HomeMy WebLinkAboutDrainage Report 06-22-07
o
u
o
~
o
U
J
U
U
U
U
U
U
U
U
lJ
U
U
U
Surveying CI Site Design D Civil Engineering 0 Urban Planning . Water Quality
~
~ ~.' RtCE/l![J)
JUb, .
,^
~
Civil qesigns
241 5 Directors Row Ste.E
Indianapol'is, In 46241
317-244-1968
FAX-244-1969
DOCS
DRAINAGE REPORT
FOR
WESTON POINTE RETAIL CENTER
OUTLOT #3
11145 NORTH MICHIGAN ROAD
CARMEL, INDIANA
1~~t2L
\,,,1111"1
..'\' S M 'I,
..... ~. .,0',
........ ~ ,,"v ..... ",,(:;.',
~ ~:-.G\STi:~"."r\ ~
~ ~ ..~~ ~O'. '--<- ~
.. .., . . ,~ .,.
- . NQ ~ ~
:: :1(.: PE910337 :.::
~ :.. STATEOF ,: $
...-1:}. ,a:--
~ ~o '. .0t.D'A..\~..'lt; ~
;. ~ .., \....... ~v ..
" '!:-. ' . . . . . o~.......
'I, &SIONAL ~~ ........
'1, ",
""..1\\
June 22, 2007
Easement Preparation . Construction Staking . Permitting . Construction Services
I
:0
I
I
~D
I
U
Drainage Report
Weston Point~ Retail Center - Lot # 3
u
[J
U
iJ
Table of Contents
Summary... ...... .................................... .................. ............... ...........................2
Appendix A Maps
Appendix B Existing Omditions
Appendix C Proposed Conditions
Appendix D Inlet Capacity Worksheets
Appendix E Water Quality
" ,
J
o
LJ
u
c 1
U
u
u
o
o
u
o
u
u
u
Weston l>ointe Retail Center - Lot # 3
U.S. 421 & Weston Pointe Drive
u
u
Introduction:
The existing 1.22 +/- acre site is located on the east side of u.s. 421 in the City of Cumel, Hunilton
Co1.11ity, Indiana. Currently the site is vacant with only rough grading and a row of curbing along the
west side. This lot is located at the Nonh West comer of the overall development known as Weston
Pointe Retail Center. Utilities including stormwater and sanitary have been stubbed to the site for
connectlon. The proposed construction will include a 7,900 sf retail building its associated parking
and utilities. Water quality will be provided by an Aqua-swirl AS-l forthe proposed conditions prior
to the release into the existing underground pipe network
u
o
u
u
Existing Conditions: (Appendix B)
The existing site currently drains through sheet flow from two basins. Basin A flo'iVS to the west and
into an existing endsection located on the sitt:;. Stonnwater entering the endsection flows south and
eventually drains into the overall site pond. Basin B flo'iVS east and south to an existing pavement
inlet. Flow entering the inlet will flow sLghtly east and south through an existing underground pipe
I
network, and will eventually drain into the overall site pond. Both basins are primarily grass and bare
earth with a five foot concrete sidewalk nmning along the north edge of the site. Tills walk is the
onlyirnpervious area in the two basins. The 10-Yeartotal nUloff from the site is 1.34 cfs.
o
u
r 1
U
U
U
U
Existing Soil Types:
Brookston (Br) Silty Oay Loam... ... ....... ... ... ... .Type B
G-osby(OA.) SiltyClayLoam...... ............ ...... ...Type C
LJ
o
o
u
u
07-170 - Drainage Repon
2
J
u
u
u
Proposed Conditions: (Appendix C)
The proposed constmction calls for a 7,968 sf retail building its associated parking and utilities, see
Proposed Basins Map C1. Run-off from the site will drain through the proposed undergroWld pipe
network to the existing inlet located at the southeast carner of the lot. From the inlet stormwater
nm-off -.vill flaw south to the existing overall site pond, Lake 1. Please see the attached drainage
report for Weston Paiute Section 1, prepared by Christopher M Figueroa at Stoeppelwerth and
Associates an December 15, 2003 and revised March 17, 2004. Also see the included Post
Developed IG'R Basins. This site is part of the 10.20 Acre Basin 608. This basin was developed
expecting a fully developed commercial site. A curve number of 90 was used far the entire site and a
composite C value of 0.85. Composite C values for this site are calculated as 0.63,0.61,0.64,0.82
and 0.63 v.~th an overall value of 0.70. Time of concentration values are the minimum allowable at
5.0 minutes. These values meet the design standards assumed while designing the site pond.
r .
U
u
u
u
Please refer to the attached Proposed Drainag;e Basins exhibit on page C1 that outlines the proposed
watersheds for each proposed and existing' inlet. Interconnected pipes were designed with the
Rational Method, and sized for the lO-year frequency rainfall event. Total site nm-off in the
proposed condition is 5.33 cfs.
o
u
[J
U
Analysis Method:
Stonn Sewer Camputations: Computations far storm sewers to be constructed for the proposed site
during this phase of the development have be~n completed. The interconnected pipes were designed
with the Rational Method, and sized for the 10-year frequency rainfall event. 1nese computations
are shown on in Appendix C The following sununarizes the results of the analysis:
Return Interval = 10 years
Contributing Basins = see page Cl
Rational RWloff Coefficient, C = see page C2
Time of Omcentration, T c = ass umed 5 min.
Rainfall Intensity, i = see page C3
Total Runoff, Q = GA
Pipe Full Capacity = (1.49/ n)(pd2/ 4)(( pd2/ 4)/ ( pd))2/3(S)05
n = Manning's Roughness Coefficient = 0.013 for RCP Pipes
d = Diameter of Pipe (feet)
s = Slope of Pipe
u
u
u
u
u
u
u
I
I
IU
I
U
iD
Ie
u
u
:u
u
u
U
D
[J
U
U
U
o
Water Quality: (Appendix E)
Water quality was determined using the water quality volume methodology. A corresponding CWYe
Number (CNwq) is computed utilizing the following equation:
CNwq = 1000/ (10 + 5P + 10Qa- 10 (Qa2 + 1.25QaP) )
Rv = 0,05 + 0.009 (1)
C1\fwq = curve number for water quality storm event
P = 1" (rainfall for water quality storm event)
Qa = runoff volume, in inches = 1~. x Rv = Rv (inches)
Rv = volumetric runoff coefficient
I is the percent impervious cover
A CNwq was computed to be 97 (see Appendix E). A depth of 1" and duration of 24 hours was
used in the SC:S Type II storm event. The results gave a peak flow of 0.46 cfs. See WlIlTR-20 input
and results in Appendix E. An Aqua-swirl AS-2 capable of treating a peak flow of 1.ods was chosen
to treat the flow.
Summary:
The proposed design will ensure proper ~age by conveying storm water at an adequate velocity
through the proposed pipe network toward the dry detention. As a result, the storm water design
effectively manages the runoff from the site without burdening downstream property-owners.
r-'
LJ
u
u
07-170 - Drainage Repan
4
I
U
U
U
U
U
U
U
U
U
U
U
U
U
Appendix A
Maps
u
u
u
o
u
o
07-170 - Drainage Repan
5
D C:=> I
PROJECT LOCATION MAP OWN BY: MAT
WESTON pblNTE - LOT 3 CHKD~ BY: JMP
U U.S. 421 & WESTON POINTE DRIVE SCALE: NjA
CARMEL, INDIANA DATE:
U
U
0
D
~
"-
0
U
0
U
0
U
J
0
U
[J
0 ~.- ~--- ~
~ .
U --.." 0-- "- EO ~~C-~.~:~;'
."
SH$ET 1 OF 1
U p 317-244 1968 241 5 Dire~tors Row Ste.E f 317-244-1969
Indianapolis, In 46241
c:=;
c=::
Ll
c-=;
CJ
~
c=
c=
c=:
'tl tJ
w
....,
I
N
-I>
..
I
en
C'l
00
tv
--I>
:J ~
~V'1 (f}
"'
~ 9 I
"' fTl
'tl oj m
o " -I ~
=-8
_1.11 ~ Z
3" ;c 0 ::)
0 " 0
... :E
Q"1 0
N V1
Arl
_(1)
rn
.."
W
....,
I
N
A
...
I
<0
en
<0
o
'0 W '00"
C-~
ZONE X
~.
a
ST
~
TREBAH
CtR
HOUNDS
CROSSING
..
e:.
WINDWARD
'NY
c=
~
c.J
In
:r:
m
,...
'"
o
c:
:Il
Z
m
c==
C=J
c=J
~
.
APPROXIMATE SCALE
1000 0
t--I I-:-l ~ ~,t-::7.-t'" .,
1000 FEET
J
NATlON4L FLOOIl INSURANCE PROGRAM
fiRM
FLOOD INSURANCE RATE MAP
HAMIl.TON COUNTY,
INDIANA
AND INCORPORATED AREAS
(SEE MAP INDEX F-OR PANElS NOT f:'f'.1N'T1S0]
Il(lJMB~R PANEL ~
""'" ""
...., om
,..,., ""
MAP NUMBER
18057C0205F
EFFECTIVE DATE:
FEBRUARY 19, 2003
Federal Emerreney M&nllgement Agency
This. is an official eoP)' of a portion of tt1e above referenced flood map. It
was eidractad lJ'Sing F-MIT On--Un~. This map does not reflect ohangos.
Or arY1~l'ldmen-l~ wh'~h may have ~een made e.ub6eql.lent to the date Oil the
title bloek. Fortht! lates.t product fnformatlor'l about National FJood Insursr1ce
Pregram "ood maps. eheekthe FEMA Flood Map Store at WNW. msc.fema. !;lOll
~-:
C:~
n
5:
o
I'D
VI
~
::::l
V1
(\
-=: ::::=-
V
c~
VlITl
VI
.f.>..-,
N
n 0
)> Qo Z "'T1
;::0<:: -
-s: M=i~ '-0;;:0
~~O~
'0-
ZZZ~
~\J'-''''''''''
:t> 0 ITl ,.lo'"
~ ~ I -0
rTlr
00
~.-,
m
W
o
~
f1:1
(f)
(J
;to>
r
m
(J
I
A
o
OJ
:->
o
~
z
rn
~
o
m
~
~
'-
s:
"tJ
s:
:>>
...,
IV Z
~ ~
o
o
'-.J
u
o
J
o
o
u
u
u
U
J
U
U
J
......,
u
o
U
J
U
U
Appendix B
Existing Conditions
07-170 - Drainage Repon
6
,
,
,
\-}--
I' '
\~ .
I' '.
i
\"
\
'\\ ~
'.I
\'
\';' .
\ '
." ;l' 'I
\.':,~, r
\& "i ~
~ V,
'% \
~ l'
? I
~ \.
(Il I
~ \ .
, c:::. \' ,
"\ r[J \ .. ~
1, J> , ~ '
\\ t:i \"
\'-"" \
I
I
I"
\. ",
I'
I,
\,'. "
I
I
\, V:
'. I
\, \"
"
~,.,
\',,,"
\ . , ",
I .
I.
,.
\
I
I
I
;.
I
I
\, ~
\ '.
I
I .
I'
I
I.
I .
I'
I:
I
I,. .
V..
\
(.
L ~
c--:
P 31 7-244-J 968
c:~
Civil Designs
c=J
I
I
I
1
\
III \
~ \
\ c<;~C ''-,- Basin A
, \h" '-,- .38,104 sf
'\. ',1 i'\,... '-'-'-,- 0.875 acres / /
'\~ \ ....... '. '- ..,~'i.
'\' 5,'-.. '- /",,,0
I, 'I (1" ". '- ..',,1.
',1 'II 0,........... /,!J
II \ '.?J~ ~i',. '- '- ,/';'J 0
,I', 'I 0,,< ............. fa ..' 1'1.
'I', \. ......... '- /
'...~1 \ ...~...
~', 1~ \
\', ",Il
'I "1
'" '"
\\ \"'-''>
1\ \ '...
\. '.
I ,
t\ \
II \,
, .
'\
II
'\
I
\
\
.1
'I
I.
\
I,
,
'\
I,
\
\
~.
"
C:::J
c::=
.
,
,
,
,
\,/
,
,
.
,
,
.
,
.
,
,
,
c.~
C:]
CJ
C=J
c==
./"
\ ,- ~
\// --
.",J .
"
,/
/
/
942 SF IMPERVIOUS
CONCRETE SIDewALK
\
I
I
\
',1
II
.
,
.
,
.
,
,
,
,
,
.
\
\
\
"
'-
'-
c:=
c:=
c=-=
c::=J
c::=J
-'-
1,021 s.r INlFiERVIQuS
CONCFi!tlE SI[lEWAlK
Basin 8
15,056 sf
0..346 ocres
'--Ii
..,_..,_."-,.._,,.~~o
"--;~o-t
.,~~
\
\
\
\
\(D
~.
,~
..... ---____ ..,05 -~--------...,~-..
'0,
SHEET 1 OF 1
2415 Directors Row Ste.E Indianapolis, In 46241
Existing Basins Map
Weston Poi nte - Outlot 3
Carmel, Indiana
c::=;
c=
c=J
~
\
\
\
\
j'''' /
I./~
I I II
/ r....'-l!
I IJ'
/ ~ Ii
/" ~ ";-1
/~ II
,j--.. ........'1
...,,(1 ........,........, t
, '" ............,1
~ ~'),\ j;i
~ ~ il
/ II
jI Ii
# I,
.:f' U
,Ii
)/
II
II
If
:-~,~- -- - - - - - -- - - ~I\
'-;:~ .II '\ \,
0..... J! \ .:;; \
-"',~~-.._ \. il \ qf'\
'"", ~ I II \ '\-
?! ~~_~, Vr \ ;,
,~I ",,~, ,~ \ __---\
Ii \\ ',' c.JJ.. I _--\:--
II ~.J\~~\'\ \
II ~ \ ',I \
II I;, \ 'I, I \
'~"\\ \ \\ \ \
II. II \ I,'
't~1 '\~i,
\\ B 1''.~:~//
...... -- \\,
-- -- ~ ,r' ./ \\ \
\ II \
I II ,
\ ',I \
\
"
\
.\
"
\
.\
\\
\
,\
I
\
\
I
'.
("'<\
f 317-244-1969
DWN BY: MAT
CHKD. BY: DMG
SCALE: N/A
DATE: 06}07}2007
u
Exising Conditions
u
o
Civil Designs Project No. 07-170 I By MAT
Project Weston Pointe Retail Center - Lot 3 Date 6/11/2007
Location U.S. 421 & Weston Pointe Drive Checked JMP
Description Exisitng Composite C Computations Date 6/11/2007
Runoff I
Coefficient I
Impervious Area = 0.90 I
Greenspace = 0.20
Gravel/Stone = 0.80 I
BASINS I
Basin A
Impervious Area Greenspace Stone Total Total Composite
(ft"2) (ft"2) I (ft"2) (ft^2) (Acres) .C"
942 37,162 0 38,104 0.875 0.22
Basin B
Impervious Area Greenspace Stone Total Total Composite
(ft"2) (ft"2) (ft^2 ) (ft"2) (Acres) '"e"
, 1,021 14,035 0 15.056 0.346 0.25
I
Total Site
I Impervious Area Greenspace Stone Total Total I Composite
(ft"2) (ft^2) (ft^2 ) (ft"2) (Acres) "C"
1,963 51,197 0 53,160 1.220 0.23
I
I
I
I
u
u
u
u
u
u
u
u
u
u
u
D
[J
u
u
82
J
u
Time of ConcentrationlTravel Time Worksheet
u
Civil Designs Project No.
Project
Location
Description
07-170
Weston Pointe Retail Center - Lot 3
U.S. 421 & Weston Pointe Drive
Existing Time of Concentration - Basin A
D
u
Basin A
D
SHEET FLOW (Applicable to T conly)
1. Surface description
2. Manning's roughness coefficient, n
3. Flow length, L (total L 5. 300 ft)
4. two-year, 24-hour rainfall, P2
5. Land slope, s
6. T. = [0.007(nL)0'~/[Pt5s0.4]
................................... ftIft
ComputeTt .......... hr
Segment 10
............... ft
.............................. in
u
u
n source:
P2 source:
u
SHALLOW CONCENTRATED FLOW
SegmfOnt ID
7. Surface description (paved or unpaved)
8. Flow length, L ................................... fI
9. Watercourse slope, s .............................. fllfI
10. Average velocity, v .............................. fils
11. Tt=(Uv)/3600 ComputeT, .......... hr
u
o
v = 20.3282(s)0.5 for paved surfaces
v = 16.1345(s)0.5 for unpaved surfaces
u
CHANNEL FLOW Segment ID
12. Cross sectional flow area, a ......................... ft2
13. Wetted perimeter, Pw ................................... ft
14. Hydraulicradius,r=a/Pw Computer ..........ft
15. Channel slope, s ......................................;...... fllfI
16. Manning's roughness coefficient, n ...............
17. v=(1.49r2J3s1/2)1n Compute v .......... fils
18. Flow length, L ......................... ft
19. Tt = (Uv)/3600 Compute Tt .......... hr
u
u
o
n source:
o
20. Total Time of ConcentrationlTravel Time
u
u
J
Basin A
07-170 - Te Worksheet.xls
83
o
By
Date
Checked
Date
MAT
06/11/2007
JMP
06/11/2007
A- B Total I
Grass/Earth
0.150
72
2.64
0.010
0.182 0.182 I
B-C Total I
Unpaved
81
0.0.12
2.25
0.010 0.010 I
Total I
0.000 I
hours =
minutes =
0.19
11.54
u
Time of ConcentrationfTravel Time Worksheet
u
Civil Designs Project No.
Project
Location
Description
07-170
Weston Pointe Retail Center - Lot 3
U.S. 421 & Weston Pointe Drive
Existing Time of Concentration - Basin B
u
o
Basin B
[J
SHEET FLOW (Applicable 10 Tc only)
1. Surface description
2. Manning's roughness coefficient, n
3. Flow lenglh, L (tolal L 5 300 ft)
4. two-year, 24-hour rainfall, P2
5. Land slope, s
6. T,'" [0.007(nLt~/[P2o.5s0.4]
SegmenllD
.......... ..... ft
.............................. in
u
.................................... ftlft
Compute Tt .......... hr
u
n source:
P2 source:
u
SHALLOW CONCENTRATED FLOW Segment ID
7. Surface description (paved or unpaved)
8. Flow length, L ................................... ft
9. Watercourse slope, s .............................. ft/ft
10. Average velocity, v .................. IUs
11. T,"'(Uv)/3600 ComputeTt ......... hr
u
u
v = 20.3282{s)05 for paved surfaces
v", 16.1345{s)O.5 for unpaved surfaces
u
CHANNEL FLOW Segment ID
12. Cross sectional flow area, a ......................... If
13. Wetted perimeter, Pw ................................... ft
14. Hydraulic radius, r'" alP w Compute r ..... ..... ft
15. Channel slope, s ............................................. ftlft
16. Manning's roughness coefficient, n ............ ...
17. v = {1.49r2l3s1/2)/n Compute v.......... ftls
18. Flow length, L ..................,...... ft
19. Tt = (Uv)/3600 Compute Tt .......... hr
u
u
u
n source:
u
20. Total Time of ConcentrationfTravel Time
u
u
u
Basin B
07-170 - Tc Worksheet.xls
B4
u
By
Date
Checked
Date
MAT
06/11/2007
JMP
06/11/2007
A-D Total I
Grass/Earth
0.150
138
2.64
0.010
0.307 0.307 I
Total -I
Unpaved
0.000 I
Total 1
0.000 I
hours =
minutes '"
0.31
18.42
u
Storm Drain Flow Tabulation Form
r -~,
u
Civil Designs Project No.
Project
Location
Description
07-170
Weston Pointe Retail Center - Lot 3
U.S. 421 & Weston Poi':1te Drive
Rational Flow Worksheet
By
Date
Checked
Date
MAT
8/11/2007
JMP
8/11/2007
u
Design Storm Frequency =
10-Year
u
DRAINAGE AREA "A"
RUNOFF
COEFFICIENT
"C"
"A" x "C"
Increment Total
In Section
RAINFALL
INTENSITY
TOTAL
RUNOFF
o
STRUCTURE
'~
U
[J
u
u
J
u
u
u
u
o
u
u
u
u
Rational Runoff - 10-Year
07~170 . Storm Sewer Design Worksheet-xis
C5
o
u
u
u
u
u
u
u
u
u
u
o
U
J
U
o
c
o
u
Appendix C
Proposed Conditions
07-170 - Drainage Report
7
~
I' ,
I.
\.; ,
~ '
I
I.'
I
I
I .
\:. '.
I, ,
I '
I'
I"
I
I
\. "
I .
\;
~ \ '
-' \
?:. \
"50 \:'
~\
o I~
~I
I
r-: I,
e \'"
'!' I' ~
.\> 1\ '
to ;.
..> \" ,ol."
.../ \ "
I
I',
, ~-.
I .
I. ,
I'
I"
I.,'
I
I'
\.. ",
\'" .
I
I'
I,
I
I'
I
\
\ ..
I "
\ "
I "
\ '.
\ :
\. '. .
\ .
I .
\."
I
I.
I
I.,
I"
I'
I
I
y,
I
I' "
I'
c=
c=J
c:=J
\\
P 31 7-244-1968
c:~
Civil Designs
r:-- -;
L-::
C~
L -~
c=J
c:=J
CJ
c=.
c==
c==
c:==
c:::J
c=
c:=
~
L ~
"
..
" . "'oj,
"
BO$il"1 100
16,2132" Sf
0.37-4 Il;Icre,
...-
.-.
I?
/','/' .
/ ."
. /1
/" "
,~ II
/ 'J' ."--. II
/. # "--.f
,,;-~ I'
. .J( ''o..'-i'
I? '0.. Ii'.
~~ ~"II
'. <<. ....fI
<:"".~'-~ /1
"'4 \ ./
~. i/
II il
.t' II
I II
,t.
. .y- Ir
/I
II
n
'i
'v,- ,Ii
.............;~...:::'- }jl
~"--0 il \
~~ if \ \
",. -:..' \ II \ I
'''<;1'= \ II \ \
1/0' 'I' I I
II YI\, 1\ I I
II ~..::.. ~l/-~-/
II <~ .J'I-~ \ I
II r \ 'II. \ \
.~ II I \1 I I
.,~. \ \\ \ \
\. II I II \ '
'I. I 'I
\~)i l 1\\
\\
'II
~\
\1
~,
t.
\,
\
~\
\.
'I.
C1
1.\
\\
'1\ \
\ \\. \ II. I
I
\ '.1 \
4=:;..
It II
SHEET 1 OF 1
241 5 Dire~tors Row Ste.E Indianapolis, In 46241
f 317-244-1969
Proposed Basins Map
Weston Pointe - Outlot 3
DWN BY: MAT
CHKD. BY: DMG
SCALE: N/A
DATE: 06/07 (2007
Carmel, Indiana
u
Proposed Conditions
D
u
Civil Designs Project No. 07-170 I By MAT
Project Weston Pointe Retail Center - Lot 3 Date 6/8/2007
Location U.S. 421 & Weston Pointe Drive. I Checked JMP
Description I Proposed Composite C Computations I Date 6/8/2007
I
I Runoff
Coefficient I
Impervious Area = 0.90
Greenspace = 0.20
Gravel/Stone = 0.80
I
BASINS
Basin 100
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) I (ft^2) (ft"2) (Acres) "Cn
9,920 6,362 0 16,282 0.374 0.63
I
Basin 101
Impervious Area Greenspace Stone Total Total Composite
(ft^2) I (ft"2) (ft^2) (ft^2) (Acres) "C"
7,076 5,154 0 12,230 0.281 0.61
[ I
I
Basin 102 I I
Impervious Area Greenspace Stone Total Total Composite
(ft"2) (ft"2) (ft^2) (ft^2) (Acres) IICH
1,876 1,094 0 2,970 0.068 0.64
Basin 103
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft"2) (ft^2) (ft(2) I (Acres) "C"
18,194 2,350 I 0 20,544 0.472 0.82
I I
Basin 1 06 I
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft"2) (ft"2) (ft^2) (Acres) "cn
704 I 429 0 1,133 0.026 0.63
I
Total Site 1
Impervious Area Greenspace Stone I Total Total Composite
(ft^2) (ft^2) (ft^2) I (ft^2) (Acres) "e"
37,770 15,389 0 53,159 1.220 0.70
u
r '
U
u
u
[J
r'
U
u
u
,~
u
u
J
o
J
o
u
C2
c=
c=::
CJ
C:=;.'
c=:
CJ
~-:
c=
CJ
c=J
c=J
C=~
c=;
c=J
c...:
~
c:
c=:
CJ
Storm Drain Flow Tabulation Form
Civil Designs Project No.
Projem
Loca.tion
Description
07.170
WestQrl Points. Retail Ca.mer - Lot 3
U.S. 421 & Westofl P'ointe DtiW'e
5tClrm Sewer S~ziJ1g CornputatloilS
B~
Date
CheC'''''
Date
MAT
~1612a07
JMP
61312007
Design Storm FrcqlJ6ricy = 1o-Y~a.r
ManninG's n:= 0.013
OAAINAGe AREA "A" FLOW TIME VeLOCITY RIM ELEVATION INVERT eLeVATION COVER
STRUCTURE LENGTH RVNO~~ "A.x.CR RAINFALL TOTAL ~I~E SLOPE OF FVLL
To'Uppilr INTENSITY RUNOFF .OIAMETER SEWER CAPACITY U/S D/S U/S DIS urs StJumuTli! DiSSth.ldure
111~reme,.,t Total COEFFICIENT I"Seelion Flowing Full DeS~rifk>>w
End Structure Structure StructUfD Struclure
.C' ,ft/.) ,ft, (ft) in) [ft) ift)
ViS DIS (ft) (a.cres.} [acres) Irlcr.emont Total (minI (min) . (Inlllr) [efs) (ft) " (cf.) lft/sJ IA)
100 i01 16, 0.37 037 0.33 0.24 0.24 6.00 1.0B 6:00 1.~' 1.00 0.32 2.02 2.67 904.56 9(l4.95 901.75 901.22 1.9:) 2.57
101 102 145 0.23 0,65 0,1'1 0.17 0.41 6.0B 0.~3 ~56 2.68 1.25 0,24 3.17 2.6~ 004,95 905.06 901.22 900.67 2.29 275
102 104 9 0.07 0,72 0.64 0.04 0.45 7,01 006 3,26 2.e3 1.25 0.24 3,17 2.59 905.06 905.70 900m 900.65 2.75 3.41
103 104 80 0.47 0.47 0.32 0.39 0.39 5,00 0.46 8.96 2.70 1.25 0.30 3.55 2.89 004.85 905.70 901.09 900.85 232 3.41
1M 105 7 1,19 - 0.64 7m 0,03 8.28 5.2. 1.25 0.75 5.Bl 4.57 00510 905.70 900. ~5 900.79 3.41 3.47
105 lU6 ~ 0.03 1.22 Q,63 0.02 0.85 7.10 0.02 6.25 5.33 1.28 0.75 5,61 '.57 90510 905.00 900.79 900.76 3.47 2.B1
StQm1 S.eWfJr- 1Ll-Voar
[1'7.170 ~ Slorm S.wo&r DABIg:n Wcrkshilut.x:le
C3
u
u
u
o
~
D
U
U
lJ
D
U
U
U
U
o
U
U
r'
U
J
07 -170 - Drainage Report
Appendix D
Inlet Capacity Worksheets
8
U
D .
0
U
U
U
U
LJ
U
U
0
r '
U
U
U
U
U
J t
0
U
tV
'9
8
7
. Discharge vs Depth On Grate
\rJ,,(S~ GASc SL~,,<:,,;o -tr N<truk 12.-340'5'
Co:. 0.,.,3
I' ~.98
6 f\:: O:~7
Q'" 1.\03.:...(.
5
-<<(4
w
c::
<-
Z
w
a.. 3
o
..:
u..
C)
,CJ)
I
~2
.<
~
t?
u..
o
<(
w
c::
<(
1
.9
.8
.7
.5
"."
..............
.........,
100
90
80
70
60
50
40
30
20
W
J-
10 -<(
9 a:::
8 0
7 ....5
6 ~.
o
5 ~
t-
4 w
~
0:::
3 .<
J:
u
tI)
-
o
~
~
>.
~
'-.~"
"~
"''',
",,",
'"
''-" 2
''"'
.'....
",
1
6.....V<-Nt{ 100
ArL~ ",\.S
.
u
w
(/)
<<
W
Q..
...
.
I-
u...
.
::>
u
Lcs~
o. s' ':'>" !l "''''j
",
",
. .....
. c'.....
-..................,.
~
10
9
8
7
6
5..:
u..
4,
..,w
.)...
-<
a::
'C)
2ci::
w
>
o
J:
I-
Q..
lW
.9 a
.8 :z
.7 ~
.6 ~
.5
.4
.3
u
u
u
u
u
o
u
(I
u
D
D
U
U
o
o
o
u
u
u
o
.~
.~:~
,v
9
8
7
6
5
<4-
w
lI.1::
<<(
Z
w
11.3
o
...:
II..
o
U)
I
~2
<
~
C>
LL.
o
<(
W
0::
<
1
.9
.8
.7
.6
.5
. Discharge vs Depth On
Wor~~ '-"'i;<:. S'-'-'c",rlC h,r r-ht.....h .12-'34'5'5-'-
C ::: 0.132
i ~ (.., 96'
C\: Ot~1
Goo; 'L"O
\\
\,
'\
'~\\
~\,,\....
"
'.
\.
\\
\\.
\
,
-,
,
100
90
80
70
60
50
40
30
20
, .
'\
\
-,
W
t-
.oC(
0:::
8 C)
-7': ,_ J:
....C)
6 ::Ii:
o
5 a::
x:
~
\
\
'\'" 4
"
\
,
3 "'"
,
2
1
14n" -= z.(&
u
w
V)
a:
w
0..
...
.
l-
LL.
.
;:)
-u
w
C>
a:::
4:
J:
"U
1t,
.....\
0\
\
\
'\,
\
-,
~,
'.
\
,
\<',\
"'\'c
~
,
~ 0 'L&-'1 .
Grate
$t.--",<-\1Ir~lS 101, 103
10
9
8
7
6
5.,.:
IL
4
I
3~
<(
-at:
'C>
2~
w
>
o
J:
D-
o..
1 w
.9 0
sO:::
. w
.7<
.6 ?;
.5
.4
.3
Discharge vs Depth On Grafe
Co b,..,4
~ :; G'111 -
A -~ 0 Of
"k<."","" e.- ~ul 0
5+ru~~"':' IC2
o.r,c ::: I. D
Q ~ D32
100
90
80
70
60
50
40
u
w
V)
~
w
CL.
10
9
8
7
6
5...:
u..
4)
30
"
.
I-
u...
20
w
31-
-<
.~
~
20::
w
>
o
W
I-
10 <(
9 OJ::
8 C>
-7 -_ , :J:
.,C)
6 ::>-
o
5 ~
....
3
w
e"
~
-<
:x:
u
V)
-
a
:r:
to-
a..
1 w
.9 a
a::
.8 w
.7<
.6 ~
.5
.4
4
~
~, ~
'''''''~
~~" ~ 0 t..c.~.
.3
U
J
o
U
u
u
o
u
u
u
Appendix E
Water Quality
o
u
u
~,
U
U
J
LJ
U
U
07-170 - Draillage Report
9
c:::..:
c=J
c:=
~
Civil Design Porject No.
Project Name
Location
Description
Total Site
Pervious
(if)
15389
C:=-~
C=~
c=
c:=J
07-170
Weston Pointe Retail Center. Lot 3
U.S. 421 & Weston Pointe Drive
Proposed Water Quality Curve Number
CN
GREENSPACE 61.00
BUILDING 98
IMPERVIOUS 98
Building
(ff)
o
Impervious
(ft~)
37770
Total
(ft)
53159
WQv=
CNwq =
Total
(Acres)
1.22
C:=~.
c=;
(P) (Rv) (A)
12
c=
c:==
1000
1 0+5P+10Qa-1 O(Qa2+1.2SQaP)^O.5
Curve Number
CN
87.29
p
(in)
1
Rv
0.689S
c=;
~
By:
Date:
Checked:
Date:
WQv
(cf)
3054
c::::=::
MAT
6/8/2007
JMP
6/8/2007
CNwq
97
~
~
~
~
D
Water Quality
Name of printed page file:
C:\Program Files\USDA\WinTR20\07-170 - Water Quality.out
D
STORM 1. 0" 24Hr
u
Area or Drainage Rain Gage Runoff ~----------- Peak Flow -------_._---
Reach Area ID or Amount Elevation Time Rate Rate
Identifier (sq mil Location (in) (ft) (hr) (cfs) (csm)
Site 0.002 0.434 12.00 0.46 240.66
OUTLET 0.002 0.434 12.00 0.46 240.66
u
J
u
r '
U
u
u
u
J
u
u
u
WinTR-20 Version 1.0
Page
1
06/11/2007 8:53
J
o
u
i1
u
u
u
Area or
Reach
Identifier
D
Site
OUTLET
lJ
u
u
o
u
u
u
u
u
u
J
J
Drainage
Area Alternate
(sq mil
O.190E-02
O.190E-02
WinTR-20 Version 1.0
LJ
u
J
J
u
Water Quality
--------~-- Peak Flow by Storm
1.0" 24Hr
(cfs) (cfs) (cfs)
0.5
0.5
Page
2
(ds)
(cfs)
06/11/2007 8:53
u
WinTR-20: Version 1.0
Water Quality
.1
o
o
SUB-AREA:
site
Outlet
0.0019
97.
0.119
lJ
o
STORM ANALYSIS:
1.0" 24Hr
2
o.
1.
24.0Hr
u
RAINFALL DISTRIBUTION:
24.0Hr 1.
O. .011 .023 .035 .048
.064 .OBO .1' .12 .147
.181 .236 .663 .776 .825
.856 .881 .903 .922 .938
.953 .965 .977 .9B9 1.
GLOBAL OUTPUT:
1 .05 .05 YNNNN NNNNNN
u
LJ
u
u
u
D
u
u
J
J
" ,
U
LJ
u
u
J
o
u
m
~
Aqua -Swi rl™
Sizing Chart
u
u
u
u
o
u
u
u
[J
u
U
0-
J
U
J
o
U
Aqua- Conveyance ' Water Oil/Debris Sediment
Maximum Pipe Quality
Swirl™ Pipe Size Diameter ' Treabnent Storage Storage
Model (typical)l flow1 Capacity Capacity
(in) (in) (ds) (gal) (tt3)
I
AS-2 12 12 1.0 37 10
AS-3 16 16 1.8 110 20
AS-4 18 18 3.2 190 32
AS-S 24 20 4.4 270 45
AS-6 30 22 6.3 390 65
AS-7 36 24 8.6 540 90
AS-8 42 26 11.2 710 115
AS-9 48 28 14.2 910 145
AS-l0 54 30 17.5 1130 180
AS-12 60 36 25.2 1698 270
(1) As recommended by the Center for Watershed Protection and most municipalities, the
Aqua-SwirPM provides full treatment of the "first flush," whil~ the peak design storm is
diverted and channeled through the main conveyance pipe. Connections to larger pipe
diameters are available at an addition~1 cost, please refer to your local representative for
more information.
(2) Many regulatory agencies are establishing "water quality treatment flow rates" for their
areas based on the initial movement ,of pollutants into the storm drainage system. The
treatment flow rate of the Aqua-Swirl™ system is engineered to meet or exceed the local
water quality treatment criteria. This "water quality treatment flow rate" typically
represents approximately 90% to 9so/~ of the total annual runoff volume.
The design and orientation of the Aqua-Swirr Concentrator generally entails some degree of
customization. For assistance in design and ,specific sizing using historical rainfall data, please
refer to Joe O'Brien, ENTEl, Inc. at (734) 657-3839 or go to our web site for more
information at www.AquaShieldlnc.com. CAD details and specifications are available upon
request.
u