HomeMy WebLinkAboutDrainage Report
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CHERRY CREEK ESTATES
SECTION 1
[hod A. Miller
Civil Engineering Technician
Dial Direct: (lll) 577-3400 ex!. 33
carililler@!roeppelwerth.com ,
1317) 849-5935
I
,
( 0 N S U L T I"N G EN G IN E E'R S LAND' SUR V E Y 0 R S .
9940 Allisoliville Rd. . Fisner5, IN 46038 .1-800-728-6917 .FAX:(317)849.5942
DRAINA GE REPORT
PREPARED FOR:
Platinum Properties, L.L. C
9551 Delegates Row
Indianapolis, IN 46240
PREPARED BY:
Chad A. Miller
Stoeppelwerth and Associates
(317) 577 - 3400, ext.33
DATE PREPARED:
february 3, 2003
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CHERRY CREEK ESTATES
SECTION 1
TABLE OF CONTENTS
1. PROJECT N ARRA TIVE
2. PRE-DEVELOPED CONDITIONS
3. POST-DEVELOPED CONDITIONS
4. HEC-.RAS MODELING- BROCK DITCH
5. PIPE SIZING CALCULATIONS
6. GUTTER SPREAD CALCULATIONS
7. BACK COVER POCKET
POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP
POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP
FREEMONT RANDALL (BROCK DITCH) V/ATERSHED MAP
PRE-DEVELOPED & OFF SITE BASIN .MAP
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CI-IERR Y CREEK EST A TES
SECTION 1
DRAINAGE NARRATIVE
Platinum Properties, L.L.c. is proposing the development of a residential
subdi vision in Hamilton County to be known as Cherry Creek Estates, Section One. The
site is located on the East Side of Hazel Dell Parkway and on the Northwest Comer of the
intersection with Cherry Tree Road. The site is more specifically located in a part of the
Southwest and Southeast Quarters of Section 22, Township 18 North, Range 4 East in
Clay Township, Hamilton County, Indiana.
EXISTING CONDITIONS
The pre-developed Cherry Creek Estates site has been analyzed as one single
basin that entirely draills to the Vestal Ditch, or locally known as Kirkendall Creek at that
location. This runoff occurs either directly into the creek or via the Brock Ditch; which
traverses the site. The Brock Ditch is known locally as part of the Freemont Randall
Legal Drain, but it will be referred to as the Brock Ditch in this report. The creek that it
flows into will be refen-ed to as the Vestal Ditch in this report, rather than Kirkendall
Creek. Almost 30 acres of the pre-developed site runs directly into the Vestal Ditch, and
it is included in the pre-developed modeling. There is also a depressed wooded area
totaHy almost 5 acres in the southwest corner of the site. This area is considered to
eventually drain to the Brock Ditch along with the rest of the site.
Since the Brock Ditch TUns across the site, it was necessary to determine the flow
rates for it up to the point it enters the Cherry Creek Estates site. This involved a detailed
analysis and inspection of the upstream conditions of the watershed includin~ field
observations, correspondence with the Hamilton County Surveyor's Office, and offsite
modeling. The tlows tl1at resulted from this process were used repeatedly in the modeling
of the site conditions, both existing and proposed.
First, we checked the watershed delineation of the Freemont Randall Legal Drain
(Brock Ditch) according to a drawing supplied to us by the Hamilton County Surveyor. It
provided us with the entire watershed to the connuence with the Vestal Ditch, which is
the final point of discharge for the site. Given the size and amount of development in the
watershed, this delineation was used to help determine the basin area for flow
calculations. The watershed contains all or part of five existing subdivisions: Ashton and
Avian Glen directly across Hazel Dell Parkway, Woodfield to the west of the two former
subdivisions, the southwest corner of Spring Creek directly to the north, and Kingsley on
the north side of E. 146111 Street. Furthermore, it includes the Grace Community Church
adjacent to Kingsley to the east, and a portion of Cherry Tree Elementary School' also
directly across Hazel Dell Parkway from the site. There are approximately 70 acres of
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undeveloped ground in the watershed, and the overall total area of it to the point of the
Cherry Creek Estates site is 395 acres. This total includes some fairly sizeable ponds that
were also considered in the determination of the flow rates into the Brock Ditch.
The Ashton subdivision drains into one large detention pond approximately 5
acres in size It has a 30-inch outlet pipe that releases into the underground legal drain
system just before crossing Hazel Dell Parkway and into the Brock Ditch. Another large
pond exists in the northeast corner of the Woodfield subdivision. It receives stormwater
from an. undeveloped 62 acres to the north of Woodfield and parts of the subdivision
itself There is a large legal drain tile between Ashton and Avian Glen, and this pond and
most of Woodfield drain into this tile before crossing Hazel Dell Parkway and
discharging into the Brock Ditch. The Kingsley subdivision and' Grace Community
Church drain into two equalized ponds along the north side of E. 146lh Street. For
simplicity in the modeling, the two ponds were combined into one. The outlet for the
pond at the church is a small P.V.c. pipe and releases across E. 146th Street into Ashton.
This route was confirmed with the Hamilton County Surveyor's Office, and it was also
learned that the two ponds have overflowed onto the road in the past, which may be
complicated by the small outlet and possible clogging. All of these factors and some
assumptions were incorporated into the modeling providing the results of the flow into
the Brock Ditch at the north boundary of the Cherry Creek Estates site.
As mentioned above, there is an existing subdivision called Spring Creek to the
north of the site. There is also an existing subdivision called Delaware Trace to the south .
of the site. Except for the southwest corner of Spring Creekenteri,ng the Brock Pitch,
there is no interaction of drainage facilities between these subdivisions and the existing
Cherry Creek Estates site. The Vestal Ditch borders the eastern side of the site, and the
Brock Ditch joins the Vestal Ditch at the eastern bOlmdary.
Cherry Tree Road is another existing feature of the site. It goes through the
existing site from Hazel Dell Parkway to the north boundary where it passes Spring
Creek. There is an existing bridge across Brock Ditch on this road and an existing
residence nearby. The road, bridge and residence will be removed when Cherry Creek
Estates is finished.
Almost 23 acres of woods stands on the west side of the site along Hazel Dell
Parkway. The depressed area mentioned in the first paragraph of this section is also in
these woods. For the entire length between the north boundary and Cherry Tree Road,
Brock Ditch is lined by trees. There are also some trees between the road and the Vestal
Ditch but not as dense. The remainder of the site has been used for agricllIture.
The soils of the onsite basin are predominantly type B, Miami, Westland, Ockley,
and a little Brookston. Some small areas of type Cexist on the site, mainly Crosby and
Sleeth. The offsite soils have also been analyzed using the S.C.S. Soil Survey of
Hamilton County. M.ore details about the offsite basins can b~ found in the curve number
worksheets in the "Post-Developed Conditions" section of this report.
To establish the lOO-year allowable discharge rate for the post-developed Cherry
Creek Estates site, the 10-year storm event was run for the pre-developed onsite basin,
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and the flow into the Brock Ditch from a laO-year storm event was added based on the
results of the separate oftsite modeling. Likewise, to establish the 2-year allowable
discharge rate, the novv into the Brock Ditch from a IO-year storm event was added based
on the results of the separate offsite modeling.
Time of Concentrations (Ic's) and Curve Numbers (eN's) were calCulated for the
basins using TR-55 methodology. These pre-determined values were entered into ICPR
and used to compute multiple hydro graphs. 2-year and lO-year hydrographs Were
developed for the basins.
Pre-Developed Discharge into Vestal Ditch (Critical Duration Analysis)
2-year onsite - 15,18 c.f.s. + 1 a-year discharge rate into Brock Ditch ~ 124.50 c.f.s. =
139.68 c.f:s.
1 O-year onsite ~ 33.80 c.f.s. + lOa-year discharge rate into Brock Ditch - 246.38 c~f.s. =
280.18 c.r.s.
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PROPOSED CONDITIONS
There will be three ponds in the post-developed modeling presented with' this
submittal, which encompasses Section One and some future areas. More development
will be designed on the east side of the Vestal Ditch, but for now, we have only (~esigned
the areas that are on the west side of the ditch. The t\,,:o ponds being built with Section
One both directly release into the Brock Ditch at two different locations. The third pond,
which will be built with a future section, directly discharges into the Vestal Ditch just
downstream of the confluence with the Brock Ditch.
The tlrst design criteria needed tor this project was the base flood elevations of
the Brock Ditch during a 1 DO-year storm event. These values were required to determine'
the lowest finished floor elevations of the structures that will be built in Ch~rry Cre~k
Estates. The detailed offsite modeling that has been discussed in the pre-developed
section above was also applied with some modifications to another model created with.
HEC-RAS as the steady flow rate in the ditch. The onsite area, as delineated by the
Hamilton County Surveyor's Office, was included in this flow rate, which rest;llted in
roughly 300 c.rs. during the 1 aD-year storm event. The result was used in' the channel
modeling, which was processed in pre-developed andpost:"developed conditions to
compare flood elevations. The pre~developed model included the bridge at Cherry Tree
Road as the only crossing, and the post-developed model included. the proposed 'box:
culvert at the ditch along the riorth boundary as the only crossing. The proposed box
culvert has been sized to keep the base flood elevations in that area the same in the post-.
developed conditions as the pre-developed conditio~ls. It is also necessary to improve the
Brock Ditch by grading and widening it. These proposed channel moqifications allow the
post-developed base flood elevations to be close to the existiilg elevations ap.d the
structures to be easily built above the lOa-year flood elevations as required. The tailwater
setting of 761.5 feet at the confluence of the Brock Ditch and the Vestal Ditch was
obtained from the FIRM map for the community and was used. as a boundary condition i'O
the modeling of the channel.
It mllst also be noted that the lOa-year base flood elevations in the Brock Ditch
are taken from the HEC-RA.S modeling only. The channel was 'modeled in ICPR to
observe the hydraulic etfect on the ponds, but it was necessary to make some para,metric
and geometric adjustments to recreate the same results in ICPR as the HEC-RAS model,
when concerning the water surface elevations. The most importa,nt ptoductsot the ICPR
channel modeling were to make sure that the flood elevations at the. pond outlets were
nearly the same as the elevations solved by the HEC-RAS model and to be certain that all
flows in the channel were stabilized and steady, which were all accomplished.
The flow' from the offsite ponds, subdivisions, facilities ,and legal drain tiles was
determined to the north boundary of Cheny Creek Estates. In order to lntroduce this .:flow
in the channel into the post-developed modeling, it was necessary to create 'operating
tables and rating curves simulating the hydrographs that were obtained from the separate.
offsite modeling. Operating tables were created for the 2-year, la-year and 1 DO-year
storm event, and the flow was directed into the upstream node of the Brock Ditch.
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The post-developed site was analyzed using a combination of programs. All pond
routing and analysis was cotnpleted using Advanced ICPR. Ihis program routes and
analyzes aU components in a storm system 011 a user-defined time interval. The second
program used was StonnCAD. This program analyzes pipe sizing for pipe, networks other
than those routing water between lakes. The BEC-RAS modeling program was also.
incorporated into the design work. It is a channel .analysis system created by the,
Hydrologic Engineering Center ofthe U.S. Army Corps of Engineers. .'
Time ofCollcentrations (Ie's) and Curve Numbers (CN's) were calculated for the.
basins using TR-55 methodology. These pre-determined values were entered into rCPR
and used to compute multiple byclrographs. 2-year, lO-year, lOO,.year hydrographs were
developed for the post-developed basins.
Post-Developed Discharge into Vestal Ditch (Cl"itical Duration Analysis)
lO-year onsite + I a-year flow rate from Brock Ditch =
139.40 c.f.s.
lOa-year onsite + lOO-year flow rate fl:om Brock Ditch =
275.58 c.f.s.
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QUADR~:\.N GLE M.L4.P
Pand FISHERS, XND.
Scale ~l" ~ 2 (JOf.) I
Contour Interval
5 1~fl.1
Issued
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SOIL MAP
Soil Book !lAM,1.. TDN Co.
Scal.e I: 1$.Bt/o
,"lap Sheet ;Jf. "5
Issued II!fJV,. 19 i 8
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PRE-DEVELOPED
CONDITIONS
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Brock Ditch
Job # 43405
Pre-Developed Site
Basin 1
Subbasin Area CN
Woods (8) 6.50 ac 60
Residential (2 ac) 12.30 ac 67
Agricultural 43.20 ac 77
Total 62.00 ac 73
Basin 2
Subbasin Area CN
Residential 66.10 ac 77
Woods 4.00 ac 63
Lake 4.90 ac 98
Total 75.00 ac 78
Basin 3
Subbasin Area CN
Residential (1/2 ael 125.50 ac 75
Rough 9.30 ac 67
School 15.20 ac 75
Total 150.00 ac 75
Basin 4
Subbasin Area CN
Residential (B) 13.50 ac 68
Total 13.50 ac 68
Basin 5
Subbasin Area eN
Residential (1/4 ac) 57.30 ac 79
Church 25.60 ac 75
Lakes 4.90 ac 98
Agricultural (B) 6.70 ac 75
Total 94;50 ac 79
Onsite
Subbasin Area eN
Agricultural (B) 64.04 ac 75
Woods (B) .. 22.63 ac 60
Woods (C) 1.29 ac 73
Agricultural (C) 4.17 ac 82
Total 92.13 ac 72
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Brock Ditch
Job # 43405
Pre-Developed Site
Time of Concentrations
ICPR
Basin Sheet Flow Manual (lM
DescriptiOli n = L= P, = s= T, = .OO7(nL)O.8/(P;'s ) Desctipticn v= L = TI=UV Descripiion v= L = Tt=UV To (lotal) T, (total)
[ft) [inlhrJ (fUft) (hrs) (l\Is) IU) (hf5) (hrs) (min)
Basin 1 Woods 0.4 300 2.66 0.02 0.9453 Gutter I Swale 2.00 1000 0.1389 Channel 3.00 1050 0.0972 1.1815 70.9
Basin 2 Grass 0.15 200 2.66 0.02 0.3118 Gulter i Swale 2.00 50 0.0069 Pipe Flow 2.50 1950 0.2167 0.5355 32.1
Basin 3 Woods 0.4 300 2.66 0.02 0.9453 Gulter I Swale 2.00 1000 0.1389 Pipe Flow 2.50 2300 02556 1.3398 80.4
Basin 4 Grass 0.15 300 2.66 002 04313 Gulter i Swale 2.00 650 0.0903 Channel 3.00 150 0.0139 0.5355 32.1
Basin 5 Aqri. 0.17 300 2.66 0.02 0.4 768 Gulter i Swale 2.00 1000 0.1389 Pioe Flow 2.50 750 0.0833 0.6990 41.9
Onsile Woods 0.6 300 2.66 0.004 2.4892 Gutter I Swala 2.00 1000 0.1389 Channel 3.00 1650 0.1528 2.7808 166.B
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J~,.dvanced Interconnected Channel & Pond ~outing (ICFR Ver 2 _ 20' [lJ
Copyright 1995, SLreamline Technologies, Inc.
Cherry Creek EstaL~S- Srock Di:ch
#5
"''''"**'* **-,\- -ic.., Input Report. * '1<11**** It ** **",1; 11:... I""Ie" *'"""""'!"ilI"Il: "'''''*''''M *71.*** *"*"x;,*.*.. -0.'***"" !'rl'l'*""iII1l It I\-
~-------Class; Node---------------
Name ~ LAKEl Base Plow ~ cis) :
Group: BASE
Comment:
Stage(ftl
78)'~
785
Ioi t Stage (it!: 7B3. 1
Warn. Seage [fel, 785
Area (ael
2.75
2.75
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.------~Class= Node-,---.------.-------~------____________________~~__________~_.
Name, LAKE. EaSe Flowlcfs), !nit StageCftl' 777
Group: BASE Warn Stage(ftJ ~ 784
Comment::
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Stage (ft)
771.9
Area (ac!
4.9
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78~ 4.3
--------Class: Node---------------_~______________~_____________~_________~_____
Name; LAKE3 8ase Flow(cfs); 0 Init Stage(ftJ: 7~5.7
Group, BASE Warn. StageCft!, 199.6
Comment:
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Stage (ftl
795.7
799.6
Area (ac)
4.9
4
--------Class: Node---~~------------~-----------------___________~_____~~_______
~ame, NQDE~ SaSe Flow(ef81, 0 Inio Stage(fel, 111.5
Group, BASS Warn Stage(ftl, 774
Comment~
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Time (nrs)
12.5
4B
Stage (ft)
771.5
714
771.5
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---Class: Node--------------------------
Name; ONSITE Base Flow{cfs); 0
Group, ONSITE
Comment:
Init Stage (ft) , 750.78
Warn Stage(ft), 761.5
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Stage (ft I
759.78
761.
Arealael
0.05
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Advanced Interconnected Channel &:. Pond Routing \ICPR Ve~ 2_2.D) (2]
Copyrighc 1995, Streamline Technologies, Inc.
Cherry Creek Es~ates- BrOCK Ditch
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~~*~~*~w*w Input Report *.*~.~*T.~~~.~..*ft~~~~**~***~*****k~I**.***.~~~***~w~***
Type; SCS Unit ~ydr
~-~----~Cla.ss=
8asin--------------------___~______~_________
Basin: BASIN!
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Group: BASS
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount \ in) :
Area (acl; 62
C'.Jrve #; 73
DCIA(%), D
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--------class: Basin----
Basin: BASIN2
~ode: LAKE2
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Group: BASE
Unit Hydrograph: UH4B4
Rainfall File:
Rainfall Amoune(in); D
Area Cae) = 75
Curve # = 7 g
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OCIA (% I ;
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Status: On Site
peak Factor: 484
Storm Duration (brs) =
Concentration Time (minl ; 70.
Time Shift (hrsi :
Status: On Site
Type, SCS unit Hydr
Peak Factor: 484
Storm Duration(hrs): D
Concentration Tirne'minl ~ 32.1
Time Shift {hrs} :
Basin: BASIN3
Hode, NOOEl
--------Class~ Basin------------~------------_____.______~~_____________________
Type, SCS Unit Hydr
D
Group: BASE
Unit Hydrograph: UH4a4
Rainfall File:
Rainfall AmounCiin): 0
Area (acl ; 150
CUrve #: 7 S.
DCIA{%} :
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Status; On Site
Peak Factor: 484
Stol~m Duration (hrs) : 0
Concentration Tirn:e (min) ~ 80."
Time Shift (hrsl ;
Easin: BASIN4
N'ode~ NODEl
--------Class: Basin----------------------------___.__________________~__________
Type: SCS ITnit Hydr
D
Group, BASE
unit Hydrograph: UH4B4
Raintall File:
Rainfall AmountlinJ,
Area lacl: l3. 5
Curve it: 58
DelAl'!'), D
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Status; On Site
peak Factor; 484
Storm Duration{hrs): a
Concentration Time (winl ; 32.1
Time Shift (hrs) ;
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Advanced Inten::orJnected ChaI'!nel So ~ond Routing IICPR Ver 2..20, [3J
Copyright 1995, Streamline Technologies: Inc.
Cherry Creek ESL~tes- Brock Ditch
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~~~~w*~*~~ Inpuc Report T~~~.~'.~~~~~~~~~~******.***I*T***~*..**~~~*~w*~*~**~***~
--------Class: 8asin---------------------~ -------____.._________________________
Easin: BASINS
Node: LAKE3
Status: On Site
Type, SCS ITnit 8ydr
Group' BASE
Unit Hydrograph: UH484
Rainfall -,ile,
Rainfall Amount (in] , 0
Area (ac): 94_
Curve #:; 79
DCIA(%l,
Peak Factor: ~a4
Storm Duration{hrsl; D
concentration Time (min' ~ 41.
Time Shift'hrs) ~
----~---Class: Basin----------------------------------__________________________
Basin' ONSITE
Node, ONS ITE
.status~ On Site
Type, SCS unit Hydr
Group, ONSITE
Unit Hydrograph, UH434
Rainfall File:
Rainfall Amount (in) ;
Area (acl, n .13
Curve #:: 72
DCIA(%), D
Peak Factor, 4B4
Storm Duratian(hrs) ~ 0
Concentration Time (minl; 16-6. B
Time Shift {hrsl ,
--------Class' 2ipe--------------------------------------------_________________
Name: Ll-OUT From Node = LAKEl Lengthlftl" ~OO
Group = BASE To N'ode: NODlll Count: 1
UI?STREAM DOWNSTREAM Equation~ Average K
Geomet..ry: Circular Circular Flow: 80th
Span (inl , 18 18 Entrance Loss Coef, D.S
Rise (inl , 18 18 Exit Loss Caef,
Invert LEt) : 7B3.1 77B . ,; Bend Loss Cae"
Manning's N, 0.013 0.013 Outlet cntrl spec:; Use de or tw
Top Clip [in) , 0 O. Inlet Cntrl Spec, Use dn
Bottom Cliplinl, 0 St.abilizer Option: None
Upstream FHW.A Inlet. ~dge Descri,pt.ion:
Circular Concrete; Square edge wi headwall
Oownst.ream E'llWA lnlet. Edge Description:
Circular concret.e: square edge wi headwall
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Advanced Interconnected Cbannel &. Pond Routing frCPR Ve.r 2. 20J (4)
Copyright 1995. Streamlin~ Technologiesi Inc.
Cherry Creek Estates- Brock ~icch
!l5
* *....., -It....*-.;,* j, Input Report. ~'lI'"i< J'tl\- '1<:** ***.,.." 1;-*,",* **** **r..*........ __"'.. ':;:'"''''''!I:''''II1r """'*"w 'k**""* ******
--------class; ?ipe------------------------------ "______________________________
Name~ L2-0TIT From Node, LAKE2 Length 1ft.) , 500
Group; SASE: TO Node, NODEl Count:
OPSTREJ\r1 DOWNSTREAM Equation: Aver3.ge !{
Geometyy~ Circular Circular Flow~ Both
SJ;Jan (inl , 30 30 Entrance Loss Caef; 0.5
Riselin) : 30 30 Exit Loss coef, 0
Invert (HI: 777_9 771_ Bend LOSS Coef,
Manning's N, o. 013 0.013 Outlet Cntrl Spec: UBe de or tw
Top Clip \ in) , Inlet Cntrl Spec~ Use dn
Eottom Clip \1nl , Stabilizer Option, N'one
Upstream FHWA Inlet Edge Description:
Circular Concrete,; Square edge wi headwall
1
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
1
--------Class' piJ;Je------------------------------------------------------------.
Name: LJ -L2 From Node: LAKE3 Length (ft) , 27QO
Group: BABE To Node = LAKE2 Coun't.: l
UPSTREAM DOWNSTREAM Equation: Average K
Geometry= Circular Circular Flow:: Both
SJ;Jan [in! , Entrance Loss Coef ~ o.
Rise lin) : Exit Loss Coef; 0
Invert (Hl , 795 7 777, Bend LOSS Coef,
Manning's N, 0.013 0,013 Outlet Cntrl Spec: Use dc or tw
Top Clip (in] : Inlet Cntrl Spec: Use dn
Bot..t.om clip (inl : U Stabili~er Option; None
Upstream FEWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downst=eam FHWA rnlec Edge Description:
Circular Con=rete, Square edge wi headwall
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Advanced Interconnected Channel & Pond Routing (!CPR Ver :2.20) [.5J
Copyright 199.5, Streamllne T~chnologi~s, Inc.
Cherry Creek I!:states-- Bl-ock Ditch
#5
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~---- ---Class. simulation- ~~~ ~- - - - - --- - ----- ----- - - ----_ _~,__ _ ..___. _________~- ___
S,\4340S\DRAINAGE\ICPR-B_l\ICPR2\100YEAR
Execution~ Mone
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Header: Cherry Creek EsCates- Brock Ditch
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---------HyDRAULICS~~---------------------------HyD~OLOGy--------------------
Max Delta Z (ft), 1
Oelta Z Factor; 0.01
override Defaults: Yes
u
'rime Step Opeimizer, 10
Drop St ructure Optimizer: 10
siro Start Time [hrs I ~
Sim End T:lme {hrsl , 60
Min Calc Time (secl , 0.5
Max Cale Time (see) ~ 100
StGrill Dur(hrs): 24
Rain Amoun~linJ; 5.75
Rainfall File, SCSII-24
[J
To H"our:
60
PIne rmin~ :
To Hour:
PIne (mini,
60
u
---------GROUP SELECTIONS--------------- ------__________________~_____
+ BASE [01/27/03) ONSITE NO RUN ]
- -- -- -- -CIas.s; Simulation --- - - -, - -.-- - - ----- _ _. _ _ a _ _ _ __ __ _ _. ___ ~~ _____ _____ _._ ____
S:\43405\DRAINAGE\ICPR-B-1\ICPR2\10YE.~
Execution, None
neader~ Cherry Creek Estates- Brock Ditch
u
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---------BYDRAULICS--------.---------------------HYDROLOGy--------------------
u
Mal< Delta Z (ft) , 1
Delta Z Factor: 0.01
Time Step Optimizer: 1D
Drop Stnlcture Optimizer: 10
Sim Start 1'ime(hrs~ = 0
Sim End Time (hrs I , 60
Min Calc Time (seel , 0.2)
Max Calc Time (see) , lUO
Override Defaults~ Yes
Storm Dur(hrsi, 24
Rain Amount (inJ ~ 4.15
Rainfall File, SCSII-:.l4
u
To Hour:
PIne: (min} :
To Hour-
PInc{min) ;
u
60 60
- - - ---- --GROUP SELECTIONS-n - - _n_ n - ____ _ _nn_ n_n ._n__ ___. _ u_ _ u__ _____
+ BASE [01/27/03] - ONSITE [NO RUN J
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Advanced Interconnected Channel &; Pond ~outing (ICPR Ver 2" 20) [61
Copyright 1995, Streamline Technologies~ Inc.
Cherry Creek Estates- Brock Ditch
#5
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~~*~**..*r Inp~t Report ~*~~~**~~**~~W~~~***.****~~***~*I*.*~~*~~**~~**~**~~~***
----~~--Class; Simulation-~~~---------
S:\43405\DRAINAGE\ICPR-B_1\ICPR2\2YEAR
Execution: Both
Header: Cherry Creek €states~ Brock Ditch
u
---------3YDRAOLICS-----------------------------HYDROLOGy-----_______________
u
Max Delta Z 1ft) : 1
Delta Z E'actor; 0.01
Time Step Optimi.er, 10
Drop Structure Optimizer: 10
sim Start Time {hrs) :
Sim End Timelhrsl: 60
Min Cale Time (see) , 0.5
Max Cale Time! 'sec) : 100
Override Defaults: Yes
Storm nU~(hr3): 24
Rain Amount 'in) : 2.93
Rainfall File: SCSII-24
u
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To Hour:
PIne lmin) ,
TO Hour;
PIne (minl ,
60 60
---------GROUp 5ELECT!ON5--------------------------------------------________
- ONSITE [NO RUN ]
U + 8ASE [01/30/03]
U
0
0
U
U
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Advanced I:1t:erconnected Cbannel .& Pond Routing (ICPR Ver 2.20')
Copyright 1995, Streamline TechnolQgies~ Inc
( l]
u
Cherry Creek ~states- Brock Ditch
u
R~*~~~~*** Basin Summary - 2YEAR ~~~**~~W~*~~***~**~***********~~~*~****.~**K~~*
u
---------------~-------------~~-----_._-~~---------------------------~----------
u
Basin Name ~
Group Name:
Node Name:
E:ydrograph Type,
u
onit Hydrograph:
Pe3king Fa-ctor~
Spec Time Ine lmin):
Comp Time Int (mini,
Rainfall File,
Rainfall Amount (in),
Storm Duration ~hr' ~
Status:
Time of Cone. (mini:
Lag Time IhrJ;
Area (acresl:
Vol of unit ayd (in);
Curve Number =
u
u
u
DCIA (%);
u
Time Max (hrei:
Flow Max (cfs!,
Runoff Volume (in}:
Runoff Volume (ef} =
u
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ONSITE
ONSITE
ONSITE
DH
mI484
464.DO
22.23
15.00
SCSII-24
2.93
24.00
ONSITE
166,80
0,00
n.13
1 aD
72.00
0.00
14.00
15.18
a 77
'256381
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Advanced Interconnected Channel &. Pond Rout,ing (ICPR Ver 2.20 )
Copyright 199.5, Streamline 'rechnologi.es, Inc.
[1]
Cherry Creek EGcates- B~ock Dit:h
u
'*r~~~***. Basin Summa~y - lOYEAR *~***x***~**~r~~*..~*~~~w..~~*****T*r~~***~***
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Basin N.;Ime;
Group Name:
Node Name,
Hydrograph Type,
u
Unit Hydrograph,
Peaking Factor,
Spec Time Ine (mini'
Comp Time Inc {min) =
Rain:fall File~
Rainfall Amount (in);
Storm Duration (hr);
Status~
Time of Cone. (minJ:
Lag Time (h.J,
Area (acres),
vol of Unit Hyd (inf'
Curve Number:
u
u
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DeI A (%),
[J
Time Me>; Ihrsl'
Flow Max (cfs 1=
Runoff Volume iin):
Runoff Volume lefl,
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ONSITE
ONSITS
OMBITE
011
UH484
484.00
22.23
15.00
SCS!I~24
~.15
24.00
OMBITE
16" 80
0.00
92.13
1. 00
72.00
0.00
13.75
~3.80
1. 57
5236'71
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Advanced Interconnected Cl1anncl ~ Pond RGuting rICPR ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
Clj
Cherry Cre~k Estates- 3rock Ditch
~~w*~~*w*~ Node Maximum Cumparisons ***...~..~~~..~*~*wwwww**~*****~*~*****~**~~*.*.~~~~****~~W***~WW~*~*~*~****r**
(Time units - hours)
Sim Mal< Time Max Stage Warning Max Delta ~Ial< Surface Max Time Max Inflow Max Time Mal< Outflow
Name Conditions 1ft) Stage I f't I Stage Iftl Area (sf} Inflow [cfs) Outflow (cfs)
-------------~---~---------~--- ----------- ---~------------------------------------------------.~--------------------
"'** Node Name; LAKE1 Group, BASE
10YEAA 15.01 784.79 785.00 D.00S9 1199"12.67 12.67 44 .93 15.01 G.95
100YEAR 15.70 '786_:11 78S.00 Q. 0061 119%1.64 12.59 81 96 15.7Q S.U
"'l'r1l' Node Name ~ LAKE2 Group: BASE
10YEAR 14 24 "1"19.41 7S4.00 0.0099 214081 92 12 .25 116.96 14.21 10.n
100YEJ\.R 12 .93 780.2G 794.00 0.0100 213730. 40 12 .25 199.38 13.54 46.61.
.., Node Nam.e; LAKE3 Group: BASE
10YE:AR 24.79 798.H 799 60 0100 213477.75 12.33 131.35 41.1"1 0.51
10 o YEAR 24. 87 S01.12 ?99. 60 O. 0100 213477.75 12.33 218.70 H.12 0.53
... Node Name! NODEl Group- BASE
1 QYEAA 1.2 50 774.00 774.00 .J .0056 1151.26 12.75 124.50 0.00 0.00
100YEAR 12. 50 774. DO 774. DO 0.~056 1246.29 1.2.89 24G.38 0.00 0.00
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POST -DEVELOPED
CONDITIONS
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Cherry Creek Estates
Job # 43405
Post-Developed Site
Basin 4 to Creek 1
Subbasin Area eN
Residential 1 . 17 ac 79
Total 1.17 ac 79
Basin 10
Subbasin Area CN
Residential 6.48 ac 79
Total 6.48 ac 79
Basin 22
Subbasin Area CN
Residential 11.27 ac 79
Woods (B-C) 5.58 ac 67
Total 16.85 ac 75
Basin 36
Subbasin Area CN
Residential 18.18 ac 79
Total 18.18 ac 79
Date: 1/22103
Basin 71
Subbasin Area CN
Residential 9.12 ac 79
Total 9.12 ac 79
Basin 85
Subbasin Area CN
Residential 2.44 ac 79
Total 2.44 ac 79
Lake 1
Subbasin Area eN
Residential 223 ac 79
Impervious 0.89 ac 98
Total 3.12 ac 84
Lake 2
Subbasin Area eN
Residential 0.71 ac 79
Impervious 0.55 ac 98
Total 1.26 ac 87
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Cherry Creek Estates
Job # 43405
Post-Developed Site
Lake 3
Subbasin Area CN
Residential 2 53 ac 79
Impervious 2.30 ac 98
Total 4.83 ac 88
Direct 1
Subbasin Area CN
Residential 0.75 ac 79
Undeveloped (8) 6.92 ac 75
Total 7.67 ac 75
. \
11
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Direct 2
Subbasin Area eN
Residential 2.92 ac 79
Undeveloped (B) 6.68 ac 75
Woods (8) 1.71 ac 60
Total 11 .31 ac 74
Woods
Subbasin Area eN
Residential 0.74 ac 79
Woods (B) 3.26 ac 60
Total 4.00 ac 64
r 1
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Date: 1/22/03
Basin Ex to Crek 1
Subbasin Area eN
Residential 0.98 ac 79
Woods (B) 0.92 ac 60
Total 1.90 ac 70
~
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Cherry Creek Estates
Job # 43405
Post-Developed Sile
Time of Concentrations
ICPR
Date: 1f23/03
Basin Sheet Flow ManuafTlNI
Descriplian n= l= P,- s= T, ~ .OO7[nl)O.BI(P,"-'sO.4] Descriplian v~ l~ TI=lN Description v= l= TI=LN To (Iolal) To (total)
[rt] (Inlhr) (f1fft) (hrs) (fils) (fl) (hrs) (hrs) (minI
Bas 4 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2.00 280 00389 Pipe Flow 2.50 153 0.0170 0.1982 11.9
Bas 10 Grass 0.15 80 2.66 0.Q1 0.1977 Gutter I Swale 2.00 260 0.0361 Pipe Flow 2.50 611 0.0679 0.3017 18.1
Bas 22 Woods 06 300 2.66 0.01 1.7253 Gutter I Swa/e 200 490 0.0681 Pipe Flow 2.50 1020 0.1133 1.9067 114.4
Bas 36 Grass 0.15 300 2.66 0.02 0.4313 Gutter I SwaJe 2.00 240 0.0333 Pipe Flow 250 1396 0.1551 0.6198 37.2
Bas 71 Grass 0.15 155 2.66 0.02 0.2543 Gulter I Swale 2.00 150 0.0208 Pipe Flow 2.50 1199 0.1332 OA084 24.5
Bas 85 Grass 0.15 155 2.66 0.02 0.2543 Gutter I Swa/e 2.00 245 0.0340 Pioe Flow 250 298 0.0331 0.3215 19.3
lake 1 Grass 0.15 120 2.66 0.02 0.2072 Gutter I Swtlle 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2072 12.4
lake 2 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swa/a 2.00 0 0.0000 PioeFlow 2.50 0 0.0000 0.1269 7.6
lake 3 Grass 0.15 175 2.66 0.02 0.2803 Gutter I Swa/e 2.00 0 0.0000 PIoe Flow 2.50 0 0.0000 02803 16.8
Woods Woods 06 300 266 0.004 2.4892 Gutter I Swa/e 2.00 375 0.0521 Pipe Flow 2.50 1020 0.1133 2.6546 159.3
Direct1 Grass 0.15 300 266 0.004 0.8211 Gutter I Swa/e 2.00 0 00000 Channel 3.00 560 00519 0.8730 52.4
Oi rect2 Grass 0.15 180 2.66 0.01 0.3782 Gutter / Swale 2.00 540 0.0750 Chann'el 3.00 2040 0.1889 0.6421 38.5
BasinEx Woods 0.6 255 2.66 0.03 0.9763 Gutter I Swale 2.00 175 0.0243 Pipe Flow 2.50 1175 0.1306 1.1311 67.9
c=
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [1J
Copyright 1995, StreamLine Technologies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
****_.**** Input Report ****~****************************.******w*w~*~*w********
--------CLass: Node-------------------------------------------------------------
Name: ADDCREEK Base FLow(cTs): 0 Init Stage(ft): 762.97
Group: BASE Warn Stage(Tt): 765.6
Comment:
Stage(ftl Area(ac)
762.97 0.5
765.6 0.5
-------.,CLass: Node-------------------------------------------------------------
Name: BROCK Base FLow(cfsl: 0 Init Stage(ft): 766.24
Group: BASE Warn Stage(ft): 770.4
Comment:
Stage(ft) Area(acl
766.24 0.1
770.4 0.1
-- -- n --CLass: Node-- -- -_ _n___ __ - - - - - - - - - __ __u______ _______ __ _ __ __ __ __ u._ __ __
Name: CREEK1 Base Flow(cfs): 0 Init Stage(ft): 765.44
Group: BASE \Iarn Stage(ft): 767.57
COllVllent:
Stage(ft) Area(ac)
765.44 0.75
767.57 0.75
- - - - - - - - C l as s : Node - -- -- -- -- - - -- - -- - - n n n -- - . - . - -- - - - - -- - - - -- -- -- _ _ _ __ _ __ . _ __ _
Name: CREEK2 Base Flow(cfs): 0 Init Stage(ft): 760.44
Group: BASE Warn Stage(ft): 762.51
Cormnent:
Stage(ft) Area(acl
760.44 0.75
762.51 0.75
----moo-Class: Node--------------------------~----------------------------------
Name: lAKE1 Base Flow(CTS): 0 Init Stage(ft): 761
Group: BASE Warn Stage(ft): 763
COlllllent:
Stage(ftl
761
762
763
764
Area(ac)
0.85
0.92
0.99
1.06
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) (2]
Copyright 1995, Streamline Technologies, Inc.
POST"DEVELOPED CHERRY CREEK ESTATES
#73
********** Input Report *******~*******************w**~**~~*****~~**************
--------Class: Node---------------------------------------------------.---------
Name: LAKE2 Base flow(cfs): 0 Init Stage(ft): 757
Group: BASE ~arn Stage(ft): 761
Cornment:
Stage(ft) Area(ac)
757 0.55
758 0.62
759 0.69
760 0.76
761 0.84
762 0.92
--- nn -Class: Node- - 0 --- -- --- - - - -- - - u_ _u --___ -. __ __ __ __ n___ _ __ __n._ n__ ____
Name: LAKE3 Base Flow(cfs): 0 Init Stage(ft): 755.5
Group: BASE ' Warn Stage{ft): 761
Comment:
Stage(ft) Area{ac)
755.5 2.3
756 2.37
757 2.5
758 2.65
759 2.78
760 2.92
761 3.07
762 3.22
__n.__ -Class: Node- -- - -- -- - - -- -- _n ---- --- -- _n _uo __ _ __ __.u u _ _ _ __ _. __nn n_
Name: OUTLET Base Flow(cfs); 0 Init Stage(ft): 750.78
Group: BASE ~arn Stage(ft): 761.5
COlllllent:
Time(hrs} Stage(ft}
o 750.78
12 761.5
30 750.78
-.-----.Cl8ss: Cross Section----------------------------------------------------
Name: DITCH1 Group: BASE
Comment:
)(-Station(ft)
o
8
23
31
Y-Elevation(ft)
763
760
760
763
Manning's N
0.055
0.045
0.045
0.055
10
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [3]
Copyright 1995, StreamL ine TechnoLogies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
********** Input Report ******~~******************************~***~***~*********
- -" - - ---CLass: Cross Secti on- - -- -- -- U __'__n - - -- _u __ __ U_ n_ __ __ U _ __ _ __h _ __ U
Name: DITCH2 Group: BASE
Comment:
X-Station(ft) Y-Elevation(ft) Manning's N
o 763 0.055
10 760 0.045
30 760 0.045
40 763 0.055
--------Class: operating Table-------------------------------------------______.
Name: BROCK10 Type: Rating Curve
Comment:
Time(hrs)
10
11
12
12.5
12.75
15
20
30
40
50
60
Discharge(cfs)
0.08
1.77
34.34
113_47
124.5
37.85
20_5
4.38
1.88
1.14
0.83
--------CLa55: Operating Table--------------------------------------.--.--------
Name: BROCK100 Type: Rating Curve
Comment:
Time(hrs)
9
10
'1
12
12.5
12.89
13
15
20
30
40
50
60
Discharge(cfs)
0.6
2.83
8.22
71.54
212.83
246.38
234.35
60.7
32.37
8.86
2.73
1.43
0.97
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [4]
Copyright 1995, StreamLine Technologies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
***~*~***~ rnput Report *****************w*~********************.***************
--------Class: Operating Table------------------------------------.,-------------
Name: BROCK2 Type: Rating Curve
Comment:
Time{ hrs)
11.5
12
12.5
12.83
15
20
30
40
50
60
Discharge(cfs)
0.37
11.99
50.52
57.71
17.94
10.64
2.82
1.45
0_96
0.73
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 18.1
. Time Shift(h rs): 0
Peak Factor: 484
Storm Duration(hrs): 0
o
16.85
75
o
Concentration Time(minl: 114.4
Time Shift(hrs): 0
-------.Class: 8asin------------------------------.--------------------------___
Basin: BASIN10 Node: LAKE1 Status: On. Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rai nfall File:
Rainfall Amount(in): 0
Area(ac): 6.48
Curve #: 79
DCIA(%): 0
-------.Class: Ba5in------------------------------------------------------------
Basin: BASIN22 Node: LAKE1 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
RainfalL File:
Rainfall Amount(in):
Area( ac) :
Curve #:
DCIA(%) :
D
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [5]
Copyright 1995, Streamline Technologies, Inc.
u
POST-DEVELOPED CHERRY CREEK ESTATES
#73
o
********** Input Report ***w************ww~*****~~***~**************************
--------Clas5: Basin---------------------------------------------------------___
Type: SCS Unir Hydr
--------Clas5: Basin------------------------------------------------------------
Basin: BASIN4 Node: CREEK1 Status.: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall AmountC in): 0
Area(ac): 1.17
Curve #: 79
DCIA(%): 0
--------Class: Basin------------------------------------------------------------
Basin: BASIN71 Node: LAKE3 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall Fi le:
Rainfall Amount(in): 0
Area(ac): 9.12
Curve #: 79
DCIA{%): 0
--------Class: Basin---------------------------------------------------------0--
Basin: BASIN85 Node: LAKE3 Status:' On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount(in): 0
Area(ac): 2.44
Curve #: 79
DCIA(%): 0
o
Basin: BASIN36 Node: LAKE2
Group: BASE
Unit Hydrograph: UH484
Rainfall Fi le:
Rainfall Amount(in): 0
Area(ac): 18.18
Curve #: 79
DCIA(%): 0
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u
D
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Status: On Site
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 37.2
Time Shift(hrs): 0
Peak Factor: 484,
Storm Duration(hrs): 0
Concentration Time(min): 11.9
Time Shift(hrs): 0
Peak Factor: 484
Storm Duration(hrs>: 0
Concentration Time(min>: 24.5
Time Shift(hrs>: 0
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 19.3
Time Shift(hrs): 0
[J
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) i6]
Copyright 1995, Streaml ine Technologies, (neo
POST-DEVELOPED CHERRY CREEK ESTATES
#73
o
*********~ Input Report ***********************************~*****~**********~***
--------Class: Basin-----------------------------------------------------------_
Basin: BASINEX Node: CREEK1 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph; UH484
Rainfa.ll Fi le:
Rainfall Amount ( in): 0
Area(ac): 1.9
Curve #: 70
DCIA(%): 0
u
Peak Factor: 484
Storm Duration(hrs): 0
D
Concentration Time(min): 67.9
Time Shift(hrs): 0
o
--------Class: Basin----------------_--------------------------.----------------
Basin: DIRECT' Node: OUTLET Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount(in): 0
Area(ac}: 7.67
Curve #: 75
DCIA(%): 0
o
Peak Factor: 484
Storm Durat;on(hrs): 0
u
Concentration T;me(min): 52.4
Time Sh;ft(hrs): 0
u
--------Clas5: Basin------------------------------------------------------------
Bas;n: DIRECT2 Node: CREEK2 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall Fi le:
Rainfall Amount(in):
Area(ac):
Curve #:
DCIA(%):
Peak Factor: 484
Storm Duration(hrs): 0
u
o
11.31
74
o
Concentration Time(min): 38.4
Time Sh; ft(hrs): 0
u
--------Clas5: Sasin------------------------------------------------------------
Basin: LAKE1 Node: CREEK2 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Rainfall Fi le:
Rainfall Amount(;n): 0
Ares(ac): 3.12
Curve #: 84
DCIA(%): 0
o
Peak Factor: 484
Storm Duration(hrs): 0
u
Concentration Time(min): 12.4
Time Shift(hrs): 0
u
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Advanced interconnected Channel & Pond Routing (ICPR Ver 2.20) (7]
Copyright 1995, Streaml ine Technologies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
u
********** tnput Report ********************************************************
--.-----Class: Basin------------------------------------------------------------
u
Basin: LAKE2 Node: OUTLET
Group: BASE
Unit Hydrograph: UH484
Rainfall FiLe:
RainfalL Amount(in): 0
Area( ac): 1. 26
Curve #: 87
DC IA(%): 0
Status: On Site
Type: SCS Unit Hydr
Peak factor: 484
Storm Duration(hrs): Q.
u
Concentration Time(min): 7.6
Time ShiftChrs): 0
u
--------CLass: Basin------------------------------------------------------------
8asin: LAKE3 Node: OUTLET Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
RainfalL FiLe:
Rainfall AmountCin): 0
Area(ac): 4.83
Curve #: 88
DCIA(%): 0
u
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 16.8
Time Shift(hrs): 0
u
D
--------Class: Basin------------------------------------------------------------
Basin: WOODS Node: LAKE1 Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
RainfalL File;
RainfaLL Amount(.in): 0
Area(ac): 4
Curve #: 64
DCIA(%): 0
Peak Factor: 484
Storm Duration(hrs): 0
o
Concentration Time(min): 159.3
Time Shift(hrsl: 0
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Advanced Interconnected Channel & Pond Routing (lCPR Ver 2.20) (8]
Copyright 1995, Streamline Technologies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
********** I nput Report ***'******************,***********,*,*,*****,**'k**':k********"k':lt*
--------Class: Pipe-------------------------------------------------------------
Name: L1- C2 From Node: LAKE1 Length (f t) : 112
Group: BASE To Node: CREEK2 Count: 1
UPSTREAM DOWNSTREAM Equation: Average
Geometry: Circular Circular Flow: Both
Span(in): 48 48 Entrance Lass Coef: 0.5
Rise(;n): 48 48 Ex;t Loss Coef: 0
Invert(ft): 761 760.66 Bend Lass Coef: 0
Manning's N: 0.013 a_DB Outlet Cntrl Spec; Use dc
Top Clip(in): 0 0 lnlet Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: None
Ie
or t~
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi head~aLl
Downstream FHWA Inlet Edge Description:
CircuLar Concrete: Square edge wi headwall
--------Class: Pipe-------------------------------------------------------------
Name: L2-QUT From Node: LAKE2 Length(ft): 54
Group: BASE To Node: OUTLET Count: 1
UPSTREAM DOWNSTREAM Equation: Average Ie
Geometry: Circular Circular F lo..: Both
Span(in): 48 48 Entrance Loss Coef: 0.5
R i se( in): 48 48 Exit Loss Coef: 0
Invert( ft): 757 756.83 Bend Loss Coef: 0
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use de or tw
Top Clip(in): 0 0 Inlet CntrL Spec: Use dn
Bottom Clip(in): 0 0 StabHizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwaLL
Downstream FHWA Inlet Edge Description:
Circular Concrete: square edge wI head..all
u
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Advanced rnterconnected Channel & Pond Routing (ICPR Ver 2.20) [9]
Copyright 1995, Streamline Technologies, Inc.
u
POST-DEVELOPED CHERRY CREEK ESTATES
#73
o
********** Input Report ******~***********~***********~~***~****~************~**
- ____ n -CLass: Pipe- -- - n n __ __ __ __ _ __ _ __u _. __nU_ _ _ _ _____ _ _ n n n_ ___ n __ ____
Name: L3-QUT From Node: LAKE3 Length (it): 118
Group: BASE To Node: OUTLET Count: 1
UPSTREAM DOWNSTREAM Equat ion: Average
Geometry: CircuLar Circular Flow: Both
Span(in): 24 24 Entrance Loss Coef: 0.5
Rise(in): 24 24 Exit Loss Coef: 0
InvertCft) : 755.5 751.37 Bend loss Coef: 0
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use de
Top Cl ip( in): 0 0 Inlet Cntrl Spec: Use dn
Bottom Cl ip( in): 0 0 Stabilizer Option: None
u
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K
or t"
Upstream FHWA Inlet Edge Description:
CircuLar Concrete: Square edge wI headwall
u
Downstream FHWA Inlet Edge Description:
C i rcul ar Concrete: Square edge wi headwa l L
u
--------Class: Channel----------------------------------------------------------
Name: ADDCHAN From Node: ADDCREEK Length(ft): 495
Group: BASE To Node: CREEK2 Count: 1
u
UPSTREAM
Geometry: Irregular
Invert(ft): 762.97
TclplnitZ(ft): 9999
Manning'S N:
TCl ip(ft}: 0
BCL ip(ft}: 0
Main Xsec: DITCH1
AxEL 1(ft): 0
Aux Xsec1:
AxEl2(ft}: 0
Aux Xsec2:
TWidth(ft} :
Depth(ft}:
BWidth(ft}:
lSdSlp(h/v}:
RSdSlp(h/v):
[J
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DOWNSTREAM
Irregular
760.44
9999
Equation: Aver Conveyance
FtOIo/: Both
Eddy Contrac Coef: 0.3
Eddy Expans Coef: 0.5
Entrance loss Coef: 0
Exit Loss Coef: 0
Outlet Cntrl Spec: Use dc or tw
Inlet Cntrl Spec: Use dn
Stabilizer Option: None
o
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DITCH1
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o
o
Advanced Interconnected Channel. 8, Pond Routing (ICPR Ver 2.20) [101
Copyright 1995, Streamline Technologies, [nc.
o
POST-DEVELOPED CHERRY CREEK ESTATES
#73
o
********** I nputReport ********************************************************
--------Clas5: Channel----------------------------------------------------------
Name: CHANNELl From Node: CREEK1 Length(ft): 495
Group: BASE To Node: ADDCREEK Count: 1
D
UPSTREAM
Geometry: Irregular
Invert(ft): 765.44
TclplnitZ(ft): 9999
Manning/s N:
TClip(ft>: 0
BCl ip(ft): 0
Main Xsec: DITCH1
AxE t 1( ft ): 0
Aux Xseel:
AxEl2tft): 0
Aux Xsee2:
TWidth(ft}:
Depth(ft}:
BWidth(ft):
LSdS lp(h/v):
RSdSlp(h/v):
u
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DOWNSTREAM
Irregular
762.97
9999
o
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DITCH 1
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Equation: Aver Conveyance
now: Both
Eddy Contrae Coef: 0.3
Eddy Expans Coef: 0.5
Entrance Lass Coef: 0
Exit Loss Coef: 0
Outlet Cntrl Spec: Use de or tw
Inlet Cntrl Spec: Use dn
Stabilizer Option: None
--------Cla85: Channel----------------------------------------------------------
Name: CHANNEL2 From Node: CREEK2 Length(ft): 1320
Group: BASE To Node: OUTLET Count: 1
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UPSTREAM
Geometry: Irregular
Invert(~t): 760.44
TclplnitZ(ft): 9999
Manning/s N:
TClip(ft): 0
BCl ip(ft): 0
Main Xsec: DITCH2
AxElHft): 0
Aux Xsecl:
AxEL2(ft): 0
Aux XsecZ:
TWidth(ft):
Depth(ft) :
BWidth(ft) :
LSdSlp(h/v):
RSdSlp(h/v):
u
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DOWNSTREAM
Irregular
750.78
9999
o
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DITCH2
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Equation: Aver Conveyance
Flow: 80th
Eddy Contrac Coef: 0.3
Eddy Expans Coef: 0.5
Entrance Loss Coef: 0
Exit Loss Coef: 0
Outlet Cntrl Spec: Use dc or tw
Inlet Cntrl Spec: Use dn
Stabilizer Option: None
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [11]
Copyright 1995, Streaml ine Technologies, Inc.
POST-DEVELOPED CHERRY CREEK ESTATES
#73
********** Input Report *******************************w************************
--------Class: Drop Structure---------------------------------------------------
Name: L3-0UTDS From Node: LAKE3 Length(ft): 118
Group: BASE To Node: OUTLET Count: 1
Outlet Cntrl Spec: Use dc or tw
Upstream Geometry: Circular
UPSTREAM
Inlet Cntrl Spec: Use dn
Downstream Geometry: Circular
DOWNSTREAM
Spanein): 12
Rise(in): 12"
Invert(ft): 755.5
Manning'S N: 0.013
Top CUp(in): 0
Bottom CLip(in): 0
12
12
751.37
0.013
o
o
Entrance Loss Coef: 0.5
Exit Loss Coef: 0
F low: No Flow
Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
*** Weir
Count:
Type:
Flow:
Geometry:
1 of 1
I
Mavis
Both
Circular
tor Drop Structure L3-0UTDS ***
Bottom CLip(in): 0
Top Clip(in): 0
Weir Discharge Coef: 3.1
Oritice Discharge Coef: 0.6
[TABLE]
Span{in): 6
Rise(in): 6
Invert(ft): 755.5
Control ELevett): 755.5
----gOO-Class: Rating Curve-----------------------------------------------------
Name: BROCK Count: 1 From Node: BROCK
Group: BASE Flow: Both To Node: CREEK1
#1:
#2:
#3:
#4:
TABLE
BROCK2
ELEV ON(ft)
765.44
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ELEV OFF(ft)
765_44
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,qavanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [12]
Copyright 1995, Streamline Technologies, Inc.
o
POST-DEVELOPED CHERRY CREEK ESTATES
#73
[j
********** Input Report ********************************************************
- - -- - - - - C L'!ss: S i mu l at i on- -- -- - -- - -- - -- - - - -- - -- - -- - - - -- - - - - - - - - n n n - - -- -- - - -- - - -. - - - - - - - - -
S:\43405\DRAINAGE\ICPR-B-1\2YR
Execution: Both
Header: CHERRY CREEK ESTATES
u
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max OeLta Z eft): 1
DeLta Z Factor: 0.01
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
8im End Time(hrs): 60
Min CaLc Time(sec): 0.5
Max Calc Time(sec): 100
To Hour: Plnc(min): To Hour: PInc(min}:
00 5 ~ 5
---------GROUP SELECTIONS-------.---------------------------------------------
+ BASE [02/03/03] - PRE [ NO RUN ]
-- -- - ---Class: Simulat ion---- n - - - -- ---- -- ---- n__ - n_ nn__ _ _____ ______ _uo ----
S: \43405\DRAINAGE\1 CPR- B-1\ 1 OYR
Execut i on: None
Header: CHERRY CREEK ESTATES
Override Defaults:
Storm Dur(hrsl:
Rain Amount(in}:
Rainfall Fi Le:
Yes
24
2.93
SC811-24
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---------HYDRAULIC8--------_.--------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 60
Min Calc Time(sec}: 0.5
Max Calc Time(sec): 100
To Hour: Plnc(min): To Hour: Plnc(min):
60 5 60 5
---------GROUP SELECTIONS----------------------------------------------------
+ BASE [02/03/03] - PRE [ NO RUN ]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall Fi Ie:
Yes
24
4.15
SCSII -24
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) (13]
Copyright 1995, Streamline Technologies, Inc.
o
POST-DEVELOPED CHERRY CREEK ESTATES
#73
u
********** Input Report ********************************************************
u - - - - --e lass: S imuLat i on- - - -- -- --- -- - -- -- - - - __.u _n_ -. -- __. ___ __ __ __ _. 00 __ -00-
S:\43405\DRAINAGE\ICPR-B-1\100YR
Execut i on: None
Header: CHERRY CREEK ESTATES
u
---------HYDRAULICS-----------------------------HyDROLOGY--------------------
Max DeLta Z (ft): 1
Delta Z factor: 0.01
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 60
Min Calc Time(sec): 0.5
Max Calc Time(sec}: 100
To Hour: P Inc(min): To Hour: Plnc(min):
60 5 60 5
un -----GROUP SELECTIONS- -- - - -00 ____ ---00 _. 00_ ____... _ _n __._ _. __ ___ ___n _n_
+ BASE [02/03/03J - PRE (01/27/03]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
RainfaLL File:
Yes
24
5.75
SCSII-24
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Advanced Interconnected Channel & Pond Rout i ng ([CPR Vel" 2.20) [1J
Copyright 1995, StreamLine Technologies, Inc.
CHERRY CREEK ESTATES
*#*#****** Node Maximum Comparisons *#*****#***********************************************************************
(Time units - hours)
Sim Max Time Max Stage Warning Max DeL ta Max Surface Max Time Max InfLow Max Time Max OutfLow
Name Cond i t ions (ft) Stage (ft) Stage (ft) Area (sf) InfLow (ds) Outflow Cds)
------------------_._----~-------------------------~-----------~~-~~~~-~---------------~_._-----------~--~--.._-----
*** Node Name: AODCREEK Group: BASE
2YR 12.98 763.70 765.60 0.0005 31275.31 13.00 55.13 12.98 56.38
*w* Node Name: BROCK Group: BASE
2YR 0.00 766.24 770.40 0.0000 4356.00 0.00 0.00 12.83 57.71
*** Node Name: CREEK1 Group: BASE
2YR 13.00 766.35 767.57 0.0008 37524.05 12.83 58.40 13.00 55.13
*** Node Name: CREEK2 Group: BASE
2YR 12.03 761.51 762.51 0.0094 56698.47 12.83 62.03 13.78 91.57
**"It Node Name: LAKE 1 Group: BASE
2YR 13.93 761.69 763.00 0.0008 39302.18 12.08 8.74 13.55 4.36
*** Node Name: LAKE2 Group: BASE
2YR 12.01 761.50 761. 00 0.0100 38344.04 12.25 14.45 12.35 20.28
**'" Node Name: LAKE3 Group: BASE
2YR 14.31 760. 13 761. 00 0.0082 128041. 77 12.17 12.17 21 .06 21.43
*** Node Name: OUTLET Group: BASE
2YR 12.00 761.50 761.50 0.0156 24276.69 13 .78 91.40 0.00 0.00
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline TechnoLogies, Inc.
(1 ]
CHERRY CREEK ESTATES
********** Node Maximum Comparisons **********,**w******w*****w~*~*******~~***************************~*************
(Time units - hours)
Sim Max Time Max Stage Warning Max Delta Max Surface Max Time Max I nfl ow Max Time Max Outflow
Name Candi tians eft) Stage eft) Stage (ft) Area (sf) Inflow (cfs) OutfLow (cfs)
-------------------------~-------------------------------------~-----~-~--------------------~---------------------~
*** Node Name: ADD CREEK Group: BASE
lOYR 13.00 764.66 765.60 0.0004 33592.28 12.86 127.73 13.01 123.85
*** Node Name: BROCK Group: BASE
10YR 0.00 766.24 770.40 0.0000 4356.00 0.00 0.00 12.75 124.50
'k'k"k Node Name: CREEK1 Group: BASE
10YR 12.77 767.19 767.57 0.0006 38605.66 12.75 126.04 12.86 127.73
*** Node Name: CREEK2 Group: BASE
lOYR 13.07 761.96 762.51 0.0023 60136.50 13.01 136.04 13.12 135.81
*** Node Name: LAKE1 Group: BASE
10YR 13.74 762.21 763.00 0.0005 40905.21 12.08 17.04 13.71 9.40
*** Node Name: LAKE2 Group: BASE
10YR 12.09 761.52 761. 00 0.0100 38411.56 12.25 27.41 12.37 31.85
**.. Node Name: LAKE3 Group: BASE
10YR 14.12 760.25 761.00 0.0099 128811.99 12.17 22.61 21.16 21.8B
it1f* Node Name: OUTLET Group: BASE
10YR 12.00 761.50 761.50 0.0248 24336.87 13.10 139.40 0.00 0.00
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
[1]
CHERRY CREEK ESTATES
********** Node Maximum Comparisons ********************~*******~*~W~**W**************W***~*************.**.*w**..*
(Time units - hours)
Sim Max Time Max Stage Warning Max Del ta Max Surface Max Time Max Inflow Max Time Max Outflow
Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Infl ow (cfs) Outflow (ds)
----------------------------------------------_____~__"_________________,___~~_______~_.___m._______~_~_____________
*** Node Name: ADDCREEK Group: BASE
100YR 13.02 765.91 765.60 0.0006 36658.93 12.94 243.63 13.04 240.84
*** Node Name: BROCK Group: BASE
100YR 0.00 766.24 770.40 0.0000 4356.00 0.00 0.00 12.89 246.38
*** Node Name: CREEK1 Group: BASE
100YR 12.94 768.22 767.57 0.0009 40091.07 12.89 248.85 12.94 243.63
*** Node Name: CREEK2 Group: BASE
100YR 13.11 762.64 762.51 0.0010 63526.53 13.06 263.76 13.15 263.31
*** Node Name: LAKE 1 Group: BASE
100YR 13.30 762.79 763.00 0.0004 42698.10 12.08 29.18 13.54 21.63
*** Node Name: LAKE2 Group: BASE
100YR 12.30 761.67 761.00 0.0100 38946.59 12.25 45.77 12.40 46.96
*** Node Name: LAKE3 Group: BASE
100YR 13.88 760.42 761.00 0.0069 129921.59 12.17 37.27 21.30 22.51
*** Node Name: OUTLET Group: BASE
100YR 12.00 761.50 761.50 0.0125 24502.77 13.12 275.58 0.00 0.00
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, HEC-RAS
MODELING
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Brock Ditch, Offsite used to determine HEC..RAS flow
Job # 43405
Pre-Developed Site
Basin 1 Basin 5
Subbasin Area CN
Woods (8) 6.50 ae 60
Residential (2 ae) 12.30 ac 67
Agricultural 43.20 ac 77
Total 62.00 ac 73
Basin 2
Subbasin Area CN
Residential 66.10 ac 77
Woods 4.00 ac 63
Lake 4.90 ac 98
Total 75.00 ac 78
Basin 3
Subbasin Area CN
Residential (1/2 ac) 125.50 ac 75
Rough 9.30 ac 67
School 15.20 ac 75
Total 150.00ac 75
Basin 4
Subbasin Area CN
Agricultural (B) 38.90 ac 75
Woods (8) 13.60 ac 60
Residential (8) 13.50 ac 68
Total 66.00 ac 70
Subbasin Area CN
Residential (1/4 ac) 57.30 ac 79
Church 25.60 ac 75
Lakes 4.90 ac 98
Agricultural (8) 6.70 ac 75
Total 94.50 ac 79
c::::=
C=:J
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Brock Ditch, Offsite used to determine flow for HEC-RAS
Job # 43405
Pre-Developed Site
Time of Concentrations
ICPR
Basin Sheet Flow Manual (LNI
Description n= L= P, - s= T,-0O7(nL)OB/(P,"''s"'1 Description v= L~ Tl=LN Description v= L~ Tt=LN T c (Iotal) To (total)
1ft) (inlhr) (ftllt) (hrs) (ftJsl (ft) (hrs) (hrs) (minI
Basin 1 Woods 0.4 300 2.66 0.02 0.9453 Gutter J Swale 2.00 1000 0.1389 Channel 3.00 1050 0.0972 1,1815 70.9
Basin 2 Grass 0.15 200 2,66 0.02 0.3118 Gutter / Swale 2.00 50 0.0069 Pipe Flow 2.50 1950 0.2167 0.5355 32.1
Basin 3 Woods 0.4 300 2,66 0.02 0.9453 Gutter J Swale 2.00 1000 0.1389 Pipe Flow 2.50 2300 02556 1.3398 80.4
Basin 4 Grass 0.15 300 2,66 0.02 0.4313 Gutter I Swale 2.00 650 0.0903 Channel 3.00 2350 0,2176 0.7392 44.4
Basin 5 Mri, 0.17 300 2.66 0.02 0.4768 Gutter I Swale 2.00 1000 0.1389 Pipe Flow 2.50 750 0.0833 0.6990 41.9 .
Onsite Woods 0.6 300 2,66 0,004 2.4892 Gutter J Swale 2.00 1000 0..1389 Channel 3.00 1650 0.1528 2.7808 166.8
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Adv?TIced Interconnected Channel &: Pond Routing IICPR Ver .20) [1}
Copyright 1995/ Streamline Technologiesl Inc.
Cberry Creek Esoates- Brock Ditch
#5
Name: LAKEl
~~~*~~w~w~ lnput Report *~**~***~*~****~*k***k~*.~*********.*.~r****.****~.~~~~~
Base Flowtcfsl: D
~---..--Cla65= Node~~~~-~~-~-~~---------------------------------~___________~_-~
Group, BASE
Comment:
Btsgette)
183.1
785
Init Stage(ftl: 7B3.l
Warn Stsga(ft): 78S
Area (ac)
2.75
2.75
o
___.. n --Class: Node--- _ -- __ _ _ _ _ _ ___ __ nn n_ n __ _ _ __nn n _ __uO_ un _ nnn _ ___
Name; LAKE2 Base Flow!cfsl : Init Stage (ft~) ~ 777.
Group: BASE Warn Stagelft): 784
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Comment:
Stage ~ ft)
777.5
784
Area (act
4.9
4.9
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--------Class: Node-------------------------------------------------------------
Name: LAKE3 Base Flow(cfsJ: D Init Stagelftl: 795.7
Group: ~ASE Warn BtSge(ftJ: 799.6
Comment:,
u
Btagetft) Area (ac)
;55.7 4.5
;55.6 4.9
n_ _ _n -Class: Node _ n _ _ _ _n _ n_ n n_ _ _n n_ nn_ _ n__ _ n _ _ ___u_ _n__ nOn _ _ n_
Name: NODEl Base'Flowlcfs): 0 Init Stage'ft) ~ 771.5
Group, BASE Warn Stage 1ft), 774
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Commen t:
Time (hrsl
l2.5
4B
Stage (ftl
771.S
774
771.5
--.._- -- -ClasE = Node- - ~-- - - - --- -- - - ---- -- - --.-- -~-- -- ----- - -.--- ------ -- -- - ---- - - --
Iuft Stage[fti: 150.78
Warn Stage[ft:i: 761.5
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Name ~ ONSITE
Group: ONSIT!>
Comment~
Stage (ft t
7S0.78
761. 5
Base Flow(cfs~: a
Area (acJ
0.05
0.05
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Advanced Inte.rconnect.ed Channel &. t'ond Routing (ICt?R Ver 2.20.) L2J
Copyright 1995, Streamline technologies. Inc.
Cherry Creek Estates- 3rock Ditch
D
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Node, LAKin
~*W*~*W*~k Inpu~ Report ****.**~k*~**********~***~.~**~~**~******.~*w~~~*~~.w~~~
Type: SCS Unit Hydr
--------Class: Basin-----------------------~---------------------------------___
Basin: BASINl
Group; BASE
unit Hydragraph: UH4g~
Rainfall File:'
D
Rainfall Amountlinl;
Area (acl, 62
Curve #; 73
DCIA(%), n
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st.atus: On site
Peak Factor; 484
Storm Duration(hrsl :
concentration Time (mini ~ 70.9
Time Shift (hrs) ! 0
Node= LAKE2
--------Class: sasin------------------------------------------------------------
Type, SCS Unit ~ydr
[J
Basin: BA3IN2
Group: BASE
Unit Hydrograph; U~4a4
Rainfall File;
Rainfall Amount (in) ,
D
AIea~ac) ~ '15
Curve ff: 1 '78
DClAn) ,
o
StatU:6= On Site
Peak Faccor; 484
SCorm Duratlonthrs) :
Concentration Time (min) : 32_1
Time Shift (hrs) ~ 0
Node~ NODE1-
--------Class: Basin~-------~-~------------------~--~--~------------------------
Type, SCS (Tni t ~ydr
D
Basin: BASIN3
Group: BASE
Unit ~ydro9raph, UH484
Rainfall File,
Rainfall Amount linl, 0
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Area (ae) , 150
Curve #: 75
DCIA(%) ,
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Status: On Site
Peak Factor; 484
S term Dura,tion {hrs) ;
ConcentratioG Time {min} : 80.4
Time Shift (hrs} :
Basin: BASIN4
Node = NODE1
--~-----Cla5s: 8asin----~-yy~~~-~------~---------~------------------------------
Type: SCS Unit Hydr
D
Group: BASE
unit Hydrograph, UH4B4
Rainfall File~
Rainfall Amount (in) : 0
Ar-ea(ac): 66
Curve #= 70
Dell. (%) ,
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Status: On Site
Peak Factor: 484
Storm Duration (hrs) :
concentra~ion Time (min) : 44.4
Time Shift (hrs] :
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Adv'anced Interconnected Channel lX. Pond Routi'ng I!CI?R Ver 2.20) [3']
Copyright 1995. St~eumlin~ Technologies, I~c.
Cherry Creek EBtates- Brock Ditch
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~w~*..~*** Input Report 'rI*****~*.*~**~****~t*r***~****~.*~~~**~***~*~~~~~w~z~~
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--.-----Class~
Easin----
Basin: BASINS
Group, BASil
Unit Hydrogreph, UH484
Node, IJ\.KE3
Stat.us; On Site
Type, SCS Unit Hydr
D
Peak Factor~ 484
Rainfall File~
Storm Duration [hrs),
D
Rainfall Amount (in) ,
Area (ec), H. 5
Curve ii, 79
DCIA(%), D
concen~ration Timetmin): 41.~
Tlme Shift (hrsl , 0
o
--------clas5: Basin--M-----------------------------------~---------------------
Basin, ONSITE
Node ~ ONSITE
St.atus= On Site
Type, SCS Unit Hydr
u
Group: ONSITE
Unit Hydrograph: UH4B4
Rainfall File,
Rainfall Amount (inl ,
Area (eel, 92.13
Peak Fac~or; ~64
Storm Duration(hrsl: D
D
concentration Time (min~: 1-65". B
Curve #: 72
Time Shift (hrs) :
DCIA('t) ,
D
--------class' Pipe-------------------------------------------------------------
u
Name: L1-0UT From Node: LAKE 1 Length (ft I , 900
Group~ BMIl To Nade~ NODEl Count: 1
UPSTREAM DOWNSTREAM Equation, Average K
Geometry, Circular circular Flow, Both
span (in) , 18 IS Ent:x-snCe Loss Coef: 0.5
Hi.e(inl' 18 18 Exit LOBS Caef: 0
Invert (ft) , 783.1 778 6 Bend LOBS Co-ef=
.Manning's N, 0.013 0.013 Outlet Cntrl Spec: Use de or t...
Top clip (i.n) , 0 Inlet: Cntrl Spec:- Use dn
Bot;'tom clip (in) , Stabilizer Opt.ion: None
u
o
o
u
upstream FHWA Inlet: Edge Description:
Circular Concrete: Square edge wI neadwall
D
Downstream FHWA Inlet Edge Description,
ci:t"cular Concrete: Square edge wi headwall
o
u
11
U
D
u
u
D
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D
[J
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D
u
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Advanced Interconnected Channel &- Pond Routing (ICPR Ver 2.20) l4}
Copyright 1995. Streamline Technologies. Inc.
Cherry Cre2k Estaces- Brock Dit=h
"5
~**~~~~~~* !nput ~eport .~~~~*~*~y~~~~*~~*y**.~*~*~~*****~**wwww*~***~*~w~**ww*~
_n_ -n-Class' pipe-nn - ___ nn _nn _n_ _ n__ __ _n_ __ _ nn _ n___ _ ___ n_n n_ _ __
Name~ L2-0UT From Node ~ LAKE2 Length 1ft) , 500
Croup: BASE To Node' NODEl Coun t :
U?STRIlAM DOWNSTREAM "quation, Ave:J:"age: K
Geometry~ Circular Circular Flow= Both
Span \in) . 30 30 Entrance Loss Coef: a.
Rise linl , 30 30 Exi't. Loss Coef,
Invert (ft.1 , 777.3 771. 5 Send Loss Coet,
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use de or tw
Top Clip (in) : Inlet Cntrl Spec: Use dn
Eottom Clip (in) : Stabilizer Option: None
Upstream FHWA Inlet 8dge Description:
Circular Concrete: Square edge wI headwall
1
Downstream FHWA Inlet Edge Description~
Circular Concrete, square edge w/ headwall
1
-~------Class: Pipe----------------------~----~-----~-~-------------------------
Name: L3-L2 From Node: LAKE3 Length If.t) , 2700
Gxoup; BASE To Node, LAKE2 Count:
UPSTR"JlM DOWNSTREAM "quat ion , Average K
Geometry, circular Circular Flow, BQtll
Span (in) , Entra,nCe LOS!$- Coef: O.
Rise (in) : 6 6 Exit Loss Coef: 0
Invert (ft) : 795.7 777.9 Bend Loss Coef:
Manning'S N, 0.013 0.013 Outlet Cntrl Spe", crse d" or tw
TOp Clipiin) , 0 Inlet. Cntrl Spec: Use dn
Bottom Clip On) ~ 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Clrcular Concret2: Square edge wi headwall
1
Downstream FHWA Inlet Edge Description:
C1Tcular Concrete: Square edge wi neadwall
1
[J
u
Advanced IncerconnecCed Channel & ?ond Roucing (ICPR Ver 2.20 I [5]
Copyright 1995/ S~reamline Technologies, Inc.
Cherry Creek EstaCes- Brock Di:ch
#5
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...~~*~**. I~put Report .~.w..*****~..~*~.~*_.**x.~.***..~.**~*~*~~*~~~~~~_*~~~~
-~------class~ simulation--~--------------------------~-------------------------
S,\4340S\DRAINAGE\rCPR-B-l\ICPR2\100YEAR
Execution: Both
u
Header: Cherry Creek Estates- B~ock Oitcn
_ u__ __ --HYDRAULICSuu u __n _ _u_ _ u _ ..n _u___ -HYDROLOGY- _u_ ___u _ _ u_ __ n_
o
Max Delta Z (ft) ,
Delt a Z F'Clctor~ O. 01
Time Step Opt.imizer; ID
Drop Struc:'ure Optimizer.: 10
Sim Start 'rime Inrs) : 0
Sim E:nd Time {hrs} : 60
Min Calc 'I'ime (see) : 0.5
Max Calc Time(sec} ; 100
'ro Hour: PInc (min) :
60
Override Defaults~ Yes
u
Storm Dur[hrs); 24
Rain Amountrin); 5.75
Rainfall File, SCSII-24
u
60
PInc (minI:
5
'To l-Iour:
---------GROUP SELECTIONS----------------------------------------------------
D
+ BASE
[02/03/03]
"Dl~SITE
[ NO RUN ]
&~~----~ClasB: Simulation----------------~~-~-~-~-------------------------------
S,\434D5\DRAINAG8\ICPR-B-l\ICPR2\10YEAR
E-xecution: Both
u
Header, Cherry Creek Estatss- Brock Ditch
u
---------HYDRAULICS---------"-------------------HYDROLOGY----------.---------
f'
U
Max Delta Z (ftl ,
Delta Z Factor~ 01
Time Stop Opt.imizer: 10
Drop Structure optimizer, 10
sim Start Time (hrsl , 0
sim End Timo (hr. I , 60
Min Calc Time 'sec' : 0 5
Max Calc I'ime(sec) : 100
Override Defaults~ Yes
Storm Dur(h~sl, 24
Rain,Amou~t(inl; 4.15
Rainfall File, SCSII-24
D
To Hour~
PIne (min) :
To Hour:
PIne {min) :
60
60
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---------GROUP SELEC'r~ONS----------------------------------------------------
+ BASE
(02/0,/03)
~ ONSITE
[ NO RUN ]
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Advanced Interconnected Channel &. Pond Routir.g (ICPR Ver 2.2.0:' [-6']
U Copyright 1995, Sae.mlin. TeChnctogie5, Inc.
Cherry ~reek EstaCes- Brock Ditch
'IS
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*~~~~*~~~~ In~u~ Repor~ ~~~~~..~~~..~.*..~~~*.*.~.'~~*w~.w*~~.~~w~*~~~w**~.ww****
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--- '" - -- -class.: simulation- -- - --.... - --- - - -.. - --- --.. --... --.. -- --.... - ..-..-... '" - -- - ---- -- "'..
S,\4340S\DRAINAGE\ICPR-B-l\ICPR2\2YEAR
Execution: Both
u
Header: Cherry Creek Estates- Brock Ditch
u _ __ _u -HYDRADLICS-- __ __ _ __ _ _ ___ __ _ __ _ ___u - - -"HYDROLOGY- _ __ __ __ _ _ _ ____ _ __ __
r'
U
Max Delta Z (ftl ,
Delta Z Factor: 0.01
Time Step optimizer: 10
Drop Structure Optimizer: 10
sim Start Time (hrs) : 0
Sim End "ime~hrs) : 6n
Min Calc Timeisec) : n.5
Max Calc Timeisee) , loa
over~ide Defaults: Yes
Storm Dur(hrsl, 24
D
Rain Amount 'in} : 2.7J
Rainfall File, SCSII-24
u
To !lour,
FIne (minl ,
To !lour,
I?Ine (minl ,
60
5
6U
---------GROUP SELECTIDNS----------------------------------------------------
U + BASE [U2/U3/03 ]
0
u
u
u
u
u
0
u
0
u
- DNSITE
[ NO RON ]
u
Advanced Interconnected Channel & Pond Routing CICPR Ver 2.201
Copyright 1995. Streamli~e Tecnnologies. Inc.
[1]
[J
Cherry Creek Estates- Brock Ditch
u
k****~*2~* Node Maximum Comparisons 2**r*******kk*~2*****~***~*********I***********r*~*.***..**********.*.**~.**~~~
u
('time units - hours)
Sim Ma", 'rime J'"1ax stage ~~arning Max Delta Max surface Max Time Max In,flow Max Time Max Outflow
Name Conditions at) Stage 1ft) Stage Cft) Area (sf) Inflow (cfs) Outflow (cfs)
-------------------------~ ____________________________w__________________________________________ ._------------~---
... Node Name: LAKEl Group: BASE
10YEAA 15.01 7B4. 7~ 785.00 O.005~ 119972.67 12.67 44 .93 15.01 6.95
100YEAR lS.70 786. 41 785..00 0.0061 119961.64 12.59 Bl.% 15.70 8.41
... Node Name: LAKE2 Group: Bl'.EE
10YEAA 14.24 '7'79.41 784. 00 0.0099 214 081..92 12.25 l1B.% 14.21 10. )7
100YEAR l2.93 780.26 784.00 0.0100 213 no. 40 12.25 199.38 13.54 46.61
If1lr* Node Name: LAKE] ~roup, BASE
10 YEAR 24 .79 798 .94 799 .6 U 0.0100 213477. 75 12 33 131. ]5 4l..17 0.51
10 OYEAR 24 87 801. 12 "199. 60 0.0100 2134 77 .75 1.2 .33 218.70 44 .12 0.53
"'reM Node Name = NODEl Group ~ BASE
10YEAR l.2.50 774.00 774. 00 0.0056 1151. 26 12.58 159. )4 0.00 0.00
100YEAR 12.50 774.00 774. 00 0.0056 1246.29 12.50 2%.23 0.00 0.00
u
u
u
u
u
u
u
u
u
u
u
o
u
o
u
c::=
~
CJ
c=
c=
c=:
c=-:
c=l
c=
c=1
c:=J
c=
c=J
c:=
c=
c=
c==
~
c::::=l
PfU~ D~VEl.oPfP CONPITlDN>
HEC-RAS Plan: Postgrade River: Brock Ditch Reach: 1
770.44 770.82 97.46 4.59 295.41 116.00 155.00
771.47 1.03 771.59 172.68 13.43 283.37 3.20 0.001 116.00 15500 243.00
I . - ----
770.28 770.53 153.62 6.57 292.31 1.12 I 203.00 __243001~_ ~-.-
771.46 1.18 771.54 211.04 15.24 276181 8.58 0001 203.00 ._..~~43. 00. _ ~_~_~-.o.9
-1
769.78 770.18 166.88 7.27 286.51 6.22 206.00 237.00
771 .42 1.64 771.49 327.53 33.08 250601 16.31 0.00 206.00 237.00 361.00
I --~--
766.21 768.69 462.50 11956 178.95 1.49 412.00 422.00
I ----
771.10 2.89 771.12 132:31 300.00 430.00 412.00 422.00 783.00
1
767.17 767.21 595.11 150.80 122.49 26.71 424,00 438.00
766.93 -0.23 767.43 100,00 19.63 253.56 26.81 395.00 424.00 438.00 495.00
767.14 767.16 458.90 40.40 143.06 116.54 292.00 309.00
76721 0.06 767.22 459.71 40.63 142.52 116.85 292.00 309.00
767.14 767.16 181.79 212.11 68.17 292.00 309.00
767.21 0.06 767.22 217.10 0.70 180.41 118.97 292.00 309.00
764.90 765.18 106.00 117.40 107.90 284.00 328.00
765.21 0.31 765.21 106.00 138.27 58.86 284.00 328.00
764.51 764.51 562.00 181.32 105.11 13.58 284.00 328001
765.21 0.70 765.21 596.00 204.57 82.73 12.70 284.00 328.00
764.47 764.50 515.28 145.65 96.38 57.97 358.00 381.00
765.11 064 765.18 102.00 123.68 164.80 11.52 311 .00 358.00 38100 413.00
763.66 763.97 197.17 79.51 220.49 518.00 561.00
763.20 -0.46 764.31 16.05 300.001 425.00 518.00 561.00 654.00
I
761.50 761.52 683.36 179.50 116.11 4.38 568.00 613.00
-~
761.50 0.00 761.52 683.36 179.50 116.11 438 568.00 613.00
c='
c=:
c=
L___~
c=J
c=
c=::
PRE. DEVELOPED CONPJTIONS
Cherry Creek Estates- Brock Ditch Plan 14
782-~.4 ---'-"k03'lz .4 ->I
780
778
776- ..
g
c: a
0 774
.~ . ..
iii ..
W 772 ..
;, ..
II
~ ..
770 .-..'"
..
768 'I, .
Ii
/..---a
II'
/
..
..
766,
o
I I ,
200
, i I
I
400
l ' ,
100
300
Station (f1)
Cherry Creek Estates- Brock Ditch Plan 14
Downstream of Proposed Crossing
,I . :< .4 >1
o of
3 /
.ri
778j .4
776
.
/
..
774
g
c:
0 772
~
>
III .,--11'&1
ill
770- / II
----:;11
.J'~
768-
766
0 100
I~,/fi"
,
/
· t
!
o.
,.
\.~ .
....-- \ ferlll
i V
.
I I I
, . I I
I I'
200
I . I I ,
400
500
300
Stallon (ft)
CJ
c:=
2/3/2003
Legend
WS PF 2
WSPF1
--
Ground
o
Bank Sta
,
500
2/3/2003
Legend
WS PF ;2
WS PF 1
Ground
ID
Bank Sta
Encroachment
, I I
600
..
..
..
c=
c=
c=
c::::=
c::=-::
c=
Cherry Creek Esta1es- Brock Ditch Plan 14
Upstream of Proposed Crossing
.4-----+1 I ,4 ~i
o
3
782 '
780
778'
g
c
.9
ro
::-
1lI
ill
776-
774J ...
~ ..'"
772-1. ..,- · .
.
770-1 ..,
7681
766, ' " "
o 100
..
.
.
.m
-;:--.l1li __,,~'
a--- \ .-
\ I
I..
..
I I I
200 300
Station (ft)
,
400
.-.
..
500
Cherry Creek Estates. Brock Ditch Plan 14
776 I~ .4 ~:,fc-- .4-----71
o
3
774
772
g
c
0 770-
1;
>
GJ
ill
768- ~...--a-'_II-&111" i II
AI .11---.-"'" II!
~-----'" ~
766
764
o
100
,
300
r--r-.--,---,... '
400 500
200
Station (f1)
..
!
..
II
I
..
I
pi
"1 I I , , I
, '
"
I
/
:.
I
"
,
om
600 700
c:::=
c:=
c::::=',
c:=J
2/312003
Legend
WS PF 2
WS PF 1
-II~~
Ground
o
Bank Sta
"--r~'J
600
2/3/2003
Legend
-a.--
WS PF 2
WSPF1
-.~~-
Ground
D
Bank Sta
Encroachmeni
c::= c:::=:
g
c
o
.~
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ill
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c=
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c= c= c=
P~f. ~ DEVE\..OPED CONDITIONS
c=
c:=
774
Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003
.4 >1.[< .4 >:
o Legend
3
772-
o.
j"".-
.
770-
J
I
7681
,
D
~
"
..
.
766
\'....l :17
'm .,.11~",,'. "
...... '
I
II
:
764
762
o
400
600
200
776
Station (ft)
Cherry Creek Estates- Brock Ditch Plan 14
~ .4-~1( .4
o
3
774-
"
\
772
\
\
\
,
770
\
\
768
766
764
762-
760-
o
. ~
100
300
400
200
Station (ft)
WS PF 1
-4-
ws PF 2
-II--
Groul1d
is
Bal1k Sla
Encroachment
800
,
1000
2/3/2003
:[
Legend
-4-
WS PF 2
WS PF 1
II
Ground
It
Bank Sla
600
,
700
c:=
c=
776-,
J
774
772
is
c
o
~
;0.
OJ
ill
770
768
766
764
762
760-
o
c=
c:=
c=
c::='
c=
Cherry Creek Estates- Brock Ditch Plan 14
Upstream eX.culvert @ Cherry Tree Rd.
.4 ~.~ .4
o
3
2/3/2003
[~
.,
1
a,
'"
.
.......,
..----er~--.//
,.
.-'~
100
200
300
400
500
600
Slation (ft)
Cherry Creek Estates- Brock Ditch
770- [~ .035
768-
€
c
Q
1;;
>
<II
ill
766
764
762
Plan 14 2/3/2003
~I ' ~-.4--o,j
o
3
8-.,....................-----......
I I
"
,
~ ~
760- -I----,---l-I-I~r-r_~-I-r--I I
-200 -100 0 100
200
300
400
Slation (ft)
L_
c:::= ' c=:J
Legend
-4-
WS PF 2
WS PF 1.
-.-._-
Ground
o
Bank Sta
I
700
Legend
-.-
WS PF2
WS PF 1
-a-
Ground
G
Bank Sta
,
500
c:=~
L :
2/3/2003
Legend
763-
WSPF1
-",1,.-
WS PF2 762
--
Ground 761
.
Bank Sta g
Encroachment r:: 760'
e
1;
> 759
Gl
UJ
758
c=
c:::=
c:=
c=
c=
c:=;
PRE- VEVflOPEP COt..!!)ITIONS
Cherry Creek Estates- Brock Ditch Plan 14 2/3/2003
Downstream ex. bridge @ Cherry Tree Rd.
ms :>1 ~+--.4-~
o
3
g
c
o
~
:>-
(l)
UJ
766~
765j
764 ~
763
7~'
761~
~
760 :
-200
I.-
r"
..
.
'-.
'II
11_____ /....---..-..
-.. I
'-".
r '-
, ,
\ i
Tl
I!
~
, , I
300
I ~
, ,
I
200
I
400
-100
o
100
Station (ft)
768
Cherry Creek Estates- Brock Ditch Plan 14
- .035 -I . f<-- .4---;1
o
3,
,.~"'-.~ J\ ..
~~- II
\
'.
1\
..
766 \
\
I!,
/.
"
g 764
c:
.2
1;1
>
Gl
W 762
760
\
11\ ,~
.."" ,1
.'1t........_...a'
..
~
758 ----.-'\-1 j I I l-F-~1 1 ~ I
o 100 200 300 400 500 600 700 800
Station (ft)
-" .-------a~.
..
c=
Legend
--.1._
WS PF2
WS PF 1
Ground
\lII
Bank Sta
I
500
c::=::=
g
c:
.2
1ij
>
QJ
jjj
r:----'
L-)
c::=
CJ
C=~
LI
Cherry Creek Estates- Brock Ditch Plan 14
769:( .035 ~" 1< .4
J 0
7681 3
1
767J--" ..
7661 .....
755J
1
764 -I
..
;,
..
'--'11
.
~\
1 )I
19. ...._-..1'
\, -...'
II ..
1
'..
"
. "
."
763
762
761 ,
o
I I r
400
Station (ft)
I I
600
200
Cherry Creek Estates- Brock Ditch Plan 14
Upstream of confluence wi Vestal Ditch
.035 >1 . I~ .4
o
3
........--...
-.1iI /
. .e--i
---. Ii"
........~) iV
,II
c=
~
..
.
~
. .
."
, ..
\
~,CI_.a-.
~.II.II-.
757- I
II!
756 , ,~)----. I , , I ,
0 200 400 600 800
Station (ft)
I I I , r -'I
1000 1200
c::=
c::=
L J
2/3/2003
'1
Legend
-....--_.-
~
"
WS PF 2
WS PF 1
.-II~~._.
Ground
"
Bank Sta
Encroachment
,
800
2/3/2003
.1
.,
Legend
WS PF 1
-ok-----
WS PF 2
-..~
Ground
Q
Bank Sta
C-j
L"
~
c=J
c=
c=
c::==
c::::J
c=
c-=
L ~
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c=J
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Iil..---J
~
c=:J
c:=
c=.
POH. Df\lHOPEt> CONDITIONS
HEC-RAS Plan: Po rade River: Brock Ditch Reach: 1
"
770.40 770.52 99.17 0.23 299.77 0.00 90.50 123.50 243.00 I
770.40 0,00 770.52 99,17 0.23 299.77 0.00 0.00 90.50 123.50
:I
770.38 770.47 165,12 4.57 286,11 932 156001 188.00
- 156.00 1~--'-;8B:OO ------~. -
770.38 0.00 770.47 165.12 4.57 286,11 9.32 0.00 345.00
I ---- ---.
-~.
Culvert I
.-
- ----
767.66 768.29 25.44 300.00 114.50 141.50
767.59 -0.06 768.28 25.17 300.00 0.00 114.50 141.50 361.00
11.031 .,--
766.44 766,80 182.85 280.Q7 8.90 545.70 580.30
76652 0.08 766.83 184.47 12541 274.82 12,64 430.00 545.70 580.30 783.00
-.--.----
75408 764.40 194.60 8.591 218.73 72.68 419.00 449.00
764.12 0.04 764.54 100.00 2591-- 245.10 52.31 395.00 419.00 449.00 495.00
I -~
28.431 ~
752,04 762.05 442.90 39.54 232.03 358.00 388.50
762.51 0.47 762.61 102.00 76.121 157.08 56.80 311.00 358.00 388.50 413.00
I
761,48 761.75 32.02 I 300.00 501.50 564.50
.,---
761.48 0.00 761.75 32.02 300.00 425.00 501.50 564.50 654,00
I -
761.501 761.52 474.62 98.111 200.73 1.17 559.50 604.50
761.50 0.00 761.52 474.52 98.111 200.73 1.17 559.50 604.50
c=J
c=:
c=
780-
778
776
is 774-
I::
,Q
ro
> 772-
(1)
iTI
770
768
766-
~1 00
c=J
~
L-_,
c=
ri
.'
..
, I
300
Station (tt)
Cherry Creek Estates- Brock Ditch Post-developed Grade
Proposed culvert
.035
780-
c=
PaST - J) fv~t.QPEJ) CONDITIONoS
Cherry Creek Estates- Brock Ditch
i<'----- .4 ----->1 : 0;
o
3
c=
C='
Post-developed Grade 1/25/2003
.4 ;1
Legend
II
....
..
IilI Ill'
~Ti
\ I
~~~
o 100
,
200
.4 -----iij , I.:
o
3
/
..
/
/
..
,
;
.{
/
/
I I
200
I I I
300
Station (ft)
;i
.------
/
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Cherry Creek Estates- Brock Ditch Post-developed Grade 1/25/2003
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POH. DEvE.L.OPE!> CONDITIoNS
Cherry Creek Estates- Brock Ditch' Post-del/eloped Grade 1/25/2003 Cherry Creek Estates- Brock Ditch Post-developed Grade 1/2512003
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Station (ft) Station (ft)
Cherry Creek Estates- Brock Ditch Post-developed Grade 1/25/2003 Cherry Creek Estates- Brock Ditch Post-developed Grade 1/25/2003
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PIPE SIZING
CALCULATIONS
c:= c=J L~ c:=. CJ CJ c:=J c:::::J c=' c::=. L:::: C~ c=J c:= c::::::; c=: c= c=' C=:J
CHERRY CREEK ESTATES
JOB #43405
Post-Developed Site
Time of Concentrations
Date: 01/21/03
Storm CAD
Basin Sheet Flow Manual (LN)
Description n = L= Pz" S" T, = .OO7(nL)O.8/(P?,sU4} Description V~ L= Tt=UV T c (total) Te (total)
(ft) (in/hr) (ftifl) (hrs) (ftJs) (ft) (hrs) (hrs) (minI
2 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 205 0.0285 0.1631 9.8
3 Woods 0.45 255 2.66 0.013 1.0836 Gulter I Swale 2 170 0.0236 11 072 66.4
5 Grass 0.15 95 2.66 0.02 0.1719 Gutter I Swale 2 130 00181 0.1900 11.4
6 Grass 0.15 75 2.66 0.02 0.1423 Gutter I Swale 2 2.80 0.0389 0.1812 10.9
13 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 140 0.0194 0.1463 8.8
14 Grass 0.15 60 2.66 0.02 0.1190 Gutter I Swale 2 190 0.0264 0.1454 8.7
15 Grass 0.15 60 266 0.02 0.1190 Gutter ISwale 2 190 0.0264 0.1454 8.7
16 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 395 0.0549 0.1895 11.4
17 Grass 015 90 2.66 0.02 0.1646 Gutter I Swale 2 70 . 00097 0.1744 10.5
18 Grass 0.15 100 2.66 0.02 0.1791 Gutter I Swale 2 95 0.0132 0.1923 11.5
19 Grass 0.15 65 2.66 0.02 0.1269 Gutter { Swale 2 355 0.0493 0.1762 10.6
20 Grass 0.15 85 2.66 0.02 0.1573 Gutter I Swale 2 205 0.0285 0.1857 11.1
21 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 260 0.0361 0.1859 11.2
23 GraSs 0.15 75 2.66 0.02 0.1423 Gutter f Swale 2 155 0.0215 0.1638 9.8
24 Grass 0.15 70 2.66 0.02 0.1346 Gutter f Swale 2 230 0.0319 0.1666 10.0
25 Grass 0.15 105 2.66 0.02 0.1862 Gutter f Swale 2 90 0.0125 0.1987 11.9
27 Grass 0.15 165 2.66 0.02 0.2674 Gutter I Swale 2 80 0.0111 0.2785 16.7
28 Woods 0.3 265 2.66 0.026 0.6123 Gutter I SwaJe 2 95 0.0132 0.6255 37.5
29 Gri3;ss 0.15 110 2.66 0.02 0.1933 Gutter f Swale 2 180 0.0250 0,2183 13.1
30 Grass 0.15 65 2.66 0.02 0.1269 Gutter f Swale 2 245 0.0340 0.1609 9.7
31 Grass 0.15 145 2.66 0.02 0.2411 Gutter j Swale 2 260 0.0361 0.2772 16.6
32 Grass 0.15 270 2.66 0.02 0.3965 Gutter j Swale 2 0 00000 0.3965 23.8
33 Woods 0.6 300 2.66 0.01 1.7253 Gutter I Swale 2 490 0,0681 1.7934 107.6
37 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 375 0.0521 0.1790 10.7
38 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 350 0.0486 0.1755 10.5
39 Grass 0.15 90 2.66 0.02 0.1646 Gutter j Swale 2 180 0.0250 0.1896 11.4
40 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 225 0.0313 0.1581 9.5
41 Grass 0.15 70 2.66 0.02 0.1346 Gutter I Swale 2 155 0.0215 0.1562 9.4
42 Grass 0.15 95 2.66 0.02 0.1719 Gutter I Swale 2 0 0.0000 0.1719 10.3
43 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 175 0.0243 0.1512 9.1
~~~~~~~~~~LJ~~~~~~~~
CHERRY CREEK ESTATES
JOB #43405
Post-Developed Site
Date: 01/21/03
Time of Concentrations
StormCAD
Basin Sheet Flow Manual (LN)
Description n= L= P2 = S = T, = ,Q07(nL)O,81(P20.,SO.1) Description v= L= TI= LN Tc (total) Tc (total)
(ft) (inlhr) ( ftlfI ) (hrs) (fils) (f1) (hrs) (hrs) (minJ
44 Grass 015 65 2.66 0.02 0,1269 Gutter I Swate 2 190 0.0264 0.1533 9.2
45 Grass 0.15 90 2.66 0.02 0,1646 Gutter I Swale 2 55 0.0076 0.1723 10.3
46 Grass 0.15 95 2.66 0.02 0,1719 Gutter I Swale 2 105 0.0146 0.1865 11.2
47 Grass 0.15 95 2.66 0.02 0.171 9 Gutter I Swale 2 50 0.0069 0.1789 10.7
48 Grass 015 115 2.60 0.02 0.2003 Gutter I Swale 2 5 0.0007 0.2010 12.1
49 Grass 0.15 65 2.66 002 o 1269 Gutter I Swale 2 135 0.0188 0.1456 8.7
50 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 135 0.0188 0.1456 8.7
52 Grass 0.15 300 2.66 0.02 0.4313 Gutter I Swale 2 240 0.0333 0.4647 27.9
53 Grass 015 25 2.66 0.02 0.0591 Gutter I Swale 2 280 0.0389 0.0980 5.9
54 Grass 0.15 25 2.66 0.02 00591 Gutter J Swale 2 255 00354 0.0945 5.7
55 Grass 0.15 35 2.66 0.02 0.0773 Gutter / SwaJe 2 145 0.0201 0.0975 5.8
56 Grass 0.15 15 2.66 0.02 0.0393 Gutter / SwaJe 2 100 0.0139 0.0532 5.0
57 Grass 0.15 65 2.66 0.02 0.1269 Gutter / Swale 2 140 0.0194 0.1463 8.8
58 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 235 0.0326 o 1595 9.6
59 Grass 0.15 75 2.66 0.02 0.1423 Gutter / Swale 2 285 0.0396 o 1819 10.9
60 Grass 0.15 95 2.66 0.02 0.1719 Gutter J Swale 2 300 0.0417 0.2136 12.8
62 Grass 0.15 25 2.66 0.02 0.0591 Gutter / Swale 2 230 0.031 9 0.0910 5.5
63 Grass 0.15 20 2.66 0.02 0.0494 Gutter I Swale 2 0 o 0000 0.0494 5.0
64 Grass 0.15 20 2.66 0.02 0.0494 Gutter J Swale 2 160 0.0222 0.0716 5.0
65 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swale 2 65 0.0090 0.1589 9.5
66 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 260 0.0361 0.1630 9.8
67 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 350 0.0486 0.1755 10.5
68 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 350 0.0486 0.1755 10.5
72 Grass 0.15 80 2.66 0.02 0.1498 Gutter J Swale 2 125 0.0174 0.1672 10.0
73 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 385 0.0535 0.1804 10.8
75 Grass 0.15 85 2.66 0.02 0.1573 Gutter J Swale 2 235 0.0326 0.1899 11.4
76 Grass 0.15 85 2.66 0.02 0.1573 Gutter J Swale 2 0 0.0000 0.1573 9.4
77 Grass 0.15 90 2.66 0.02 0.1646 Gutter I Swale 2 180 0.0250 0.1896 11.4
78 Grass 0.15 90 2.66 0.02 0.1646 Gutter J Swale 2 160 0.0222 0.1869 11.2
79 Grass 0.15 65 2.66 0.02 0.1269 Gutter J Swale 2 355 0.0493 o 1762 10.6
c=J c=' CJ c:=J C:=J CJ C=:J CJ L~__: c=' c=J c-= ~ CJ c=J ~ c::::::J c::= C::J
CHERRY CREEK ESTATES
JOB #43405
Post-Developed Site
Date: 01/21/03
Time of Concentrations
StormCAD
Basin Sheet Flow Manual (LN)
Description n= L= P2 - s= TI = .007(nL)O.8f(P2" 'sa') Description v= L= Tt=LN To (total) To: (total)
(ft) (in/hi") (f1fft) (hrs) (f1fs) (f1) (hrs) (hrs) (min)
80 Grass 0.15 155 2.66 0.02 0.2543 Gutter I Swale 2 150 00208 0.2752 16.5
81 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 315 0.0438 0.1706 10.2
82 Grass 0.15 65 2.66 0.02 0.1269 Gutler I Swale 2 310 0.0431 0.1700 10.2
83 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 260 0.0361 0.1630 9.8
84 Grass 0.15 155 2.66 0.02 0.2543 Gutter I Swale 2 245 0.0340 0.2883 17.3
86 Grass 0.15 80 2.66 0.02 0.1498 Gutter I Swi:lle 2 225 0.0313 0.1811 10.9
87 Grass 0.15 70 2.66 0.02 0.1346 Gutler I Swale 2 210 0.0292 0.1638 9.8
88 Grass 0.15 65 2.66 0.02 0.1269 Gutler I Swale 2 385 0.0535 0.1804 10.8
89 Grass 0.15 155 2.66 0.02 0.2543 Gutler I Swale 2 375 0.0521 0.3064 18.4
91 Grass 0.15 55 2.66 0.02 0.1110 Gutler I Swale 2 275 0.0382 0.1492 9.0
92 Grass 0.15 65 2.66 0.02 0.1269 Gutter I Swale 2 155 0.0215 0.1484 8.9
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Scenario: Design 1/21/03
Structure Input Report
Structure Area Inlet Time LDcal Local
Label (acres) C of Rational Intensity
~oncentratio Flow (in/hr)
(min) (cfs)
01
02 0.48 0_38 9_80 0.93 506
03 1.42 0.26 66.40 0.73 1.96
04
05 0.30 0.42 11.40 0.61 4.83
06 0.87 0.40 10.90 1.72 4.89
10
11
12
13 0.28 0.53 8.80 0.80 5.36
14 0.35 0.49 8.70 0_93 5.39
15 0.64 0049 8.70 1.70 5.39
16 100 0.48 11 .40 2_34 4.83
17 0.84 0.30 10.50 1.25 4.94
18 0.64 0.34 1150 1_06 4.82
19 0.60 0045 10.60 1.34 4.93
20 095 0.41 11.10 191 4.87
21 1.18 0.24 11.20 1.39 4.86
22
23 0.85 0.53 9.80 2.30 5.06
24 0.98 0.51 10.00 2.52 5.00
25 1.97 0.30 11.90 2,84 4.77
28
27 1.08 0.38 16.70 1.76 4.25
28 2.32 0.34 37.50 2.23 2_80
29 1.02 0.31 13.10 1.48 4.63
30 0.92 0.49 9.70 2.31 5.09
31 1.37 0.45 16.60 2.64 4.26
32 1.01 0.26 23.80 0.96 3.61
33 9.33 0.21 159.30 2.12 1.07
36
37 0.70 0.50 10.70 1.73 4.92
38 0.79 0048 10.50 1.89 4.94
39 0.78 0.40 11 .40 1.52 4.83
40 0.58 0.49 9.50 1.48 5.15
41 0.54 0.51 9.40 1.44 5.18
42 0.09 0.41 10.30 0.18 4.96
43 0.47 0.53 9.10 1.32 5.27
44 0.73 0.58 9.20 2.24 5.24
45 0.48 0.40 10.30 0.96 4.96
46 0.77 0_38 11.20 1.43 486
47 0.55 0.42 10.70 1.14 4.92
48 0.25 0.35 12.10 0.42 4.75
49 0.31 0.61 8.70 1.03 5.39
50 0.37 0.56 8.70 1.13 5.39
51
52 1.43 0.27 27.90 1.26 3.24
53 039 0.47 590 1.15 6.23
54 0.42 0.46 5.70 1.22 6.29
55 0.47 0.56 5.80 1.66 6.26
56 0.51 0.44 5.00 1.47 6.50
Title: 43405_Sec 1
s:\43405\drainage\stmc\updated 43405_sec 1.stm
02103/03 09:16:58 AM @ Haestad Methods, Inc_
Project Engineer: Dave Sloeppelwerth
Stoeppelwerth&Assoc SlormCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
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Scenario: Design 1/21/03
Structure Input Report
Structure Area Inlet Time Local Local
Label (acres) C of Rational Intensity
oncentratio Flow (in/hr)
(min) (cfs)
57 0.69 0.58 8.80 2.16 5.36
58 0.76 0.58 9.60 2.27 5.12
59 1.51 043 10.90 3.20 4.89
60 1.25 0.40 12.80 235 4.66
61
62 0.25 0.54 5.50 0.86 6.35
63 0.02 0.62 5.00 0.08 6.50
64 0.25 0.53 5.00 0.87 6.50
65 0.70 0.36 9.50 1.31 5.15
66 0.78 0.41 9.80 1.63 5.06
67 0.67 0.53 10.50 1.77 4.94
68 0.67 0.53 10.50 1.77 4.94
71
72 0.88 0.49 10.00 2.17 5.00
73 0.69 0.51 10.80 1.74 4.90
74
75 1.36 0.37 11.40 2.45 4.83
76 0.07 0.20 940 0.07 5.18
77 0.73 0.31 11.40 1.10 4.83
78 1.00 0.30 11.20 147 4.86
79 0.66 0.47 10.60 1.54 4.93
80 0.99 0.42 16.50 1.79 4.27
81 0.56 0.56 10.20 1.57 4.98
82 0.61 0.53 10.20 1.62 4.98
83 0.49 0.53 9.80 132 5.06
84 1.08 0.43 17.30 1.96 4.19
85
86 0.48 0.51 10.90 1.21 4.89
87 036 053 9.80 0.97 5.06
88 0.68 0.50 10.80 1.68 4.90
89 0.92 0.50 18.40 190 4.09
Ex.
Tille: 43405_Sec 1
s:143405\drainage\stmclupdated 43405_sec 1.stm
02/03/03 09:16:58 AM @ Haestad Methods. Inc.
Project Engineer: Dave Stoeppelwerth
Stoeppelwerth&Assoc StarmCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 Page 2 of2
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Scenario: Design 1/21/03
Pipe Input Report
Label Section Section onstructec Length Upstrearr Upslrean- )ownstrearr pawn stream
Size Shape Slope (ft) Node Invert Node Invert
( ftfft ) Elevation Elevation
(ft) (ft)
ai-Ex. 12 inch Circula 0.004 21.00 01 772.89 Ex. 772.80
02-01 12 inch Circula 0.004 132,00 02 773.47 01 772.89
03-02 12 inch Circula 0.004 64,00 03 773.75 02 773.47
05-04 12 inch Circula 0.046 98.00 05 770.46 04 765.97
06-05 12 inch Circula 0.004 59.00 06 770,7U 05 770.46
11-10 24 inch Circula 0.003 73.00 11 761,22 10 761.00
12-11 24 in'ch Circula 0.003 110.00 12 76155 11 761.22
13-12 24 inch Circula 0.003 121.00 13 761.90 12 761,55
14-13 12 inch Circula 0.172 15.00 14 765.54 13 76296
15-14 12 inch Circula 0.010 29.00 15 765.83 14 765,54
16-13 21 inch Circuia 0.003 32.00 16 762.00 13 761.90
17-16 21 inch Circula 0.003 150.00 17 762.45 16 762.00
18-17 18 inch Circula 0,049 115,00 18 768.14 17 762.45
19-18 15 inch Circula 0,008 150.00 19 769.34 18 768.14
20-19 15 inch Circula 0.003 53.00 20 769.50 19 769.34
21.20 12 inch Circula 0.003 121.00 21 769.86 20 769.50
23-22 21 inch Circula 0.022 172.00 23 764.82 22 761.00
24-23 21 inch Circula 0.003 28.00 24 764.90 23 764.82
25-24 18 inch Circula 0.003 146.00 25 765.34 24 764.90
26-25 15 inch Circula 0.018 313.00 26 770.84 25 765.34
27-26 15 inch Circula 0.004 159.00 27 771 .48 26 770.84
28-27 12 inch Circula 0.004 30.00 28 771.60 27 771.48
29-25 15 inch Circula 0.009 180.00 29 766.95 25 765.34
30-29 15 inch Circula 0.020 150.00 30 769.96 29 766.95
31-30 15 inch C ircu la 0.004 30.00 31 770.08 30 769.96
32-31 15 inch Circula 0.003 125.00 32 770.46 31 770.08
33-32 15 inch Circula 0.003 180.00 33 771.00 32 770.46
37-36 33 inch Circula 0.003 54.00 37 757.17 36 757.00
38-37 33 inch Circula 0.003 30.00 38 757.26 37 757,17
39-38 30 inch Circula 0.003 91.00 39 75753 38 75726
40-39 27 inch Circula 0,003 131.00 40 757.92 39 757.53
41-40 27 inch Circula 0.003 28.00 41 75800 40 757.92
42-41 27 inch Circula 0,003 131.00 42 758.40 41 758.00
43-42 15 inch Circula 0010 82.00 43 760.50 42 759.68
44-43 15 inch Clrcula 0.010 30.00 44 760.80 43 760.50
45-42 24 inch Circula 0.003 60.00 45 758.58 42 758.40
46-45 24 inch Circula 0.003 225.00 46 759.25 45 758.58
47-46 21 inch Circula 0.003 165.00 47 759.75 46 759.25
48-47 18 inch Circula 0.003 185.00 48 760.30 47 759.75
49-48 18 inch Circula 0.003 128.00 49 760.68 48 760.30
50-49 15 inch Circula 0.003 30.00 50 76077 49 76068
51-50 15 inch Circula 0.003 33.00 51 760.87 50 760.77
52-51 12 inch Circula 0,003 9500 52 761.16 51 760.87
53-51 15 inch Circula 0.004 28.00 53 762.16 51 762.05
54-53 12 inch Circula 0.004 60.00 54 762.40 53 762.16
55-48 15 inch Circula 0.004 85.00 55 760,64 48 760.30
56-55 12 inch Circula 0,004 60.00 56 760.88 55 760,64
57-46 15 inch Circula 0.010 130.00 57 760.98 46 759.68
58-57 15 inch Circula 0.004 30.00 58 761.10 57 760.98
59-47 15 inch Circula 0.006 130.00 59 760.54 47 759.76
60-39 18 inch Circula 0.010 240.00 60 759,93 39 757.53
Title: 43405_Sec 1
3:143405\drainage\stmclupdated 43405_3ec 1.stm
02l03/0309:17:10AM @HaestadMethodS, Inc.
Project Engineer: Dave Stoeppeiwerth
Stoeppelwerth&Assoc StormCAD v4.1.1 [4,2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
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Scenario: Design 1/21/03
Pipe Input Report
labei Section Section ::;onstructec Length Upstream Upstrearr Jownstrean )ownstream
Size Shape Slope (It) Node Invert Node Invert
(ftllt) Elevation Elevation
(It) (ft)
61-60 15 inch Circula 0.010 367.00 61 763.60 60 759.93
62-61 15 inch Circula 0.004 129.00 62 764.12 61 763.60
63-62 12 in ch Circula 0,004 30.00 63 764.24 62 764.12
64-63 12 inch Circula 0.004 35.00 64 764.38 63 764.24
65-64 12 inch Circula 0,004 60.00 65 76462 64 764.38
66-60 12 inch Circula 0.019 130.00 66 762.40 60 759,93
57 -60 15 inch Circula 0.005 130.00 67 760.58 60 759.93
68-67 12 inch Circula 0.004 30.00 68 760.70 67 760.58
72-71 27 inch Circula 0.006 236.00 72 756,97 71 755.50
73- 72 27 inch Circula 0.002 30.00 73 757,03 72 756.97
74-73 27 inch Circula 0.002 82,00 74 757.20 73 757.03
75-74 27 inch Circula 0.003 145.00 75 757.63 74 757.20
76-75 24 inch Circula 0.003 242.00 76 758.36 75 757.63
77-76 21 inch Circula 0.003 10.00 77 758.39 76 758.36
78-77 15 inch Circula 0.015 27400 78 762.44 77 758.39
79-78 12 inch Circula 0.040 150.00 79 768.44 78 762.44
80-79 12 inch Circula 0.004 30.00 80 768.56 79 768.44
81-76 12 inch Circula 0.042 150.00 81 764.66 76 758.36
82-81 12 inch Circula 0.004 30.00 82 764.78 81 764.66
83-77 12 inch Circula 0.025 150.00 83 762.14 77 758.39
84-83 12 in ch Circula 0.004 30.00 84 762.26 83 762.14
86-85 21 inch Circula 0.002 203.00 86 755.91 85 755.50
87-86 18 inch Circula 0.002 30.00 87 755.97 86 755.91
88-87 18 inch Circula 0.002 26.00 88 756.02 87 755.97
89-88 15 inch Circula 0.002 30.00 89 756.08 88 756.02
Tille: 43405_Sec 1
s:\43405\drainage\stmc\updated 43405_sec 1.stm
02/03/03 09:17:10 AM @ Haestad Methods, Inc.
Project Engineer: Dave Stceppelwerth
Stoeppelwerth&Assoc StormCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2
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Scenario: Design 1/21/03
Pipe Output Report
I Label Section L8n9lh!Mannin9S on stru elee upstrea1UPSlream pownstrean pownstrealT Average Full
i Size {ft) n Slope Node Invert Node Invert Velocity Capacity
(flIft) Elevation Eievalion (tus) (efs)
(ft) (ft)
01-Ex. 12 inch 21.00 0.013 0.004 01 772.89 Ex. 772.80 3.10 2.33
02-01 12 inch 132.00 0.013 0.004 02 773.47 01 772.89 2.94 2.36
03-02 12 inch 64.00 0.013 0.004 03 773.75 02 773.47 2.31 2.36
05-04 12inch 98.00 0.013 0.046 05 770.46 04 765.97 6.39 7.63
06-05 12 inch 59.00 0.013 0.004 06 770.70 05 770.46 3.18 2.27
11-10 24 inch 73.00 0.013 0.003 11 761.22 10 761.00 5.19 12.42
12-11 24 inch 110.00 0.013 0.003 12 761.55 11 761.22 4.65 12.39
13-12 24 inch 121.00 0.013 0.003 13 76190 12 761.55 4.54 12.17
14-13 12 inch 15.00 0.013 0.172 14 765,54 13 762.96 8.31 14.78
15-14 12 inch 29.00 0.013 0.010 15 765.83 14 765.54 3.37 3.56
16-13 21 inch 32.00 0,013 0.003 16 762.00 13 761,90 3.90 8.86
17-16 21 inch 150.00 0,013 0.003 17 762,45 16 762.00 3.24 8.68
18-17 18 inch 115.00 0,013 0.049 18 768.14 17 762.45 4.16 23.36
19-18 15 inch 150.00 0.013 0.008 19 769.34 18 768.14 4.86 5.78
20-19 15 inch 53.00 0.013 0,003 20 769.50 19 769.34 3.49 3.55
21-20 12 inch 121.00 0.013 0,003 21 769.86 20 769.50 2.09 1.94
23-22 21 inch 172.00 0.013 0,022 23 764.82 22 761.00 6.73 23.61
24-23 21 inch 26.00 0.013 0.003 24 764.90 23 764.82 4,42 8.79
25-24 18 inch 146.00 0.013 0.003 25 765.34 24 764.90 4.11 5J7
26-25 15 inch 313.00 0.013 0.018 26 770.84 25 765.34 3.61 8.56
27-26 15 inch 159,00 0.013 0.004 27 771 .48 26 770.84 4.09 4.10
28.27 12 inch 3000 0.013 0.004 28 771.60 27 771.48 3.11 2.25
29-25 15 inch 180.00 0.013 0.009 29 766.95 25 765.34 3.95 6.12
30-29 15 inch 150.00 0.013 0.020 30 769.96 29 766.95 4.41 9.14
31-30 15 inch 30.00 0.013 0.004 31 770.08 30 769.96 3.81 4.09
32-31 15 inch 125.00 0.013 0.003 32 770.46 31 770.08 3.01 3.56
33-32 15 inch 180.00 0.013 0.003 33 771.00 32 770.46 2.88 3.54
37~36 33 inch 54.00 0.013 0.003 37 757.17 36 757.00 6.22 29.67
38-37 33 inch 30.00 0.013 0.003 38 757.26 37 757.17 5.56 28.97
39-38 30 inch 91.00 0.013 0.003 39 757,53 38 757.26 5.62 22.38
40-39 27 inch 131.00 0013 0.003 40 757.92 39 757.53 4.34 16,90
41-40 27 inch 28.00 0.013 0.003 41 758.00 40 757.92 4.23 16.45
42-41 27 inch 131.00 0.013 0.003 42 758.40 41 758.00 4.22 17.13
43-42 15 inch 82.00 0.013 0.010 43 760.50 42 759.68 4.95 6,46
44-43 15 in ch 30.00 0.013 0.010 44 760.80 43 760.50 3.37 6,46
45-42 24 inch 60.00 0.013 0.003 45 758.58 42 758.40 4.25 12.39
46-45 24 inch 225.00 0.013 0.003 46 759.25 45 758.58 4.24 12.33
47-46 21 inch 165.00 0.013 0.003 47 759.75 46 759.25 3.69 8.72
48-47 18 inch 185.00 0.013 0.003 48 760.30 47 759.75 3.23 5.73
49-48 18 inch 128.00 0.013 0.003 49 760.68 48 760.30 2.57 5.72
50-49 15 inch 30.00 0.013 0.003 50 760.77 49 760.68 2.89 3.54
51-50 15 inch 33.00 0.013 0.003 51 760.87 50 760J7 2.39 3.56
52-51 12 inch 95.00 0.013 0.003 52 761.16 51 760.87 1.83 1.97
53-51 15 inch 28.00 0.013 0.004 53 762.16 51 762.05 3.69 4.05
54-53 12 inch 60.00 0.013 0.004 54 762.40 53 762.16 2.47 2.25
55-48 15 inch 85.00 0.013 0.004 55 760.64 48 760.30 2.62 4.09
56-55 12 inch 60.00 0.013 0.004 56 760.88 55 760.64 1.90 2.25
57-46 15 inch 130.00 0.013 0.010 57 760.98 46 759.68 4.32 6.46
58-67 15 inch 30.00 0.013 0.004 58 761.10 57 760.98 2.75 4.09
59-47 15 inch 130.00 0.013 0.006 59 760.54 47 759.76 3.09 5.00
60-39 18 inch 240.00 0013 0.010 60 759.93 39 757.53 5.49 10.50
Title: 43405_Sec 1
s:\43405\drainage\stmc\updated 43405_sec 1.stm
02/03/03 09:17:14 AM @ Haestad Methods, Inc.
Project Engineer: Dave Stoeppelwerth
Stoeppelwerth&Assoc StormCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
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Scenario: Design 1/21/03
Pipe Output Report
Label Section Length Manning~ ~onstructe( Upstrearr Upslrearr Downslrearr Downstrearr Average Full
Size (ft) n Slope Node Invert Node Invert Velocity Capacity
(ftlft) Elevation Elevation (tus) (cfs)
(ft) (f1)
I 0.013 0.010 61 763.60 60 75993
61-60 15 In ch 367.00 3.11 6.46
62-61 15 inch 129.00 0.013 0.004 62 76412 61 763.60 3.82 4.09
63-62 12 inch 30.00 0.013 0.004 63 764.24 62 764.12 3.23 2.25
64-63 12 inch 35.00 0.013 0.004 64 76438 63 764.24 3.18 2.25
65-64 12 inch 60.00 0.013 0.004 65 764.62 64 76438 2.44 2.25
66-60 12 inch 130.00 0.013 0.019 66 762.40 60 759.93 2.91 4.91
67-60 15 inch 130.00 0.013 0.005 67 760.58 60 759.93 2.87 457
68-67 12 inch 30.00 0.013 0.004 68 760 70 67 760.56 2.25 2.25
72-71 27 inch 236.00 0.013 0.006 72 756.97 71 755.50 6.31 24.46
73-72 27 inch 30.00 0.013 0.002 73 757.03 72 756.97 5.15 13.85
74-73 27 inch 62.00 0.013 0.002 74 757.20 73 757.03 4.31 13.85
75-74 27 inch 14500 0.013 0.003 75 757.63 74 757.20 4.42 16.96
76-75 24 inch 242.00 0.013 0.003 76 758.36 75 75763 4.40 12.39
77-76 21 inch 1000 0.013 0.003 77 758.39 76 756.36 3.83 8.68
78-77 15 inch 274.00 0.013 0.015 78 762.44 77 758.39 4.23 7.86
79-78 12 inch 150.00 0.013 0,040 79 768.44 78 762.44 4.64 7.13
80-79 12 inch 30.00 0.013 0.004 80 768.56 79 768.44 2.89 2.25
81-76 12 inch 150.00 0.013 0.042 81 764.66 76 758.36 4.49 7.30
82-81 12 inch 30.00 0.013 0.004 82 764.78 81 764.66 2.63 2.25
83-77 12 inch 150.00 0.013 0025 83 762.14 77 758.39 4.36 5.63
84-83 12 inch 30.00 0.013 0.004 84 762.26 83 762.14 3.14 2.25
86-85 21 inch 20300 0.013 0.002 86 755.91 85 755.50 3.89 7.09
87-86 18 inch 30.00 0.013 0.002 87 755.97 86 755.91 2.99 4.70
88-87 18 inch 26.00 0.013 0.002 88 756.02 87 755.97 2.45 470
89-88 15 inch 30.00 0.013 0.002 89 756.08 88 756.02 1.75 2.89
Title: 43405_Sec 1
S:\43405\drainage\stmc\updated 43405_3ec 1.31m
02103/03 09:17:14 AM @ Haestad Methods, lnc,
Project Engineer. Dave Stoeppelwerth
Stoeppelwerth&Assoc SlormCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 2 of 2
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Scenario: Design 1/21/03
Pipe Output Report II
I Label Seetio n Length Jonstructec Upstream Hydrau lie Jownstrean Hydraulic Total System Full
Size (ftJ Slope Node Grade Node Grade System Intensity Capacity
(ftlft) Line In Line Out Flow (in/hr) (cfs)
(ft) (ft) (cis)
01-Ex. 12 inch 21.00 0.004 01 773.37 Ex. 773.24 1.08 1.95 2.33
02-01 12 inch 132.00 0.004 02 773.95 01 773,37 1.09 1.96 2.36
03-02 12 inch 6400 0.004 03 774.13 02 773.95 0.73 1.96 2.36
05-04 12 inch 98,00 0.046 05 771.11 04 766.35 2.31 4.83 7.63
06-05 12 inch 59.00 0.004 06 771.35 05 771.11 1.72 4.89 2.27
11-10 24 inch 73,00 0.003 11 762.64 10 762.20 11.17 4.39 12A2
12-11 24 inch 110.00 0.003 12 763.02 11 762.64 11.28 4.43 12.39
13-12 24 inch 121.00 0.003 13 763.41 12 763.02 11.42 4.48 12.17
14-13 12 inch 15.00 0.172 14 766.23 13 763.28 2.61 5.35 14.78
15-14 12 inch 29.00 0.010 15 766.38 14 766.23 1.70 5.39 3.56
16-13 21 inch 32.00 0.003 16 763.49 13 763.41 8,58 4.50 8.86
17-16 21 inch 150.00 0.003 17 763.72 16 763.49 654 4.59 8.68
18-17 18 inch 115.00 0.049 18 769.04 17 763.72 5.44 4.65 23.36
19-18 15 inch 150.00 0.008 19 770,20 18 769.04 4.48 4.71 5.78
20-19 15 inch 53.00 0.003 20 770.40 19 770.20 3.21 4.74 3.55
21-20 12 ind 121.00 0.003 21 770,57 20 770.40 1.39 4.86 1.94
23-22 21 inch 172.00 0.022 23 765,78 22 761.64 6.75 1.06 23.61
24-23 21 inch 26.00 0.003 24 765.94 23 765.78 6.28 1.06 8.79
25-24 18 inch 146.00 0,003 25 766.53 24 765.94 5.76 1.06 5.77
26-25 15 inch 313.00 0,018 26 771.58 25 766,53 3.35 2.77 B.56
27-26 15 inch 159.00 0,004 27 772.34 26 771.58 3.38 2.79 4.10
28-27 12 inch 30.00 0.004 28 772.45 27 772.34 2.23 2.80 2.25
29-25 15 Inch 180,00 0.009 29 767.75 25 766.53 3.86 1.06 6.12
30-29 15 inch 150.00 0.020 30 770.72 29 767.75 3.53 1.06 9.14
31-30 15 inch 30.00 0.004 31 770.87 30 770.72 305 1.07 4.09
32-31 15 inch 125.00 0.003 32 771.21 31 770.B7 2.39 1.07 3.56
33-32 15 inch 180.00 0.003 33 771.70 32 771.21 2.12 1.07 3.54
37-36 33 inch 54.00 0.003 37 759.00 36 758.63 24.35 2.91 29.67
38-37 33 inch 30.00 0.003 38 759.10 37 759.00 23.35 2.91 28.97
39-38 30 inch 91.00 0.003 39 759.47 38 759.10 22.31 2.92 22.38
40-39 27 inch 131.00 0.003 40 759.75 39 759.47 15.41 2.94 16.90
41-40 27 inch 28.00 0.003 41 759.81 40 759.75 14.59 2.94 16.45
42-41 27 inch 131.00 0.003 42 760.06 41 759.81 13.85 2.96 17.13
43-42 15 inch 82.00 0.010 43 761.26 42 760.34 3.52 5.20 6.46
44-43 1 5 inch 30.00 0.010 44 761.40 43 761.26 2.24 5.24 6.46
45-42 24 inch 60.00 0.003 45 760.21 42 760.06 11.77 2.96 12.39
46-45 24 inch 225.00 0.003 46 760.79 45 760.21 11.31 2.99 12.33
47-46 21 inch 165.00 0.003 47 761.16 46 760.79 7.95 3.02 8.72
48-47 18 inch 185.00 0.003 48 761,56 47 761 .16 5.33 3.05 5.73
49-48 18 inch 128.00 0.003 49 761.70 48 761.56 3.65 3.12 5.72
50-49 15 inch 30.00 0.003 50 761.77 49 761.70 3.07 3.14 3.54
51-50 1 5 inch 33.00 0.003 51 761.81 50 761.77 2.43 3.16 3.56
52-51 12 inch 95.00 0.003 52 761.91 51 761.81 1.26 3.24 1.97
53-51 15 inch 28.00 0.004 53 762.84 51 762.66 2.34 6.17 4.05
54-53 12 inch 60.00 0.004 54 762.95 53 762.84 1.22 6.29 2.25
55-48 15 inch 85.00 0.004 55 761.72 48 76156 3.08 6.26 4.09
56-55 12 inch 60.00 0.004 56 761.81 55 761.72 1.47 6.50 2.25
57 -46 15 inch 130.00 0.010 57 761,82 46 760 79 4.29 5.07 6.46
58-57 15 inch 30.00 0.004 58 761,86 57 761.82 2.27 5.12 4.09
59-47 15 inch 130,00 0.006 59 761.39 47 761.16 3.20 4.89 5.00
60-39 18 inch 240.00 0.010 60 761.51 39 759.47 9.69 4.66 10.50
Title: 43405_5ec 1
s:\43405\drainage\slmc\updated 43405_sec 1.8tm
02/03/03 09:17:18 AM @ Haestad Methods, Inc.
Project Engineer. Dave Sloeppelwerth
Stoeppelwerth&As$oc StormCAD v4.1.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
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Scenario: Design 1/21/03
Pipe Output Report II
Label Section Length ~O",l,""er,,;e'rr Hydraulic )ownstrean Hydrauli< Tota.1 System Full
Size (ft) Slope Node Grade Node Grade System Intensity Capacity
(ftlft) Line In line Out Flow (in/hr) (cfs)
(ft) (ft) (cfS)
61-60 15 inch 367.00 0.010 61 764.25 60 761.51 2.63 490 6.46
62-61 15 inch 129.00 0.004 62 764,85 61 764.26 2.66 4.97 4.09
63-62 12 inch 30.00 0.004 63 764.97 62 76485 2.00 4.99 2.25
64-63 12 inch 35.00 0.004 64 765.10 63 764.97 1.95 5.03 2.25
65-64 12 inch 60.00 0.004 65 765.20 64 765.10 1.31 5.15 2.25
66-60 12 inch 130.00 0.019 66 762.94 60 761.51 1.63 5.06 4.91
67-60 15 inch 130.00 0.005 67 761.90 60 761.51 3.52 4.91 4.57
68-67 12 inch 30.00 0.004 68 761.97 67 761.90 1.77 4.94 2.25
72-71 27 inch 236.00 0.006 72 758.35 71 756.80 15.51 3.93 24.46
73-72 27 inch 3000 0.002 73 758.54 72 758.35 13.83 3.94 13.85
74-73 27 inch 82.00 0.002 74 758.77 73 758.54 1252 3.97 13.85
75-74 27 inch 145.00 0.003 75 759.11 74 758.77 12.68 4.02 16.96
76-75 24 inch 242.00 0.003 76 759.81 75 759.11 10.86 4.10 12.39
77-76 21 inch 10.00 0.003 77 759.84 76 759.81 8.18 4.10 8.68
78-77 15inch 274.00 0.015 78 763.29 77 759.84 4.34 4.20 7.86
79-78 12 inch 150.00 0.040 79 769.20 78 763.29 3.11 4.25 7.13
80-79 12 inch 30.00 0.004 80 769.28 79 769.20 1.79 4.27 2.25
81-76 12 inch 150.00 0.042 81 765.42 76 759.81 3.18 4.95 7.30
82-81 12 inch 30.00 0.004 82 765.48 81 765.42 1.62 4.98 2.25
83-77 12 inch 150.00 0.025 83 762.89 77 759.84 3.05 4.18 5.63
84-83 12 inch 30.00 0004 84 762.99 83 762.89 1.96 4.19 2.25
86-85 21 inch 203.00 0.002 86 756.98 85 756,32 503 4.04 7.09
87-86 18 inch 30.00 0.002 87 757.04 86 756.98 4.05 4.05 4.70
88-87 18 inch 26.00 0.002 88 75707 87 757.04 3.28 4.07 4.70
89-88 15 inch 3000 0.002 89 757.09 88 757.07 1.90 4.09 2.89
Title: 43405_Sec 1
s:\43405\drainage\stmclupdated 43405_sec i.stm
02/03/03 09:17:13 AM @ Haestad Methods. Inc.
Stoeppelwerth&Assoc
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Dave Stoeppelwerth
Storm CAD v4.i.1 [4.2014]
+1-203-755-1666 Page 2 of 2
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GUTTER SPREAD
CALCULA TIONS
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label Inlet local Inlet local
C Intensity Area Rational
(in/hr) (acres) Flow
(cfs)
02 0.38 5.06 048 0.93
03 0.26 1.96 142 0.73
05 0.42 4.83 0.30 0.61
06 0.40 4.89 0.87 1.72
13 0.53 5.36 0.28 0.80
14 049 5.39 0.35 0.93
15 049 5.39 0.64 1.70
16 048 4.83 1.00 2.34
17 0.30 4.94 0.84 1.25
18 0.34 4.82 0.64 1.06
19 0.45 4.93 0.60 1.34
20 0.41 4.87 0.95 1.91
21 0.24 4.86 1.18 1.39
23 0.53 5.06 0.85 2.30
24 0.51 5.00 0.98 2.52
25 0.30 4.77 1.97 2.84
27 0.38 4.25 1.08 1.76
28 0.34 2.80 2.32 2.23
29 0.31 4.63 1.02 1.48
30 0.49 5.09 0.92 2.31
31 0.45 4.26 1.37 2.64
32 0.26 3.61 1.01 0.96
33 0.21 1.07 9.33 2.12
37 0.50 4.92 0.70 1.73
38 0.48 4.94 0.79 1.89
39 0.40 4.83 0.78 1.52
40 0.49 5.15 0.58 1.48
41 0.51 5.18 0.54 1.44
42 0.41 4.96 0.09 0.18
43 0.53 5.27 0.47 1.32
44 0.58 5.24 0.73 2.24
45 0.40 4.96 0.48 0.96
46 0.38 4.86 0.77 1.43
47 0.42 4.92 0.55 1.14
48 0.35 4.75 0.25 0.42
49 0.61 5.39 0.31 1.03
50 0.56 5.39 0.37 1.13
52 0.27 3.24 1.43 1.26
53 0.47 6.23 0.39 1.15
54 0.46 6.29 0.42 1.22
55 0.56 6.26 047 1.66
56 0.44 6.50 0.51 1.47
57 0.58 5.36 0.69 216
58 0.58 5.12 0.76 2.27
59 0.43 4.89 1.51 3.20
60 0.40 4.66 1.25 2.35
62 0.54 6.35 0.25 0.86
63 0.62 6.50 0.02 0.08
64 0.53 6.50 025 0.87
65 0.36 5.15 0.70 1.31
66 0.41 5.06 0.78 1.63
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Tille: 43405_Sec 1
s:\43405\drainage\stmc\updated 43405_sec 1.stm
02/03/03 11 :00:44 AM @ Haestad Methods, Inc..
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Scenario: Design 1/21/03
Inlet- Local Rational Flow
Project Engineer: Dave Stoeppelwerth
Stoeppelwerth&AsSDC Storm CAD v4.i.1 [4.2014]
37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 2
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Label Inlet Local Inlet Local
C Jntensit~ Area Rational
(In/hr) (acres) Flow
(efs)
67 0.53 4.94 0.67 1.77
68 0.53 4.94 0.67 1.77
72 0.49 5.00 0.88 2.17
73 0.51 4.90 0.69 1.74
75 0.37 4.83 1.36 2.45
76 0.20 5.18 0.07 0.07
77 0.31 4.83 0.73 1.10
78 0.30 4.86 1.00 1.47
79 0.47 4.93 066 1.54
80 0.42 4.27 0.99 1.79
81 0.56 4.98 056 157
82 0.53 4.98 0.61 1.62
83 0.53 5.06 0.49 1.32
84 0.43 4.19 1.08 1.96
86 0.51 4.89 0.48 1.21
87 0.53 5.06 0.36 0.97
88 0.50 4.90 0.68 1.68
89 0.50 4.09 0.92 1.90
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Title: 43405_See 1
s:\43405\drainage\stmc\updated 43405_sec i .slm
02103/03 11:00:44 AM @ Haestad Methods, Ine.
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Scenario: Design 1/21/03
Inlet. Local Rational Flow
Stoeppelwerth&Assoc
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Dave Stoeppelwerth
StormCAD v4.1.1 [4.2014]
+1-203-755-1666 Page 2 of 2
c==! c= c:=J c= CJ c= c=J c= C CJ c:= c::=-= c:::== c:J c:=::J c.::1 c=J c=J ~
Cherry Creek Estates
Job # 43405
Spread Calculations
Grates in Sag Condition
Date: 1/29/03
Cross Sectional Gutter
Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type
(c.f.s.) (ft) (ft) (ftlft) (ft)
2 0.93 4.58 0.16 0021 5.46 Single
3 0.73 4.58 0.14 0.021 4.28 Single
5 0.61 4.58 0.12 0.021 3.53 Single
6 1.72 4.58 0.25 0.021 9A5 Single
13 0.80 4.58 0.15 0.021 4.71 Single
14 0.93 4.58 0.16 0.021 5.46 Sinnle
15 1.70 6.75 0.19 0.021 6.67 Double
16 2.34 6.75 0.24 0.021 8.84 Double
23 2.30 6.75 0.23 0.021 8.71 Double
24 2.52 6.75 0.25 0.021 9.41 Double
27 1.76 6.75 0.19 0.021 6.89 Double
28 2.23 6.75 0.23 0.021 8.48 Double
30 2.31 6.75 0.23 0,021 8.74 Double
31 2.64 6.75 0.26 0.021 9.78 Double
37 1.73 4.58 0.25 0.021. 9.50 Single
38 1.89 6.75 0.20 0.021 7.34 Double
40 1.48 4.58 0.22 0.021 8.32 Single
41 1.44 4.58 0.22 0.021 8.12 Single
43 1.32 4.58 0.2.1 0.021 7.53 Single
44 2.24 6.75 0.23 0.021 8.51 Double
49 1.03 4.58 0.18 0.021 6.01 Sinqle
50 1.13 4.58 0.19 0.021 6.55 Single
55 1.66 6.75 0.19 0.021 6.53 Double
56 1.47 4.58 0.22 0.021 8.27 Single
57 2.16 6.75 0.22 0.021 8.25 Double
58 2.27 6.75 0.23 0.021 8.61 Double
59 3.20 6.75 0.29 0.021 11.45 Double.
64 0.87 4.58 0.16 0.021 5.11 SinQle
65 1.31 4.58 0.21 0.021 7.48 Single
c=J CJ r=:J c=J c:; L.--J CJ ~ c= c:=J C:::::=J c:=: C=' CJ ~ CJ c:== c= c:J
Cherry Creek Estates
Job # 43405
Spread Calculations
Grates in Sag Condition
Date: 1 f29f03
Cross Sectional Gutter
Inlet Rational Flow Grate Perimeter Depth at Casting Slope Spread Inlet Type
(c.f.s.) (ft) (ft) (ft/ft) (ft)
88 I 1.68 I 4.58 I 0.24 I 0.021 I I 9.27 I Single
89 I 1.90 I 6.75 I 0.20 I 0.021 I T 7.37 T Double
C=:JC=c:=JCJc=::JCJCJc=Jc=:J~c:::::::J~c:::J~c:=J~C=~c:J
Cherry Creek Estates
Job # 43405
Spread Calculations
Date: 1129103
Grates in-line
Manning's Depth at Gutter
Inlet Rational Flow Longitudinal Slope Transverse Slope Coefficient Casting Spread Inlet Type
(c.f.s.) (ftIft) (ftIft) (ft)
19 1.34 0.006 0.021 0.013 0.17 7.95 Single
20 1.91 0.006 0.021 0.013 0.19 9.08 Double
53 1.15 0.0221 0.021 0.013 0.12 5.88 Single
54 1.22 0,0221 0.021 0.013 0.13 6.01 Single
62 0.86 0.006 0.021 0.013 0.14 6.73 Single
63 0.08 . 0.006 0.021 0.013 0.06 2.76 Single
66 1.63 0.006 0.021 0.013 0.18 8.56 Single
67 177 0.00956 0.021 0.013 0.17 8.09 Single
68 1.77 0.00956 0.021 0.013 0.17 8.09 Single
72 2.17 0.01 0.021 0.013 0.18 8.66 Single
73 1.74 0.01 0.021 0.013 . 0.17 7.97 Sinqle
79 1.54 0.007 0.021 0.013 0.17 8.14 Single
80 1.79 0.007 0.021 0.013 0.18 8.61 Single
81 1.57 0.01 0.021 0.013 0.16 7.67 Single
82 1.62 0.01 0.021 0.013 0.16 7.76 Single
83 1.32 0.03 0.021 0.013 0.12 5.85 Single
84 1.96 0.03 0.021 0.013 0.14 6.78 Single
86 1.21 0.011 0.021 0.013 0.14 6.83 Single
87 0.97 0.011 0.021 0.013 0.13 6.29 Single