HomeMy WebLinkAboutOTTER BOX DISTRIBUTION/WAREHOUSE EXPANSION - PDP & APU - 17-10 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTErosion 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
CALCULATIONS FOR RIPRAP PROTECTION AT PIPE OUTLETS
Project: 236-002
Date: 7113/10
By: ATC
INPUT
CALCULATE -.
OUTPUT
Storm
Line/Culvert
Label
Design
Discharge
(cfs)
Culvert Parameters
Y
'
Tailwater
Depth
(ft)
Circular
Pipe
(Figure MD-21)
Rectangular
Pipe
(Figure MD-22)
Expansion
Factor
1/ 2tan
( q)
(From
Figure
MD-23 or
MD-24)
Froude
Parameter
Q/D21
Max 6.0
or
Q/vVFI15
Max 8.0
Urban Drainage
pg MD-107
Ri ra
y p
Type
(From
Figure
MD-21 or
MD-22)
Spec
Min. Length
of
Riprap
(ft)
Spec
Min. Width
of
of
(ft)
2'dso.
Depth
p
of
Riprap
Ri ra
(ft)
for L/2
Circular
Box Culvert
A,=QN
(ft)
L=
1/(2lanq)'
[AUYt)-W]
(ft)
D or Da,
Pipe
Diameter
(ft)
H or H„
Culvert
Height
(ft)
W,
Culvert
Width
(ft)
Y,/D
,s
Q/p
a
Q/p
Y,/H
os
Q/WH
Roof Drain
Oulfall
4.00
0.83
0.33
0.40
5.26
6.32
N/A
N/A
2.00
6.32
0.80
3.14
Type L
4.00
4.00
1.5
Parking Lot
Drain
2.10
1.25
0.50
0.40
1.50
1.20
N/A
N/A
4.10
1.20
0.42
5.00
Type L
5.00
5.00
1.5
J
•
C1
ATTACHMENT 3
RIPRAP CALCULATIONS
W AT-1<2. QJ4L-t7j
}po r,�t,
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.)
4,922.000
1.17
N/A
N/A
0.00
N/A
0.00
4,922.200
64.73
0.200
6.59
6.59
4.97
4.97
4,922.400
225.82
0.200
29.05
35.64
27.43
32.40
4,922.600
477.00
0.200
70.28
105.93
68.73
101.14
4,922.800
751.82
0.200
122.88
228.81
121.84
222.98
4,923.000
1,027.97
0.200
177.98
406.79
177.26
400.24
4,923.200
1,305.57
0.200
233.35
640.14
232.80
633.05
4,923.400
1,585.44
0.200
289.10
929.24
288.65
921.69
4,923.600
1,867.19
0.200
345.26
1274.50
344.88
1266.57
4,923.800
2,152.00
0.200
401.92
1676.42
401.58
1668.15
4,924.000
2,442.02
0.200
459.40
2135.83
459.10
2127.25
4,924.200
2,739.53
0.200
518.16
2653.98
517.87
2645.12
4,924.400
5,081.09
0.200
782.06
3436.04
770.10
3415.22
4,924.600
6,113.70
0.200
1119.48
4555.52
1117.89
4533.11
4,924.800
7,246.21
0.200
1335.99
5891.51
1334.39
5867.50
4,925.000
8,172.74
0.200
1541.89
7433.41
1540.97
7408.47
n
I�
•
WATER QUALITY POND DESIGN CALCULATIONS
Southeast Water Quality Pond
Project: 236-002
By: ATC
Date: 7.7.10
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA = 0.990 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 95.00 <-- INPUT from impervious talcs
BASIN IMPERVIOUSNESS RATIO = 0.9500 <— CALCULATED
WQCV (watershed inches) = 0.447 <— CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.044 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WO Depth (ft) = 1.800 <-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a(in) = 0.131 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 7/16
<-- 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
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
•
(WATER QUALITY POND DESIGN CALCULATIONS
Southwest Water Qualitv Pond
Project: 236-002
By: ATC
RED STORAGE & OUTLET WORKS:
BASIN AREA = 0.750 <-- INPUT from impervious talcs
BASIN IMPERVIOUSNESS PERCENT = 85.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.8500 <-- CALCULATED
WQCV (watershed inches) = 0.362 <-- CALCULATED from Figure EDB-2
WQCV (ac-ft) = 0.027 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
WQ Depth (ft) = 2.200 <-- INPUT from stage -storage table
AREA REQUIRED PER ROW, a (in2) = 0.061 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1 /4
<— INPUT from Figure 5
n = 1
<-- INPUT from Figure 5
t (in) = 1/4
<-- INPUT from Figure 5
number of rows = 6
<-- CALCULATED from WO Depth and row spacing
i
ATTACHMENT 2
WATER QUALITY POND CALCULATIONS
DEVELOPED
CONDITIONS RUNOFF COMPUTATIONS
Project: 236-002
Date: 7.12.10
By: ATC
Design
Point
Basins
Area, A
acres
2-yr Tc
min
100-yr T�
in
C2
C100
Intensity, 12
in/hr
Intensity,
Itoo
in/hr
Flow,
Q2
cfs
Flow,
Qioa
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
0.40
5.0
5.0
0.95
1.00
2.85
9.95
1.1
4.0
4
4
0.99
5.0
5.0
0.95
1.00
2.85
9.95
2.7
9.8
•
DEVELOPED CONDITIONS 100-YR TIME OF CONCENTRATION COMPUTATIONS
_Fort Collins. Colorado
Overland Flow, Time of Concentration:
T - 1.87(l.1-C*Cf)�-L
SY3
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 R0-4)
Velocity (Swale Flow), V =15•S h
Rational Equation: Q = CIA (Equation
Project: 236-002
Date: 7.12.10
By: ATC
Overland Flow
Gutter Flow
Swale
Flow
Time of Concentration
Design
Point
Basins
C'CT
Length, L
ft
Slope, S
%
Ti
min
Length, L
ft
Slope, S
%
Velocity,
V
ft/s
T,
min
Length, L
ft
Slope, S
%
Velocity, V
Otis)
T,
min
100-YR
T°
min
1
1
1.00
40
2.0
0.9
60
0.6
1.55
0.6
0
0.0
0.00
N/A
5.0
2
2
0.31
30
4.0
5.1
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.1
3
3
1.00
156
0.5
2.9
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.0
4
4
1.00
150
0.5
2.8
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.0
0
•
DEVELOPED CONDITIONS 2-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
Tc = Ti + 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 /'
Rational Equation: Q = CiA (Equation
Project: 236-002
Date: 7.12.10
By: ATC
Overland Flow
Gutter Flow
Swale Flow
I Time of Concentration
Design
Point
Basins
C'Cf
Length, L
(ft)
Slope, S
(%)
Ti
(min)
Length, L
(ft)
Slope, S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length, L
(ft)
Slope, S
(%)
Velocity, V
(ft/s)
Tt
(min)
2_ R
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
0.95
150
0.5
4.2
0
0.0
0.00
N/A
0
0.0
0.00
N/A
5.0
C]
•
DEVELOPED COND. COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Character of Surface
Streets, Parking Lots, RoolS, Alleys, and Drives:
Asphalt.................................................................................
Concrete..............................................................................
Gravel..................................................................................
Roofs..................................................................................
Lawns and Landscaping
SandySoil............................................................................
Clayey Soil............................................................................
Runoff
Coefficient
Percentage
Imperviousness
Project: 236-002
Date: 7.12.10
By: ATC
2-year Cl = 1.00 100-year Cl = 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
0.60
3
17600
0.40
0
17600
0
0
0.95
1.00
90.00
4
42991
0.99
10651
32340
0
0
0.95
1.00
92.48
-•-- ••••••••• UoFpgan U, wn.,i c.c, navc upon yivupcu luyeuu7l M MU Abplltlll wiumn
CJ
•
•
ATTACHMENT 1
DEVELOPED DRAINAGE CALCULATIONS
• 0
floodplain and floodway boundaries shown on the Drainage Exhibit are consistent with
the FIRM.
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 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.
If you should have any questions as you review this report, please feel free to contact
US.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PE
•
NORTHERN 200 S. ColADDRESlllege Ave. Suite 100 PHONE: 970.221.4156 WERSITE:
ENGINEERING Fort Collins, CO60524 FAX:970.221.4159 www.northernengineering.com
July 14, 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