HomeMy WebLinkAboutOTTER BOX DISTRIBUTION/WAREHOUSE EXPANSION - FDP - 17-10/A - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTLARIMER
COUNTY
1455000 FT
OENROS- / 4932
cr �
ZONE
ZONE AE
(EL 4924)
ZONE AE .
PONDEROSA OR
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FLO? Pto?tier
s l rm--
CITY OF FORT COLLINS
CRY OF FORT COLLINS
080102
B"elder Creek
r-25 split .
LARUNER COUNTY
0 CORPORATED AREAS
080101
O 4945
4TAINED IN CI
AO PALAMINI
19
e
ou h moi5
EAE
-JOYDANCE CT
15
I
4950 RACHEL COURT
AREA
UIERRY STREET
iCNARGE
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LARN/QR COUNTY
UNNCORPORATED AREAS
MIDI
Legend
_ 1 % annual chance
(100-Year) Floodplain
_ 1 % annual chance
(1 00-Year) Floodway
® 0.2% annual chance
(500-Year) Floodplain
MAP SCALE 1"=�55000'
2®
FEET
METER
0 150
m
PANEL 1003F
FIRM
F
FLOOD INSURANCE RATE MAP
LARIMER COUNTY,
COLORADO
AND INCORPORATED AREAS
PANEL 1003 OF 1420
®
WE MM IME%FORFW PMEL UY DTI
G9mNVdaCOMM i lY UVNBEH PdtEL wcFn
®
ISED TO �" w
®
FLECTLOMR
®
FECTNE: February 22, 2010
;„,..
MAP NUMBER
Momoov
'ID
y EFFECTME DATE
DECEMBER IF, 2008
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•
ATTACHMENT 5
PORTION OF FIRM PANEL 1003
Erosion
Control Cost Estimate
Project Number: 236-002
Location: Fort
Collins. CO
Date: July 13, 2010
Total Disturbed Acres: 1.9
Estimated
Unit
Total
EROSION CONTROL MEASURE
Units Quantity
Price
Price
Wattle Inlet Filters
each 3
$100.00
$300.00
Silt Fencing
L.F. 325
$1.50
$487.50
Wattle Dikes
each 2
$125.00
$250.00
Vehicle Tracking Control Pads
each 1
$300.00
$300.00
TOTAL =
$1,337.50
AMOUNT OF SECURITY = 1.5
x $1,337.50 =
TOTAL =
$2,006.25
-OR-
COST TO VEGETATE: TOTAL ACRES x ($1000/acre) x 1.5 =
TOTAL =
$2,850.00
(WHICHEVER IS GREATER)
REQUIRED AMOUNT OF SECURITY = $2,850.00
0 •
ATTACHMENT 4
EROSION CONTROL SURETY CALCULATION
Project: 236-002 CALCULATIONS FOR RIPRAP PROTECTION AT PIPE OUTLETS
Date: 7/13110
By: ATC
Storm
Line/Culvert
Label
Design
Discharge
(cfs)
Culvert
Parameters
Circular
Pie
p
(Figure MD-21)
- p
Rectangular
Pie
(Figure MD-22)
Riprap
Type
(From
Figure
MD-21 or
MD-22)
Spec
Min. Length
of
Riprap
(ft)
Y
Tailwater
Depth
p
ft
( )
Expansion
Factor
1 /(2tanq)
(From
Figure
MD-23or
MD-24)
Froude
Parameter
O/Das
Max 6.0
or
O/WH's
Max 8.0
Urban Drainage
MD
pg -107
Spec
Min. Width
of
Riprap
(ft)(ft)
Depth
Depth
of
Riprap
(ft)
for L/2
Circular
Box Culvert
Dore
Pipe
Diameter
H or H„
Culvert
Height
(ft)
W.
Culvert
Width
(ft)
Y,/D
O/D s
"
O!D
Y,/H
U5
p/yyH
FM=t1N
(ft)
L _
i/(2tanq)'
IAt/(ft)
(h)
Roof Drain
Outfall
Parking Lot
Drain
4.00
2.10
0.83
1.25
0.33
0.50
0,40
0.40
5.26
1.50
6.32
1.20
N/A
N/A
N/A
N/A
2.00
4.10
6.32
1.20
0,80
0.42
3,14
5.00
T e L
Type L
4.00
5.00
4.00
5.00
1.5
1.5
•
0
ATTACHMENT 3
RIPRAP CALCULATIONS
• Worksheet •
Worksheet for Circular Channel
Project Description
Worksheet
4-INCH PVC CA
Flow Element
Circular Channe
Method
Manning's Formi
Solve For
Discharge
Input Data
Mannings Coeffic 0.013
Slope
005000 ft/ft
Depth
0.33 ft
Diameter
4 in
Results
Discharge
0.14 cfs
Flow Area
0.1 ft'
Wetted Perime
1.03 ft
Top Width
0.02 ft
Critical Depth
0.21 ft
Percent Full
99.9 %
Critical Slope
0.010176 ft/ft
Velocity
1.56 ft/s
Velocity Head
0.04 ft
Specific Energ,
0.37 ft
Froude Numbe
0.14
Maximum Disc
0.14 cfs
Discharge Full
0.13 cfs
Slope Full
0.005137 ft/ft
Flow Type
3ubcritical
Project Engineer: Northern Engineering Services
c:\haestad\fmw\dummay.fm2 Northern Engineering Services FlowMaster v6.1 [614n]
08/10/10 03:40:13 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1
PROJECT JOB
FOR
NORTHERN
C
MADE BY
DATE ._SHEET
BY
FORT COLLINS, COLORADO 80521
Ati D�1 FIc 1
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STAGE STORAGE TABLE
ELEV
AREA
(sq. ft.)
DEPTH
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
4,922.000
1.17
N/A
N/A
0.00
N/A
0.00
4,922.200
64.81
0.200
6.60
6.60
4.98
4.98
4,922.400
220.36
0.200
28.52
35.11
26.98
31.96
4,922.600
398.50
0.200
61.89
97.00
61.01
92.97
4,922.800
580.20
0.200
97.87
194.87
97.30
190.27
4,923.000
766.02
0.200
134.62
329.49
134.19
324.47
4,923.200
958.23
0.200
172.43
501.92
172.07
496.53
4,923.400
1,157.13
0.200
211.54
713.45
211.22
707.76
4,923.600
1,365.75
0.200
252.29
965.74
252.00
959.76
4,923.800
1,584.04
0.200
294.98
1260.72
294.71
1254.46
4,924.000
1,813.30
0.200
339.73
1600.45
339.48
1593.94
0
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WATER QUALITY POND DESIGN CALCULATIONS
Southeast Water Quality Pond - POND B
Project: 236-002
By: ATC
Date: 8.10.10
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 0.830 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 89.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.8900 <— CALCULATED
WQCV (watershed inches) = 0.393 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.033 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) = 2.000 <-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in2) = 0.083 <— CALCULATED from Figure ED13-3
CIRCULAR PERFORATION SIZING:
dia (in) =
3/8
<-- INPUT from Figure 5
n =
1
<-- INPUT from Figure 5
t (in) =
1 /4
<-- INPUT from Figure 5
number of rows =
6
<-- CALCULATED from WQ Depth and row spacing
STAGE STORAGE TABLE
ELEV
AREA
(sq. ft.)
DEPT
H
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
4,920.600
12.62
N/A
N/A
0.00
N/A
0.00
4,920.800
67.22
0.200
7.98
7.98
7.26
7.26
4,921.000
137.79
0.200
20.50
28.48
20.08
27.35
4,921.200
212.14
0.200
34.99
63.48
34.73
62.07
4,921.400
292.44
0.200
50.46
113.94
50.24
112.32
4,921.600
386.01
0.200
67.84
181.78
67.63
179.95
4,921.800
496.03
0.200
88.20
269.98
87.97
267.92
4,922.000
624.99
0.200
112.10
382.09
111.85
379.77
4,922.200
765.98
0.200
139.10
521.18
138.86
518.63
4,922.400
914.09
0.200
168.01
689.19
167.79
686.42
4,922.600
1,067.86
0.200
198.19
887.39
198.00
884.42
4,922.800
1,244.75
0.200
231.26
1118.65
231.03
1115.45
4,923.000
1,422.22
0.200
266.70
1385.34
266.50
1381.95
4,923.200
1,610.36
0.200
303.26
1688.60
303.06
1685.02
4,923.400
1,810.29
0.200
342.06
2030.67
341.87
2026.89
4,923.600
2,023.08
0.200
383.34
2414.00
383.14
2410.03
4,923.800
2,251.28
0.200
427.44
2841.44
427.23
2837.26
4,924.000
2,582.32
0.200
483.36
3324.80
482.98
3320.24
•
VOL .
1-4-}Z Gv.tT
•
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WATER QUALITY POND DESIGN CALCULATIONS
Southwest Water Quality Pond - POND A
Project: 236-002
By: ATC
Date: 8.10.10
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 0.910 <--INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 95.00 <— INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.9500 <--CALCULATED
WQCV (watershed inches) = 0.447 <-- CALCULATED from Figure ED13-2
WQCV (ac-ft) = 0.041 <--CALCULATED from UDFCD DCM V.3 Section 6.5
WO Depth (ft) = 2.500 <-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in) = 0.077 <— CALCULATED from Figure EDB-3
CIRCULAR PERFORATION
dia (in) = 5/16
<--INPUT from Figure 5
n = 1
<-- INPUT from Figure 5
t (in) = 1 /4
<— INPUT from Figure 5
number of rows = 4
<— CALCULATED from WQ Depth and row spacing
171
ATTACHMENT 2
WATER QUALITY POND CALCULATIONS
DEVELOPED
CONDITIONS RUNOFF COMPUTATIONS
Project: 236-002
Date: 8.10.10
By: ATC
Design
Point
Basins
Area, A
acres
2-yr Tc
min
100-yr Tc
min
C2
C100
Intensity, 12
in/hr
Intensity,
1100
in/hr)
Flow,
Q2
(cfs)
Flow,
Q100
(cfs
1
1
0.21
5.0
5.0
0.95
1.00
2.85
9.95
0.6
2.1
2
2
0.14
5.5
5.1
0.25
0.31
2.85
9.95
0.1
0.4
3
3
0.56
5.0
5.0
0.95
1.00
2.85
9.95
1.5
5.6
4
4
0.83
5.0
5.0
0.92
1.00
2.85
9.95
2.2
8.3
W
•
DEVELOPED CONDITIONS 100-YR TIME OF CONCENTRATION COMPUTATIONS
Fort Collins, Colorado
Overland Flow, Time of Concentration:
T _ 1.87(1.1—C*Cf
— Sy
Gutter/Swale Flow. Time of Concentration:
Tt=L/60V
T, = Ti + Tt (Equation RO-2)
Intensity, 1 From Figures 3.3.1-2 (Area II)
Velocity (Gutter Flow), V = 20•S
(Equation PO-4)
Velocity (Swale Flow), V = 15•S
Rational Equation: Q = CiA (Equation RO-1)
Project: 236-002
Date: 8.10.10
By: ATC
Overland Flow
Gutter Flow
Swale Flow
Time of Concentration
Design
Point
Basins
C*Cf
Length, L
ft
Slope, S
%
Ti
min
Slope, S
%
Velocity,
V
ft/s
T,
min
Length, L
ft
Slope, S
%
Velocity, V
ft/s
Tt
min
100-YR
T.
min
1
1
1.00
40
2.0
0.9
E60
0.6
1.55
0.6
0
0.0
0.00
N/A
5.0
2
2
0.31
30
4.0
5.10.0
0.00
N/A
0
0.0
0.00
N/A
5.1
3
3
1.00
156
0.5
2.90.0
0.00
N/A
0
0.0
0.00
N/A
5.0
4
4
1.00
150
0.5
2.8
0
1 0.0
0.00
N/A
0
0.0
0.00
N/A
5.0
a
•
DEVELOPED CONDITIONS 2-YR TIME OF CONCENTRATION COMPUTATIONS
Fort Collins. Colorado
Overland Flow, Time of Concentration:
T - 1.87(1.1 - C * Cf)-JL
S' X
Gutter/Swale Flow, Time of Concentration:
Tt=L/60V
TC = T; + Tt (Equation RO-2)
Intensity, I From Figures 3.3.1-2 (Area II)
Velocity (Gutter Flow), V = 20•S
(Equation RO-4)
Velocity (Swale Flow), V = 15•S i
Rational Equation: Q = CiA (Equation RO-1)
Project: 236-002
Date: 8.10.10
By: ATC
Overland Flow
Gutter Flow
Swale Flow
Time of Concentration
Design
Point
Basins
C•Cf
Length, L
(ft)
Slope, S
N
T,
(min)
Length, L
(ft)
Slope, S
N
Velocity,
V
(ft/s)
T,
(min)
Length, L
(ft)
Slope, S
N
Velocity, V
(ft/s)
Tt
(min)
2-YR
T.
(min)
1
1
0.95
40
2.0
1.4
60
0.6
1.55
0.6
0
0.0
0.00
N/A
5.0
2
2
0.25
30
4.0
5.5
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.5
3
3
0.95
156
0.5
4.3
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.0
4
4
0.92
1 150
0.5
1 5.1
0
1 0.0
0.00
1 N/A
0
0.0
0.00
N/A
5.0
DEVELOPED COND. COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Character of Surface
Streets, Parking Lots, RoofS, Alleys, and Drives:
Asphalt.................................................................................
Concrete..............................................................................
Gravel..................................................................................
Roofs..................................................................................
Lawns and Landscaping
SandySoil............................................................................
Clayey Soil............................................................................
Runoff
Coefficient
Percentage
Imperviousness
Project: 236-002
Date: 8.10.10
By: ATC
2-year c, = 1.00 100-year C, = 1.25
0.95
100
0.95
90
0.50
40
0.95
90
0.15
0
0.25
0
Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3
Basin ID
Basin Area
(s.f.)
Basin Area
(acres)
Area of Asphalt
Streets, Parking
Lots, and Alleys
(sf)
Area of Roofs,
Walks,
and Driveways
(sf)
Area of Gravel
Parking
and Drives
(sf)
Area of Lawn
and Landscape
(sf)
2-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Impervious
1
9002
0.21
9002
0
0
0
0.95
1.00
100.00
2
6096
0.14
0
0
0
6096
0.25
0.31
0.00
3
1 24481
0.56
0
24481
0
0
0.95
1.00
90.00
4
36137
0.83
9300
25265
0
1572
0.92
1.00
88.66
•,--• ••,•,,,,,,,,,.,tea ••IIQ\IIOI GJVII0 L UI a UIMULV, 1 IUVU U=11 YIUUPUU LUYUL11U1 M LHU rwpndn column
•
0
CJ
9
ATTACHMENT 1
DEVELOPED DRAINAGE CALCULATIONS
0 0
The base (100-year) flood elevation in the vicinity of the proposed structure is 4925.00
which is referenced to the City of Fort Collins NGVD 29. The finished floor of the proposed
structure is at elevation 4929.42, allowing the regulatory flood protection elevation
(minimum 2-feet above base flood elevation) to be met. All HVAC will also exceed the
regulatory flood protection elevation.
The proposed structure is located outside of the 100-year floodplain boundary. Proposed
use of the structure is a warehouse facility. The structure's foundation will be of slab on
grade construction; the outer wall of the structure will be supported by a spread footing.
The regulatory half -foot floodway also encroaches the site and is delineated on the
Drainage Exhibit. No fill is proposed within the half -foot floodway.
A floodplain use permit will be required for each structure and each site construction
element (water quality pond, bike path, parking lots, utilities, etc.) in the floodplain.
Additionally, FEMA elevation certificates must be completed and approved for any
structures in the floodplain prior to issuance of Certificate of Occupancy.
The development will be in compliance with all applicable floodplain regulations per
Chapter 10 of City Code.
Please see attachments 1 through 4 for all pertinent drainage calculations for the proposed
construction:
Attachment 1 - Developed drainage calculations
Attachment 2 - Water quality pond calculations
Attachment 3 - Riprap calculations
Attachment 4 - Erosion control surety deposit calculations
Attachment 5 — Portion of FIRM panel 1003
If you should have any questions as you review this report, please feel free to contact us.
HIRING SERVICES, INC.
aron Cv r, PE
UM!2"
1O:
n� NORTHERN ADDRESS: PHONE: 970.221.4158 wEOSITE.
200 S. College Ave. Suite 100
E N G I N E E R I N G Fort Collins, C080524 FAX:970.221.4159 www.northernengineering.com
August 27, 2010
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Addendum to Final Drainage Report — Interchange Business Park
Otterbox Warehouse Expansion
Dear Staff:
Northern Engineering is pleased to submit this Addendum to the Final Drainage Report for
Interchange Business Park dated April 13, 2001.
The Otterbox Warehouse Expansion will occur within Lots 10 and 11 of Interchange
Business Park. The expansion will consist of the addition of warehouse space to the current
Otterbox facility located within Lots 9 and 10 of Interchange Business Park.
In addition to construction of the warehouse addition, associated parking space and utilities
will be constructed with the expansion. Also, expansion/modification to the existing water
quality pond, at the rear of the building, will be constructed. A new water quality pond will
be constructed at the northwest corner of the property as well.
The expanded/modified pond at the rear of the building will consist of the addition of
volume by grading. Also a modified outlet structure, consisting of the addition of a
standpipe with water quality holes, will be constructed. The new water quality pond at the
northwest corner of the property will be constructed as a standard 40-hour extended
detention basin.
In conformance with the approved report for Interchange Business Park, water quality
enhancement is required. However,'detention is not required with the Interchange
Business Park development, due to its proximity to the Boxelder Creek major drainageway.
The Boxelder Creek 100-year floodplain encroaches the project site and is delineated on the
Drainage Exhibit (see back map pocket). FEMA FIRM Panel Number 1003 for Larimer
County (LOMR dated 2/22/2010) is referenced in this study, and delineation of floodplain
and floodway boundaries shown on the Drainage Exhibit are consistent with the FIRM.