HomeMy WebLinkAboutDrainage Reports - 05/16/2013IGrNey-Hom
IMM_ ari oaates, Inc.
September 191", 2012
Glen. Schlueter
City of Fort Collins
Stormwater Engineering
281 North College Avenue
Fort Collins, Colorado 80522
Re: Discount Tire at North College Marketplace
Drainage Compliance Letter
City of Ft. Collins rov , lans
Approved By.
Date
The intent of this letter to provide drainage analysis for the development of Lot 7
within the North College Marketplace located at the northeast corner of East Willox
Lane and North College Avenue within the City of Fort Collins, Colorado. Following
is a brief summary of the proposed development.
Existing Site Conditions
The existing site is currently vacant and sparsely vegetated. The proposed overlot
graded pad varies in elevation from a high of ±4,985 feet to a low of ±4,982 feet.
The majority of the existing pad drains easterly in direction at average slopes of
±1.25% where.it is conveyed via curb and gutter to the existing North College
Marketplace storm sewer system. Adjacent land uses consist of the following:
o North:
Private Drive
o East:
' Commercial Development (King Soopers)
o South:
Commercial Development (Pobre Pancho's)
o West:
North College Avenue
Anticipated Developed Conditions
This site is included as a part of the approved Drainage and Erosion Control Report
for the North College Marketplace Final Development Plan, ("Master Drainage
Report"), prepared by Ayres Associates dated August, 2009. As outlined within the
Master Drainage Report, developed runoff from this site is mostly a part of drainage
Basin P9. The runoff for Basin P9 is conveyed overland to a porous landscape
detention island. During the minor and major events stormwater enters a Type C
inlet and is.conveyed to Water Quality and Detention Pond. Anticipated site runoff
characteristics for Lot 7, as outlined within the Master Drainage Report, consist of
the following:
o Area = 1.19 Acres
O IcomposrE = 89 %
o Cs = 0.82
O Clo = 0.82
o Cloo = 0.88
Developed Conditions
The current proposal for development of the site consists of a ±6,947 square foot
retail sales and vehicle service building with associated parking and landscape
■
Suite 200
990 South Broadway
Denver, Colorado
80209
■
TEL 303 228 2300
Kimley-Hom
and Associates, Inc.
improvements. Proposed grading for the site generally follows the anticipated
drainage patterns as approved within the Master Drainage Report. The proposed
drainage concept consists of sheet flow easterly across the site. The sheet flow will
be conveyed via curb and gutter to existing stormwater facilities offsite and
downstream. Developed Site runoff characteristics consist of the following:
o Area = 1.19 Acres
O . IcOMPO51TE = 67%
o C5 = 0.66
o CID = 0.66
o CIDo = 0.73
Conclusion
As identified above, the composite imperviousness of the developed site results in a
reduction from the anticipated developed site imperviousness within the approved
Master Drainage Report; and therefore, complies with the designs anticipated
within the Master Drainage Report.
It is our conclusion that the site substantially complies with the design and
assumptions within the Master Drainage Report. Please consider this letter as the
final storm water analysis for the proposed development of Lot 7 within the North .
College Marketplace development. Should you have any questions or concerns
please do not hesitate to contact me at 303.228.2300.
Sincerely,
Kimley-Horn and Associates, Inc.
Gabe Krell, PE, LEED AP
Attachments: Master Drainage Report References
Kday-Hom
C m and Associates, Inc.
Appendix A
Master Drainage Report References
I
II i P1 �
3 38
P26
20 �
OFFSITE
ws
"I P24
IT
\� cj P36
'P0 10 90 P4
A Ps
1 I a, 90
At
t 1
I r 3u
1_
/ P35 s4 90
1 _ i SOUT„ PLD
9. .
' 31 ti. t
�P14
P13 t P21 I v 1 .4 91 1 D 16 30
P10 - - t. 23 90
i r
GAS
STATION*
°
P 12
,
P2728
8
* GAS STATION PROVIDES OWN
WQ TREATMENT AND WETLAND
POND ACTS LIKE WQ FOR POND
ITSELF
I
PROVIDED
WQ
BOUNDARY
�1
WQ POND
�I
2;� P19
87 3
7 ;a
loa o .
7
WETLAND / DETENTION
POND PROVIDES OWN
TREATMENT
�a��.J P� 5J� --- '71' x■IIWL -
P
a 30 60 120
SCALE
�
LEGEND
EXISTING MAJOR CONTOURS
EXISTING MINOR CONTOURS
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
im
PROPOSED STORM
P6 PROPOSED BASIN
AREA (AC)'
n .
PERCENT
IMPERVIOUS (u)
FLOW DIRECTION
A.
DESIGN POINT
- • -
BASIN BOUNDARY
BASIN FLOW SUMMARY
BASIN
Q,wyR
Q,OYR
P1
1.4
0.7
0.1
P3
7.1
3.1
P4
3.1
1.5
7.9
1.9
8.5
3.2
P7
31.5
14.8
ps
83
3.7
27.1
12.3
PIC
3.2
1.5
P11
11.8
5.8
1
4.9
2.0
P13
b.e
1 23
Pi4
4.4
2.1
i
2.6
0.8
8
.0
0.5
P7
2.3
1.1
1
9.1
3.7
19
5.5
0.9
1.6
0.8
2A
1.1
4.0
1.8
8.1
2.7
4
0.3
0.1
4 ..8
21.6
7.3
1.0
3.9
18
1.3
0.6
2 2
0.4
330.4
116.4
t
0.0
9.3
P33
0.5
1 0.1
5.1
2.5
1.0
0.5
D.o3
0.02
II P29
s z • •
DETENTION POND SUMMARY
lJ • •
,I
OFFSITE
`
100 YR
10 VR
;Y
VOL (A )
8.28
2.04
♦
w
a97a.2o
a972se
•
•
BOTTOM OF POND. 4971
/
INVERT OUT .4971.00
TOP OF POND- 4976
i
•
•`
1 DOYR RELEASE RATE. 4.93 CFS
I •
ALLOWED 100YR RELEASE RATE. 5.01 CFS
•
.
WATER QUALITY SUMMARY
FF WO POND
T VOLUME 1
VOLUME REO
•
WO POND
0.76 AC.FT
0A6 AC•FT
PLD
AREA
AREA REO
I SOUTH
M1760 FT2
44FO-
I NORT14
1 5611 FTZ 1352Z-71
SS
'
P32
PROPOSED
sp
35
DRAINAGE
'
f
OFFSITE
BASINS
FIGURE 3.4
I AlIRES
Is
" -"-"- ASSOCIATES
• North College Marketplace
PROPOSED SWMM PARAMETER INPUT
Design Englneea, L. Chalfant
Design Firm: Ayres AssaNates
Project Number: 32-1322.00
Dana: August 11. 2009
DESIGN CRITERIA:
Urban Storm Dminege Cmerta Manual by Urban Drainage and Flood Control District, June 2D01
City of Fort Collin Smrm Drainage Criteria, January 1997
In, Impervious valueS from Table R03 and C Values obtained IrOm Table 3-3 0 the City Of Fort Collins Storm Drainage Criteria
for HydrOlogit Sall Classilicaaon C
C VALUE
CS
CIO
C.
%Impervious
Paved
0.90
0.90
0.95
100.016
Lawns
0.15
0.15
0.25
0.0%
poufs
0.90
0.90
0.95
90.0%
Gravel
O,so
0S0
OSO
40.01:
Su0-oasln Designation
Pl
PP
*Ana
Aso
An.,
A.
I Al
ASIl
COMPOl
•Perunl
Impervloua
2•A
TA
00!i
91w
a6!i
on:
"1;
ba::
6%:
Overland
Length
(It)
75
]b
2tJ
mo
60
50
110
241
Joe
150
SO
SO
t21
50
60
m
19
135
300
49
Max
Length
300(fl)
75
7a
m3
w
50
So
110
Nt
ISO
"a
W
50
tti
SD
tip
70
19
In
300
49
al
Fab
MI
zz
n
3m
67
A
2m
3m
60
15D
60
50
6
12
Ch6nnelilAtl
Length
(11)
0
D
a
260
160
Joe
450
26
o
64
360
274
I0)
300
NO
m
SS
240
350
156
114
m
IS
24
760
260
38d
326
0
mbo
ISO
630
25
376
e3
t5
Flawpam
Length
(Il)
76
75
wa
sod
200
Jso
sad
x6T
Dm
2N
4ta
324
2m
3m
JOB
1W
104
3 66
IN
203
l95
:qt
310
49
70
5SO
4$3
35S
m0
26W
IN
ea0
>6
a26
of
2T
Overall
Slope -so
O.W.:
a6ati
t.6mi
IM%
tA0!:
1.00!:
2.00n
lA0!:
xSM:
1AOv.
lore!:
olu)%
tAO:
ISSL'
IWA
2.
1,Sp%
'Ad,
Man,
0-105,
'All
1.00•w
1.00!:
1A0r.
tAY.:
2AOn
afr..
OAO•:
aAOY.
2S0%'
1A0!:
0.50!:
1A0!:
1.W!:
OAC.
1A0•w
tAr:
Overland Flow
Width •Lw
(ModswMM)
(11)
in
7e-
I'd
my
N1
e6o
ltal
16a
4p9
91
1a12
ftl
t76
]Ba
ZM
62
Sm
=4
562
AS
ltt
a6
1m
se
4>96
P+s
iD9
m1
97
7127
3O0
dell
62
NS
»
Jag
Notes
011.it. 6a.6,01
p114M 9ooF NemO
pool
cblbp•Ars.�
COMp•Aranw
Celle Av4rw
PardN0 Lot
pod
P•rele,p bl to wulh Pl9
Ga. Aaiun
El bwbpn.,a
WAa. Ler+e
Pua6q W-lo avbM
Yti Mhfitl K-4q 5'4wp.r4
SPNhoi fil eeee.n
hueFMm
Troeap.ap
Maa MIfeW pin, Salop
W.tb,O.per,d
qad
pod
pool
pool
pml?hinnm
P•r6N9 Mte North PLD
E>i.(v,p WW,tao
WAOi lade
Wiao. Sarre
O113e. ue. tolMaulallM porn
011 Obo aru mnh of laW
En11an40 ollof Wibz
011.a. uIl to wi11o3I91'oU.wrr d041
SoaM mMddrdd'np
Wab. t4er
Rad•A.wtvaq doll
pool -Frain Enlr.ne.
-
Weler OIro91Y Provitled
North Porous LandmCa Detention
NOrlh POrOtr6 LO0d9Ca Detention
water 000lil Pond
Water OuaO Pond
Wafer OU86 Pend
Waiar Oual Pond
War Ouall POM
Water Weill Poltd -
Soulh Parwm L8ntl5Ce BDCllmllon
G095181100•le treat 6nell0
Water Quality Pond
Water Quality Pond
Water Quality Pond
WdSEr Oltar Pantl
Water Qua Pond
Wafer Ouali Pend
Wafer Quality Pond
Water Waal Pend
Wellantl9
WalerDwa P00tl
Water Ouar Pond
Water OUar Pantl
Water Wal Ports
water Wall Pond -
North Porous LaMSta DGIemiOn
Wellaml9
Wafer QUdb Pond
WdICr OuaD Pone
Wetlands -TO be imdletl 0115110 When tlCV61 0
PlevioUSl Imdlad
South Porous Landsca Detention
io be treated OnAle when d8VEl0
Water Wall P011tl
Exail tleP010Prilerll
Water OuaO Pond
Wafer Ouab Pond
DIMr
X
X
X
X
X
%
%
N PLD
a
a
X
S PLD
X
%
WO
Pond
Y
X
%
X
%
X
X
%
X
X
X
X
X
%
X
X
X
X
X
X
X
X
X
X
100Yr Flaw
(did)
1A
0.7
7.1
3.1
3.9
6.5
31S
8.3
27.1
32
11J7
4.9
4.8
4.4
2,6
1.0
2.3
8.1
SS
1.6
1.6
4.0
6.1
0.3
44.8
7.3
3.9
1.3
2.2
330.4
4.4
30.0
0.5
5.1
1.0
0,03
1Dyr Flow
(CIO)
0.2
0.1
3.1
1.6
1.9
32
14,8
3.7
123
1.$
5.8
2.0
2.3
2.1
0.8
0.5
1,1
3.7
0.9
0.6
0.8
1.6
2.7
0.1
21.6
1.0
1.0
0.6
0.4
118.4
20
9.3
0.1
0.1
0,5
0,02
(oeras)
013
01J
(at,.(1)
linMir
bN0
(was)
0.01
000
("To.)
025
O.t9
(auas)
000
000
07a
(=as)
0A0
0.00
000
Ca
0.1>
O.V
O.m
oAs
CIO
0.17
0.17
0.90
ode
Op
Ctae
02a
030
OAS
ova
am
oA3
P3
O18
32026
0.00
00D
Pt,
a39
1706
oNo
om
4w
40O
P6
a39
ti0x6
OJ>
00P
000
.0.00
Ode
P6
Ilan
tam
oAa
o0x
Sao
000
ode
ode
P7
]19
W944
34t
Oq
Oa2
0.00
oat
a"
am
Pa
OM
A960
0.00
doe
O.e)
OAO
n9a
OAO
OAS
Po
261
iZZWO
tat
03O
021
000
odx
OJtl
OM
P10
P11
P12
Oat
fitOS3
OSJ
14W
61591
231a1
old
am
Oat
ON
002
021
D14
000
000
Ode
ON
O.OD
0.0
"1
Oat
Od4
a"
0.61
0.61
O.H
OAS
0.44
469
089
0.D2
N!:
91l:
61%
91!:
Om!:
33%
10Y.:
100%
P13
040
N217
Ou
ON
0.00
OAO
PIS
0.4
l0]90
O.q
0,03
O.00
0A0
p,pT
OA7
Pis
P10
Oat
0+0
13]17
q09
0.11
0.10
021
0.ad
OAD
0.00
0-00
000
a4a
OAO
0.4D
OAO
0.40
OAS
P17
02J
t0235
023
000
OAD
0.
DAD
a,9e
OAS
Pia
P20
100
30>
41214
1605M
0.69
0.0<
01
J4>
OAO
0A0
OA0
0.15
am
a.tl
OA6
0.1T
an
0.n
all
T:
P2d
0.16
J1W
000
0.00
0.16
0.00
0A0
Om
0A5
9p.:
P21
PT2
P24
024
Om
10m1
10630
2700e
ONO
0.00
o.oO
O00
0.00
ado
024
OA
4u
am
e00
0A0
o0o
0.06
0.06
O.OD
am
a.90
Odd
0A0
O.Ta
O.I7
0.76
a."
0.00
odd
0.70
OAd
0.1]
0.75
a.T4
0A5
0A5
am
0A5
o.N
016
0A1
Ode
Sll
SO!:
W..:
90!:
n!:
3•w
a0.
>0•.i
Y,:
431i
t5!:
e!:
.1
door
90!:
81
t63
nt
2P
4l
J00
S7
30
m0
300
60
tap
tip
50
e
1P
on
000
Ks
P26
ISMS
amcoo
O.fie
P27
2
U8373
TloSq
600
no
-no-
P2i
M
am
0]i
am
O.00
0.00
Pm
J64S
SON
5a2p
0.+1
003
0.00
0A0
aTt
Pm
19a26
001
O.M
000
Om
0.17
0.17
a"
P30
21D0032
22.09
270
000
Oto
OAO
OA9
047
Pot
PR
P33
00>
4AI
19506
1T1t7>.60
3109
tt24t
19e
035
lA2
0.01
0.49
o00
,0.00
0.10
2W
p.OT
003
0.00
000
000
OAo
000
D.00
O.oO
0.10
000
0,00
0.00
0.00
400
0m
O.TJ
owl
031
am
oAo
OJq
0.>i
0.41
021
ON
om
0m
0.>9
OAO
OSl
am
am
0.95
Pia
Pss
dam
P38
0.f0
IND
•Values enI8r80 into EPA SWMM
Walla,
Ouar I Provided
Location
.Aa.l
(twos)
A.
(s0. h)
Al
(was)
A.A.a4
(AMS)
(via.)
Al
(•eras)
COMPOSITE
•Pemenl
Impervious
CD
Cle
I Cleo
Aral to North PLD
441
21371145
34
146
O35
000
a.73
0.]a
O.T9
171,
AM ID SOrtl PLD
926
1g108
2.63
0.<D
OSl
000
OAl
oaf
011e
Aroa to WOPond
R,67
$W04e
1 7AJ
7A9
355
000
All
I OA1
0,,97HIP
dOn Pand
J.9)
IC0514
DM000
0.15
0W490
0.17
0.11
090
031OatOle00001{
a.93ota)Aroatmatod
• r.,r. s6.u,,...., r..... e......,..
2e.o3
..
Io,W52
13"
as
42S
021
a.m
a.m
0.m
Release Ill Calulat 5 IlSoopara natal Area)
Total Basin Areas
N.]4 W737p4 m.06
410
426
0.21
0.53
Om
OM
60%
KIn SO Olt Araa
011Sita BEaln AlOa Troamd
25.09 1Om452 1J94
0.39 t]d70 OAS
1 ON
1 023
426
am
021
0.0
am
0.11
a74
all
0.76
ON
)1•b
zw
0/13770 Basin Ard
abap 26e3ta1 N.tl
33.t9
aro
000
4.3
OAS
am
41%
Basin DACta+KSWS1.D52
N.94 Mill 3e 05
41.q
425
021
Od]
OA3
DA0
60!:
Allat>able Release Rate -A•"
A. 2S.03 dares
0= 501 efs
Provided p¢tease pate
O. 4.83 c/s
SWMM PARAMETERS-FinaLsls - Basin Summary
Page 1 of 1