00 0.00 808.16 808.14 0.02 Cir
3 2 MH 0.012 15.0 000 0.00 0.00 15.78 0.08 4.3 2.79 0.00 814.50 8tO.10 810.08 0.02 27 0.12 3.51 12.09 702-701A
0.00 0.00 0.00 1209 810.53 810.51 27 0.13 3.08 12.26
0.00 0.00 0.00 808.28 808.26 0.02 Cir
4 3 MH 0012 34.0 0.00 0.00 0.00 15.54 0.24 4.4 1.67 000 814.30 810.36 810.34 0.03 24 0.07 2.34 7.30 703-702
000 0:00 0.00 730 810.43 810.38 24 0.15 2.99 9.40
0.00 0.00 0.00 808.43 808.38 0.05 Cir
5 4 MH 0.012 196.0 0.00 0.00 0.00 14.07 1.46 4.6 117 000 814.95 810.65 810.46 0.19 21 0.10 2.23 5.35 704A-703
000 0.00 0.00 5.35 810.58 810.28 21 0.15 2.79 6.71
0.00 0.00 0.00 808.83 808.53 0.30 Cir
6 5 MH 0.012 136.0 000 0.00 0.00 1305 1.02 4.8 0.83 0.00 815.63 810.89 810.73 0.16 18 0.12 2.22 3.92 705A-704A
0.00 0.00 000 3.92 810.74 810.43 18 0.23 3.07 5.43
0.00 0.00 0.00 809.24 808.93 0.31 Cir
7 6 Genr 0.012 166.0 0,00 0.00 0.00 11.19 1.39 5.1 0.46 0.00 814.80 811.17 810.98 0.18 15 0.11 1.90 233 706~705A
0.00 0.00 0.00 2.33 810.97 810.59 15 0.23 2.73 3.35
0.00 0.00 0.00 809.72 809.34 0.38 Cir
8 7 Genr 0012 127.0 0.00 0.00 0.00 9.89 1.30 5.4 0.36 0.00 815.00 811.30 811.21 0.09 15 0.07 165 1.94 707-706
0.00 0.00 000 1.94 811.47 811.07 15 0.31 3.20 3.93
0.00 0.00 0.00 810.22 809.82 0.40 Cir
9 8 Genr 0.012 36.0 0.00 0.00 0.00 9.00 0.89 5.6 0.09 0.00 814.07 811.41 811.40 0.01 12 0.02 0.68 0.53 717-707
0.00 0.00 000 0.53 811.34 811.22 12 0.33 2.84 2.23
0.00 0.00 0.00 810.34 810.22 0.12 Cir
10 9 Genr 0.012 350 0.00 0.00 0.00 5.00 1.59 7.0 0.04 0.00 814.07 811.42 811.42 0.00 12 0.00 0.38 0.29 718-717
0.00 0.00 0.00 0.29 811 .55 811.44 12 0.31 2.75 2.16
0.00 0.00 0.00 810.55 810.44 0.11 Cir
.
NOTES: Intensity = 34.42 I (Inlet time + 5.50) ^ 0.68 (in/hr) ; Time of flow in section is based on full flow. Project File. Run 700 FinaLstm
Hydrallow Storm Sewers 2005
FL.(OT Report
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Page 2
Line To Type n - Len Drainage Area Time Time Inten Total Add Inlel Elev of HGL Rise HGL Actual Dale: 01-16-2007
No Line of value of of (I) CA Q elev
struc C1 =: 0.2 cone flow - Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2'" 0.5 in Total
C3 =: 0.9 sect flow Elev of Invert Proj: Run 700 Final.slm
-
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (minI (inJhr) (ds) (ft) (ft) (ft) (ft) (in) ("!o) (ftis) (cfs) Line description
11 8 Genr 0.012 40.0 0.00 0.00 0.00 8.00 0.46 5.9 0.19 0.00 814.75 811.45 811.38 0.08 12 0.20 2.38 1.15 708-707
0.00 0.00 0.00 1.15 812.00 811.22 12 1.95 6.86 5.39
000 000 0.00 811.00 810.22 0.78 Cir
12 6 Genr 0.012 7.0 0.00 0.00 0.00 13.00 0.05 4.8 0.37 0.00 815.45 810.98 810.96 0.01 12 0.20 2.66 1.75 705-705A
0.00 0.00 0.00 1.75 811.20 811.18 12 0.29 2.63 2.06
0.00 0.00 000 810.20 810.18 002 Cir
13 12 Genr 0012 30.0 0.00 0.00 0,00 9.00 0.76 5.6 0.14 0.00 815.45 811.12 811.12 0.00 15 0,01 1.02 0.81 719-705
0,00 0.00 000 0.81 811.64 811.55 15 0.30 3.12 3.83
0.00 0.00 0.00 810.39 810.30 0.09 Cir
14 5 Genr 0.012 6.0 000 0.00 0.00 13.42 0.05 4.7 0.34 0.00 814.77 810.83 810.81 0.02 12 0.33 3.09 1.61 704-704A
0,00 0.00 0,00 1.61 811.20 811.18 12 0.33 2.84 2.23
000 0.00 0.00 810.20 810.18 0.02 eir
15 14 Genr 0.012 30.0 0.00 0.00 000 13.00 0.42 4.8 0.20 0.00 814.77 811.01 810.99 0.02 12 0.07 1.73 0.93 716-704
0.00 0.00 0.00 093 811.39 811.30 12 0.30 2.69 2.11
000 0.00 000 810.39 810.30 0.09 Cir
16 3 Genr 0,012 44.0 0.00 000 000 15.00 0.26 4.4 1.12 0.00 814.01 810.88 810.74 0.14 18 0.32 401 4.97 713-702
0.00 000 000 . 4.97 811.39 811.25 18 0.32 3.63 6.42
000 0.00 0,00 809.89 809.75 0.14 Cir
17 16 Genr 0,012 30.0 000 0.00 000 14.00 023 4.6 0.59 0.00 814.01 811.47 811 .42 0.04 15 0.15 2.20 2.70 714-713
0.00 0.00 0.00 2.70 81133 811.24 15 0.30 3.12 3.83
0.00 000 0.00 810.08 809.99 0.09 Cir
18 4 None 0.012 89.0 0.00 0.00 0.00 11.33 0.68 51 0.50 000 814.20 810.59 810.47 0,12 15 0.13 2.09 2.56 709-703
0,00 0.00 0.00 256 810.06 809.85 15 0.24 2.77 3.40
0,00 0.00 0.00 808.81 808.60 0.21 Cir
19 18 Genr 0.012 1600 0,00 0.00 0.00 10,17 1.16 5.3 0.50 0.00 814.20 810.89 810.65 024 15 0.15 219 2.69 710-709
0,00 000 0.00 2.69 810.53 810.16 15 0.23 2.74 3.36
0,00 0,00 0.00 809.28 808.91 0.37 Clr
20 19 Genr 0012 160.0 0.00 0.00 0.00 8.61 1.56 5.7 0,36 0,00 81400 811.09 810.96 0.14 15 009 1.66 204 711-710
0.00 000 0.00 2.04 810.94 810.63 15 0.19 251 3.08
0.00 0.00 0.00 809.69 809.38 0.31 Cir
NOTES: Intensity'" 34.42 J (Inlet time + 5.50) · 0.68 (inlhr) ; Time of flow in section is based on full flow. Project File. Run 700 Final.stm
Hydraffow Storm Sewers 20D."i
FL~h()T Report
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Page 3
line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 01-16-2007
No Line of value of of (I) CA Q elev
struc C1 = 0.2 eone flow I--- Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 '" 0.5 in Total
C3 = 0.9 seet flow Elev of Invert Proj: Run 700 Final.stm
I---
Inere- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) {minI (min) (in/hr) (cfs) (ft) (ft) (ft) (ft) (in) (%) (Ws) (ds) Line description
21 20 Gem 0012 160.0 0.00 0.00 0.00 7.00 161 6.2 0.21 0.00 813.60 811 .30 811.12 018 12 0.11 1.66 1.30 712-711
0.00 0.00 000 1.30 811.21 810.79 12 0.26 2.52 1.98
0.00 0.00 0.00 810.21 809.79 0.42 Cir
NOTES: Intensity'" 34.42 I (Inlet time + 5.50) ^ 0.68 (in/hr) ; Time of flow in section is based on full flow. Project File: Run 700 Final.stm
Hy-drafjow Storm Sewers 2005
,
HYdra~6W Plan View
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Project File: Run 735.slm
No. Lines 1
I ---------
02-12-2007
Ilydraflow Storm Sewers 2005
StorrC'Jewer Tabulation
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Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe I Invert Elev HGL Elev Grnd I R.im Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up On
line
(ft) (ac) (ac) (e) (min) (min) (in/hr) (efs) (efs) (fUs) (in) ("!o) (ft) (ftJ (ft) (ft) (It) (ft)
- -
1 End 35.0 0.13 0,13 0.70 0.09 0.09 14.5 14,5 4.5 0.41 200 _ 2,10 12 0.31 813,90 813.79 814,23 814,06 0,00 0.00 736-735
---.- -- ----
Project File: Run 735,slrn Number of lines 1 Run Date 02-12<2007
NOTES: Intensity = 34421 (Inlet time + 5.50) ^ 0,68; Return period = 10 Yrs,
Hyd(aFlow Slorm Sewers 2005
InletCeport
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Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet [. Gutter Inlet BYfl
No CIA carry capt byp type line
Ht L area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cts) (cts) (cfs) (cts) (in) (ft) (sqft) 1ft) (ft) (tuft) (ft) (ttlft) (ft'ft) (ft) (ft) 1ft) (ft) (in)
- - -
1 736 0.41 0.00 041 0.00 Genr 0.0 0.00 0.00 0.00 0.00 Sag 2.00 0.080 0.010 0.000 0.30 16.00 0.30 16.00 000 Off
n I Number of lines I Run Date 02-12-2007
Project File: Run 735.stm 1
--
NOTES: Inlet N-Values = 0.016; Intensity = 3442/ (Inlet time + 5.50) ^ 0.68; Return period'" 1 0 Yrs. ; . Indicates Known Q added
-
Hyd(af~ow Stmm SeV;I€I-s. 2005
FL-~ r Report
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Page
Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 02-12-2007
No Line of value of of (I) CA Q elev
strue C1 = 0.2 cone flow f---- Elev of Crown Span Pipe Full Flow Frequency: 10 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert proj: Run 735.stm
f---- -
Incre- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (mln) (in/hr) (efs) (11) (ft) (H) (ft) (in) (%) (ft/s) (efs) Line descrlpl.ion
- -
1 End Genr 0013 35.0 0.00 0.00 0.00 14.50 111 4.5 0.09 0.00 0.00 814.23 81406 0.17 12 048 2.10 041 736-735
0.00 0.00 0.00 041 814.90 81479 12 0.31 2.54 200
0.00 0.00 0.00 813.90 813.79 0.11 Gir
1---'---
NOTES. Intensity = 3442 I (Inlet time + 5.50) ^ 068 (inlhr) ; Time of flow in section is based on full flow. Project File: Run 735.stlll
-.
Hydraflow Slurfll ;Sewer5 2005
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GUTTER SPREAD
CALCULA TIONS
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Rational Flow Worksheet
Job # W05-0679
Basin
704
705
706
707
713
714
716
717
718
719
Hamilton County IOF Curve
Duration Intensity
5 6.99
10 5.48
15 4.55
30 3.09
60 196
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c
c
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Village Green
Spread Calculations
Grates in Sag Condition
Cross Sectional Gutter
Inlet Rational Flow Grate Perimeter - Depth at Casting Slope Spread Inlet.Type
(cf.s.) (ft) (ft) ( ftJ ft) (ft)
6,75 0.24 0.0254 7.49 Double
6,75 0.26 0.0254 8.39 Double
458 0.08 0.0254 1.07 Single
4.58 0.08 0.0254 1.00 Single
Grates in-line
Manning's Depth at Gutter
Inlet Rational Flow Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type
(c.f,s.) (ftIft) ( ftlft) (ft)
0.0254 0.012 0.14 5.62 Single
0.0254 0.012 0.16 6.36 Single
0.0254 0.012 0.13 5.07 Single
0.0254 0.012 0.11 4.47 Single
0.0254 0.012 0.14 5.62 Single
0.0254 0.012 0.15 5.78 Single
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EMERGENCY OVERFLOW
CALCULATIONS
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G
QIOO:= 27.51
Cw:= 2.8
h := 1.85
Village Green Pond 1
L '_ Q 1.25
w.- 100'-
3
2
Cw.h
Lw = 4.881
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LEGAL DRAIN RELOCATION
U CALCULATIONS
(j
C,
Hydraflow Plan View
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c..
Outfall.
\
"
\
\
\
\
\
\
\
\
\
\
\
....\
~\1
:....1\
~\..
\
\.
\.
\
\
\.
\
\
.
;
Village Green Drain Routing
-J
(.l
? 2
..J
~
L
3
731-73D
...)ft
4,...-//
// :l'21\)
/~- 'I'?,');
.'
Project File: Line 72.stm
I No. Lines: 4
I 01-16-2007
Hydraflow Storm Sewers 2005
c .
Storm Sewer Tabulation
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Page 1
Station Len Drng Area Rnoff Area x C Te Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd I Rim Elev Line 10
coeff (Ir flow full
Line To Incr Total Incr Total Inlet Syst SiZB Slope Up Dn Up On Up On
Line
1ft) (ac) (ac) (C) (min) (min) (in/hr) (ets) (cts) (ftIs) (in) (%) (ft) (ft) (ft) (ftJ (ftl (ft)
1 End 163.0 0.00 0.00 0.00 0.00 000 00 0.7 0.0 270.2 287.0 8.38 48 0.21 80814 807.80 811,31 811.08 . 814,80 813.80 729-728
120 b
2 1 95,0 0.00 0.00 0.00 0.00 0,00 0,0 0.5 0.0 270.2 2735 6.76 48 0.19 808.32 808,14 812.31 812.20 816,53 814,80 730-729
120 b
3 2 157.0 0,00 0,00 000 000 000 0.0 0.1 0.0 270.2 279.2 6.75 48 0.20 808.63 808,32 813,31 813.02 814,78 816.53 731-730
120 b
4 3 44,0 0.00 0,00 0,00 0,00 0,00 00 0.0 0.0 270.2 341.6 6,75 48 0.30 808,76 808,63 813.77 813.69 81822 814,78 732-730
120 b
,
C---- .
Project File: Line 72.stm Number of lines: 4 Run Date: 01-16-2007
NOTES: Intensity = 133.541 (Inlet time + 18.BO)' 0.87; Return period'" 1 00 Yrs.
Hydraflow Slorm Sewers 2005
C.
Inlet Report
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Page 1
Line Inlet ID Q= Q Q Q June Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt byp type line
Ht L area L W So W. Sw Sx n Depth Spread Depth Spread Depr No
(ds) (ets) (efs) (ds) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (fUft) (ftlft) (ft) (ft) (ft) (ft) (in)
1 729 0.00 0.00 0,00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0000 0.00 000 000 000 000 Off
2 730 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0000 0000 000 000 0.00 000 000 Off
3 731 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 000 000 0.00 Off
4 732 270.15 0.00 0.00 270.15 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0000 000 000 0.00 0.00 0.00 Off
Project File Line 72.stm I Number of line's: 4 I Run Date: 01-16-2007
NOTES Inlet N-Values = 0.016 ; Intensity = 133.54/ (Inlet time + 18.80) ^ 0.87; Return period = 100 Yrs. . Indicates Known Q added
Hydraflow Storm Sewers 2005
C
FL-DOT Report
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Page 1
Line To Type n - Len Drainage Area Time Time Inten Total Add Inlet Elev of HGL Rise HGL Actual Date: 01-16-2007
No Line of value of of (I) CA Q elev
struc C1 = 0.2 cone flow r----,- Elev of Crown Span Pipe Full Flow Frequency: 100 yrs
C2 = 0.5 in Total
C3 = 0.9 sect flow Elev of Invert proj: Line 72,Slm
1-
Inere- Sub- Sum Q Up Down Fall Size Slope Vel Cap
ment total CA
(ft) (ac) (ac) (min) (min) (inlhr) (ets) (ft) (ft) (ft) (ft) (in) ("!o) (ft/s) (efs) Line description
- - - - - -
1 End MH 0.012 163.0 0.00 0.00 0.00 0.73 0,40 0.0 0,00 0.00 814.80 811.31 811 .08 0.23 48 0.14 8,38 270,2 729-728
0,00 0.00 0,00 270,2 812,14 81 f80 120 0.21 7.17 287,0
000 0.00 0.00 808.14 807.80 0.34 Box
2 1 MH 0.012 95.0 0.00 0.00 0.00 0.50 0.23 0.0 0.00 0.00 816.53 812.31 812.20 0.11 48 0.12 6,76 270.2 730-729
0.00 0.00 0.00 270,2 812.32 812.14 120 0.19 6,84 273,5
000 000 000 808.32 80a,14 0.18 Box
3 2 MH 0.012 157.0 0.00 000 0.00 0.11 0.39 00 000 000 814.78 813.31 813.02 0.29 48 0.18 6,75 270,2 731-730
0,00 0.00 0,00 270.2 812,63 812.32 120 0.20 6.98 279.2
0.00 0.00 0,00 808.63 808.32 0.31 Box
4 3 MH 0.012 44.0 000 0.00 000 000 0.11 00 0.00 270.2 818.22 813,77 813.69 0.08 48 0.18 6.75 270.2 732-730
0,00 0.00 0,00 270.2 812,76 812.63 120 0.30 8.54 341.6
000 0.00 0,00 808.76 808.63 0.13 Box
NOTES Intensity =' 133.54 f (Inlet time + 18.80)' 0,87 (in/hr) , Time of flow in section is based on full flow Project File: Line 72,slrn
Hydraflow Stofm Sewers 2005
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WATER QUALITY
CALCULA TIONS
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======================~~============~~~===========================================~~=~====
====~ss~ns ========================================~=~===================================
~=======================================================~;~========~=~====================
Name: I~pervicus
Grolla: WAT"R Q
Node: Impervious
~ype: SCS Unit Hycrcgraph
St.atus: Onsite
Un~t Hydrograph: uh484
Rainfall File:
Rainfall Amountlin): 0.000
]u:ealac): 2.470
Curve Number: 96.00
DCIA[%l: 0.00
Peaki~g Factor: 484.0
Storffi Duration[hrs): 0.00
Time of Cone (min) : 5,00
Time Shifc(hrs): 0.00
Max Allowable Q[cfsl: 999999.000
Na..rn~: Pervious
Gr:mp: ,,'."-TER Q
Node: pervicu.s
Type: SCE Uuit Hydrograph
S,::atccs: Onsite
Unit Hydrograph: uh484
Rainfall File:
Rainfall Amount (In) : 0.000
Area{ac): 1.620
Curve Number: 64.00
DCIJI"(%): O. DO
Peaking ?actor: 184.0
Storm Duration(hrs): 0.00
Time of Cone (min) : 16.20
Tlme Shif::(hrs): 0.00
~ax Allowaole Q(efs): 599999.000
=========================~===========~~==========~===========~===========================
====.Hydrology Simulations ~~~~~~~~~~~~~~~-----------=============~--------~~~~~~~~~~~~~~~
====================~=============================================~~==~======~~~==========
Name: lOOY~24H
Filename: H:\2005\WCS0679\drainage\IC?RMO~1\100Y~24E.~32
Override Defaults: Yes
Storm Duration(hrsl: 24.00
Rainfall File: Scsii~24
Rainfell .l\mount(in}: 6.46
u
Time (hrs)
PI-in::- Inc lrr:in;'
30.000
5.00
Name: 10Y-21H
Filename: 5:\20D5\W050679\dralnage\ICPRM8-1\10Y-24H.~32
Override Defaults: Yes
Storm Du<e,::ion(hrs): 24.00
Rainfall File: Scsii-24.
Rainfall Amcunt I. i!l): 3.83
Time(hrsi Pr:nt Inc{min)
30.00C 5.00
Name:' lIN-24HR
Filename: H:\2005\WD50679\dreiuage\ICPR MODELING\lIN-24HR.R32
Override Defa'J.lts: Yes
Storm Duration {:orsl : 24.00
Rainfall rile: Scsii-24
Rai~fall A~oll~t:in): 1.00
Ti:n-e (hrs) :?r-int Inc (min.,
30.000 5.00
lJame' 2Y~24H
?iler.ame: H: \2 005\WO,,067 9\cirainage\ICPRMO'.1 \2Y~24 H. R32
override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File; Scsii-24
Rainf2.-11 }'I1nounL. (in): 2.66
Time(hrs) Prin~ Inc(min)
u
30"COO
5.00
========================================~=========~=~=====================================
Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc.
Page I of3
==== Rou:ing Si~ul~Liocs =================================================================
u
Name: 100~~24H Hydrology Sim: 100Y-24H
Filename: H:\20D5\W050679\dr2inage\IC~~~O~1\lODY-2~H.I32
E~ecl:te: Yes
JI.ltert1at:..ve: No
?estart: No
Pa:cr.: No
Hax Delta ZIEt): 1.CO
Time Step OFtimi~e~: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 1.0000
B01Jndary Stages:
Delta Z Facto~: 0.00500
Er.d Time[hrs): 30.00
Max Calc Time[sec): 100.0000
BOundar.y Flo.....,$:
Time(h~s) Print Inc(min)
30.00C 10.000
Group Run
BASE
'ies
Name: 10''1-24 H Hycirolcgy SiIil: 10Y-24"1
Filename: H:\2005\W050679\drai~age\ICPfu~O~1\10Y-24H.I32
Execute: Yes
Alternative; No
Resl:art: No
Patch: No
Max Delta Zlftl:
Ti~e Step Optimize~:
Start Time (;~::-s I :
Min .Calc Time(secl;
Boundary St~ges:
1. 00
10.000
0.000
1.0000
Delta Z Factor; 0.10000
End Time (hrs) : 30.00
Max C21c Time (sec) : 100.0000
Bounda:::y f'lo',,'s:
Time I ''Irs)
Print Inc ("lin)
LJ
30.000 lC.COO
Group Run
Bl'.5 E
Yes
Name: lIN-24HR Hydrclogy Sim: lIN-24HR
File~ame: E:\200S\WOS0679\d::-ainage\lCP~ M~DELING\lIN-24HR.IJ2
Execute: Yes
Al ternati ve: No
Resta::-t: No
Patch: No
Ma~ Delta Zlfc):
Ti~e Step OpLi~izer:
Start Time (hrs) :
Min C~lc Time(secj:
Boundary Stages:
1. 00
10.000
0.000
1.0000
Delta Z Factor: O.lOOOe
End Timeihrsl; 30.00
Max Calc Timelsecl: 100.0000
Boundary ?lo\rJ~:
Ti:rre(hrsl ?ri~1t Inc(min}
30.000 10.000
G.r:Jup Run
BASE
WATER Q
Yes
Yes
Name: ZY-24H Hydrology Sim: 2':'-24H
,ilename: E:\20QS\W050679\drainage\lCPRMO-l\2Y-24H.I32
ExecL.:"te: Yes
}\lterna\:i ve: No
Resta!:t~ No
Patch: No
LJ
Max Delta Z (it I: 1.00
Time Step Cpti~izer; 10.000
Star: Timeihrsl; 0.000
Min Calc Timeisecl: 1.0000
Del"a Z Factor: 0.10COO
Gnd Time(hrs}: 30.00
!Co.>: Calc Time I see): 100. COOO
Interconnected Channel and Pond Routing Model (ICPR) (1;;)2002 Streamline Technologies, Inc.
Page 2 of3
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u
Eou~d~~y Staoes:
BCL:nda:::-y F10',,'s;
Time (hrs)
Prine In;:: (miT')
30.000 10.000
Group Run
BASE
':!'es
==== BcundaIY Co~ditio~s =========================================================~=======
Interconnected Channel and Pond Routing Model (lCPR) CQ2002 Streamline Technologies, lnc.
Page 3 of3
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Basin Name: Impervious
Group Name: WATER Q
Simulation: lIN-24HR
Node Name: Impervious
Basin Type: SCS Unit Hydrogra~h
UniL Hydrograph: uh484
Peaking Fator: 434.0
Spec Time I!1c {min): 0.57
Comp Time Inc [min): 0.67
Rainfall File: Scsii-24
~ain fall p..mount (in): l _ 000
Scorm Duration (hrs): 24,00
Statu.s: Cnsite
Time or Cone (min): 5.00
Tim~ Shift {hrs): 0.00
Area (ac): 2.470
Vol of Unit Hyd (in): 1.001
Curve Number: 98.000
DCIJI. [%): 0.000
Time Max (hrs): 12.00
Flow Max .(C[s'): 2.646
Runoff Volune (in): 0,790
Runoff Volume (ft3): 7081.875
Basin Name: Pervious
Group Name: WAT~R Q
Simlilation: lIN-24HR
Node Na~e: Pe~viQus
Basin Type: 5CS Uni" Hydrograpn
Unit Hydrograph: u~1a4
Peaking ?a~or: 484.0
Spec Time Ine (min,: 2,16
Conp Time Ioc (~n): 2.16
Rainfall File: 5esii-24
Rainfall Amount (inl: 1.000
Storm Duration (hrs,: 24.00
St2LUS: Onsite
Time of Cone (mini: 16.20
Time Sh~ft (hesl: 0,00
A~ee {eel: 1.620
V~l of Unit Hyd (in): 1.000
Curve NU11tber; 64.000
DCIA (% ,: 0.000
Time Max (hesl: 0,00
Flow Max (efsl: 0.000
Runoff Velume (inl: 0,000
RUunff Volume (ft]l: 0,000
lnterconnected Channel and Pond Routing Model (lePK) <<J2002 Streamline Technologies, Inc.
Page 1 of 1
C
Vorc5entryTM
('
(
THf VORT5fNTRY 5fCTION SHALL BE STENCilED
Willi THE CONTECH STORMW}UER SOLUTIONS
NN.tE AND LOGO. PIPE OPENINGS SHALL BE
STENCilED "INLEr' 011 .OVTLET~ AS APPROP~IA,TE
""1~61:~-=
/~rl
/ --7
I ~-
I
=-1
r 08' 10<4381
-'i'-8" 11~221 SQUARE
TYP INI.F.T1QUTLET
cl
cf>
~
11' [3353) TYP
PLAN VIEW
3"(76)
TYP
r
~"'-6" [?ans)
-'---r
/r ~ ,,~ - - - - ~
I
I
rt-------
I
I
1
I
I
}I- - - - - - ~ - -h,
I I
I I
I I
I I
I
I
I
rl--------
I
ll-I-~- '..
II I' \
II I~//
<!'191<l]
VARIf~5
-~
I
/~-I-II
\1 II
'-~I II
4'-8" [14'-'-1
5'-00':29J (VAL
02'.6'" U~7621
MAX [TYPI
[1- -- - -_--- -1::.-.
I I
I I
I I
I I
5'115261
JVARIES)
I
I I
L_______J
I
I I
L_______J
3'-10" 111671
MIN
J
LEFT SIDE VIEW
ELEVATION VIEW
AL T~RNATE UNITS I] ARE IN
MILLIMETERS UNlEs~ NOIE~LJ OTHERWISE
FOR INFORMATIONAL PURPOSES ONLY" NOT INTENDED FOR CONSTRUCTION
J
1
cf>
19'-2" 1'5840]
(V^R!ES~
This CADD n~e is ror ihB pUf-pos~(lf spec:irylng filcrffiwaler ireatmenl equipmenl to be rumlslted by CONTECIt StormwaLer SolutiQns and may only lJe transferred to elher
daCIJm~t\~ (::l(i1Cl1y <'lS pr.:l\llde-d b'f GONTECH Slormw:alcr S(Jh.Jtlcns. Titre block Irdl.l(matlarl. ox-cludlng the CONiECH Slormw<lter Sa-llJUUIISlllYO and l!i1Jo VorlS~nllY StormW"dlsJ
TfBBlme,1t SySlem desigllilllon ;mci patent n1JmiH!:f, may be deleied if necesSOJl)I. Re\/ioSions I~ any part of \his C^DO Ji:le without ~ricr ooordinalioll wilh CON TECH Sl~rmw<:th~(
Solulions shall be COillsidered unaulhorize{j use cf p-repfiela.ry Inlcrmalion
NOTE~'
1. STORM\'VATER TREA1MENT S,(ST~M tSWTS) SHALL BE DESIGNED TO
MEET PERFORMANCE GOALS BASED oN FULL SCALE LAi30RATOFiY
PERFOI1MANCE DAT.e.
,-, SWTS SHALL BE DESIGN~D TO RETMN FLOATABLES AND TRAPFED
$EDIMENT AT FLOW RATES UP TO AND INCLUDING PEAK TREATMENT
CAPACITY
3. 5WTS INVERTS IN AND OUT Sf-lALL BE AT THE SAME ELEVArlON
1I, SWTS SHP,LLNOT BE COMPROMISED BY EFFECTS OF OOWNSfREMt
TAILWATER
6, SWTS SHALL H,WE NO INTER~IAL COMPONENTS THAT OBSTRUCT
MAIHTENA~JCE' ACCESS
6. PIPE ORIEN1'ATION MAY VARY; S.EE SITF:. PLAN FOR SIZE AND LOCA,lION
1. PuRCHASER SHALL Nor BE RESPONSIBLE FOR ASSEMBLY OF INTERNAL
COMPONENTS
8. (I) MANI''!OLE FRAME AND COVER SUPPLIED WITH SYSTEM. NOT
INSTALLED
~. PuRCHASER. to P~EPAqE fXCAVATION Ar-JO PROVIDE LlFTI,',jG
EQUIPMENT
fC. VOATSENTRY BY CONTECI'-l S-rORMWATE~ SOLU1IONS; PORrL"~D. OR
(800)5-46~667; SCA~B-OROUGH. ME (6771907-13676; LINTlIICUM. MD (866]
740-33'13
TOP SLAB
RISER 1
118 SE:GlION
R~SER 2
/ BASE SECTION
//
ASSEMBLY VIEW
STD
STANDARD DETAIL
STORMWATER TREATMENT SYSTEM
VORTSENTRyB'VS80 USPATENTN',6B91,l14
~~I~"I..r~u'"
~~4~G'!! i ..~n
.srORMWATE~
~SOLUTlONS~
SCALE: NONE
DRAWN, JBS
CHECKED; NDG
FilE NM1E: STDVS8a
GOrltechstDrmwater.com
DATE: 9126f06
VS Operation and Maintenance Manual
Page 3 of 16
Rev 10-05 I
u
OPERATION AND MAINTENANCE
MANUAL
FOR
VILLAG.E GREEN
SECTION 2
Job# W05-0679
211 West Smokey Row Road
Carmel, IN 46032
Hamilton County, Indiana
u
Prepared for:
Drees Homes
6650 Telecom Drive
Suite 200
Indianapolis, Indiana 46278
Tele 1 (317) 247-7300
Prepared by:
Christopher M. Figueroa
Weihe Eng'ineers, Inc.
10505 North College Ave,
Indianapolis, IN 46280
Phone (317) 846-661 J
Fax (317) 843-0546
u
January 15, 2007
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o
VortSentry@
Stormwater Treatment System
Operation
Maintenance
and
Manual
INCLUDING:
SITE SPECIFIC INFORMATION{ PAGES 2-5
OPERATION AND MAINTENANCE, PAG ES 6-11
SPECIFICATION, PAGES 12-16
Village Green Section 2
Carmel, IN
VortSentry@ Model VS80, Str 701A
CO ntec h 5 to"rm vv a ter. co m
200 En't:~rpfise Drive S'carborough, rJE OLi-Q7~- Toll--fn:2~ 877.907,8676 Fa~-:,: 20J .885,9825
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VortSentryTM
Location of stormwater treatment unit on site plan:
~ .... " tftl' 1'1'fY'l I ::".
~ .~. I~ t1~...:.. :. . . ~ , I . . . ~.:
<..' Li I,. ..., -. . .
E ~~ c- l!.^ II :~. '~,; ,':" I'~ ;,:~ ::: ~ > C ~~<.
::,",:~ :~-i '.1.: 1IIII II r~~:':'o::. "~: ",:(..;}
': -~!' r I I I' :~ :~> ~ J' '", :..:
"""";,;,===- _::;!_""~I ~ : I .~ -. " "',_:." .
J J / I "'.11 I ' '"' -
, .lri)~.'11 ' D'I l" :-: .,'
, '-._J II ..:- I ~I ~ .r'
~ / ; 11' \~ ..~.-"'
...~ ... ' II I '.~, ',>,\., /:"-'
~:!:. r:2~\II,f I, ~,,*'~:~::><~ -!-.
~~..-'" . 'i~' '" ""--".':" ,_
...... r -, ~c I '-,.,.., ~
'-,~ cl :::-,,' ','" .-
.~ ~ ~~...;-'>:;.., ,--
1:--. ~~'\"'....--- -.---'::
-;-.,...., . ,~..,,' ~ ',," === -
{. "~ ~~- ...._~ -~.... :- ~ .~~
......... -...; ... ".. ~ 1"'- I......
'. "':? ' J '"f '\ ,,- "", I , '.' -.. .
'\. . '-',-'\.,Q}".,-.~ - .-
........ ~". ,~.' ~ . '..'~~I--':''''' J"':'-- --
1--....... '\ ' f, .,~'iJ .- --
r"- \. ... . ../~\ '~j '\-;',P- -:-; =--r(,"-='i~-
~\)<' '\ <;.->, :- - .-
...... / ,,~ .- , ,II
"../", . ~~.- --..-
/'.;' \.......... ^\~..-P' .:...~.::; .
..... ? ."- ...I. - LJ:
i">\/~' / .' ~~,:-) - \. /~... J - -~- - - -~-
~~.-<A.:~~=_ .\" \~ \/~ '''4i4J~lIi:l ,.--
___ / .'~'C \.:.';% . / . ~,,/ ._', ~_ . ~ ,~
<-'" ,..,., "\, , .-,. ...\ \\ , r-.~.
I vs Op'eration and Maintenance Manual
Rev 10-05 I
Page 2 of 15
C
VortSentryTM
c
c
THE VORTSE~nRY SECTION SHAll BE STENCilED
WITH THE CONTEe,l STORMWAloR SOLUTIONS
NAME AND I.OGO. PlPE OPENINGS SHALL BE
SlEN(;llEu ~11\1L1::T' OR "'OUTLEr AS APPROPRIATE
3" [76)
TYP -- -
]=-=-:J=-=-=--=-=-=- l
I
I
1- - -- - - - - -
I
[
I
I
I
+--------1
I I
I I
I I
I I
Li- - - - - - - -
I
II
L_______J
1
LEFT SIDE VIEW
1
;- !'l8' 102'38]
4'.-8" [....422) SQUARE.
TY~ INLET/OUTI_ET
J
<=I>
l
-, 1'(3353) TYP
PLAN VIEW
I~S'-B"128961
3' (91 ~I
[I - - -- -
I
I
- - 2:\_
I
I
VARIES
I
- ~ ~iJT~' - - - - --=--=-r-
I -I~'. ~H
4'8"114221 I I ,/ \ I
6'-0-[,"29J IVARIES) I IU I I
TYP I :U~ ,/ '- ~I II
I -~--I
_ (1- - - - - - - - -h
I I I
I I I
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- - - - - - - - -1\
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L__~____J
~z -o'j01SZ)
MAX ITYP)
5' [152..111
(VARIES)
j
3'-la"IH61)
MIN
I
FOR INFORMATIONAL PURPOSES ONLY. NOT INTENDED FOR CONSTRUCTION
ELEVATION VIEW
ALTERNATE UNITS r I A~E IN
MILLIMETERS UNLESS NOTED OTHERWISE
<=I>
19'-2" [5840]
IVARIES)
This CADD me J3 fot tl'le purpOsfJ Df speciFying :s-tormwaler lreo.tment equipmeni iD be lurnished by CONTECB Stormwale-r Solulions and may oonly be 1ransfe-rr.:=d to. I)lh('!r
O't.>CUmerrLs exaclly as proll'idea lly- CONTECH Slormwa:ler 50lullons. Tlllp.- btoc.k Inlmmillion, oxcludlnll lhll! CONTECH Slormwal~r Solutions log., and U1-e vortSentry Siormwater
Tr.eatrnent System desigJ1atior. Olf1d palcl1t rluI11ber, 1l1CiY I)l)doeloei.ed if 11ec&5s.ary Revisions to an)' par1 of Ihis CAOO Ale whhoul prior ooordinalit)n wilh CONfECH Slormw-,.II.:t
SolUli-ons s!".all be cMsidl'l:red IJ"9t11hrnized USR ~j propris(my inlmmaUon.
NOtE":
1, STORMWATER TREATMENT SYSTEM ISWTS! SHALL BE DESIGNED TO
MEET PERFORMANCE GOALS B.....SED ON FULL SCALE LABORATORY
PERFORMANCt:: UATA
2. SWTS SHALL BE: DESIGNED TO RETAIN FtOATARtE5 AND TRAPPED
SEDIMENT AT FLOW RATES UP TO AND INCLUDING PEAK I ~~EATMENT
CAP AGITY
J. SWTS INVERTS rN AND aUT SHALL BE AT THE SAME ELEVA.TION
4. svvrs SHAlt NOT BF.: COMPROMISED BY E.FFECTS OF DOWNSTREAM
TAILWATER
5. $""'S SHALL HAVE NOINTERH^L COMPONENTS THAT OBSTRUCT
MAINl!2NANCE ACCESS
6. PIPE.OAIENTAT10N M....,Y VARY; SEE SITE PLAN FOR SIZE AND LQC.A.IION
7_ PURCHASER SHALL NOT BE RESPorJSlIJL,G FOR ASSEMBLY OF INTERNAL
COMPONENTS
6. \1) MA.NHOLE FRAMf" ANt) COVER SLlPPLlED WlTH SYSTEM. NOT
INSTALLED
9_ PURCH^SER TO PREPARE EXCAVATION AND PROVIDE LIFTIN-G
EOUIPMENT
10. VORTSENTRY BY CONTECH STORMWATER SOI.UTIONS; PORTLAND, OR
(l:lOG) ~8--46-61; SCARBOROUGH, ME (an) 907-8676; LINTHICUM. MD (666)
7-40-:1318
RISER ~
VS SECTiON
RISER 2
ASSEMBLY VIEW
STD
STANDARD DETAIL
STORMWATER TREATMENT SYSTEM
VORTSENTRY@ VS80 us PATENT NQ 8,991"4
~~I~"I'Tr~u"
~~4~ii:"!! i ;;;~n
SCA~E: NONE
DRAWN; JBS
~TORMWATE~
------.-SOLUTIONS_
CHECKED; NOG
FILE NAME: STDVS80
conlechstofTllWaler, corTi
O^TE: 9126i06
VS Operation and Maintenance Manual
Rev 10-05
Page 3 of 16
VortSentryTM
__ ... ..... ..... __X~!:!.~_~_~.~~~_~!.~~.e.-D L~~I:l2l~9e._~'2llm~~1~~.9._rl_~_.
Village Green Section 2
1l~""U~-m__._..~._...-_..._-.............m._....-..-...m~_",___,__""""_"'___""'m_""m'___.'__"__"'_.._'__.'.'_.__.____m...._._..._.__ -.
_ii ~n __ Carmel,_~~____.
STORMWATE~ Model VS80
---------SOLUTIONS. .__._ .. ________..__m___m..___mm_m____.___.m. -__.___..__.. ..m .. .__..__.__m'mm____..___.___.________.._'_.mm...m___.__.. m._..
System 701 A
Treatment Chamber Outlet Orifice Flow Partition Weir
m ...- m.. ....--....._--._..-......--o;:ifi~~ Are a(ft1)~r- (]. 827-------..--~-~~-Ct est EI."--(ft) ;::;"'--'-"1 .83
______ ._______..g_i?_~~.~r_g.~S_~~!!ic:ietl!~L----..9~?~:==-~..~~~~:~i.r::gJ~~.!Je n g!b.im =L.______:=2.:9.Q._ ..._-==
i Disc harqe Coefficient = I 3 33 .
_Jr.~a!~le_nt Flow ~__~~~_a~ ~Il!~ Rate Total Flow Rate
cfS cfs cis
0.6 0 0.6
1.3 0 1.3
1.9 0 1.9
2.5 0 2.5
2.9 0 2.9
3.3 0 3.3
3.7 0 3.7
4.1 0.4 45
4.4 1.8 62
4.7 3.6 83
5 5.8 10.8
5.2 8.3 135
1/12/2007 IIChecked By 'Date:
u
u
___J:!_ea~____
ft
0,25
0.50
075
100
1.25
1.50
1.75
2.00
2.25
2.50
2.75
3.00
Calculated by: HSM i
16.0
14.0
12.0
~
! 10.0
G)
~ 8rO
IX
~
.E 8.0
L.:..
4_0
2.0
0.0
0.00
Elevation
ft
808.39
808.64
808.89
809.14
809.39
809.64
809 89
810.14
810,39
810.64
810.89
81114
Datei
0.50
1.00
Stage Discharge
1.50
2.00
2.50
3,00
3.50
Head (ft)
u
Rev 10-05
e 4 of 16
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VortSentryTM
_______..\{ 0 r!~.~_r:!!r:y~_!J!~Ann ~~ TS S Re m 0 v al Efficie ncl:Y Estim~!~~_.__.__._...
_._^..vi~"II~"U"'____.. Village Green Section 2
~~~'1@ i~!!'"'! Carmel IN
, ,
._~ ----...----. ,Model VS80
w' SOLUTIONS. '" .......- ,.--- -........ __" __._........_....__......._......._' -.... -...
System 701 A
_.~
Desiqn Ratio 1 =
4-.09 acres x 0.69
402 ft3
0.007
~~i~!~.I.~..t~~!~.~~!:1Y._.... ..E.I..~.~...~.~..t~. .m9pe.ra.t~'~.9..'3:;;}!~.~..._~.I~t.~_I._~~J!.'.!'l.I.I. ....B.:'.!1 If). .~f:fc:y~_ .f.l.eL,Effl)' .
"/hr cfs cfs/ff Depth3 (%1 t%)
0.02 0.06 0.00014 8.9~-o 98.m:;:' 8(~.~
0.04 0.11 O.oU028 8..7% 98.0% 85%
0.06 0.17 0.00042 7.6% 98.m;:, 75%
0.08 0.23 0.00056 7.2% 96.9% 7.0%
0.10 0.28 0.00070 5.7% 96.9% 56%
0.12 0.34 0.00084 4.7% 96.9% 4_6%
O. '14 0.40 0.00098 4.6% 95.9% 44~i(,
0.-16 0.45 0.00112 4.9~{) 95.8% 4 7%
0.18 0.51 0.00126 3.6% 95.8% 35%
0.20 0.56 0.00140 3.4% 95.8% 33%
0.25 0.71 0.00175 6.8% 94.7% 64%
0.30 0.85 0.00211 5.0% 94.7% 4.7%
0.35 0.99 0.00246 4.4% 93.6% 41 %
0.40 1.13 0.00281 3.6% 92_5% 3_3%
0.45 1.27 0.00316 2.4% 925% 2.2%
0.50 1.41 0.00351 19% 914% 1.7%
075 212 000526 69% 859% 5.9%
1.00 282 0.00702 39% 83_2% 3.3%
1.50 423 L1D1053 46% 80.0% 3.7%
2.00 564 001404 060/0 62.6% 0.4%
Net Antlual TSS Removal Effidencv = 87%
1 . De.sign Ratio'" (Total Drainage .e.rea II Runo.ffCoefficient)!.::i:ortSentl"\".!re_atrn~.!1_t Volume
i'" The Total Drainage ,~rea and Ru noff CoetT1cient are specified by the site enqineer.
~ " 0 p~r.ati ;1.g..B~!~jE1S.I!ri.::.B.~ i nfa,,111 n!~~~ltt~Ql!l0ge~i2n.~.ati ~="=:~.=.==~~"~="]=.==...._,,._._."i_._..__..___.~.=
3. Based on 1 0 years of hourly precipitation data from NCDC 4259, Indianapolis \^/SFO .J\P. Marion Counti, 11\1
"4":Rem'o;;:81-eiiicie-ncTes.areb a s8don~Co-nt8Ghsto rmvvaterS;;"iUti 0 lislab"or-ator;;'";/8-rifiedr-ei:r:;oiiai"o'f'oi:;:="1"1" o-:-a-.
commercially available silica gradation \l1,'itl1 a mean par1icle size of -110 microns, .containing patiicles r'anging
from 53.150 microns.
. ICalculated by: HSM!
IIChecked b\.':
Date:
Date i
01/12...D7
I VS Operation and Maintenance Manual
Rev 10-05 I
Page 5 of 16
VortSentry ™
Design and Operation
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Basic Operation
The VortSentrl is a compact, below grade stormwater treatment system that employs vortex
technology to enhance gravitational separation of floating and settling pollutants from stormwater
flows. The device has no moving parts and is fabricated from concrete and marine grade
aluminum.
During operation, stormwater runoff enters the unit tangentially to promote a gentle swirling
motion in the treatment chamber As polluted water circles within the chamber, settleable solids
fall into the sump and are retained. Buoyant debris and oil and grease rise to the surface and are
separated from the water as it flows under the baffle wall. Finally. treated water exits the
treatment chamber through a flow control orifice located behind the baffle wall.
During low-flow conditions all runoff is diverted into the treatment chamber by the flow partition.
At higher flow rates, a portion of the runoff spills over the flow partition and is diverted around the
treatment chamber to prevent re-suspension and washout of previously trapped pollutants.
Water that spills over the partition flows into the head equalization chamber above the treatment
chamber outlet. As the head equalization chamber fills, the head differential driving flow through
the treatment chamber collapses The result is that flow rates in the treatment chamber remain
relatively constant even as total flow rates increase substantially. This configuration further
reduces the potential for re-suspension or washout.
u
Design Process
The VortSentril!J is sized one of two ways:
To reduce the net annual TSS load by a specific percentage using the Rational
Rainfall Method TM, or
. To reduce the TSS concentration by a specific percentage at the water quality
flow rate.
Rational Rainfall™ Method
Differences in local climate, topography and scale make every site hydraulically unique. It is
important to take these factors into consideration when estimating the long-term performance of
any stormwater treatment system. To estimate efficiencies as accurately as possible,
Stormwater360 ™ has developed the Rational Rainfall Method TM, a sizing prog ram that estimates
a net annual TSS load reduction for a particular VortSentry@ model based on:
Site size
Site runoff coefficient
Regional rainfall intensity distribution
Anticipated pollutant characteristics
Historic rain gauge records from across the United States and Canada were analyzed by
Stormwater360 ™ to determine the percent of the total recorded rainfall depth that fell at each
intensity for each site. Rainfall depths at US stations were totaled either every 15-minutes or
hourly and recorded in 0.01 ~inch increments. At Canadian stations, depths were recorded hourly
with 1 mm resolution, One trend was consistent at all sites; the vast majority of precipitation fell
at low intensities and high intensity storms contributed relatively little to the total annual depth.
The tabular summary of this information developed for each site, the rainfall intensity distribution,
is integral to the Rational Rainfall Method TM.
u
These rainfall intensity distributions, combined with site area, runoff coefficient and time of
concentration information can be converted into runoff rates using the rational method, The result
is a runoff frequency distribution for the site that is directly linked to local historic rainfall patterns.
Since most sites are relatively small and highly impervious, the rational method is appropriate for
I VS Operation and Maintenance Man ual
Page 6 of 16
Rev 10-05
VortSentryTM
u
this purpose. Based on the runoff rates calculated for each intensity, an operating rate within a
proposed VortSentrlJ is determined. Finally, a removal efficiency is selected for each operating
rate based on anticipated pollutant characteristics and on full-scale laboratory tests. The net
annual removal rate can be estimated by integrating the resulting removal efficiency frequency
distrib ution.
Water Oualitv Flow Rate Method
Stormwater360™ typically selects the VortSentry@ model that will provide an 80% annual TSS
load reduction based on laboratory generated performance curves for 11 O-micron sediment
particles, however the Rational Rainfall Method™ can accommodate other removal efficiency or
particle size targets.
u
In many cases, a specific water quality design flaw rate is required to be treated as a benchmark
performance objective that will result in a system sized to meet a longer term performance
objective. In many cases this water quality flaw rate (WOO) represents the peak flow rate from
an event with a specific recurrence interval (i.e. the six-month storm) or it may represent the peak
flow rate associated with a water quality depth (ie. 'h inch).
The VortSentrll is designed to treat all flows up to the WOO and to increase treatment chamber
flow rates only minimally once the WOO is surpassed. At influent rates higher than the WOO, the
flow partition will direct most flow exceeding the treatment flow rate around the treatment
chamber. This allows removal efficiency to remain relatively constant in the treatment chamber
and reduces the risk of washout regardless of influent flow rates.
Treatment flow rates are defined as the rate at which the VortSentry@ will remove a specific
gradation of sediment at a specific removal efficiency Therefore they are variable based on the
gradation and removal efficiency specified by the design engineer. Stormwater360™ may select
default values if that information is not available.
Treatment Flow Rate
The treatment chamber outlet is sized to allow the WOO to pass entirely through the treatment
chamber at a water surface elevation equal to the crest of the flow partition. The hydraulic
equalizing baffle is set with a crest equal to the crest of the flow partition and with a lower edge at
the water surface elevation produced in the outlet chamber at the WOO. It will not restrict flow
until the WOO is exceeded. At that point, water overtopping the flow partition will combine with
the flow leaving the treatment chamber and will submerge the opening under the head equalizing
baffle. As the head equalizing chamber fills, it offers resistance to flow leaving the treatment
chamber As a result, even at influent rates several times higher than the treatment flow rate, the
flow rate through the treatment chamber remains low.
Hydraulic Capacity
VortSentry@ hydraulic capacity is determined by the length and height of the flow partition and by
th.e maximum allowable head in the system. Typical configurations allow hydraulic capacities of
up to four times the treatment flow rate. As needed, the crest of the flow partition may be lowered
and the flow partition area may be widened to increase the capacity of the system at a given
water surface elevation
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Maintenance
The VortSentry@ should be inspected at regular intervals and maintained when necessary to
ensure optimum performance. The rate at which the system collects pollutants will depend more
heavily on site activities than the size of the unit, e.g., unstable soils or heavy winter sanding will
cause the grit chamber to fill more quickly but regular sweeping will slow accumulation.
I vs 0 eration and Maintenance Manual
Pace 7 of 16
Rev 10-05
VortSentrylM
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Inspection
Inspection is the key to effective maintenance and is easily performed. Stormwater360™
recommends ongoing quarterly inspections of the accumulated sediment The City of Indianapolis
indicates a minimum inspection frequency of 6 months. Pollutant deposition and transport may
vary from year to year and quarterly inspections will he'lp insure the system is cleaned out at the
appropriate time. Inspections should be performed mare often in the winter months in climates
where sanding operations may lead to rapid accumulations, or in equipment washdown areas. It
is very useful to keep a record of each inspection. A simple form for doing so is provided.
The VortSentr/l should be cleaned when inspection reveals that the sediment depth has
accumulated to a depth of three (3) feet in the treatment sump. This determination can be made
by taking two measurements with a stadia rod or similar measuring device; one measurement
from the manhole opening to the top of the sediment pile and the other from the manhole opening
to the water surface. If the distance measured is les~ than the distance given in the following
table, the VortSentrl should be maintained to ensure effective treatment
Distance between water
VortSentry @ model Diameter surface and top of Sediment storage
designation storage sump
ft m ft m vd" m"
VS30 3 0.9 2.4 0.7 0.8 0.6
VS40 4 1.2 3.5 1.1 1.4 1.1
VS50 5 1.5 I 4.4 1 ~3 2.2 1.7 I
VS60 6 I 1.8 I 5.3 1.6 3.1 2.4
VS70 7 I 2.1 I 6.1 1.9 4~3 3.3
VS80 8 2.4 I 7.0 2.1 5.6 4.3
VortSentry@ Maintenance Indicators
u
Note: to avoid underestimating the volume of sediment in the chamber, the measuring device
must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the
pile typically offer less resistance to the end of the rod than larger particles toward the bottom
of the pile.
Cleaning
Maintaining the VortSentrt is easiest when there is no flow entering the system. For this
reason, it is a good idea to schedule the c1eanout during dry weather. The most effective method
of excavating pollutants from the VOrlSentry@ is to use a vacuum truck. Since there are no
internal components that block access or view of captured pollutants, maintenance is virtually
identical to maintaining a catch basin with a deep sump. Simply remove the manhole cover and
insert the vacuum hose into the grit chamber. All pollutants can be removed from this one access
point. Once the system is empty, manhole covers should be securely seated to ensure that
surface runoff does not leak into the unit from above.
If a vacuum truck is not available, a "clamshell" grab may be used, but it is difficult to remove all
accumulated pollutants with such devices.
In VortSentr/l'J installations where the risk of large petroleum spills is small, floating liquid
contaminants may not accumulate as quickly as sediment. However, any spill should be cleaned
out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis
should be removed when an appreciable layer has been captured. To remove these pollutants, it
may be preferable to use adsorbent pads since they are usually cheaper to dispose of than the oil
water emulsion that may be created by vacuuming the oily layer. Floating debris can be
vacuumed or netted out separately if accumulation outpaces sediment .accumulation.
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The contents resulting from the cleaning procedure should not be dumped into a sanitary sewer.
VS Operation and Maintenance Manual
Page 8 of 16
Rev 10-05 I
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VortSentry;M
VortSentry@ Inspection & Maintenance Log - Sample
1. The water depth to sediment is determined by taking two measurements with a stadia rod one measurement
from the manhole opening 10 the top of the sediment pile and the other from the manhoie opening to the water
surface. When the difference between the two measurements is less than the value from Ihe table below,
maintenance should be performed.
VortSentry"l' Maintenance Indicators
Distance between water
VortSentry'" model Diameter surface and top of storage Sediment storage
designation sump
ft I m ft m - vd' mO
VS30 I 3 I 0.9 24 0.7 0.8 0.6
VS40 I 4 I 1.2 3.5 1.1 14 11
VS50 I 5 I 1.5 44 1.3 2.2 1.7
VS60 I 6 I 1.8 5.3 1.6 3.1 24
VS70 I 7 I 2.1 6.1 19 4.3 3.3 I
VS80 I 8 I 2.4 7.0 2_1 56 4.3 I
2 For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates
to an appreciable thickness. In the event of a spill, the system should be cleaned immediately.
VS Operation and 1"1aintenance Manual
Rev 10-05
Page 9 of 16
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VortSentryTM
VortSentry@ Inspection & Maintenance Log
Model: VS80 Location: Village Green Section 2, Carmel, IN
eration and Maintenance Manual
Rev 10-05
u
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VortSentryTM
PRIMARY ACCESS
FOR CLEANING AND
MONITORING
F - -t
11 ~ :1
~--/"v
^
q
"
NLET INVERT
1------------------1
" I I
I I
I I
I 1
--------, ,-------
~ i ,j.,1 - I 1 1 I
L'~_ I I -~.J I I
II Ir" I I (~\I 1
I I I( \ I I 1 1
I I I I 1
II II) I 1 \ : 1
111'>>---- I 1 ~LI .
I rl- I I -I I I
1'--- I I I I 10 1'------1
I_~-----~ L_____~~~
., I~
1 ~
"" I -
I I
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rl !~
-~~-------------~----r
I I
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"I I
I I.
I
--------1-
1
1
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b
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L_~------'---~-----~-y
^ ~
<1 ~ <J.Q
r---
-1--------
I
<l 1
I
1
1
1
1
1
3'
ACCUMULATED
SEDiMENT .
"
OUTLET INVERT
VS Operation and Maintenance Manual
Page 11 of 16
Rev 10-05
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VortSentry ™
SECTION 02722
STORMWATER TREATMENT SYSTEM
PART 1.00 GENERAL
1.1 DESCRIPTION
A. Work included:
The Contractor, and/or a manufacturer selected by the Contractor and approved
by the Engineer, shall furnish all labor, materials, equipment and incidentals
required and install all precast concrete stormwater treatment systems and
appurtenances in accordance with the Drawings and these specifications. The
treatment system shall provide flow partitioned hydrodynamic treatment that
removes sediment, free-floating pollutants, and oil particles. The treatment system
must include the capability to partition flows, causing all runoff to be diverted into
the treatment chamber during low-flow conditions. Flows exceeding the treatment
capacity of the unit shall divert the excess flow around the treatment chamber to
prevent re-suspension and washout of previously trapped pollutants.
1.2 QUALITY CONTROL INSPECTION
A.
The quality of materials, the process of manufacture, and the finished sections
shall be subject to inspection by the Engineer. Such inspection may be made at
the place of manufacture, or on the work site after delivery, or at bath places, and
the sections shall be subject to rejection at any time if material conditions fail to
meet any of the specification requirements, even though sample sections may
have been accepted as satisfactory at the place of manufacture. Sections rejected
after delivery to the site shall be marked for identification and shall be removed
from the site at once. All sections which have been damaged beyond repair during
delivery will be rejected and, if already installed, shall be repaired to the Engineer's
acceptance level, if permitted, or removed and replaced, entirely at the
Contractor's expense.
B. All sections shall be inspected for general appearance, dimensions, soundness,
etc. The surface shall be dense, close textured and free of blisters, cracks, .
roughness and exposure of reinforcement.
C. Imperfections may be repaired,subject to the acceptance of the Engineer, after
demonstration by the manufacturer that strang and permanent repairs result
Repairs shall be carefully inspected before final acceptance. Cement mortar used
for repairs shall have a minimum compressive strength of 4,000 psi (28 MPa) at
the end of 7 days and 5,000 psi (34 MPa) at the end of 28 days when tested in 3-
inch (76 mm) diameter by 6-inch (152 mm) long cylinders stored in the standard
manner. Epoxy mortar may be utilized for repairs.
I VS Operation and Maintenance Manual
Rev 10-05 I
Page 12 of 16
VortSentryTM
1.3
SUBMITTALS
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Shop Drawinqs
The Contractor shall be provided with dimensional drawings and, when specified,
utilize these drawings as the basis for preparation of shop drawings showing
details for construction, reinforcing, joints and any cast-in-place appurtenances.
Shop drawings shall be annotated to indicate all materials to be used and all
applicable standards for materials, required tests of materials and design
assumptions for structural analysis. Shop drawings shall be prepared at a scale of
not less than 3/16-inches per foot (1 :75). Six (6) hard copies of said shop
drawings shall be submitted to the Engineer for review and approval
PART 2.00 PRODUCTS
2.1 MATERIALS AND DESIGN
A Concrete for precast stormwater treatment systems shall conform to ASTM C857
and C858 and meet the following additional requirements:
1. In all cases the wall thickness shall be no less than the minimum thickness
necessary to sustain HS20-44 (MS18) loading requirements as determined by
a Licensed Professional Engineer.
2.
U 3.
4.
Sections shall have tongue and groove or ship-lap joints with a butyl mastic
sealant conforming to ASTM C 990.
Cement shall be Type I, II or III Portland cement conforming to ASTM C 150.
All sections shall be cured by an approved method. Sections shall not be
shipped until the concrete has attained a compressive strength of 4,000 psi (28
MPa) or other designate suitable handling strength.
5. Pipe openings shall be sized to accept pipes of the specified size(s) and
material(s), and shall be sealed by the Contractor with a hydraulic cement
conforming to ASTM C 595M
R All internal components shall be aluminum alloy 5052-H32 plate in accordance
with ASTM B 209.
C. Brick or masonry used to build the manhole frame to grade shall conform to ASTM
C 32 or ASTM C 139 and shall be installed in conformance with all local
req uirements.
D. Casting for manhole frames and covers shall be in accordance with ASTM A48,
CL.35B and AASHTO M105 The manhole frame and cover shall be equivalent to
Campbell Foundry Pattern #1009A.
E. A bitumen sealant in conformance with ASTM C 990 shall be utilized in affixing the
aluminum baffie wall and partitioning chamber to the concrete vault.
u
2.2 PERFORMANCE
Page 13 of 16
Rev 10-05 I
I VS Operation and Maintenance Manual
VortSentry'M
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Each stormwater treatment system shall adhere to the following performance specifications
at the design treatment capacities, as listed below if not specified otherwise:
Table 2.1
VS30 0.26 7 0.8 0.61
VS40 0.58 15 1.4 1.07
VS50 1.1 30 2.2 1.68
VS60 18 50 3.1 2.37
VS70 2.7 75 4.3 329
VS80 3.9 110 5.6 4.28
VS90 5.4 150 7.1 5.43
VS100 7.2 200 8.7 6.65
U VS120 11.9 335 12.6 9.63
Notes: Water Quality Flow Rate is the maximum flow at which the system will
remove 80% of an unground silica sample having an average particle size
of 110 microns and containing a range of particles from 53 to 212 microns
based on full-scale laboratory tests.
Typical hydraulic capacities for the systems will be four times the Water
Quality Flow Rate but can be adjusted to meet specific site requirements.
Sediment storage volumes are standard and can be adjusted to meet
specific site requirements.
Each stormwater treatment system shall include a circular chamber with a tangential inlet
to induce a swirling flow pattern that will accumulate and store settled solids in a manner
and a location that will prevent re-suspension of previously captured particulates.
Each stormwater treatment system shall be of a hydraulic design that includes flow
controls designed and certified by a professional engineer using accepted principles of fluid
mechanics that raise the water surface inside the tank to a pre-determined level in order to
prevent the re-entrainment of trapped floating contaminants
Each stormwater treatment system shall be capable of removing 80% of the net annual
Total Suspended Solids (T5S) load based on a particle size gradation as defined in
Table 2.2.
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eration and Maintenance Manual
Rev 10-05
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VortSentryTM
Table 2.2
Particle Size Gradation
Percent of Sample
Particle Size Ranqe
1%
56%
40%
3%
> 150
100 - 150
75 - 100
50 - 75
micron
micron
micron
micron
Annual TSS removal efficiency models shall be based on laboratory performance data,
site-specific hydraulics and hydrology, and local rainfall intensity distributions Individual
stormwater treatment systems shall have the Design Treatment Capacity listed in Table
21, and shall not re-suspend trapped sediments or re-entrain floating contaminants at flow
rates up to and including the specified Design Treatment Capacity
Individual stormwater treatment systems shall have usable sediment storage capacity of
not less than the corresponding volume listed in Table 2.1. The systems shall be designed
to not allow surcharge of the upstream piping network during dry weather conditions.
Direct access shall be provided to the sediment and floatable contaminant storage
chambers to facilitate maintenance. There shall be no appurtenances or restrictions within
these chambers.
Stormwater treatment systems shall be completely housed within one circular structure.
I VS Operation and Maintenance Manual
Rev 10-05 I
Paqe 15 of 16
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VortSentryTM
2.3
MANUFACTURER
The manufacturer of said system shall have been regularly engaged in the engineering
design and production of systems for the physical treatment of stormwater ru noff for 15
years.
Each stormwater treatment system shall be a VortSentry@ System as manufactu red by
Stormwater360™, 200 Enterprise Drive, Scarborough, Maine 04074, phone: 207-885-
9830, fax: 207-885-9825.
PART 3.00 EXECUTION
3.1 INSTAllATION
A. Each Stormwater Treatment System shall be constructed according to the sizes
shown on the Drawings and as specified herein. Install at elevations and locations
shown on the Drawings or as otherwise directed by the Engineer.
B. Place the precast base unit on a granular subbase of minimum thickness of six
inches (152 mm) after compaction or of greater thickness and compaction if
specified elsewhere. The granular subbase shall be checked for level prior to
setting and the precast base section of the trap shall be checked for level at all four
corners after it is set. If the slope from any corner to any other corner exceeds
0.5% the base section shall be removed and the granular subbase material re-
leveled
C. Prior to setting subsequent sections place bitumen sealant in conformance with
ASTM C 990-91 along the construction joint in the section that is already in place.
D.
After setting the precast roof section of the stormwater treatment system, set
precast concrete manhole riser sections, to the height required to bring the cast
iron manhole covers to grade, so that the sections are vertical and in true
alignment with a %-inch (6 mm) maximum tolerance allowed. Backfill in a careful
manner, bringing the fill up in 6-inch (152 mm) lifts on all sides and compacting the
granular bedding to 95% Standard Procter Density per ASTM 0698. If leaks
appear, clean the inside joints and caulk with lead wool to the satisfaction of the
Engineer. Precast sections shall be set in a manner that will result in a watertight
joint In all instances, installation of Stormwater Treatment Systems shall conform
to ASTM specification C 891 "Standard Practice for Installation oLUnderground
Precast Utility Structures".
E. Holes made in the concrete sections for handling or other purposes shall be
plugged with a nonshrink grout or by using grout in combination with concrete
plugs_
F. Where holes must be cut in the precast sections to accommodate pipes, do all
cutting before setting the sections in place to prevent any subsequent jarring which
may loosen the mortar Joints The Contractor shall make all pipe connections.
I VS Operation and Maintenance Manual
Rev 10-05 I
Page 15 of 15
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