HomeMy WebLinkAboutDrainage Reports - 04/27/2001PROPERTY of Final A r ved Report
' FORT COLUNS vTtr tames �:zif
Date �D /
t FINAL DRAINAGE REPORT FOR
RAINTREE ANIMAL CLINIC P.D.P.
SPRING CREEK DRAINAGE BASIN
1
'
PREPARED FOR
RAINTREE ANIMAL CLINIC
1
MARCH 7, 2000
PREPARED BY
STEWART & ASSOCIATES
'
103 SOUTH MELDRUM STREET
P.O. BOX 429
FORT COLLINS, CO 80522
'
TEL. 970-482-9331
FAX. 970-482-9382
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' TABLE OF CONTENTS
1-2
Text of Report ,.
3
Vicinity Map
4-10
Storm Water Runoff and Detention Calculations
'
11-12
Senior Center Drainage Table
13-16
Erosion Control Calculations
'
17-19
Extended Detention Calculations
Pocket
Grading, Drainage & Erosion Control Plan
'
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STEWART&ASSOCIATES
' Consulting Engineers and Surveyors
[1
' March 7, 2000
'
Mr. Basil Hamdan
Fort Collins Utilities
City of Fort Collins
'
P.O. Box 580
Fort
Collins, CO 80522-0580
' Dear Basil,
' The following is the final storm drainage report for the Raintree Animal Clinic P.D.P. situate
in the Southeast 1/4 of Section 22, Township 7 North, Range 69 West of the 6th P.M., Fort Collins,
Colorado. The site is bounded on the North by Evenstar Court, on the East by South Shields Street,
' on the South by a metes and bounds parcel with a single family residence and on the West by the Fort
Collins Senior Center P.U.D. The site is in the Spring Creek Drainage Basin. The site contains 0.36
acres more or less. It slopes from South to North at an approximate slope of 4.3%. The ground
cover is existing dryland grass and weeds. The historical drainage condition is to runoff into the
South gutter of Evenstar Court and then East to an existing curb inlet on the South side of Evenstar
Court, 70 feet West of Shields Street. The inlet discharges North and Northwesterly to Spring Creek.
' The proposed site plan will have the Raintree Animal Clinic and its parking lot. The parking
' lot will have an access from Evenstar Court and an access through the Fort Collins Senior Center
P.U.D. to Raintree Drive.
' It is proposed to provide onsite detention in the parking lot and in a grass area at the
Southwest corner of the site. The extended detention for water quality will be in the grass area.
There will be an area inlet box, with water quality orifice plate, in the extended detention area with
' an overflow grate at elevation 5051.54, which is the highwater line of the extended detention. The
area inlet will have a vertical restriction plate in the bottom of the inlet over the 12 inch R.C.P. storm
drain which will discharge into the Fort Collins Senior Center existing stormdrain at a new manhole.
' The existing Senior Center drainage system discharges to Spring Creek, West of the Senior Center.
The release rate from the detention area is at the two year historic runoff rate from the site, which
was calculated by the Rational Method. The detention volume was calculated as the difference
' between the two year historic runoff rate and the 100 year developed runoff rate, using a mass
diagram. The release rate is 0.17 cubic feet per second and the required volume of detention for the
site is 2,838 cubic feet. The amount of detention provided is 3171 cubic feet to a high water line of
' 5052.75.
James H. Stewart
' and Associates, Inc.
103 S. Meldrum Street
P.O. Box 429
Ft. Collins, CO 80522
970/482-9331
Fax 970/482-9382
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EROSION CONTROL:
The site is in the moderate wind erodibility zone and in the high rainfall erodibility zone. A
silt fence will be constructed along the North, East and West property lines. Straw bales will be
placed at the area inlet after the discharge pipe is constructed for the time interval until the water
quality outlet tower and riser pipe are constructed and the gravel filter is placed. The entire site will
be disturbed with the grading. The basement foundation will be constructed as soon as the site is
graded. A water quality outlet for a dry extended detention basin will be constructed.
The storm water runoff calculations, the erosion control calculations, the extended erosion
control calculations and the Grading, Drainage and Erosion Control plan are enclosed as a part of this
report.
This drainage report and the design of the drainage system are in compliance with the City
of Fort Collins Storm Drainage Specifications and Criteria.
If you have any questions regarding this report, please call.
Sincerely,
�a
Richard A. Rutherford, P.E. & L.S.
RAR/meh
502
A
No Text
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STEWART$,LSSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: )2.4.2. Date: o,,. 16, iy4y Client: 72, 1.A,eeyIWAnly(lro.0 Sheet No. Hof_
' Project: gAwr.2E6ylL-C-Ae�.E ANIMAL NDfpITAL
Subject: STD F_ Ail 1 /) ATEz R V Al D jF ` 1-E I c -ro ,er r_
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PH. 482-9331 FAX 482-9382
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Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: R .,4, 2.. Date: F,,,r 25, zoo o Client: D ,e, L A .egY M f4r,N UJo /i Sheet No. Z of _
Project: _ R,� I ,U TR. g�v V /LL.4 G 6 Ay) /4 A L C 4-i AI I c_
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':::52.75 = HWL POND
ORIFICE SIZING
ORIGINAL DESIGN DATA
0.17 = Allowable Des. Release Rate(cfs) NOTE: 1. VERT. PLATES WILL BE PLACED
48.63 = Flowline Orifice Elevation(ft) AT PIPE FLOWLINE
0.65 = Orifice Coefficient (Cd)
4.12 = Avaliable Driving Head(ft)
VERT. CIRCULAR PLATE
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....-Outlet Areas qlfinches I
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STEWART&O SSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: 2 . A- ,Q . Date: 1) Client: e. L 4 /2 e- y JW Ar uv r o,-J Sheet No. C _
Project: —AI ti T P E E V I L 1. Ar, F A N /M A- l 14 os pl -r,4
Subject: D is TF AI 7-/a A) V n L- r,� tiI E
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: R A 4. Date: / i Client: D e,. L A 2 e �z A A,-, A,Jys a xi Sheet No. Q of
Project: A. IAi -re I,=F_ V ILL.4G E A AJ/ M AL 14OrP iT.4 t
Subject: O U T L E'T P l PE (; A P A =y A .0 r> A 2 Ea .= A/ LET (' A P.aG , Z:y
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TABLE 1. III'DROLOGIC CALCULATION WORKSI(EL•T: DEVELOPED CONDITION
OVERLAND
OVERLAND
GUTTER
TRAVEL
CUMULATIVE
COMPOSITE
PLOW
OVERLAND
GUTTER
FLOW
TIME
Stln
DFSIr..N
AREA
AREA
RUNOFF
LENGTII
SLOPE
FLOW
SLOPE
T_
IIASIN
OASIN
MINT
(Ar)
(AC)
COEFF
(FT)
(s)
LF.NI'MI
fx)
IMINI
1
1
0.51
031
0,51
140
1000
NIA
NIA
am
1.32
1.32
0.65
470
3.11/13
NIA
NIA
10.90
!
!
1.71
1.73
0.72
3"
1.65
NIA
I NIA
1 10.72
N 1
4
0.4a
0.49
0.95
NIA
NIA
NIA
NIA
In w
R :
5
0.3a
0111
0.45
NIA
NIA
NIA
NIA
a.09
GUTTER
TRAVEL
TIME
1
O-CIA
SUR
DESIGN
T.
Tr
100•17
t00 YR
BASIN
BASIN
POINT
(MINI
(MINI
(INOIR)
(ahl
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NIA
9.09
7.%
2 69
2
2
NIA
10.90
690
7.�0
1
3
1
NIA
10.72
6.90
IO 7r
R-I
4
NIA
10.90
6.90
3,91
R 2
S
NIA
t.09
7.%
3.19
TABLE 2. SUMMARY OF INLET ANALYSIS
100•YR
DESIGN
CURB/
FLOW
PONDINC
ALLOWABLE
IQO-YR
DEPI71REDUCTION
T11IF0.
CAPACITY
INLET
INLET
T%TE
CONDITION
(cfa)
(n)FACTOR
(rfs)
SIZE
I
Area
Sum
2.69
1.000
0.9
6.40
1 inlet
2
Curb
sump
5.18
1.500
15.00
0.8
12.00
5 0
3
Curb
St1mp
10.74
1.000
19.60
0.R
1.5.70
R (t
4
Curb
Cum. G(Nit
3.70
0.069
2.78
1 0.9
1 2.22
10 0
TABLE 3. SUABIIARY OF STORM SEIVER PIPE AND DESIGN
n-0.012
-
LINE DFSCRIPTION
SLOPE
(R)
DESIGN
FLOW
(cf-a)
19PE
SIZE
fin)
FLOW
UEMI
(n)
FT.Ow
VELOCITY
(f )
TOTAL
NnV FI.OW
ENTERING
(errs )
TOTAL
FLOW
LEAVING
feral
Inlet 03 to M.11. /6
0.5
3.00
15
0.70
3.27
3.00
3.(I0
A(.11. /6 10) 16I.I1. as
0.5
3.00
15
0.70
3.27
3.00
M.11. 05 it, MAI. 04
0.5
I 3.00
IS
0.70
3.27
3.00
M.H. 04 to M.11. 03
0.5
11.06
24
1.16
5.90
8.06
11.06
Inlet /4 to M.11. /3
0.5
4.38
IS
0.91
4.56
4.3R
4.3R
M.H. /3 to M.11. R
0.5
IS a4
24
1.80
4.(4
4.3R
I5!4
M.H. 12 to M.H. 01
0.5
15.44
24
- 1.90
4.64
15.44
Inlet 11 to M.H. 11
0.5
2.55
IS
0.64
4.05
2.55
2.55
M.H. 01 to Existing F1.11. 11.1
0.5
17.99
24
1.90
6.03
2.55
17.99
Inlet /3 to Esistin M.11, D-I
0.5
3.00
IS
0.85
3.77
3.00
3.00
Exititing M.H. MI to Pn(sl
3.00
20.99
No Text
'
CONSTRUCTION SEQUENCE
PROJECT:
RAzaneGs
Vai-AGE Au,.uaLNofp,TAL
STANDARD FORM C
5EQUENCE.
FOR CZ000
ONLY COMPLETED BY: eAk—
DATE: /vote. 1(0,11gyF;,�
'
Indicate
by use of a
bar line or symbols when erosion control measures will be installed.
Major modifications
to an approved schedule may require submitting
a new schedule for
approval
by the City
Engineer.
' Z coo YEAR
MONTH ------ -
' OVERLOT GRADING
WIND EROSION CONTROL
' Soil Roughing
Perimeter Barrier
Additional Barriers
' Vegetative Methods
Soil Sealant
Other
'
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
'
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
'
Terracing
Asphalt/Concrete Paving
Other
1=00AJDAT/0N
BA -re MA-rceiAL.
VEGETATIVE:
Permanent Seed Planting
'
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
'
Other
'
STRUCTURES INSTALLED BY
sl F 19lA4
-------------------
' VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
' HDI/SF-C:1989
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I I T I T I A Is
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MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
N ID
JAN A_?•i 1991 8-20 DESIGN CRITERIA
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RAINFALL
PERFORMANCE STANDARD EVALUATION
--------------------------------------------------------------
PROJECT:
)EA► rieE6
VlLL.ALE AA1jMALHD-fPiT44-
STANDARD FORM A
COMPLETED
--------------------------------------------------
BY: R-A.2_
-----------
/V6v.IL,njW
---DATE_
DEVELOPEDIERODIBILITY1
Asb I
Lsb I
Ssb
I Lb
I Sb
I
PS
SUBBASIN
ZONE
(ac) I
(ft) I
(ro) .l(feet)
I (o)
(o)
fi16FF 1034Ac,1
ZlSrr.I
z/SF7.
/0'/0
7G-4
Loo—r`
--------------------------------------------------
lDI/SF—A 1989
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EFFECTIVENESS CALCULATIONS
PROJECT: Q,4)dlTC66 V /G.LA6@ A V1AM Al. Hvjp i-rAz- STANDARD FORM B
COMPLETED BY: gA ,e. DATE: Nov. 1L,1199
Erosion Control C-Factor P-Factor
Method Value Value Comment
SA2c Soil_ /•0 /,00 0•Z1,Ac.
�=OuubATION 0,0/ /,00 O-O$Ac,
SreA10 BA16 boo 0.80
.i/LT FC-AJC5 /• 00 O So
QAS'6 AA7EAIAL (0 -0(. / 00 0, 0
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
TorqL
7G.4%
Torac
0.3, Ak.
Lo <
L°'
W-rD. C = 0.21 A /•a + Co. o8A O.oi
0.3 �
= 0•sgs
WrD P = C-S—ONO.$O = 0.Q-0
/oo
o k 7 -7 4- %
(16)
EROSION CONTROL COST ESTIMATE
1. 356 L.F. of Silt Fence @ $3/Ft. $ 1,068.00
2. Straw Bale at Inlet $ 150. ,
3. Base Material 389 S.Y. @ $3 $ 1,167.00
4. Reseed Site 0.36 acres @ $1300/ac $ 468.00
Required escrow is $2385 X 1.5 = 578
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STEWART&ASSOCIATES
Consulting Engineers and Surveyors
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103 S. MELDRUM, FORT COLLINS, CO 80521
PH. 482-9331 FAX 482-9382
By: )p.14R• Date: // _ Client: D,e. LApecyMAr.,yuto,u Sheet No. -7of_
Project: II r41A)T2FEE VILLA6 F fi .UrM A!_ //0J PIT.4L
Subject: 1A) AIIEEE— U Ar, I -r�z lf .4 _ , u /, 4 Tin Al f
—A 2.E14 D R AruiN� Ta __�_I7cTEnlTro.N P_o.,v� �0._3/p Ac
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DRAINAGE CRITERIA MANUAL (V. 3)
STORMWATER QUALITY MANAGEMENT..
G
3.5
E_xtenc
10-HoL
ed De
r Draii
entior
i time
Bast
(Dry)
3.4
3.3
2L
3.2
Hentic
-Hour
n Pon
Drain
Is (W
Time
Q
3.1
1100
1-1
0
L
zffl
u 10 20 ' 30 40 so 60 70 8o 90 100
Percent Impervious Area in Tributary Watershed
Source:Urbanos, Guo, Tucker (1989)
Note: Watershed inches of runoff shall apply to the
entire watershed tributary to the BMP Facility.
FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV)
9-1-1992
UDFCD
DRAINAGE CRITERIA MANUAL (V. 3) () 9 / STRUCTURAL BMPs
t
10.
'
6.0
4.0
2.0
'
1.0
'
m 0.60
m
m0.40
m
7
'
� 0.2
Q
m 0.1
3
'
0.06
'
0.04
'
0.0119
ti- 0.01
MINE
10
WAI 0,
IJAR
FS
PA
WOCV.2.lacre-feet�
or
SOLUTION: Required Area� �;J1Jr//4A0f1
■s
NEVINOWMAMPA
0A
AJ
PAJIAJ
��ll■I
AA
Oar
SAINAEAFEA
EMIN11
OZONE
AAFAMENNIME1
In
F,APJA'p'j
01011011
AC • FT. O.uz 0.04 0.06 1 0.10 0.2.0 0.40 0.60 1.0 2.0 4.0 6.0
O. 07,g 3 Required Area per Row (in 2 )
Source: Douglas County Storm Drainage and Technical Criteria, 1986.
' FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
' 9-1-1992
UDFCD
L_________ EX
EET BDIIgND I
NEW BUIIdNG
L------------
N ----�
p yOneNow
-- - ,...... — ----
c - -�6 sGs4 R _ 3 O _
c s u nc sow ue :I ss - ss 1 ♦ AL
_ �.
SLIT RI EVENSTAR COURT Ml E. _ a'
f 6
L�e<o
Y�•3r�
9�
pt•
It'Mwm.
FEW Y 3
BY. SJ X
BY E. b.)
TIN. 5- 47.85
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