HomeMy WebLinkAboutDrainage Calculations
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DRAINAGE CALCULATIONS
FOR
~-,--,--~ HOL'Y~TRINITY-' .
GREEK ORTHODOX CHURCH
Prepared for:
Holy Trinity Greek Orthodox Church
4011 N. Pennsylvania Street
Indiana polis, IN. 46205
Tele 1 (317) 916-5200
Prepared by:
Weihe Engineers, Inc.
10505 North College Ave.
Indianapolis, IN 46280
Ph~me (317) 846-6611
FaX (317) 843-0546
May 2, 2006
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HOL Y TRINITY
GREEK ORTHODOX CHURCH
TABLE OF CONTENTS
1. PROJECT NARRATNE
2. POST-DEVELOPED CONDITIONS
3. PIPE SIZING CALCULATIONS
4. EMERGENCY OVERFLOW CALCULATIONS
5. SWALECALCULATIONS
6. BACK COVER POCKET
PRE-DEVELOPED MODEL BASIN MAP
POST-DEVELOPED STORAGE-ROUTING MODEL BASIN MAP
POST-DEVELOPED PIPE-SIZING MODEL BASIN MAP
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HOLY TRINITY
GREEK ORTHODOX CHURCH
DRAINAGE NARRATIVE
Holy Trinity Greek Orthodox Church is proposing the development of a church in
Hamilton County to be known as Holy Trinity Greek Orthodox Church. The site is
located on the Northeast side of the intersection ofShelbome Road and 106th Street. The
site is more specifically located in a part of the Southwest Quarter of Section 2, Township
17 North, Range 3 East, Clay Township, Hamilton County, Indiana.
EXISTING CONDITIONS
The pre-developed allowable discharge rates have been pre-determined by
Hamilton County. These release rates have been set forth to use as a unit allowable for
the entire county. The release rates are as follows; 0.1 c.f.s. per acre for la-year post-
developed allowable, and 0.3 c.f.s. per acre for the lOa-year post-developed allowable.
Below is a list of the allowable release rate for our site.
Pre-Developed Dischar2e (Critical Duration Analvsis)
Pre-Developed Onsite = 18.70 acres
2-year = 1.87 c.f.s.
1 a-year = 5.61 c.f.s.
PROPOSED CONDITIONS
There will be a total of two ponds on the post-developed site. Each of these ponds
will be interconnected thru the use of an equalizer pipe. A major portion of the post-
developed site will be directed to Pond 1. Pond 1 is the larger of the two ponds and will
serve for most of the retention for the site. Pond 2 has been sized to handle a large
amount of grass are that will remain undisturbed. There is a small portion of are heading
to Pond 2 that will be developed in the future. To ensure that Pond 2 can handle this
additional runoff we have inCluded this area into our ICPR modeling as completely
impervious area with a time-of-concentration of 5 minutes.
There will have to be a special outlet control structure that will be placed on the
up-stream end of the outlet pipe for Pond 1. This control structure will enable us to meet
the determined release rates.
We used IePR, version 3.02, by Streamline Technologies to analyze the post-
developed site. This program routes and analyzes all components in a storm system on a
user-defined time interval. Below is a list of the peak discharges for the site.
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Post-Developed from Pond 1 (Critical Duration Analysis)
Outlet 1
2-year = 1.26 c.f.s.
1 a-year = 1.64 c.f.s.
lOa-year = 4.00 c.f.s.
t::::::::Jt::::::::Jt::::::::Jt::=JEJEJEJt::=Jt::=JE:Jt::=JEJE:JE:JEJE:JE:J.:=J.:=J
Rational Flow Worksheet
Basin
Swale 1
Swale 2
Swale 3
Swale 4
Swale 5
Hamilton County IOF Curve
Duration Intensity
5' 6,99
10 5.48
15 4,55
30 3,09
60 1 ,96
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HAMILTON COUNTY THOROUGHFARE PLAN
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* PROJECT LOCATION
LOCATION MAP
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o *PROJECT LOCATION
D AREA MAP
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POST -DEVELOPED
CONDITIONS
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Holy Trinity Greek Orthodox Church
Post-Developed Site
f:B:\0"\Ai':;:'\;:;;n!)qfl~ "''/8'' 't"" >7'0'';'' ,;*1:) 'iJ,,;'~;"'zr
, aSUil'l:U;,;,0l.0" ,r ;~' '3"';0:''''''"';\'' "
to, "";:""";-"', ,.,:...>,:",~/<.<,,,.~~ ".+"...:;;:.",)\.. -',. , -.:. ,:/!- "L".:-:". .____,\_,_",,}:nJk@dtA~d');h/j:#.:..>ik
Subbasin Area
Date: 5/2/06
CN
jfl~;~JQ~t3Jtqi;~ond1:1\!:t;;,;,: ',' :;;,i
Subbasin Area
~TG:14)4\ttmn: '.' '" f,tiic8J
Total
0.95 ac
p;i~1:JiliJ;..()sj~Cl:~~.jJiJ'J~f~2'j
Subbasin Area
CN
IT .. ....':76 ,. p ';NY.~'~i1W:" ' 'J
~"C: '","4" ',mm"v.<t3\"'[:ilJ,df,; .\t;;' '
~,-.:"-::~,, - ':A{o:!: <to:.----"".,;.., .-.,:.;' <-'":)ri.;U*#bW::4',Uk:J~>\h:
92
Total
5.17 ac
CN
F$witiEr~;::j()~w:~Jifijxii:, .::it;:~~~;;;.;\
Subbasin Area
1:;r:""'?:~'7, 'mi","n"::"s. ; $+;;;'(\\; .J
f!J~t}{P:.~,' -,,,;,---<-,,,:--,,,,--,:-.,-;;-.~'t'r~:)l,~Wt'~:,",,,mJ'X1%t,:':\t<,\h:_/
Total
0.62 ac
Subbasin
Area
CN
~wat~~~~~~j~IIY:.!i;i!f~p,~~
Subbasin Area
lTc' ~!:"'~iQoIi:m' ';' j,.:{y,c";;"
~i~J:L,:,~d:mt8fJfPjl;g::A.;,,)t~.1oH::~::;h:'!"H
" ";1
Total
4.32 ac
92
CN
Il5Gi;;il,{~jiM.\t i;: ;1'd1~
92
Total
0.77 ac
79
CN
Irc: '7:;5:ij1irl2?:~~;! '::;n."'~
74
Total
0.71 ac
I"'''': 'Ii" "B=n""W."\;\i<;:Y>JC";;' ':'l
fl;"~>I,:~C; WUl, ,.; <9:1103\i: i;:{:~:;,:
Total
1.06 ac
CN
Subbasin
Area
CN
J~c' - n8'm' ','n' '<C;: "03\i\%bK:,.~", ':1
nA::,:",~i):;S?~~;::,,;,--::1' _.:_ ,::,_,_,__,,;:,_,}iEir:i~_'W%Yidtf$WM:;;Ti;~AX
92
Total
1.04 ac
79
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Holy Trinity Greek Orthodox Church
Date: 5/2/06
~1;(;:'11:;t1.,:mli:filtjil~a_fI
Total
79
1 .1 0 ac
f~i~ji!'Sfi~VSW~~~iLi
Subbasin Area CN
~'[C'1117&;:;\inllii?0j);rt;*'";:_
K.iL:,.Aip:,\:;{,::X:/::::,l'!ttt<<l!Mb1i&'WidJllf .', Wf': '-,' ,"
Total
0.83 ac
79
~7I"C'''''''''')''7' {mOm' t'4*%;i'fe#0*%;:~ 1
mU,:.;;1;Wn;e'h.(,/1IMth,./,dAtt.%0>D:W::&914B%tw{ "
Total
1.99 ac
83
Subbasin
CN
Area
IT,"" ''!I':'3''7''"- "1"'# ii",,": > :,',iJ,,+'C; ;1
-NJ:~w;:,:"t.'1{ ',' ,:.;~: '::~;;::.~<:Ia: :JtI,:;,iix>:>:~;.,<;"'j:::::::""_,~"",\",;,,,,,{;';\';h,',~
.,': :."":":,_".,;;:::::::C',:..".;~;>,:':::',,,,, ,~"::" "':<<i:<":,:",";;<<'i"";';;';:'''<(:c::-:':;'~'':::'';':%:':~~:_"T'_"'.~;
Total
0.93 ac
86
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Post-Developed Site
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Basin
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
Grass 0.24
CJ
t:=J
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t:=J
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Holy Trinity Greek Orthodox Church Time of Concentrations
for Pond Routing
Date: 5/2/06
Manual UV
P2 = s= T, = .OO7(nl)O.8/(P2o.5SO.4) Descrtption v= l= Tt=LN Description v= l= Tt=LN Tc (total)
(inlhr) (IVIl) (hrs) (IVs) (Il) (hrs) (hrs)
2.95 0.02 0.2277 Gutter / Swale 2.00 75 0.0104 Pipe Flow 2.50 17 0.0019 0.2400
2.95 0.02 0.1308 Gutter / Swale 2.00 90 0.0125 Pipe Flow 2.50 11 0.0012 0.1445
2.95 0.0125 0.7199 Gutter / Swale 2.00 70 0.0097 Pipe Flow 2.50 500 0.0556 0.7852
2.95 0.02 0.2378 Gutter / Swale 2.00 25 0.0035 Pipe Flow 2.50 45 0.0050 0.2462
2.95 0.02 0.2654 Gutter / Swale 2.00 114 0.0158 Pipe Flow 2.50 108 0.0120 0.2932
2.95 0.02 0.1755 Gutter / Swale 2.00 0 0.0000 Channel 3.00 0 0.0000 0.1755
2.95 0.02 0.0817 Gutter / Swale 2.00 0 0.0000 Channel 3.00 465 0.0431 0.1248
2.95 0.02 0.1535 Gutter / Swale 2.00 0 0.0000 Channel 3.00 110 0.0102 0.1637
2.95 0.02 0.1308 Gutter / Swale 2.00 0 0.0000 Channel 3.00 580 0.0537 0.1845
2.95 0.02 0.1423 Gutter / Swale 2.00 0 0.0000 Channel 3.00 570 0.0528 0.1950
2.95 0.02 0.2277 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2277
2.95 0.02 0.2277 Gutter / Swale 2.00 0 0.0000 Pipe Flow 2.50 0 0.0000 0.2277
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Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
o Overland Flow
U SCS Unit Hydro
S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
II Breach
EJ
EJ
EJ
EJ
EJ
EJ
EJ
EJ
A: POND1
D:p1-out
f
[:OU:ET _~_ J
~ P:703-P1
A:STR703
P:704-703
Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc.
EJ
EJ
EJ
EJ
A:STR704
EJ
A: POND2
U:BASIN 706
U: BASIN 711
U:POND2
EJ
LJ
r=J
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~~=~ Basins ~~=~=~==~============~~~~~~=~~==~==========~~=~~====~========~===~===~===~~~~~
Name: BASIN 703
Group: BF.SE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area (ac) : 0.950
Curve Number: 92.00
DCIA(%): 0.00
Name: BASIN 704
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.620
Curve Number: 92.00
DCIA(%): 0.00
Name: BASIN 706
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 4.320
Curve Number: 74.00
DCIA(%): 0.00
Name: BASIN 711
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area (ac) : 1.060
Curve Number: 92.00
DCIA(%): 0.00
Name: BASIN 713
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Arrlount(in): 0.000
Area(ac): 5.170
Curve Number: 92.00
DCIA(%): 0.00
Name: EXISTING
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area (ac) : 9.250
Curve Number: 67.00
DCIA(%): 0.00
Name: POND1
Group: BASE
Node: STR703
Type: SCS Unit Hydrograph
Status: Onsite
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Cone (min) : 14.40
Time Shift (hrs) : 0.00
Max Allowable Q(efs): 999999.000
Node: STR704
Type: SCS Unit Hydrograph
Status: Onsite
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Cone (min) : 8.70
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Node: POND2
Type: SCS Unit Hydrograph
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(cfs):
Node: POND2
Type: SCS Unit Hydrograph
Status: Onsite
484.0
0.00
47.10
0.00
999999.000
Status: Onsite
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 14.80
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Node: POND1
Type: SCS Unit Hydrograph
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min):
Time Shift (hrs) :
Max Allowable Q(cfs):
Node: EXISTING
Type: SCS Unit Hydrograph
Status: Onsite
484.0
0.00
17.60
0.00
999999.000
Status: Onsite
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 40.40
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Node: POND1
Type: SCS Unit Hydrograph
Status: Onsite
Page I of5
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
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Unit Hyd~ograph: UH484
Rainfall File:
Rainfall P~ount(in): 0.000
Area (ac) : 1.990
Curve Number: 83.00
DCIA(%): 0.00
Name: POND2
Group: BASE
Unit Hydrograph: UH484
Rainfall File:
Rainfall Amount (in) : 0.000
Area (ac) : 0.930
Curve Number: 86.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Cone (min) : 13.70
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
Node: POND2
Type: SCS Unit Hydrograph
Status: Onsite
Stage(ft)
895.220
897.220
895.220
Area (ac)
0.7100
0.7400
0.8100
0.8800
0.9600
1.0300
Area (ac)
0.4000
0.4200
0.4600
0.5000
0.8900
1. 7100
Area (ac)
0.0006
0.0006
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Cone (min) : 13.70
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
~~~~ Nodes ===============~~=======~~~~=====~~~==~~~=~~~~==~~=~=======~===================
Base Flow(cfs): 0.000
Init Stage(ft): 895.220
Warn Stage (ft) : 897.220
Base Flow(cfs): 0.000
Init Stage(ft): 895.620
Warn Stage(ft): 899.000
Name: OUTLET
Group: BASE
Type: Time/Stage
Time (hrs)
0.00
12.50
30.00
Name: POND1
Group: BASE
Type: Stage/Area
Stage(ft)
895.620
896.000
897.000
898.000
899.000
900.000
Name: POND2
Group: BASE
Type: Stage/Area
Stage(ft)
896.700
897.000
898.000
899.000
900.000
901. 000
Name: STR703
Group: BASE
Type: Stage/Area
Stage (ft)
896.000
900.080
Name: STR704
Group: BP.SE
Type: Stage/Area
Base Flow(cfs): 0.000
Init Stage(ft): 896.700
Warn Stage(ft): 900.000
Base Flow(cfs): 0.000
Init Stage(ft): 896.000
Warn Stage (ft) : 900.080
Base Flow(cfs): 0.000
Init Stage(ft): 896.510
Warn Stage(ft): 899.850
Page 2 of5
Interconnected Channel and Pond Routing Model (lCPR) ~2002 Streamline Technologies, Inc.
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Stage (ft)
Area(ac)
896.510 0.0006
899.850 0.0006
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
==== Pipes =====~==~~~=======~===~~~~=========~~~~~~~~~=========~~~=========~~~~~=======~~
==========================================================================================
Name: 703-Pl From Node: STR703
Group: BASE To Node: PONDl
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span (in) : 15.00 15.00
Rise (in) : 15.00 15.00
Invert (ft) : 896.000 895.620
Manning's N: 0.013000 0.013000
Top Clip(in): 0.000 0.000
Bot Clip(in) : 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Name: 704-703
Group: BASE
From Node: STR704
To Node: STR703
UPSTREAM
Geometry: Circular
Span (in) : 15.00
Rise (in) : 15.00
Invert (ft) : 896.510
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
15.00
15.00
896.000
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Name: P2-704
Group: BASE
From NOde: POND2
To Node: STR704
UPSTREAM
Geometry: Circular
Spanlin): 15.00
Rise (in): 15.00
Invert (ft) : 896.700
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
15.00
15.00
896.510
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Length (ft) : 188.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
Length (ft) : 256.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
Length(ft): 97.00
Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flm-,: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctrl Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
==========================================================================================
==== Drop Structures ~~~~=~====~==~~~~============~====-~~~~~~~=~=======-~~~~~~~~~~~~~~~==
Name: pI-out
Group: BASE
From Node: PONDl
To Node: OUTLET
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Length (ft) : 109.00
Count; 1
Page 3 of5
Interconnected Channel and Pond Routing Model (ICPR) <<)2002 Streamline Technologies, Inc.
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UPSTREAM DOWNSTREAM Friction Equation:
Geometry: Circular Circular Solution Algorichm:
Span (in) : 12.00 12.00 Flow:
Rise (in) : 12.00 12.00 Entrance Loss Coef:
Invert (ft) : 895.620 895.220 Exit Loss Coef:
Manning's N: 0.013000 o . 013000 Outlet Ctrl Spec:
Top Clip (in) : 0.000 0.000 Inlet Ctrl Spec:
Bot Clip (in) : 0.000 0.000 Solution Incs:
Upstream FWwA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
*** Weir 1 of 3 for Drop Structure pI-out ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Circular
Span (in) : 7.00
Rise (in) : 7.00
*** Weir 2 of 3 for Drop Struct ure pI-out ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span (in) : 24.00
Rise (in) : 24.00
*** Weir 3 of 3 for Drop Structure pI-out ***
Count: 1
Type: Vertical: Mavis
Flow: None
Geometry: Circular
Span(in) : 10.00
Rise (in) : 10.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert (ft) : 895.620
Control Elev(ft): 895.620
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert (ft) : 898.180
Control Elev(ft): 898.180
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert (ft) : 898.000
Control Elev(ft): 898.000
Average Conveyance
Automatic
Both
0.000
0.000
Use dc or tw
Use dn
10
TABLE
TABLE
TABLE
==========================================================================================
==== Hydrology Simulations ==~~~======~~~=====-~~~=====~~~~~====~~~~===~~~~===~~~=====~~~=
==========================================================================================
Name: 100Y-24H
Filename: H:\2006\W060166\drainage\ICPR\100Y-24H.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 6.00
Time (hrs)
Print Inc(min)
30.000
5.00
----------------------------------------------------------------------------------------------------
Name: lOY-24H
Filename: H:\2006\W060166\drainage\ICPR\10Y-24H.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 4.08
Time(hrs) Print Inc(min)
30.000 5.00
----------------------------------------------------------------------------------------------------
Name: 2Y-24H
Filename: H:\2006\W060166\drainage\ICPR\2Y-24H.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 2.64
Page 4 of 5
Interconnected Channel and Pond Routing Model (ICPR) <<)2002 Streamline Technologies, Inc.
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Time (hrs)
Print Inc(min)
30.000 5.00
==========================================================================================
===~ Routing Simulations =~~=====~=====~~=====~======~~===~=~~===~=====~====~=====~~====~~
==========================================================================================
Name: 100Y-24H Hydrology Sim: 100Y-24H
Filename: H:\2005\W050679\drainage\ICPRMO-l\100Y-24H.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (see) : 1.0000
Boundary Stages:
Delta Z Factor: 0.00500
End Time (hrs) : 30.00
Max Calc Time (see) : 100.0000
Boundary Flows:
Time (hrs)
Print Inc(min)
30.000 S.OOO
Group Run
BASE
Yes
----------------------------------------------------------------------------------------------------
Name: 10Y-24H Hydrology Sim: 10Y-24H
Filename: H:\200S\WOS0679\drainage\ICPRMO-l\10Y-24H.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft):
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (see) :
Boundary Stages:
1.00
10.000
0.000
1.0000
Delta Z Factor: 0.00500
End Time (hrs) : 30.00
Max Calc Time (see) : 100.0000
Boundary Flows:
Time (hrs) Print Inc(min)
30.000 5.000
Group
Run
BASE _
Yes
----------------------------------------------------------------------------------------------------
Name: 2Y-24H Hydrology Sim: 2Y-24H
Filename: H:\200S\WOS0679\drainage\ICPRMO-1\2Y-24H.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Cal~ Time (see) : 1.0000
Boundary Stages:
Delta Z Factor: O.OOSOO
End Time (hrs) : 30.00
Max Calc Time (see) : 100.0000
Boundary Flows:
Time (hrs) Print Inc(min)
30.000
S.OOO
Group Run
BASE Yes
==========================================================================================
=~~= Boundary Conditions ======~=====~~=====~~~====~~=======~====~~~=====~~=====~~=~===~~~
------------------------------------------------------------------------------------------
------------------------------------------------------------------------------------------
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 5 of 5
EJ
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Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
OUTLET BASE 100Y-24H 12.50 897.220 897.220 0.0044 0 16.37 4.001 0.00 0.000
OUTLET BASE 10Y-24H 12.50 897.220 897.220 0.0044 0 22.48 1.641 0.00 0.000
OUTLET BASE 2Y-24H 12.50 897.220 897.220 0.0044 0 23.17 1.256 0.00 0.000
PONDl BASE 100Y-24H 14.05 898.814 899.000 0.0041 41177 12.08 40.160 16.37 4.001
PONDl BASE 10Y-24H 15.89 898.193 899.000 0.0034 39010 12.08 26.025 22.48 1. 641
PONDl BASE 2Y-24H 15.38 897.417 899.000 0.0037 36562 12.08 15.675 23.17 1. 256
POND2 BASE 100Y-24H 13.89 899.444 900.000 0.0031 29326 12.08 15.610 14.36 1. 825
POND2 BASE 10Y-24H 14.23 898.289 900.000 0.0030 20544 12.08 9.013 13.05 0.999
POND2 BASE 2Y-24H 15.38 897.436 900.000 0~0022 19113 12.08 4.459 16.71 0.539
STR703 BASE 100Y-24H 13.70 899.076 900.080 0.0050 127 12.00 4.015 12.01 3.837
STR703 BASE 10Y-24H 15.34 898.226 900.080 0.0050 127 12.00 3.496 12.01 3.225
STR703 BASE 2Y-24H 15.51 897.429 900.080 0.0050 160 12.00 2.879 12.02 2.734
STR704 BASE 100Y-24H 14.02 899.341 899.850 -0.0050 124 14.36 1.948 14.02 1. 940
STR704 BASE 10Y-24H 14.71 898.271 899.850 -0.0050 124 11.89 1. 192 13.25 1.155
STR704 BASE ZY-24H 15.38 897.436 899.850 0.0050 275 11. 92 1.112 11.96 0.968
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page I of I
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. PIPE SIZING
CALCULA TIONS
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Holy Trinity Greek Orthodox Church (W06-0166)
106th 81. and Shelborne
Time of Concentration or Travel Time Worksheet
(Source: 210-VI-TR-55, Second Ed., June 1986)
To str 703
Present Developed
T c Tt through subarea
Choose one:
Choose one:
Notes:
Space for as many as four segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface Description ... ... . . . ... .. . .. . .. .
0:24
ft 93
in 2.64
2. Manning's roughness coeff., n ... ... ... ..
3. Flow length, L (total L .:: 300 ft) '" . . . . . . .
4. Two-yr 24-hr rainfall, P2 ......... . .. . . . ..
5. Land slope, s ......... ... ... ... ... ... ...
6. Tt = 0.007 (nL)O.B Compute Tt ...
P20.5 SO.4
hr
Shallow Concentrated Flow Segment ID
7. Surface Description (paved or unpaved) ...
8. Flow length, L .................. ... . .. ..
9. Watercourse slope, s ... . . . .. . ; . . . . . . . . . .
10. Average velocity, V ... . .. . .. .. . .. . .. . . ..
11. Tt = L Compute Tt ...
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ... . . . . . . . . . . ft2
13. Wetted Perimeter, Pw ... .. . . . . .. . . .. . . . .
14. Hydraulic radius, r = a/pw ... ... ... ... . ..
15. Channel slope, s ... .. . ... . .. . .. . . . . .. . .
16. Manning's roughness coeff., n ... ... ... ...
17.V=(1.49~3s1/2)/n Compute V ...
18. Flow length, L ...... .. . ... .. . .. . .. . .. . . .
19. Tt = L Compute Tt ...
3600 V
20. Watershed or subarea T cor Tt (add Tt in steps 6, 11, and 19) ... . .. ... . . . . . . . . . . . . . .. . . hr
min
TC w060166.xls
5/2/2006
9:09 AM
By: RLG
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Holy Trinity Greek Orthodox Church (W06-0166)
106th St. and Shelborne
Time of Concentration or Travel Time Worksheet
(Source: 210-VI-TR-55, Second Ed" June 1986)
Choose one: Present Developed
Choose one: T c Tt through subarea
To str 716
Notes:
Space for as many as four segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment 10
1. Surface Description .....................
GrassDense Imperv.
2. Manning's roughness coeff., n ...........
3. Flow length, L (total L.:::. 300 ft) ..........
4. Two-yr 24-hr rainfall, P2 .................
0.24
ft 35
in 2.64
5. Land slope, s .................. . .. . .. .. . ftIft
6. Tt = 0.007 (nL)O.B Compute Tt ... hr
P20.5 SO.4
Shallow Concentrated Flow Segment 10
7. Surface Description (paved or unpaved) ...
8. Flow length, L ............ . . . . . . . . . . . . . .
9. Watercourse slope, s ......... . . . . . . . . . ..
10. Average velocity, V ...... . . . . . . . . . . . . . . .
11. Tt = L Compute Tt ...
3600 V
Channel Flow Segment 10
12. Cross sectional flow area, a ... ... ....... ~
13. Wetted Perimeter, Pw ......... . . . . . . . . . .
14. Hydraulic radius, r = a/pw ... . . . . . . . . . . . .
15. Channel slope, s .......................
16. Manning's roughness coeff., n ............
17. V = (1.49 ~13 S112) / n Compute V ...
18. Flow length, L .................. . . . . . . . .
19. Tt = L Compute Tt ... hr
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ...........................
min
5/2/2006
1
By: RLG
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Holy Trinity Greek Orthodox Church (W06-0166)
106th St. and Shelborne
Time of Concentration or Travel Time Worksheet
(Source: 210-VI-TR-55, Second Ed., June 1986)
Choose one: Present Developed
Choose one: T c Tt through subarea
To str 719
Notes:
Space for as many as four segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to T c only) Segment 10
1. Surface Description... ... ... ... ... ... . .. Grassoense Imperv. Imperv.
2. Manning's roughness coeff., n ...........
3. Flow length, L (total L ~ 300 ft) ..........
4. Two-yr 24-hr rainfall, Pz ......... . . . . . . ..
5. Land slope, s ... . . . . . . . . . . . . . . . . . . . . . . . .
6. Tt = 0.007 (nL)0.8 Compute Tt ...
pZO.5 SO.4
.0.24
ft 29
in 2.64
Shallow Concentrated Flow Segment 10
7. Surface Description (paved or unpaved)
8. Flow length, L ...... . . . . . . . . . . . . . . . . . . . .
9. Watercourse slope, s ...................,
10. Average velocity, V ............ ... ... ...
11. Tt = L Compute Tt ...
3600 V
Channel Flow Segment 10
12. Cross sectional flow area, a ............. ftz
13. Wetted Perimeter, Pw ... . . . . . . . . . . . . . . . .
14. Hydraulic radius, r = a/pw ...... ... ... ...
15. Channel slope, s ... '. . . . . . . . . . . . . . . . . . . . ftlft
16. Manning's roughness coeff., n ... ... ... ...
17. V = (1.49 ~ s 112) 1 n Compute V ... ftls
18. Flow length, L .................. . . . . . . . . ft
19. Tt = L Compute Tt ... hr
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ...........................
min
5/2/2006
9: 11 AM
By: RLG
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Holy Trinity Greek Orthodox Church (W06-0 166)
106th St. and Shelborne
Time of Concentration or Travel Time Worksheet
(Source: 210-VI-TR-55, Second Ed., June 1986)
Choose one: Present Developed
Choose one: T c Tt through subarea
To str 715
Notes:
Space for as many as four segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment 10
1. Surface Description... ... ..; ... ... ... . .. GrassDense Imperv.
2. Manning's roughness coeff., n ...........
3. Flow length, L (total L.:::. 300 ft) ..........
4. Two-yr 24-hr rainfall, Pz .................
5. Land slope, s ...........................
6. T\ = 0.007 (nL)0.8 Compute T\ '"
pZO.5 SO.4
in
Shallow Concentrated Flow Segment 10
7. Surface Description (paved or unpaved) ...
8. Flow length, L ......... . . . . . . . . . . . . . . . . .
9. Watercourse slope, s ....................
10. Average velocity, V ......... . . . . . . . . . . . .
11. T\ = L Compute T\ ...
3600 V
Channel Flow Segment 10
12. Cross sectional flow area, a ............. ftz
13. Wetted Perimeter, Pw ... . . . . . . . . . . . . . . . .
14. Hydraulic radius, r = a/pw ...............
15. Channel slope, s .......................
16. Manning's roughness coeff., n ...... '" ...
17. V = (1.49 ~13 S1/2) 1 n Compute V ...
18. Flow length, L ......... . . . . . . . . . . . . . . . . .
19. T\ = L Compute T\ ...
3600 V
20. Watershed or subarea T c or T\ (add Tt in steps 6, 11, and 19) ...........................
min
5/2/2006
9:11 AM
By: RLG
=
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hr
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Holy Trinity Greek Orthodox Church (W06-0166)
106th St. and Shelborne
Time of Concentration or Travel Time Worksheet
(Source: 210-VI-TR-55, Second Ed., June 1986)
Choose one: Present Developed
Choose one: T c Tt through subarea
To str 712
Notes:
Space for as many as four segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface Description... ... ... ... ... ... .. . GrasSDense Imperv.
2. Manning's roughness coeff., n ...........
3. Flow length, L (total L.::: 300 ft) ..........
4. Two-yr 24-hr rainfall, P2 .................
5. Land slope, s ......... ... ...............
6. Tt = 0.007 (nL)0.8 Compute Tt ...
P20.5 SO.4
024
ft 74
in 2.64
ftlft
. Shallow Concentrated Flow Segment ID
7. Surface Description (paved or unpaved) ...
8. Flow length, L ...... . . . ... . .. . . . . .. . . . . .
9. Watercourse slope, s ...................,
10. Average velocity, V ...... .. . . .. . .. . . . . . .
11. Tt = L Compute Tt ...
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a .,. . . . . . . . . . . ft2
13. Wetted Perimeter, Pw ... . . . . . . . . . . . . . . . .
14. Hydraulic radius, r = a/pw ... . . . . . . '. . . . . .
15. Channel slope, s ............ . . . . . . . . . . .
16. Manning's roughness coeff., n ............
17.V=(1.49~l3s1/2)/n Compute V ...
18. Flow length, L ..........................
19. Tt = L Compute T\ ...
3600 V
20. Watershed or subarea T cor Tt (add T\ in steps 6, 11, and 19) ...... .. . . .. ... . .. ... . .. . ..
min
5/2/2006
9:12 AM
By:RLG
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. Line ID
Hydraflow DOT Report
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t::=Jr:=JCJr::=Jr::=J'-----' .--------,
~ CJ L-J CJ r::=J CJ
CJCJCJCJCJCJCJ
CJ
1 19.10 895.69 895.62 902.50 898.62 713 - 714
2 0.00 895.95 895.79 901.00 902.50 714.715
3 0.00 896.21 895.79 901 .00 902.50 714 - 716
4 .0.00 896.64 896.21 901.00 901.00 716 - 717
5 0.00 897.24 896.64 903.25 901.00 717-718
6 0.00 897.74 897.24 901.25 903.25 718-719
Hydraflow DOT Report
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Hydraflow DOT Report
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EMERGENCY OVERFLOW
CALCULA TIONS
o
o
o
D
o
o
o
o
o
o
o
o
o
o
o
o
o
o
D
Pond 1
QlOO:= 40.16
Cw:= 2.8
h:= 1.87
T '_ Q 1.25
~.- 100'-
3
Cw.h2
Lw= 7.011
o
o
D
D
D
D
D
D
o
D
o
D
D
D
D
D
D
o
o
QlOO:= 15.61
Cw:= 2.8
h := 0.87
Pond 2
L ._ Q 1.25
w.- 100.-
3
Cw.h2
Lw = 8.588
D
D
D
D
D
D
o
o
D
D
o
D
D
o
D
o
D
o
D
SW ALE
CALCULATIONS
D
D
Project Description
Worksheet
Flow Element
Method
Solve For
Swale 1 to S
Triangular Char
Manning's Forrr
Channel Depth
o
o
o
Input Data
Mannings Coeffic 0.030
Slope 005000 ftlft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 2.57 cfs
o
Results
o
Depth 2.13 ft
Flow Area 1.5 ft'
Wetted Perim, 4.49 ft
Top Width 1.42 ft
Critical Depth 1.30 ft
Critical Slope 0.070295 ftlft
Velocity 1.70 ftls
Velocity Head 0.04 ft
Specific.Ener~ 2.18 ft
Froude Numb, 0.29
Flow Type Subcritical
o
o
o
o
o
o
o
D
D
o
o
D
h:\2006\w060166\drainage\f1owma-1 \swale1-1.fm2
05/02/06 09:19:53 AM @ Haestad Methods, Inc.
Worksheet
Worksheet for Triangular Channel
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
D
D
Cross Section
Cross Section for Triangular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
D
Swale 1 to S
Triangular Char
Manning's Forrr
Channel Depth
D
Section Data
Mannings Coeffic 0.030
Slope 005000 ft/ft
Depth 2.13 ft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 2.57 cfs
D
D
D
D
D
D
D
D
D
o
D
o
D
o
V:1~
H :1
NTS
D
h:\2006\w060166\drainage\f1owma-1 \swale1-1 .fm2
05/02/06 09: 19:59 AM @ Haestad Methods, Inc.
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster VS.O [614b]
(203) 755-1666 Page 1 of 1
o
o
Project Description
Worksheet
Flow Element
Method
. Solve For
Swale 2 to W
Triangular Char
Manning's Forrr
Channel Depth
o
D
Input Data
Mannings Coeffi( 0.030
Slope 002500 ftlft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.73 cfs
D
D
Results
D
Depth 2.09 ft
Flow Area 1.5 ft2
Wetted Perim. 4.41 ft
Top Width 1.40 ft
Critical Depth 1.11 ft
Critical Slope 0.074104 ftlft
Velocity 1.18 ftls
Velocity Head 0.02 ft
Specific Ener~ 2.11 ft
Froude Numb, 0.20
Flow Type 3ubcritical
D
D
D
D
D
D
D
D
D
D
D
D
h:\2006\w060166\drainage\flowma-1 \swale1-1.fm2
05/02/06 09:20:06 AM @ Haestad Methods, Inc.
Worksheet
Worksheet for Triangular Channel
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
o
o
Project Description
Worksheet
Flow Element
Method
Solve For
Swale 2 to W
Triangular Char
Manning's FOnT
Channel Depth
o
o
Section Data
Mannings Coeffic 0.030
Slope 002500 flIft
Depth 2.09 ft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.73 cfs
D
o
o
o
o
o
D
o
o
D
D
o
o
D
Cross Section
Cross Section for Triangular Channel
2.09 ft
1
V:1~
H :1
NTS
D
h:\2006\w060166\drainage\flowma-1 \swale1"';1.fm2
05/02/06 09:20:11 AM @ Haestad Methods, Inc.
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
--
D
D
Project Description
Worksheet
Flow Element
Method
Solve For
Swale 3 to E
Triangular Char
Manning's FOnT
Channel Depth
o
D
Input Data
Mannings Coeffic 0.030
Slope 005000 ftlft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.74 cfs
D
o
Results
D
Depth 1.84 ft
Flow Area 1.1 ft'
Wetted Perim, 3.88 ft
T()p Width 1.23 ft
Critical Depth 1.11 ft
Critical Slope 0.074047 ftlft
Velocity 1.54 ftls
Velocity Head 0.04 ft
Specific Ener~ 1.88 ft
Froude Numb, 0.28
Flow Type Subcritical
o
o
D
o
o
D
D
o
o
o
D
D
h:\2006\w060166\drainage\f1owma-1 \swale1-1.fm2
05/02/06 09:20:18 AM @ Haestad Methods, Inc.
Worksheet
Worksheet for Triangular Channel
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
----
D
D
Cross Section
Cross Section for Triangular Channel
Project Description
Worksheet
Flow Element
Method
Solve For
D
Swale 3 to E
Triangular Char
Manning's Forrr
Channel Depth
D
Section Data
Mannings Coeffic 0.030
Slope 005000 ftIft
Depth 1.84 ft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.74 cfs
D
D
D
o
D
D
D
D
D
D
o
o
D
o
V:1~
H:1
NTS
D
h:\2006\w060 166\drainage\flowma-1 \swale 1-1 . fm2
05/02/06 09:20:23 AM @ Haestad Methods, Inc.
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1
o
o
Project Description
Worksheet
Flow Element
Method
Solve For
Swale 4 S
Triangular Char
Manning's Forrr
Channel Depth
D
D
Input Data
Mannings Coeffi( 0.030
Slope 005000 flIft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.27 cfs
D
D
Results
D
Depth 1.64 ft
Flow Area 0.9 ft2
Wetted Perim, 3.45 ft
Top Width 1.09 ft
Critical Depth 0.98 ft
Critical Slope 0.077223 flIft
Velocity 1.42 flIs
Velocity Head 0.03 ft
Specific Ener~ 1.67 ft
Froude Numb, 0.28
Flow Type 3ubcritical
D
D
D
D
D
o
D
o
o
D
o
D
h:\2006\w060166\drainage\f1owma-1 \swale1-1.fm2
05/02106 09:20:28 AM @ Haestad Methods, Inc.
Worksheet
Worksheet for Triangular Channel
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMasterv6.0 [614b]
(203) 755-1666 Page 1 of 1
o
D
Project Description
Worksheet
Flow Element
Method
Solve For
Swale 4 S
Triangular Char
Manning's Forrr
Channel Depth
o
D
Section Data
D
Mannings Coeffic 0.030
Slope 005000 ftIft
Depth 1.64 ft
Left Side Slope 3.00 V: H
Right Side Slope 3.00 V: H
Discharge 1.27 cfs
D
D
D
o
D
o
D
D
o
o
o
o
o
Cross Section
Cross Section for Triangular Channel
1 .64 ft
1
V:1D,
H :1
NTS
o
h:\2006\w060166\drainage\f1owma-1 \swale1-1.fm2
05/02/06 09:20:34 AM @ Haestad Methods, Inc.
Weihe Engineers, Inc.
37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Allan Weihe
FlowMaster v6.0 [614b]
(203) 755-1666 Page 1 of 1