20071158 Ver 1_Stormwater Info_20071213

STORMWATER AND EROSION CONTROL CALCULATIONS
PARSONS MILL
New Hanover County, North Carolina
For
Dominion Land Corporation
P.O. Box 3167
Wilmington, NC 28406
[phone]
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~~ser~n~~~~~'~,
Revised: August 21, 2007
.Revised: June 14, 2007
Revised: May 8, 2007
March 21, 2007
Prepared by:
'MORRIS, KUSKE ~ TUNSTALL
CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
(910} 343-9653 [phone] (Fax)
E-mail: [e-mail]
NKT Project No. 07001
1
D~.C 1 3 ~D07
wEnn~~s'~~~~
1

owl-I~S~
TABLE OF CONTENTS
S , 'on
POND CALCULATIONS 1
STORM SEWER CALCULATIONS 2
SWALE CALCULATIONS 3
CULVERT CALCULATIONS 4
TEMPORARY SEDIMENT BASIN CALCULATIONS 5
ENERGY DISSIPATOR CALCULATIONS 6

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1
Section i
POND
CALCULATIONS
1

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1
NORRtS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
WET DETENTION BASIN CALCULATIONS
Project Name: ~''arson's~'Mill
Contact Person: Phdtp. Bevilacqua, Jc, PE
Basin: Pond 1
Drainage Area, DA =
Impervious Area =
Pervious Area =
Impervious, I =
Storage Volume Required (Simple Method):
Design Rainfall Depth, D =
Normal Poot Elevation =
Contour t3elow State Storage Elevation =
Contour Above State Storage Elevation =
State Storage Pool Elevation =
Runoff Volume, Rv =
Required Storage Volume =
Provided Storage Volume =
Required Surface Area:
Average Depth, Davg =
°!o Imp
Low 30.00
High 40.00
Low 30.00
High 40.00
Required Surface Area =
Provided Surface Area =
Drawdown Orifice:
Avg. Nead =
Drawdown Time =
lntemal Diameter =
lntemal Diameter =
Drawdown Time =
lntemal Diameter =
lntemal Diameter =
Avg lntemal Diameter =
Design Orfice Diameter =
Design Drawdown Time =
`"` 1015 ac
3 97> ac
6.180 ac
39.11
6/14/2007
NKT No: 07001
Phone: [phone]
1a)', in
23.0 ft SA= ` 20,896'sf
23.0 ft SA = 20,896. sf
24.0 ft SA = 25,322' sf
23.7~ft SA = 25,322 sf
0.402 infin Rv = 0.05 + 0.009`1
14,812 ft3 V = D/12 x Rv x DA"43560
16,176 ft3 OK!
[~ 3.01 ft
SA/DA Avg Depth Proj % Imp SA/DA
3 3.50 39.11 3.91
4
3.5 3.00 39.11 4.41
4.5
SA/DA = 4.41 90% TSS removal, no filter strip
19,479 sf
20,896 sf OK!
0.35 ft
2 days 172,800 s
0.20 ft
2.35 in
5 days 432,000 s
0.12 ft
1.49 in
1.92 in
2.00 in OK!
2.76 days
F:\Projects\2007\07001 Parsons Mi111Calculations\Stcudural or Civil\07001 DWQ Pond #1 061307

Main Pond Volume (Excluding Forebay]
Pond Normal Pool Area
Bottom of Veg Shelf Pool Area
Bottom Pool Area
Normal Pool Elevation
Bottom of Veg Shelf Elevation
Bottom Pool Elevation
Normal Pool to Bottom Pond Volume
Forebay Sizing
1'5`;587 sf
10;046 sf
1050 sf
23 ft
21.30 ft
16 ft
51,192 FT3
Forebay Volume (Excluding Main Pondj
Normal Forebay Pool Area 4,616 sf
Bottom Forebay Area 30 sf
Normal Pool Elevation 23 ft
Bottom Forebay Elevation 18 _ ft
Normal Pool to Bottom Forebay Volume 11,615 ft3
Percent Forebay Volume: 18.5% (18 - 22% Required) OKI
Total Volume 62,807
Average Depth 3.01
1
1
f
1
1
i
5/2/2007
H:1Projects12007107001 Parsons Mill\Cafcutations\Structurat or Civi1107001 DWQ Pond #1 041007

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
WET DETENTION BASIN CALCULATIONS
~'roject Name: Parson s Mill
Contact Person: .Philip, Bevilacqua, Jr., PE
asin: Pond 2
rainage Area, DA = 14.82 ac
-
Impervious Area = 5._64
ac
~'ervious Area = 9.18 ac
/° impervious, I = 38 ~
tora a Volume Re uired im le Method
Design Rainfall Depth, D = 1.0 in
ormal Pool Elevation =
~ ?-2 ~' ft
?~1~ ft
tate Storage Pool Elevation =
r2unoff Volume, Rv - 0.393 inftn
~~equired Storage Volume = 21,116 ft3
provided Storage Volume = 23,060 ft3
squired Surface Area:
~verage Depth, Davg = 4.63 ft
r
1
,Required Surface Area =
~rovided Surface Area =
Drawdown Orifice:
~vg. Head =
Drawdown Time =
ntemal Diameter =
~nternal Diameter =
rawdown Time =
ntemal Diameter =
_.nternal Diameter =
6/14!2007
NKT No: 0~©01
Phone: [phone]
SA = 18,785' sf
23,143- sf
Rv = 0.05 + 0.009"1
V = D/12 x Rv x DA*43560
OK!
Imp SA/DA Avg Depth Proj °lo Imp SA/DA
Low 30.00 2.2 5.00 38.06 2.68
High 40.00 2.8
Low 30.00 2.5 4.50 38.06 2.98
High 40.00 3.1
SA/DA = 2.91 90°k TSS removal, no filter strip
18,756 sf
18,785 sf OK!
0.55 ft
2 days 172,800 s
0.21 ft
2.50 in
5 days 432,OOfl s
0.13 ft
1.58 in
~vg !ntemal Diameter = _ 2.04 in
esign Orifice Diameter = ~ 2.00 in OK!
Design Drawdown lime = 3.14 days
1 F:\Projects12007\07001 Parsons Mi111Calculations\Structural or Civi1107001 DWQ Pond #2 061307

r

Main Pond Volume (Excluding Forebay)
Pond Normal Pool Area
Bottom of Veg Shelf Pool Area
Bottom Pool Area
Normal Pool Elevation
Bottom of Veg Shelf Elevation
Bottom Pool Elevation
Normal Pool to Bottom Pond Volume
Forebay Volume {Excluding Main Pond)
Normal Forebay Pool Area
Bottom Forebay Area
Normal Pool Elevation
Bottom Forebay Elevation
~ Normal Pool to Bottom Forebay Volume

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1
1
1
Total Volume
Average Depth
Forebay Sizing
~ Y- . ~ ~ sf
,,.~_ 3 `~ sf
~ ~`.~. 22 _.~ ft
~~
J~ft
' ~ ' 9'. , ', ft
68,111 FT3
6; {° sf
$;° ~ " sf
22 ft
' ~~~~ ft
18,355 ft3
86,466 ft3
4.63
Percent Forebay Volume: ~-21.2% (18 - 22% Required) OK!
3/19/2007
H:\Projects12007\07001 Parsons MiI1lCalculations\Structural or Civil\07001 DWQ Pond #2 022107

NORRIS, KUSKE TUNSTALL 6/14/2007
CONSULTING ENGINEERS, INC.

WET DETENTION BASIN CALCULATIONS
~;roject Name: Parsons Mdl ~~ NKT No: 071 ~.,~'
contact Person: Philip Bevilacq ua; ~)r,; PE Phone: [phone]
asin: Pontl 3
rainage Area, DA = 9.77 ac
Impervious Area = 4.06, ac
'erviaus Area = 5.71 ac
~~o Impervious, 1= 41.56
torage Volume Required (Simaie Method):
~
[~eslgn Rainfall Depth, D = ,. , 1 0` in
5
ormal Pool Elevation =
.. ~.
sf
~~ ~ ft SA 2
sf
~ ~ ft SA ~ ~
tate Storage Pool Elevation = ,_. ~
,tunoff Vofume, Rv - 0.424 in/in Rv = 0.05 + 0.009'`1
~tequired Storage Volume = 15,037 ft3 V = D/12 x Rv x DA*43560
provided Storage Volume = 17,087 ft3 OK!
~tepuired Surface Area-
Average Depth, Davg = 3.01 ft
Imp SA/DA Avg Depth Proj % Imp SA/DA
Low 40.00 4 3.50 41.56 4.16
High 50.00 5
Low 40.00 4.5 3.00 41.56 4.67
High 50.00 5.6
tri
l
filt
66 90% TSS
SA/DA = 4
p
remova
, no
er s
.
required Surface Area = 19,836 sf
~'rovided Surface Area = 20,161 sf OK!
~rawdown Orifice:
Avg. Head = 0.40 ft
rawdown Time = 2 days 172,800 s
sternal Diameter = 0.19 ft
temal Diameter = 2.29 in
rawdown Time = 5 days 432,000 s
itemal Diameter = 0.12 ft
Internal Diameter = 1.45 in

~vg Internal Diameter = 1.87 in
Design Orifice Diameter = ~- 2.00 in OKt
esign Drawdown Time = 2.62 days
F:\Projects\2007\07001 Parsons Mill\Calculations\Structural or Civil\07001 DWQ Pond #3 061307

1

1
1
1
1
Forebay Sizing
Main Pond Volume (Excluding Forebay)
Pond Normal Pool Area
Bottom of Veg Shelf Pool Area
Bottom Pool Area
Normal Pool Elevation
Bottom of Veg Shelf Elevation
Bottom Pool Elevation
Normal Pool to Bottom Pond Volume
sf
sf
sf
21.5 ft
~_. ~fft
46,071 FT3
Forebay Volume (Excluding Main Pond)
Normal Forebay Pool Area
Bottom Forebay Area
Normal Pool Elevation
Bottom Forebay Elevation
Normal Pool to Bottom Forebay Volume
Total Volume
Average Depth
~`~-~" sf
~' sf
.:: , 4 21.5 ft
~-~
._ ,~~~~ft
11,635 ft3
57,706
3.01
Percent Forebay Volume: ~ 20.2% (18 - 22% Required) OKl
3/19/2007
H:\Projects12007\07001 Parsons Mill\Calculations\Structural or Civi1107001 DWQ Pond #3

NORRIS, KUSKE TUNSTALL 6/13/2007
CONSULTING ENGINEERS, INC.

'Project Name:
Contact Person:
Basin:
Drainage Area, DA =
Impervious Area =
Pervious Area =
~% Impervious, I =
WET DETENTION BASIN CALCULATIONS
Parson's Mill NKT No:
Philip Bevilacqua, Jr., PE Phone:
Ponds 4+5
19;43 ac
. ~~83 ac
10.60 ac
45.45
Storage Volume Required (Simple Methodl:
Design Rainfall Depth, D =
Normal Pool Elevation =
,State Storage Pool Elevation =
Runoff Volume, Rv =
Required Storage Volume =
Provided Storage Volume =
,Required Surtace Area:
Average Depth, Davg =

Required Surface Area =
Provided SurFace Area =
Drawdown Orifice:
Avg. Head =
Drawdown Time =
Internal Diameter =
Internal Diameter =
1.0 in
~1 Q.00 ft
~. ~,~~ ft
0.459 inrtn
32,374 ft3
34,855 ft3
o~oo~
(910} 343-9653
SA = ~ 26;:740 sf
SA - 351' sf
Rv = 0.05 + 0.009'`1
V = D/12 x Rv x DA~`43560
OK!
5.07 ft
Imp
Low 40.00
High 50.00
Low
High
Drawdown Time =
1lnternal Diameter =
Internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
Design Drawdown Time =
SA/DA Avg Depth Proj % Imp SA/DA
2.5 5.50 45.45 2.83
3.1
40.00 2.8 5.00 45.45 3.18
50.00 3.5
SA/DA = 3.13 90% TSS removal, no filter strip
26,504 sf
26,740 st OK!
0.60 ft
2 days 172,800 s
0.25 ft
3.03 in
5 days 432,000 s
0.16 ft
1.92 in
2.48 in
2.50 in OKI
2.95 days
H:1Projects12007\07001 Parsons Mill\Calculations\Structural or Civil\07001 DWQ Pond #4+5 061307

NORRIS, KUSKE TUNSTALL 6/14/2007
CONSULTING ENGINEERS, INC.
1
eject Name:
ontact Person:
Basin:
~ainage Area, DA =
Impervious Area =
~roious Area =
Impervious, I =
WET DETENTION BASIN CALCULATIONS
Parson's ~~
Philip Bevilaoqua, Jr., PE'
Pond 6
~torage Volume Required (Simple Method):
resign Rainfall Depth, D -
Normal Pool Elevation =
.ate Storage Pool Elevation =
unoff Volume, Rv =
squired Storage Volume =
~ovided Storage Volume =
squired Surface Area:
Average Depth, Davg =
NKT No: '0~ ~, ~`~~'
Phone: [phone]
SA = 12:592; sf
SA = 14 7 sf
Rv = 0.05 + 0.009`1
V = D/12 x Rv x DA"43560
OK!
5.49 ft
Imp
Low 50.00
High 60.00
SA/DA Avg Depth Proj % !mp SAlDA
3.1 5.50 50.39 3.13
3.9
8.87 ac
~.d-`~7 ac
4.40 ac
50.39
1.0 in
~:~ ~
0.504 in/in
16,213 ft3
19,162 ft3
Low 50.00 3.5
High 60.00 4.3
5.00 50.39 3.53
SA/DA = 3.14 90% TSS removal, no filter strip
^~quired Surface Area =
~~ovided Surface Area =
~rawdown Orifice:
~~g. Head =
Drawdown Time =
~temal Diameter =
temal Diameter =
awdown Time =
temal Diameter =
Intemal Diameter =
,rg Intemal Diameter =
uesign Orifice Diameter =
ign Drawdown Time
12,131 sf
12,592 sf OK!
0.70 ft
2 days 172,800 s
0.17 ft
2.07 in
5 days 432,000 s
0.11 ft
1.31 in
1.69 in
1.5fl in OK!
3.80 days
F:1Projects\2007107001 Parsons MiAtCalculations\Structurat or Civil\07001 DWQ Pond #6 061307

NORRIS, KUSKE TUNSTALL 6/14!2007
CONSULTING ENGINEERS, INC.
1
~roject Name:
ontact Person:
Basin:
~rainage Area, DA =
Impervious Area =
ervious Area =
~, Impervious, I =
WET DETENTION BASIN CALCULATIONS
Parson's Mill
Phi(ip Bevilacqua, Jr., PE
Pond 7
~torage Volume Required (Simple Method):
ueslgn Rainfall Depth, D =
Nom~al Pool Elevation =
fate Storage Pool Elevation =
runoff Volume, Rv =
equired Storage Volume =
rovided Storage Votume =
~'eguired Surface Area:
Average Depth, Davg =
i
equired Surface Area =
~rovided Surface Area =
nrawdown Orifice:
~vg. Head =
Drawdown Time =
~ternat Diameter =
temal Diameter =
8.91 ac
4.21 ac
4.70 ac
47.25
1.0 in
i 8.50'
19.60-
0.475 in/in
15,371 ft3
15,791 ft3
NKT No: 070dt
Phone: [phone]
SA = 13 st 47 sf
.a
SA :~._ ..:1 265' sf
~Rv = 0.05 + 0.009"`1
V = D/12 x Rv x DA"43560
OK!
5.10 ft
Imp SA/DA
Low .40.00 2.5
High 54.00 ~ 3.1
Low 40.00' 2 8
High 50`00 ' 3.5
rawdown Time =
temal Diameter =
#nternal Diameter =
vg Internal Diameter =
ign Orifice Diameter =
esign Drawdown Time =
Avg Depth Proj % Imp SA/DA
5.50 4725 2.94
5.00 47.25 3.31
SA/DA = 3.23 90% TSS removal, no filter strip
12,548 sf
13,447 sr OK!
0.55 ft
2 days 172,800 s
0.18 ft
2.14 in
5 days 432,000 s
0.11 ft
1.35 in
1.74 in
C 1.50 in OK!
4.06 days
F:1Projects\2007\07001 Parsons MilhCalculationslStructural or Civi1107001 DWQ Ponta #7 061307

3/19/2007
Forebay Sizing
Main Pond Volume (Excluding Forebay)
Pond Normal Pool Area
Bottom of Veg Shelf Pool Area
Bottom Pool Area
Normal Pool Elevation
Bottom of Veg Shelf Elevation
Bottom Pool Elevation
Normal Pool to Bottom Pond Volume
sf
` ~ ' sf
F sew sf
18.5 ti ft
~'~8 ~~ ft
~..:
=6 ft
Forebay Volume (Excluding Main Pond}
42,355 FT3
Normal Forebay Pool Area ~~ sf
Bottom Forebay Area 3 ., .1'~~, sf
Normal Pool Elevation ~ 1 E.5 ft
Bottom Forebay Elevation ~' ;~t~ .. .`ft
Normal Pool to Bottom Forebay Volume 10,973 ft3
Total Volume 53,328
Average Depth 5.10
Percent Forebay Volume: 20.6% ~(18 - 22% Required) OK!
H:\Projects\2007107001 Parsons Mill\Calculations\Structural or Civi1107001 DWQ Pond #7 022107

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
6/14/2007
WET DETENTION BASIN CALCULATIONS
Project Name: Parsons. I"# ( NKT No: .,07001.
Contact Person: Philip Bevt[acqu~, Jr.; PE Phone: [phone]
Basirr_ Pond $
Drainage Area, DA =
Impervious Area =
Pervious Area =
°k Impervious, 1 =
Storage Volume Required (Simple Method):
Design Rainfall Depth, D =
Normal Pool Elevation =
Contour Below State Storage Elevation =
Contour Above State Storage Elevation =
State Storage Pool Elevation =
Runoff Volume, Rv =
Required Storage Volume =
Provided Storage Volume =
Reauired Surface Area:
Average Depth, Davg =
Imp
Low 50.00
High 60.00
Low 50.00
High 60.00
Required Surtace Area =
Provided Surface Area =
Drawdown Orifice:
Avg. Head =
Drawdown Time =
Intemal Diameter =
Intemal Diameter =
Drawdown Time =
Intemat Diameter =
Intemal Diameter =
Avg Intemal Diameter =
Design Orifice Diameter =
Design Drawdown Time =
SA/DA
3.9
4.8
4.3
5.3
SA/DA =
5.400 ac
2.570 ac
2.530 ac
50.39
1.0`in
'' 23.0' it SA = 9;80 sf
' 23.0 ft SA = 9,800 sf
24.0 ft SA = 14t}< sf
,~~~' 2~.0' tt SA = 10,940 sf
0.504 inln Rv = 0.05 + 0.009*I
9,322 ft3 V = D/12 x Rv x DA*43560
10,370 ft3 OK!
4.46 ft
Avg Depth Proj % Imp SA/DA
4.50 50.39 3.94
4.00 50.39 4.34
3.97 90% TSS removal, no filter strip
8,821 sf
9,800 sf OK!
0.50 ft
2 days
0.14 ft
1.70 in
5 days
0.09 ft
1.08 in
1.39 in
1.50 in
2.58 days
172,800 s
432,000 s
OKI
F:1Projec:ts~2007\07001 Parsons Mi1~CakxalationslStnlctural or Civi1~07001 DWQ Pond #8 061307

5iu2oo7
Forebay Sizing
Main Pond Volume (Excluding Forebay)
Pond Normal Pool Area .7;281 sf
Bottom of Veg Shelf Pool Area 4;319 sf
Bottom Pool Area 439. sf
Normal Pool Elevation 23 ft
Bottom of Veg Shelf Elevation 21.30 ft
Bottom Pool Elevation 11 ft
Normal Pool to Bottom Pond Volume 34,364 FT3
Forebay Volume (Excluding Main Pond)
Normal Forebay Pool Area 1,64`'' sf
Bottom Forebay Area 219 sf
Normal Poot Elevation 23 ft
Bottom Forebay Elevation 13 ' ft
Normal Pool to Bottom Forebay Volume 9,305 ft3
Percent Forebay Volume: 21.3% (18 - 22% Required) OKI
Total Volume 43,669
Average Depth 4•~
H:\Projects\2007\07001 Parsons Mill\Calculations\Structural or Civil\07001 DWQ Pond #8 040907

fPD1 >
L_ _.:/
Basin 1
Pre-Development
;~ g 7
_,_,,
Pond Basin
7P;
Po d 7
C7
Pond 7 Culvert
PD2
~_J
Basin 2
Pre-Development
B6 ~ B5 B4,
---~ ~ _.
Pond Basin Pond Basin pond Basin
6P 5P 4-- qp
Po d 6 Po d 5 Pond 4
C6 C4/5
Pond 6 C vert po 4/5 Culvert
L2
Basin 2
PD3
Basin 3
Pre-Oevelopment
B3 62
Pond~Basin Pond Basin
3P 2P
Pon 3 po d 2
C3 C2
Pond 3 C vert Pon 2 Culvert
L3
Basin 3
PD4 ~5
Basin 4
Pre-Development Basin 5
Pre-Development
68 ~ ~ 1.l
Pond Basin Pond 1 Basin
8P 1p
Pond 8 Pond 1
Stabcat Reach on Link

1

07001 Pond Routing 031307 Type 111 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 10
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
p,D I
Subcatchment A$Si Basin 1Pre-Development
Runoff = 4.86 cfs @ 13.57 hrs, Volume= 1.440 af, Depth> 0.98"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 2-yr Rainfall=4.50"
Area (acl CN Description
1.310 30 Woods, Good, HSG A
8.140 55 Woods, Good, HSG B
8.140 70 Woods, Good, HSG C
17.590 60 Weighted Average
1
1
1
1
t
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
9.8 280 0.0090 0.5 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.3 550 0.0110 3.9 78.54 Channel Flow,
Area= 20.0 sf Perim= 40.0' r-- 0.50'
n= 0.025 Earth, clean 8~ winding _______
105.2 1,130 Total
1

1
1

07001 Pond Routing 031307 Type 111 24hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 18
HvdroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
7~
Pond~P: Pond 7
Inflow Area = 8.910 ac, Inflow Depth > 2.20" for 2-yr event
Inflow = 18.13 cfs @ 12.19 hrs, Volume= 1.637 of
Outflow = 4.80 cfs @ 12.67 hrs, Volume= 1.197 af, Atten= 74%, Lag= 28.8 min
Primary = 4.80 cfs @ 12.67 hrs, Volume= 1.197 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 20.57' @ 12.67 hrs Surf.Area= 17,099 sf Storage= 31,508 cf
Plug-Flow detention time=181.3 min calculated for 1.197 of (73% of inflow)
Center-of-Mass det. time= 89.7 min (929.6 - 839.8 )
Volume Invert Avail.Storage Storage Description
#1 18.50' 127,339 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
18.50 13,449 0 0
19.00 14,279 6,932 6,932
20.00 16,032 15,156 22,088
21.00 17, 909 16, 971 39, 058
22.00 19,902 18,906 57,964
23.00 21,996 20,949 78,913
24.00 24,188 23,092 102,005
25.00 26,480 25,334 127,339
Device Routing Invert Outlet Devices
#1 Primary 18.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 19.70' 1.80' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 20.60' 1.00' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 21.70' 2.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 23.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 23.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=4.80 cfs @ 12.67 hrs HW=20.57' TW=19.14` (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.7 fps)
2=Orifice/Grate (Orifice Controls 4.68 cfs @ 3.0 fps)
3=Orifice/Grate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
S=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.50' (Free Discharge}
-6=Broad-Crested Rectangular Weir (Controls 0.00 cfs}
t
1

1
07001 Pond Routing 031907 Type IN 24-hr 70-yr Rainfall=6.70"
Prepared by Norris, Kuske, 8~ Tunstall Consulting Engineers, Inc. Page 8
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment PD1: Basin 1Pre-Development
Runoff = 12.87 cfs @ 13.45 hrs, Volume= 3.403 af, Depth> 2.32"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area (acl CN Description
1.310 30 Woods, Good, HSG A
8.140 55 Woods, Good, HSG B
8.140 70 Woods, Good, HSG C
17.590 60 Weighted Average
Tc
(min) Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
9.8 280 0.0090 0.5 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.3 550 0.0110 3.9 78.54 Channel Flow,
Area= 20.0 sf Perim= 40.0' r= 0.50'
n= 0.025 Earth, clean & winding
105.2 1,130 Total
1
1

t
1

t

1
07001 Pond Routing 031907 Type l/l 24-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, 8~ Tunstall Consulting Engineers, Inc. Page 7
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment B7: Pond 7 Basin
Runoff = 33.72 cfs @ 12.18 hrs, Volume= 3.035 af, Depth> 4.09"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 111 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
0.690 39 >75% Grass cover, Good, HSG A
3.540 61 >75% Grass cover, Good, HSG B
0.470 74 >75% Grass cover, Good, HSG C
4..210 98 Paved parking & roofs
8.910 77 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 9.6 60 0.0050 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 4.50"
3.8 980 0.0030 4.3 13.42 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Concrete pipe, finished
13.4 1,040 Total
1
1

1

t
t
1

1
07001 Pond Routing 031907 Type Ill 24-hr 10 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 24
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Pond 7P: Pond 7
Inflow Area = 8.910 ac, Inflow Depth > 4.09" for 10-yr event
Inflow _ 33.72 cfs @ 12.18 hrs, Volume= 3.035 of
Outflow 12.59 cfs @ 12.55 hrs, Volume= 2.573 af, Atten= 63%, Lag= 22.3 min
Primary = 12.59 cfs @ 12.55 hrs, Volume= 2.573 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 21.71' @ 12.55 hrs Surf.Area= 19,323 sf Storage= 52,265 cf
Plug-Flow detention time= 129.2 min calculated for 2.571 of (85% of inflow)
Center-of-Mass det. time= 65.4 min (887.6 - 822.2 )
Volume Invert AvaiLStorage Storage Description
#1 18.50' 127,339 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
18.50 13,449 0 0
19.00 14,279 6,932 6,932
20.00 16,032 15,156 22,088
21.00 17, 909 16, 971 39,058
22.00 19,902 18,906 57,964
' 23.00 21,996 20,949 78,913
24.00 24,188 23,092 102,005
25.00 26,480 25,334 127,339
Device Routing Invert Outlet Devices
#1 Primary 18.50' 2.0" Vert. OrificelGrate C= 0.600
#2 Primary 19.70' 1.80' W x 1.00' H Vert. OrificelGrate C= 0.600
#3 Primary 20.60' 1.00' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 21.70' 2.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 23.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 23.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
P
i
O
tFl namic Tailwater)
71' TW=19
60' (D
=12
59
f
12
55 h
HW=21
M
r
mary
u
ow y
ax
.
c
s @
.
rs
.
.
1=Orifice/Grate (Orifice Controls 0.15 cfs @ 7.0 fps)
2=Orifice/Grate
3=Orifice/Grate (Orifice Controls 10.60 cfs @ 5.9 fps)
(Orifice Controls 1.83 cfs @ 4.6 fps)
=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.3 fps)
=Orifice/Grate (Controls 0.00 cfs)
'
econdary OutFlo w Max=0.00 cfs @ 0.00 hrs HW=18.50
(Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)

1
1

1
07001 Pond Routing 031907 Type Ill 24-hr 25 yr Rainfall=8.09"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
1
1
1
Subcatchment PD1: Basin 1Pre-Development
Runoff = 18.44 cfs @ 13.44 hrs, Volume= 4.761 af, Depth> 3.25"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 25-yr Rainfall=8.01"
Area (acl CN Descriotion
1.310 30 Woods, Good, HSG A
8.140 55 Woods, Good, HSG B
8.140 70 Woods, Good, HSG C
17.590 60 Weighted Average
1
1
1
1
1

1
1
Tc Length Slope Velocity Capacity Description
__(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
9.8 280 0.0090 0.5 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.3 550 0.0110 3.9 78.54 Channel Flow,
Area= 20.0 sf Perim= 40.0' r-- 0.50'
_____ _ n= 0.025 Earth, clean & winding
105.2 1,130 Total
1

1
07001 Pond Routing 031907 Type 111 24-hr 25-yr Rainfall=8.01"
' Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 7
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Pond 7Ps Pond 7
Inflow Area = 8.910 ac, Inflow Depth > 5.27" for 25-yr event
Inflow _ 43.29 cfs @ 12.18 hrs, Volume= 3.914 of
Outflow 18.24 cfs @ 12.51 hrs, Volume= 3.441 af, Atten= 58%, Lag= 19.8 min
Primary = 18.24 cfs @ 12.51 hrs, Volume= 3.441 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 22.32' @ 12.51 hrs Surf.Area= 20,580 sf Storage= 64,517 cf
Plug-Flow detention time= 115.8 min calculated for 3.438 of (88% of inflow)
Center-of-Mass det. time= 61.3 min (876.4 - 815.0 )
Volume Invert Avail.Storage Storage Description
#1 18.50' 127,339 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq-ft) (cubic-feet) (cubic-feet)
18.50 13,449 0 0
19.00 14,279 6,932 6,932
20.00 16,032 15,156 22,088
21.00 17, 909 16, 971 39, 058
22.00
23.00 19,902
21,996 18,906
20,949 57,964
78,913
24.00 24,188 23,092 102,005
25.00 26,480 25,334 127,339
1
s

1
1
t
Device Routing Invert Outlet Devices
#1 Primary 18.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 19.70' 1.80' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 20.60' 1.00' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 21.70' 2.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 23.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 23.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=18.23 cfs @ 12.51 hrs HW=22.32' TW=19.91' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.5 fps)
2=Orifice/Grate (Orifice Controls 12.54 cfs @ 7.0 fps)
3=Orifice/Grate (Orifice Controls 2.38 cfs @ 5.9 fps)
-Orifice/Grate (Orifice Controls 3.16 cfs @ 2.5 fps)
-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.50' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

07001 Pond Routing 031907 Type 11124-hr 25 yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 6
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Reach C7: Pond 7 Culvert
Inflow Area = 8.910 ac, Inflow Depth > 4.63" for 25-yr event
Inflow _ 18.24 cfs @ 12.51 hrs, Volume= 3.441 of
Outflow 18.24 cfs @ 12.51 hrs, Volume= 3.441 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 7.7 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 3.5 fps, Avg. Travel Time= 0.3 min
' Peak Depth= 1.41' @ 12.51 hrs
Capacity at bank full= 21.49 cfs
Inlet Invert= 18.50', Outlet Invert= 18.00'
' 24.0" Diameter Pipe, n= 0.012
Length= 65.0' Slope= 0.0077 '/'

1
1

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07001 Pond Routing 031907 Type Ill 24-hr 100 yr Rainfall=10.00"
' Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
' Subcatchment PD1: Basin 1Pre-Development
Runoff = 27.53 cfs @ 13.44 hrs, Volume= 6.996 af, Depth> 4.77"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 100-yr Rainfall=10.00"
1

1
1

1
Area facl CN Description
1.310 30 Woods, Good, HSG A
8.140 55 Woods, Good, HSG B
__8.140 70 Woods, Good, HSG C
__ - -
17.590 60 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
9.8 280 0.0090 0.5 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
2.3 550 0.0110 3.9 78.54 Channel Flow,
Area= 20.0 sf Perim= 40.0' r= 0.50'
__ n= 0.025 Earth, clean 8~ winding
105.2 1,130 Total
1

1
07001 Pond Routing 031907 Type !ll 24-hr 900-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 14
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
' Pond 7P: Pond 7
Inflow Area = 8.910 ac, Inflow Depth > 7.12" for 100-yr event
Inflow _ 57.93 cfs @ 12.18 hrs, Volume= 5.286 of
Outflow 27.03 cfs @ 12.47 hrs, Volume= 4.798 af, Atten= 53%, Lag= 17.5 min
Primary = 27.03 cfs @ 12.47 hrs, Volume= 4.798 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 23.08' @ 12.47 hrs Surf.Area= 22,171 sf Storage= 80,679 cf
Plug-Flow detenti on time= 102.4 min calculated for 4.798 of (91 % of inflow)
Center-of--Mass d et. time= 57.3 min (863.9 - 806.6 )
Volume Invert Avail.Storage Storage Description
#1 18.50' 127 ,339 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq-ft) (cubic-feet) (cubic-feet}
18.50 13,449 0 0
19.00 14,279 6,932 6,932
20.00 16,032 15,156 22,088
21.00 17, 909 16, 971 39, 058
22.00 19,902 18,906 57,964
' 23.00 21,996 20,949 78,913
24.00 24,188 23,092 102,005
25.00 26,480 25,334 127,339
' Device Routing Invert Outlet Devices
#1 Primary 18.50' Z.0" Vert. Orifice/Grate C= 0.600
#2 Primary 19.70' 1.80' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 20.60' 1.00' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 21.70' 2.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 23.00'
' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
'
'
' #6 Secondary 23.50 20.0
long x 10.0
breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

1
1
Primary OutFlow Max=27.01 cfs @ 12.47 hrs HW=23.08' TW=20.50' (Dynamic Tailwater}
1=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.7 fps)
2=Orifice/Grate (Orifice Controls 13.86 cfs @ 7.7 fps)
3=Orifice/Grate (Orifice Controls 2.91 cfs @ 7.3 fps)
-Orifice/Grate (Orifice Controls 8.90 cfs @ 4.5 fps)
=Orifice/Grate (Weir Controls 1.17 cfs @ 0.9 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.50' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

07001 Pond Routing 031307 Type 11124-hr 2 yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 6
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3!19/2007
~P~ 2-
r Subcatchment a-3'S: Basin 2Pre-Development
Runoff = 9.70 cfs @ 13.37 hrs, Volume= 2.523 af, Depth> 1.17"
1

Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24hr 2-yr Rainfall=4.50"
Area (acl CN Description
2.100 30 Woods, Good, HSG A
7.480 55 Woods, Good, HSG B
14.880 70 Woods, Good, HSG C
1.500 77 Woods. Good. HSG D
25.960 63 Weighted Average

1

1

Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
88.1 280 0.0030 0.1 Sheet Fiow,
Woods: Light underbrush n= 0.400 P2= 4.50"
4.5 1,240 0.0060 4.6 46.04 Channel Flow,
Area= 10.0 sf Perim= 10.0' r-- 1.00'
n= 0.025 Earth, clean & winding
92.6 1,520 Total

~, 07001 Pond Routing 031307 Type l/l 24-hr 2 yr Rainfall=4.50"
Prepared by Norris, Kuske, 8~ Tunstall Consulting Engineers, Inc. Page 19
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
r 6~
Ponder Pond 6
Inflow Area = 8.870 ac, Inflow Depth > 2.55" for 2-yr event
Inflow _ 25.99 cfs @ 12.10 hrs, Volume= 1.881 of
Outflow 1.08 cfs @ 15.58 hrs, Volume= 0.994 af, Atten= 96%, Lag= 209.0 min
Primary = 1.08 cfs @ 15.58 hrs, Volume= 0.994 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 21.36' @ 15.58 hrs Surf.Area= 16,797 sf Storage= 52,838 cf
Plug-Flow detention time= 359.7 min calculated for 0.994 of (53% of inflow)
Center-of-Mass det. time= 247.3 min (1,070.7 - 823.3 )
1

Volume Invert Avail.Storage Storage Description
#1 17.50' 125,808 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
17.50 10,743 0 0
18.00 11,463 5,552 5,552
19.00 12,960 12, 212 17, 763
20.00 14,530 13,745 31,508
21.00 16,174 15,352 46,860
22.00 17,891 17,033 63,893
23.00 19,682 18,787 82,679
24.00 21,546 20,614 103,293
25.00 23,484 22,515 125,808
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.90' 0.40' W x 0.30' H Vert. Orifice/Grate C= 0.600
#3 Primary 21.40' 0.50' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.30' 1.20' W x 0.70' H Vert. Orifice/Grate C= 0.600
#5 Primary 24.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 24.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.08 cfs @ 15.58 hrs HW=21.36'
1=Orifice/Grate (Orifice Controls 0.20 cfs @ 9.1 fps)
2=Orifice/Grate (Orifice Controls 0.88 cfs @ 7.3 fps)
3=Orifice/Grate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
TW=17.79' (Dynamic Tailwater)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.50' (Free Discharge}
L6=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1
1

1
07001 Pond Routing 031307 Type 111 24-hr 2-yr Rainfall=4.50"
' Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 20
H_ ydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
s~
~ Pond.6~P: Pond 5
Inflow Area = 19.430 ac, Inflow Depth > 2.29" for 2-yr event
Inflow _ 25.69 cfs @ 12.24 hrs, Volume= 3.712 of
' Outflow 8.56 cfs @ 12.70 hrs, Volume= 3.196 af, Atten= 67%, Lag= 27.2 min
Primary = 8.56 cfs @ 12.70 hrs, Volume= 3.196 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-fnd method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 22.05' @ 12.70 hrs Surf.Area= 20,079 sf Storage= 50,876 cf
'' Plug-Flow detention time= 131.8 min calculated for 3.193 of (86% of inflow}
Center-of-Mass det. time= 71.0 min (944.8 - 873.9 )

~ Volume Invert Avail.Storage Storage Description
' #1 19.00' 120 ,846 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,489 0 0

' 21.00 17,634
23.00 22,303 31,123 31,123
39,937 71,060
25.00 27,483 49,786 120,846
Device Routing Invert Outlet Devices
#1 Primary 19.00' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 20.20' 1.50' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 22.00' 1.90' W x 1..00' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.50' 1.00' W x 0.50' H Vert. Orifice/Grate C= 0.600
#5 Primary 24.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 24.20' 60.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=8.56 cfs @ 12.70 hrs HW=22.05' TW=19.71' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.4 fps)
2=Orifice/Grate (Orifice Controls 8.33 cfs @ 5.6 fps)
' 3=Orifice/Grate (Orifice Controls 0.06 cfs @ 0.7 fps)
-Orifice/Grate (Controls 0.00 cfs)
=Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

1

1
07001 Pond Routing 031307 Type 111 24-hr 2 yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 24
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Ponder: Pond 4
inflow Area = 7.680 ac, Inflow Depth > 2.55" for 2-yr event
' Inflow _ 27.68 cfs @ 12.00 hrs, Volume= 1.631 of
Outflow 6.42 cfs @ 12.05 hrs, Volume= 1.128 af, Atten= 77%, Lag= 2.8 min
Primary = 6.42 cfs @ 12.05 hrs, Volume= 1.140 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 21.72' @ 13.30 hrs Surf.Area= 18,362 sf Storage= 42,856 cf
Plug-Flow detention time= 255.3 min calculated for 1.127 of (69% of inflow)
Center-of-Mass det. time= 158.5 min (976.5 - 818.0 )
Volume Invert Avail.Storage Storag e Description
#1 19.00' 114,181 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_ __ (feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,251 0 0
21.00 16,931 30,182 30,182
23.00 20,917 37,848 68,030
25.00 25,234 46,151 114,181
Device Routing Invert Outlet Devices
#1 Primary 19.00' 30.0" Vert. Orifice/Grate C= 0.600
#2 Secondary 24.20' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.36 cfs @ 12.05 hrs HW=20.58' TW=20.41' (Dynamic Tailwater)
t1=Orifice/Grate (Orifice Controls 6.36 cfs @ 2.0 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1
1
1

1

07001 Pond Routing 031307 Type 111 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 25
HvdroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
t.2-
Link ~L': Basin 2

1

1
t
Inflow Area = 28.300 ac, Inflow Depth > 1.78" for 2-yr event
Inflow = 9.53 cfs @ 12.70 hrs, Volume= 4.189 of
Primary = 9.53 cfs @ 12.70 hrs, Volume= 4.189 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Fixed water surface elevation= 17.00'
1

1
' 07001 Pond Routing 031907 Type 11124-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 9
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment PD2: Basin 2Pre-Development

1

1

1

Runoff = 23.66 cfs @ 13.28 hrs, Volume= 5.651 af, Depth> 2.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11124-hr 10-yr Rainfall=6.70"
Area (act CN Description
2.100 30 Woods, Good, HSG A
7.480 55 Woods, Good, HSG B
14.880 70 Woods, Good, HSG C
1.500 77 Woods, Good, HSG D
25.960 63 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs}
88.1 280 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
4.5 1,240 0.0060 4.6 46.04 Channel Flow,
Area= 10.0 sf Perim= 10.0' r= 1.00'
n= 0.025 Earth, clean & winding
92.6 1,520 Total

1
07001 Pond Routing 031907 Type 111 24-hr 70 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 6
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment B6: Pond 6 Basin
Runoff = 45.67 cfs @ 12.09 hrs, Volume= 3.342 af, Depth> 4.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
'
Area (ac) CN Description
4.470 98 Paved parking & roofs
0.850 39 >75% Grass cover, Good , HSG A
1.280 61 >75% Grass cover, Good , HSG B
2.270 74 >75% Grass cover, Good , HSG C
8.870 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.2 60 0.0050 0.8 Sheet Flow,
Smooth surfaces n= 0.011 P2= 4.50"
2.9 250 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
2.4 610 0.0030 4.3 13.42 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Concrete pipe, finished
' 6.5 920 Total

1

1

1

07001 Pond Routing 031907 Type 111 24-hr 10 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 23
H}~droCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Pond 6P: Pond 6
Inflow Area_ 8.870 ac, Inflow Depth > 4.52" for 10-yr event - -
Inflow 45.67 cfs @ 12.09 hrs, Volume= 3.342 of
Outflow - 2.69 cfs @ 14.06 hrs, Volume= 2.109 af, Atten 94%, Lag 118.0 min
Primary = 2.69 cfs @ 14.06 hrs, Volume= 2.109 of
' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 23.30' @ 14.06 hrs Surf.Area= 20,238 sf Storage= 88,636 cf
Plug-Flow detention time= 323.4 min calculated for 2.109 of (63% of inflow)
Center-of-Mass det. time= 222.5 min (1,029.5 - 807.0 )
Volume Invert AvaiLStorage Storage Description
#1 17.50' 125,808 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
17.50 10, 743 0 0
18.00 11,463 5,552 5,552
19.00 12,960 12, 212 17, 763
20.00 14,530 13,745 31,508
21.00 16,174 15,352 46,860
22.00 17,891 17,033 63,893
23.00 19,682 18,787 82,679
24.00 21,546 20,614 103,293
25.00 23,484 22,515 125,808
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.90' 0.40' W x 0.30' H Vert. OrificelGrate C= 0.600
#3 Primary 21.40' 0.50' W x 0.40' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.30' 1.20' W x 0.70' H Vert. Orifice/Grate C= 0.600
#5 Primary 24.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 24.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
1 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.69 cfs @ 14.06 hrs HW=23.30' TW=17.96' (Dynamic Tailwater)
1=OrificelGrate
2=OrificelGrate (Orifice Controls 0.24 cfs @ 11.1 fps)
(Orifice Controls 1.19 cfs @ 9.9 fps)
3=Orifice/Grate (Orifice Controls 1.25 cfs @ 6.3 fps)
-Orifice/Grate
=Orifice/Grate (Controls 0.00 cfs)
(Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.50' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

1

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'~ 07001 Pond Routing 031907 Type 111 24-hr 70-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 5
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC _3/19/2007
r Subcatchment B5: Pond 5 Basin
Runoff = 44.74 cfs @ 12.24 hrs, Volume= 4.525 af, Depth> 4.62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
0.180 39 >75% Grass cover, Good, HSG A
3.540 61 >75% Grass cover, Good, HSG B
1.480 74 >75% Grass cover, Good, HSG C
0.490 80 >75% Grass cover, Good, HSG D
6 060 98 Paved parking 8~ roofs
11.750 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ft/sec) (cfs)
9.6 60 0.0050 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 4.50"
4.4 380 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
3.8 980 0.0030 4.3 13.42 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Concrete pipe, finished
17.8 1,420 Total

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07001 Pond Routing 031907 Type 111 24-hr ?D-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 22
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
1
Pond 5P: Pond 5
Inflow Area_ 19.430 ac, Inflow Depth > 4.26" for 10-yr event
Inflow 46.44 cfs @ 12.17 hrs, Volume= 6.895 of
Outflow = 21.01 cfs @ 12.58 hrs, Volume= 6.335 af, Atten= 55%, Lag= 24.5 min
Primary = 21.01 cfs @ 12.58 hrs, Volume= 6.335 of
I Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 23.46' @ 12.58 hrs Surf.Area= 23,486 sf Storage= 81,518 cf
Plug-Flow detention time= 101.1 min calculated for 6.330 of (92% of inflow)
Center-of-Mass det. time= 62.1 min (920.2 - 858.1 )
Volume Invert Avaii Storage Storage Description
#1 19.00' 120,846 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet
19.00 13,489 0 0
21.00 17,634 31,123 31,123
23.00 22,303 39,937 71,060
25.00 27,483 49,786 120,846
Device Routing Invert Outlet Devices
#1 Primary 19.00' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 20.20' 1.50' W x 1.00' H Vert. OrificelGrate C= 0.600
#3 Primary 22.00' 1.90' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.50' 1.00' W x 0.50' H Vert. Orifice/Grate C= 0.600
#5 Primary 24.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
1 #6 Secondary 24.20' 60.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=21.01 cfs @ 12.58 hrs HW=23.46' TW=20.15' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.8 fps}
2=Orifice/Grate (Orifice Controls 11.97 cfs @ 8.0 fps}
3=OrificelGrate (Orifice Controls 8.84 cfs @ 4.7 fps)
OrificelGrate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00` (Free Discharge)
~=Broad-Crested Rectangular Weir . (Controls 0.00 cfs)
1

1

07001 Pond Routing 031907 Type 111 24-hr 10 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, {nc. Page 4
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment B4: Pond 4 Basin
1 Runoff = 48.58 cfs @ 12.00 hrs, Volume= 2.897 af, Depth> 4.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 111 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
2.770 98 Paved parking & roofs
0.510 55 Woods, Good, HSG B
4.400 74 >75% Grass cover, Good, HSG C
7.680 81 Weighted Average
1
1
1

1
1

07001 Pond Routing 031907 Type 111 24-hr 70 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 21
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Pond 4P: Pond 4
1 Inflow Area_ 7.680 ac, Inflow Depth > 4.53" for 10-yr event - -
Inflow 48.58 cfs @ 12.00 hrs, Volume= 2.897 of
Outflow - 12.27 cfs @ 12.04 hrs, Volume= 2.353 af, Atten- 75%, Lag 2.2 min
Primary = 12.27 cfs @ 12.04 hrs, Volume= 2.370 of
' Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 23.22' @ 12.86 hrs Surf.Area= 21,388 sf Storage= 72,646 cf
Plug-Flow detention time= 216.3 min calculated for 2.353 of (81 % of inflow)
Center-of-Mass det. time= 142.9 min (944.5 - 801.7 )
Volume Invert AvaiLStorage Storage Description
#1 19.00' 114,181 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft} (cubic-feet) (cubic-feet}
19.00 13,251 0 0
21.00 16,931 30,182 30,182
23.00 20,917 37,848 68,030
25.00 25,234 46,151 114,181
Device Routing Invert Outlet Devices
#1 Primary 19.00' 30.0" Vert. OrificelGrate C= 0.600
#2 Secondary 24.20' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English} 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
1 Primary OutFlow Max=12.25 cfs @ 12.04 hrs HW=21.83' Tw=21.56' (Dynamic Tailwater)
t--1=OrificelGrate (Orifice Controls 12.25 cfs @ 2.5 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

1
07001 Pond Routing 031907 Type 11124-hr 25-yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC _ 3/19/2007
Subcatchment PD2: Basin 2Pre-Development
Runoff = 33.05 cfs @ 13.27 hrs, Volume= 7.770 af, Depth> 3.59"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 25-yr Rainfall=8.01"

Area (ac} CN Description
2.100 30 Woods, Good, HSG A
7.480 55 Woods, Good, HSG B
14.880 70 Woods, Good, HSG C
1.500 77 Woods, Good HSG D
25.960 63 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)

' 88.1 280 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
4.5 1,240 0.0060 4.6 46.04 Channel Flow,
Area= 10.0 sf Perim= 10.0` r- 1.00'
n= 0.025 Earth, clean & winding
92.6 1,520 Total

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1
1

07001 Pond Routing 031907 Type 111 24-hr 25 yr Rainfall=8.09"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 6
HydroCAD®710 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Pond 6P: Pond 6
Inflow Area = 8.870 ac, Inflow Depth > 5.75"
Inflow _ 57.52 cfs @ 12.09 hrs, Volume= for 25-yr event
4.247 of
Outflow - 6.50 cfs @ 12.81 hrs, Volume= 2.926 af, Atten= 89%, Lag= 42.9 min
Primary = 6.50 cfs @ 12.81 hrs, Volume= 2.926 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.07' @ 12.81 hrs Surf.Area= 21,677 sf Storage= 104,749 cf
Plug-Flow detention time= 289.2 min calculated for 2.926 of (69% of inflow)
Center-of-Mass det. time= 195.6 min (995.9 - 800.3 )
1

1

1
1
1
Volume Invert Avail.Storage Storage Description
#1 17.50' 125,808 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area 1nc.Store Cum.Store
(feet) (sq-ft) (cubic-feet} (cubic-feet)
17.50 10,743 0 0
18.00 11,463 5,552 5,552
19.00 12,960 12, 212 17, 763
20.00 14,530 13,745 31,508
21.00 16,174 15,352 46,860
22.00 17,891 17,033 63,893
23.00 19,682 18,787 82,679
24.00 21,546 20,614 103,293
25.00 23,484 22,515 125,808
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.90' 0.40' W x 0.30' H Vert. Orifice/Grate C= 0.600
#3 Primary 21.40' 0.50' W x 0.40' H Vert, Orifice/Grate C= 0.600
#4 Primary 23.30' 1.20' W x 0.70' H Vert. Orifice/Grate C= 0.600
#5 Primary 24.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 24.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.50 cfs @ 12.81 hrs HW=24.07' TW=18.21' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.25 cfs @ 11.6 fps)
2=OrificelGrate (Orifice Controls 1.29 cfs @ 10.8 fps)
3=Orifice/Grate (Orifice Controls 1.51 cfs @ 7.6 fps)
-Orifice/Grate (Orifice Controls 2.52 cfs @ 3.0 fps)
-Orifice/Grate (Weir Controls 0.91 cfs @ 0.8 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=17.50' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

07001 Pond Routing 031907 Type !ll 24-hr 25-yr Rainfa!1=8.01"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 5
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Reach C6: Pond 6 Culvert
Inflow Area_ 8.870 ac, Inflow Depth > 3.96" for 25-yr event
Inflow 6.50 cfs @ 12.81 hrs, Volume= 2.926 of
Outflow = 6.50 cfs @ 12.81 hrs, Volume= 2.925 af, Atten= 0%, Lag= 0.2 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 5.6 fps, Min. Travel Time= 0.2 min
Avg. Velocity = 3.4 fps, Avg. Travel Time= 0.4 min
Peak Depth= 0.71' @ 12.81 hrs
Capacity at bank full= 36.53 cfs
Inlet Invert= 17.50', Outlet Invert= 17.00'
30.0" Diameter Pipe, n= 0.012 Concrete pipe, finished
Length= 74.0' Slope= 0.0068 '/'
1
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1
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1

07001 Pond Routing 031907 Type 111 24-hr 25-yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, -Inc. Page 5
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Pond 5P: Pond 5
Inflow Area_ 19.430 ac, Inflow Depth > 5.47" for 25-yr event
Inflow 60.23 cfs @ 12.19 hrs, Volume= 8.864 of
Outflow = 27.24 cfs @ 12.56 hrs, Volume= 8.282 af, Atten= 55%, Lag= 22.4 min
Primary = 27.21 cfs @ 12.56 hrs, Volume= 8.282 of
Secondary = 0.03 cfs @ 12.56 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.20' @ 12.56 hrs Surf.Area= 25,421 sf Storage= 99,784 cf
Plug-Flow detention time= 91.8 min calculated for 8.275 of (93% of inflow)
Center-of-Mass det. time= 59.1 min (910.0 - 850.9 )
Volume Invert Avail.Storage Storage Description
#1 19.00' 120,846 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,489 0 0
21.00 17,634 31,123 31,123
23.00 22,303 39,937 71,060
25.00 27,483 49,786 120,846
Device Routing Invert Outlet Devices
#1 Primary 19.00 2.0 Vert. Orifice/Grate C= 0.600
#2 Primary 20.20' 1.50' W x 1.00' H Vert. Orifice/Grate C= 0.600
' #3 Primary 22.00' 1.90' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.50' 1.00' W x 0.50' H Vert. OrificelGrate C= 0.600
#5 Primary 24.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 24.20' 60.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=27.20 cfs @ 12.56 hrs HW=24.20' TW=20.34' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.5 fps}
2=Orifice/Grate (Orifice Controls 13.49 cfs @ 9.0 fps)
' 3=Orifice/Grate (Orifice Controls 11.90 cfs @ 6.3 fps)
-Orifice/Grate (Orifice Controls 1.60 cfs @ 3.2 fps}
=Orifice/Grate (Weir Controls 0.01 cfs @ 0.2 fps)
econdary OutFlow Max=0.03 cfs @ 12.56 hrs HW=24.20' (Free Discharge)
~=Broad-Crested Rectangular Weir (Weir Controls 0.03 cfs @ 0.1 fps)

1

1 07001 Pond Routing 031907 Type 1/124-hr 25-yr Rainfall=8.09"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Pond 4P: Pond 4
Inflow Area_ 7.680 ac, Inflow Depth > 5.75" for 25-yr event
Inflow 61.16 cfs @ 12.00 hrs, Volume= 3.681 of
Outflow = 14.47 cfs @ 12.04 hrs, Volume= 3.115 af, Atten= 76%, Lag= 2.5 min
Primary = 14.47 cfs @ 12.04 hrs, Volume= 3.134 of
~. Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
' Peak Elev= 24.02' @ 12.80 hrs Surf.Area= 23,128 sf Storage= 90,583 cf
Plug-Flow detention time= 202.2 min calculated for 3.115 of (85% of inflow)
Center-of--Mass det. time= 137.5 min (932.4 - 794.9 )
Volume Invert Avail.Storage Storage Description
#1 19.00' 114,181 cf Custom Stage Data (Prismatic) Listed below (Recalc}
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,251 0 0
21.00 16,931 30,182 30,182
'
23.00 20,917 37,848 68,030
25.00 25,234 46,151 114,181
1
1
1
Device Routing Invert Outlet Devices
#1 Primary 19.00' 30.0" Vert. Orifice/Grate C= 0.600
#2 Secondary 24.20' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=14.43 cfs @ 12.04 hrs HW=22.53` TW=22.15' (Dynamic Tailwater)
t1=OrificelGrate (Orifice Controls 14.43 cfs @ 2.9 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

t
1 07001 Pond Routing 031907 Type 111 24-hr 25 yr Rainfall=8.01"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Reach C4/5: Pond 4/5 Culvert
Inflow Area_ 19.430 ac, Inflow Depth > 5.11" for 25-yr event
Inflow 27.21 cfs @ 12.56 hrs, Volume= 8.282 of
Outflow = 27.21 cfs @ 12.56 hrs, Volume= 8.282 af, Atten= 0%, Lag= 0.1 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Max. Velocity= 10.2 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 5.2 fps, Avg. Travel Time= 0.1 min
Peak Depth= 1.34' @ 12.56 hrs
Capacity at bank full= 48.48 cfs
Inlet Invert= 19.00', Outlet Invert= 18.50'
30.0" Diameter Pipe, n= 0.012 Concrete pipe, finished
Length= 42.0' Slope= 0.0119 '/'

1
1

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07001 Pond Routing 031907 Type Ill 24-hr 25 yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
' Link L2: Basin 2
' Inflow Area_ 28.300 ac, Inflow Depth > 4.75" for 25-yr event
Inflow 32.99 cfs @ 12.64 hrs, Volume= 11.207 of
Primary = 32.99 cfs @ 12.64 hrs, Volume= 11.207 af, Atten= 0%, Lag= 0.0 min
' Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Fixed water surface elevation= 17.00'
1

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07001 Pond Routing 031907 Type 11124 hr 900 yr Rainfall=90.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

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Subcatchment PD2: Basin 2Pre-Development
Runoff = 48.16 cfs @ 13.27 hrs, Volume= 11.219 af, Depth> 5.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 100-yr Rainfall=10.00"
Area (ac) CN Descriotion
2.100 30 Woods, Good, HSG A
7.480 55 Woods, Good, HSG B
14.880 70 Woods, Good, HSG C
1.500_. 77 Woods, Good, HSG D
25.960 63 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
88.1 280 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
4.5 1,240 0.0060 4.6 46.04 Channel Flow,
Area= 10.0 sf Perim= 10.0' r- 1.00'
n= 0.025 Earth, clean & winding
92.6 1,520 Total
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07001 Pond Routing 031907 Type 111 24-hr 900 yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 13
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19!2007
Pond 6P: Pond 6
Inflow Area = 8.870 ac, Inflow Depth > 7.64" for 100-yr event
Inflow = 75.49 cfs @ 12.09 hrs, Volume= 5.648 of
Outflow = 31.05 cfs @ 12.32 hrs, Volume= 4.230 af, Atten= 59%, Lag= 13.4 min
Primary = 26.16 cfs @ 12.32 hrs, Volume= 4.136 of
Secondary = 4.89 cfs @ 12.32 hrs, Volume= 0.094 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.51' @ 12.32 hrs Surf.Area= 22,539 sf Storage= 114,590 cf
Plug-Flow detention time= 230.6 min calculated for 4.226 of (75% of inflow)
Center-of-Mass det. time= 146.5 min (938.9 - 792.4 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 125,808 cf Custom Stage Data (Prismatic) Listed below (Recafc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
17.50 10,743 0 0
18.00 11,463 5,552 5,552
19.00 12, 960 12, 212 17, 763
20.00 14,530 13,745 31,508
21.00
22.00 16,174 15,352 46,860
17,891 17,033 63,893
23.00 19,682 18,787 82,679
24.00 ,21,546 20,614 103,293
25.00 23,484 22,515 125,808
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.90' 0.40' W x 0.30' H Vert. OrificelGrate C= 0.600
#3 Primary 21.40' 0.50' W x 0.40' H Vert. Orifice/Grate C= 0.600
' #4 Primary
#5 Primary 23.30' 1.20' W x 0.70' H Vert. OrificelGrate C= 0.600
24.00' 4.00' x 4.00' Horiz. OrificelGrate Limited to weir flow C= 0.600
#6 Secondary 24.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=26.13 cfs @ 12.32 hrs HW=24.51' TW=19.06' (Dynamic Tailwater)
1=Orifice/Grate
2=Orifice/Grate (Orifice Controls 0.25 cfs @ 11.2 fps)
(Orifice Controls 1.34 cfs @ 11.2 fps)
3=OrificelGrate (Orifice Controls 1.64 cfs @ 8.2 fps)
' -Orifice/Grate
-Orifice/Grate (Orifice Controls 3.73 cfs @ 4.4 fps)
(Weir Controls 19.17 cfs @ 2.3 fps)
Secondary OutFlow Max=4.87 cfs @ 12.32 hrs HW=24.51' (Free Discharge)
t-6=Broad-Crested Rectangular Weir (Weir Controls 4.87 cfs @ 1.1 fps}
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07001 Pond Routing 031907 Type 111 24-hr 900 yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 12
HydroCAD® 7.10 s!n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Pond 5P: Pond 5
Inflow Area_ 19.430 ac, Inflow Depth > 7.10" for 100-yr event - -
Inflow 79.90 cfs @ 12.22 hrs, Volume= 11.502 of
Outflow = 64.41 cfs @ 12.33 hrs, Volume= 10.888 af, Atten- 19%, Lag- 6.6 min
Primary = 38.17 cfs @ 12.33 hrs, Volume= 10.273 of
Secondary = 26.24 cfs @ 12.33 hrs, Volume= 0.615 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 13
Peak Elev= 24.51' @ 12.33 hrs Surf.Area= 26,215 sf Storage= 107,702 cf
Plug-Flow detention time= 80.9 min calculated for 10.879 of (95% of inflow)
Center-of-Mass det. time= 53.2 min (894.8 - 841.6 )
Volume Invert Avail.Storage Storage Description
#1 19.00' 120,846 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,489 0 0
' 21.00 17,634 31,123 31,123
23.00 22,303 39,937 71,060
25.00 27,483 49,786 120,846
Device Routing Invert Outlet Devices
#1 Primary 19.00 2,0 Vert. Orifice/Grate C= 0.600

' #2 Primary
#3 Primary 20.20'
22.00' 1.50' W x 1.00' H Vert. Orifice/Grate C= 0.600
1.90' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Primary 23.50' 1.00' W x 0.50' H Vert. OrificelGrate C= 0.600
#5 Primary 24.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
' #6 Secondary 24.20' 60.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=38.13 cfs @ 12.33 hrs HW=24.51' TW=20.67' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.4 fps)
2=Orifice/Grate (Orifice Controls 13.89 cfs @ 9.3 fps)
3=Orifice/Grate (Orifice Controls 12.94 cfs @ 6.8 fps)
-Orifice/Grate (Orifice Controls 2.09 cfs @ 4.2 fps)
=Orifice/Grate (Weir Controls 9.01 cfs @ 1.8 fps)
' econdary OutFlow Max=26.14 cfs @ 12.33 hrs HW=24.51' (Free Discharge)
~=Broad-Crested Rectangular Weir (Weir Controls 26.14 cfs @ 1.4 fps)
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07001 Pond Routing 031907 Type lIf 24-hr 100-yr Rainfall=90.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 11
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
i Pond 4Pe Pond 4
' Inflow Area_ 7.680 ac, Inflow Depth > 7.65" for 100-yr event
Inflow 80.22 cfs @ 12.00 hrs, Volume= 4.895 of
Outflow = 17.83 cfs @ 12.05 hrs, Volume= 4.298 af, Atten= 78%, Lag= 3.0 min
Primary = 17.83 cfs @ 12.05 hrs, Volume= 3.910 of
Secondary = 14.51 cfs @ 12.40 hrs, Volume= 0.405 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.47' @ 12.40 hrs Surf.Area= 24,101 sf Storage= 101,228 cf
Plug-Flow detention time= 176.5 min calculated for 4.298 of (88% of inflow)
Center-of-Mass det. time= 120.9 min (907.9 - 787.0 )
'; Volume Invert Avail.Storage Storage Description
#1 19.00' 114,181 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
19.00 13,251 0 0
21.00 16,931 30,182 30,182
' 23.00 20,917 37,848 68,030
25.00 25,234 46,151 114,181
'' Device Routing Invert Outlet Devices
#1 Primary 19.00' 30.0" Vert. OrificelGrate C= 0.600
#2 Secondary 24.20' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir

' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=17.75 cfs @ 12.05 hrs HW=23.52' TW=22.95' (Dynamic Tailwater)
L1=Orifice/Grate (Orifice Controls 17.75 cfs @ 3.6 fps)
Secondary OutFlow Max=14.49 cfs @ 12.40 hrs HW=24.47' (Free Discharge)
2=Broad-Crested Rectangular Weir (Weir Controls 14.49 cfs @ 1.3 fps)
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07001 Pond Routing 031907 Type 111 24-hr 900-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Link L2: Basin 2
Inflow Area = 28.300 ac, Inflow Depth > 6.11" for 100-yr event
' Inflow = 64.29 cfs @ 12.33 hrs, Volume= 14.408 of
Primary 64.29 cfs @ 12.33 hrs, Volume= 14.408 af, Atten= 0%, Lag= 0.0 min
' Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Fixed water surface elevation= 17.00'
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07001 Pond Routing 031307 Type 111 24-hr 2 yr Rainfall=4.50"
' Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 7
H droCAD® 7.10 s/n 000479 ©2005 H droCAD Software Solutions LLC 3/19/2007
P~
~ Subcatchment ~#3: Basin 3Pre-Development
Runoff = 10.73 cfs @ 13.95 hrs, Volume= 3.414 af, Depth> 1.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 2-yr Rainfall=4.50"
Area (ac) CN Description
24.830 70 Woods, Good, HSG C
3.070 55 Woods, Good, HSG B
27
900 68 Wei
hted Avera
e
. g
g
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
44.8 850 0.0040 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fqs
137.9 1,150 Total
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07001 Pond Routing 031307 Type 111 24-hr 2 yr Rainfall=4.50"
Prepared by Non-is, Kuske, & Tunstall Consulting Engineers, Inc. Page 21
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
~P
~ Pond ~P: Pond 3
Inflow Area = 9.770 ac, Inflow Depth > 2.81" for 2-yr event
Inflow 25.47 cfs @ 12.18 hrs, Volume= 2.288 of
_
Outflow 5.87 cfs @ 12.68 hrs, Volume= 1.798 af, Atten= 77%, Lag= 30.2 min
Primary = 5.87 cfs @ 12.68 hrs, Volume= 1.798 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 23.56' @ 12.68 hrs Surf.Area= 26,430 sf Storage= 47,860 cf
' Plug-Flow detention time= 184.5 min calculated for 1.796 of (79% of inflow)
Center-of-Mass det. time= 106.1 min (926.2 - 820.0 )
Volume Invert Avail.Storage Storage Description
#1 21.50' 160,206 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
21.50 20,161 0 0
22.04 21,645 10,452 10,452
' 23.00 24,686 23,166 33,617
24.00 27,816 26,251 59,868
25.00
26.00 31,022
35,633 29,419 89,287
33,328 122,615
27.00 39,550 37,592 160,206
Device Routing Invert Outlet Devices
#1 Primary 21.50' Z.0" Vert. Orifice/Grate C= 0.600
#2 Primary 22.30' 1.40' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 23.60' 0.70' W x 0.70' H Vert. Orifice/Grate C= 0.600
#4 Primary 24.70' 1.40' W x 1.00' H Vert. OrificelGrate C= 0.600
#5 Primary 25.30' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
' #6 Secondary 25.80' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
' Primary OutFlow Max=5.87 cfs @ 12.68 hrs HW=23.56' TW=22.18' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.12 cfs @ 5.7 fps)
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2=Orifice/Grate (Orifice Controls 5.75 cfs @ 4.1 fps)
' 3=Orifice/Grate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
' econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=21.50' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

07001 Pond Routing 031307 Type 111 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 22
HvdroCAD® 7.10 s/n 000479 ©2005 HvdroCAD Software Solutions LLC 3/19/2007
Z,r
Pond 1-11': Pond 2
Inflow Area = 14.820 ac, Inflow Depth > 2.45" for 2-yr event
Inflow = 29.02 cfs @ 12.27 hrs, Volume= 3.028 of
Outflow = 4.85 cfs @ 13.13 hrs, Volume= 2.324 af, Atten= 83%, Lag= 51.2 min
Primary = 4.85 cfs @ 13.13 hrs, Volume= 2.324 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.73' @ 13.13 hrs Surf.Area= 30,067 sf Storage= 66,192 cf
Plug-Flow detention time= 215.0 min calculated for 2.322 of (77% of inflow)
Center-of-Mass det. time=132.3 min (969.0 - 836.7 )
Volume Invert Avail.Storage Storage Description
#1 22.00' 188,706 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation SurF.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
22.00 18,685 0 0
23.00 22,723 20,704 20,704
' 24.00 26,924 24,824 45,528
25.00 31,258 29,091 74,619
26.00
27.00 35,709 33,484 108,102
40,274 37,992 146,094
28.00 44,951 42,613 188,706
Device Routing Invert Outlet Devices
#1 Primary 22.00' 2.0" Vert. Orifice/Grate C= 0.600
#Z Primary 23.10' 1.00' W x 0.90' H Vert. Orifice/Grate C= 0.600
#3 Primary 24.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
' #4 Primary 26.20' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 27.00' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 27.30' 20.0' long x 10.0` breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English} 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=4.85 cfs @ 13.13 hrs HW=24.73' TW=22.15' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.7 fps)
2=Orifice/Grate (Orifice Controls 4.67 cfs @ 5.2 fps)
3=Orifice/Grate
-Orifice/Grate (Orifice Controls 0.01 cfs @ 0.5 fps)
(Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
' econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=22.00' (Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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07001 Pond Routing 031307 Type 111 24-hr 2 yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 26
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
L~
Link ETC: Basin 3
Inflow Area = 24.590 ac, Inflow Depth > 2.01" for 2-yr event
' Inflow 10.52 cfs @ 12.83 hrs, Volume= 4.119 of
Primary 10.52 cfs @ 12.83 hrs, Volume= 4.119 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs

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07001 Pond Routing 031901 Type ll/ 24-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 10
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment PD3: Basin 3Pre-Development
Runoff = 23.25 cfs @ 1394 hrs, Volume= 7.106 af, Depth> 3.06"
Runoff by SCS TR-20 method, UH-SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area {ac) CN Description
24.830 70 Woods, Good, HSG C
3.070 55 Woods, Good, HSG B
27.900 68 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
44.8 850 0.0040 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
137.9 1,150 Total

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07001 Pond Routing 031907 Type 111 24-hr 70 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment B3: Pond 3 Basin
Runoff = 43.24 cfs @ 12.18 hrs, Volume= 3.944 af, Depth> 4.84"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
5.710 74 >75% Grass cover, Good, HSG C
4.060 98 Paved parking & roofs
9.770 84 Weighted Average
Tc Length Slope Velocity Capacity Description
' (min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 60 0.0050 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 4.50"
2.4 210 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.3 330 0.0030 4.3 13.42 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r-- 0.50'
n= 0.012 Concrete pipe, finished
13.3 600 Total

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07001 Pond Routing 031907 Type 111 24-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 20
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC _ 3/19/2007
r
Pond 3P: Pond 3
Inflow Area_ 9.770 ac, Inflow Depth > 4.84" for 10-yr event
Inflow 43.24 cfs @ 12.18 hrs, Volume= 3.944 of

Outflow =
11.35 cfs @ - -
12.63 hrs, Volume= 3.416 af, Atten- 74%, Lag- 27.3 min
Primary = 11.35 cfs @ 12.63 hrs, Volume= 3.416 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 24.68' @ 12.63 hrs Surf.Area= 30,007 sf Storage= 79,625 cf
Plug-Flow detention time= 155.8 min calculated for 3.413 of (87% of inflow)
Center-of-Mass det. time= 97.5 min (902.2 - 804.7 )
Volume Invert Avail S torage Storage Description
#1 21.50' 160,206 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
21.50 20,161 0 0
22.00 21,645 10,452 10,452
23.00 24,686 23,166 33,617
24.00 27,816 26,251 59,868
25.00 31,022 29,419 89,287
26.00 35,633 33,328 122,615
27.00 39,550 37,592 160,206
Device Routing Invert Outlet Devices
#1 Primary 21.50` 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 22.30' 1.40' W x 1.00' H Vert. Orifice/Grate C= 0.600
#3 Primary 23.60' 0.70' W x 0.70' H Vert. OrificelGrate C= 0.600
#4 Primary 24.70' 1.40' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 25.30' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 25.80' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=11.35 cfs @ 12.63 hrs HW=24.68' TW=22.45' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.2 fps)
2=Orifice/Grate (Orifice Controls 9.20 cfs @ 6.6 fps)
3=Orifice/Grate (Orifice Controls 2.00 cfs @ 4.1 fps)
-Orifice/Grate (Controls 0.00 cfs)
-OrificelGrate (Controls 0.00 cfs}
1
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econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=21.50' (Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)

07001 Pond Routing 031907 Type 111 24-hr 70 yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment B2: Pond 2 Basin
Runoff = 51.80 cfs @ 12.27 hrs, Volume= 5.437 af, Depth> 4.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
3.070 61 >75% Grass cover, Good, HSG B
6.110 74 >75% Grass cover, Good, HSG C
5.640 98 Paved parking & roofs
14.820 80 Weighted Average
~ Tc
(min) Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
13.8 95 0.0050 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 4.50"
4.6 400 0.0050 1.4 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.3 440 0.0030 5.6 39.58 Circular Channel (pipe),
Diam= 36.0" Area= 7.1 sf Perim= 9.4' r= 0.75'
n= 0.012 Concrete pipe, finished
19.7 935 Total
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07001 Pond Routing 031907 Type III 24-hr 70-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc. Page 19
H droCAD® 7.10 s!n 000479 ©2005 H droCAD Software Solutions LLC 3/19/2007

Pond 2P: Pond 2
Inflow Area_ 14.820 ac, Inflow Depth > 4.40" for 10-yr event - -
Inflow 51.80 cfs @ 12.27 hrs, Volume= 5.437 of
Outflow = 11.99 cfs @ 12.88 hrs, Volume= 4.657 af, Atten 77%, Lag 36.5 min
Primary = 11.99 cfs @ 12.88 hrs, Volume= 4.657 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
1 Peak Elev= 26.19' @ 12.88 hrs Surf.Area= 36,597 sf Storage= 115,136 cf
Plug-Flow detention time= 186.0 min calculated for 4.653 of (86% of inflow)
Center-of-Mass det. time= 125.2 min (945.4 - 820.2 }

i

Volume Invert Avail Storage Storage Description
#1 22.00' 188,706 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area lnc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
22.00 18,685 0 0
23.00 22,723 20,704 20,704
24.00 26,924 24,824 45,528
25.00 31,258 29,091 74,619
26.00 35,709 33,484 108,102
27.00 40,274 37,992 146,094
28.00 44,951 42,613 188,706
Device Routin Invert Outlet Devices
#1 Primary 22.00' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 23.10` 1.00' W x 0.90' H Vert. OrificelGrate C= 0.600
#3 Primary 24.70` 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Primary 26.20' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 27.00' 4.00' x 4.00' Horiz. OrificelGrate Limited to weir flow C= 0.600
#6 Secondary 27.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=11.99 cfs @ 12.88 hrs HW=26.19'
1=OrificelGrate (Orifice Controls 0.20 cfs @ 9.2 fps)
2=OrificeJGrate (Orifice Controls 7.04 cfs @ 7.8 fps)
3=Orifice/Grate (Orifice Controls 4.75 cfs @ 4.7 fps)
-Orifice/Grate (Controls 0.00 cfs)
-OrificelGrate (Controls 0.00 cfs)
TW=22.53' (Dynamic Tailwater)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=22.00' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
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1
07001 Pond Routing 031907 Type 111 24-hr 25 yr Rainfall=8.01"
Prepared by Norris, Kuske, 8~ Tunstall Consulting Engineers, Inc. Page 2
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007

Pond 2P: Pond 2
Inflow Area= 14.820 ac, Inflow Depth > 5.62" for 25-yr event - -
Inflow 65.61 cfs @ 12.27 hrs, Volume= 6.935 of
Outflow - 16.68 cfs @ 12.83 hrs, Volume= 6.113 af, Atten- 75%, Lag 33.6 min
Primary = 16.68 cfs @ 12.83 hrs, Volume= 6.113 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 26.96' @ 12.83 hrs Surf.Area= 40,074 sf Storage=144,329 cf
Plug-Flow detention time=175.8 min calculated for 6.108 of (88% of inflow)
Center-of-Mass det. time= 122.5 min (935.9 - 813.4 )
~~ Vofume Invert AvaiLStorage Storage Description
#1 22.00' 188,706 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
22.00 18,685 0 0
23.00 22,723 20,704 20,704
24.00 26,924 24,824 45,528
25.00 31,258 29,091 74,619
26.00 35,709 33,484 108,102
27.00 40,274 37,992 146,094
28.00 44,951 42,613 188,706
Device Routing Invert Outlet Devices
#1 Primary 22.00' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 23.10' 1.00' W x 0.90' H Vert. Orifice/Grate C= 0.600
#3 Primary 24.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Primary 26.20' 1.00' W x 1.00' H Vert. OrificelGrate C= 0.600
#5 Primary 27.00' 4.00' x 4.00' Horiz. OrificelGrate Limited to weir flow C= 0.600
#6 Secondary 27.30' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head {feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.68 cfs @ 12.83 hrs HW=26.96' TW=22.73' (Dynamic Tailwater)
1=Orifice/Grate (Orifice Controls 0.22 cfs @ 9.9 fps)
2=Orifice/Grate (Orifice Controls 7.99 cfs @ 8.9 fps)
I 3=Orifice/Grate {Orifice Controls 6.36 cfs @ 6.4 fps)
-Orifice/Grate (Orifice Controls 2.11 cfs @ 2.8 fps)
-Orifice/Grate (Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=22.00' (Free Discharge)
~=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

07001 Pond Routing 031907 Type ll! 24-hr 100-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Subcatchment PD3: Basin 3Pre-Development
Runoff = 44.23 cfs @ 13.92 hrs, Volume= 13.428 af, Depth> 5.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24hr 100-yr Rainfall=10.00"
Area (ac) CN Description
24.830 70 Woods, Good, HSG C
3.070 55 Woods, Good, HSG B
27.900 68 Weighted Average

~; Tc
(min) Length
(feet) Slope
(ft/ft) Velocity
(ft/sec) Capacity Description
(cfs)
93.1 300 0.0030 0.1 Sheet Flow,

44.8
850
0.0040
0.3 Woods: Light underbrush n= 0.400 P2= 4.50"
Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
137.9 1,150 Total

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1
1

t
07001 Pond Routing 031907 Type 111 24-hr 100-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 10
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Pond 3P: Pond 3
Inflow Area = 9.770 ac, Inflow Depth > 8.01" for 100-yr event
Inflow = 69.86 cfs @ 12.18 hrs, Volume= 6.524 of
Outflow = 32.70 cfs @ 12.46 hrs, Volume= 5.947 af, Atten= 53%, Lag= 16.9 min
Primary = 32.70 cfs @ 12.46 hrs, Volume= 5.947 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 25.72' @ 12.46 hrs Surf.Area= 34,353 sf Storage=112,899 cf
Plug-Flow detention time= 130.4 min calculated for 5.947 of (91 % of inflow)
Center-of-Mass det. time= 86.6 min (877.7 - 791.0 )
Volume Invert Avail.Storage Storage Description
#1 21.5 0' 160,206 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
21.50 20,161 0 0
22.00 21,645 10,452 10,452
23.00 24,686 23,166 33,617
24.00 27,816 26,251 59,868
25.00 31,022 29,419 89,287
26.00 35,633 33,328 122,615
27.00 39,550 37,592 160,206
Device Routing Invert Outlet Devices
#1 Primary 21.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 22.30' 1.40' W x 1.00' H Vert. OrificelGrate C= 0.600
#3 Primary 23.60' 0.70' W x 0.70' H Vert. Orifice/Grate C= 0.600
#4 Primary 24.70' 1.40' W x 1.00' H Vert. Orifice/Grate C= 0.600
#5 Primary 25.30' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#6 Secondary 25.80' 40.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English} 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=32.70 cfs @ 12.46 hrs HW=25.72' TW=23.34' (Dynamic Tailwater)
1=OrificelGrate (Orifice Controls 0.16 cfs @ 7.4 fps)
2=Orifice/Grate (Orifice Controls 10.41 cfs @ 7.4 fps)
3=Orifice/Grate (Orifice Controls 3.14 cfs @ 6.4 fps)
-Orifice/Grate (Orifice Controls 4.63 cfs @ 3.3 fps}
=Orifice/Grate (Weir Controls 14.35 cfs @ 2.1 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=21.50' (Free Discharge)
t6=Broad-Crested Rectangular Weir (Controls 0.00 cfs)

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1

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07001 Pond Routing 031907 Type !ll 24-hr 100 yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 3/19/2007
Link L3: Basin 3
Inflow Area = 24.590 ac, Inflow Depth > 6.93" for 100-yr event
Inflow = 70.43 cfs @ 12.55 hrs, Volume= 14.208 of
Primary = 70.43 cfs @ 12.55 hrs, Volume= 14.208 af, Atten= 0%, Lag= 0.0 min
Primary outflow =Inflow, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
1
1
1
1
1
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1

r
T e 111 24-hr 2- rRainfall=4.50"
07001 Pond Routing 041007 YP Y
Prepared by Norris, Kuske, & Tunstall Consul#ing Engineers, Inc. Page 1
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD4: Basin 4Pre-Development
Runoff = 4.01 cfs @ 13.74 hrs, Volume= 1.239 af, Depth> 1.34"
Runoff by SCS TR-ZO method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type I11 24-hr 2-yr Rainfall=4.50"
Area (ac) CN Description
2.730 55 Woods, Good, HSG B
8.360 70 Woods, Good, HSG C
11.090 66 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) {ft/sec) (cfs)
70.6 300 0.0060 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
56.8 933 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
127.4 1,233 Total

t

1
1

07001 Pond Routing 041007 Type ll! 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD®7 10 s/n 000479 4 2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment B8: Pond 8 Basin
Runoff = 12.29 cfs @ 12.21 hrs, Volume= 1.155 af, Depth> 2.72"
1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 111 24-hr 2-yr Rainfall=4.50"
Area (ac) CN Description
2.570 98 Paved parking & roofs
1.350 61 >75% Grass cover, Good, HSG B
1.180 74 >75% Grass cover, Good, HSG C
5.100 83 Weighted Average
', Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12
6 120 0.0100 0.2 Sheet Flow,
. Grass: Short n= 0.150 P2= 4.50"
1.1 300 0.0500 4.5 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
1.4 470 0.0050 5.5 17.33 Circular Channel {pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r-- 0.50'
_ n= 0.012 Concrete pipe, finished
15.1 890 Total
t
1

1
1
1

07001 Pond Routing 041007 Type !l! 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCADC~ 7.10 s!n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Pond 8P: Pond 8
Inflow Area = 5.100 ac, Inflow Depth > 2.72" for 2-yr event
Inflow 12.29 cfs @ 12.21 hrs, Volume= 1.155 of
Outflow 3.63 cfs @ 12.66 hrs, Volume= 0.888 af, Atten= 70%, Lag= 27.4 min
Primary = 3.63 cfs @ 12.66 hrs, Volume= 0.888 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 25.07' @ 12.66 hrs Surf.Area= 12,392 sf Storage= 22,939 cf
Plug-Flow detention time= 174.4 min calculated for 0.887 of (77% of inflow)
Center-of-Mass det. time- 92.6 min (917.0 - 824.5 )
Volume Invert Avail.Storage Storage Description
#1 23.00' 64,675 cf Custom Stage Data {Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
23.00 9,800 0 0
28.00 16,070 64,675 64,675
Device Routing Invert Outlet Devices
#1 Primary 23.00' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0071 '/' Cc= 0.900
n- 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 24.00' 1.00' W x 1.00' HVert. Orifice/Grate C= 0.600
#4 Device 1 2720' 4.00' x 4.00' Horiz Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet} 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English} 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=3.63 cfs @ 12.66 hrs HW=25.07' (Free Discharge)
L1=Culvert (Passes 3.63 cfs of 14.68 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.15 cfs @ 6.8 fps)
3=Orifice/Grate (Orifice Controls 3.48 cfs @ 3.5 fps)
-Or~ce/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
t -5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

1
07001 Pond Routing 041007 Type IN 24-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD4: Basin 4Pre-Development
Runoff = 9.11 cfs @ 13.74 hrs, Volume= 2.653 af, Depth> 2.87"
^ Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type ill 24-hr 10-yr Rainfall=6.70"
Area {ac) CN Description
2.730 55 Woods, Good, HSG B
8.360 70 Woods, Good, HSG C
hted Average
090 66 Wei
11
g
.
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
70.6 300 0.0060 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
56.8 933 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
127.4 1,233 Totat

1
1

07001 Pond Routing 041007 Type 111 24-hr 70-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Pond 8P: Pond 8
Inflow Area = 5.100 ac, Inflow Depth > 4.73" for 10-yr event
Inflow _ 21.14 cfs @ 12.20 hrs, Volume= 2.012 of
Outflow 6.51 cfs @ 12.64 hrs, Volume= 1.728 af, Atten= 69%, Lag= 26.1 min
Primary = 6.51 cfs @ 12.64 hrs, Volume= 1.728 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24. 00 hrs, dt= 0.02 hrs / 3
Peak Elev= 26.24' @ 12.64 hrs Surf.Area= 13,860 sf Storage= 38,302 cf
Plug-Flow detention time= 141.4 min calculated for 1.7 28 of (86% of inflow)
Center-of--Mass det. time= 81.0 min (889.8 - 808.9 )
1
t
1
1

1
1
1
Volume Invert Avail.Storage Storage Description
#1 23.00' 64,675 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
23.00 9, 800 0 0
28.00 16,070 64,675 64,675
Device Routing Invert Outlet Devices
#1 Primary 23.00' 24.0" x 70.0` long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0071 'P Cc= 0.900
n= 0.012 Concrete pipe, frnished
#2 Device 1 23.00' 2.0" Vert. OrificelGrate C= 0.600
#3 Device 1 24.00' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 27.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=6.51 cfs @ 12.64 hrs HW=26.24' (Free Discharge)
L1=Culvert (Passes 6.51 cfs of 22.19 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.6 fps)
3=Orifice/Grate (Orifice Controls 6.32 cfs @ 6.3 fps)
-Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
t

07001 Pond Routing 041007 Type 111 24-hr 25-yr Rainfall=&.07"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD4: Basin 4Pre-Development
Runoff = 12.47 cfs @ 13.73 hrs, Volume= 3.594 af, Depth> 3.89"
Runoff by SCS TR-20 method, UH=SGS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 111 24-hr 25-yr Rainfall=8.01"
Area (ac) CN Description
2.730 55 Woods, Good, HSG B
8.360 70 Woods, Good, HSG C
11.090 66 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
70.6 300 0.0060 0.1 Sheet Flow,

56.8
933
0.0030
0.3 Woods: Light underbrush n= 0.400 P2= 4.50"
Shallow Concentrated Flow,
Woodland Kv- 5.0 fps
127.4 1,233 Totaf

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1
07001 Pond Routing 041007 Type !l124-hr 25-yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Pond 8P: Pond 8
Inflow Area = 5.100 ac, Inflow Depth > 5.97" for 25-yr event
Inflow = 26.43 cfs @ 12.20 hrs, Volume= 2.538 of
Outflow = 7.67 cfs @ 12.65 hrs, Volume= 2.247 af, Atten= 71 %, lag= 26.9 min
Primary = 7.67 cfs @ 12.65 hrs, Volume= 2.247 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor--Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 26.91' @ 12.65 hrs Surf.Area= 14,704 sf Storage= 47,914 cf
Plug-Flow detention time= 134.6 min calculated for 2.247 of (89% of inflow)
Center-of-Mass det. time= 81.9 min (884.3 - 802.4 )
1
1
1
Volume Invert Avait.Storage Storage Description
#1 23.00' 64,675 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area lnc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
23.00 9,800 0 0
28.00 16,070 64,675 64,675
Device Routing Invert Outlet Devices
#1 Primary 23.00' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0071 'P Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 24.00' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 27.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English} 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=7.67 cfs @ 12.65 hrs HW=26.91' (Free Discharge)
L1=Culvert (Passes 7.67 cfs of 25.81 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.4 fps)
3=Orifice/Grate (Orifice Controls 7.46 cfs @ 7.5 fps)
-Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00` (Free Discharge)
t-S=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

1
07001 Pond Routing 041007 Type 111 24-hr 100-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD4: Basin 4Pre-Development
Runoff = 17.83 cfs @ 13.73 hrs, Volume= 5.111 af, Depth> 5.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 100-yr Rainfall=10.00"
Area (ac) CN Description
2.730 55 Woods, Good, HSG B
8.360 70 Woods, Good, HSG C
11.090 66 Weighted Average
Tc
(min) Length
(feet) Siope
(ft/ft) Velocity Capacity
(ft/sec) (cfs) Description
70.6 300 0.0060 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
56.8 933 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
127.4 1,233 Total

1

1
1
1
1
1

1
07001 Pond Routing 041007 Type 111 24-hr 100-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consul#ing Engineers, Inc. Page 4
HydroCAD(-~ 7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Pond 8P: Pond 8
Inflow Area = 5.100 ac, Inflow Depth > 7.88" for 100-yr event
Inflow = 34.43 cfs @ 12.20 hrs, Volume= 3.351 of
Outflow = 17.01 cfs @ 12.49 hrs, Volume= 3.048 af, Atten= 51 %, Lag= 17.2 min
Primary = 17.01 cfs @ 12.49 hrs, Volume= 3.048 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor--Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs ! 3
Peak Elev= 27.50' @ 12.49 hrs Surf.Area= 15,439 sf Storage= 56,748 cf
Plug-Flow detention time= 121.8 min calculated for 3.048 of (91 % of inflow)
Center-of--Mass det. time= 77.4 min (872.3 - 794.9 )
t
1
1
1

1
1
1
Volume Invert Avail:Storage Storage Description
#1 23.00' 64,675 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet}
23.00 9,800 0 0
28.00 16,070 64,675 64,675
Device Routing Invert Outlet Devices
#1 Primary 23.00' 24.0" x 70.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0071 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 24.00' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 27.20' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=16.98 cfs @ 12.49 hrs HW=27.50' (Free Discharge)
t-1=Culvert (Passes 16.98 cfs of 28.28 cfs potential flaw)
2=0r~ce/Grate (Orifice Controls 0.22 cfs @ 10.1 fps)
3=Orifice/Grate (Orifice Controls 8.32 cfs @ 8.3 fps)
-Orifice/Grate (Weir Controls 8.44 cfs @ 1.8 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
t--5=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

07001 Pond Routing 041007 Type ll124-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD5: Basin 5Pre-Development
Runoff = 4.57 cfs @ 13.80 hrs, Volume= 1.364 af, Depth> 1.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11124-hr 2-yr Rainfall=4.50"
Area (ac) CN Description
10.150 70 Woods, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) fft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
34.9 573 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fqs
128.0 873 Total
1
1
1
1

07001 Pond Routing 041007 Type 111 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD4 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment B1: Pond 1 Basin
t
1

1
1
Runoff = 26.04 cfs @ 12.19 hrs, Volume= 2.376 af, Depth> 2.81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 2-yr Rainfall=4.50"
Area (ac) CN Description
4.100 98 Paved parking & roofs
6.050 74 >75°lo Grass cover, Good, HSG C
10.150 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.6 60 0.0050 0.1 Sheet Flow,
Grass: Short n= 0.150 P2= 4.50"
4.3 1,100 0.0030 4.3 13.42 Circular Channel (pipe),
Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.012 Concrete pipe, finished
13.9 1,160 Total
1

1
07001 Pond Routing 041007 Type 111 24-hr 2-yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 1
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5!2/2007
1
Pond 1 P: Pond 1
Inflow Area = 10.150 ac, Inflow Dep#h > 2.81" for 2-yr event
' Inflow _ 26.04 cfs @ 12.19 hrs, Volume= 2.376 of
Outflow - 4.49 cfs @ 12.83 hrs, Volume= 1.862 af, Atten= 83%, Lag= 38.8 min
Primary = 4.49 cfs @ 12.83 hrs, Volume= 1.862 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
' Peak Elev= 25.04' @ 12.83 hrs Surf.Area= 30,654 sf Storage= 52,573 cf
Plug-Flow detention time= 209.9 min calculated for 1.861 of (78% of inflow)
Center-of-Mass det. time= 131.2 min (951.7 - 820.5 )
Volume Invert Avail Storaqe Storaqe Description
#1 23.00' 164,283 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet} ~sq-ft) (cubic-feet) (cubic-feet)
23.00 20,896 0 0
' 28.00 44,817 164,283 164,283
Device Routing Invert Outlet Devices
#1 Primary 23.00' 30.0" x90.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0056'/` Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
' #3 Device 1 23.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
0
#4 Device 1 26.70' 4.00' x 4.00' Horiz OrificelGrate Limited to weir flow C= 0.60
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=4.49 cfs @ 12.83 hrs HW=25.04' (Free Discharge)
' L1=Culvert (Passes 4.49 cfs of 17.48 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.7 fps)
3=OrificelGrate (Orifice Controls 4.34 cfs @ 4.3 fps)
' -Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
LS=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1
1

1

07001 Pond Routing 041007 Type 111 24-hr 10-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstalt Consulting Engineers, inc. Page 2
HydroCAD® 7.10 s!n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
I Subcatchment PDS: Basin 5Pre-Development
Runoff = 9.53 cfs @ 13.79 hrs, Volume= 2.761 af, Depth> 3.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 10-yr Rainfall=6.70"
Area (ac) CN Description
10.150 70 Woods, Good, HSG C
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Ftow,
Woods: Light underbrush n= 0.400 P2= 4.50"
34.9 573 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
128.0 873 Total

1
1

1
1

1
07001 Pond Routing 041007 Type !IJ 24-hr 70-yr Rainfall=6.70"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
~droCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5!2/2007
Pond 1 P: Pond 1
' Inflow Area_ 10.150 ac, Inflow Depth > 4.84" for 10-yr event
Inflow 44.23 c#s @ 12.19 hrs, Volume= 4.097 of
Outflow = 7.02 cfs @ 12.86 hrs, Volume= 3.521 af, Atten= 84%, Lag= 40.2 min
Primary = 7.02 cfs @ 12.86 hrs, Volume= 3.521 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 26.23' @ 12.86 hrs Surf.Area= 36,338 sf Storage= 92,364 cf
Plug-Flow detention time= 204.1 min calculated for 3.518 of (86% of inflow)
Center-of--Mass det. time= 143.9 min (949.2 - 805.2 )
Volume Invert Avail.Storage Storage Description
#1 23.00' 164,283 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
23.00 20,896 0 0
' 28.00 44,817 164,283 164,283
Device Routing Invert Outlet Devices
#1 Primary 23.00' 30.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0056 '/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 23.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 26.70' 4.00' x 4.00' Horiz OrificelGrate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
' Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=7.02 cfs @ 12.86 hrs IiW=26.23' (Free Discharge)
L1=Culvert (Passes 7.02 cfs of 30.69 cfs potential flow)
2=OrificelGrate (Orifice Controls 0.19 cfs @ 8.5 fps)
3=OrificelGrate (Orifice Controls 6.84 cfs @ 6.8 fps)
-Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
' LS=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1
1

07001 Pond Routing 041007 Type 111 24-hr 25-yr Rainfall=8.01 "
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
~droCAD® 7.10 s!n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
' Subcatchment PD5: Basin 5Pre-Development
Runoff = 12.72 cfs @ 13.78 hrs, Volume= 3.671 af, Depth> 4.34"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type III 24-hr 25-yr Rainfall=8.01"
Area (ac) CN Description
10.150 70 Woods, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
93.1 300 0.0030 0.1 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 4.50"
34.9 573 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
' 128.0 873 Total
1
1

1

1

1
07001 Pond Routing 041007 Type 11124-hr 25-yr Rainfall=8.01 "
' Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc. Page 3
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007

1
1
1
1

1
1

Pond 1 P: Pond 1
Inflow Area = 10.150 ac, Inflow Depth > 6.09" for 25-yr event
Inflow = 55.08 cfs @ 12.18 hrs, Volume= 5.152 of
Outflow = 10.42 cfs @ 12.75 hrs, Volume= 4.538 af, Atten= 81 %, Lag= 34.1 min
Primary = 10.42 cfs @ 12.75 hrs, Volume= 4.538 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 26.83' @ 12.75 hrs Surf.Area= 39,214 sf Storage= 115,077 cf
Plug-Flow detention time= 206.2 min calculated for 4.538 of (88% of inflow}
Center-of-Mass det. time= 152.1 min (951.0 - 798.9 )
Volume Invert Avail.Storage Storage Description
#1 23.00' 164,283 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
{feet) (sq-ft} (cubic-feet) (cubic-feet)
23.00 20,896 0 0
28.00 44,817 164,283 164,283
Device Routing Invert Outlet Devices
#1 Primary 23.00' 30.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0056'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 23.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 26.70' 4.00' x 4.00' Horiz Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=10.42 cfs @ 12.75 hrs HW=26.83' (Free Discharge)
L1=Culvert (Passes 10.42 cfs of 35.84 cfs potential flow)
2=Orifice/Grate {Orifice Controls 0.20 cfs @ 9.3 fps)
3=Orifice/Grate (Orifice Controls 7.79 cfs @ 7.8 fps)
-Orifice/Grate (Weir Controls 2.42 cfs @ 1.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
Z S=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
1

t
07001 Pond Routing 041007 Type 111 24-hr 100-yr Rainfall=10.00"
' Prepared by Norris, Kuske, & Tunstalt Consulting Engineers, Inc. Page 4
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Subcatchment PD5: Basin 5Pre-Development
Runoff = 17.71 cfs @ 13.78 hrs, Volume= 5.118 af, Depth> 6.05"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type tll 24-hr 100-yr Rainfall=10.00"
Area (ac) CN Description
10.150 70 Woods, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs}
93.1 300 0.0030 0.1 Sheet Flow,
"
Woods: Light underbrush n= 0.400 P2= 4.50
34.9 573 0.0030 0.3 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
128.0 873 Total

1
1
1

1
07001 Pond Routing 041007 Type 111 24-hr 100-yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCAD®7 10 s/n 000479 ©2005 HydroCAD Software Solutions LLC 5/2/2007
Pond 1 P: Pond 1
Inflow Area = 10.150 ac, Inflow Depth > 8.01" for 100-yr event
Inflow = 71.47 cfs @ 12.18 hrs, Volume= 6.777 of
Outflow = 29.29 cfs @ 12.52 hrs, Volume= 6.117 af, Atten= 59%, Lag= 20.0 min
Primary = 29.29 cfs @ 12.52 hrs, Volume= 6.117 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 3
Peak Elev= 27.24' @ 12.52 hrs Surf.Area= 41,175 sf Storage= 131,554 cf
Plug-Flow detention time= 179.4 min calculated for 6.112 of (90% of inflow)
Center-of-Mass det. time- 132.6 min (924.1 - 791.5 )
1
1
Volume Invert Avail.Storage Storage Description
#1 23.00' 164,283 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft} (cubic-feet) (cubic-feet)
23.00 20,896 0 0
28.00 44,817 164,283 164,283
Device Routing Invert Outlet Devices
#1 Primary 23.00' 30.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 22.50' S= 0.0056'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 23.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 23.70' 1.00' W x 1.00' H Vert. Orifice/Grate C= 0.600
#4 Device 1 26.70' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#5 Secondary 27.50' 20.0' long x 10.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=29.28 cfs @ 12.52 hrs HW=27.24' (Free Discharge)
L1=Culvert (Passes 29.28 cfs of 39.65 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.21 cfs @ 9.8 fps)
3=Orifice/Grate (Orifice Controls 8.38 cfs @ 8.4 fps)
-Orifice/Grate (Weir Controls 20.68 cfs @ 2.4 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=23.00' (Free Discharge)
t-5=Broad-Crested Rectangular Weir (Controls 0.00 cfs}
1

1
1

1

1
Section 2
STORM SEWER.
CALCULATIONS

PARSONS MILL -PONDS 1 & 8
n. ~ff~u
Project File: 07001 POND 1&8 092007.stm
Number of lines: 30
Date: 09-20-2007
Hydraflow Storm Sewers 2008 v12.01

~ ~ ~
NKT/COW

Page 1
Line
No. DnStm
Ln No Inlet
ID Drng
Area Total
Area Runoff
Coeff Inlet
Time Tc i
Inlet Flow
Rate Capac
Full Vel
Ave Line
Size Line
Length Line
Slope Invert
Up Invert
Dn HGL
Jnct Gnd/Rim
EI Up Gnd/Rim
EI Dn Cover
Up Cover
Dn
(ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall JB-1-2 0.18 8.97 0.80 10,0 18.5 6.31 32.20 60.40 3.35 42 83 0.36 19.70 19.40 24.82 28.40 25.00 5.20 2.10
2 1 CI-1-2 0.71 0.71 0.74 10.0 10.0 6.31 3.31 19.00 3.58 15 59 8.66 24.80 19.70 25.53 28.80 28.40 2.75 7.45
3 1 JB-1-4 0.00 8.08 0.00 10.0 18.0 0.00 29.01 58.04 3.02 42 60 0.33 19.90 19.70 25.02 28.90 28.40 5.50 5.20
4 3 CI-1-4 0.18 2.88 0.80 10.0 10.8 6.31 10.47 45.00 3.33 24 78 3.96 23.00 19.90 25.36 28.27 28.90 3.27 7.00
5 4 CI-1-6 1.09 2.42 0.35 10.0 10.5 6,31 8.34 14.38 4.72 18 32 1.88 23.60 23.00 25.77 28.27 28.27 3.17 3.77
6 5 JB-1-6 0.00 1.33 0.00 10.0 10.2 0,00 6.01 10.63 4.90 15 37 2.71 24.60 23.60 26.32 29.25 28.27 3.40 3.42
7 6 1.33 1,33 0.72 10.0 10.0 6.31 6.04 19.95 5.38 15 22 9.55 26.70 24.60 27.68 27.95 29.25 0.00 3.40
8 4 CI-1-8 0.10 0,28 0.75 10.0 10,2 6.31 1.31 6.94 0.74 18 23 0.44 23.10 23.00 25.54 28.14 28.27 3.54 3.77
9 8 CI-1-10 0.18 0.18 0.74 10.0 10.0 6.31 0.84 24.46 0.60 18 28 5.43 24.60 23.10 25.54 28.14 28.14 2.04 3.54
10 3 DI-1-1 0.00 5.20 0.00 10.0 17,5 0.00 20.33 37.48 2.88 36 63 0.32 20.10 19.90 25.20 29.20 28.90 6.10 6.00
11 10 DI-1-2 0.18 0.53 0.58 10.0 10,3 6.31 2.28 36.85 1.29 18 25 12.31 23.20 20.10 25.32 28.39 29.20 3.69 7.60
12 11 CI-1-12 0.35 0.35 0.74 10.0 10.0 6.31 1.63 24.07 2.10 18 32 5.26 24.90 23.20 25.39 28.39 28.39 1.99 3.69

13
14
10
13
JB-1-10
0.00
0.61
4.67
0.61
0.00
0.72
10.0
10.0
15.2
10
0
0.00
6
31
19.33
2
77
36.64
29
37
2.74
3
21
36
15
282
22
0.30
20
68
20.95
20.10
25.56 z~.~.~
29.20
4.21
6.10
, . . . . . 2 .95
° 28.17 26.75 228.16 0.00 5.96

15
13
CI-1-14
0.11
4.06
0.80
10.0
14.9
6.31
16.97
177.32
2.51
36
29
7.07 -~3.1•-
23.00 •~
t-LtC
20.95 ~-
25.65
28.39
28.16
2.39
4.21
16 15 CI-1-16 0.11 3.95 0.75 10.0 14.5 6.31 16.64 19.93 2.53 36 56 0.09 23.05 23.00 25.75 28.09 28.39 2.04 2.39
17 16 CI-1-18 0.44 0.44 0.74 10.0 10.0 6.31 2.05 23.40 1.24 18 31 4.97 24.60 23.05 25.83 28.09 28.09 1.99 3.54
18 16 CI-1-20 0.19 3.40 0.74 10.0 13.7 6.31 14,58 15.46 2.17 36 93 0.05 23.10 23.05 25.85 27.64 28,09 1.54 2.04
19 18 CI-1-22 0.19 0.19 0.74 10.0 10.0 6.31 0.89 19.02 0.50 18 32 3.28 24.15 23.10 25.93 27,64 27.64 1.99 3.04
20 18 CI-1-24 0.51 3.02 0.74 10.0 12.8 6.31 13.21 11.37 2.69 30 104 0.08 23.18 23.10 26.04 27.14 27.64 1.46 2.04
21 20 CI-1-26 0.17 0.36 0.73 10.0 10.3 6.31 1.65 9.46 0.93 18 150 0.81 24.40 23.18 26.19 27.89 27.14 1.99 2.46
22 21 CI-1-28 0.19 0.19 0.73 10.0 10.0 6,31 0.87 9.82 0.50 18 32 0.88 24.68 24.40 26.20 27.89 27.89 1.71 1.99
PARSONS MILL -PONDS 1 8 8 Number of lines: 29 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; "" Critical depth
Hydraflow Storm Sewers 2008

rr r~ rr r r rr rr r~ r~ rr rr r r rr +r rr r~ rr r~
NKT/COW Paga 2
Line DnStm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Slze Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (Inlhr) (cfs) (cfs) (ftls) (In) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
23 20 CI-1-30 0.25 2,15 0,75 10,0 12.5 6.31 9.50 11.99 3,02 24 32 0.28 23.27 23,18 26.18 27.14 27.14 1,87 1,96
24 23 CI-1-32 0.28 1.90 0.75 10.0 12.0 6.31 8,50 14,80 2.71 24 70 0.43 23.57 23,27 26.41 26,99 27.14 1.42 1,87
25 24 CI-1-34 0.28 0.28 0.76 10.0 10,0 6.31 1.34 13.06 0.76 18 32 1.55 24.07 23.57 26.52 26.99 26.99 1.42 1.92
26 24 CI-1-36 0.30 1.34 0.74 10,0 11.1 6,31 6.08 13.55 1.94 24 100 0.36 23,93 23.57 26.58 27.39 26.99 1.46 1,42
27 26 CI-1-38 0.28 0.28 0.74 10,0 10.0 6.31 1,31 13.13 0.74 18 32 1.56 24,43 23.93 26.64 27.39 27.39 1,46 1.96
28 26 CI-1-40 0.33 0.76 0.74 10.0 10.3 6.31 3,52 6.30 1.99 18 103 0.36 24.30 23.93 26.75 27.89 27.39 2.09 1.96
29 28 CI-1-42 0.43 0.43 0.74 10.0 10.0 6.31 2.01 5.87 1.14 18 32 0.31 24.40 24.30 26.80 27,89 27.89 1.99 2.09
PARSONS MILL • PONDS 1 & 8 Number of Ifnes: 29 Date: 09-20-2007
NpTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; "" Critical depth
Hydraflow Storm Sewers 2008

li. ~ ~ ~ ~ r ~ ~ » r ~ ~ ~ ~ ~ rr ri r
Hydraflow Storm Sewers PARSONS MILL -PONDS 1 & 8
All dimensions in feet Line 4 - Combination Iniet on Grade - CI-7-~L
Q.18
~h
Hydraflow Storm Sewers 2008

i~ ~ ~
N KT/GUT
r r ~ ~ r ~ ~r r ar ~ rr
Page 2
Line Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
23 CI-1-30 Sag 3.00 4,02 0,25 0.00 1.02 0.00 2.00 2.83
24 CI.1-32 Sag 3.00 4,02 0.28 0.00 1.11 0,00 2.00 3.33
25 CI-1-34 Sag 3,00 4.02 0.28 0,00 1,15 0.00 2,00 3.33
26 CI-1-36 24 .... 4.02 0.30 0,00 0.84 0.27 2.00 6.98
27 CI-1-38 25 .... 4,02 0.28 0.00 0.88 0.29 2.00 7.18
28 CI.1-40 26 .... 4,02 0.33 0.00 0.77 0.21 2.00 6.58
29 CI-1-42 27 .... 4.02 0.43 0.00 0.94 0.34 2.00 7,48
PARSONS MILL -PONDS 1 & 8 Number of lines: 29 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; `* Critical depth
Hydraflow Storm Sewers 2008

a ~ a a ~ a ~ +~ air a a~ r ,~ r ~ arr ~ r as
N KT/GUT Page 1
Lfne Inlet Byp Grate i Orng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
30 CI-8-1 Sag 6.00 4.02 0.60 0.00 1.76 0.00 2.00 5.83
31 CI-8-2 33 ,,.. 4,02 0,36 0,00 0.82 0,25 2.00 6,88
32 CI-8-4 34 .,,. 4,02 0,46 0,00 0,98 0.37 2,00 7,68
33 CI-8-6 Sag 6.00 4,02 0.25 0.00 1,34 0,00 2.00 3,83
34 CI-8-8 Sag 6,00 4.02 0.27 0.00 1,32 0.00 2.00 3.83
35 CI-8-10 33 ,.., 4,02 0.44 0.00 0.97 0.35 2.00 7.28
36 CI-8-12 34 ,... 4.02 0,28 0.00 0.66 0.16 2.00 5.73
37 CI-8-11 39 .... 4.02 0.02 0.00 0.06 0.00 2.00 1.36
38 GI-8-13 40 .... 4.02 0.71 0,00 1.37 0.72 2.00 9.33
39 CI-8-14 Offsite ..,. 4,02 0.06 0,00 0.19 0.00 2.00 2.13
40 CI-8-16 Offsite .... 4,02 0.25 0.00 1.04 0.42 2.00 7.93
PARSONS MILL -PONDS 1 8 8 Number of lines: 11 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; "* Critical depth
Hydreflow Storm Sewers 2008

~ ~ ~ ~ r ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ ~
PARSONS MILL -POND 2
Outfall
Project File: 07001 POND 2 092007.stm
Outfall
Number of lines: 27
10
Date: 09-20-2007
Hydraflow Storm Sewera 2008 v12.01

~ ~ ~
N KT/COW

Page 1
Line Dn3trn Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Fuli Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (it)
1 Outfall DI-2-2 0.36 6,00 0.72 10.0 13.4 6.31 25.92 27.05 5.28 30 34 0,43 21.15 21.00 24.50 27.75 24,11 4,10 0,61
2 1 CI-2-1 0.80 5.64 0,73 10.0 13.0 6.31 24.65 34,18 5.02 30 122 0,69 22.00 21.15 25,18 27.10 27,75 2.60 4,10
3 2 CI.2-2 0.35 4.84 0.76 10.0 12,3 6.31 21,55 22.65 4.39 30 174 0,30 22.53 22.00 25.96 27.02 27,10 1,99 2.60
4 3 CI-2-4 0.31 0.31 0.76 10.0 10,0 6.31 1,49 14.62 0.84 18 24 1.94 23.00 22,53 26,25 27.02 27.02 2,52 2.99
5 3 CI-2-6 0.31 4,18 0,73 10.0 12.0 6,31 18.70 22.51 3.81 30 73 0.30 22.75 22.53 26.34 27.14 27.02 1.89 1,99
6 5 CI-2.8 0.18 1,65 0.73 10.0 11.6 6.31 7.46 13.64 2.38 24 55 0.36 22.85 22.75 26,59 27.42 27.14 2.47 2,39
7 6 CI-2-10 0.33 1.47 0.73 10.0 11.3 6.31 6.72 15.07 2.14 24 45 0,44 23.15 22.95 26.69 27.64 27.42 2,49 2,47
8 7 CI-2-12 0.28 0.28 0.74 10.0 10.0 6.31 1.31 18.56 0,74 18 32 3.13 24,15 23,15 26.76 27.64 27.64 1,99 2.99
9 7 CI-2-14 0.47 0.86 0.78 10.0 10,5 6.31 4.05 13.36 2,29 18 102 1.62 24.80 23,15 26.91 28.14 27.64 1,84 2.99
10 9 CI-2-16 0,39 0,39 0.73 10.0 10,0 6.31 1,80 5.87 1.02 18 32 0.31 24.90 24.80 26.98 28.14 28,14 1.74 1.84
11 5 CI-2-18 0.23 2.22 0.73 10.0 11.3 6.31 10.12 14.58 3.22 24 48 0,42 22.95 22.75 26,58 27.35 27.14 2.40 2.39
12 11 CI-2-20 0.26 1.99 0,73 10.0 10.9 6.31 9,18 12.96 2,92 24 61 0,33 23.15 22,95 26.81 27.64 27,35 2.49 2,40
13 12 CI-2-22 0.22 0.22 0.74 10.0 10.0 6.31 1.03 18.84 0,58 18 32 3.22 24,18 23.15 26,94 27.64 27.64 1.96 2.99
14 12 CI-2-24 0.84 1,51 0.73 10.0 10.3 6.31 7.11 16.51 2.26 24 75 0.53 23.55 23.15 27.00 28.02 27.64 2,47 2.49
15 14 CI.2-26 0,67 0.67 0.78 10.0 10.0 6.31 3.30 18.66 1.87 18 32 3.16 24.56 23.55 27.05 28.02 28.02 1,96 2.97
16 Outfall DI-2-6 0.26 5.40 0.72 10.0 14.4 6.31 22.53 33.11 4,59 30 23 0,65 20.65 20,50 24.37 27.95 23.57 4.80 0.57
17 16 CI-2-28 1.61 5.14 0.73 10.0 13,8 6.31 21.74 39.12 4.43 30 148 0,91 22.00 20.65 24.99 26,47 27.95 1.97 4.80
18 17 CI-2-30 0.33 3.53 0.73 10,0 13.4 6.31 15,10 12.91 4.81 24 107 0,33 22.35 22.00 25.72 27.47 26.47 3,12 2,47
19 18 CI-2-32 0,29 0.29 0.73 10,0 10.0 6,31 1,34 27,53 0,76 18 24 6.87 24,00 22.35 26.07 27.47 27.47 1.97 3.62
20 18 CI.2-34 0.16 2.91 0,74 10,0 13,2 6,31 12.55 13.39 4.00 24 71 0,35 22.60 22.35 26.20 27.84 27.47 3,24 3.12
21 20 CI.2-36 0.22 0,22 0.74 10.0 10,0 6.31 1.03 28.31 0.58 18 24 7.27 24.35 22.60 26.44 27.84 27,84 1.99 3,74
22 20 CI-2-38 0.03 2.53 0.80 10.0 12.6 6.31 11.06 12.77 3.52 24 125 0,32 23.00 22.60 26,67 28.07 27.84 3.07 3,24
PARSONS MILL -POND 2 Number of lines: 27 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -Return period = 10 Yrs. ; "Critical depth
Hydreflow Storm Sewers 2008

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N KT/COW Page 2
Line Dn8tm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Line Llne Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Tlme Inlet Rate Futl Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ftls) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 CI-2-40 0,47 2.50 0.75 10.0 12,4 6.31 10.97 13.18 3,49 24 44 0,34 23.15 23,00 26.93 27,64 28.07 2,49 3,07
24 23 CI-2-42 0.49 0,66 0.73 10.0 12.1 6.31 2.90 5.84 1.64 18 32 0.31 23,25 23.15 27.13 27.64 27.64 2.89 2.99
25 24 CI-2-44 0.17 0.17 0.74 10.0 10.0 6.31 0.79 15,14 0.45 18 55 2,08 24.40 23.25 27.18 27,90 27.64 2.00 2,89
26 23 CI-2-46 0,59 1,37 0,74 10.0 10.3 6.31 6.30 10.88 3.57 18 93 1,07 24,15 23.15 27.42 28.14 27.64 2,49 2.99
27 26 C I-2-48 0.78 0.78 0.73 10.0 10.0 6.31 3.59 13.51 2.03 18 32 1.66 24.68 24.15 27.59 28.14 28.14 1.96 2.49
PARSONS MILL • POND 2 Number of lines: 27 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; "" Critical depth
Hydreflow Storm Sewers 2008

N KT/GUT
Page 1
Line Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
1 DI-2-2 Sag 3,00 4,02 0.36 0.00 1,04 0.00 2,00 12.64
2 CI-2-1 Sag 3.00 4,02 0.80 0.00 2,35 0.00 2.00 7.83
3 CI-2-2 Sag 3,00 4.02 0.35 0.00 1.45 0.00 2.00 4.33
4 CI-2-4 Sag 3.00 4,02 0.31 0.00 1,21 0.00 2.00 3.33
5 CI-2-6 Sag 3,00 4.02 0.31 0.00 1.40 0.00 2.00 4.33
6 CI-2-8 5 .... 4.02 0.18 0.00 0.72 0,19 2.00 6,33
7 CI-2-10 6 .... 4.02 0.33 0.00 1.01 0,38 2,00 7.78
8 CI-2.12 4 .... 4,02 0.28 0.00 0,85 0.27 2.00 6.98
9 CI-2.14 7 ,... 4,02 0.47 0.00 1,05 0.42 2.00 7.98
10 CI-2-16 8 .... 4.02 0.39 0.00 0,86 0.28 2.00 7.08
11 CI-2.18 5 ,.,. 4.02 0.23 0.00 0.89 0,29 2,00 7.23
12 CI-2-20 11 ..,, 4.02 0.26 0.00 1.16 0.51 2.00 8.43
13 CI-2-22 3 .... 4.02 0.22 0.00 1.00 0.38 2,00 7,73
14 CI-2-24 12 ,,.. 4.02 0.84 0.00 1,56 0.91 2.00 10.03
15 CI-2-26 13 .... 4.02 0.67 0.00 1.38 0.72 2,00 9.33
16 DI-2-6 Sag 3.00 4,02 0.26 0.00 0.75 0.00 2.00 10.57
17 CI-2-28 Sag 3.00 4,02 1.61 0.00 5.17 0,00 2.00 15,83
18 CI-2-30 17 ,.., 4.02 0,33 0.00 0.79 0.23 2,00 6,73
19 CI-2-32 17 .... 4,02 0,29 0.00 0.75 0.21 2.00 6,48
20 CI-2-34 18 .... 4.02 0.16 0.00 0.42 0.05 2.00 4,43
21 CI-2-36 19 .,,, 4.02 0.22 0,00 0.55 0,10 2.00 5,33
22 CI-2-38 23 .... 4.02 0,03 0.00 0,10 0.00 2.00 1,74
PARSONS MILL -POND 2 Number of lines: 27 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; '* Critical depth
Hydreflow Storm Sewers 2008

~ ~ ~
N KT/GUT

Page 2
Line Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfa) (ft) (ft)
23 CI-2-40 Sag 3.00 4.02 0,47 0.00 1,97 0.00 2.00 8.33
24 CI-2-42 Sag 3.00 4.02 0.49 0.00 2.32 0.00 2.00 7.83
25 CI-2-44 24 ..., 4.02 0.17 0.00 0.45 0.06 2.00 4.58
26 CI.2-46 23 ..., 4.02 0.59 0.00 1.20 0.56 2.00 8.63
27 CI-2-48 24 ..,. 4.02 0.78 0.00 1.47 0.82 2.00 9.68
PARSONS MILL -POND 2 Number of lines: 27 Date: 09-20-2007
NOTES: Intensity = 198,56 / (Inlet time + 28,80) ^ 0.86 -- Return period = 100 Yrs. ; "" Critical depth

Hydrafiow Storm Sewers 2008

PARSONS MILL -POND 3
28
Project File: 07001 POND 3 092007.stm I Number of lines: 28 Date: 09-20-2007
Hydreflow Storm 3ewera 2008 v12.01

r r r a^~ ar +~ ~ ~ . . ~ ~ r r ^~r
N KT/COW Page
Line DnStm Inlet Drng Total Runoff Inlet Tc I Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate FuN Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall DI-3-2 0.28 6,65 0,77 10,0 14.6 6.31 26.21 23.07 5,34 30 79 0,32 20.25 20.00 23.82 27.00 23.63 4.25 1.13
2 1 CI-3-2 0.17 6.37 0.80 10.0 13.3 6.31 25.74 36.67 5.24 30 156 0,80 21.50 20.25 24,84 26.47 27.00 2,47 4.25
3 2 JB-3-2 0.51 3.55 0.79 10,0 12.2 6,31 15.79 23,46 3.22 30 107 0.33 21.85 21.50 25.36 27,50 26.47 3.15 2.47
4 3 CI-3-4 0.51 3.04 0.75 10,0 11.9 6.31 13.47 12,52 4.29 24 33 0,31 21,95 21.85 25,65 26.89 27.50 2.94 3.65
5 4 Ct-3-6 0.49 2.53 0.73 10.0 11,6 6.31 11.25 12.29 3.58 24 34 0,30 22.05 21.95 26.00 26.89 26.89 2,84 2.94
6 5 CI-3-8 0.34 1.26 0.73 10.0 10.8 6,31 5.71 12.50 3.23 18 78 1,42 23,15 22.05 26.38 27.25 26,89 2.60 3.34
7 6 CI.3-10 0.53 0.53 0,74 10.0 10.0 6.31 2.47 15.84 1,40 18 40 2,28 24.05 23.15 26.53 27,25 27.25 1.70 2,60
8 6 CI-3-12 0.39 0.39 0.73 10.0 10.0 6.31 1.80 11.75 1,02 18 100 1,25 24,40 23.15 26.55 27.64 27,25 1.74 2.60
9 5 CI-3-14 0.39 0.78 0.73 10.0 10.8 6,31 3,54 15.63 2,00 18 95 2.22 24.15 22.05 26.27 27,39 26.89 1.74 3,34
10 9 CI-3-16 0,39 0.39 0.74 10,0 10.0 6.31 1,82 7,37 1,03 18 101 0.49 24.65 24.15 26.35 27,89 27.39 1.74 1.74
11 2 CI-3-18 0.41 2.65 0.74 10.0 13.1 6,31 9.59 14,47 3.05 24 24 0.41 21,60 21.50 25,28 26.47 26.47 2,87 2.97
12 11 CI-3-20 0,16 2,24 0.73 10.0 12.7 6,31 7,88 13,55 2,51 24 42 0,36 21.75 21.60 25.43 26.69 26.47 2.94 2.87
13 12 CI-3-22 0.03 2.08 0,80 10.0 12.3 6.31 7.26 12,29 2.31 24 51 0.30 21.90 21,75 25.54 26,97 26.69 3.07 2.94
14 13 CI-3-24 0,48 2.05 0.76 10.0 10.6 6.31 7,41 12,84 2.36 24 202 0,32 22,55 21.90 25.83 26.47 26.97 1.92 3.07
15 14 DI-3-4 0,72 0,72 0.25 10.0 10.0 6.31 1.14 10.54 0.84 18 30 1.01 22.70 22.40 25.91 26.00 26.47 1.80 2.57
16 14 CI-3-26 0.36 0.85 0.74 10.0 10.4 6.31 4,05 6.67 2.29 18 25 0.40 22.65 22.55 25,94 26.47 26.47 2,32 2.42
17 16 CI-3-28 0.49 0.49 0,78 10.0 10.0 6,31 2.41 13.74 1.36 18 50 1.71 23.50 22.65 26.02 26.72 26.47 1.72 2.32
18 Outfall JB-3-2 0.00 2,39 0,00 10.0 12,9 0,00 10.51 14.71 3.35 24 59 0.42 20,40 20.15 23.37 26.40 23,22 4,00 1,07
19 18 CI.3-33 0.21 0,71 0.74 10.0 10.8 6.31 3,31 25.53 3,00 18 55 5.91 23,65 20.40 24,34 26.97 26,40 1.82 4.50
20 19 CI-3-35 0.50 0,50 0.76 10,0 10.0 6,31 2,40 4.88 3.24 15 96 0,57 24,20 23.65 24,82 27.47 26,97 2.02 2,07
21 18 CI-3-30 0,41 1,68 0.77 10.0 12.1 6,31 7,51 11.33 4.25 18 94 1,16 21,50 20,40 24,05 26,60 26.40 3,60 4.50
22 21 CI-3-32 0.18 0.18 0.74 10.0 10.0 6.31 0.84 29.21 0,59 18 24 7,74 23.35 21.50 24,33 26.60 26.60 1.75 3.80
PARSONS MILL • POND 3 Number of lines: 28 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0,84 -- Return p®riod = 10 Yrs. ; "' Critical depth
Hydraflow Storm Sewers 2008

NKT/COW Page 2
Llne Dn8tm Inlet Drng Total Runoff Inlet Tc i Fiow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (In/hr) (cfs) (cfs) (ft/s) (in) (ft} (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
23 21 CI-3-34 0,05 1.09 0,80 10,0 11.4 6.31 4,91 5.73 2.78 18 94 0.30 21.78 21.50 24.50 26,10 26.80 2.82 3,60
24 23 CI-3-36 0.45 0.45 0.73 10,0 10.0 6,31 2.07 22.17 1,17 18 24 4.46 22.85 21,78 24.60 26.10 26.10 1.75 2.82
25 23 CI-3-38 0.04 0.59 0,80 10.0 10.7 6,31 2.70 5,76 1.53 18 76 0.30 22.01 21.78 24,66 25.72 26.10 2,21 2.82
26 25 CI-3-39 0,24 0.24 0.73 10.0 10.0 6.31 1.10 13,92 0,63 18 25 1.76 22.45 22.01 24,69 25.72 25.72 1.77 2,21
27 25 CI-3-40 0.04 0.31 0.80 10,0 10.2 6.31 1.44 5.73' 0,81 18 60 0.30 22,19 22.01 24.70 25,40 25,72 1.71 2.21
28 27 CI-3-42 0.27 0,27 0.73 10,0 10.0 6.31 1.24 5.91 0.70 18 25 0,32 22.27 22,19 24,71 25.40 25.40 1,63 1,71
PARSONS MILL • POND 3 Number of Ilnes: 28 Date: 09-20-2007
NOTES; Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; "' Critical depth
Hydreflow Storm Sewers 2008

N KT/GUT Page ,
Line Inlet Byp Grate I Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfa) (ft) (ft)
1 DI-3-2 Sag 3.00 4.02 0.28 0.00 0.87 0.00 2.00 11.41
2 CI-3-2 Sag 3,00 4.02 0,17 0,00 0,55 0.00 2.00 1.46
3 JB-3-2 n/a ..., 4.02 0.51 0.00 ,.,. ..., ,.,. ...,
4 CI-3.4 Sag 3.00 4.02 0.51 0,00 1.54 0.00 2.00 4,83
5 CI-3-6 Sag 3,00 4.02 0,49 0.00 2,18 0.00 2.00 7.33
6 CI-3-8 5 ,.,. 4.02 0.34 0.00 0,94 0.34 2.00 7,48
7 CI-3-10 11 ..,. 4.02 0.53 0.00 1,11 0.47 2.00 8.23
8 CI-3-12 6 ..., 4,02 0.39 0.00 0.86 0.28 2.00 7,08
9 CI-3-14 5 .... 4.02 0.39 0.00 1.03 0.40 2.00 7,88
10 CI-3-16 9 ..,. 4.02 0.39 0.00 0,87 0.29 2.00 7.13
11 Ci-3-18 Sag 3.00 4,02 0.41 0,00 1.74 0,00 2.00 5.83
12 CI-3-20 11 .... 4.02 0.16 0.00 0.42 0,05 2.00 4.38
13 CI-3-22 12 ..., 4.02 0.03 0.00 0.10 0,00 2.00 1.57
14 CI-3-24 Sag 3.00 4.02 0.48 0.00 1.47 0.00 2.00 4.33
15 DI-3-4 Sag 3,00 4,02 0.72 0.00 0,72 0.00 2,00 10.34
16 CI-3-26 Sag 3.00 4,02 0.36 0.00 1.52 0,00 2,00 4.83
17 CI-3-28 16 .... 4,02 0,49 0.00 1,09 0.45 2,00 8.13
18 JB-3-2 n/a .... 0,00 0.00 0.00 ,.,, .... ,,,. ....
19 CI-3-33 22 ..,. 4.02 0,21 0.00 0.82 0.25 2.00 6,88
20 CI-3-35 19 .... 4.02 0.50 0.00 1.08 0.45 2.00 8.13
21 CI-3.30 23 ,,.. 4.02 0.41 0.00 0,94 0.33 2,00 7.43
22 CI-3-32 24 .,.. 4.02 0,18 0,00 0.64 0.15 2.00 5.88
PARSONS MILL • POND 3 Number of lines: 28 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; "" Critical depth
Hydreflow Storm Sewers 2008

^r rr ~r ~^r r +r r~ err r r rr ~r air r ~ ~ ~ i
N KT/GUT Page z
Llne Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
23 CI.3-34 25 .... 4,02 0.05 0.00 0.44 0.06 2.00 4.53
24 CI-3-36 28 ,.,. 4,02 0,45 0.00 1.05 0.42 2.00 7.98
25 CI-3-38 27 ..,. 4,02 0.04 0.00 0,18 0.00 2.00 2.03
26 CI-3-39 28 ..., 4.02 0.24 0,00 0.57 0,14 2.00 5,53
27 CI-3-40 Offsite .,,. 4.02 0.04 0.00 0.13 0.00 2.00 1.77
28 CI-3-42 Offsite ..., 4.02 0.27 0.00 0.98 0.36 2.00 7.63
PARSONS MILL -POND 3 Number of lines: 28 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; "" Critical depth
Hydreilow Storm Sewers 2008

PARSONS MILL -POND 4
Outfall
Project File: 07001 POND 4 092007.stm
Number of lines: 17
Date: 09-20-2007
Hyd~anow scorn, sewero zoos ~~z.o~

~ ~ ~ ~ ~ ~ ~ ~
N KT/COW
Page 1
Line DnStm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Llne Line Line Invert Invert HGL Gnd/Rim Gnd/Rlm Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Slxe Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (inlhr) (cfs) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall DI-4-2 0.78 7.41 0.53 10.0 17.7 6.31 23,28 30,23 4.74 30 46 0.54 17.75 17.50 21.46 22,75 20,58 2.50 0.58
2 1 CI-4-2 0.27 6.63 0,74 10.0 16,2 6.31 21.76 48.78 5.58 30 180 1.41 20.30 17.75 22.29 25.35 22.75 2,55 2.50
3 2 CI-4-6 0.38 6,36 0,74 10.0 15.4 6,31 21.02 25.02 4.65 30 94 0,37 20.65 20,30 22.99 25,62 25.35 2.47 2,55
4 3 CI-4-8 0,47 1,00 0,75 10.0 10.3 6.31 3.97 38.51 1.26 24 24 2,90 21.35 20.65 23.34 25.62 25.62 2.27 2.97
5 4 DI-4-4 0.53 0.53 0,53 10.0 10.0 6.31 1.77 7.00 1.00 18 34 0,44 21,50 21.35 23.38 25.00 25,62 2,00 2.77
6 3 CI-4-10 0.37 4.98 0.74 10.0 14.7 6.31 16.17 22.64 3.33 30 82 0,30 20,90 20.65 23.35 26.12 25.62 2,72 2.47
7 6 JB-4-2 0.00 4.61 0,00 10.0 13.3 0.00 15.09 24.44 3.31 30 169 0.36 21.50 20,90 23.70 27.66 26.12 3.66 2.72
8 7 JB-4-4 0.00 1.97 0.00 10.0 11.4 0.00 5.54 6.35 3.14 18 41 0,37 21,65 21.50 23.95 28.15 27.66 5.00 4.66
9 8 CI-4-12 0.07 1.97 0.80 10.0 10,5 6.31 5.67 5,96 3.21 18 109 0.32 22.00 21.65 24.40 26.37 28.15 2.87 5.00
10 9 CI-4.14 0,33 1.90 0,73 10,0 10,3 6.31 5.35 7.94 3.03 18 26 0.57 22,15 22.00 24.57 26.39 26.37 2.74 2.87
11 10 DI-4-6 1,57 1.57 0.39 10.0 10.0 6,31 3.86 16.32 2.19 18 31 2.42 22.90 22.15 24.68 25,50 26.39 1.10 2.74
12 7 CI-4-18 0.31 2,64 0,74 10.0 12,7 6.31 9,93 10.89 5,62 18 70 1.07 22.25 21.50 24.67 26.72 27.66 2.97 4.66
13 12 CI-4-18 0.55 0.55 0.48 10.0 10,0 6,31 1,66 24.07 0.94 18 24 5.25 23.50 22.26 25,15 26.72 26.72 1.72 2.97
14 12 CI-4-20 0.31 1,78 0.74 10.0 11,9 6.31 7.15 6.29 4.05 18 98 0.36 22.60 22,25 25.54 26.72 26.72 2,62 2.97
15 14 CI-4-22 0.45 0,45 0.61 10.0 10.0 6.31 1.73 20,38 0.98 18 24 3.77 23.50 22.60 25,79 26,72 26,72 1.72 2.62
16 14 CI-4-24 0.51 1.02 0.74 10.0 10.2 6.31 4.29 5.94 2.43 18 203 0.32 23.25 22.60 26.11 26.72 26,72 1.97 2.62
17 16 CI-4-24 0.51 0.51 0.60 10.0 10,0 6.31 1.93 10,73 1.09 18 24 1.04 23,50 23.25 26.20 26.72 26.72 1.72 1,97
PARSONS MILL • POND 4 Number of lines: 17 Date; 09.20-2007
NOTES; Intensity = 121,80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; "Critical depth
Hydreflow Storm Sewero 2008

N KT/GUT Page ,
Llne inlet Byp Grate 1 Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (Inlhr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
1 DI-4-2 Sag 3.00 4,02 0.78 0,00 1.66 0.00 2.00 16.53
2 CI-4-2 Sag 3.00 4.02 0.27 0.00 0.80 0,00 2.00 1.95
3 CI-4-6 Sag 3.00 4,02 0,38 0.00 1.39 0,00 2.00 4,33
4 CI-4-8 Sag 3.00 4,02 0.47 0.00 1.42 0.00 2.00 4.33
5 DI-4-4 Sag 3.00 4,02 0,53 0.00 1.13 0.00 2,00 13.23
6 CI-4-10 3 ,,,, 4.02 0.37 0.00 0,84 0.26 2.00 6.68
7 JB-4-2 n!a ..., 0.00 0.00 0.00 ,.,, ,.., .... ...,
8 JB-4-4 n/a ..,, 0.00 0.00 0.00 ,.., .... .... ,...
9 CI-4-12 Offsite ..,, 4,02 0.07 0.00 0.22 0.00 2.00 1.90
10 CI.4-14 Offsite ..,, 4,02 0.33 0.00 0,77 0.20 2.00 5.48
11 DI-4-6 Sag 3.00 4.02 1.57 0,00 2.46 0.00 2.00 20,88
12 CI-4-16 Sag 3.00 4.02 0.31 0.00 0.92 0.00 2,00 2.33
13 CI-4-18 Sag 3.00 4,02 0.55 0.00 1.06 0.00 2.00 2.83
14 CI-4-20 Sag 3,00 4.02 0.31 0.00 0.92 0.00 2,00 2.33
15 CI-4.22 Sag 3,00 4.02 0.45 0.00 1.10 0,00 2.00 3,33
16 CI-4-24 Sag 3,00 4.02 0.51 0.00 1.52 0.00 2.00 4.83
17 CI-4-24 Sag 3.00 4.02 0.51 0.00 1.23 0.00 2.00 3.83
PARSONS MILL -POND 4 Number of lines: 17 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0,86 -- Return period = 100 Yrs. ; ** Critical depth
Hydraflow Storm Sewers 2006

PARSONS MILL -POND 5
Project File: 07001 POND 5 092007.stm ( Number of fines: 32 ( Date: 09-20-2007
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N KT/COW Page
Line DnStm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Line Line Invert Invert HGL GndlRim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (Inlhr) (cfa) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfali CI-5-2 0.10 10.21 0.74 10,0 18,4 6.31 39.38 231.57 5.69 42 76 5,30 19.00 15.00 20.92 24.92 19.00 2.42 0.50
2 1 CI-5-4 0.12 1.49 0,74 10.0 11.4 6.31 6,78 5.89 3.84 18 64 0.31 19.20 19.00 21.90 24.62 24.92 3.92 4.42
3 2 CI-5-6 0.08 1.37 0,73 10.0 11.2 6.31 6.27 6.97 3.55 18 23 0.44 19,30 19.20 22,15 24.51 24,62 3,71 3.92
4 3 DI-5-2 0.68 0.88 0.72 10.0 10.0 6.31 3.09 5.91 1.75 18 142 0,32 19,75 19.30 22,42 22.50 24.51 1,25 3.71
5 3 CI-5-8 0.20 0,61 0,74 10,0 10.5 6.31 2.97 24.00 1,70 18 31 5.22 20.90 19.30 22.35 24.37 24.51 1.97 3.71
6 5 CI-5-10 0.28 0.28 0.80 10.0 10.0 6.31 1.41 10.91 0,86 18 24 1.08 21.16 20.90 22.38 24.37 24.37 1,71 1.97
7 5 CI-5-12 0.13 0.13 0.80 10.0 10.0 6,31 0.66 5.85 0.57 15 55 0.82 21.35 20.90 22.40 24.53 24.37 1.93 2,22
8 1 CI-5-13 0.14 8.62 0.75 10.0 18.1 6.31 33.41 37.23 5.55 36 42 0,31 19.13 19.00 21.74 25,15 24,92 3.02 2,92
8 8 JB-5-2 0.00 8.48 0.00 10,0 17,7 0.00 33,10 35.77 5.01 36 42 0.29 19,25 19.13 22,20 25.78 25.15 3,53 3.02
10 9 CI-5-14 0.03 2.09 0,80 10,0 12.7 6,31 9,08 12.40 2,89 24 83 0.30 19.50 19.25 22,69 25.68 25.78 4,18 4.53
11 10 CI-5-16 0,33 0.33 0.72 10.0 10.0 6.31 1,50 32.44 1.02 18 24 9,54 21,79 19.50 22.80 25,68 25.68 2.39 4.68
12 10 JB-5-4 0.00 1.73 0.00 10,0 11,9 0.00 7.67 8.62 4.34 18 89 0.67 20.10 19.50 23,34 26,34 25,68 4.74 4.68
13 12 CI-5-18 0.61 1.73 0,74 10.0 11,4 6.31 7.76 5.93 4,39 18 63 0,32 20.30 20.10 23.89 25.22 26.34 3,42 4.74
14 13 CI-5-20 0.52 0.52 0.74 10.0 10.0 6.31 2.43 25.36 1.37 18 24 5,83 21.70 20.30 24.17 25.22 25.22 2.02 3.42
15 13 CI-5-22 0.60 0.60 0.73 10.0 10.0 6.31 2,76 7,92 1.56 18 167 0.57 21.25 20.30 24.27 25,30 25.22 2,55 3.42
18 9 CI.S-24 0,40 6.39 0.74 10,0 17,4 6.31 25.11 27,07 5.12 30 34 0,44 19,40 19.25 22.61 25.64 25.78 3.74 4,03
17 16 CI-5-26 0.44 0.44 0.74 10.0 10.0 6.31 2.05 32.17 2.33 18 32 9,38 22.40 19,40 22,95 25.84 25.64 1.74 4.74
18 16 JB-5-8 0,00 5.55 0.00 10.0 16,7 0.00 22.15 23.58 4.51 30 91 0.33 19.70 19.40 23,16 26.86 25,64 4.66 3.74
19 18 CI-5-28 0.41 5.55 0.74 10.0 16.1 6.31 22.43 24.28 4.57 30 71 0,35 19.95 19.70 23.60 26.39 26.86 3.94 4.66
20 19 CI-5-30 0.43 0.43 0.74 10,0 10.0 6,31 2.01 33.21 1.78 18 32 10.00 23.15 19.95 23.86 26.39 26.39 1,74 4,94
21 19 JB-5-10 0,00 4,71 0.00 10.0 14,9 0,00 19,54 22.51 3,98 30 149 0.30 20,40 19.95 24,14 28.01 26.39 5.11 3.94
22 21 CI-5-32 0,22 4.71 0.74 10.0 14,1 6.31 19.88 23.29 4.05 30 93 0.32 20.70 20.40 24,53 26,94 28.01 3.74 5.11
PARSONS MILL -POND 5 Number of lines: 32 Date; 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; '* Critical depth
Hydrsflow Storm Sewers 2008

N KT/GUT Page
Line Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (inlhr) (ac) (cfs) (cfsj (cfs) (ft) (ft)
1 CI-5-2 2 ..,. 4.02 0.10 0.00 0.63 0.14 2.00 5.83
2 CI-5-4 5 .... 4.02 0,12 0.00 0.44 0,06 2.00 4,58
3 CI-5-6 5 ,,.. 4,02 0.08 0.00 0.23 0.01 2,00 2,58
4 DI-5-2 Sag 3.00 4.02 0.68 0.00 1.97 0.00 2.00 18,26
5 CI-5-8 Sag 3.00 4.02 0.20 0.00 0.70 0.00 2.00 1.78
6 CI-5-10 Sag 3.00 4,02 0,28 0,00 0.90 0.00 2,00 2.33
7 CI-5-12 5 ,,.. 4.02 0.13 0.00 0.37 0.04 2.00 4.78
8 CI-5-13 1 .... 4.02 0.14 0.00 0.38 0.04 2.00 4.08
9 JB-5-2 n/a ..,. 0.00 0.00 0.00 ,.., .... .... ....
10 CI-5-14 Offsite .... 4.02 0,03 0.00 0.10 0.00 2.00 1.57
11 CI-5-16 Offsite .... 4.02 0,33 0.00 0,75 0.21 2.00 6.48
12 JB-5-4 n/a ..., 0.00 0.00 0.00 ..., ,,.. .,.. ,,.,
13 CI-5-18 Sag 3.00 4.02 0.61 0.00 1.82 0.00 2.00 5.83
14 CI-5-20 Sag 3.00 4.02 0.52 0.00 1.55 0.00 2.00 4,83
15 CI-5-22 Sag 3.00 4.02 0.60 0.00 1.76 0.00 2.00 5,63
18 CI-5-24 1 .... 4,02 0.40 0.00 1.07 0.44 2.00 8.03
17 CI-5-26 Offsite ,,.. 4.02 0,44 0.00 1,15 0,50 2.00 8,38
18 JB-5-8 n/a .... 0.00 0.00 0.00 .,., ,.,. .... ,,.,
19 CI-5-28 16 ,.., 4.02 0,41 0.00 0.91 0.31 2,00 7.33
20 CI-5-30 17 ,... 4.02 0.43 0,00 0.94 0.34 2,00 7,48
21 JB-5-10 n/a ..,. 0,00 0.00 0.00 ..., .... ..,, ....
22 CI-5-32 24 ..., 4.02 0.22 0.00 0,55 0.11 2.00 6.08
PARSONS MILL -POND 5 Number of lines: 32 Date: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; "" Critical depth
Hydreflow Storm Sewere 2008

PARSONS MILL -POND 6
Project File: 07001 POND 6 092007.stm I Number of lines: 27 I Date: 09-20-2007
Hyd~anow stom, sewero zoos ~~z.o~

~ ! ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ r ~ r
N KTICOW Page ,
Line DnStm Inlet Drng Total Runoff Inlet Tc I Flow Capac Vel Ltne Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No, Ln No ID Area Area Coeff Time Inlet Rate Fulf Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (ln/hr) (cfs) (cfs) (ft/s) (in) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall CI-6-2 0.31 8.98 0.80 10.0 15.0 6.31 37.37 160.97 5.29 36 52 5.83 17.50 14.50 20.95 23.64 18.05 3.14 0.55
2 1 CI-6-4 0.15 0.69 0.80 10,0 10.8 6.31 3.25 23.85 1.84 18 32 5.16 19.15 17.50 21.41 23.64 23.64 2.99 4.64
3 2 CI-6-6 0.54 0.54 0.75 10.0 10.0 6.31 2.55 7.92 2.40 15 100 1.51 20.65 19.15 21.54 24,31 23.64 2,41 3.24
4 1 CI-6-8 0.63 7.98 0.74 10.0 14.6 6.31 33.34 36.48 4.72 36 117 0.30 17.85 17,50 21.58 24.74 23.64 3.89 3.14
5 4 CI-6-10 0,85 3.72 0.74 10.0 12.2 6.31 16.34 28.26 5.20 24 32 1.56 18.35 17.85 22.00 24.74 24.74 4.39 4.89
8 5 CI-6-12 0.12 2.87 0.74 10.0 12.0 6.31 12.65 14.35 4.03 24 50 0.40 18.55 18.35 22.55 24.84 24.74 4.29 4.39
7 6 CI-6-14 0.20 0.20 0.73 10.0 10.0 6.31 0.92 29.93 0.52 18 24 8.13 20.50 18.55 22.80 24.84 24.84 2.84 4.79
8 6 CI.6-17 0.24 2.55 0.74 10.0 11.9 6.31 11,27 18.38 6,38 18 52 3.06 20.15 18.55 23.59 25.22 24.84 3.57 4.79
9 8 CI-6-16 0.35 0.35 0.73 10.0 10.0 6.31 1.61 26.22 0.91 18 25 6.23 21.70 20.15 24.22 25.22 25.22 2.02 3.57
10 8 CI-6-18 0.22 1.96 0.74 10.0 11.5 6.31 8.73 7.65 4.94 18 94 0.53 20.65 20.15 24.76 25.72 25.22 3.57 3.57
11 10 CI-6-20 0.29 0.29 0.73 10.0 10.0 6.31 1.34 26.69 0.76 18 24 6.46 22.20 20.65 25.14 25.72 25.72 2.02 3.57
12 10 CI-6-22 0.51 1.45 0.74 10.0 11.1 6.31 6.53 10.05 3.69 18 98 0.92 21.55 20.65 25.48 26.22 25.72 3.17 3.57
13 12 CI-6-24 0.17 0.94 0.73 10.0 10.9 6.31 4.23 6.77 2.39 18 24 0.42 21.65 21.55 25.71 26.22 26.22 3.07 3.17
14 13 CI-6-26 0.25 0.77 0.73 10.0 10.6 6.31 3.49 7,68 2.84 15 53 1.41 22.40 21.65 25.87 26.47 26.22 2.82 3.32
15 14 CI-6-27 0.52 0.52 0.73 10.0 10.0 6.31 2.39 3.79 1.95 15 72 0.34 22.65 22.40 26.03 26.90 26.47 3.00 2.82
16 4 JB-6-2 0.00 3.63 0.00 10.0 13.9 0.00 15.42 22.70 3.14 30 114 0.31 18.20 17.85 22.01 26.06 24.74 5.36 4.39
17 16 CI-6-28 0.19 3.63 0.73 10.0 12.6 6.31 15.89 23.71 3.24 30 254 0.33 19.05 18.20 22,54 24.98 26.06 3.43 5.36
18 17 CI-6-30 0.30 1.15 0.73 10.0 10.9 6.31 5.27 18.04 2.98 18 39 2.95 20.20 19.05 22.76 24,72 24.98 3.02 4.43
19 18 CI-6-32 0.26 0.26 0.75 10.0 10.0 6.31 1.23 21.96 0.70 18 24 4.37 21.25 20.20 22.89 24,72 24.72 1,97 3.02
20 18 CI-6-34 0.13 0.59 0.80 10.0 10.3 6.31 2,75 10.02 1.56 18 49 0.91 20.65 20.20 22.92 25.15 24.72 3.00 3.02
21 20 CI-6-36 0.46 0.46 0.73 10.0 10.0 6.31 2.12 20.34 1.22 18 24 3.75 21.55 20.65 22.94 25.15 25.15 2.10 3.00
22 17 CI-6-38 0.56 2.29 0.73 10.0 11.9 6.31 10.18 13.02 3.24 24 136 0.33 19.50 19.05 23.06 24.72 24.98 3.22 3.93
PARSONS MILL -POND 8 Number of Ilnes: 27 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; ""Critical depth
Hydrsflow Storm Sewers 2008

N KT/COW Page z
Llne Dn3tm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Slze Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (In) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 CI-6-40 0.47 0.47 0.74 10,0 10.0 6.31 2.19 28.36 1.24 18 24 7.29 21.25 19.50 23.21 24.72 24,72 1.97 3.72
24 22 CI-6-42 0.35 1.26 0.73 10.0 11.4 6,31 5,70 8.51 3.22 18 99 0.66 20,15 19.50 23.46 25.22 24,72 3.57 3.72
25 24 CI-6-44 0.29 0,29 0.73 10.0 10.0 6,31 1.34 24.91 0,76 18 24 5.63 21.50 20.15 23,62 25,22 25,22 2.22 3.57
26 24 CI-6-46 0,25 0.62 0.74 10,0 10.4 6,31 2.92 10.72 1.65 18 101 1,04 21.20 20,15 23.69 25.72 25.22 3.02 3.57
27 26 CI-6-48 0.37 0,37 0.73 10.0 10.0 6.31 1.78 21,96 1.01 18 24 4.37 22.25 21.20 23.73 25.72 25.72 1.97 3.02
PARSONS MILL - POND B Number of lines: 27 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0,84 -- Return period = 10 Yrs. ; "" Critical depth
Hydraflow Storm Sewers 2006

~ rr ~ rr ~ ~ r ~ ~ ~ r ~ ~ ~ ar rr +
N KT/GUT Page 1
Llne Inlet 8yp Grate I Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Wldth Spread
(sgft) (In/hr) (ac) (cfa) (cfa) (cfa) (ft) (ft)
1 CI-6-2 Sag 3,00 4.02 0.31 0.00 1.61 0.00 2.00 5.33
2 CI-6-4 Sag 3,00 4,02 0,15 0.00 1.90 0.00 2,00 6,33
3 CI-6-6 2 .... 4.02 0.54 0.00 1.15 0.48 2.00 7.13
4 CI-6-8 1 .... 4.02 0.63 0,00 1.26 0.61 2.00 8.88
5 CI-6-10 2 .,.. 4.02 0.85 0,00 1.59 0.95 2.00 10.13
6 CI-6-12 Sag 3,00 4.02 0.12 0.00 0.57 0.00 2.00 1.62
7 CI-6-14 Sag 3.00 4.02 0.20 0.00 0.91 0.00 Z.00 2.33
8 CI-8-17 6 ,,.. 4.02 0.24 0.00 0.76 0,21 2.00 6,53
9 CI-6-16 7 ..,. 4.02 0.35 0.00 0.93 0.32 2.00 7.38
10 CI-6-18 8 ..., 4,02 0.22 0.00 0.84 0.26 2.00 6.93
11 CI-6-20 9 ..., 4.02 0.29 0.00 0.78 0,22 2.00 6.63
12 CI-6-22 10 .... 4.02 0.51 0.00 1.08 0.44 2.00 8.08
13 CI.6-24 11 ..,. 4.02 0,17 0.00 0,66 0,15 2,00 5.98
14 CI-6-26 13 ..,. 4.02 0.25 0.00 0.91 0.31 2.00 7.28
15 CI-6-27 14 ,... 4.02 0.52 0.00 1.05 0.48 2.00 7,48
16 JB-6-2 n/a .,,. 0.00 0.00 0.00 ,... ..,, .,.. ....
17 CI-6-28 18 ..., 4,02 0,19 0,00 0.48 0,07 2.00 4.88
18 CI-6-30 Sag 3.00 4.02 0.30 0,00 0.99 0.00 2.00 2.83
19 CI-6-32 Sag 3.00 4.02 0.26 0.00 1,15 0.00 2.00 3.33
20 CI.6-34 18 ..., 4.02 0,13 0.00 0.38 0.04 2,00 4.08
21 CI-6-36 19 .... 4.02 0.46 0.00 0.98 0.37 2.00 7.68
22 CI.6-38 Sag 3.00 4.02 0.56 0.00 1.93 0.00 2,00 6,33
PARSONS MILL -POND 6 Number of lines: 27 Date: 09-20-2007
NOTES: lntenslty = 198.56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; ** Critical depth
Hydreflow Storm Sewers 2009

N KT/GUT Page 2
Llne Inlet Byp Grate I Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Wldth Spread
(sgft) (Inlhr) (ac) (cfs) (cfa) (cfs) (ft) (ft)
23 CI-6-40 Sag 3.00 4,02 0.47 0.00 1.68 0.00 2,00 5,33
24 CI-6-42 22 ..,. 4.02 0.35 0.00 0.87 0.29 2.00 7.13
25 CI-6-44 23 ..,. 4.02 0,29 0.00 0.86 0.28 2.00 7.08
26 CI-6-46 24 ..,. 4.02 0.25 0.00 0.61 0.13 2.00 5.73
27 CI-6-48 25 .,.. 4.02 0.37 0.08 0.87 0,29 2,00 7.13
PARSONS MILL -POND 6 Number of Ilnes: 27 pate: 09-20-2007
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 -• Return period = 100 Yrs. ; *" Critical depth
Hydraflow Storm Sewers 2008

~ ~ ~ ~ ~ ~ i ~ ~ ~ ~ ~ r ~ ~ ~ i ~ s
PARSONS MILL -POND 7
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Project File: 07001 PQND 7 092007.stm
Number of Iines: 25
Date: 09-20-2007
Hydraflow Storm Sewers 2008 v12.01

~ r a~
NKT/COW
~ ~ ~ r ~ ~ rr . ~ ~ ~r ~ ~ ~ ~ r
Page 1
Line Dn3tm Inlet Drng Total Runoff Inlet Tc i Flow Capac Vel Line Llne Llne Invert Invert HGL GndlRlm Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (Inlhr) (cfs) (cfs) (ftls) (In) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall JB-7-2 0.00 6.61 0.00 10.0 18.4 0.00 25.43 25.27 5.18 30 40 0.38 16.00 15.85 20,56 23.24 19.02 4,74 0.67
2 1 CI-7-2 1.14 6.61 0,73 10.0 17.9 6.31 25.67 54.12 5.23 30 144 1.74 18,50 16.00 21.34 26,86 23.24 5.86 4.74
3 2 JB-7-8 0.00 5.47 0,00 10,0 17.7 0.00 21.36 40.90 4,35 30 45 0.99 18.95 18.50 21.77 27,50 26.90 6.05 5.90
4 3 CI-7-4 0.12 5.47 0.80 10,0 17,3 6.31 21.56 23.62 4,39 30 121 0.33 19,35 18.95 22.31 27.12 27,50 5.27 6.05
5 4 CI-7-6 0.25 0.28 0,75 10,0 16.8 6,31 1.14 38.34 1.79 18 24 13.33 22.55 19.35 22,96 27.12 27.12 3.07 6,27
6 5 CI-7-8 0.03 0,03 0.80 10.0 10.0 6.31 0.15 4.08 0.44 15 50 0.40 22.75 22.55 23.08 27,27 27,12 3.27 3.32
7 4 CI-7-9 0,01 5.07 0,80 10.0 15.7 6.31 20.59 25.85 4.20 30 76 0.40 19.65 19.35 22.72 27.35 27.12 5.20 5.27
8 7 CI-7-10 0.20 0.44 0.74 10.0 10.6 6.31 2,04 21.56 2.33 18 89 4.21 23.40 19.65 23.94 26.72 27.35 1.82 6.20
9 8 CI-7-12 0,24 0.24 0.75 10.0 10.0 6.31 1.14 6,78 1,63 18 24 0.42 23.50 23.40 24.08 26.72 26.72 1,72 1.82
10 7 CI.7.14 0.03 4.62 0.80 10,0 15.0 6.31 19.04 22,12 3.88 30 172 0.29 20.15 19.65 23,29 26.97 27.35 4.32 5.20
11 10 CI-7-16 0,16 0.47 0,73 10.0 10.7 6,31 2.12 31.79 1.33 18 24 9.17 22,35 20,15 23.53 26.97 26.97 3.12 5.32
12 11 CI-7-17 0.31 0.31 0.73 10.0 10,0 6.31 1.43 4.00 1.27 15 52 0.38 22.55 22.35 23.55 27,12 26.97 3.32 3.37
13 10 CI-7-18 0.36 4.12 0.74 10.0 14.5 6.31 17.15 23.05 3.49 30 95 0.32 20.45 20.15 23.64 26.52 26,97 3,57 4.32
14 13 CI-7-20 0.34 0,55 0,73 10.0 11.1 6.31 2.46 27.52 1.39 18 24 6,87 22.10 20,45 23.83 26.52 26.52 2,92 4,57
15 14 CI-7.22 0,21 0.21 0.73 10.0 10,0 6.31 0.97 4.00 0.79 15 52 0.38 22.30 22.10 23.86 28,82 26.52 3.27 3,17
16 13 CI-7-24 0.19 3,21 0,74 10,0 14,2 6.31 13.45 22.85 2.74 30 48 0.31 20.60 20.45 23.84 26.82 26.52 3.72 3.57
17 16 CI-7-26 0.36 0.36 0.73 10.0 10.0 6.31 1.66 36,97 2.11 18 24 12,39 23.60 20,60 24.09 26.82 26.82 1,72 4.72
18 16 CI-7-28 0.36 2.66 0.74 10,0 13.6 6.31 11,30 24.15 2.30 30 86 0.35 20,90 20.60 24,00 27.09 26.82 3.69 3.72
19 18 CI-7-30 0,22 0.56 0.73 10,0 10,8 6.31 2.53 27.11 1,43 18 24 6.67 22.50 20,90 24.09 27.09 27,09 3,09 4.69
20 19 CI-7-31 0.34 0.34 0.73 10.0 10.0 6.31 1.57 3,67 1.28 15 62 0.32 22.70 22.50 24.13 27.27 27.09 3.32 3.34
21 18 JB-7-12 0.00 1.74 0,00 10.0 13.0 0.00 7,50 12.94 2.39 24 92 0.33 21.20 20.90 24.14 28.05 27.13 4.85 4.23
22 21 JB-7-14 0.00 1,74 0.00 10.0 12,7 0.00 7.56 13.17 2.41 24 44 0,34 21.35 21,20 24.27 28.52 28.05 5.17 4.85
PARSONS MILL -POND 7 Number of Tines: 25 Date: 09-20-2007
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 -- Return period = 10 Yrs. ; *' Critical depth
Hydrailow Storm Sewers 2008

ar ~ ~ r a~ ~ ~ r ~ ~ r r. r ~ r ~r r
NKT/COW Page z
Line DnStm Inlet Drng Total Runoff Inlet Tc t Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim GndlRim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Slze Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/a) (In) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 CI-7-32 0.06 1.74 0.80 10.0 12,3 6,31 7.62 5.87 4.31 18 96 0,31 21.65 21.35 24.97 27.13 28,52 3.98 5.67
24 23 CI-7-34 0.06 0,06 0.80 10.0 10.0 6.31 0.30 32.87 0.18 18 24 9.80 24.00 21.65 25.26 27,13 27.13 1,63 3.98
25 23 CI-7-36 1,62 1.62 0.73 10.0 10,0 6.31 7.46 9,73 4.22 18 105 0.86 22,55 21,65 25.51 26,18 27.13 2.13 3.98
PARSONS MILL • POND 7 Number of lines: 25 Dat®: 09-20-2007
NOTES; Intensity = 121.80 / (Inlet time + 23,50) ^ 0,84 -- Return period = 10 Yrs. ; "* Critical depth
Hydreilow Storm Sewers 2008

a^~ r r ~ ~ ~ r~ ri^~ i ~ ~ ~ ~w r r r r r~
N KT/GUT Page
Line Inlet Byp Grate i Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Width Spread
(sgft) (in/hr) (ac) (cfs) (cfs) (cfs) (ft) (ft)
1 JB-7-2 n/a ..., 0,00 0,00 0.00 ,,.. ..,, ,... .,..
2 CI-7-2 Sag 3,00 4.02 1,14 0.00 3,35 0.00 2.00 10.83
3 JB-7-8 n/a .,,, 0.00 0.00 0.00 ,,.. .,., ,,.. ....
4 CI-7-4 Sag 3.00 4.02 0.12 0,00 0.39 0,00 2.00 1.14
5 CI-7-6 Sag 3.00 4.02 0.25 0.00 0.75 0.00 2.00 1.78
6 CI-7-8 5 .... 4.02 0.03 0.00 0,10 0.00 2,00 1.74
7 CI-7-9 4 .,., 4.02 0,01 0.00 0.03 0.00 2.00 1.15
8 CI-7-10 Offsite .... 4,02 0.20 0,00 0.51 0,09 2.00 5,03
9 CI-7-12 Offsite .,,. 4.02 0.24 0.00 0.60 0.13 2.00 5.63
10 CI-7-14 13 .... 4.02 0.03 0.00 0.10 0.00 2.00 1,74
11 CI-7-16 15 .,.. 4.02 0.16 0,00 0.55 0.11 2,00 6.13
12 CI-7-17 11 ,,.. 4.02 0.31 0,00 0.72 0.19 2.00 7,18
13 CI-7-18 Sag 3.00 4,02 0.36 0.00 1.22 0.00 2.00 3.83
14 CI-7-20 Sag 3.00 4.02 0.34 0.00 1.42 0,00 2.00 4.33
15 CI-7-22 14 .,.. 4.02 0,21 0,00 0,60 0.12 2.00 6.43
16 CI-7-24 13 .... 4.02 0.19 0.00 0.66 0,15 2.00 6.78
17 CI-7-26 14 .,.. 4,02 0,35 0.00 0.90 0,30 2,00 8.13
18 CI-7-28 16 .... 4.02 0.36 0.00 0.83 0,24 2.00 7.73
19 CI-7-30 17 .,,, 4.02 0.22 0.00 0.69 0.17 2.00 7,03
20 CI.7.31 19 ..., 4.02 0.34 0.00 0.78 0.22 2.00 7,48
21 JB-7-12 n!a .... 0.00 0,00 0.00 ,... .... .... .,,.
22 JB•7-14 n/a .,.. 0.00 0.00 0,00 .... .... ,,,, ,.,,
PARSONS MILL -POND 7 Number of lines: 25 Date: 09-20-2007
NOTES: Intensity = 198,56 / (Inlet time + 28.80) ^ 0.86 -- Return period = 100 Yrs. ; "* Critical depth
tiydreflow Storm Sewers 2008

N KT/GUT Page 2
Line Inlet Byp Grate I Drng Known Q Q Gutter Inlet
No. ID Ln No Area Inlet Area Q Capt Byp Wldth Spread
(sgft) (Inlhr) (ac) (cfa) (cfs) (cfs) (ft) (ft)
23 CI-7-32 25 ,,.. 4.02 0.06 0.00 0.19 0.00 2.00 2.13
24 CI-7.34 25 ,... 4.02 0.06 0,00 0.19 0.00 2.00 2,13
25 CI-7-36 Sag 3.00 4,02 1.62 0.00 4.77 0.00 2.00 14.83
PARSONS MILL • POND 7 Number of lines; 25 Date; 09-20-2007
NOTES; Intensity = 198.56 J (Inlet time + 28.80) ^ 0.86 •- Return period = 100 Yrs. ; ""Critical depth
Hydraflow Storm Sewers 2008

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Section 3
SWALE
CALCULATIONS
1

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Blue Clay Road Swales NKT No.: 07001
Roughness, n 0.03 Grass lined swale
Base Width, B 0 ft
Top Width, W 8 ft
Depth, y 1 ft
Length, L 190 ft
USI 28 ft
DSI 27 ft
Longitudinal Slope, s 0.005 ft/ft
Side slope, M 4.0 M = (W - B)/(2*y)
Wetted Perimeter, P 8 ft P= B+ 2*y*sgrt{1+M^2}
Area, A 4 ftz A= 6"y + M"y^2
Hydraulic Radius, R 0.49 ft R = A/P
Velocity 2.22 ft/s V = Q/A
Capacity, Q 8.9 ft3/s Q = (1.486/n)*A"R^.667*s^0.5
Runoff Calculation
Runoff Coefficient, C 0.5
Intensity, I 8.15 in/hr 25-yr
Area, A 9500 sq. ft.
Runoff, Q 0.9 cfs Q =CIA
Parmele Road Gutter
Roughness, n 0.013 Concrete
Base Width, B 0 ft
Top Width, W 4 ft
Depth, y 0.5 ft
Length, L 340 ft
USf 22.57 ft
DSI 22.06 ft
Longitudinal Slope, s 0.020 ftlft
Side scope, M 4.0 M = (W - B)!(2"y)
Wetted Perimeter, P O ft P= B+ 2•y*sgrt{1+M^2)
Area, A 1 ftZ A= 6*y + M*y^2
Hydraulic Radius, R 0.24 ft R = A/P
Velocity 6.28 ft/s V = Q/A
Capacity, Q 6.3 ft3/s Q = (1.486/n)*A*R^.667*s^0.5
Runoff Calculation
Runoff Coefficient, C 0.5
Intensity, I 8.15 in/hr 25-yr
Area, A 13600 sq. ft.
Runoff, Q 1.3 cfs Q = C!A

NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS
'ENERGY DISSIPATORS
FOR OFF-SITE ROAD IMPROVEMENTS
PROJECT: PARSONS MILL COUNTY: NEW HANOVER COUNTY
NKT#: 07001
~ ~ ~ ~ ~ i ~
DATE: 3/22/2007

DISSIPATOR LOCATION
Qzs (CFS V2s
FTlS
Do IN
ZONE
CLASS L
FACTOR W
FACTOR LENGTH
FT WIDTH
FT DEPTH
FT
Parmele Fiume' 4.40 4.40 12 1 A 4 3 4.00 3
00 1
00
Castle Ha ne Rd. 15" RCP 5.40 4,40 15 1 A 4 3 5.00 .
4.00 .
1.00
"`VELOCITY LESS THAN 2.5 FT/S, ENERGY DISSIPATOR IS NOT NECESSARY
BASED ON NCRD, LAND QUALITY SECTION, DESIGN MANUAL

----
Date Design ~ Sheet
/t / NORRIS, KUSKE &TUNSTALL 902 Market St. 1
31~5~~ F ~.~.,,.~ CONSULTING ENGINEERS. INC. WIII711ngtOn, N.C. 28401-4733 Dt
Check Job For Job No.
' PruntD 2 ~~AvT" St,~P~L~
' C~ = c l 1~
~~ = r~,`T~~ #•'~~ ~:^~Eti2~ ~J.~#a~~>/~ = 2,03 c,FS
L = 33 O.2(.p F T°
~. ,~ /
~l~
1 = 7.23 r>vj~s2 Ito-`i(~, ~ ~~trf~,i ~"I'~42J~:'
(~ f
Pont ~ 3, ~:i~:-~-- ~Y.~~: ~
' t? ~- ~~i { . ii,~ V
L.~ ~
,.-

= LD,^?~' F ~°7.2; r~:~~~-~ (t~.i-7~ t~c.~ = E Ot GFS

Date Design ~ „ NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
Check Job For
~~ Ct~
902 Market St. Sheet
Wilmington, N.C. 28401-4733 2
Of '°~
Job No.
~ ° O.`1 ~
~ = ~.2£;~ ~c_
4~,- (~.-r~) ~~.23 ~~;:~'~-~-~~ (o.~.~~ AL~ _ ~.~~ cis
~.,. = 1=~2. q tr
S- (2~.~0 - 2`7.0 ~ !~~..9t~ = o. 00 3 2?
~r
.,~ s -- {---~-
~ I ~~..
1.571 /~c._
~~ro~n rc<
G` ~J~,tO~ ~T
Post i~ `~, ?~l Or2"CF; '~ ~~a~ L-;K.
~- ~.~~
Q = ;C,`i~~ Vii.?-~ ~~4~~`~f'~ (~. ~~~~6..) _ ~3.~Q G~.S

' Date Design /~~ NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS. INC.
' Check Job For
% °c~ ~
902 Market St. 3 eel
Wilmington, N.C. 28401-4733 Of
Job No.
c=o,-~~
1- °1.?3 ~~~~~~
' ;,2 = (~.°7l~~ (°7.2 ~ i.r~t~:-t-~~ { ~~1~~ ~`G..~ ~ 1, Iii ~.~5
L= ~lnO.yV7 FT
I - ~
1
1
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~.~ ~~~.`T~ ~ 22, 7~~ ~ ~ fay • `~ ~ - b,O®le'2. ,
c~-~t~~
~ = a -~ S
~ _ ~1.Z3 r~~~~
;; (~, ] ~ f ~ i % ~ i ~t ~ tau? ~ O° ~°m1~ ~'sL.-~ ~ 3. ~i 2 CF S
~' ~ Ge. ~~iy~ ad ~ i~~~A~~ kE 1 ( Jr Sl ('~ ~ Ve~.lkl ~.(/ (~7~
Pot~.l o ~ , sov~~~ S~~t~~...~: t
~=c.t~.
c = o. -~ 8
l = 7.2~, r;~~';
F~ = O. ~3 ~ Ar ~

Date Design ~ NORRIS, KUSKE &TUNSTALL 902 Market St. Sheefi
CONSULTING ENGINEERS. INC. W11t711rlgton, N.C.28401-4733 ~1 Ot C.r
' Check Job For Job No.
Pant D r3 , ~ A ~ ~" ~~~< ~..
t C1=~t~
~.- 0.25
1 = ~.~3 1~.~~~=~~.
LIDS Pic.
(~.~.: ~ ~ ~r. ~ ~ e~~~ (1.1~~ ~} F z.l z cFs
= 2t~.3c~- 22.1 72 Z (~ = O.O S?S
t. ~
i ~~~ ~~
7.Zs ~~~~-r~ C = o.qs (o.~t~ { o.~i~ ~c~) ~ o.Z~(o.35(~.?.~titkc..~) -~ 0.x-2 ~ A~j
. (.Q 11 PS L -~- C~ ~ 2~ r~t_.
C~= O.~Z '7.23 r~ ~ t,~~ €~~` 3.~ ( GFS
~ )~ I )~ ~
~= 4q8. So 1'T
S- j Ztn.~O - Z~. 75) /~~8, Y~G ~ o. ODD!
PoN ~ I ~ so u -rt--Z 5~,~, ~ L
c~= ~;R
G ~ 0.-11 ------~ ~t.~`i~ t.t~.1 i~V tOlu~
,, ~, , -.
' -- s 8~9. ~ f ~ r

a
1
1
1
1
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS
SWALE CALCULATIONS
PROJECT: PARSONS MILL
NKT#: 07001
10 YEAR STORM Intensity, I =
c A (AC) Q (CFS)
Pond $, East 0.25 1.175 2.12
Pand 1, West 0.52 1.040 3.91
Pond 1, South 0.71 1.334 6.85
Pond 2, East 0.78 0.360 2.03
Pond 2, West 0.78 0.259 1.46
Pond 3, South 0.78 0.284 1.60
Pond 4, East 0.44 1.571 5.00
Pond 4, North 0.78 0.585 3.30
Pond 4, West 0.78 0.195 1. i 0
Pond 4, South 0.78 0.532 3.00
Pond 5, East 0.78 0.677 3.82
25 YEAR STORM Intensity, I =
c A (AC) Q (CFS)
Pond 8, East 0.25 1.175 2.39
Pond 1, West 0.52 1.040 4.41
Pond 1, South 0.71 1.334 7.72
Pond 2, East 0.78 0.360 2.29
Pond 2, West 0.78 0.259 1.65
Pond 3, South 0.78 0.284 1.81
Pond 4, East 0.44 1.571 5.63
Pond 4, North 0.78 0.585 3.72
Pond 4, West 0.78 0.195 1.24
Pond 4, South 0.78 0.532 3.38
Pond 5, East 0.78 0.677 4.30
100 YEAR STORM Intensity, I =
c A (AC) Q (CFS)
Pond 8, East 0.25 1.175 2.82
Pond 1, West 0.52 1.040 5.19
Pond 1, South 0.71 1.334 9.09
Pond 2, East 0.78 0.360 2.70
Pond 2, West 0.78 0.259 1.94
Pond 3, South 0.78 0.284 2.13
Pond 4, East 0.44 1.571 6.64
Pond 4, North 0.78 0.585 4.38
Pond 4, West 0.78 0.195 1.46
Pond 4, South 0.78 0.532 3.98
Pond 5, East 0.78 0.67? 5.07
7.23 INlHR
8.15 IN/HR
9.60 IN/HR
DATE:9/24/2007

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PARSONS MILL- POND 8: EAST SWALE (10YR)
Worksheet for Triangular Channel
Project Description
Project File f:~rojects\2007\07001 parsons mill\catculations\flowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth _
Input Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H . V
Discharge 2.12 cfs
Results
Depth 0•~ ft
Flow Area 1.24 ft2
Wetted Perimeter 4.07 ft
Top Width 3.86 ft
Critical Depth 0.50 ft
Critical Slope 0.022344 ft/ft
Velocity 1.70 ft/s
Velocity Head 0.05 ft
Speck Energy 0.69 ft
Froude Number 0.53
Flow is subcritical.
osr2aro7
02.55:00 Pp~ Haestad Methods, tnc. 37 Brookside Road Waterbury, CT 06708 [phone]
FlowMaster v5.13
Page 1 of 1

~~ PARSONS MILL- POND 8: EAST SWALE (10YR)
Cross Section for Triangular Channel
r~
Project Description
Project File f:\projects\2007107001 parsons mill\calculations\flowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
~ Section Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ft/ft
Depth 0.64 ft
Left Side Slape 3.000000 H : V
Right Side Sbpe 3.000000 H : V
Discharge 2.12 cfs
1
1

09/24/07
02:54:50 PM
Haestad Methods, Inc_ 37 Brookside Road Waterbury, CT 06708 [phone]
0.64 ft
1
VL
H 1
NTS
FlowMaster v5.13
Page 1 of 1

PARSONS MILL- POND 8: EAST SWALE (25YR)
Worksheet for Triangular Channel
i~ Project Description
Project File f:\projects\2007\07001 parsons mill\calculations\flowmaster107001-25.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.39 cfs
Results
Depth 0.67 ft
Flow Area 1.36 ft2
Wetted Perimeter 4.26 ft
Top Width 4.04 ft
Critics( Depth 0.52 ft
Critics! Slope 0.021990 ft/ft
Velocity 1.76 ftls
Velocity Head OA5 ft
Specific Energy 0.72 ft
Froude Number 0.53
Flow is subcritical.
09/24/07
02:52.33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-16G6
FlowMaster v5.13
Page 1 of 1

PARSONS MILL- POND 8: EAST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project File f:\projects\2007\07001 parsons mlll\calculations\flowmasterW7001-25.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ft/ft
Depth 0.67 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.39 cfs
1
1
1
09/24/07
02:52:25 PM
Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 [phone]
0.67 ft
1
VD
H 1
NTS
FlowMaster v5.13
Page 1 of 1

`~ PARSONS Mltt- POND 8: EAST SWALE (100YR}
Worksheet for Triangular Channel
Project Description
Project File f:lprojects\2007\07001 parsons mill\calculatlonslflowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (100YR}
Fiow Element
Method Triangular Channel
Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ftIft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.82 cfs
Results
Depth 0.72 ft
Flow Area 1.54 ft2
Wetted Perimeter 4.53 ft
Top width 4.30 ft
Critical Depth 0.56 ft
Critical Slope 0.0215 10 ft/ft
1 Velocity 1.83 ft/s
Velocity Head 0.05 ft
Specific Energy 0.77 ft
Froude Number 0.54
Flow is subcritical.

1
y
~09/24J07
02:59:50 PM Haestad Methods, Inc_ 37 $rooks~e Road Waterbury, CT 06708 [phone]
FlowMaster v5.13
Page 1 of 1
1

100YR
)
PARSONS MILL- POND 8: EAST SWALE (
Cross Section for Triangular Channel

Project Description
Project File
#:~projects~2007107001 parsons mill~calculatlonslflowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 8: EAST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.005750 ft/ft
Depth 0.72 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.82 cfs
1
1

1
09/24!07
02:59:12 PM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
0.72 ft
1
VD
H 1
NTS
FlowMaster v5.13
Page 1 of 1

Y
R)
PARSONS MILL- POND 1: WEST SWALE (10
Worksheet for 1`riangular Channel

Project Description
Project File f:\projects\2007\07001 parsons mill\ca~ulations\flowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channe151ope 0.003110 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.91 cfs
t
A
1

1
Results
Depth 0.91 ft
Flow Area 2.48 ftZ
Wetted Perimeter 5.75 ft
Top Width 5.46 ft
Critical Depth 0.64 ft
Critical Slope 0.020592 ft/ft
Velocity 1.58 ft/s
Velocity Head 0.04 ft
Specific Energy 0.95 ft
Froude Number 0.41
Flow is subcritical.
09/24/07
2:54:25 PM Haestad Methods, InC. 37 Brookside Road Waterbury, CT 06708 [phone]
FIoWMaSter v5.13
Page 1 of 1
1

PARSONS MILL- POND 1: WEST SWALE (10YR)
Cross Section for Triangular Channel
Project Description
Project File f:\projects12007\0001 parsons mill\calculationslflowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (10YR)
Fknly Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Sectign Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Depth 0.91 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.91 cfs
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PARSONS MILL- POND 1: WEST SWALE (25YR)
Worksheet for Triangular Channel
Project Description
Project File f:\projects\2007\07001 parsons mill\calculations\flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (25YR)
Flow Element Triangular Ghannel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.41 cfs
Results
Depth 0.95 ft
Flow Area 2.71 ft2
Wetted Perimeter 6.02 ft
Top Width 5.71 ft
Critical Depth 0.67 ft
Critical Slope 0.020263 ft/1t
Velocity 1.62 ft/s
Velocity Head 0.04 ft
Speck Energy 0.99 ft
Froude Number 0.42
Flow is subcritical.
9/24/07
.52.03 PM
Haestad Methods, tnc_ 37 Brookside Road Waterbury, CT 067p8 [phone]
FlowMaster v5.'13
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I PARSONS MILL- POND 1: WEST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
f
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Project File m
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f:lprojects\2007\07001 parsons mill\calculations\flowmaster
Worksheet PARSONS MILL- POND 1: WEST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Depth 0.95 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.41 cfs
09/2M07
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PARSONS MILL- POND 1: WEST SWALE (100YR)
Worksheet for Triangular Channel
Project Description
,~ Project File f:\projects12007\07001 parsons mill\calculations\flowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 1; WEST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

In ut Data
P
Mannings Coefficient 0.030
1 Channel Slope 0.003110 ftfft
Left Side Slope 3.000000 H : V
Right Side Scope 3.000000 H . V
Discharge 5.19 cfs
Results
Depth 1.01 ft
Flow Area 3.07 ftZ
Wetted Perimeter 6.39 ft
Top Width 6.07 ft
Critical Depth 0.71 ft
Critical Slope 0.019828 ft/ft
1 Velocity 1.69 ft/s
Velocity Head 0.04 ft
Speck Energy 1.06 ft
1 Froude Number 0.42
Flow is subcritical.

09/24/07
03:02:49 PM tiaestad Methods, Inc_ 37 Brookside Road Waterbury, CT 06708 [phone]
FlowMaster v5.13
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PARSONS MILL- POND 1: WEST SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project File f;\projects\2007\07001 parsons mill\calculations\flowmaster107001-ce.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (100YR)
Fkwv Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth __
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Depth 1.01 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 5.19 cfs
osi2aio7
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PARSONS MILL- POND 1: SOUTH SWALE (10YR)
Worksheet for Triangular Channel
' Project Description
Project File f:\projects12007107001 parsons mill\calculations\flowmaster107001-10.fm2
Worksheet PARSONS MILL- POND 1: SOUTH SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel. Depth
I n ut Data
P
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 6.85 cfs
1 Results
Depth 1.12 ft
Flow Area 3.78 ftZ
Wetted Perimeter 7.10 ft
lop Width 6.73 ft
Critical Depth 0.80 ft
Critical Slope 0.019108 ft/ft
Velocity 1.81 ft/s
Velocity Head 0.05 ft
Specific Energy 1.17 ft
1 Froude Number 0.43
Flow is subcritical.
1

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02:53:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
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RowMaster v5.13
Page 1 of 1

Project Description
Project File f:\projects12007\07001 parsons mi111catculations\flowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 1: SOUTH SWALE (10YR)
Flow Element Triangular Channel
~!~ Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft!ft
Depth 1.12 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 6.85 cfs
1 09/24/07
02:53:04 PM
PARSONS MILL- POND 1: SOUTH SWALE (10YR)
Cross Section for Triangular Channel
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
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PARSONS MILL- POND 1: SOUTH SWALE (25YR)
Worksheet for Triangular Channel
Project Description
Project File f:\projects\2007\07001 parsons mill\calculationslflowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 1: SOUTH SWALE (25YR]
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 7.72 efs
Results
Depth 1.17 ft
Flow Area 4.13 ft2
Wetted Perimeter 7.42 ft
1 Top Width 7.04 ft
Critical Depth 0.84 ft
Critica! Slope 0.018806 ftlft
Velocity 1.87 ft/s
Velocity Head 0.05 ft
Speck Energy 1.23 ft
Froude Number 0.43
Flow is subcritical.

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/24/07
2.51:14 PM Ftaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
FlowMaster v5.13
Page t of ~
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PARSONS MILL- POND 1: SOUTH SWALE (
Cross Section for Triangular Channel

Project Description
Project File f:\projects\2007\07001 parsons milt)calculations\flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 1: SOUTH SWALE (25YR)
Flow Element Triangular Channel
' Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Depth 1.17 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 7.72 cfs

1

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PARSONS MILL.-POND 1: SOUTH SWAI~E (100YR)
Worksheet for Triangular Channel
Project Description
Project File f:\projects\2007\07001 parsons mill\calculationslflowmaster107001-ce.#m2
Worksheet PARSONS MILL-POND 1: SOUTH SWALE (100YR)
Flow Element
Method Triangular Channel
Manning's Forrnula
Solve For Channel Depth
1
1
1
1
1

1
Input Data
_
Mannings Coefficient 0.030
Channel Slope 0.003110 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 9.09 cfs
Results
Depth 1.25 ft
Flow Area 4.67 ft2
Wetted Perimeter 7.89 ft
Top Width 7.49 ft
Critical Depth 0.89 ft
Critical Slope 0.018401 ft/ft
Velocity 1.95 ft/s
Velocity Head 0.06 ft
Specific Energy 1.31 ft
Froude Number 0.43
Flow is subcritical.
~osrz4ro7
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Project Description
Project Fite f:\projects\2007\07001 parsons mill\calculations\flowmaster\07001-ce.fm2
Worksheet PARSONS MILL-POND 1: SOUTH SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003110 ftlft
' Depth 1.25 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 9.09 cfs
09!24!07
03:05:10 PM
i
PARSONS MILL- POND 1: SOUTH SWALE (100YR)
Cross Section for Triangular Channel
Haestad Methods, tnC. 37 Brookside Road Waterbury, CT 06708 (203} 755-1666
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PARSONS MILL- POND 2: EAST SWALE 10YR
~ )
Worksheet for Triangular Channel
Project Description
Project Fite f:iprojects12007107001 parsons miltlcalculations~flowmaster107001-po.fm2
Worksheet PARSONS MtLL- POND 2: EAST SWALE (10YR)
' Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
'
In ut Data
P
Mannings Coefficient 0.030
Channel Slope 0.003030 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
' Discharge 2.03 cfs
Results
' Depth 0.71 ft
Flow Area 1.53 ft2
Wetted Perimeter 4.52 ft
1 Top Width 4.29 ft
Critical Depth 0.49 ft
Critical Slope 0.022474 ft/ft
Velocity 1.33 ft/s
Velocity Head 0.03 ft
Specific Energy 0.74 ft
Froude Number 0.39
Flow is subcritical.
1

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30:22 AM Maestad Methods, inc. 37 Brookside Road Watertwry, CT 06708 (203} 755-1666
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PARSONS MILL- POND 2: EAST SWALE (10YR)
Cross Section for Triangular Channel
Project Description
Project File f:~projects12007\07001 parsons mi111calculationsWowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 2: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003030 ftfft
Depth 0.71 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.03 cfs
r
03/15/07
10:29:48 AM
Haestad Methods, Inc. 37 Br~kside Road Waterbury, CT 06708 [phone]
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FlowMaster v5.13
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PARSONS M[LL- POND 2: WEST SWALE (10YR)
Worksheet for Triangular Channel
Project Description
Project File f:lprojects~2007~07001 parsons milllcalculations~flowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE (10YR)
Flow Element Triangular Channel
' Method Manning`s Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
' Channel Slope 0.003100 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
' Discharge 1.46 cfs
Results
' Depth 0.63 ft
Flow Area 1.19 ft2
Wetted Perimeter 3.98 ft
Top Width 3.77 ft
Critical Depth 0.43 ft
Critical Slope 0.023484 ft/ft
Velocity 1.23 ft/s
Velocity Head 0.02 ft
Specific Energy 0.65 ft
' Fronde Number 0.39
Flow is subcritical.
1

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PARSONS MILL- POND 2: WEST SWALE (10YR}
Cross Section for Triangular Channel
Project Description
Project File f:~projects~2007107001 parsons milllcalculations~flowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003100 ft/ft
Depth 0.63 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.46 cfs
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( }
PARSONS MILL- POND 3: EAST SWALE 10 YR
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mi141~caiculationslflowmasterl07001-po.fm2
Worksheet PARSONS MILL- POND 3: EAST SWALE (10YR}
' Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
1
1
1

1

1

1

i
t
input Data
Mannings Coefficient 0.030
Channel Slope 0.015460 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.01 cfs
Results
Depth 0.41 ft
Ftow Area 0.49 ft2
Wetted Perimeter 2.56 ft
Top Width 2.43 ft
Critical Depth 0.37 ft
Critical Slope 0.024663 ft/ft
Velocity 2.05 ft/s
Velocity Head 0.07 ft
Speck Energy 0.47 ft
Froude Number 0.80
Flow is subcritical.
~3H 5l07 FlowMaster v5.13
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PARSONS MILL- POND 3: EAST SWALE (10YR}
Cross Section for Triangular Channel
Project Description
Project File f:\projects\2007\07001 parsons mill\calculations\flowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 3: EAST SWALE (10YR}
Flow Element Triangular Channel
Method Manning`s Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.015460 ft/ft
Depth 0.41 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.01 cfs
03/15/07
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Haestad Methods, (nc. 37 Brookside Road Waterbury, CT 06708 [phone]
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PARSONS MILL- POND 3: SOUTH SWALE (10YR)
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mi111ca~ulationslflowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 3: S. SWALE (10YR}
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
' Mannings Coefficient 0.030
Channel Slope 0.003270 ftlft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.60 cfs
Results
Depth 0.64 ft
Fiow Area 1.25 ftz
' Wetted Perimeter 4.07 ft
Top Width 3.87 ft
Critical Depth 0.45 ft
' Critical Slope 0.023197 ft/ft
Velocity 1.29 ftJs
Velocity Head 0.03 ft
' Speck Energy 0.67 ft
Froude Number 0.40
Flow is subcritieal.

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' - E 10YR
PARSONS MILL POND 3. SOUTH SWAL ( )
Cross Section for Triangular Channel
Project Description
Project File f:lprojects12007\07001 parsons milllcalculationslflowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 3: S. SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003270 ft/ft
Depth 0.64 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.60 cfs
1
03/15/07
11:07:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
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PARSONS MILL- POND 4: EAST SWALE (10YR)
Worksheet for Triangular Channel
Project Description
Project File f:tprojects12~7107001 parsons mililcalculationstflowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
i
input Data
Mannings Coefficient 0.030
Channel Sbpe 0.003200 ft/ft
Left Side Slope 3.000000 H : V
Right Side Sk>pe 3.000000 H : V
Discharge 5.00 cfs
Results
Depth 0.99 ft
Flow Area 2.95 ft=
' Wetted Perimeter 6.27 ft
Top V1Fidth 5.95 ft
Critical Depth 0.70 ft
' Critical Slope 0.019927 ft/ft
Velocity 1.69 ft/s
Velocity Head 0.04 ft
Specific Energy 1.04 ft
Froude Number 0.42
Flow is subcritical.

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PARSONS MILL- POND 4: EAST SWALE (10YR)
Cross Section for Triangular Channe(
---
Project Description - -_
Project File f:iprojects12007\07001 parsons milt~calculations~flowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning`s Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003200 ft/ft
Depth 0.99 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 5.00 cfs
03/15/07
11:28:45 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
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FlovMlaster v5.13
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' ONS MILL- POND 4: NORTH SWALE 10YR
PARS ( )
Worksheet for Triangular Channel
Project Description
Project Fite f:lprojects12007107001 parsons mil(k;alculations\flowmaster107001-po.fm2
Worksheet PARSONS MILL- POND 4: N. SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

r
Input Data
Mannings Coefficient 0.030
Channel Slope 0.007150 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.30 cfs
Results
Depth 0.73 ft
Flow Area 1.60 ftZ
Wetted Perimeter 4.62 ft
Top Vlfidth 4.38 ft
Critical Depth 0.60 ft
Critical Sbpe 0.021062 ft/ft
Velocity 2.06 ft/s
Velocity Head 0.07 ft
Specific Energy 0.80 ft
Froude Number 0.60
Flow is subcrituat.
3/15/07 FbwMaster v5.13
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f 1 L- POND 4: NORTH SWALE 10YR
PARSONS M L ( )
Cross Section for Triangular Channel
1 Project Description
Project File f:~projects~2007\07001 parsons milllcalculations\flowmaster107001-po.fm2
Worksheet PARSONS MILL- POND 4: N. SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For. Channel Depth

n D to
Sectio a
Mannings Coefficient 0.030
Channel Slope 0.007150 ftlft
Depth 0.73 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.30 cfs
1
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PARSONS MILL- POND 4: WEST SWALE (10YR}
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mitlk:atculationslflowmaster107001-po.fm2
Worksheet PARSONS Mit_L- POND 4: WEST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
1
1
1
t
a

1
1
Input Data
Mannings Coefficient 0.030
Channel Slope 0.006230 ftlft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge i.10 cfs
Results
Depth 0.50 ft
Flow Area 0.74 ft2
Wetted Perimeter 3.14 ft
Top Width 2.98 ft
Critical Depth 0.38 ft
Critical Slope 0.024387 ft/ft
Velocity 1.49 ft/s
Velocity Head 0:03 ft
Specific Energy 0.53 ft
Froude Number 0.53
Flow is subcritical.
3/15/07 FbwMaster v5.13
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PARSONS MILL- POND 4: WEST SWALE 10YR
~ )
Cross Section for Triangular Channel
Project Description
Project File f:~projects12007107001 parsons milltcalculationstflowmaster107001-po.fm2
Worksheet PARSONS MILL- POND 4: WEST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
1
1
1
1
1
1
r

f
1
Section Data
Mannings Coefficient 0.030
Channel Slope 0.006230 ftfft
Depth 0.50 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.10 cfs
03/15/07
12:13:30 PM
Haestad Methods, Inc. 37 Brookskfe Road Waterbury, CT 06708 [phone]
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FlowMaster v5.13
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PARSONS MILL- POND 4: SOUTH SWALE (10YR)
Worksheet foc Triangular Channe(
Project Description
Project File f:~projects~2007107001 parsons mi111ca1culationslflowmaster107001-po.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (10YR}
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.003340 ftfft
Left Side Sbpe 3.000000 H : V
Right S'Ide Slope 3.000000 H : V
Discharge 3.00 cfs
Results
Depth 0.81 ft
Flow Area 1.98 ftZ
Wetted Perimeter 5.14 ft
Top Width 4.87 ft
Critical Depth 0.57 ft
Critical Slope 0.021331 ft/ft
Velocity 1.52 ftls
Velocity Head 0.04 ft
Speck Energy 0.85 ft
Froude Number 0.42
Flow is subcritical.

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PARSONS MILL- POND 4: SOUTH SWALE 10YR
Cross Section for Triangular Channel
Project Description
Project File f:lprojects\2007107001 parsons mill~calculations\flowmaster107001-po.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (10YRj
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003340 ftfft
Depth 0.81 ft
Left Side Slope 3.000000 H : V
Right Side Sbpe 3.000000 H : V
Discharge 3.00 cfs
t

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PARSONS MILL- POND 5: EAST SWALE (10YR)
Worksheet for Triangular Channel
1 Project Description
Project Fite f-.lprojects12007\07001 parsons mi111ca1culafionslflowmasterl07001-po.fm2
Worksheet PARSONS MILL- POND 5: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Ghannet Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.006870 ft/ft
Left Side Slope 3.000000 H : V
Right $ide Slope 3.000000 H : V
Discharge 3.82 cfs
Results
Depth 0.78 ft
Ftow Area 1.81 fttZ
Wetted Perimeter 4.91 ft
Top Vlfidth 4.66 ft
Critical Depth 0.63 ft
Critical Slope 0.020655 ftlft
Velocity 2.11 ft/s
Velocity Head 0.07 ft
Specific Energy 0.85 ft
Froude Numt)er 0.60

.~ Flow is sut~criticat.

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PARSONS MILL- POND 5: EAST SWALE 10YR
Cross Section for Triangular Channel
1
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Project Description
Project File f:\projects12007107001 parsons milllcalculatians\flowmaster\07001-po.fm2
Worksheet PARSONS MILL- POND 5: EAST SWALE (10YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.006870 ft/ft
Depth 0.78 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.82 cfs
0.78 ft
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PARSONS MtLL- POND 1: WEST SWALE (25YR}
Worksheet for Triangular Channe!
Project Description
Project File f:lprojects~2007107001 parsons mi111cakxitationslflowmaster107 00 1-25.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Stops 0.005800 ft/ft
Left Side Slope 3.000Q00 H : V
Right Side Slope 3.000000 H : V
Discharge 1.63 cfs
r Results
Depth 0.58 ft
Flow Area
Wetted Perimeter 1.02
3.68 ft2
ft
Top Width 3.50 ft
Critical Depth 0.45 ft
Critical Slope 0.023139 ft/ft
Velocity 1.60 ft/s
Velocity Head 0.04 ft
Specific Energy 0.62 ft
Froude Number 0..52
Fkrnr is subcritical.
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PARSONS MILL- POND Z: WEST SWALE 25YR
~ )
Cross Section for Triangular Channel
Project Description
Project File f:tprojects\2007\07001 parsons mifl~calculations~flowmaster\07001-25.fm2
Worksheet PARSONS M{LL- POND 1: WEST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.005800 ft!ft
Depth 0.58 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
_ Discharge 1.63 cfs
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PARSONS MILL- POND 2: EAST SWALE (25YR)
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007t07001 parsons milllca{cutationsiflowmaster107001-25.fm2
Worksheet PARSONS MILL- POND 2: EAST SWALE (25YR)
Fk~nr Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
1 Channel Slope 0.003030 Rift
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.29 cfs
Results
1

1
Depth 0.75 ft
Flow Area 1.68 ft=
Wetted Perimeter 4.73 ft
Top Width 4.49 ft
Critical Depth 0.51 ft
Critical Slope 0.0221 16 ft/ft
Velocity 1.37 ft/s
Velocity Head 0.03 ft
Specific Energy 0.78 ft
Froude Number 0.39
Flow is subcritical.
15/07 FlowMaster v5.13
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PARSONS MILL- POND 2: EAST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project File f:\projects\2007~07001 parsons mill~calculationslflowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 2: EAST SWALE (25YR}
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003030 ft/ft
Depth 0.75 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.29 cfs
1
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03:00:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 2: WEST SWALE (25YR)
1 Worksheet for Triangular Channel
Project Description ___
Project File f:lprojects\2007107001 parsons milik:alculationslflowmasterW7001-25.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.003100 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.65 cfs
Results
Depth 0.66 ft
Flow Area 1.30 ft~
Wetted Perimeter 4.16 ft
Top Width 3.95 ft
Critical Depth 0.45 ft
Critical Slope 0.023104 ft/it
' Velocity 1.27 ft/s
Velocity Head 0.03 ft
Specific Energy 0.68 ft
Froude Numt~er 0.39
Flow is subcritical.

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PARSONS MILL- POND 2: WEST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mill~calculationslflowmaster~07001-25.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003100 ft/ft
Depth 0.66 ft
Left Side Slope 3.000000 H : V
Right Side~Stope 3.000000 H : V
Discharge 1.65 cfs
i
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PARSONS MILL- POND 3: SOUTH SWALE (25YR}
Worksheet for Triangular Channel
' Project Description
Project File f:~projects12007t07001 parsons millk;alcuhationslflawmaster107001-25.fm2
Wortcsheet PARSONS MILL- POND 3: S. SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003270 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.81 cfs
' Results
Depth 0.67 ft
Flow Area 1.37 ftz
Wetted Perimeter 4.27 ft
Top Wtdth 4.05 ft
Critical Depth 0.47 ft
' Critical Slope 0.02289 9 ft/ft
Velocity 1.33 ft/s
Velocity Head 0.03 ft
1 Specific Energy 0.70 ft
Froude Number 0.40
Flow is subcriticat.

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3:02:10 PM Haestad Methods, Inc_ 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

' PARSONS MILL- POND 3: SOUTH SWALE 25YR
~ )
Cross Section for Triangular Channel
Project Description
Project File f:~projects12007107001 parsons milNcatculations~flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 3: S. SWALE (25YR)
1 Flow Element
Method Triangular Channel
Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003270 ft/ft
Depth 0.67 ft
Left Side Slope 3.000000 H : V
' Right Side Slope 3.000000 H : V
Discharge 1.81 cfs
1
1
1
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0.67 ft
1
1
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03:01:59 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

' YR
PARSONS MILL- POND 4. EAST SWALE (25 )
' Worksheet for Triangular Channel
' Project Description
Project File f:lprojects12007~07001 parsons mi111calculationslflowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (25YR)
' Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

In ut Data
P
Mannings Coefficient
Channel Slope 0.030
0.003200 ftlft
Left Side Slope 3.000000 H . V
Right Side Slope 3.000000 H : V
Discharge 5.63 cfs
' Results
Depth 1.04 ft
Flow Area 3.22 ftz
Wetted Perimeter 6.56 ft
Top Vlhdth 6.22 ft
Critical Depth 0.74 ft
Critical Slope 0.019614 ft/ft
Velocity 1.75 ft/s
Velocity Head 0.05 ft
Spec Energy 1.08 ft
Froude Number 0.43
Flow is subcritical.

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PARSONS MILL- POND 4: EAST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project Fite f:~projects~2007\07001 parsons mill~calcutations~flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
' Channel Slope 0.003200 ft/ft
pepth 1.04 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 5.63 cfs
1
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2 YR
PARSONS MILL- POND 4: NORTH SWALE (5 }
Worksheet for Triangular Channel
' Project Description
Project File f:lprojects12007107001 parsons millvcalcuiationslflowmaster107001-25.frn2
Worksheet PARSONS MILL- POND 4: N. SWALE (25YR}
' Flow Element Triangular Channel
Method Manning`s Formula
Solve For Channel Depth

1

1
1
Input Data
Mannings Coefficient 0.030
Channel Slope 0.007150 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.72 cfs
Results
Depth 0.76 ft
Flow Area 1.75 fty
Wetted Perimeter 4.83 ft
Top Width 4..58 ft
Critical Depth 0.63 ft
Critical Slope 0.020728 ft/ft
Velocity 2.13 ft/s
Velocity Head 0.07 ft
Speck Energy 0.83 ft
Froude Numt~er 0.61
Flow is sut~critical.
3/15/07 FbwMaster v5.13
03:17 PM Haestad Methods, Irrc. 37 Br~kside Road Waterbury, CT 06708 [phone] Page t of 1

' PARSONS MILL- POND 4: NORTH SWALE (25YR)
Cross Section for Triangular Channel
Project Description
' Project File f:~projects~2007\07001 parsons mill\calculationslflowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 4: N. SWALE (25YR)
Flow Element
Method Triangular Channel
Manning's Formula
Solve For Channel Depth
1

1
1
1
Section Data
Mannings Coefficient 0.030
Channel Slope 0.007150 ft/ft
Depth 0.76 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.72 cfs
03/15/07
03:03:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
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PARSONS MILL- POND 4: WEST SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project File f:lprojects~2007107001 parsons milhealculations~flowmaster107001-25.fm2
Worksheet PARSONS MILL- POND 4: WEST SWALE (25YR)
' Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.006230 ft/ft
Depth 0.52 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.24 cfs

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03:04:08 PM Haestad Methods, fnc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 4: SOUTH SWALE (25YR}
' Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mi111calculationstflowmaster107001-25.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (25YR}
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.003340 ftift
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.38 cfs
Results
Depth 0.85 ft
Flow Area 2.16 ft2
' Wetted Perimeter 5.37 ft
Top Vlfidth 5.10 ft
Critical Depth 0.60 ft
Critical Slope 0.020995 ft/ft
Velocity 1.56 ft!s
Velocity Head 0.04 ft
Specific Energy 0.89 ft
Froude Number 0.42
Flow is subcriticaf.

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3:03:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 4: SOUTH SWALE (25YR)
Cross Section for Triangular Channel
Project Description
Project Fite f:lprojects~2007\07001 parsons mill~ca~ulations~flowmaster107001-25.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coeffiaent 0.030
Channel Slope 0.003340 ft/ft
Depth 0.85 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.38 cfs
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03/15!07 FlowMaster v5.13
03:03:38 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 5: EAST SWALE (25YR)
Worksheet for Triangular Channel
Project Description
Project Fite f\projectst2007\07001 parsons mill\calculations\flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 5: EAST SWALE (25YR)
Flow Element Triangular Channel
Method Manning`s Formula
Sohre For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.006870 ff/ft
Left Side Slope 3.000000 H : V
Right Side Slope
Discharge 3.000000 H : V
4.30 cfs

Results
Depth 0.81 ft
Flow Area 1.98 ft2
Wetted Perimeter 5.14 ft
Top Width 4.87 ft
Critical Depth 0.66 ft
Critical Slope 0.020332 ft/ft
Velocity 2.17 ft/s
Velocity Head 0.07 ft
Specific Energy 0.89 ft
Froude Number 0.60
Flow is subcritical.

~~ ``~7 Fk>wMaster v5. ~ 3
04:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 9

RSONS MILL- POND 5: EAST SWALE 25YR
PA ~ )
Cross Section for Triangular Channel

1
1

Project Description
Project File f:tprojects~2007107001 parsons milllcalculations~flowmaster\07001-25.fm2
Worksheet PARSONS MILL- POND 5: EAST SWALE (25YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.006870 ft/ft
Depth 0.81 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.30 cfs
0.81 ft
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03:04:48 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 1: WEST SWALE (100YR}
' Worksheet for Triangular Channel
' Project Description
Project File f:lprojects~2007~07001 parsons mill~calculatlons~ftowmastert07001-10.fm2
Worksheet PARSONS MILL- POND 1: WEST SWALE (100YR}
' Flow Element Triangular Channel
Method Manning`s Formula
Solve For Channel Depth
1

Input Data
Mannings Coefficient 0.030
Channel Slope 0.005800 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.92 cfs
Results
Depth 0.62 ft
Flow Area 1.15 ftZ
Wetted Perimeter 3.92 ft
Top With 3.72 ft
Critical Depth 0.48 ft
Critical Slope 0.022641 ftlft
Velocity 1.67 ft/s
Velocity Head 0.04 ft
Specific Energy 0.66 ft
Froude Number 0.53
Flaw is subcriticai.
3!15/07 FlowMaster v5.13
3:10:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 1: WEST SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project File f:lprojects12007\07001 parsons mitllcalculabonstflowmaster\07001-10.fm2
' Worksheet PARSONS MILL- POND 1: WEST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.005800 ft/ft
Depth 0.62 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.92 cfs
1
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PARSONS MILL- POND 2: EAST SWALE (900YR)
Worksheet for Triangular Channel
Project Description
Project File f:~projects12007~07001 parsons mitik;alculationsiflowmaster\07001-10.fm2
Worksheet PARSONS MILL- POND 2: EAST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Soave For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003030 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.70 cfs
Results
Depth 0.80 ft
Flow Area 1.90 ft2
Wetted Perimeter 5.03 ft
Top Width 4.77 ft
Critical Depth 0.55 ft
Critical Slope 0.021634 ft/ft
Velocity 1.42 ft/s
Velocity Head 0.03 ft
Specific Energy 0.83 ft
Froude Number 0.40
Flow is subcritical.
3/15/07 FlowMaster v5.13
:11:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 2: EAST SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project Fite f:lprojects~2007\07001 parsons miil~calculations~flowrrraster107001-10.fm2
Worksheet PARSONS MILL- POND 2: EAST SWALE (100YR)
Fiow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
' Channel Slope 0.003030 ft/ft
Depth 0.80 ft
Left Side Slope 3.000000 H : V
' Right Side Sbpe 3.000000 H : V
Discharge 2.70 cfs
1

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03:10:54 PM Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MELL- POND 2: WEST SWALE (100YR}
;~ Worksheet for Triangular Channel
~ Project Description
Project File f:tprojects12007107001 parsons milllcalculations~flo~nrtnaster\07001-10.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE. (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003100 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.0000 H : V
Discharge i.94 cfs
Results
Depth 0.70 ft
Flow Area 1.47 ftz
Wetted Perimeter 4.42 ft
Top Width 4.20 ft
Critical Depth 0.48 ft
Critical Slope 0.0226 10 ft/ft
Velocity 1.32 ft/s
Velocity Head 0.03 ft
Sper~c Energy 0.73 ft
Froude Number 0.39
Flow is subcritical.
1
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11:30 PM Haestad Methods,. Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 2: WEST SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project File f:~projects~2007\07001 parsons milttcalculations~flowmaster107001-10.fm2
Worksheet PARSONS MILL- POND 2: WEST SWALE (100YR)
Flaw Element
Method Triangular Channel
Manning's Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003100 ft/ft
Depth 0.70 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.94 cfs
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03:11:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

PARSONS MILL- POND 3: S. SWALE (100YR}
Worksheet for Triangular Channe!
Project Description
Project File f:lprojects\200710700i parsons mi111ca1culationslflowmastert07001-ce.fm2
Worksheet PARSONS MILL- POND 3: S. SWALE (100YR}
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
1 Mannings Coefficient
Channel Slope 0.030
0.003270 ft/ft
Left Side Sk>pe 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.13 cfs
Results
Depth 0.72 ft
Flow Area 1.54 ftZ
Wetted Perimeter 4.54 ft
Top Width 4.30 ft
Critical Depth 0.50 ft
Critical Slope 0.022328 ft/ft
Velocity 1.38 ftls
Velocity Head 0.03 ft
Specific Energy 0.75 ft
Froude Number 0.41
Flow is subcritical.
1
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PARSONS MILL- POND 3: SOUTH SWALE 100YR
~ )
Cross Section for Triangular Channel
Project Description
Project Fite f:lprojects12007107001 parsons mill~Calculations~flowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 3: S. SWALE (100YR)
Fkniv Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.003270 ft/ft
Depth 0.72 ft
Left Side Slope 3.000000 H : V
1 Right Side Slope 3.000000 H : V
Discharge 2.13 cfs
1
1
03/15/07
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PARSONS MILL- POND 4: EAST SWALE (100YR)
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons millk~~ulations~flowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
1
1

1
1
Input Data
Mannings Coefficient 0.030
Channel Slope 0.003200 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 6.64 cfs
Results
Depth 1.10 ft
Flow Area 3.65 ftz
Wetted Perimeter 6.98 ft
Top Width 6.62 ft
Critical Depth 0.79 ft
Critical Slope 0.0191 87 ftfft
Velocity 1.82 ft/s
Velocity Head 0.05 ft
Specific Energy 1.15 ft
Froude Number 0.43
Flow is subcritical.
FbwMaster v5.13
3/15/07
3:20.33 PM Haestad Methods, Ina 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of t

Project Description _
' Project File f:lprojects~2007107001 parsons mi111calculationslflowmasterW7001-ce.fm2
Worksheet PARSONS MILL- POND 4: EAST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth _

Section Data
Mannings Coefficient 0.030
' Channel Slope 0.003200 fttft
Depth 1.10 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 6.64 cfs
~~
' 03/15/07
03:20:25 PM
PARSONS M{LL- POND 4: EAST SWALE (100YR}
Cross Section for Triangular Channel
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
1.10 ft
1
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PARSONS MILL- POND 4: N. SWALE (100YR}
~~ Worksheet for Triangular Channel
(~ Project Description
Project File flprojects12007~07001 parsons mi111calculationstflowmaster107001-ce.fm2
Worksheet PARSONS MILL- POND 4: N. SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Sobe For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.007150 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.38 cfs
Results
Depth 0.81 ft
Flow Area 1.98 ft2
Wetted Perimeter 5.13 ft
Top Wdth 4.87 ft
Critical Depth 0.67 ft
Critical Slope 0.0202 82 ft/ft
Velocity 2.22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.89 ft
Froude Number 0.61
Flow is subcritical.
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' PARSONS MILL- POND 4: NORTH SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project File f:~projects12007107001 parsons mi111cafculations~flowmasterW7001-ce.fm2
Worksheet PARSONS MILL- POND 4: N. SWALE (100YR)
Flow Element
Method Triangular Channel
Manning's Fom~iula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
' Channel Slope 0.007150 ft/ft
Depth 0.81 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.38 cfs __

1
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1 03/15/07
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0.81 ft
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' S MILL- POND 4: WEST SWALE (100YR}
PARSON
Worksheet for Triangular Channel
;~ Project Description
Project File f:lprojects12007107001 parsons milllcalculationslflowmaster107001-ce.fm2
Wortcsheet PARSONS MILL- POND 4: WEST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.006230 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.46 cfs
Results
Depth 0.55 ft
Flow Area 0.91 fiz
Wetted Perimeter 3.49 ft
Top V1f~dth 3.31 ft
Critical Depth 0.43 ft
Cntical Slope 0.023484 ftfft
Velocity 1.60 ft/s
Velocity Head 0.04 ft
Specific Energy 0.59 ft
Froude Numt~er 0.54
Flow is subcritical.
1
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PARSONS MILL- POND 4: WEST SWALE (100YR)
Cross Section for Triangular Channel
Project Description
Project File f:\projects12007\07001 parsons mill~calculations\flowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 4: WEST SWALE (100YR)
Fk>w Element
Method Triangular Channel
Manning's Formula
Solve For Channel Depth

Section Data
Mannings Coefficient 0.030
Channel Slope 0.006230 ft/ft
Depth 0.55 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.46 cfs

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PARSONS MILL- PONQ 4: S. SWALE 100YR)
Worksheet for Triangular Channel
Project Description
Project File f:lprojects12007107001 parsons mitltcalcuiations\flowmaster107001-ce.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Salve For Channel Depth

Input Data
Mannings Coefficient 0.030
Channel Slope 0.003340 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.98 cfs
Results
Depth 0.90 ft
Flow Area 2.45 ftz
Wetted Perimeter 5.71 ft
' Top Width 5.42 ft
Critical Depth 0.64 ft
Critical Slope 0.020542 ft/ft
Velocity 1.63 Ells
Velocity Head 0.04 ft
Specific Energy 0.94 ft
Fronde Numt~er 0.43
Flow is subcriticaL
1

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PARSONS MILL- POND 4: SOUTH SWALE {100YR)
Cross Section for Triangular Channel
Project Description
Project File f:lprojects\2007\07001 parsons mink:alculations\flowmaster107001-ce.fm2
Worksheet PARSONS MILL- POND 4: S. SWALE (100YR)
' Flow Element Triangular Channel
Method Manning`s Formula
Solve For Channel Depth
Section Data
Mannings Coefficient 0.030
Channel Slope 0.003340 ft/ft
Depth 0.90 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 3.98 cfs

' 03/15/07
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Haestad Methods, Inc. 37 Bnwkside Road Waterbury, CT 06708 [phone]
0.90 ft
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' 100YR
)
PARSONS MILL- POND 5: EAST SWALE (
Cross Section for Triangular Channel

Project Description
Project File f:~projects12007107001 parsons mill~calculationstflowmaster\07001-ce.fm2
Worksheet PARSONS MILL- POND 5: EAST SWALE (100YR)
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
'
Section Data
Mannings Coefficient 0.030
Channel Slope 0.006870 ft/ft
Depth 0.86 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 5.07 cfs
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Section 4
CULVERT
CALCULATIONS

poRSnN~ WWII i _ POND 2 CULVERT
Outfail
1
2
4
5
6
Project File: 07001 Outlet -Pond 2 091707.stm I Number of lines: 6 I Date: 09-17-2007

~ . ~ ~
N KT/COW

Page 1
Line DnStm Inlet Drng Total Runoff Inlet Tc ( Flow Capac Vel Line Line Line Invert Invert HGL Gnd/Rim Gnd/Rim Cover Cover
No. Ln No ID Area Area Coeff Time Inlet Rate Full Ave Size Length Slope Up Dn Jnct EI Up EI Dn Up Dn
(ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (In) (ft) (%) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
1 Outfall 3.00 4.34 0.50 5.0 6.3 8.15 31.56 17.51 5.98 36 145 0.07 20.30 20.20 23.12 25.00 23.20 1.70 0.00
2 1 0.10 1.34 0.25 5.0 6.0 8.15 19.80 28.44 2.80 36 55 0.18 20.40 20.30 23.58 25.00 25.00 1.60 1.70
3 2 0.08 0.08 0.95 5.0 5.0 8.15 0.62 2.79 0.50 15 21 0.19 20.44 20.40 23.70 24.40 25.00 2.71 3.35
O.lul ~l• Zo
4 2 0.00 1.16 0.00 0.0 5.2 0.00 19.05 55.07 2.95 36 132 °6-68' 29-39- 20.40 23.79 25.00 25.00 0.70 1.60
j .~.- `~ 2 t ~ u" -
5 4 1.16 1.16 0.25 5.0 5.0 8.15 2.36 4.26 2.54 15 23 0.43 23.00 22.90 23.96 24.25 25.00 0.00 0.85
6 4 0.00 0.00 0.00 0.0 0.0 0.00 16.70 55.71 2.70 36 43 0.70 21.50 21.20 23.95 28.00 25.00 3.50 0.80
PARSONS MILL -POND 2 CULVERT Number of lines: 6 Date: 09-17-2007
NOTES: Intensity = 155.43 / (Inlet time + 26.20) ^ 0.86 -- Return period = 25 Yrs. ; "' Critical depth
Hydreflow Storm Sewers 2008

Scenario: Base
C~LV~R-T t
DOT Report
ARSOnis Mt ~ DR~vE' - ~z„

Label -Node- pstrea pstrea pstream Calculat -Ground- -HGL- Section -Section- Length Averag escriptio
Upstream Inlet Inlet System CA Upstream Upstream ischarg Shape (ft) Velocity
ownstrea Area CA (acres) ownstrea wnstrea Capacity Size (ft/s)
(acres) (acres) (ft) (ft) (cfs)
P-1 I-1 138.00 48.30 48.30 25.50 23.36 95.43 Arch 60.00 18.58
O-1 25.50 20.62 153.69 51.12 x 31.31 i
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03/21/07 05:55:46 PM ©Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

~~ Scenario: Base
Cu~V ERT 2
DOT Report
F C.O W E R`l t3 izAPtC~ C.A~t~t E - 30''
:~
Label -Node- pstrea pstrea pstream Calculat -Ground- -HGL- Section -Section- Length Averag escriptio
Upstream Inlet Inlet System CA Upstream Upstream ischarg Shape (ft) Velocity
ownstrea Area CA (acres) ownstrea ownstrea Capacity Size (ft/s)
(acres) (acres) (ft) (ft) (cfs)
P-1 I-1 2.50 1.35 1.35 25.20 23.94 11.09 Arch 60.00 8.43
O-1 25.20 22.65 24.34 28.5 x 18.0 in
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Title: 07001 Culverts Project Engineer: Andrew 8~ Kusek Consulting
h:1...\calculations\stormpd\07001 culverts 2.stm Andrew i Kuske Consulting Engineers StormCAD v5.5 [5.5003)
03/21/07 05:55:25 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
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CUrLV ~ 12.T 3
Scenario: Base
DOT Report
CN,F 2tZ~1 ~ tZov ~ D fLw E - ~[v''
Label -Node- pstrea pstrea pstream Calculat -Ground- -HGL- Section -Section- Length Averag scription
Upstream Inlet Inlet System CA Upstream Upstream ischarg Shape (ft) Velocity
ownstrea Area CA (acres) wnstrea ownstrea Capacity Size (ft/s)
(acres) (acres) (ft) (ft) (cfs)
P-1 I-1 2.60 1.69 1.69 24.00 20.97 13.88 Arch 60.00 6.77
O-1 24.00 20.30 31.46 36.25 x 22.5 i
Titte: 07001 Culverts Project Engineer: Andrew & Kusek Consulting
h:\...\calculations\stormcad\07001 culverts 3.stm Andrew 3 Kuske Consulting En~neere StormCAD v5.5 [5.5003]
03/21/07 05:54:56 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Design ~ NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
Check Job For
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Section 5
TEMPORARY SEDIMENT
BASIN
CALCULATIONS

~ ~ I' `~ ~ '' '>~ '~NO~, K~& T~ALL~ ~ ~ ~ ~~ ~: 6f~7 ~
CONSULTING ENGINEERS, INC.
EROSION CONTROL CALCULATIONS
PROJECT; PARSONS MILL
NKT#: 07001
TEMPORARY SEDIMENT BASIN CALCULATIONS
REFER TO THE DRAINAGE MAP
SEDIMENT BASIN UNITS 1 2 3 4/5 6 7 8
DRAINAGE AREA "A" AC 10.15 14.82 9.77 19.43 8.87 8.91 5.10
TOTAL DISTURBED AREA BEFORE IMPERVIOUS AC 9.14 14.08 8.79 15.54 8.43 8.46 4.85
DEVELOPED IMPERVIOUS AREA AC 1.83 2.82 1.76 3.11 1.69 1.69 0.97
DISTURBED AREA WITH IMPERVIOUS "DST" AC 7.31 11.26 7.03 12.44 6.74 6.77 3.88
C FACTOR LAND 0.25 0.25 0.25 0.25 0.25 0.25 0.25
C FACTOR IMPERVIOUS 0.95 0.95 0.95 0.95 0.95 0.95 0.95
C FACTOR COMPOSITE 0.38 0.38 0.38 0.36 0.38 0.38 0.38
RAINFALL INTENSITY "I" IN/HR 7.23 7.23 7.23 7.23 7.23 7.23 7.23
10 YR FLOW "Q" (CIA) CFS 27.59 41.04 26.56 50.85 24.56 24.67 14.12
READ STORAGE PER DISTURBED AC "RDST" CF/AC 1800 1800 1800 1800 1800 1800 1800
REQ SURFACE AREA PER CFS "RCFS" AC/CFS 0.01 0.01 0.01 0.01 0.01 0.01 0.01
REQUIRED STORAGE (DST X RDST) CF 13,154 20,274 12,682 22,383 12,134 12,189 6,977
REQ. SURFACE AREA (Q X RCFS) SF 12,019 17,878 11,869 22,152 10,699 10,747 8,182
DESIGNED SEDIMENT BASIN
DIAMETER OF BOTTOM ORIFICE IN 2 2 2 2.5 2 2 1.5
SKIMMER ORIFICE DIAMETER IN 2 2 2 2.5 2 2 1.5
DEWATERING TIME FOR READ. STORAGE DAYS 1.6 2.5 1.6 1.7 1.3 1.3 2.0
PERMANENT POOL ELEV. (607TOM ORIFICE) FT 23 22 21.5 19 17.5 18.5 23
EMERGENCY SPILLWAY ELEVATION FT 27.5 27.3 25.8 24.2 24.3 23.5 27.5
STORAGE (BTW PERM. POOL AND SPILLWAY) CF 94,032 99,581 88,892 139,048 85,826 87,235 44,100
PERMANENT POOL SURFACE AREA SF 20 898 18 785 20,181 28,740 12,582 13,447 9,800
`SEDIMENT BASIN ANALYSIS FOR EXISTING STORMWATER DETENTION PONDS SERVING AS
TEMPORARY SEDIMENT BASINS. SKIMMER IS ATTACHED TO BOTTOM ORIFICE IN RISER, AND ALL OTMER
OPENINGS IN RISER ARE TEMPORARILY BLOCKED. REFER TO PLAN DETAILS.
"" DEWATERING TIME TAKEN FROM THE JUNE 2006 "EROSION AND SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL" FIGURE 6.64b.

1

Section 6
ENERGY DISSIPATOR
CALCULATIONS
1
1

1
1
1

1
Blue Clay Road Swales
Roughness, n
Base Width, B
Top Width, W
Depth, y
Length, L
USI
DSI
Longitudinal Slope, s
Side slope, M
Wetted Perimeter, P
Area, A
Hydraulic Radius, R
Velocity
Capacity, Q
Runoff Calculation
Runoff Coefficient, C
Intensity, I
Area, A
Runoff, Q
PaRnele Road Gutter
Roughness, n
Base Width, B
Top Width, W
Depth, y
Length, L
USI
DSI
Longitudinal Slope, s
Side slope, M
Wetted Perimeter, P
Area, A
Hydraulic Radius, R
Velocity
Capacity, Q
Runoff Calculation
Runoff Coefficient, C
Intensity, I
Area, A
Runoff, Q
0.03
Oft
8ft
1ft
190 ft
28 ft
27 ft
0.005 ftfft
4.0
Eft
4 ft2
0.49 ft
2.22 fbs
8.9 ft$/s
0.5
8.15 in/hr
9500 sq. ft.
0.9 cfs
0.013
Oft
Oft
0.5 ft
340 ft
22.57 ft
22.06 ft
0.020 ft/ft
4.0
Oft
1 ft~
0.24 ft
6.28 ft/s
6.3 ft3/s
0.5
8.15 in/hr
13600 sq. ft.
1.3 cfs
NKT No.: 07001
Grass lined swale
R = A/P
V=Q/A
Q = (1.486/n)*A*R".667*s"0.5
25-yr
Q =CIA
Concrete
A = B*y + My^2
R=A/P
V=Q/A
Q = (1.486/n)*A*R^.667*s"0.5
25-yr
Q=CIA

NORRIS, KUSKE & TUNSTALL ~aTE: 3/22/2007
CONSULTANG ENGINEERS
ENERGY DISSIPA~TORS
FOR OFF-SITE ROAD IMPROVEMENTS
PROJECT; PARSONS MILL COUNTY: NEW HANOVER COUNTY
NKT#: 07001
V2s L W LENGTH WIDTH DEPTH
DISSIPATOR LOCATION Qzs CFS FT/S Do IN ZONE CLASS FACTOR FAC~'OR FT FT fT
Parmele Fiume* 4.40 4.40 12 1 A 4 3 4.00 3.00 1
00
Castle Ha ne Rd. 15" RCP 5.40 4.40 15 1 A 4 3 5.00 4.00 .
1.00
*VELOCITY LESS THAN 2.5 FT/S, ENERGY DISSIPATOR IS NOT NECESSARY
BASED ON NCRD, LJ4ND QUALITY SECTION, DESIGN MANUAL

NORRIS, KUSKE & TUNSTALL DATE: 4/25/2007
CONSULTING ENGINEERS
ENERGY DISSIPATORS
FOR STORM SEWERS ENTERING FOREBAYS
PROJECT: PARSONS MILL COUNTY: NEW HANOVER COUNTY
NKT#: 07001

DISSIPATOR LOCATION
Q2s CFS V2s
FT/S
Do IN
ZONE
CLASS L
FACTOR W
FACTOR LENGTH
FT WIDTH
fT DEPTH
FT
POND 1 FOREBAY 48" 41.06 3.27 48 2 B 6 3 24.00 12.00 1.50
POND 2 FOREBAY 36" EAST 31.96 4.52 36 2 B 6 3 18.00 9.00 1.50
POND 2 FOREBAY 36" WEST 26.73 3.78 36 2 B 6 3 18.00 9.00 1.50
POND 3 FOREBAY 42" 28.42 2.95 42 1 A 4 3 14.00 10.50 1.00
POND 3 FOREBAY 36" 12.80 1.81 36 N/A NIA N/A N/A N/A N/A NIA
POND 4 FOREBAY 36" 28.39 4.02 36 2 B 6 3 18.00 9.00 1.50
POND 5 FOREBAY 48" 50.45 4.01 48 2 B 6 3 24.00 12.00 1.50
POND 6 FOREBAY 42" 46.74 4.86 42 2 B 6 3 21.00 10.50 1.50
POND 7 FOREBAY 36" 38.05 5.38 36 2 B 6 3 18.00 9.00 1.50
POND 8 FOREBAY 30" 24.91 5.07 30 2 B 6 3 15.00 7.50 1.50
*VELOCITY LESS THAN 2.5 FT/S, ENERGY DISSIPATOR IS NOT NECESSARY
BASED ON NCRD, LAND QUALITY SECTION, DESIGN MANUAL

~~ Date

5
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~= NORRIS, KUSKE &TUNSTALL 902 Mgfket St.
28401-4733
WIII711rlgtotl
N
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CONSULTING ENGINEERS Sheet

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t... = U' ~ 2.7 } = 20 t=T

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v = (0.1 FT(s
S = ~.~ ~ ~ u
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L=Co(2~=12 FT
r- t. s r T

NORRIS, KUSKE & TUNSTALL DATE: 9l18I2007
CONSULTING ENGINEERS
ENERGY DISSIPATORS
FOR CULVERTS
PROJECT: PARSONS MILL COUNTY: NEW HANOVER COUNTY
NKT#: 07001

DtSSlPATOR IOCATtON
Q2s CFS V2s
FT/S
Do IN
20NE
CLASS L
FACTOR W
FACTOR LENGTH
FT WIDTH
FT DEPTH
FT
PARSONS MILL DR. - 42" 2/7 BURIED 95,43 18.60 30 3 1 8 3 20.00 8.00 2.00
CHERRY GROVE DR. - 24" 1/4 BURIED 11.10 8.43 18 2 B 6 3 9.00 5.00 1.50
CHERRY GROVE DR. - 36" 1/6 BURIED 13.88 6.77 30 2 B 6 3 15.00 8.00 1.50
FLOWERY BRANCH LN. - 30" 1/5 BURIED 4.44 5.00 24 1 A 4 3 8.00 6.00 1.00
*VELOCITY LESS THAN 2.5 FT/S, ENERGY DISSIPATOR IS NOT NECESSARY
BASED ON NCRD, LAND QUALITY SECTION, DESIGN MANUAL