HomeMy WebLinkAboutDrainage Report - Preliminary
D
D
o
o
D
o
D
o
o
o
o
o
D
D
D
o
o
D
o
TRILIUM
PRELIMINARY DRAINAGE REPORT
PREPARED FOR:
Adams & Marshall
P. 0. Box 80019
Indianapolis, Indiana 46280
PREPARED BY:
Whitney D. Neukam, E. I
Stoeppelwerth and Associates, Inc.
(317) 570- 4704
DATE PREPARED:
June 22, 2007
!
~--- , ...
..,~.-,
-, (
1),_ -
[J
o
u
u
o
u
o
o
U
D
U
o
u
u
u
u
u
o
o
TRILIUM
INDEX
1.0 PROJECT NARRATIVE
2.0 EXISTING SITE DRAINAGE CONDITIONS
3.0 PROPOSED SITE DRAINAGE CONDITIONS
4.0 WATER QUALITY CALCULATIONS
5.0 DRAINAGE BASIN MAPS
U
D
o
U
D
o
o
o
o
o
lJ
U
o
o
J
U
o
U
o
1.0 PROJECT NARRATIVE
Site Location
Project Description
Existing Site Conditions
Proposed Site Conditions
Analysis and Design Software
References
Table 1.0-1: City of Carmel Rainfall Data
Drainage Certification
Proof of Errors and Olnissions Insurance
Site Location Map
Soils Map
u
. ]
u
LJ
U
U
U
U
PROJECT NARRATIVE
PROJECT:
DEVELOPER:
PREPARED BY:
Triliwn
Adams & Marshall
Whitney D. Neukam, E. 1.
u
u
u
u
o
Site Location
Adams & Marshall is proposing the development of a residential subdivision in Hamilton
County to be Imown as Trilium. The site is located between 126th Street and 131 st Street,
west of the Village of West Clay subdivision. The site is more specifically located in part
of the Southeast Quarter of Section 29, Township 18 NOlih, Range 3 East in Clay
Township, Hamilton County, Indiana.
Pro.ject Description
The scope of this project is to construct a single-family residential community with all
intl:astructures associated with this type of development. The project will utilize the
entire 33-acre parcel and include the construction of single-family structures, amenity
areas, storm sewer, retention ponds and associated utilities.
Existing Site Conditions
The existing Tritium site consists of two onsite basins. ONSITE I (13.7 ac.) is also a
mixture of agriculture, woods and grassland and drains southeast towards the Laurel
Lakes Legal Drain (OUTLET 1). ONSLTE 2 (18.75 ac.) is currently a mixture of
agriculture, woods and grassland and drains west to the J. W. Brendle Legal Drain near
the middle of the site (OUTLET 2).
The existing subdivision east of the Trilium site, Village of West Clay, accounts for the
runoff from the upstream portion of the Brendle watershed. Pond 6 intercepts the legal
drain and discharges west into the piped segment that is currently ITmning through our
site as pati of ON SITE 2. The following are the 2, 10 and lOO-year release rates from
Pond 6 entering the legal drain.
Discharges fro111 Lake 6 of Village of West Clay
2-year: 12.16cfs
IO-year: 13.23 efs
100- year: 14.47 cfs
Soil Types.
CrA - Crosby Slit Loam - Type C Soil
Br - Srookstol1 Silty Clay Loam - Type B Soil
Adjoining Land Conditions:
NOl1h: Lakes at Hayden Run subdivision
South: Agriculturc
East: Village of West Clay subdivision
West: Agriculture
u
u
u
u
u
u
u
u
i 1
u
u
u
u
u
u
u
Existing Conditions Modeling Results
OUTLET 1
Existing Conditions ICPR Modeling Results (cfs)
Basins
ONSITE 1
OUTLET 2
Existing Conditions ICPR Modeling Results (cfs)
Basins
2-Year
10-Year
100-Year
ONSITE 2
Offsite Flow from
Village of West
Cia
Total Flow
See section 2.0 Existing Site Drainage Conditions for supporting drainage calculations.
6.88
13.86
31.33
12 16
13.23
1447
u
u
Proposed Site Conditions
The proposed storm water system for the residential development will consist of
collecting runoff from the single-family structures and surrounding open lawn areas via
swales and storm sewer inlets. The rulloff will be conveyed through the stann sewer
system and discharge into its prospective retention pond.
The proposed Trilium site will consist of two detention ponds that will both discharge
into the J. W. Brendle Legal Drain. POND 1 will detain runofffrom 15.54 acres of the
site and will be re-routed to the 1. W. Brendle Legal Drain along 126111 Street. POND 2
will detain runoff from the remaining portion of the site (18.08 acres) and will discharge
into an arm of the Brendle legal drain west of our site.
Design of the Trilium stormwater detention system is in accordance with the City of
Carmel Stormwater Technical Standards Manual.
Preliminary water quality calculations are also provided in this report.
LJ
I .
U
u
u
Allowable Release Rates
u
Unit Allowable Release Rates:
2, 1 D-yr" 0.1 cfS/acre 1 00- yr " 0.3 cfs/ae
Onsite Basin I 2-Year 10-Year 100-Year
ON SITE 1 I 137 1.37 4.11
ON SITE 21 1.88 1.88 5.63
u
u
u
[J
u
u
u
r i
U
Proposed Conditions Modeling Results
u
u
u
u
u
u
u
u
U
I '
U
OUTLET 1
Proposed Conditions ICPR Modeling Results (cfs)
Model
ONSITE
OVERALL
Model
OUTLET 2
ONSITE
OVERALL
See section 3.0 Proposed Site Drainage Conditions for supporting drainage calculations.
Analysis and Design Software
The computer program ICPR was used for the analysis of the existing and proposed site
conditions. This program routes and analyzes all components in a storm system on a
user-defined time interval. The NRCS Type 2 Rainfall Distribution 24-Hour stoml
events for the 2, 10 and 100- Year return periods were analyzed with their corresponding
rainfall depths to size the retention ponds and the outlet control structures.
References
HERPICC Stormwater Drainage Manual- Christopher B. Burke Engineering
City of Cannel Stormwater Technical Standards Manual
u
U
J
U
U
u
u
u
u
u
u
r
U
u
u
u
u
u
u
u
I '
u
lJ
J
o
J
Rainfall Intensities for Various Return Periods ami Storm Durations [inches/hour)
Duration Return Period (years
2 1U 100
5 min. 4.63 6.12 9.12
10 min. 3,95 5.22 7.78
15 min. 344 4.55 6.77
20 min. 304 4.02 5.99
30 min. 246 3.25 4.84
40 min. 2.05 2.71 405
50 min. 1.76 2.33 3.47
1 hr. 1.54 2.03 3.03
1.5 hr. 1.07 142 2.24
2 hr. 0.83 1.11 1.87
3 hr 059 0.84 1.42
4 hr. 0.47 0.68 1.15
5 hr. 0.4 0.58 0.97
6 hr. 0.35 0.5 0.85
7 hr. 0.31 0.44 0.75
8 hr. 0.28 0.4 0.67
9 hr. 0.25 0.36 0.61
10 hr. 0.23 0.33 0.56
12 hr. 0.2 0.29 048
14 hr. 0.17 0.25 042
16 hr. 016 0.23 038
18 hr. 0.14 0.2 0.34
20 hr. 0.13 0.19 0.31
24 hr. 0.11 0.16 0.27
Duration
24 hr.
NRCS Type 2 Rainfall Distribution Ordinates
Cumulative Percent of Cumulative Percent of
0 0
5 1
1D 3
15 4
2D 6
25 8
30 10
35 13
40 17
45 22
50 64
55 78
60 84
65 87
70 90
75 92
80 94
85 96
90 98
95 99
100 100
Table 10-1 City of Carmel Rainfall Data
u
u
TRILIUM
I I
U
HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT
u
u
u
u
PROFESSIONAL CERTIFICATION
r "T
U
U
U
J
U
U
U
~/~
", \\\111 n IIlrllil
",..., SI0E?f>t:- ",",,
...' \ <..:/....
... J' ......... '--It:.,..
l.:5;:0 ...<~\STEA>"', ~\
.. " 0'V "() " .~ ....
:::0"<:/ I.j ".-s.-':'
!::: "0. '., ~
:: ; 19'?J:::8 ; ::
~ \ '...h:.) -:
s ~....,. STATE OF ,./1}; g
\ O~.,.....ltVOIA~I'--",""..:-.0,f
" '. .' ,....-...
""';;;I;.s-SIO"N;L' '~~c:... """,
III \\'t\
IfJuII lIl!n\
David J, Stoeppelwerth, r.E.
Indim1a Registration No. ] 9358
I '
U
u
u
u
u
The following report and accompanying computations have been developed by me or
under my direct supervision,
u
ACORD,. CERTIFICATE OF LIABILITY INSURANCE CSR BA 1 DATE (MMlDDNYY\'1
lSTOE-l 11/06/06
PRODUCER THIS CERTIFICATE JS ISSUED AS A MATTER OF INFORMATION
Conner Insurance Agency, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
P. O. Box B0865 HDLDER. THIS CERTIFICATE DOES NOY AMEND, EXTEND OR
8445 Keystone Crossing ste 200 ALTER THE COVERAGE AFFORDED BY THE POL1CIES BELOW.
T""dianapo~is IN 46240
,one: 317-808-7711 Fax:317-808-7700 INSURERS AFFORD!NG COVERAGE NAIC#
INSURED INSURER A: General Casualty I 24414
STOEPPELWERTH & ASSOC. INC./ INSURER B: ViGtor o. Sh.illollerilr -to.. Co.. 10
SYCAMORE POINTE PROPERTIES INC INSURER c:
c/o DAVID STOEl?PELWERTH
7965 EAST 106TB STREET INSURER 0;
FISHERS IN 46038
INSURER E:
j I
U
u
u
u
COVERAGES
u
THE POLlCIES OF INSURANCE LISTED SELOW HAVE BEEN ISSUED TO THE INSURED i'iAMfD ABOVE FOR rHE POLlCY P:ERIOD INDICATED. NOnYITHSTANDING
ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTI-lER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PEi<TAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL TI-lE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
LTR NER TYPE OF INSURANCE POLICY NUMBER ~'3.ni iMMIDDly~E P8mYj~~IfD~~N i LIMITS
GENERAL LIAB1LTTY Eo.CH OCCURRENCE $1,000,000
- L>AMAl;~ .
A ~ COMMERCIAL GENERAL LlA8ILID' CCI0300158 11/03/06 11/03/07 $ 100,000
~ CLAIMS MADE 0 OCCUR PREMIS"S (Ea oxurellce)
i- MED EX? {Any Ofl8 person) $ 5,000
PERSONAL & ADV INJURY $1,000,000
f-- GENERAL AGGREGATE $2,000,000
GEN'lAGGRE~E LIMIT APPLIES PER: PRODUCTS. COMPiOP AGG $2,000,000
Ii PRO- II I
POLICY X JECT I LOC I
AUTOMOBll.f: LIABIUTY COMBINED SINGLE LIMIT
'"- sl,OOO,OOO
A ~ ANY AUTO CBA0300158 11/03/06 11/03/07 (E.s seddonl)
ALL OWNED AUTOS IJODILY INJURY
~ (por person) $
- SCHEDULED AUTOS
A .E. HIRED AUTOS CBA0300158 11/03/06 11/03/07 BODILY INJURY
$
A X NON-OWNED AUTOS CBA0300158 11/03/06 11/03/07 ~P~r- i::lcr:idl::nl)
-
- PROPERTY DAMAGE S
I [Par 8GGjden1)
,
i GARAGE LIABILITY AUTO ONL \' - EA ACCIDEi'iT $
R !\N~ AUTO OTHER THAN EA ACe $
AUTO ONLY: AGO S
EXCESSIUMBRnLA L1A3IllD' EACH OCCURRENCE $1,000,000
A ~ OCCUR D CLAIMS MADE CCU0300l58 11/03/06 11/03/07 AGGREGATE $ 1 , 0 0 0 , 00 0
$
~ DEDUCTIBLE $
X RETEi'iTION s10,000 $
WORKERS COMPENSATION Mill X ITORY LIMITS I IVER'
A EMPLOVEl<S' LIABILITY C"wC0300158 Uj03/06 11/03/07 5500,000
ANY PROPRIETOR/PARTNER/EXECUTIVE E.L EACH ACCIDENT
OFFICERJMEMBEH EXCLUDED? E.L. DISEASE. EA EMPLO\'lOE $500,000
It yes, describe under E.L. DISEASE. POLICY LIMIT s500,000
SPECIAL PROVISIONS below
OTHER
B PROFESSIONAL LIAB AEAOOB216301 01/28/06 01/28/07 Aggregate 2,000,000
KNOWLEDGE DATE 01/28/65 Per Cla.im 2,000,000
DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLeS I EXCLUSIONS ADDED BY ENDORSEMENT I SPECIAL PllOVISIONS
u
o
u
u
u
u
u
u
u
u
CERTIFICATE HOLDER
CANCELLI>.TION
LJ
ADAMS & MARSF_~L HOMES INC
9310 N. MERIDIAN, SUITE 100
INDIANAPOLIS IN 46250
l>..DAM-O 1 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES 8E CANCELLED !lEFDRE THE EXPIRAnON
DATE THEREOF, THE ISSUiNG Ii'iSURER WILL ENDEAVOR TO MArL 30 DAYS WRIITEN
NOTICE TO TI-lE CERTIFICATE HOLDER NAMED 70THE lEFT. BLiT FAILURE TO 00 SO SHALL
IMPOSE NO OBLIGATION OR LIABILJTY OF ANY KIND UPON THi:: INSURER,ITS I'.GENTS OR
REPRESENTATIVES.
AU 0 lED P ESENT
@ACORD CORPORATION 1988
u
ACORD 25 (2001108)
u
u
u
u l
u
u
u
u
.0
J .- " -
.-
./ --
, , .-
/' "
U .-
.- .-
.-
u
U
U
u
c
u
u
u
U
)\V
..,./", .-/
.-
----
.-
.-/ //
//' .---"'
.-/
".-
r
I
I
I
I
)
I
I / //
I / I
I , I
I . I
I / I
I I
, I
( /
, ,
, I
I I
I I
I ,
I !
I
I
I
I
I
I
I
/
"
--
/
LOCA TION MAP
N.T.S
u
u
~~ 1
U
U
U
U
U
U
U
U
I.
LJ
U erA
U
I'
U
U
I ,
U
U
J SOilS MAP
U
! I
LJ
o
'0
u
[j
J
U
U
[j
U
.0
U
o
u
u
u
u
u
u
u
2.0 EXISTING SITE
DRAINAGE CONDITIONS
Existing Curve Number Calculations
Existing TiIne-of-Concentration Calculations
ICPR Existing Basin Schelnatic
ICPR Basin SUffilnary
ICPR Basin Maxinlunl Runoff Results
Village or West Clay Drainage Ca1cualtions
~~~~~~~~~~~~~~d~~~~
Curve Number Calculations
Job# 55960
Existing Site Conditions
Drainage % Coverage Curve Numbers Total Composite
Basin Node Land Usage Notes Drainage Curve
Area B-Soil C-Soil B-Soil C-Soil Area Number
Open Space Fair Condition 1.03 ac 10% 90% 69 79
ONSITE 1 OUTLET 1 Woods Grass Combination 1.02 ac 10% 90% 65 76 13.70 ac 80
Aaricullure Straight Row + Crop Residue Cover 11.65 ac 20'% 80% 75 82
Open Space Fair Condition 8.25 ac 10% 90% 69 79
ONSITE 2 OUTLET 2 Woods Grass Combination 675 ac 15% 85% 65 76 18.75 ac 77
Aqriculture Straight row + Crop Residue Cover 3.75 ac 45% 55% 75 82
Due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas
should be changed to the next less infiltrating capacity category.
c=J
c=:
CJ
~
c:::J
C=~
CJ
c=.:
c=
CJ
c=J
c:==
c=
c=
c:=::J
c:=
c=J
c=:J
c=
Trilium Time of Concentrations
Job # 55960 ICPR
Existing Conditions
Sheet Flow GutterlSwale Flow Channel Flow T c (lotal) T c (total)
Basin L - P,= s = Tt = .OO7(nL)O.8/(P,""."') v= L= TI= LN Description v- L= Tl=LN
Description n= Oescription
(ftl (Inlhr) (rUft) (hrsl (Fils) (ft) (hrsl (fUs) (It) (hrs) (hrs) (min)
ONSITE 1 Aari 0.17 100 2.66 0.005 0.3447 Gutter I Swale 2.00 550 0.0764 Channel 3.00 420 0.0389 0.4600 27.6
ON SITE 2 Grass 0.15 100 2.66 0.009 0.2465 Gulrer I Swale 2.00 900 0.1250 Channel 3.00 200 0.0185 0.3900 23.4
Per the Natural Resources Conservation Service (NRCS), the maximum length for sheet flow in lime-or-concentration (Te) calculations is 100 feet.
CJ
c=:;
CJ
c=!
CJ
ICPR Existing Basin Schematic
6-22-07 WDN
Nodes
A Stage/Area
V Stage/Volume
T Time(SLage
1'-1 l"'lanhale
Basins
o OverLend Flow
uses Unit H~'dro
S S,anl':3 8C).rb-3ra
Lin1-:3
P Pipe
~'T vlo;;:i L
C Cflannel
D Drop Structure
n Bridge
R Rating Curve
)[ B['each
c::::::: ]
CJ
c:;
c=
c=
CJ
c=:;
c=J
CJ
c=
c=J
CJ
c:==
c=
-----
A:OlJTLET 2
U:ONSITE 2
A:OUTLET 1
U:ONSITE 1
Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc_
u
D
u
Basin Nan,e: ONSITE 1
GI-OUp l>.Jame: BASE
Simulation: 002yr
Node Name: OUTLET 1
Basin Type: SCS Unit Hydrograph
u
Uni t Hyd rograph: Uh~ 8~
Peaking Fator: 484.0
Spec Time Inc imi'd: 3.68
Camp Time Inc [mirtl: 3.58
Rainfall File: NRCS Type II
Rainfall. AmounL (ird: :2.560
Storm Duration [tlrs); :2 11.00
Status: Onsit~
Time of Cone [win): 27.60
Time Shift (hLS): 0.00
Area loel: 13.7DO
Vol of Unit Hyd I ird: l. DOl
Curve Number: 80.000
DCI.'" (1.): O. aoo
u
u
Time Max (hrs): 12.0B
Flow Max (cfs): 5 850
Runoff V~lume lin): 1.000
Runoff Volume Ift3): 49709."05
I '
U
o
Basin Name: ONSITE _
GrQup Name: Bl\SE
Simulatiorl: 002yr
Node Name: OUTLST
Basin Type: SCS Onit Hyd~ograph
o
Unlc Hydrograph: Uh484
P€aking ?atG~: 484.0
Spec Time !nc Unir:.~: 3.12
Comp Time rnc imi~l: 3.12
Rainfall File: NRCS Type 11
Rainfall Amount (ird' 2.660
S-i;or~m Dur2.-;:ion d"lrs); 24.00
Status: Orlsite
Tine of Cone (mini: 2J _ 40
Time Shift Illrsl: 0.00
Area lacl: 18.750
Vol of Uni~ Hyd linl: I.DOO
Curve Numb~r: 77.00a
Delp. (%): 0.000
u
u
Tim~ Max (hrs): 12.06
Flow Max (cfs): 6.377
Runoff Volume lin): 0.841
Runoff \lolume [ft3): S723B.611
u
u
3asin Name: ONSITE:
Gooup Name: BASE
Simul~Lion; OlOyr
Node Name: OUTLET
aasin T.,,:pe: SCS Unit Hydrograph
u
Unit HI'creqrapr:: Uh4B4
Peaking Fater: ~84.0
Spec Time Inc (mini: 3.68
Ccmp Time Irlc (mirl): 3.68
Rainfall File: NRCS Type II
Rainfall P.mount (in): 3'.83D
Storm DuratiDn (!!rs:l: 1'4, OD
StCl-i::.US: Oflsite
TiJ1\e of Cone (mi!"]!: 27. 6D
Time Sh2-ft (hr.s}: 0.00
l'.r'ea (acl: 1].700
vol of Unit Hyd (iIiI: 1.001
Curve NumbEr: 80.000
DCIA ('. I: 0.000
u
u
u
Time Max ,~hrsl: 12.08
flow Max (cfsl: 11.161
Runoff Volume ~,in): 1 899
Runoff Volume (ft3): 94439 812
u
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page I of3
u
u'
u
u
Basin L-lame: ONSITE "
Group Name: 3ASE
Simulation: OIOyr
Node Name: OUTLET
Basin Type~ SCS Unit Hydrograph
u
Unit Hydrograph: Uh4B4
Peaking F3~or: 484.0
Spec Time Inc (min); 3.12
Camp TiThe Inc {miul: 3.12
Rainfall File: NRCS Type II
Rainfall J\Jnou:,t (i'd: 3.830
Storm Duration [lire I: 2".00
Stat~s: Onsite
Time of Cone [mird: 23.40
Time Shift [hrs); 0.00
l\rea I;'c); 18.7'00
Vol of Ur'it Hyd li"l: 1.000
Curve NUlut'':;'T: j 7.000
DCIl'. ["): 0.000
u
u
Time Hal< (lu's): 12.06
Flow Max [cf~): 13.860
Runoff VDlume (in): 1 677
Runoff Volume (ft~,): 114]53,4~O
u
o
3asin NaOle: ONSITE 1
Group N2me: BASE
Simulation: lOOyr
Node N~m~: OUTLET 1
Basin Type: SCS UlIi t Hydrograps-j
u
Unit Hydrograph: lJh484
Peaking Fator: 484.0
Spec Time rile (win]: 3.68
Camp Time Ine (mill!: 3.63
Rainfall File: NRCS Type II
Rainfall J.l,rnount I:in): 6.460
Stcrm DlJration (hr.s}: 24.00
Status: Cn5ite
Time of Cone (min): 27.60
Time Shift (Jus): 0.00
Area (ac}: 13.700
Vol of Unit Hyd [in): 1.001
C~rve Number: 80.000
DCI." (%): 0.000
u
u
u
Time l~ax (hrs:': 12.02
Flo'.-JMax lcis): 24.i24
~unoff Volume I: in): 4.192
R~noff Volume I ft3), 208484. f,26
u
Ba sin N~J.11ie: ONSITE ?
Group :J~l]"e: Bl'..$E
Simu1atiCJIl.: lOOyr
Node Name: OOTLET 2
Basin Type' 8(:3 {lnit Hydrograph
o
U~it Hydrograph: Uh~8~
Pe~king Fator: 484.0
Spec Tiine Ine (mir\,: .3 .12
Comp T ime In'~ [,oif'l: 3.12
Rainfall File: NRCS Type II
Rai!'lfall J\Jnou,-,t linl: 6.460
Storm Duration [b,r'j): :::q. 00
StatuS: Onsite
Time of Cone (mini: 23.40
rime Shift (hrs): 0.00
Ar~a lac): 18.750
Vol of Unit Hyd I i.n): 1.000
Curve Num~er: l7.0DO
DCll'. [~,); 0.000
u
o
o
Time Max (hrs); 12.01
Flo.., Ha}<: {cfs): )1.334
RuIlOff Volume (in): 3.877
Ru~off Volume lEU): 263896.678
u
Interconnected Channel and Pond Routing Model (ICPR) rQ2002 Streamline Technologies, Inc.
Page 2 01'3
u
u
u
u
u
u
u
u
u
u
u
u
u
u
[J
u
u
J
u
Interconnected Channel and Pond Routing Modei (ICPR) (Q2002 Streamline Technologies, Inc.
Page 3 of3
i '.
U
c=
c=
c=
~
c=:
Simulati.on
ICPR Basin Maximum Runoff Results
6-22-07 rlON
Basin
r=:=.'
C~
c=:
c=
L'
Group Time Hax Flow t1ax Volurn-e ~'lolume
hrs cfs in Et3
B.I\SE 12.08 5.850 1.000 ~9709.505
B.I\SE 12.0B 11.161 1.699 94439.812
B.I\SE 12.02 2" .12" 4.192206464.626
BASE .06 6.877 0.641 57238,511
BASE .OE 13,860 1.677114153,440
BP,SE; .01 31.334 3.8')7263896,678
002yr
OlOyr
100,'r
002yr
010','"
100~rI:
ONSITE
ONSITE
ONSITE
ONSITE
ONSITE
ONSITE
~
~
r'
c:
c=
C:='
c=
c::=
c=
IntercOlmected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 1 of 1
u
u
I '
u
I '
u
U
U
U
U
U
U
U
U
u.
U
J
[J
U
J
,U
I
Drainage
C"alculations
PROJECT:
DRAINAGE REPORT for
VILLAGE OF WESTCLA Y
SECTION 6001
TOWNHOME LOTS ON 24.2 ACRES
& PETTIGRU DRIVE
WITH MASTER PLAN FOR THE "WEST SECTION"
PREPARED FOR:
BRENWICK DEVELOPMENT, LLC
12821 E. New Market Street, Suite 200
Carmel, IN 46032
DATE:
March 1, 2005
Revised: May 19, 2005, May 24, 2005
Revised: JuIY,5, 2005, January 30,2006
Revised: July 5, 2006
Revised: August 15, 2006
Revised: September 5, 2006
Revised: October 4, 2006
r
The Schneider Corporation
12821 E. New Market Street
Carmel, Indiana 46032
317-569-8112
317 -826-641 0 Fax
JOB NUMBER:
1238.6001
"chn
N:\1238\6001 \drainage\12386001rep.doc
u
I I
U
TABLE OF CONTENTS
A. Drainage Narrative pp. A 1 - A6
B. Site Maps
Area Map B1
Soils Map B2
FEMA Map B3
C. Existing Conditions
Watershed Plan 0101 C1
Site Hydrologic Groups C2
Curve Number C3-C5
Time of Concentration C6
Basin Input C7-C8
Basin Results C9
D. Detention Analysis
Watershed Plan 0102 D1
Nodal Diagram D2
ICPR Input report
Basin Input 03-04
Nodal Input 05-07
Pipe Input 08-012
Boundary Conditions Input 013-014
Time of Concentration D15
RainfalllOF Graph D16-D18
Curve Number D19-020
Basin Results 021
Nodal Results D22-023
E. Storm Sewer Design
C Values E1
Time of Concentration E2-E5
Rational Method E6-E9
Storm Sewer Design Calculations E10-E13
Storm Sewer Gutter/Alley Calculations E14-E21
Hydraulic Grade Line Calculations E22-E24
Storm Sewer Watershed Plan 0104 E25
u
J'
U
u
U'
:- \
U
U
r .
U
.I i
U
U'
U
U
] i
U
U
I
U
U
U
J
N: \ 1238\6001 \drainage\l2386001 rep.doc
u
u
u
u
u
u
u
u
U
u. .
I 1
-A-
DRAINAGE NARRATIVE
DESIGN CRITERIA
These drainage.calculations are based on given data and design criteria as
follows:
Site location:
The site is generally located west of Towne Road between 126th Street and 131st
Street in Hamilton County, Indiana.
Terrain and existing ground condition:
The site is currently agricultural.
Adjoining land conditions:
i I
U
U
U
U
U
u
J
U
u
North: Village of WestClay Future Section 6003 - Commercial (currently
agricultural)
South: Village of WestClay Future Section 6002 - Single Family Residential
(currently agricultural)
East: Village of WestClay Sections 5003, 8501 & 8002 - Single Family
Residential
West Agricultural & Homesteads
Soi I types:
Soils maps from the United States Department of Agriculture, Soil Conservation
SeNice identify Brookston and Crosby soils on the subject site. Brookston silty
clay loam is Soil Group C and is associated with nearly level, deep, very poorly
drained soil. Crosby is Soil Group C and is associated with gently sloping and
occurs on slight knolls surrounded by Crosby Soils.
Design storm frequency:
The storm sewers are designed for a 10 year storm event. The detention areas
are designed for the following conditions: 100, 10, and 2 year 24 hour storm
events with the SCS-II hydrograph. The applicable rainfall amounts for the 100,
N: \ 1238\6001 \drainage\1238600 1rep.doc
U
I
;u
I
I
IU
I .,
u
u
u
u
u
u
u
u
u
U'
u.
u
u
u
u
u
10 and 2 year frequencies of the 24 hour storm duration are derived from the
Technical Paper No. 40 of the National Weather Service provided from the State
of Indiana Department of Natural Resources Division of Water. The majority of
the site discharges into the JW Brendle Drain which is regulated. Due to this
regulation this portion of the "West Section" has a restricted allowable discharge
rate of 0.25 CFS per acre during the 1 aD-year 24 hour storm event. The
remainder of the site discharges into Elliot Creek. This portion of the site is
designed for the downstream restriction and the following: 100 Year Developed
less than 10 Year Pre-Developed, 10 Year Developed less than 2 Year Pre-
Developed, 2 Year Developed less than 2 Year Pre-Developed.
REFERENCES
Design and data methods are based on the following references:
1. HERPICC County Storm Drainage Manual
2. Hamilton County Soils Survey
OVERALL WATERSHEDS
JW Brendle Drain and Elliot Creek
UNDEVELOPED SITE DATA
The overall "West Section" of the Village of WestClay is approximately 83.4
acres. The undeveloped ground is agricultural. The majority of the existing
watershed drains to the JW Brendle Drain located west of the "West Section".
The northeast comer drains easterly into existing sections of the Village of
WestClayand ultimately discharges into Elliot Creek.
The- existing site has many natural characteristics. The elevations range
approximately from 899.00 feet to 910.00 feet mean sea level. Slopes range
from anywhere to less than 0.50% to as high as 4.00%.
There are three primary existing watershed basins that encompass the 'West
Section" which are delineated based on the proposed development. Existing
watershed basin EX-1 drains to west into the JW Brendle Drain. Both EX-2 and
EX-3 drain to the south and are conveyed through an 18" CMP culvert under
1261h Street to an existing beehive. The runoff is then directed to the existing
northern pond in Laurel Lakes Subdivision where it is detained. The outfall of
the existing pond discharges into the JW Brendle Drain. There are five existing
watersheds that do not drain into the JW Brendle Drain. They are referred to as
EX-4, EX-5, EX-5, EX-7 and EX-B.
N: \1238\6001 \drainage\ 12386001rep.doc
IU
i
I
I
T\
,I U
. \
U
The "West Section" also accepts offsite runoff from the west, which follows the
same conveyance path as EX~2 and EX-3. This offsite watershed basin is
referred to as EX-OFF-2. An existing drain tile (part of the JW Brendle Drain)
passes through the "West Section" in the northwest corner conveying a
watershed located north of 131 st Street (EX-OFF-1) and EX-OFF-3.
u
u
u
DEVELOPED SITE DATA
f .
lJ
The "West Section" of the Village of WestClay consists of three sections referred
to as 6001,6002 and 6003. Section 6001 consists of townhome lots, a
retirement center and one street entrance at Towne Road. Section 6002
consists of approximately 61 single family home sites and two street entrances at
126111 Street. Section 6003 is a commercial site that will also include a clubhouse
and an amenity area. Pettigru Drive is located in the middle of, but not a part of,
Section 6003 and will serve as an entrance at 131 st Street.
u
u
U.
U
U
U
U
U
U
U
U
U
The 'West Section" will encompass four ponds for detention purposes. PONDS
is located in the northeast comer of the site. It discharges into an existing pond
in Section 5002 of the Village of WestClay which is located east of Towne Road.
POND6 is located on the west side of the site. It discharges into the piped
segment of the JW Brendle Drain. Per agreement between Brenwick
Development and the Hamilton County Surveyor's Office, included with the
construction of Section 6001 is the reconstruction of the portion of JW Brendle
Drain that passes through the northwest comer of the overall site. The JW
Brendle Drain will be improved up to POND6. The proposed development will
temporarily tie into the existing drain tile at the outfall point of POND6. At a later
date, per agreement between Brenwick Development and the Hamilton County
Surveyor's Office, the reconstruction of the remainder of the JW Brendle Drain
will be completed including re-dredging the open ditch portion of the Drain. The
JW Brendle Drain wiH also accept offsite runoff from the watershed basin
referred to as OFF-1 at a restricted rate of 0.25 CFS per acre In addition to the
runoff of the individual inlet basins. OFF-1 is located north of the site.
POND7 is located in the southwest corner of the site and accepts runoff from the
offsite watershed basin referred to as OFF-2 at a restricted rate of 0.25 CFS per
acre. POND7 will temporarily discharge into the proposed POND8 which is
located in the southeast corner of the site. POND8 outfalls into the existing
beehive located south of 126lh Street. The stormwater is then directed to the
existing northern pond in laurel Lakes Subdivision where it is detained. Per the
Laurel lakes Drainage Report the storm system was designed to accept
approximately 22 CFS from the portion of the drainage basin that the Village of
WestClay is located within north of 126111 Street. Based on existing conditions it
is currently accepting 55 CFS in the 100 year storm event. The outfall of the
N:\1238\6001 \drainage\1238600lrep.doc
u
-u
u
u
u
existing pond located in Laurel Lakes discharges into the JW Brendle Drain. The
restricted release rate of 0.25 CFS per acre limits The Village of WestClay to an
allowable release rate of 9.7 CFS at this outfall location. Therefore, Laurel
Lakes is not negatively impacted.
Per the City of Carmel, the total right-of-way width of 126th Street, 131 sl Street
and Towne Road is included in the proposed stonn sewer design. When the
parcel of land located west of the proposed site develops POND7 will discharge
to the west. The top of bank elevation was determined per the future permanent
condition, not the temporary one. In the event that the parcel of land located to
the west develops prior to the 126th Street improvements the 100 year storm
event will stage 0.3 feet more. The following is a summation of each pond
during the 2, 10 and 100-year 24 hour storm events in the scenario that the 126th
Street improvements take place prior to the parcel to the west developing:
1 '
U
,
U
U
U
U'
U
U
U
U
U
U
J
U
U
PONDS
POND6
POND7
POND8
898.25 ft.
898.5 ft.
898.2 ft.
895.2 ft.
ft~~A". .~.li9&f€~~l ifii~l(i'j;t~1fi&~;'
900.3 f1. 901.7 ft. 903.1 ft. 895.4 ft.
899.8 ft. 900.7 ft. 901.5 ft. 903,7 ft.
899.9 ft. 901.0 ft. 902.2 ft. 904.2 f1.
896.9 ft. 898.3 ft. 900.0 ft. 901.7 ft.
The following is a summation of POND8 after the parcel to the west is
developed, POND? no longer discharges to POND8 and the 1261h Street
improvement are complete:
901.7 f1.
SUMMARY
The detention system is designed to ri?lease the developed site's stormwater
runoff at a peak rate of less than the allowable site runoff. These criteria are
outlined above in the report. This is accomplished through a stormwater
collection system of inlets and pipes, which carries the flow to one of four lakes,
which releases the runoff at a controlled rate at one of three primary discharge
locations. The following is a summation of the site's discharge rates verses
allowable peak discharge rates:
N :\1238\6001 \drainage\ 1238600lrep.doc
u
U
IU
, 'U
' ,
I
U
U
U
U
U
u,
u
2 YEAR
10 YEAR
100 YEAR
2.4 cfs
3.6 cfs
4.5 cfs
7.3 cfs
7.3 cfs
7.3 cfs
2 YEAR
10 YEAR
100 YEAR
5.1 cfs
6.6 cfs
8.2 cfs
9.7 cfs
9.7 cfs
9.7 cfs
2 YEAR
10 YEAR
100 YEAR
4.3 cfs
6.2 cfs
7.9 cfs
9.7 cfs
9.7 cfs
9.7 cfs
u
2 YEAR
10 YEAR
100 YEAR
12.2 cfs
13.2 cfs
14.5 cfs
u
u
u
u
u
15.2 cfs
15.2 cfs
15.2 cfs
Per agreement between Brenwick Development and the Hamilton County
Surveyor's Office, included with the construction of Section 6001 is the
reconstruction of the portion of JW Brendle Drain that passes through the
northwest corner of the overall site. The JW Brendle Drain will be improved up
to the location of the POND6. At this point the proposed development will
temporarily tie into the existing drain tile at the outfall point of POND6. At a later
date, per agreement between Brenwick Development and the Hamilton County
Surveyor's Office. the reconstruction of the remainder of the JW Brendle Drain
will be completed including re-dredging the open ditch portion of the Drain. The
N:\1238\6001 \drainage\1238600lrep.doc
; 'j
I ,
U
u
u
[j
JW Brendle Drain will also accept offsite runoff from the watershed basin
referred to as OFF-1 at a restricted rate of 0.25 CFS per acre in addition to the
runoff of the individual inlet basins. OFF-1 is located north of the site. After the
completion of the reconstruction of the entire JW Brendle Drain the discharge
rates of the piped portion of the drain into the open ditch for the individual storm
events are as follows:
u
o
u
u
I ,
U
U
U
U'
U
U
2 YEAR
10 YEAR
100 YEAR
18.7 cfs
19.8 cfs
21.0 cfs
r '
U
U
U
U.
U
J
J
N :\1238\6001 \drainage\ 1238600 1 rep.doc
r I
U
U
U
n
U
u'
U
U
u:
U
i
U~
U
u
U
U
U
U
U
U
U
N :\1238\600 1 \drainage\12386001rep.doc
-8-
SITE MAPS
I LJ'-~
I I
I
I
U
U
U
U
U
u
U
u.
:,
~l :'I
U':
?~
u'
! "
~
u
u
u
u
u
u
I I
U
E
k...\ ; ( ~:""2b"'\.':',,0 :E:S~i 16tH R .~, ' j\>2;1 ~ S'fRUr .\. . ~ 'i~...~ '
: o. ~/ .' K .!!...:.:> 0' ~ I) n l~f"".J Il\ ~ ~9<" "" jZ:S J / 1\') --z:;r ./
/ '-Vi g-, "\1 4.:1) :") v-u ,:-:):,' f~> i\ \ ../' 1 0 ~01 I!:;./ ; l\-?
. 0 Q r' 0 V \ .J"\ '0 I --" O. C:. ' J,. , ' I I \ ~-../
!~ '\ l > ~ I \,,!,;' ).' . ~ It=: ~ - - -1 ~ 0 I -- I)
V~I?J-:j-T\~-~~M\i.-rT-- 0 ~ 0 V;) I ~ 0,' \' t, ~~_~>
b (f I (-\ r-.,\j (-:Jo j- /7 ( ~ _ _ _~. :J,q_ ~ .:~ ~!.-, /0
I \ I" L. )" - 10 -" ~I, " \ I
i .~ l ) c..,\ ',) ,~~"? ~ a c> . ~:.~., C~ I ^
2r "-'- - n I 0 117'" "'"r'" (', (> "-S,= ""i-:'\~"-}......I \(
sn oa Il r 0 ,j~" ) ~..'tQ ".... 8g.1 .,\\~ I '- " ,... W'EK't' ~.
5:: U(\)),. V]o ~f0)' <f(C~ "'..~ -~'~: ~~.~Q
',"', ~ .,J V ~ --fl-~=-~ry:[Jl~ ~~oi]tSW1tp _g~~,.(JO ~c~~~
pgl.i-~---4 --I --, ~ : ~ -: O-~ ..j ~i 0 -/:3 ~~
i Ql ~o I 0 I "... i= \J ~l';>~ , r--.. -.J \ o. ~~.
~C rl, I? ~ ~~II '-, I ",j( ~d -;~;
.~r ~J -'./'.... \ l o~ I: /', ~T ~. 'tf\ t!. ~~.("r~~\. _ oa _ ,i .~" ~
r ~ s~ ~~\J \or- .~, I ~t '(~~C (
;~ elf '~-- - r ~~. /' 'w . '....~ iiO ')1~ c~~~q~
~- ,/~'.. '-.)' i ~-( J'\... [ ~) () I h ~~ 1_ 0 .;
~ ~riF" : l~'~cn ~ ~~~ ~~ ( 0 "l {~ "'7. . '.. 9ff/- ) "- ,~ . "i
0, .. '" /. ? o,JE.,~"- C) i ~l~.Q;> -'.~ . ~ :. (:;?~gr~~\\ ~ . oa:~~ L :~ '.
! ~~ \ Jr7' ))~'-?_ U..J. '>3 ~ lJ) '- /."rJlro J."V~"\.i
b.' F) ~) /(d ffi (j I o. '0 : f' ~s ~ '~' d ~' ~ __ ~~/1 ~; ~~' c '::
. · C ~, .'--..- L:: '- ,) i 0
! ~; l': 0 .,~V - ~ _ '\ ~.., .~. \ ( ~ <> _
:~ ~ .~!J\ ...." 0 ~(' 1= - >0.1;) ~~"..." L ~
i ( J. 0 ,,\T I J:; 0 ~~~"f! ~ . _".... V e /i: ~I cA.." :
r', ,~ 0 , "~&; 'J:-.; , ' . _ ,~:'
~ ;~." I :!}~'o't~ ()iY~;; . .'j /"'V<;i~ ~)f J
~? ~~~\~~ ~~~~::'<'I/O 2~i ~~~~~V~~~}~\ \\~t~h-' . _ ~~~
:. '.' ......b.~t', /~ .I:!YHL r-.... ,-v. l' ~ , '.
r- .'" '.! a .......& ~_ _ /' . III - '" , . ~\ ':\,' :J '. ,.__
;" iJJ~" ""'. oM 0::: .~ ~-Q" _ )~~~ ,,', ~~?7 _ .
~ -,. 0" - 0 ~ .!"47~I!n' irS!: '> \ ~';::-'I Uv '\~ '.:, Y.I' ..... f.' . .. ,';$
,~~~i (", V;- ",y')'J ~.:'\~-J~~~~ I:' ~ .'. 'I~
") ~I) ,~l~ '1r ~ JYflt!,J" ,'-OJ. . .> I 'i, ~
. . ~D" ~I o~ /\V. ~~ V-, ;0'Q-~' ~\'(i!~~'J: . ..
~- ...'e__...- ~qr.~~, ,C:~~:... ,;"l~O Go.~l~~} 1~"o,~:_L_ Q... .
~~
Schneider
AREA MAP
VILLAGE OF 1'VESTCLA Y
I
j
-N-
I
"WEST SECTION"
HAMILTON COUNTY
u
u
u
u
u
U
I '
U
U
U
U'l:;;
IjJ"
U:
u;
u
u
u
u
u
u
Ii
U
B.
(-' \ ~'\J
)?
. f i
I I
\ / ~
~ r-----
'--"; : ~
lro.. i ,......... 6
L..I'I i j
!)
I
!~
r V"' h,
"-' I r.
o
~
I
" \
r\
~~
Schneider
V.S.D.A. SOILS SURVEY
VILLAGE OF VfESTCLA Y
I
j
-~-
I
Scale: 1" === 500'
"WEST SECTION"
HAMILTON COUNTY
r '
u
u
u
u
u
U'
J
U
U
U::i
,
U!
U
U
U
U
U
U
U
,U
Ul
Z
a:
o
l:c
...J
W
r
tI)
-"'ti,~ ,
'oi, ~
o
I':
I
i~"
Ul
Z
j \\
'"
~~I;~:~~'
~~
Schneider
~~w.__~
, ~:"Y
..' 'lir:c;f
v "
StcflbN
W121iTl-l
ST
..--~
LAUR~L lAKES
. BLVD
i
City of Carmel
(Extraterritorial Jurisdiction)
180081
WINFIELD DR
....-..._.__ - ___ . __ __ T' ,___
I:]
c:
:lJ
III
Z'
FEMA - FIRM MAP
MAP NUMBER 18057C0205F
VILLAGE OF WESTCLAY
"WEST SECTION"
HAMILTON COUNTY
B
w
Z
~
<;l ~
D
,0
a:
'-
__Lp . .___ _n._ .. ".__
I
.
-~-
I
Scale: 1" = 1 000'
u
o
1- .
u
U
U
u,
U'
u'
U
IJ ',!
- I:'
U....'
, I'
I j'
~
J:
- ,
J'~i
I ;
J
J'
'l
J
U
J
U
-0-
DETENTION ANALYSIS
N:\ 1238\6001 \drainage\l2386OO1rep.doc
Nodes
AStage/Area
V Stage/Volume
T Time/Stage
M Manhole
.Basitls
o Overland rIm.'
uses Uni t Hydro
S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Str'UcturE:
B Bridge
R Rating Curve
E Breac:h
PROPOSED DIR~RAM DEVELOPED
~_n1-
I
!
I
~
H:61S
U: 61S
M; 91~
U: no
P: 605-604
P: 60J -600
M: 600
I H: 6H
P: 61,-613
M: 613
U; 613
P: 613-612
M: 612
p; 61~-611
M; 611
U; 611
P: 611-610
H: 61~
U: 610
P:6l0-POND6
A: 36-CXP
P:36CMP-OOT
w: 131SI-,IUR
A: PONDS
U: POND- 5
P: f26-PONDS
~: LAK!;-36CMP
P: l2CMP-36CMP
T:OUT
T: OUTl
M: 62~
M: 621
I
A:L1;KE
V=o2ASINLAKE
A: 12 "CMP
U: BASIN12CMP
F~E:X-:rrLE:
P: 91()-61~
0: POND-6
M: 635
M: 626
T: 0012
P; 6n-OUIZ
H: 604
-.
A: POND7
/,
P: 635-626
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
I
02
I
10
U
93
PROPOSED ShS1N INPUT
Na",e: 610
Group' PROPOSED
Status: Orisite
Unit Hydrograph
Rainfall File
Rainfall Amount (inl
Area lac)
Curve Numbe r
DCll\(~) ;
UMB4
Scsii-24
0.000
0.810
~a. 00
0.00
'D
I
o
~ode: 610
Type~ SCS Unit f1ydrograph
Peaking Factor-:
Storm Duration (hrS] :
Time of Cone (min) :
Time Sbift (IIrs):
Max Al1Dwi:lble Q (cfs)-:
l8l .0
2~. 00
5.00
0.00
999999.000
Narne: €n
Group: PROPOSED
-----------------------------------------------------------~---------------~------------------------
StatuE: Onsi te
o
Unit Hydcograph: tJh4E:l4
Rainfall file: Scoii-24
Rainfall Amount (in): 0.000
Area lac) : 0.600
Curve Number: 9B. DO
DClAi!): 0.00
D
I-Iode: 6n
Type; SCS Unit Hyd~ogLaph
Pe-akinq Factor: Qa:4..D
Stor.:m Our8tion(hrs~: :2Jl.O.Q
Time of Conclmin.; S.OO
Time Shift IhrsJ: 0.00
Max Allowable Olefs): 999999.000
Name: 613
Group: PROl'OSSD
- - ---- - - - ---- - -- - - - - -.. - ------ - - - - - -- --------- - - --- - - - - ~ ~ - - - - -- - - - - - - - - --- -- -- -- -.. - --- - - -- -- -- - - - ----
Status: Onsite
o
Unit Hydr:ograph: Uh~64
Rainfall ,ile: Scoii-24
Rainfall Amount (in): 0.000
Area (ac) : 0.690
Curv~ Nwnber: 92.00
DCrAI.I: 0.00
u
Name: 615
Group: PROPOSED
D
Uni t f1ydrograph: Uh.IJ'B~
~ainfa.l1 File: scsil-204
R.intell Amount (inl: 0.000
Are. racl: 1.220
Curve Number: 6~. 00
DeJA(%) , 0.00
o
Node: 613
Typo€'; 'SCS Unit Hydrograph
Pe.king factor: 464.0
Storm Duratipnfhrs): 24.00
Time of Conc~min): 15.00
Time Shiftlhrs): 0.00
Max Allowable Q(cfs), 999999.000
Node: 615
Type: SCS Uni t F.yoI'ograph
Status: Onsite
f'eal;lng' factor:: 484.0
Storm Duration (hrs} : 24.00
Time of Conclminl: 50.00
Time Shift [hrs) : 0.00
Max Allowable Qlef,): 9~~~~9.000
Name: 910
Group: PROPOSED
- -- ~ -~--~- - - - ---- -- - --- - - ~ - - - - - --- -- -- - - - - - .. -.. - - - -- --- - -~- - - ~- - - - - -- -- -- - - - ~ _.- -- ---- ------ ----- - - - --
Status~ Onsi te
o
Unit Hydrograph: Uh~3~
Rainfall File: Scs1i-2~
Rainfall Amount lin): 0.000
Axea (ac): 1.080
Curve Number ~ 96.00
DCIA(%I: 0.00
u
Node: ~10
Type; SCS Unit Hydrograph
Peaking ractor: 4B~.0
storm Duration {hrs) : 24.00
Time of Cone:: (mi,nl: IS. 00
Time Sblftlnrs): 0.00
Max Allowable Q (cfs): 999999.000
Name: OFF-2
Group: PROPOSED
- -~~.- -- --- - ------------- -- - - - - -- ---- - -- - - - - - - - - - - - -- -- ---~---- - - --------- - - - ------- ~-~-~-- --- - - - - - --
Status: Offsh..
u
Unit Hydrograph: Uhl81
Rainfall rile: S<:sii-2~
Rainfall /\mount (in): 0.000
Area lac), l. :JOO
Curve Number: 7~. 00
DClAl'l: 0.00
Boundary Condition applied to POND?
u
Node: OfT-2
Type: SCS Unit Hydrograph
Peaking Factor: ,(J84.0
Stonn Duration (hrs): 2~ .00
Time of Cone {mini: 64.00
Time Shift rhrs': 0.00
Max Allowable Q (cfs): 999999. DOO
Name: PONn-5
Group: PRO!"OSE:D
- - --.. ------ - ----- ------- - - - - - - -- - - - - - -~ -- - - - - -- - - --- -- -- -- --- - - - ------ -- _.- - - -- -- -- -- -- ----.- - - - - - ~ ~ ~..
S";:;l.tus ~ onsi'te
u
Unit Hydrog~a?h~ Uh4B4
Rainfall File: Sc:sij-24
Rainfall Amolmt ~inl: 0.000
Area(acl: 17.000
Curve Number: 68.00
OClA(%): 0.00
D
Node; PONDS
Ty'pe~ SCS Unit Rydroqraph
Feaking Factor~ 484.0
Sto~ Duration (hrsl ~ 24.00
Time of Cone (min): 313.00
Ttme Sbift (hrs): O. DO
Max Allowable Q(efsl: 999999.000
NaJI\e: POND-€
Group: PROPD5ED
--------------------------------------------------------~-------------~--_.._------------------------
Status: Onsi te
u
Unit Hyd;rog;raph: 1.ThiJEJJ
Rainfall rile~ scsii-Z4
Rainfall Amount lin); 0.000
Area {acl : 32.200
Curve Number: ee. 00
DC1~nl: 0.00
u
Node: PON.,6
Type; SCS Unit Hydrograph
Pee.J:lng Factor
Storm Duration (hrs)
Time of Cone:: (min)
Time Shift Ihr<1
Max Allowable Q~Cf5}
~84.0
2~.OO
36.00
0.00
999999 000
Page 10f2
Interconnected Channel and Pond Routing Model (ICPR) <<)2002 Streamline Technologies, Inc.
u
D
u
0'1
?ROPOSED BASIN INPUT
u
Name: POND-;
Group; PROPOSED
Uni t Hydroqr:aph: Uh./l 84
Rainfall File:. Se511-24
Rainfall Amount linl: 0.000
I\<ea lac): 6.400
Curve NU1nbeI"~ 81.00
OCIA"I, 0 .00
D
o
Nam.: POND-8
Group: PROPOSED
u
Unit. Hydrograph
Rainfall Fi Ie
Rainfall 1Imount (in)
Area lac)
Curve Numbe r
DCIAI%l
u
o
u
u
o
LJ
D
u
D
u
o
u
UMB~
Sc:sii~24
0.000
2~.200
B1.00
0.00
Nod., POND;
Typa: SCS Unit Hydrograph
. !?ea~in9' Factor:
Storn Dur-ation (hrs} :
'rime of Cone ~minl :
Tillie shift (hral :
Max Allowable Q(cfs) :
Node; POND8
Type: SCS Unit Hydrograph
Peaking Factor
Storm Duration,(hrs)
Time 0: Cone {min)
Time Shift (br.1
Max Allowable O(ef.1
Status ~ Onsi te
484.0
2~.00
34.00
0.00
999999.000
Status: Qnsite
~8~ .0
24.00
45.00
0.00
999999.000
Page 2 of 2
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
D
0 oS"
PROPOSED NODAL INPUT
U Name 600 Base Flow (cfs) : 0.000 Init Stage(ftl: 8~4.0!0
Group PROPOSED Plunge Facto..-: LaD Warn Stage(ft) : 899.500
Type Manhole. flat Floor
D Stage (ftl Arealac~
--------------- -----..._--------
iJ
Name: 601 Bas~ nowfcfsl: 0.000 Init Stagelftl: 694.440
Group: PROPOSE.D Plunge factor; 1. 00 Warn Stag-e(ft): 696.600
U Type: Manholef Flat Floor
St.gelftl Area (ac)
---~----------- --~~-----------
D 0
Name: 602 Base FlowlcfsJ: 0.000 Init Stage 1ft) : 89L7?0
Group: PROPOSED Plunge Factor :- 1. 00 Warn Stagelft): B 9B.8 00
Type: Manholl::::; nat rloor
0 St.ge (it) Area(aG~
----...---------- -----------~-~-
0
Name: 603 Base Flow (cfs): 0.000 !nit Stage (ft) : 895. PO
IJ Group :- PROPOSE!) PI U1lge factor: l.00 Warn Stage lftl : 899.300
Type: Manhole, Fl.t Floor
Stage 1ft) Area (ac)
D --------------- ---------------
0
Name: 604 Sase Flow {cfs) : 0.000 Init Stage 1ft) : 895.860
Group: PROPOSED Plunge Fact.or: 1. 00 Warn Stagelftl: 699.S00
Type; Manhole r Flat rlDor
D Stage 1ft) Area rac)
~-------------- ------~--~-----
0
U Name ~ 605 Ba.se Flow lcis) : 0.000 Init Stage (it) : 896.680
Group: PROPOSED Plunge. Factor: 1'.00 Warn Stage (ft) : 90] .200
Type; Manhole.. nat Floor
U stege [ftl Area lac)
----------..-..-- ---------------
0
Name: 6]0 Base nDwfcfs~: 0.000 Init stage (ftl : 697.850
GrDup: PROPOSED Plunge factor; 1. 00 Warn Stage(ft) ; 906.0DO
U Type; Manhole, Flat r1Dor
stage (ft I Area facl
--------------- ---------------
891. 850 0.0100
U 906. ODD 0.0100
0
Name: till ~a.se FlowCcfs) : 0.000 Init Stage (ftl : 898.150
Group; PROPOSED Plunge Factor: 1. 00 Warn Stage (ftl : 905.090
Type: Manhole, r-lat Floor
0 Stage I ftl Area'ac)
-------_._------ ------..--------
898.150 0.0100
U 905.090 0.0100
0
Name :- 612 Base FlOlo/letsl: 0.000 Irlit Stage 1ft) : 698.28D
Group: PROPOSED plunge Fa!;toJ: ; 1. 00 Narn Stage 1ft) : 90,.! OD
Type; Man.hole, Flat Floor
LJ Stagelft~ Area lac)
-------------~- ---~-----------
8gB .Z80 o .0] 00
905.400 0.0100
D 0
Name: 613 Base rlOWlcfsl: 0.000 Init Staqet!tl: 698.440
Grot.1p': PROPOSED flung:e fac'to;r-; 1.00 w~Grn Stage (ft) : 903.100
Type; ManhOle, Flat FlDor
U Interconnected Channel and Pond Routing Model (ICPR)
(92002 Streamline Technologies, Inc. Page 1 00
0
iD
Ob
u
Area (acl
PROPOSED NOD.l>,1 lNPVT
Stdge [ftl
u
~9S.440
903.10D
o
Name: 6111
Group: PROPOSED
Type: Manhole, Flat ~loor
u
stage I [t} Area lacl
SS8.600
902.600
u
D
Name: ~lS
Group: PROPOSED
Type; Manhole, Flat Floor
o
St.ge [ft) lIrea (acl
899.450
902.600
D
o
NOllle: 521
tiroup: !'ROPOSED
Type; Ma.nhole, Flat Floor
J
Stage (ft) Area \ ac~
o
u
Name; 622
Group: PROPOSED
Type: Manhole, Flat Floor
St.'!e (ft) Area locI
u
D
Name: 626
Group: PROPOSED
Type: Manhole, flat rloor
u
stage I ft I Area lac)
[]
0,0100
0,0100
Bas~ Flow(crs): O.DOO
Plunge factor: 1.00
0.0100
0.0100
8.se Flo...(cfsl: 0.000
Plunge ractor: 1.00
0,0100
o , 0100
Base Flow{cfsl: 0.000
:Plunge Fac:to:r: 1.00 -.;
ease flow/cfs], 0.000
Pltmqe Factor ~ 1.00
Base Flow[efsl: 0.000
?lunge actor: 1. 00
Name; 6:lS S..e flow/cf.); 0.000
G:roup: PROPOSED Plunge Factor~ 1.00
Type: ManholE, Flat Floor
u
o
stage I ft) Area lac)
o
Name: 910 Base Flow{cfs): 0.000
Group:. PROPOSED Plunge FaGtor: 1.00
Type: Ma.nhole,_ Flat Floor
o
St.ge (ft)
Area lac]
u
099.930
907.850
0.0100
0.0100
o
Narne; Olln
Group: PROPOSED
Type: Time/Stage
u
Ti"e (hr. I Stage 1ft}
u
0.00
12.00
24.00
$98.000
~9S.000
S 96 .000
iJ
Name: OUT2
Group; PROPOSED
!ype~ Time/Stage
u
Base Flow eels): 0.000
Base Flo~lcfsl; 0.000
I~it Stag_1ft): BBB.IOe
Waru StagelftJ: 902.600
Init Stag_1ft): 999.450
Warn Stag. 1ft): 902.600
Init stag. 1ft): 894.190
~arn Stage{ftl: 900.500
Init stage 1ft): 894. BaD
Warn Stageift): 901.100
Init Stag_1ft): 895.35D
Warn Stagelft): 901.470
Init Stagelft): 898.060
Warn Stage~ftl: 90:l.S00
Init Stage(ft}~ 899.930
Warn Stage(ft)~ 901.aSO
lnit St:age(ft): 8:~8:.Dl.lQ
Warn stagelftl: 898.000
Init Stagelftl; B91.020
Warn S~aqe(ft): ~9B.020
Page 2 of 3
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
.~,
U
IJ
07
u
PROPOSED NODAL INPUT
Time (h<s) Stage (ft)
o
0.00
12.00
24. 00
o
o
Name; OlfT4
Group: PROPOSED
Type; TilDe/stage
B94.020
894.020
a~L 020
Time (hrs) Stage Iftl
o
0.00
12.00
24. DO
o
[J
Name: POND':'
Group: PROPOSED
Type; Stagel Area
894.300
B94.300
B94.300
B~B.2$0
905.500
Stage(ft) Areal.cl
u
i:l
u
Name ~ PDND6
Group: PROPOSED
Type: St.ge/Area
Stage [ft) Area lac)
u
897.500
,"00.000
901.000
'"02.000
'"03.700
[]
o
Name; POND?
Group: PROPOSBD
Type; StagelArea
[J
Stage (ft,
B9B.200
B99.000
~OO.OOO
'"01. 000
902.000
'"03.000
904.000
904.200
o
o
u
Name: POND8
Group.:; PROPOSED
Type; Stage/Area
Stage eft)
u
2.1800
2.1200
3.6000
4.1400
4.5800
Areaiacl
0.2900
0.3400
0.4100
0.4BOO
0.5500
0.6300
0.7100
0.7300
B~S.200 0.9200
901.700 1.5100
Arealar:.}
u
o
u
u
Base Fla......tc:fs;: 0.000
Base flo"lcfsl: 0 .000
0.5800
1.2~00
Sase rlowlcfs): D.OOO
Base rlowlo(sl: 0.000
Base Flo," [efs); 0.000
Init St.gelft): 894.300
W.rn Stagelftl: 895.300
Init Stage[ft); B9B.250
Warn Stage1ftl: 903.,00
In." Stagelftl: B91.5DO
Wa~n Stage(ft) = 901.,UD
Init 5tag-elft): 698.200
Warn Stage(ft~: 902.20D
Init Stage 1ft): B95.200
Warn Stage (ft): 899.100
Page 3 of3
Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc.
u
u
IU
D8
Fr-Om Node; 600
To Node: OUT4
PROPOSE D PI PE INPUT
Name: 600-0UT4
Group: PROPDSED
D
UPS TREAM
Geometry: Clrculfl%'
Spanlin): 36.00
RiselinJ: 36..00
Invertin), 894.040
}lanning'. N: 0.013000
Top CapCin,: 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circul,ar
36.00
36.00
394.020
O.OUODO
0.000
0.000
[J
Upstream fHWA Inlet Edge Description:
Circular Concr,ete: Square: ed.qe wi headwall
o
nownstream rHWA Inlet Edge Description:
Circula.r Conc:ret~: SrqlJare edge wI head....al.l
o
Name: 601-600 From Node: 601
Group: PROPDSED To Node: 600
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span (inl : 36. DO 36.00
Rise (inl : 36.00 36.00
InVert (ftl : B 34. H 0 394.040
Hanning's N: 0.013000 0.013000
Top Clip (in) : 0.000 0.000
Bot Clip rinl : 0.000 0.000
u
u
Up:5t~ea.in FHWA I.nlet Edge Description:
Circular Concrete: Square edge wi headwall
Downst.;ream FHWA Inlet Edge Description:
Cir.cular Concrete: Square edge wi headwall
u
Nartle ~ 602-601 From Node: 601
GrDup~ PROPOSW To Node: 601
UPSTREk'l IJO>lNSTl\E1\M
Geometry: Circular C.i.rcula.~
Span fin) : 36.00 36.00
Rise (in) : 36.00 36.00
Invert (ft) : 994. 77~ B94.HO
Manning's N: 0.0130~0 0.013000
Top Clip tin) : O.OO~ 0.000
Eot Clip tin): 0.000 ~.~OO
u
Dr
Upstream F'HWA Inlet Edge Description:
Circular ConcIete~ Square edee wI headwall
u
Downstream F"HWA Inlet Edge Descripti'on:
Circular Concrete: Square ed~e wI headwall
u
Name: li03-e;:()2
Group: PROPOSfD
,roIn Node: 603
To Node: 602
UPS TREAM
GeotDett"y: Cir-cular
Span (in): ::3 6 . CO
Rise(in): 3€.DD
Inverl(ft): B95.170
Manninq's N: 0.01)000
TOp Clipiinl: 0.000
Bot Cliplinl: 0.000
DOiiNST~
Circular
36.00
36.00
694.770
O.OllOOO
0.000
0.000
lJ
J
Upstream FHWA Inlet Edge Description:
Circular- Concrete-: Square edge '.II head,",,~ll
u
DO"ool!lstream E'HWA Inlet Edge Description:
Ci;n:'tJlar Concrete ~ Square edge '.01 headwa,ll
Lengthlftl: 19.03
COUnt; 1
Fri.ction E:quation: 1werage Conveyance
solution Alg:orithm; Automatic
Flow: BDth
El'ltranc:e Loss Coe!; 0.50
Exit Loss Coef: 1.00
Bend Loss Coet: 0.00
Outlet Ctrl Spec: Use de or tw
Inlet C~rl Spec: Use dn
St,abili z..e-r Option: None
Length(ftl: 263.39
Count; 1
Friction Equation: Average Conveyance
Solution Al9'ori'thm.: Automa::ic
Flo,",'; Both
Entrance Loss Coef: D.5,O
Exit Lo.. Coei: 0.00
Bend Loss Coef: 0.42
Outlet Ctrl Spec: Use de or tw
Inlet Ct:rl Spec ~ U.5e dc
Stabilizer Option: None
Len9~h(ft): 222.27
Count: 1
F~iction Equation: Average conveyan~e
solution Algoxithm; Automatic
Flow: Both
Entrance Loss Coef: O.SO
Exit LOSE Caef: 0.00
Bend Loss Coef~ 0.15
Outlet Ctrl Speo: Use do or tw
Inlet Ctrl Spec: Use de
Stabilizer Dption: None
Length{ftl: 264.B6
Count: 1
f'rictiol'l. Equation: Ave;["i!lIge Conveyance
Sclution }lo..lgD~ithm: AutoIla\tir;;
Flow; Both
Entrance Loss Coet; 0.50
Exit LOSE Coef: O.OQ
Bend Loss Coef: O.OD
Outlet Ctrl spec: Ose de cr tw
Inlet Ctrl Spec: Use de
Sta.bilii:ez Option ~ None
-------- ~~-~ - - -- - - - - - --- - - - -~ - ------ -... -- -- --...... - -... - -- -- ---... ------ ~--- - -- - - - - - - -_._- -- -- -- -- - - - - -... - - - --
u
Name: 604-603 rrom Node~ 604 Length (tt I : JJl. 66
Group: PROPOSED To .Node: 60J COUDt: 1
Friction Equation: Average COI''lVe-yance
UPS TR!:.J\M DOiiNSTP.D\li solotion P.19or1thin: Aut.omatil:
Geometry: Circular Circular Flow: Both
Span (in) ~ 27 00 27 .00 EntJ'ance L05S Coef: 0.50
Rise {in) : 27.00 27 .OG txit Loss Coef: 0.00
Invertiftl: 6~5.B60 895.170 Bend Loss Co!:f; 0.15
u
Page 1 of 5
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
r 1
U
u
o~
PROPOSED PIPE INPUT
0.013000
0.000
0.000
O.ODOOO
0.000
0.000
Outlet Ctrl Spec~ Use de or tw
Inlet ctrl S?ec: Use dc
Stabilizer Option: None
[J
Hanning' 5 N
Top Clip(inf
llot Clip (inf
u
Upstream lHWA Inlet Edqe Description:
Circu.lar concrete: Squi3re edge 'W/ headwall
Downstream FHW~ I~let Edge Description:
Circular concrete: squ,are edge wi heao.....all
u
----------------------------------------------------------------------------------------------------
Name: 605-604 F=oTrl No.de ~ 605
Group ~ PROPOSE:D To Node:; 604
UFS TREJ\M DOWNS TREA!'!
Geomet.!'y: Circular Circular
Spanlinl: 24.00 24. 00
Rise {in l ~ 2LOO 24000
Invert (ft I : 696.660 895.860
Manning' $ N: 0.013000 0.013000
Top nip (in) : 0.000 0.000
Bot Clip (in) : 0.000 0.000
u
u
[J
Upstream r.HWA Inlet Edge Description:
Circular Concrete; Square edge wi headwall
Downstream fH~A Inlet Edge Desc~iption:
Circular Concrete~ square ed96 wi headwall
u
Lengthlttl: 273.16
CDunt~ 1
friction Equation: AveIage conveyance
Soluti,on Algorithm: Automatic
no",: Both
Entrance Loss Coef: o.SO
Exit L055 Coer: 0.00
Bend Loss Coef: 0.28
Outlet Ctrl Spec;: Use de or tw
Inlet ctrl Spec: Use dc
Stabili:cet" Option: None
Name: 610-POND6 From Node; 610 Length (ft) : lBO.05
G~oup: PROPOSED To Node: PONIl6 CoUnt.: 1
Friction Equation: Average Conveyaoc;;e
UPSTREAM DOWNSTREAM Solution !\.l9oritlun: Automatic:
Geometry:: Circular CircuLar FIo"': Both
Span I ir.) : 36.00 36.00 Entrance Loss Coef: 0.50
!tise(inJ: 36.00 36.00 Exit Loss: Coef: 1. 00
Invert (ft] : 857.850 857.500 Bend Loss Coef: 0.00
Mannina's N; 0.013000 0.013000 OUtlet Ctrl Spec: Ose tin or t",
Top Cliplin) : 0.000 0.000 Inlet Ctrl spec: Ose de
Bot Clip(inl: 0.000 0.000 Stabiliz.er Option; None
u
U.
Upstream FRWA Inlet Edge DescriptiDn:
Circular concrete: Square edge wI headwall
[T
Downstream rHWA Inlet Edge Description:
Circular Con:rete: square edge wi headwall
u
Name: oll-610 From Node: 611
Group: PROPOSED To Node: 610
UPSTREJl.ll DO~NSTRF.AH
Geometry: Ci rcular Circular
!;pan(in~: 30.00 30.00
Rise (inf : 30.00 30.00
Inver-tCftl; 696.150 BB7.850
~'.l'anning' s N: O.U130(]Q 0.013000
Xop Clip (in) : 0.000 0.000
Bot clip (in) ~ 0.000 0.000
u
[J
Upstream FHWA Inlet Edge DE'5Cription~
Cir~ular Conc=ete: Squa~e edge wi headwall
Downstream FHWA Inlet Eog~ Description:
Circular Conc;;rete: SquaLe ~d9~ wi headwall
[J
Name; 61Z-611 Ft"OIn Node:: 612
Group: PRQPOSED To Node: 611
UPSTREAM DOWNSTREJIM
Geometry: Circulo.~ Circular
Spanlinl: 30.00 30.00
Ri.se (in); 30.00 30.00
Invert 1ft) : 898.280 698.150
Manninqts N: 0.013000 0.013000
Top Clip{in~: 0.000 0.000
Bot cliptini: 0.000 0.000
u
u
upstr~am rHW~ tnl~t E~ge Des~ri~tion~
ciJ;l;ular Concrete ~ Squ!lre. e:lge wI headwall
u
Lengthlftl: 157.3~
Count: 1
Fricti,on Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.5D
Exit Loss Ccet: D.DD
Bend LOSS Coef: 0.61
outlet ctrl spec: Use de or tw
Inlet. Ctrl Spe!;; US~, de
Stabilizer OptiDn: None
Length(ft): 66.BO
Count: 1
Friction Equation; Average co~veyance
Solution Algo~ithm: Automatic
flo": llotb
EntYance Loss Coef; 0.50
Exit Loss Coef: 0.00
Bend Loss coef: 0.38
Outlet Ctrl Spec: Use de ortw
Inle~ Ctrl Spec: Use de
Stabili~er Option: None
Page 2 of5
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
11
u
[J
u
D\Q
Downstream FHWA Inlet ~dge Description:
Circular Concrete: square edge wi headw~ll
PROPOSED PIPE INPUT
u
Name: 613-612 From Node: 613
G=oup: PROPOSED To Node: 612
UPSTRrJIM DOI'INSTRE}\M
Geometry; Circular Circular
Span (inl : )0.00 30.00
Ris-e(inl; 30.00 30.00
Invert (ft l : 89B.440 898.280
Mann11".l9'S N: 0.0130DO 0.013000
'Top Clip tin): 0.000 0.000
Bot Clip (inl : 0.000 0.000
D
u
Upstream FHWA Inlet Edge Description:
Circular- Concrete: Square edge wi headwall
u
Downst.ream' FHWA Inlet Edge Description.;
Circular Concrete: Square edge wI he8dwall
u
Name: 014-010 frotfl. Node: 6H
Group; PROPOSED To NDde: 613
UPS TRU.M DOWNSTRU.M
Geometry; Cir-cular Circular
Span (in) : 27.00 21.00
Rise (in) : 27.00 27.00
Invert 1ft) : eSe.600 8~8.HO
Hanning I s N: 0.013000 0.01)000
Top C:lip (in) ~ 0.000 0.000
Bot Clip lin) : 0.000 0.000
u
u
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi he~dwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
U:
u
Name: 5]5~5n From Node: 515
Group: PROPOSED To Node; 513
UPSTRUIM DOWNSTRU.M
Ge ometry; Circular Circular
Span(in~ : 15.00 15.00
Rioelin) : 15.00 15.00
Invert (ft) ; e~~.450 B~8. 440
M~nning"s N: 0.01)000 0.013000
Top Clip lin) : 0.000 0.000
Bat Clip I in) : 0.000 0.000
u
u
Upstream FHWA lnlet Edge Description:
Circular Concrete: square edge wi headwall
Downstream FHWA Inlet Edge DescriptiDn:
Circular Concret~: Square edgE ~j headwall
u
Name: 621-0trI'2
Group: PRO~OS:e::'D
From Node: 621
To Node: oun
r '.
r I
U
LTPSTREAA
Geometry; Circular
Span (in) : 21.00
Ri.se{inl: 21.00
Invertlft): 894.180
Manning's N: O.Dl3000
TopCiip~inl: 0.000
Bot Clip~inl: 0.000
DOWNSTREAM
Circular
21. 00
21. 00
e~L 020
0.0]3000
0.000
0.000
u
upst.ream FHWA lnlet Edge Description:
Circ~lar Concre~e: Square edge wI headwall
u
Downstream FHWA Ir.let Edge De5eript~oh ~
Circular Concrete: Square edge wI headwall
/Jam.' 622-021
FL om Nodoe; 622
Page 3 of 5
u
Lengthiftl: 8S.~7
Count: 1
Friction Equation: Average Conveyance
Solution Algorit~: Automatic
Flow; 80th
Entrance Loss Coef: 0.50
EKit L05' Coe!: 0.00
Bend Loss Coef: 0.28
Outlet Ctrl spec: Use dc or tw
Inlet Ctrl Spec: Use de
Stabilizer Option: None
L.,ngth I tel: SI. 4b
Count: 1
rriction Equation~ Average Conveyance
solution Algorithm: Automatic
Flow; Bot.h
Entrance Loss Coef: 0.50
Exit Loss coef: 0.00
Bend LoSS Coet: O.Gl
Outlet Ctrl Spec: Use de or tw
Inlet Ccrl Spec: Ose dc
stabili~er Option: None
LengthlftJ: 21'.01
Count; 1
rriction E~uation: Average Conveyance
solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef~ 0.50
Exit Looo Coef: 0.00
Bend Loss Coef~ 0.16
Outlet Ctrl Spec: Use dc or tw
inlet Ctrl spec: Uoe dC
5tabilizer Option: None
Length 1ft); 59.79
Count: 1
r~icticn Equation~ Average conveyance
Solution Algorithm~ Automa~i~
Flow: Both
Entran~e Loss Coer: 0.50
Exit Loss coer: 0.00
Bend Loss coef: 0.00
Outlet Ct.rl Spec; Use de or tw
Inlet Ctrl Spec: Use dc
Stabili%~r Option: None
Lengthfftl: 255.02
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
u
u
u
o l.I
PROPOSED PIPE INPUT
Group: PROPOSED '1'0 Node: 621
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span tin) : 21.00 21.00
Rise I in) : 21. 00 21. 00
Invert [ft) ; B9L BBO S9~.I80
Manning- I 5 N: 0.013000 0.013000
Top Clip (in): ~. 000 0.000
Bot Clip (in) : O. ODD 0.000
u
u
Upstream fHWA Inlet Edge Description;
Ci~cular Concrete: 5quare ed~e wi headwall
u
Downstream FKWA Inlet Edge Description:
Circular Concrete: Square edge ~I headwall
u
Name: 526- POND8
Group: PROPOSED
From Node: -62015
To Node: POND B
UPS!RE!\~
Geometry~ Circular
Spanlin); :0.00
Rise 'in): 2,.00
Invert 1ft): 695.350
Manning's N: 0.013000
Top Cliplin): 0.000
Bot Clip(in): 0.000
DOWNSTREl'.H
Circula.r
27.00
27.00
895.200
0.013000
0.000
0.000
u
u
Upstre.... FHWA Inlet Edge Description:
Ci~cular Concrete: square edge wI headwall
Downstream FHWA Inlet Edqe D~scription:
Ci~Gular COncrete: Square edge wi headwall
lJ
Name: 635-626 from Node: 635
Group: PROPOSED To Node: 626
UPSTREAA DOWNSTRI:.II.'f
Geometry; Circular Circular
Span I in) : 12.00 12.00
Riselin) : 12. DO 12.00
Invert (ft~ : 898.060 895.350
Manning t s N: 0.013000 0.013000
Top cli.p(inl: D.OOO 0.000
Bot Clip (inl : 0.000 0.000
u
u
Upstre~ FHWA Inlet Edge Description;
Circular Concrete: Square edge wi headwall
u
Downstre~ FHWA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
u
Name; Sllc)-610
Group: PROPOSED
From. Node; SIlO
To NDd~: 61Q
UPSTREAM
Geome~ry: Circular
Span[inl: 19.00
Riserinl: 19.00
Invertlftl; B99.930
Manning.s N: 0.013DOO
Top Clip(in)= 0.000
Bot Clip(in): 0.000
DOWNSTREJIM
Circula.r
IS.OO
1 B. 00
89B.650
0.013000
0.000
0.000
u
u
Upstrea~ FHWA Inlet Edge Description:
Circular Concrete: S~Ja.re edge wi headwall
Downstream F"H'WA Inlet Edge Description:
Circular Concrete: square edge 1,11 headwall
u
COlJI1t ~ 1
friction Equation: Averilge Conveyance
Solution A1;Q1::ithm: Autotnatic
Flow: Both
Entrance Loss Coef; 0.5-0
Exit Loss Caef: 0.00
Bend Loss coef: 0.70
Outlet Ctr:l Spec: Use de or: tw
Inlet Ctrl Spec: Use tic
Stabilize:r O?tion; None
Length(ftl: 73.00
Count: 1
F~iction Equation: Aver~ge Conveyance
Solution Algorithm: Autamatic
now: Both
Entran~e Loss Coef: 0.50
E~it Loss Coef: 0.00
eend Loss Coef: 0.00
Outl,ec. Ctrl spec: Use de or tw
Inlet Ctrl spec: Use de
Stabilizer Option: None
Length lttl: 929.58
COLJnt: I
Friction Equation: Average Conveyance
solution Jl.lgorithm: AutoOlatic
Flo",; Both
Entrance Loss Coef ~ o. 5-(J
E;xit Loss Coei: 0.00
Bend Loss Cosf: 0.20
Outlet Ctrl Spec~ Use do::: Dr tw
Inlet ctrl Spec: Use dc
Stabilizer Option~ None
Lengthlftl; 106.77
Count: 1
Friction t-quatjon: 1\verage Conveyance
Solution lUC3orithlr.: Automatic
Flow: Both
Entrance Loss ccef: 0.50
Exi t Loss Coed: 0.00
Bend Loss Coef: 0.28
Outlet Ctrl Spec ~ Use dc or: tw
Inlet Ctrl Spec = Use de
Stabilizer Option~ Non~
u
Name: POND5-OUTl From Node: PONDS Length (ft) , 256. DO
Group: PROPOSED To Node; OUT! Count: 1
Fr ictiDn Equation; Average- Conveyance
UPSTRE1II': DOWNSTREJllf Solution 1\lgur.ithm: Automil ti c
c;-eometry: Ci:cular- Circular Flow: Both
Span (itd ; 12.00 12.00 Entrance Less Co-ef~ 0.50
Rise(inl~ 12.00 12.00 Exi t Loss Coef: 0.00
Invert (it) ~ B8.250 E9E .000 Bend Lo!;~ Coe f ~ 0.00
Hanninq's N: 0.013000 0.013000 Outlet Ctrl spec: Use de or tIJ
u
Page 4 of 5
Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Teclmologies, Inc.
u
u
o
OIL
PROPOSED PIPE INPUT
Top Cliplin): 0.000
Bot Cliplio): 0.000
u
D. ODD
0.000
Upstream FHWA Inlet Ejq~ Desc~iption~
Circular Concrete: Square edge wi headwall
Downstream rHWA Inlet Edge Description:
circular Concrete: Square edge wi headwall
u
Name: f'OND6-605
Gr-oup: PROPOSED
u
UP S '! REAM
Geometry: Circular
Spanlin): 24.00
Rise lin); :24. DO
Invert (ft); E97.500
Manning's N: O.ODOOO
Top Clip(inl; 0.000
Bot Clip!in); 0.000
u
From Node; POll"D6
To Node; 60S
DO\'lNST~
Circular
24.00
:24. DO
697.310
0.013000
0.000
0.000
u
Upstream Elil'l'A Inlet Edqe Description:
Circular Concrete: Square edge wi headwall
Downstreoom FHWA Inlet Edge Description:
Circular Concrete: square ed~e wi headwall
u
Name: POND7-635
Group: PROPOSED
u
UPSTREAM
Geometry: Circular
Span lin): B. 00
Rise {in): 8.00
Invert(ft): 896.200
Manninq'. N: 0.013000
Top Clip(in): 0.000
Bot clipI1n): 0.000
u
From Node; POND 7
To Node: 635
DOWNSTREAM
Circ.ular
a.oo
B.DD
B9B.060
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description1
Circular Co~cretE: Square edge ~! headwall
u
bownstre.am nfWA Inlet Edge Desc:ri.ption:
Circular concrete: square edge wi headwall
o
Name: PONDB-622
Group: FROFOSED
J
UPSTREAM
Geometry~ circ~lar
Span (in) : 15.00
Rise (inl : 15.00
Invert (ttl: 89S.200
Manningls N: 0.013000
Top Cliplin): 0.000
Bot Cllp1inl: 0.000
From Node: PONDS
To Node: 622
DO\'INST~
Circular
15.00
15.00
894.B60
0.013000
0.000
0.000
u
Upstream FH'WA Inlet Edg-e Description:
Circular Concrete: Square edge wI headwall
Downstream ~'A Inlet Edge De$criptioh:
Circula~ Con~rete; Square edge wi headwall
J
u
u
u
Inlet Ctrl Spec; Use de
Stabilizer Option~ None
Lengthitt); 59.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm~ Automatic
Flow: Both
Entrance Loss Coef: O.SO
Exit Loss Coef: 0.00
Bend Loss Coe!; 0.00
Outlet Ctrl Spec: Use de or tw
lnlet ctrl spec: Use de
Stabilizer Option; None
Lengthlftl: 4E.59
Count: 1
~riction Equation: AveI~ge Conveyance
Solution Al9orit~: Autc~etic
Flow: BDth
~ntrance Loss Coef: 0.50
E~it Lo~~ Coat; 0.00
Bend Loss Coef: 0.10
outlet ctrl spec: Use de or tw
Inlet Ctrl Spec; Use dc
Stabilizer Option: None
Length Iftl
Count
Friction Equation
Solution Algorithm.
now
&ntrance Loss Coef
Exit Loss. Coef
Send Loss Coef
Outlet Ctrl Spec
I r.let Ct rl Spec
stabilizer Option
lZB.OQ
1
Average Conveyanr:.e
Automatic
Both
0.50
0.00
0.26
Use de ortw
Use de:
None
PageS of5
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
u
o
o
0\3
PROPOSED BOUNDARY CONDITIONS INPUT
Nod..: 601
TYP": Flow
u
D
u
u
u
u
u
D
u
D
u
u
u
u
u
u
Name: lOyr-OFT
Time (hrsJ FlDW (efs)
0.000
12.000
30.000
o
Name: 1 ()yr-O!T
Time(hrs)
V.ODD
12.000
30.000
D
Name; lOyt-OFf'
FlDW (cfs)
Time(hrs) nowrofsl
V.ooo
12.000
30.000
D
Name: lOyr-Or.r
Hme (hrs i
0.000
12.000
30.000
o
Name: 10yr-oFF
Flo'" (ofsl
'Iime(hrs) Flow{cfs)
0.000
12.000
30.000
o
Name: 10yr-oFF
'Iime (hrs) Flow{cfs)
0.000
6.DOO
12.600
18.000
3D. ODD
o
NallI..: 10yr-OFF
0.000
2.230
10.050
2_230
0.000
Timelnrs) F1owicEs,
0_000
12.000
30.000
D
Name; 2yr-OFf
Time Inrs)
0.000
12.000
3D.MD
o
Name; 2y.t"-OFF
f1ow(cfsJ
0.000
0.140
0.000
Time (hr5~ FlowCcfs)
0.000
12. DOO
30.000
o
0.000
2.310
0.000
Mallie: 2yr-Of'F
Timelhrs) Flo'"lcfs)
O. ODD
12 _ ODD
30.000
o
NallIe: 2yr-on-
Ti... [hrs)
0.000
12.000
30.000
0.000
3.420
O.ODO
rlow(cfs l
0.000
0.600
0_000
0.000
0.140
0.000
Node~ 602
Type: rlow
0.000
2_310
0.000
Nod..: 603
Type: Flow
0.000
3.420
0.000
Nod..: 6D4
Type: Flow
O. ODD
0.600
D. ODD
Node: 605
Type: Flow
O. ODD
1.050
0.000
Nod[O'; fi14
Type; Flow
Node: POND7
Type: Flow
0.000
1. OBO
0.000
Node: (;01
'I'ype: Fla.....
Node; 602
Typ.: Flow
Node: 6D3
Type:" Flow
Node: (;D4
Type: Flow
Page 1 of2
Interconnected Channel and Pond Routing Model (ICPR) CQZ002 Streamline Technologies, Inc.
u
u
LJ
o'~
PROPOSED BOUNDARY CDNDITIONS INPUT
Name: 2yr-orf
Type: Flow
o
Time (hrs)
J
0.000
12.000
30.000
o
u
Name: 2yr-OFF
Time (hrs.
0.000
6.000
13.000
18.000
30.000
u
o
Name: 2yr-off
u
Time (hrs)
0.000
12.000
30.000
u
u
u
u
o
o
u
u
D
u
u
I)
U
F10w (cfs)
Flow [cfs)
0.000
2.230
10.050
2.230
0.000
Flo~ (cts)
Node: 605
0.000
1. 050
0.000
Node: 6H
Type 1 Fl DW
Node: rOND?
type: Flow
0.000
LOBO
0.000
Page 2 of2
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
u
u
D 15-
D
rlrlN ofC:GnOoIoft.C.-.tt.;;.nW~~
b'Md tw1 TR-55
PRDJECT; vrn.~ ot Wnt a..... -G001. 6002. 600;1
J09,: 123e.6001
u
, -..
--.. "'-
--
--
--
"'-"''''-
....
'.0\$
..m
1,.....toc....l'IIIi"QI. 1..ao~
~T..t. 'Ii.......
u
(>Ff.1 3IJQ C., O~. Sf 0 ItsQ 0.5 V 1.1 2S,Sr 21>) 0 &:I
Off.z :lOll u O~. S1 0 100 O.llOI V a.s T.3ll %.SO 0 ~
f'OOW ITS 1.8 u. ~1 0 ..xr 1 U U ..13 $(lO 2.50 ~ JS
P<.:>Nt4 17S 1.1 D~. ~I 0 11$ 0 U 0 0.00 "110 UO 7 OS
P\:lND-1 10 ;.a O~. .... 0 3$ 1 P 2 0,29 2JOO 250 15 ~
PoNl:4I 2U 1.8 D~ 3lIl 0 50 1 P 2 C..... no %.SO 5 <t2
u'
u
u.
o
D'
0,
UI
u
u
u
J
o
u
[J
u
lJ It:
U RAINFALL - 2 YEAR FREQUENCY - 24 HOUR DURATION
U
N 2.70" 2.60.
U + ....... ~
2.60.
-
J
0
U --
U. 2.6-0"
U -
-
0 - -
2..90.
U ...,..
U -
] ........ 3.00'
U
[J
U
U 0 10 20 30 Illites
I .
D REFERENCE . STATE OF INDIANA
TECHNICAL PAPER NO. 4-0 DEPARTMENT OF NATURAl RESOURCES ,n
U NA .IONAL WEATHER SERVICE DIVISION OF WATER ~~(NTO/
\WVV.I.~
U ._---~------------_. -~---_.
u
u
u
u
u
o
u
u
U'
.0 l/
RAINFALL - 10 YEAR FREQUENCY - 24 HOUR DURATION
N 3.90" 3.80'
+ ~ -
3.BO'
0.--
4.10"
Uil
,
[Jl
J.
U
U
U
U'
U
U
U
o 10 20 30 Mile$
. 1
REFERENCE
TECHNICAL PAPER NO. 40
'NATIONAL WEATHER SERVICE
8'"
..,',",'
. - . . - --..-, .
~'
STATE OF INDIANA
DEPARTMENT OF NATURAL RESOURCES
DrVISION OF WATER
lNOf.AH.l..~tHTo.:;
~=o<=
- ~~----_.._._:;-----~-~-
Dig
u
u
u
u
u
u
u
u
u
o~
U':
1
U
u-
u'
u
~. -\
U
U
U
U
RAINFALL - 100 YEAR FREQUENCY "7 24 HOUR DURATION
N
+
5.40'
5.30"
5.20'
5.10"
~ 5.1 0"
o 10 20 30 Miles
. I
REFERENCE
TECHNiCAl PAPER NO. 40
NA. nONAl WEA "fHER SERVICE
.
'\ STATE OF INDIANA
OEPARTM~NTOFNATURALRESOURCES
DIVISION OF WATER
INO(..V(A ~f.d Of"
N.I.lVV.L ~
----- -----_.~_._-_.._-------._.~-----
------------~-------------------
u
u
u
u
u
u
u
u..
U.,
UfJ!
Ul
u.
u.
u
u
u
u
u
u
eN =>
PROPOSED BASINS
OFFSITE BASINS
OFF-1
OFF-2
ONSITE BASINS
PONDS
PONDG
POND7
PONDS
D\!:1
37.1
4.3
0.0
0.0
0.0
0.0
0.0
0.0
36.0
4.1
1.1
0.2
0.0
0.0
72
72
16.9
33.3
6.4
28.2
6.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.2
0.0
0.0
0.0
24.1
0.0
0.0
10.2
0.0
0.0
0.0
0.0
0.0
6.4
28.2
88
8S
81
81
VLL
u
[]
U
U
U
U
U
U
U
Table 3.3.3
Ruooff Curve Numhen for Urban Areas (SCS. 1986)
Cover Type and Curve Numbers' for
Hydrologic Conditioo Hydrologic Soil Group
A B C D
fJMevtlop~d-Are4f
CultiV'llted Land
Without eol1Slervation trutmenc 72 8] 88 . 91
With eo~tion treatment 62 71 78 n
Pamu-e or nnge J40d ,
Poor eondrtiOI1 68 79 86 89
Good cobdition 39 61 74 80
Meadow
Good co!ldiUOD 30 58 11 71
Wood or forest land
lhiu JW1d. poor eovcc, no mulch 45 66 77 8J
Gcxxf eover 2S 55 70 77
Fully dne"'~d L!lr'6m t1n4f (with ~skJhrw.cd 'Ieg~lation)
Opeu space (14\V1lS. pub. goll courses. cemeteries)
1'00(' eoodttion (grmu cover < 50%) 6$. 79 86 89
Fair C()nditioo (',g;ms$ eovu SO% 10 75%) 49 69 79' B4
Good condition (gnw cover > 15~) 39 61 74 80
Impervious areas:
Paved pui:iog lots. roofs. dnvCW8Ys" etc.
(exQludtng right-of-way) 98 98 98 98
Stctcts /lnd roach
Paved curb and storm. sewers (excluding
nght-ot-way) 98 98 9& 98
Gravel 76 8S 89 91
Out 72 ~2 87 19
Urban Dutricts
Co~ial and ~" (85% imperviOU1) 89 92 94 95
lndustnaJ (72% impervious) 81 88 91 93
RCstdeotilll
1/8 aore or ]ess, townhouses (65% impervious) 77 8S 9() 92
J/4ac~ (3SO/o impenious) 61 75 8) 87
1/3 a~ (30% impervious) 57 72 on 86
1/2 Iilcre (25% impervious) 54 70 80 85
t .ore (20% Unpernow:) 51 68 79 84
2 III ere 46 65 77 82
DcvelQprng Ur6an A re4f
Newly graded IlfeU (no. vegetation) 11 86 91 94
HERFlcc ~t9FmWQ(.er Dnalasge !.laRIIIlI R~~-ise If .1\lly 199i Olaptec 3 . 19
HERPICC Stormwalcr DrawgcM4nUllJ - Revised Jllly 1995
I~
U
U'
U'
U
U
U
U
J
U
J
u
1- i
U
u
u
u
~ )
U
u
u
u
~ 1
I I
U
u
u.
u
u
u
11
U
u
J
u
CZ\
PROPOSED BASIN RESULTS
Simulation aasin GrDup Time Max Flow Ma.x Volume VDlwn.
hrs cfs in fU
100'{24HR 610 PROPOSED 12.00 5.074 5.605 17699.707
10YR24HR 610 PRO?05ED 12.00 4.256 4.009 12661.405
2YR24 H 610 PROPOSED 12.00 2.886 2.665 8H6.773
100Y24HR 611 PROPOS ED 12.00 4.051 5.60~ 12206.694
10YR24HR 6l.1 PROPOS E D 12.00 2.935 4.009 8732.004
2YR24H 611 Pl\oPOSED 12.00 1. 990 2.665 5804. "71
100Y24HR 613 PROPOSW 12.0"1 4. e 61 4.915 ISaaO.Us
10YRHHR 613 PROPOS ED 12.07 3.398 J.J~5 10838."167
2YR2~H 613 PROPOSED 12.0"1 2.150 2.064 6668.3H
lOOn 4HR 615 PROPOS E D 12.33 2.956 4.051 1"1939.802
10YR<4HR 615 PROPOS E D 12.33 1.891 2.589 11466.519
2YR24H 615 PROPOSED 12.44 1. 0 3B 1. 433 6343.980
J 00Y24HR 910 PROPOSED 12.00 7.266 5.605 21972.050
10YR24HR 910 PROPOSED 12.00 5.263 4.009 15711.606
2tR24H 910 PROPOSED 12.00 3 . %8 2.665 10448.408
100Y24HR OFF-. PROPOStD 12.52 6.125 2.863 44681.9DO
1 DYR24H:R OFF-2 PROPOSED 12.52 3.357 1.633 25488.401
2YR2 4ll OFF-2 PROPOSED 12.66 1. 39"1 0.147 11656.022
100Y24H:R POND- 5 PROPOSED 12.24 54.051 4.05276135.H9
10YP.24flR POND- 5 PROPOSED H.24 36.1 i6 2.957182492.216
2YR24il POND-5 PROPOSED 12.24 21.235 I. ni10656S. 867
!OOY24HR POND- 6 PROPOSED ),2.24 102" 3"18 ~ .475523032. 933
IOYR24HR POND- 6 PROPOSED 12.24 68 . 521 ..95134566"1. 840
2YR248 POND-6 PROPOSED 12.24 40.221 1. 721201S4B. 290
100Y24HR POND-1 PROPOSED 12.24 18.614 3.7l0 86890.868
10tR24HR POND-1 PROPOSED 12.24 11.620 2.3295HOO.Oil
2YR2~H POND-1 PROPOSED 12.2~ 6.052 1.235 28681.258
IOOY24HR POND-S PROPOSED 12.30 10. "105 3. "142396668.606
10YR24HR POND-8 PROPOSED 12.30 43.816 :2.330246981.721
2YR24H POND- 8 PM?OSED 12.~0 22.6~0 1.235130953.136
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of 1
u
u
Name
Group
Sim.ulation
Max Time
Stage
hr.
PROPOSED NODAL RESULTS
Hax
Stage
ft
Warning Ma>: Del ta
Stage Stage
ft ft
Max surf
Area
ft2
Max Time
Inflow
hr.
Hax
rnflow
cf.
M2.X Time
Outflow
hr.
o'Z~
Hax
Outflow
c:fs
20.919
19.768
18.717
u
u
u
u
u
o
u
; 1
U
u
626
626
626
u
635
635
635
910
910
910
J
oun
OU'!l
DUn
u
oun
OUT2
OUT2
OUT(
OUT4
OUN
J
PONDS
PONDS
PON!)5
u
POl'JD6
P'ON06
POND6
PONDB
POND8
PONDS
u
u
600
600
600
PROPOSED
PROPOSED
PROPOSED
100Y24HR
IOYR24HR
2YR24H
100Y24HR
IOYR24HR
2\1l.HH
100Y2~HR
IOYR24HR
2YR2411
100Y24l1J'l
IOYR24llR
2YR24H
100Y24HR
IOYR24HR
nR24H
IOUY24HR
10YR24ilR
2YR24H
100YHHR
10YR24HR
2YR24H
100Y24HR
10YR24HR
2YR24H
100Y24l1J'l
1 OYR2.11R
2YR24H
1 UOY24HR
10YR2.HR
2YR24H
100Y2.1lR
iOYR24fIR
2YR24H
100Y24HR
10YR24HR
2YR24H
100Y24HR
10Yl\24l1R
2YR24H
100Y2.HR
iOYR24HR
2YR2411
100Y24HR
10YR24HR
2YR24H
100Y24HR
1 OYR2 4HR
2YR24H
100Y24llR
10YR24HR
2YR2411
iOOY<4HR
10YR24HR
2YR24H
100'f2411R
10YR24HR
Zi"R24H
100Y24HR
10YR24HR
2n<24H
100Y24HR
]OYR2411R
2YR24H
100Y24RR
10YR24HR
2YR24H
1 00Y2 4l1J\
10YR2lHR
2YR24M
14.26
14.0S
13..82
14 .25
14.06
13.SO
14- 2B
14.06
13.6i
15.4;
14.74
14 .10
i4.J4
12.00
12.00
]4.01
13.65
13.71
1 ~. 71
14.;4
14.JI
14 .2.
14.05
]3,18
13.58
13.53
13.15
896.604
B%.5;9
896.499
899. SOD
899.,00
899.500
898.800
898.800
898.800
B98.800
898.BOO
898.600
899.300
899.300
899.3ao
699.500
899. saD
899.500
901.200
901.200
901.200
906.000
906.000
906.000
905.090
905.090
905.090
905.400
905.400
905.400
903.100
90J.I00
903.100
902.600
902.600
902.600
902.600
902.600
902.600
900.500
900.500
900.500
901. 700
901. 700
901.700
901. no
901.470
901.470
90J .500
903.500
903.500
907.850
901.850
907. B50
B9B.000
898.000
896.000
898.U20
89B.U20
898.020
895.300
895.300
895.300
903. ;00
903. ,00
903. SOD
90L 100
901.700
901.700
899.700
899.700
899.700
0.0041
O. Don
0.0041
0.0039
0.0039
0.0039
0.0028
0.0028
O. U028
0.0049
0.0050
0.0050
0.0050
0.00~9
0.0050
O. DO~9
0.0050
0.00 ;0
0.0060
-0.004S
-0.0048
0.0047
0.0066
O. U050
0.0060
-0.0067
-0.0047
0.0077
0.0060
O.OOH
0.0046
0.0045
-0.0040
0.0030
0.0029
0.0033
0.0014
0.0013
0.0020
0.0017
0.0013
0.0018
- O. 0061
-0.0060
-0.0050
0.U036
0.0029
-0.0025
0.0050
0.0047
-0.0050
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
O. OOJ~
0.0032
0.0030
0.0022
O.OOlS
0.0018
0.0031
0.0029
0.0029
44651
3 8B] B
33533
169181
143896
111029
61078
53772
47746
400
425
445
621
669
705
13.;6
13.51
13.12
13.58
13.52
13.14
20.919
19.76B
18. ill
13.96
13.86
13.45
15.36
14.96
15. ;4
15. i3
15.04
16.67
12.01
12.01
12.02
12.11
12.10
12.09
12.13
12.18
i2.13
12.10
12.12
12.09
12.81
12.18
13. DO
12.J5
]2.34
12 .3.
14 .26
14 .08
13.82
14.25
14.07
13.80
27.33
20.84
14. 7~
29.64
n.os
18 .42
11.87
12.00
12.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
14.07
10.65
13.77
16.64
10.02
] 6. 67
14.24
14 .05
13.7B
1).59
13.53
13.1;
13. ;8
13.52
13.14
13.5B
13.52
13 .1'3
20.919
19.768
lS.n;
20.191
19.640
18.5B6
601
601
601
PROPOSED
i'ROi'OSED
PROi'OSED
13.58
13.53
10.14
897.014
896.90S
896.812
647
696
732
13.56
D. SO
U.12
20.919
19.168
18.111
20.791
19.640
IB.586
18.702
17.543
16.437
15.762
14.56B
]3,410
15.277
lC070
i2. 939
2B .30'3
23.157
1B .4 DB
17.408
15 .084
13.018
15.951
13.916
11. 896
15.63B
14.147
11.791
10.0;0
10.050
10.050
2.955
1. 891
1. 0'30
B.181
6.568
5.143
8.181
6.568
5.1'3
].70B
1.624
1. U9
1. 659
1. 607
1. 538
7.260
5.262
3.566
4.538
3.551
2.375
8.181
6.50B
5.143
20.919
19.76B
l8.717
53.927
30.101
21. 205
119.070
83.;30
53.490
71.424
4.IJ.793
23.737
18.703
1'7.544
16.43B
15.765
14.570
13.415
15.280
14.073
12.9~2
27.691
22.721
18.182
17.809
15.399
13.466
16.284
14.518
12.061
15.951
13.916
] I. B96
9.963
10.296
10.025
2.81 !
1.867
1. 066
8.181
6. S6S
5.143
B.181
6.568
5.140
3.289
J.21,
2.962
i.708
I. 624
1.479
10.101
5.194
3.513
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
4.538
3.551
2.375
14.~72
13.231
12.161
8.181
6.%8
; .143
Page 1 of 1
602
602
602
PROPOSED
PROPOSlW
PROPOSED
13.59
13. 5~
13.1 ;
897.296
891.11B
891.073
431
459
547
145
145
169
13.94
13.84
13.42
15.35
14.95
15.54
60'3
60J
603
PROi'OSED
PROi'OSED
i'ROi'05ED
13.14
13.68
13.28
897.60
897.498
897.370
130
130
130
15.70
15.32
i6.67
604
604
00~
PROi'05ED
i'ROPOSE!)
PROPOSED
14 .17
]4.03
13.70
899.011
898.535
698.146
463
540
89B
12.04
11.99
12.00
605
605
605
PROPOS E D
PROi'OSED
PROPOSED
14.54
14.40
IL22
900.803
900.056
899.42U
450
450
640
12.11
12.11
11.98
610
no
610
i'ROi'OSED
i'ROPOS:ED
PROPOSED
14.34
14007
12.02
901. 620
900.763
900.016
445
445
576
12.13
12.12
12.09
Hl
611
011
PROPOS:E!)
PROPOSED
PROPOSED
13.75
13.58
12.04
901.195
900.94B
900.2 U
451
451
518
12.12
12.18
i2.09
612
612
H2
PROi'OSED
PROPOSED
PROPOSED
13.05
13 .31
i2.05
901. 9;6
901.104
900.373
439
409
477
12.80
13.00
13.00
613
613
613
PROPOSED
i'ROPOSED
PROPOSED
12.91
13.22
12.07
902.216
901. 327
900.539
442
442
503
12.30
12.33
12.42
614
614
614
i'ROPOSED
Pl\OPOSED
PROPOSEO
12.90
13.18
12.07
902.396
901. 501
900.595
246
342
J81
14. 25
14,01
IJ.SO
015
615
6lS
62]
621
621
PROPOSED
PROPOSED
PROPOSED
i'ROPOSED
PROPOSl':D
PROPOSE!)
i2.67
13.1 B
12.0B
902. H 5
901.3;1
900.554
156
292
361
14.24
14.05
13.18
622
622
622
PROPOSED
PROPOSED
PROPOSED
895.185
895.56J
895.368
896.930
896.35:/
696.027
900.041
898.370
896.974
901.334
899.971
898.830
901. 621
90l. 277
900.975
0.00
0.00
0.00
898.000
898.000
898.000
140
]40
301
29.64
23.05
18.42
PROPOS EP
PROPOSED
PROi'OSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSE!)
PROPOSED
i'ROPOSE!)
i'ROi'OS E 0
PROi'OSED
PROi'OSED
?ROFOS!:D
PROPOS:ED
PROPOSED
PROPOSED
PROi'OSED
PROPOSED
i'ROPOSED
i'ROPOSEO
PROPOSED
PROPOSED
PROi'OSED
PROPOSED
PROi'OSED
PROi'OSED
0.00
0.00
0.00
694.020
89~ .020
89!. 020
137
137
413
29.15
12.20
12.49
O. ()Q
0.00
0.00
894 . 300
894.300
894.300
440
492
510
12.00
12.00
12.00
903.132
901. 660
900. n6
901.525
900.662
899.B21
900.020
898.343
896.942
14 .07.
13 .85
13.17
3
3
J
14.26
14.08
U.B2
16
16
16
13.59
13. S3
13.i5
12.25
12.25
12.25
i2.25
12.25
12.25
12.33
12.B
]2.33
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
I .
U
u
v <-.
PROPOSED - TEMPORARY - NODAL RESULTS
PRIOR TO THE OUTFALL or POND 1 TO THE WEST
Max time Max Warning Hale. Delt. Max Surf Max Time Max Max Time Max
Nl!Ime Group Simulation Stage Stage St. ge Stage Area Inflo...,. Inflow Ou tfl 0,," Out flow
hrs Et Et ft ft2 hr. cis h<s crs
OUT 2 PROPOSED 100Y2UlR 0.00 e~4.020 B96.020 0.0000 3 14.26 6.1Bl 0.00 0.000
OUT2 PROPOSED 10YR2~HR 0.00 694.020 B9B.020 0.0000 3 14.08 6.561 0.00 0.000
OUT2 PROE-OS ED 2YR2~M 0.00 e~4.020 696.020 0.0000 3 D.82 5.143 0.00 0.000
PWD, PROPOSED 100YHHR 11.88 902.243 902.200 0.0019 24B05 12.25 19.5l2 29.15 1.659
POND' PROPOSED IOYR24HR 15.92 900.960 ~02.200 O.OOle 2018B 12.25 12. 60 ~ 12.20 1.601
POND, PROPOSED 2YR2411 14.41 B~~.913 902.200 0.0014 17594 12.25 7.0Bl 12.~9 1. 538
PONDB PROPOSED lo0Y24HR 14.24 900.020 BH./OO O.DOll U077 12.33 71.~2~ H.2~ B.IBl
PONDe PROPOSED I o YR24SI\ 1400$ 898.343 899.700 O. DOH S3772 12.33 H. 7~6 ILOS 6.56B
POND 6 PROPOSED 2YR24H 13.79 896.942 B99./oo 0.0027 4774& 12.33 2,.731 JJ.78 5.14l
" I
U
u
u
u
~ "\
I .
U
u
u
u
[j
u
u
r' j
U
u
u
u
u
u
IntercoDllected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of I
u
u
[j
u
u
u
o
u
u
u
o
u
u
u
u
u
u
u
u
u
3.0 PROPOSED SITE
DRAINAGE CONDITIONS
Proposed Curve Nun1ber Calculations
ICPR Proposed Node-Basin Schen1atic
ICPR Onsite Runoff Results
ICPR On site & Offsite Runoff Results
~.
C' C"
C~ c=:
c:: c=
c:=-: c='
c=-:
c=' c=, c=
c:'
. ,
'"
c='
c:
C=11
c=
CJ
Curve Number Calculations
Job# 55960
Proposed Site Conditions
Drainage % Coverage Curve Numbers Total Composite
Drainage Curve
Area B-80il C-Soil C-Soil D-80il Area Number
83 87 1554 ac 87
98
Basin Node Land Usage Notes
BAS P1 POND 1 Residential 1/4 acre Lots
1m ervious Area of Pond at Normal Pool
BAS P2 POND 2 1/4 acre Lots
Area of Pond at Normal Pool
87
Due to significant disturbance to the upper soil layers during the construction activities, the initially determined hydrologic soil group for disturbed areas
should be changed to the next less infiltrating capacity category.
L-:
c:'
c=
C::=~
ICPR Node-Basin Schematic
6-22-01 IolDN
Nodes
]\ Stage/AreCl
V Stage/Volume
T Time/Staqe
L~I Nanhoie
Basins
o Ovel'land Flo'^'
uses Uni t 1I~!dro
S Santa Barbcsra
Lird~s
~ Pipe
~'l ~."~ir
C Channel
D DLOp Structure
B Bridge
~ Ra ting Cur:'lE
H Breach
c:=:'
c=:
~:
c'
c=
c=
c==
c='
c=
c=J
c:=
~1
L- ----!
C="
c:::==
C='
IT: OUTLET 1
IT: OUTLET
I:P'Z-OUTl __ '" _ , _ ,,:1 A: STR 2
l-jPH
._' D: Pl -OUT2- D5
i
L__I A~POND 2
U:klAS P2
.-lA: STR I
1_: D: Pl-l os
A:POND I
U:MS PI
-
I
I
Interconnected Channel and Pond Routing Model (ICPR) 192002 Streamline Technologies, [nc,
u
u
=====================~====================~==========~=======~=~==========================
==== Basins =============================================================~=~=~============
===~=================~============~=======================================~===~=~=========
u
t-Tame: Br~S PI
Group: EAS~
Status: Or,si te
Node: POND 1
Type: SCS Unit Eyd,ograpr.
u
Unit Hydrograph: Uh484
Reinfall File:
Rainfall PJllOunt linl: O.OOG
Area,:ac): 15.540
Curve Number: 87.00
DCIJlI~,): 0.00
Peaking Factor: 4B4.0
Storm Durationihrsl: 0.00
Time of Cone (mlnl : 10.00
Tlme Shiftlhrsl: 0.00
Max A11m,able Qlcfsl: 999999.000
u
Name: BAS F2
Group: BASE
-------------------~-------------------------------------------------------------~-~~--~~--~--~-~-~-
Node: POND 2
Type: SCS U"it Hydrograph
Status: Onsite
u
UTli:: HydrogI'aph: Uh~ 3il
Rainfall File,
Rainfall J\ITIoIJn~(irll: G.ODU
Area (a,:::: I : 18.0BD
Cwrve Number: 87.00
DCl1'.I~': G.OO
?eaking Factor: 484.0
Storm Duration (hrs): O. DO
Time of Cone (min): 15.00
TEne Shift Ihrs): 0.00
Max All~wable Qlcfs): 999999.000
u
===~~==================~==============~~===========~=============================~========
u
===~ Nodes =========================~~=====~=~============================================
Base Flowlcfs): 0.000
lnit Stage(ft): 996.000
Warn Sta~e(ftl: 900.000
==~================~========================~========~=~==================================
Name: OUTLET 1
Group: BASE
Typ~: Time/Stage
u
Tirneih.:csJ
1.'
U
0.00
12. S.Q
)O.DO
r .
U
Name: OUTLET .2
Gro.Jp: E.ll.SE
Type: Time/Stage
u
TiIlle(hr.s)
0,00
12.5D
30.00
u
Name: POND 1
Group: SASE;
Type: Stage/ALea
lJ
Stage (fti
396.000
900.000
8 %.000
Base Flow!cfsl: 0.000
Inlt SLagelft): 895.000
Warn Stage 1ft) : 897.000
',tage (ft I
B9S.0DO
0:97.000
89'J.CCJO
Base Fl~w lefs I: 0.000
Imt St"g,,(ftl: 900.000
Warn St~ge(ftl: 904.000
900.000
90~.OOO
Stage(ft) Area(ac)
0.7900
1. 0900
u
Name: POND 2
GrDup: BASE
Type: Stage/ Ar-ea
:--1
U
Staqe [ftl
u
896.0:'0
900.000
Name: STR 1
Gn:rcp ~ B_I;.S~
,
U
Interconnected Channel and Pond Routing Model (TCPR) ~2002 Streamline Technologies, Ine,
Page I of 5
u
Base Flo',,(cfs): 0.000
Init Stage 1ft) : 996.000
Warn Stage 1ft): 900.000
Area {ac)
1.2100
1 .5(,00
Sase F1ow!cfs): 0.000
Init SLagelft): 899.560
Warn Stage 1ft: : 904.560
u
u
u
c-i
U
u
u
u
u
u
u
u
u
u
r- i
U
u
u
J
u
u
Type: Stage/Are!
Stage{ft) A~ea(acl
399 560 0.0006
904.560 0.0006
-----------~-----------------------------------------------------------------~------------
lnit Stage 1ft): 898,160
Warn Stagelftl: 903.160
Name: STR 2
GL'OUp ~ RlI,SE
'Type: Stage/Area
Stage(ftJ Arealacl
398,160
903.160
Sase Flow I cfs): 0.000
0,0006
0,0006
=======~===========~===========================~===~==========~===========================
==== Pipes =======~===~=~===============================c~=======~========================
Name: 1-2
Group: BASE
==========================~==================================~~=========~~~~==============
UPS'/'HEAl1
Gec::net::y: CirclJlar
Span (in): 18,00
Rise{in): 18,00
Invert (ft,): 8,9.550
Manning's N: 0,013000
Top Clipl"n), 0.000
Bot Cliplinl: 0.000
From Node: STR
To Node: STR L
DOWN ST?EA.'1
CiI'cular
1 B, 00
18,00
8Si8.150
0,013000
o ,.oeo
0,000
Upstream ~H\o'~A Inlet E.dge !'Escription:
Circular Concrete: SqQar~ edge wi headwall
Do'....nstream FH1,rJA Inlet Edge Des cr iption:
Circular Concrete: Square edge wI headwall
Leng"h\ft}: 467.00
Count: 1
FrictioG Equation; Average Conveyance
Solution Algorithm: Au~omatic
Flow: Bo-::h
Entran~e Loss Caef: 0.50
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctr1 Spec: Use de or tw
Inlet Ctrl S~ec: Use dn
StabiJ,izer Option: None
rJame: 2-0JTl
Gr'o'.ljJ: RI\SE
--~~------------------~---------------------------------------~-----------------~-------------------
UPSTRETJ'1
Geometry: Circular
Span [in): 18 T 00
Rise(ie;): 18.00
Invertlftl: 898,160
Marming's N: 0,013000
Top Clip(inl: 0,000
Bot Clip(inl: 0,000
F~OiU Node: STR 2
T~ Node: (HITLET 1
~mINSTRo.."J1
Circular
18,00
18 00
t%.520
0.013000
0.000
0.000
upstream FHwA I::let E:dc;;e De~cri.ption;
Ci~cular Concrete: Square edge wi headwall
Do....;nstrearn fHW..l\ Irdet EdcJe DEscription:
Circular C6ncrete: Square edge ~/ headwall
Length(ft): 513.00
Count: 1
friction Equation~ Averag~ Conveysnce
Solution }l.lgorithm: Automatic
Flo'",: Both
Entrance Loss Coet; 0_50
Exit Loss Coef: 0.00
Be~d Loss Coef: 0.00
O~tlet Ctrl Spec: Use de or tw
Iulet Ctrl Spec: Use dn
Stabilile~ Option: None
================================================================~=~~==========~~~~===~====
==== DrGp Structure~ ==========================================~===========~===~==========
===================:=~=============================================~~===========~=========
Nome: PI-I DS ~rom Node: POND 1 Length 1ft} : 148,OD
GI~OUp ~ BASE To Node: S'fi( 1 Count:
U PSTFcEAI~ DmmSTP'E;.~l~ Fricticn Eq'.Jc'Lion: Average Con.,reyance
Geometry: Cir-culc;-lr Cir:::ular Sclutio?l Algorithm: l\utomntic
Span(in) : 18.00 18_nO Flow: Both
Rise(ic;) ; 18.00 18,00 Entranc€ Loss Coef: 0.500
Invert .: ft:1 : 900,000 :J9:J,S6D Exit Loss Coef: O.DOD
Ma!~ning , 5 N: 0,013000 0.013000 Outlet Ctr1 Spec: Use de or tw
Top Clip lin) : 0,0[,0 0.000 Inlet Ctel Spec: Use dn
Sot Clip (in I : 0,000 ,000 Solutlon lncs: 10
Page 2 of 5
lnterconnected Channel and Pond Routing Model (lCPR) {Q2002 Streamline Technologies, Inc,
u
[j
u
u
u
u
u
[t
, ,
u
u
u
u
J
u
u
1 .
u
u
~ i
U
u
Upstream FE.i.z\ Ir.let Ed,:;e Ii~scriptiDn'
Ciriular Concrete: Square ~dgB wi tleadwall
Dmmstrsam ?HI,."- Inlet Edge Description:
Circular Conc~ete: Square edgE w/ he2dwall
of for Dr8p Structure Fl-1 DS -i**
Count: 1 Bottcm Cliplin): 0.000
Type: Vertical : Mavis Top CUplin) : 0.000
Flm" E"U, v-leir Disc Coef: 3.200
Geomet t'j'; C.::..rcul~r orifice :Disc Coef: 0.600
Span (in i : 3.50 Invert 1ft) : 900.000
Rise(ifll : 3.50 Control Elevlft), 900,000
Df f:or [l1'OP St ~-uctL1re P1-1 DS -1.",,';'-
Courlt: Bot"LOffi CUplin) ; 0.000
Typ.J? ; Ve:rticCll: 11avis Top Clip(in) : 0.000
Fl (.>W; Eoth v~ei r- Disc CoeE, 3.200
Geom'2try: Rectangular Orifice Disc Coef: 0.600
Spanti"l , 1:2_DO Invertlft) : 902.400
Rise(bl : 6. 00 Control Elev (ft) : 902.400
*** 1i~eir
-1>:*'" Weir
TABLE
Tl'.BLE
*** Weir 3 of 3 for Ilron Structure Pl-l DS ~**
T}lBLE
COU~!t: 1
Ty~e: ~orizont3}
Flow: 30th
Geomecry' 8.ectangular
Bottom Cliplin): 0.000
Top Clip lin), 0.000
Weir Disc Coef, 3.200
Orifice Disc Coef: 0.600
Span (ir,): 34.00
flise(inl: 24.00
Name: ?2-0UT3 DS
Group: BASE
UFSTF.L"J'1
GeomEtry: Ci,rcul~r
S?an (in):, 30. DO
Rise(in): 30.00
Invert(ftl: 896.000
Manning's N: 0.013000
Top Clip(ini: 0.000
Bot Clip(ini' 0.000
IClvert 1ft): 904.500
Control Elev! It I' 904. SOD
From Node: POND 2
To NODe: OUTLET 2
Lengthlftl: 70.00
Count: 1
[,O',JHSTREAM
Circular
30.00
30,00
695.650
0.013000
0.000
0.000
Friction Equation: Average Conve.Y2nce
Se:,lu Lion Algorithm: A-..Jtomatic
no.." Both
Entrance Loss CoeI: 0.500
Exit Loss Coef: 0.000
Outlet Ctrl Spec: Use dc' or tw
Inlet Ctrl Spec: Use en
solution Incs: 10
Upstream FHWA Inlet ::::~ige Description:
Ciz'cular Concrete: Sqllar~ edge wi ~leadwall
Downstream F:-FIi'A Inlet Edge Description:
Circular Concrete: Square edge wi headwall
1+-0.- .weir- 1 of 3
F2-0UT2 DS
fer [IITlp S-;:ructure
Mavis
COLlnt:
'I'yp'"' :
Flu...':
Geo!r.etry:
Spanl,in):
Risel:in]:
T.Z\BLE
1
Vertical:
Both
Circular
3ottom Cliplinl: 0.000
Top Cliplinl: 0.000
Weir Disc Coer: 3.200
Orifice Disc Coef: 0.600
,DO
00
Invert(fti: 896.000
Control Elev(ftl: 896.000
**. Weir 2 of 3 for DLOp Structure p2-0UT2 OS
TABLE
Ccun l :
Type:
rlc~-l :
Geomet t'Y:
Span [iTI]
Rise (in)
1
V1;'rtical: }.j2.vis
Bc:t1,
Rectan';Jular
Bottom Cliplin): 0.000
Top Clip(inl: 0.000
Weir DisD Coef: 3.200
Orifice Disc Coef: 0.600
13.00
9.00
Invert I ft I: 897. 60C
Cont:::-ol :::lev I ft I: 897.600
*** Weir 3 of 3 for DLOP Structure P2-QUT2 OS *..
TABLE
Courlt: 1
Type: Horizontal
F'low~ 3o;;:h
GeoUl8try: Rectangular
Botcom Clip(in): 0.000
Top Cliplio): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: O.6UO
Interconnected Channel and Pond Routing Model (TCPR) <92002 Streamline Technologies, Inc.
Page 3 of 5
u
u
u
u
u
o
u
u
u
u
:-1
LJ
u
u
u
u
LJ
J
u
u
Span ( :-- n): ~;2 0 C
Rise I ill): C' 00
IClvert(ft): 899.600
Control Elev(Itl: 899.600
==========~===~==========================~~==========================================~==~~
~~~~ Hydr 0 logy S ~lnlll2 t" OCt s ~~ ~~~~~~-------~== ===---=========--~~~-~ -=~ ~~~~~~~==-=---------
===============~===============================~=========~================================
Name: 002yr
E'il€name: S:\S59bO\Drainagg\ICPR\002YI_~32
Ov~rride Defaults: Yes
Storm DurBtion(hrs): 24,00
Rai~fall file: NRCS Type II
Rainfa.ll J-illJOU?lt (irJ); 2.66
Time(hrs)
Print lnc (iTli,1)
30.000 5.00
------------------~-----~-----------~---------------------~----------------~------------------~---~-
Name: OlOyr
Filename: S:\559GO\Drainage\ICPR\010yr.RJ2
O-"erI"ide Defa-~lts: Yes
Storm Duration Il'rs): 24.00
Rainfall File: ~HCS Type II
Rainfall Amount (i~l): :3 _ 3]
Tlme(hrs) Print Inc(min,
30.000
5.00
----------------~-------~-----------------~-----~----------------------~-~--------------------------
Name: 100yr
Fi 1 e-:'J3.me ; s: \ ~5960\[lr21iI\age\ICPR\ lOOyr. R32
Override Defaults; Yes
Stonn Duration ':hrs): 24.00
RaiJ1fall Fi.le: NRCS Type II
?ainfall Arllount(in): h_46
TLne{hrs) Priilllnc\min)
30.000 5.00
====~===========================================~================================;=========
==== ROlJ~ing Sir(ILJl at ic,rJ 5 ======================""'"""'========-===""'=============================
=============~=======================================~============~~======================
Name: 002y:' Hydrology SlIT,: 002yr
Filenarr,e: S: \S5960\[lrainag-e\ I CPR\OQ2yr _ 132
Execute: Yes
p,lternative: No
Restari:~ N::>
rate!;: Nu
Ma~ DelLa Z(ft):
Time Step Optimizer:
Start Timelhrs):
t-1in Calc Time (see) :
Bounda~y Stages:
1. 00
10.000
0.000
0.5000
Delta Z Factor: 0.01000
End Time(hrs): 30.00
~lax Calc Time (sec): 100.0000
BoundC3ry Flo.....'s:
TimE' (hrs) Frint Inc (min)
30,000 5.000
GrDUp
Ron
SASE Yes
-~------------------~---------------------~---------------------------------------------------------
Name:
Filename:
OIOYL Hydrolcgy Sim: 010yr
S:\55~6U\DLainage\ICPR\Olayr,I32
Execu'Le.:
l\l ternat:i ve- ~
Yes
No
RestdI~t: 'No
Patch: No
Max Delta Zlft): 1.00
Time Step Optimizer: 10.000
Start Time ': hrs': 0 000
Min Calc Tirnelsecl: 0.5000
Bourldary Stages:
Delta Z Factor: 0_0]000
End TimelhrsJ: 30.00
Max calc Time(sec): 100.0000
BOIE'Jda.ry Flows:
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 4 of5
u
u
u
lJ
u
u
u
u
u
rl
U
o
o
o
u
u
'j
. r
u
u
u
u
Tlme{hrs~
Print Inc (min)
30.000 5.000
Group Rurl
Bl\.SE
Yes
Name: lOOy!' Hydrology Slm: 10Dyr
filenane: S: \5~I~f~O\DrCl:inage\ICP~_\100yr. 132
Execute; Yes
Alternative: No
Re::it~r.t: No
Patch: No
M2X Delta Z[ft): 1.00
Time S:..ep Optimizer: lO.GOO
Star~ Tirne(h~sl: 0_000
r-lin Calc Time (see): 0.5000
301lndary Stages:
Delta Z factor: 0,01000
End Time(hrs): 30.00
Max Calc Tirne(sec): 100.0000
Boundary Flows;
Time (hrsJ P:rirjt Ira:: (win:1
30.000 5.000
Group
Run
B."SE Yc's
===============~======~=======================================-=~=========~===============
==== 30undary Conjitions =~================================~=~=========~=~~===============
==================~=========~=====~==='====================================================
Name: 2-yr
NDde: POND 2
Type: Flow
Time(hrsl
~lu...r (cf s)
0.000
16.670
.10.000
0.000
12.150
0.000
Name: 10-yr
io1Dde: POND 2
Type: Flow
Time [hrs I
Flm..(cfs)
0.000
16.020
30.000
(1,000
D.nO
0.000
~------------------------------------------~~--------------------------------------~--~~-------------
Name: 100-yr
NOlde: POND 2
Type: flow
Time(hrsl
FIc\< lefs]
0.000
16 640
30.000
0.000
H.nO
0.000
Interconnected Channel and Pond Routing Model (ICPR) \Q2002 Streamline Technologies, Inc.
Page 5 of 5
~'
~
~.~
~;
r-~
~
C]
C:=:='
~)
c
C=)
c=~'
c=;
C::::!
c::::='
c=:
c::=::
c=
c=
JCPR Onsite Rlmoff Results
6-2;'-07 WDN
Max 'rime Max TN3 rning Max De lta Max Surf Max Time t-Iax Max Time Max
Name Group S.i.roulat ioo Stage Stage Stage Stage Area Inflo"7 loflo" Out flo'" Outflow
hrs ft ft ft fi_::: nl"s cfs hrs cfs
-----~-----_.~"._.- .._.~--- ---- --------- ----- ------- ._----_._--~ -----------
OUTLE:T BASE 002yr 12.50 900.000 900.000 0 .0089 19 25 .56 O. 661 0.00 0.000
DUTLE:T BASE OlOy< 12.50 900.000 900.000 0 .0089 19 19 .56 1.610 0.00 0.000
DUTLE:T BASE 100yr 12.50 899.999 900.000 O. 0089 19 14 .54 3.919 0.00 0.000
OUTLET BlI.SE 002:.'r 12 .50 89"7 .000 897.000 0.00~4 0 21. 82 0.463 0.00 0.000
OUTLET BJ"SE o 1.[Ij'r 12 .50 897 .000 }J9i,ODO 0.00~4 0 U f.6 1.665 [I. 'J[' 0.000
OUTLET BJI,SE 1 e. [I i' ,( 12 _ 5[' 8'97 000 8~"; .000 0.00~'l 0 U .50 5.231 C'. '::(1 [, _ OOD
POND I3..lJ_SE OD=j'[' 21.7:, 901.75~ 90.:1 .000 O.OOS(, "0141 12.00 10.327 21.75 [r. 3 ~t2
POND Rz>,.sE 010jL' 16.96 ?02.119 904 .000 0.00')5 43295 12.00 17.063 16.96 1.0S8
POHD BASE 100,T 140 SO ':'04.02 904 .000 0.0099 49023 12.00 32.0H 1.:1 .5; 3.624
~DND 2 l3."S~ 0020'L 21 . ~2 e97.500 900.000 [I _ OOltS SO'125 12.00 11.776 21.8~ 0.463
POND ? BASE 010yr 14.7') 898.115 900.000 0.0072 60769 12.00 Ei.605 14.88 1.665
POND 2 BASE 100)'r 14 .47 899.~,rJ4 900.000 0.0078 66328 1.2.00 37.267 14.50 5.231
STR 1 BASI', 002yr 12.51 900.011 904.560 -0.0095 358 21.75 0.392 12.06 0.839
STR 1 EASE 010yr 16.99 900.070 904.560 0.01.00 443 16.96 1.058 18.07 1. 733
STR 1 BASE 100yr 13.36 901.231 904.560 -0.0098 131 14.57 3.82.1 14.52 4.035
STR 2 BASE 002yr 12.50 900.004 903.160 -0.0100 226 12.06 0839 2S.55 0.681
STR 2 BASE OlOyr 12.51. 900.008 903.160 0.0098 226 18.07 1. 733 19.56 1.610
SerR 2 BASS 100yr 12.67 900.560 903.160 -0.0099 169 14 ..52 4.035 1'1.51 3.919
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 1 of I
c=J
c=::J
CJ
c-=--:
~
c=-;
L:
CJ
c~-~
c==J
c=
c:::=
L ;
c...:;
c=
c='
C]
c:=:
c::::==
ICPR Onsite & Off.ite Runoff Results
6-22-01 WDN
Nax Time Nax Warning :'1ax Delta Max S12rf [-ldX Time Max Max Time Nax
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflen..' OUl:flm., Oll"tflDW
hrs Et ft ft ft2 hr5 cEs hrs cfs
.._.._...._-_._.__._--,-_.~---- ------~.~---~---_._'-_.._.----
OUTLET BASE 0021'T 12.50 900.000 900.000 0.0089 19 25,59 0.659 0,00 0,000
OUTLET BASE OlOyr 12.50 899.999 900.000 0.0069 19 19.68 1.759 0.00 0.000
OUTLET BASE 100yr 12.50 900.000 900.000 0.0089 19 14.54 3 919 0.00 0.000
OUTLET BABE OOZyr 12.S0 80,7.000 80,7.000 O.OfH'j 0 16.89 12 ,1390 0 00 0.000
OIJTLET BASE DIUyr 12. SO 897 .000 897.000 O.OOH I} 12.35 18,260 I) .00 0.000
OIJTLST O;:',SE 100y! 12. ~'O 891 ODO 891.000 I) O'O~ 4 0 12.16 37, S39 0 ,00 0.000
POND BJ\S E 002yr 21.7S 901 ."753 904.000 0 .0056 401H 12.00 10.330 21 7E [1.392
POND B;:'.SE 010y< 16.96 902 .119 904.000 0 .0095 :J.329S 12.00 17.064 16.% 1.058
POND RASE 100y< 1~.50 90~ .~72 904.000 0 0099 '9023 12.00 32.245 1~.57 3.824
palm " BASE OOZyr 16.89 899,897 900.000 0,0083 67563 12.00 20.533 16.89 12.8~O
POND 2 B.'\SE o 10yr 12.3S 900.033 900,000 0.0095 68080 12.00 29.516 1~.35 18.260
POND ~ BASE 1001,( 12 16 900.53'l 900.000 0.0100 69990 12.00 n.706 12.16 3'1.539
STR RA..SE 002)'f 12.51 900.011 904.560 o .009" 358 21. 78 0.392 12.06 0.840
STR BASE 010yr 16.99 900.070 904. ',60 0.0099 448 16.96 1. 058 18.02 1,ln
STR BJ\SE: 100yr 13.36 901.231 901. seo 0.0098 131 14.57 3.824 14.52 4.035
STR l3ASE: 002yr 12,50 900.0J4 903. ] 60 -0.0099 226 12.06 0.840 25.59 0..659
STR EASE: OlOyr l2.::.1 900.008 903.160 0.0095 226 10.02 1.777 19.68 1.759
STR EASE 100yr 12.67 900.560 903.1(,0 -0.0099 168 14.52 4.035 14.54 3.H9
Interconnected Channel and Pond Routing Model (ICPR) lJJ2002 Streamline Technologies, Inc.
Page 1 of I
o
D
lJ
o
o
o
o
o
D
D
o
D
o
D
D
D
o
o
D
4.0 WATER QUALITY
CALCULA TIONS
Water Quality Volume Calculations
Extended Detentjon Elevation Calculations
Lo\v-Flow Otificc Calculations
o
[J
o
D
o
U
U
U
U
~ 1
I I
U
U,-
--
u
U
U
;--1
U
r-
J
u
u
,
J
Water Quality Volume Calculations
Rv = 0.05 + 0.0091
WQv =
PRvA
12
P=1
Detention Total Drainage Area IA Percent Volumetric Runoff Water Quality
Pond Impervious Coefficient (Rv) Volume (WOv)
(ae) (acl (%) ( ae-ft)
POND1 1554 5_69 37% 0.380 0.492
POND 2 18.08 5.79 32% 0.338 0.510
u
u
U
D
U
U
J
U
U
o
J
U
U
J
J
I'
~
U
J
I
J
Extended Detention Elevation
POND 1
Bottom Elevation 892
Normal Pool Elevation 900
Top-of-Bank 905
Average Volume Cumulative Cumulative Volume Above Normal
Elevation Area Depth Volume Volume (ac Pool (ac-
(fe) (ft) (ft3) (fe) ft) ft)
892 - - - - -
893 19194 1 19194 19194 0.44 -
894 21165 1 21165 40359 ,0.93 -
895 23205 1 23205 63564 1.46 -
896 25305 1 25305 88869 2.04 -
897 27461 1 27461 116330 2.67 -
898 29675 1 29675 146005 3.35 -
899 31946 1 31946 177951 4.09 -
900 34273 1 34273 212224 4.87 0
9005 35856 0.5 17928 230152 5.28 0.41
901 37464 0.5 18732 248884 5.71 0.84
901.5 39097 0,5 19549 268433 6.16 1.29
902 40756 0.5 20378 288811 6.63 1.76
902.5 42440 0.5 21220 310031 7.12 2.25
903 44149 0.5 22075 332105 7,62 2.75
9035 45884 0.5 22942 355047 8.15 3.28
904 47643 0,5 23822 378869 8.70 3.83
9045 49428 0.5 24714 403583 9.26 4.39
905 51238 0.5 25619 429202 9.85 4.98
o
U Extended Detention Elevation
U
U
U
U
U
D
U
U
I I
U
U
J
J
i
I
U
J
J
J
J
POND 2
Bottom Elevation 888
Normal Pool Elevation 896
Top-of-Bank 901
Elevation Average Depth VaTu me Cumulative Cumulative Volume Above Normal
Area (ft) (fe) Volume Volume (ac Pool (ac-
888 - - - - -
889 34602 1 34602 34602 0.79 -
890 36985 1 36985 71587 1.64 -
891 39425 1 39425 111012 2.55 -
892 41922 1 41922 152934 3.51 -
893 44476 1 44476 197410 4.53 -
894 47086 1 47086 244496 5.61 -
895 49752 1 49752 294248 676 -
896 52476 1 52476 346724 7.96 0
896.5 54323 0.5 27162 373886 8.58 0.62
897 56195 0.5 28098 401983 9.23 1.27
897.5 58092 0.5 29046 431029 9.90 1.94
898 60015 0.5 30008 461037 10.58 2.62
8985 61963 0.5 30982 492018 11.30 3.34
899 63936 05 31968 523986 12.03 4.07
899.5 65934 0.5 32967 556953 12.79 4.83
900 67957 0.5 33979 590932 13.57 5,61
900.5 70006 0.5 35003 625935 14.37 6.41
901 72079 0,5 36040 661974 15.20 7.24
u
u
u
u
u
[J
U
J
u
u
u
u
u
u
u
J
U
u
[I
,~
Low-Flow Orifice Calculation
POND 1
Water Quality Volume (WQv)
WQv I 0.492 ac-ft
Normal Pool Elevation (ENP)
ENP [900
Extended Detention Elevation (EED)
EED I 900.5
elevation at which 100% storage of the Water Quality is reached
Average Head (h)
h I 0.25
h =
EED - ENP
2
Average Release Rate (Owav)
OWOy I 025
average cfs
WQv(43560)
awov =
24(3600)
c
0.6
32.17
discharge coefficient
acceleration of gravity
!=l
Orifice Area (A)
A I 0.073
ft"
A=
OWOy
c(2)(ghto
in
d =(4NTT)o.5(12)
Low-Flow Orifice is to be set a minimum 1 foot below normal pool to avoid floatable debris.
[j
u
u
u
u
u
u
u
U
J
U
J
iJ
J
J
U
u
u
u
Low-Flow Orifice Calculation
POND 2
Water Quality Volume (WQV)
WQV I 0.510 ac-ft
Normal Pool Elevation (ENP)
ENP I 896
Extended Detention Elevation (EEO)
EED I 896.4
elevation at which 100% storage of the Water Quality is reached
Em - ENP
2
Average Head (h)
h I 0.20
h=
WOv(43560)
QWQv =
24(3600)
Average Release Rate (OWQv)
QWQv I 0.26
average cfs
c
0.6
32.17
discharge coefficient
acceleration of gravity
~
OWQv
c(2)(gh)u.o
Orifice Area (A)
A I 0.084
ft~
A=
In
d =(4A/n)Q.5( 12)
Low-Flow Orifice is to be set a minimum 1 foot below normal pool to avoid floatable debris.
u
o
U
D
D
D
J
U
U
U
U
U
U
U
U
U
'U
I
U
I
!U
I
500 DRAINAGE BASIN MAP
Existing Conditions Basin Map
Proposed Conditions Basin Map