HomeMy WebLinkAboutCARGILL EXPANSION - PDP/FDP - FDP130043 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT• - • -
eeeeeeeeeee®
GRADING- .
eeeeeeeeeeee
DETENTION• PONDSeeeeeeeeee
,..
INSTALLATIONPIPELINE
ee�eee���eee
e
eeeeeeeee
e
eeeeeeeee
STORMee
eeeeeeeee
CONCRETEeeee���eeee�
ee
eeeeeeeee
POND OUTLET STRUCTURESee
eeeeeeeee
CURB AD GUTTEReee
eeeeee
PAVEMENT .
eeeee��eeee�
GRADINGFINE • -
eeee
eeeeee
..
eeeeee
ee���
BEST MANAGEMENT PRACTICES
eeeeeeeeeeee
STRUCTURAL
eeee�eeeee��
SILT FENCE BARRIERS
epee
SEDIMENTeee��
VEHICLE TRACKING PADS
eeeee
CONCRETE WASHOUT
BARE SOIL PREPARATION
MOM mk�
TEMPORARY SEPLANTING
ee
eeeeee
MULCHING / SEALANT
ee
�eeee�
PERMANENT SEED-
eeeeee
eeee
.
eeeeee
eeee
eeeeeeeeeeee
SEDIMENT/EROSION CONTROL
BEST MANAGEMENT PRACTICES (BMPs)
COST OPINION SPREADSHEET
CARGILL OFFICE EXPANSION
Item
No.
BMP
ID
Unit
Installation
Unit Cost
Quantity
Cost
1
Check Dam
CDR
LF
$0.00
2
Check Dam (Reinforced)
CDR
LF
$0.00
3
Concrete Washout Area
CWA
EA
$1,200.00
1
$1,200.00
4
Construction Fence
CF
LF
$0.00
5
Construction Markers
CM
LF
$0.00
6
Culvert Inlet Filter
CIF
LF
$0.00
7
Dewatering
DW
EA
$0.00
8
Diversion Ditch (Unlined)
DD
LF
$0.00
9
Diversion Ditch (ECM or plastic)
DD
LF
$0.00
10
Sediment/Erosion Control Matting
ECM
SY
$0.00
11
lInlet Protection
IP
LF
$0.00
12
Reinforced Rock Berm
RRB
I LF
$0.00
13
Sediment Basin
SB
LS
$800.00
1
$800.00
14
Sediment Control Log (Wattle)
SCL
LF
$4.60
30
$138.00
15
Seeding and Mulching
SM
AC
$0.00
16
Silt Fence
SF
LF
$3.00
540
$1,620.00
17
Rock Sock
RS
LF
$10.00
8
$80.00
18
iStabilized Staging Area
SSA
SY
$0.00
19
Surface Roughening
SR
AC
$0.00
20
Temporary Stream Crossing
TSC
EA
$0.00
21
Topsoil (6-inch Lift)
TSL
AC
$0.00
22
Vehicle Tracking Control
WC
EA
$1,500.00
1
$1,500.00
Subtotal $5,338.00
Maintenance & replacements (15%) $800.70
Erosion control escrow amount $6,138.70
APPENDIX E
BMP SCHEDULE & COST ESTIMATE
Detention Pond Outlet Sizing (POND 2)
100-YEAR
LOCATION:
Cargill office
PROJECT NO:
347-02
COMPUTATIONS BY:
PPK
DATE:
10/29/2013
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Q. = Cok sqrt( 2g(h-E.))
where Qa = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.2 ft/s
Ao = effective area of the orifice
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qmax =
outlet pipe dia = D =
Invert elev. =
Eo =
h=
Co =
1.10
cfs
12.0
in
4922.00
ft
4922.19
ft
4926.18
ft - 100 yr WSEL
0.63
solve for effective area of orifice using the orifice equation
Ao = 0.109 ft`
15.7 in`
orifice dia. = d = 4.47 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d / D = 0.37
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(pdv) = 3.08E+05
Co = (K in figure) = 0.6 check
Use d =
Ao =
Qo =
Detention.xls
4.500 in
0.110 V = 15.90 in `
1.12 cfs
Detention Pond Outlet Sizing (POND 1)
100-YEAR '
LOCATION:
Cargill office
PROJECT NO:
347-02
COMPUTATIONS BY:
PPK
DATE:
10/29/2013
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = CA sgrt( 2g(h-Eo))
where % = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.2 ft/s
A. = effective area of the orifice (W)
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qmax =
outlet pipe dia = D =
Invert elev. =
Eo =
h=
Co =
0.90
cfs
12.0
in
4922.00
ft
4922.17
ft
4926.43
ft - 100 yr WSEL
0.63
solve for effective area of orifice using the orifice equation
A. = 0.086 ft`
12.4 in`
orifice dia. = d = 3.98 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d / D = 0.33
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 40/(pdv) = 2.83E+05
Co = (K in figure) = 0.6 check
Used=
Ao =
Qo =
Detention.xls
4.000 in
0.087 ft ` = 12.57 in
0.91 cfs
WATER QUALITY CALCULATIONS
LOCATION: Cargill office
PROJECT NO: 347-02
COMPUTATIONS BY: PPK
DATE: 10/29/2013
Use 24-hour brim -full volume drain time for extended detention basin
Required Storage = a * ( 0.91 * 13 - 1.19 * 12 + 0.78 * 1 )
Water Quality Capture Volume = WQCV = (required storage/12)*(tributary drainage area)
SUB BASIN
Trib.
area
(ac)
% Imperv.
Req. Storage
(in. of runoff)
from Fig. SQ-2
WQCV
(ac-ft)
req. vol
WQCV *1.2
(ac-ft)
DWQ
(ft)
req, area/row
from Fig. EDB-3
(in 2/row)
POND 3
5.37
50
0.21
0.092
0.111
1.30
0.649
WQ outlet sizing for pond 1
For 718" in. hole diameter
Area of hole =
0.600 in
# of columns =
1
Area provided/row =
0.600 in
Area Required/row =
0.649 in
Use 1 columns of 718" diam holes
WATER QUALITY CALCULATIONS
POND 1
LOCATION:
Cargill office
PROJECTNO:
347-02
COMPUTATIONS BY:
PPK
DATE:
10/29/2013
Use 24-hour brim -full volume drain time for extended detention basin
Required Storage = a * ( 0.91 * 13 - 1.19 * IZ + 0.78 * I )
Water Quality Capture Volume = WQCV = (required storage/12)*(tributary drainage area)
SUB BASIN
Trib.
area
(ac)
% Imperv.
Req. Storage
(in. of runoff)
from Fig. SQ-2
WQCV
(ac-ft)
req. vol
WQCV *1.2
(ac-ft)
DWQ
(ft)
req. area/row
from Fig. EDB-3
(inZ/row)
Pond 1
1.80
73
0.29
0.043
0.052
3.00
0.093
WQ outlet sizing for pond 1
For 318 in. hole diameter
Area of hole =
0.110 in
# of columns =
1
Area provided/row =
0.110 in
Area Required/row =
0.093 in
Use 1 columns of 318" diam holes
STAGE -STORAGE TABLE
100-YEAR
LOCATION: Cargill office
PROJECT NO: 347-02
COMPUTATIONS BY: PPK
DATE: 10/29/2011
Extended Water Quality Volume Required =
100 yr Detention Volume Required =
POND 1 (east pond)
WQCv
100 yr IVSEL
0.052
0.367
Stage
(ft)
Surface
Area
(ft`)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4922
0
4923
140
0.001
0.001
4924
344
0.005
0.006
4925
1 4,376
1 0.046
1 0.053
4926
11,580
0.173
0.226
4926.43
17,222
0.141
0.367
4926.5
18,141
0.169
0.395
Extended Water Quality Volume Required = 0.111
100 yr Detention Volume Required = 1.016
POND 2 (west pond)
WQCV
100 )7R WSEL
Stage
(ft)
Surface
Area
(ft')
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4922
0
4923
6,880
0.053
0.053
4923.34
7,940
0.058
0.111
4924
9,970
0.192
0.245
4925
13,800
0.272
0.517
4926
21,855
0.406
0.922
4926.18
23,347
0.093
1.016
4926.5
26,000
0.274
1.197
1.148
100-YEAR DETENTION VOLUME REQUIRED
WEST DETENTION POND (POND 2)
FAA METHOD
LOCATION:
Cargill office
PROJECT NO:
347-02
COMPUTATIONS BY:
PPK
DATE:
10/29/2013
Equations:
A trib. To pond =
5.37 acre
QD = CIA
C100 =
0.74
Vi = T C I A= T QD
Developed C A=
4.0 acre
Vo =K QPo T
QPD =
1.10 cfs
S=Vi -Vo
K=
1
Rainfall intensity from City of Fort Collins IDF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
QD
(cfs)
Vol. In
Vi
(ft)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
39.5
11862
0
11862
0.272
10
7.72
30.7
18407
0
18407
0.423
20
5.60
22.3
26704
660
26044
0.598
30
4.52
18.0
32331
1320
31011
0.712
40
3.74
14.9
35669
1980
33689
0.773
50
3.23
12.8
38506
2640
35866
0.823
60
2.86
11.4
40914
3300
37614
0.864
70
2.62
10.4
43728
3960
39768
0.913
80
2.38
9.5
45397
4620
40777
0.936
90
1 2.22
8.8
47638
5280
42358
1 0.972
100
2.05
8.1
48878
5940
42938
0.986
110
1.93
7.7
50618
6600
44018
1.011
120
1.80
7.2
51500
7260
44240
1.016
130
1.60
6.4
49593
7920
41673
0.957
140
1.40
5.6
46732
8580
38152
0.876
150
1.20
1 4.8
1 42917
1 9240
33677
0.773
160
1.15
4.6
43871
9900
33971
0.780
170
1.10
4.4
44586
10560
34026
0.781
180
1.05
4.2
45063
11220
33843
0.777
Required Storage Volume: 44240 ft3
1.016 acre-ft
100-YEAR DETENTION VOLUME REQUIRED
EAST DETENTION POND (POND 1)
FAA METHOD
LOCATION:
Cargill office Basin 1
PROJECT NO:
347-02
COMPUTATIONS BY:
PPK
DATE:
10/29/2013
Equations:
A trib. To pond =
1.8 acre
Qo = CIA
C100 =
0.96
Vi = T C I A= T Qo
Developed C A=
1.7 acre
Vo =K QPo T
QPo =
0.90 cfs
S=Vi -Vo
K=
1
Rainfall intensity from City of Fort Collins OF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
QD
(cfs)
Vol. In
Vi
(ft)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
16.7
5015
0
5015
0.115
10
7.72
13.0
7782
0
7782
0.179
20
5.60
9.4
11290
540
10750
0.247
30
4.52
7.6
13668
1080
12588
0.289
40
3.74
6.3
15080
1620
13460
0.309
50
3.23
5.4
16279
2160
14119
0.324
60
2.86
4.8
17297
2700
14597
0.335
70
2.62
4.4
18487
3240
15247
0.350
80
2.38
4.0
19192
3780
15412
0.354
90
2.22
3.7
20140
4320
15820
0.363
100
2.05
3.4
20664
4860
15804
0.363
110
1.93
3.2
21400
5400
16000
0.367
120
1.80
3.0
21773
5940
15833
0.363
130
1.60
2.7
20966
6480
14486
0.333
140
1.40
1 2.4
1 19757 1
7020
12737
0.292
150
1.20
2.0
18144
7560
10584
0.243
160
1.15
1.9
18547
8100
10447
0.240
170
1.10
1.8
18850
8640
10210
0.234
180
1.05
1.8
19051
9180
9871
0.227
Required Storage Volume: 16000 ft3
0.367 acre-ft
APPENDIX D
DETENTION & WATER QUALITY POND CALCULATIONS
0
x
c
0
m
w
Storm system.stc
10/29/2013
30.00
25.00
-0+50
Profile Report
Engineering Profile - Profile - 3 (Storm system.stc)
ft
0+00 0+50 1+00 1+50 2+00
Station (ft)
Bentley StormCAD V8i
Bentley Systems, Inc. Haestad Methods Solution Center [08.11.00.401
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
30.00
c
° 25.00
m
w
20.00
Profile Report
Engineering Profile - Profile - 2 (Storm system.stc)
CB-5
-0+50 0+00 0+50 1+00 1+50 2+00 2+50
Station (ft)
Bentley StormCAD V8i
Storm system.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.00.401
10/29/2013 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
30.00
z
25.00
w
20,00
-0+50
Profile Report
Engineering Profile - Profile - 1 (Storm system.stc)
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+ 00 4+50 5+00
Station (f )
6.00fl
22.00 It
Bentley StormCAD V8i
Storm system.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.00.40)
10/29/2013 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
Conduit FlexTable: DOT Report (Storm systems
Label Diameter Slope Flow -Node- -Depth-
-EGL-
-Ground-
-HGL- -Invert-
Velocity Velocity
(in) (ft/ft) (ftl/s) Upstream Upstream
Upstream
Upstream
Upstream Upstream
(L1) (Out)
Downstream Downstream
Downstream
Downstream
Downstream Downstream
(ft/s) (ft/s)
(ft)
(ft)
(ft)
(ft) (ft)
20-1
12.0
0.005
2.10
CB-1
1.45
26.01
26.10
25.90
24.45
2.67
2.67
CB-2
1.88
25.99
27.40
25.59
23.71
CO-2
15.0
0.005
6.20
CB-2
1.88
25.99
27.40
25.59
23.71
5.05
5.05
CB-3
1.87
25.82
26.80
25.37
23.50
CO-3
21.0
0.005
13.00
CB-3
1.87
25.82
26.80
25.37
23.50
5.40
5.56
T-1
1.63
24.89
26.00
24.36
22.73
CO-4
24.0
0.005
16.00
T-1
1.63
24.89
26.00
24.36
22.73
5.83
6.60
OF-1
(N/A)
(N/A)
26.00
23.44
22.00
CO-5
12.0
0.009
3.00
CB-4
1.55
24.92
38.00
24.70
23.15
3.82
3.82
T-1
1.63
24.89
26.00
24.36
22.73
CO-6
10.0
0.010
3.80
C13-5
2.38
28.13
28.00
27.38
25.00
6.97
7.08
OF-2
(N/A)
(N/A)
26.00
23.80
23.00
CO-7
15.0
0.006
2.20
C13-6
0.59
24.02
25.90
23.79
23.20
3.84
3.55
T-2
0.63
23.47
27.50
23.23
22.60
CO-8
18.0
0.005
2.75
T-2
0.63
23.47
27.50
23.23
22.60
3.91
3.97
OF-3
(N/A)
(N/A)
26.50
22.87
22.25
CO-9
8.0
0.025
0.55
C13-7
0.35
25.99
28.00
25.85
25.50
2.99
1.61
T-2
0.63
23.47
27.50
23.23
22.60
Bentley Storm CAD V8i
Storm system.stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.00.401
10/29/2013 27 Sismon Company Drive Suite 200 W Watertown, CT 06795 USA +1- Page 1 of 1
203-755-1666
Scenario: Base
Bentley StormCAD V8i
Storm system. stc Bentley Systems, Inc. Haestad Methods Solution Center [08.11.00.401
10/29/2013 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- Page 1 of 2
203-755-1666
APPENDIX C
HYDRAULIC COMPUTATIONS
C
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor. CO 80550
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
100-yr storm, Cf =
Cargill Office
347-02
ppk
10/29/2013
1.25
RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Subbasin
ID
A
(ac)
C"Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
Design
Point
Q (100)
(cfs)
a(100)tot
(cfs)
1
isins 1 & 2 Histo
7.18
0.25
13.6
4.47
8.0
8.0
Pre Development
1
Basin 1
1.80
0.97
14.6
3.80
6.6
1
6.6
2
Basin 2 (interim
5.37
0.74
7.4
8.41
33.5
33.5
Ph 1 & ph 2 improvements
2
3asin 2 (ultimate
5.37
1.00
7.1
8.62
46.3
46.3
with 'future' greenhouses
1
sins 1 & 2 (inter
7.18
0.80
17.3
2.07
11.9
11.9
1
3asms 1 & 2 (ult
7.18
0.99
18.1
1.58
11.2
11.2
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from OF curve
A = drainage area (acres)
Flow-FINAL.xis Q100
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
10-yr storm, Cf =
Cargill Office
347-02
ppk
10/29/2013
1.00
RATIONAL METHOD PEAK RUNOFF
(10-YEAR)
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Subbasin
ID
A
(ac)
C"Cf
tc
(min)
i
(in/hr)
Q (10)
(cfs)
Design
Point
Q (10)
(cfs)
Q(10)tot
(cfs)
1
3asins 1 & 2 Historic
7.18
0.20
13.6
2.22
3.2
3.2
Pre Development
1
Basin 1
1.80
0.77
14.6
1.89
2.6
2.6
2
Basin 2 (interim)
5.37
0.59
8.3
3.83
12.2
12.2
Ph 1 & ph 2 improvements
2
Basin 2 (ultimate)
5.37
0.80
8.3
3.83
16.5
16.5
with 'future' greenhouses
1
3asins 1 & 2 (interim
7.18
0.64
17.3
1.06
4.8
4.8
1
Basins 1 & 2 (ult)
7.18
0.64
17.3
1.06
4.8
4.8
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from OF curve
A = drainage area (acres)
Flow-FINAL.xis Q10
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
LOCATION:
PROJECT NO:
COMPUTATIONS BY
DATE:
2-yr storm, Cf =
Cargill Office
347-02
ppk
10/29/2011
1.00
RATIONAL METHOD PEAK RUNOFF
(2-YEAR)
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Subbasin
ID
A
(ac)
C"Cf
tc
(min)
i
(in/hr)
Q (2)
(cfs)
Design
Point
Q (2)
(cfs)
Q(2)tot
(cfs)
1
3asins 1 & 2 Historil
7.18
0.20
13.6
1.39
2.00
2.00
Release Rate
1
Basin 1
1.80
0.77
14.6
1.12
1.6
ff
1.6
2
Basin 2 (interim)
5.37
0.59
8.3
2.25
7.2
7.2
Ph 1 & ph 2 improvements
2
Basin 2 (ultimate)
5.37
0.80
8.3
2.25
9.7
9.7
with 'future' greenhouses
1
asins 1 & 2 (interin
7.18
0.64
17.3
0.63
2.9
2.9
1
Basins 1 & 2 (ult)
7.18
0.79
18.1
0.49
2.8
2.8
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Flow-FINAL.xIs Q2
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
LOCATION:
PROJECT NO:
COMPUTATIONS BY:
DATE:
100-yr storm
Cargill Office
347-02
ppk
10/29/2013
Cf= 1.25
TIME OF CONCENTRATION - 100 YR
SUB -BASIN DATA
INITIAL 1 OVERLAND TIME
(ti)
TRAVEL TIME / GUTTER OR CHANNEL FLOW
(tt)
to CHECK
(URBANIZED BASIN)
FINAL
tc
REMARKS
DESIGN
POINT
SUBBASIN
ID
(1)
Area
(ac)
(2)
C
(3)
C'Cf
Length
(ft)
(4)
Slope
(%)
(5)
ti
(min)
(6)
Length
(fit)
(7)
Slope
(%)
(8)
n
Manning
rough.
Vel.
(ft/s)
(9)
tt
(min)
(10)
lc=
ti + It
(11)
Total
(ft)
(12)
tc=(I/l80)+10
(min)
(13)
(min)
(14)
1
3asins 1 & 2 Histori
7.18
0.20
0.25
520
0.6
41.4
120
6.50
0.030
2.7
0.73
42.1
640
13.6
13.6
Pre Development
1
Basin 1
1.80
1 0.77
0.97
70
2.0
1.6
1 760
0.50
0.030
0.8
16.72
18.3
830
14.6
14.6
2
Basin 2 (interim)
5.37
0.59
0.74
20
2.0
2.3
535
0.50
0.013
1.7
5.10
7.4
555
13.1
7.4
Ph 1 & ph 2 improvements
2
1 Basin 2 (ultimate)
5.37
0.80
1.00
20
2.0
0.6
675
0.50
0.013
1.7
6.43
1 7.1
695
1 13.9
7.1
Iwith 'future' greenhouses
1
3asins 1 & 2 (interim
7.18
0.64
0.80
20
2.0
1.9
535
0.50
0.013
1.7
5.10
760
0.50
0.030
0.8
16.72
23.8
1315
17.3
17.3
0
1
Basins 1 & 2 (ult)
7.18
0.79
0.99
20
2.0
0.7
675
0.50
0.013
1.7
6.43
760
F50
0.030
0.8
16.72
23.8
1455
18.1
18.1
0
EQUATIONS:
tc=ti+tt
ti = [1.87 (1.1 - CC,) Los ) / S 1/3
It = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + It and urbanized basin check
minimum tc = 5 minutes
Flow-FINALAs TOCA 00
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
LOCATION:
PROJECT NO:
COMPUTATIONS BY:
DATE:
2-yr storm
Cargill Office
347-02
ppk
###44444
Cf= 1.00
TIME OF CONCENTRATION - 2 YR
SUB -BASIN DATA
INITIAL I OVERLAND TIME
(tl)
TRAVEL TIME / GUTTER OR CHANNEL FLOW
(tt)
tc CHECK
(URBANIZED BASIN)
FINAL
tc
REMARKS
DESIGN
POINT
SUBBASIN
ID
(1)
Area
(ac)
(2)
C
(3)
C'Cf
Length
(ft)
(4)
Slope
N
(5)
ti
(min)
(6)
Length
(ft)
(7)
Slope
(%)
(8)
n
Manning
rough.
Vel.
(ft/s)
(9)
It
(min)
(10)
lc=
ti + It
(11)
Tota1L
(ft)
(12)
tc=(1/180)+10
(min)
(13)
(min)
(14)
1
Basins 1 & 2 Historic
7.18
0.20
0.20
520
0.6
43.8
120
6.50
0.030
2.7
0.7
44.5
640
13.6
13.6
Pre Development
1
Basin 1
1.80
1 0.77
0.77
70
2.0
3.9
1 760
0.50
0,030
0.8
16.7
20.6
830
14.6
14.6
2
Basin 2 (interim)
5.37
0.59
0.59
20
2.0
3.2
535
0.50
0.013
1.7
5.1
8.3
555
13.1
8.3
Ph 1 & ph 2 improvements
2
Basin 2 (ultimate)
5.37
0.80
0.80
20
2.0
1.9
675
0.50
0,013
1.7
6.4
6.3
695
13.9
8.3
with 'future' greenhouses
1
Basins 1 & 2 (interim)
7.18
0.64
0.64
20
2.0
3.0
535
0.50
0.013
1.7
5.1
760
0.50
0.030
0.8
16.7
24.8
1315
17.3
17.3
1
Basins 1 & 2 full)
7.18
0.79
0.79
20
2.0
2A
675
0.50
0.013
1.7
6.4
760
0.50
0.030
0.8
16.7
25.1
1455
18.1
18.1
EQUATIONS:
tc=ti+It
ti = [1.87 (1.1 - CC,) Los ) / S 1133
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
minimum tc =5 minutes
Flow-FINAL.xls TOC-2
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
LOCATION: Cargill Office
PROJECT NO: 347-02
COMPUTATIONS BY: ppk
DATE: 10/29/2013
RUNOFF COEFFICIENTS & % IMPERVIOUS
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt)
Sidewalks (concrete)
Roofs:
Lawns (flat <2%, heavy soil)
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.20
0
SUBBASIN
ID
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.ft)
ROOF
AREA
(sq.ft)
PAVED
AREA
(sq.ft)
SIDEWALK
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
REMARKS
Basins 1 & 2 Historic
7.18
312,704
0
0
0
312,704
0.20
0
Pre Development
Basin 1
1.80
78,560
21,768
26,649
11,510
18,633
0.77
73
Basin 2 (interim)
5.37
234,114
55.404
48.268
18.659
111.783
0.59
50
Ph 1 & ph 2 improvements
Basin 2 (ultimate)
5.37
234,114
89,100
66,861
1 31.547
1 46,606
gua T__F
76
Wth'future' greenhouses
Basins 1 & 2 (interim)
7.18
312674
77172
74917
30169
130416
0.64
55
Basins 1 & 2 full)
7.18
312674
110868
93510
43057
65239
0.79
75
Eaualions
- Calculated C coefficients & % Impervious are area weighted
C=T_(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
in = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
Flow FINAL.xls Cval
APPENDIX B
HYDROLOGIC COMPUTATIONS
e��eeeeeeeeemmm
mmmmmmillillill
�. M.
LU
o�
�f
Mi ..
NOR
ccW
0
:�� .
VICINITY MAP
NTS
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550 TIME OF CONCENTRATION - 10 YR
LOCATION: Cargill Office
PROJECT NO: 347-02
COMPUTATIONS BY: ppk
DATE: 10/29/2013
10-yr storm Cf = 1.00
SUB -BASIN DATA
INITIAL / OVERLAND TIME
(III)
TRAVEL TIME / GUTTER OR CHANNEL FLOW
(tt)
tc CHECK
(URBANIZED BASIN)
FINAL
tc
REMARKS
DESIGN
POINT
SUBBASIN
ID
(1)
Area
(ac)
(2)
C
(3)
C'Cf
Length
(ft)
(4)
Slope
N
(5)
ti
(min)
(6)
Length
(ft)
(7)
Slope
(%)
(8)
in
Manning
rough. 1
Val.
(ft/s)
(9)
It
(min)
(10)
tc =
ti+tt
(11)
Total L
(ft)
(12)
tc=(1/180)+10
(min)
(13)
(min)
(14)
1
asins 1 & 2 Histor
7.18
0.20
0.20
520
0.6
43.8
120
6.5
0.030
2.73
0.7
44.5
640
13.6
13.6
Pre Development
1
Basin 1
1.80
0.77
0.77
70
2.0
3.9
760
0.5
0.030
0.76
16.7
20.6
830
14.6
14.6
2
Basin 2 (interim)
5.37
0.59
0.59
20
2.0
3.2
535
0.5
0.013
1.75
5.1
8.3
555
13.1
8.3
Ph i & ph 2 improvements
2
Basin 2 (ultimate)g
5.37
0.80
0.80
20
2.0
1.9
675
0.5
0.013
1.75
6.4
8.3
695
13.9
8.3
with'future' greenhouses
1
asins 1 & 2 (interir
Z18
0.64
0.64
20
2.0
3.0
535
0.5
0.013
1.75
5.1
760
0.5
0.030
0.76
16.7
24.8
1315
17.3
17.3
1
Basins 1 & 2 (ult)
7.18
0.79
0.79
20
2.0
2.0
675
0.5
0.013
1.75
6A
760
0.5
0.030
0.76
16.7
25.1
1455
18.1
18.1
EQUATIONS:
tc=ti+tt
ti=[1.87(1.1-CCf)Los]/S113
It = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + It and urbanized basin check
minimum tc = 5 minutes
Flow-FINAL.As TOC-10
APPENDIX A
VICINITY MAP
6. REFERENCES
City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
2001.
3. "Final Drainage and Erosion Control Report for Cargill Secondary Use Building"
by DWM Civil Engineers dated May 5, 2007.
12
5. CONCLUSIONS
5.1. Compliance with Standards
All computations that have been completed within this report will be in compliance with
the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
City of Fort Collins Stormwater Criteria Manual.
5.2. Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans,
will adequately provide for stormwater quality treatment for the proposed improvements.
Conveyance elements have been designed to convey required flows in the proposed
grassed swales and the existing water quality facility and ultimately to the Cache la
Poudre River.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
III
5) Waste Management and Disposal:
Portable toilets will be anchored & periodically maintained by waste management company.
Dumpsters on site will be covered & periodically emptied by waste management company.
Concrete waste will be allowed to harden and then will be removed from site.
No washing activities will occur on site.
Location of the concrete washout is shown on the site map. The washout will be sufficiently
deep to accommodate all anticipated concrete truck wash water. Waste concrete will be
allowed to harden and be removed from site periodically as the washout reaches 50% of its
capacity. Truck wash water will not be allowed to reach the curb & gutter or any other water
course.
6) Groundwater and Stormwater Dewatering:
No groundwater was encountered during soils exploration therefore ground water is not
anticipated to be an issue. If groundwater is encountered a groundwater discharge permit
shall be obtained and a detailed report shall be completed describing the location and the
route of where pumped groundwater will be conveyed and the measures taken to prevent the
transport of any pollutants to downstream waters.
7) Inspection & Maintenance:
It is required that routine site inspections are performed to effectively address maintenance
and repair of Best Management Practices (BMP's). The site inspections are to performed by
the contractor or an inspector designated by the administrator at a minimum of once every
fourteen (14) calendar days on active construction sites and after any significant storm event
(an event causing runoff). As part of the site inspections the inspector is required to keep
documentation of
all inspections and BMP maintenance, including an updated Site Map indicating new BMP's
or the removal of BMP's since the previous inspection.
Any maintenance, repair, or necessary installation of BMP's that are noted during the
inspection must be completed within seven (7) calendar days from the date of the inspection.
10
2) Materials Handling and Spill Prevention:
Materials Handling & Spill
Approximate location on site
�AppI cable_to this
Prevention BMP
Project
Portable toilets, anchored &
Refer to site map
X
located away from drainages
Fuel storage located in bulk tanks
with secondary containment &
spill kit
Mobile fueling performed at least
200 feet away from drainages &
Refer to site map
X
fully attended
Fertilizers, form oil, solvents,
cleaners, detergent stored in 55 gal
Refer to site map
X
or smaller containers, kept in
storage units
Dumpsters containing used
chemicals containers & liquid
Refer to site map
X
wastes kept covered
Equipment cleaning (on site) uses
no detergents & flows to onsite
retention basin
In case of a release of fuel or other
chemicals, absorbent booms or
earthen berms will be immediately
Location of spill
X
constructed to contain the spill &
prevent runoff to adjacent surface
waters
MSDS sheets for onsite chemicals
will be kept at the construction
Construction Trailer
X
trailer to facilitate spill response &
cleanup
3) Dedicated Asphalt or Concrete Batch Plant:
Not proposed with this development
4) Vehicle Tracking Pad:
Vehicle tracking control pad shall be installed wherever construction vehicle access routes
intersect paved public roads. Vehicle tracking control pads shall be installed to minimize the
transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Any mud
tracked to public roads shall be removed on a daily basis and after any significant storm that
causes sediment to be transported. It is unlawful to track sediment/mud onto public streets
and may be enforced by the City of Fort Collins or by the State of Colorado.
9
4.4 BMP Implementation
1) Phased BMP Implementation
BMP's are expected to change as the construction progresses and it is the responsibility of
the contractor to ensure appropriate BMP's are in place and/or removed at the appropriate
time in the construction sequence. A construction sequence schedule has been included on
the Drainage & Erosion Control Plan and included in the construction plans for this site.
All BMP's shall be inspected and repaired or replaced as required to satisfy the conditions of
the Stormwater Discharge Permit. All BMP's must be maintained and repaired as needed to
assure continued performance of their intended function.
Refer to Appendix D for the implementation schedule.
Refer to Appendix D for the BMP Cost Estimate.
8
Non -Structural Practices for Erosion and Sediment Control:
Soils exposed during the earthwork phase and landscape prep phase shall be kept in a roughened
condition by ripping or disking along land contours until mulch, vegetation, or other permanent
erosion control is installed. No large amount of soils (in excess of 15 yards) will be allowed to be
stock piled on site. Overburden from the utility pipe trenching will be piled adjacent to trenches
upstream of sediment controls and will be replaced in the trenches within 72 hours.
Excess excavated materials from the demolition and grading phases of the project that cannot be
reused on site will be exported as it is excavated. This includes any asphalt pavement from the
existing site that is to be removed.
A vehicle tracking pad will be installed at a location most beneficial to the site construction as
determined by the contractor. Vehicles will not be permitted in the excavated area if soil is
muddy. Gravel sub base will be placed and compacted in the areas indicated for pavement
following excavation. In the current pre construction state the site enables tracking of silt onto
the adjacent streets during wet conditions. During construction activities the street will be
monitored for foreign debris tracked out of the site and mechanical sweeping and clean up will
be performed as needed.
No area shall remain exposed by land disturbing activity for more than thirty (30) days before
rec uired temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed.
Temporary & Permanent non-structural BMP's:
., ,
TNon-Structural BMP
��,'
Approximate location on site " a
-,Applicable this ...�
'
project
Surface roughening
Entire construction area
X
Soil stockpile height limit (less
than 10')
Perimeter vegetative buffer
North and west sides of construction area
X
Minimization of site disturbance
Entire site
X
Mulch
Seed & mulch stockpiles after 30
days
Stockpile toe protection (silt fence,
wattles or ditch)
Preservation & protection of
West and north sides of construction area
X
existing vegetation & trees
Good site housekeeping (routine
Entire Construction area
X
cleanup of trash & constr debris)
Heavy equip staged on site,
properly maintained & inspected
Staging area
X
daily (no onsite maintenance)
7
4.3 Best Management Practices (BMP's) for Stormwater Pollution Prevention
Structural Practices for Erosion and Sediment Control
Structural practices for the site will consist mainly of silt fence, straw wattles and rock sock
filters and are described in detail in the following paragraphs. These BMP's are expected to
change as the construction progresses and it is the responsibility of the contractor to ensure
appropriate BMP's are in place and/or removed at the appropriate time in the construction
sequence. All temporary and permanent erosion and sediment control practices must be
maintained and repaired as needed to assure continued performance of their intended function.
Silt fence and rock sock filters shall be in place prior to commencement of construction
activities. During clearing and grubbing necessary for silt fence installation, all cleared material
shall be placed on the uphill side so that if erosion occurs from the cleared material, the sediment
will be trapped and not transported downstream. Rock socks shall be implemented in the existing
curb line of Drake Road as shown on the Drainage & Erosion Control Plan.
All BMP's shall be installed per the details shown on the construction plan set.
Temporary & Permanent Structural BMP's:
Structural BMP ry
�.Project
Approximate tocatwn:on site
Applicable to this
Silt Fence
Site perimeter, refer to site map
X
Straw bale dams
Rock Socks
At existing pond outlet, refer to site map
X
Earthen diversion dams
Vegetated swales
Maintain existing vegetation in swale
X
Sediment trap/pond
In Pond 2
X
Pipe slope drains
Geogrid
Inlet/outlet protection
At pipe outlets as shown on EC plan
X
Culverts
Riprap
At pipe outlet, refer to site map
X
Erosion control mats
Inlet protection
6
4. STORMWATER MANAGEMENT CONTROLS
4.1 SWMP contact information
Permit holder:
Name: Dohn Construction
Address: 2642 Midpoint Drive, Fort Collins, CO
Phone Number: 970-490-1855
Email Address: tannand@dohnconstruction.com
Appointed agent:
Name:
Address:
Phone Number:
Email Address:
4.2 Identification and location of all potential pollution sources
Potential Pollutant Source Activity
_
Potential'Pollutant Generated
, A ,,
Applicable to
—this proVject
Disturbed Areas
Sediment
X
Soil stockpiles
Sediment
X
Travel to adjacent public streets
Tracked sediment
X
Contaminated soils
Sediment, chemicals
Loading and unloading chemicals
Chemicals
Outdoor storage of chemicals
Chemicals
On site equipment maintenance
Oil, grease
On site equipment fueling
Diesel, gasoline
X
Dust generating activities
Particulates, sediment
X
Use of fertilizer, pesticides, herbicides
Fertilizer, pesticides
Use of detergents, solvents, oils
Detergents, solvents, oil
X
Waste dumpsters, waste piles
Chemicals
X
Concrete washout
Concrete, sediment
X
On site equipment washing
Detergents, oil
On site asphalt batch plant
Asphaltic cement, sediment
On site concrete batch plant
Cement, sediment
Portable toilets
Domestic sewage
X
5
Pond 1 will have water quality extended detention and a bioswale with an underdrain
pipe. The water quality extended detention is required for this site and the bioswale is
intended to provide additional treatment in order to forego the requirement for pervious
pavement on site.
Pond 1 will discharge into the existing storm manhole located at the southeast corner of
Basin 1.
Basin 2 includes the remainder of the proposed development including the parking and
private drive on the west, the remainder of the proposed office building, two greenhouses
to be constructed in phase 2 and the associated private asphalt drives. Although 3
additional greenhouses are shown in this basin, they are considered a future improvement
and were not included in the drainage calculations for this basin. Runoff from this basin
will either directly enter the proposed detention and water quality pond or will be
collected in a private storm pipe and conveyed west and south into the proposed Pond 2.
Pond 2 will have water quality extended detention and a bioswale without an underdrain
pipe. The water quality extended detention is required for this site and the bioswale is
intended to provide additional treatment in order to forego the requirement for pervious
pavement on site.
Pond 2 will discharge into the existing inlet located in the south flowline of Drake Road
near the middle of the site.
The 2 year historic runoff for the 7.2 acres was calculated to be 2.0 cfs. This allowable
release rate was divided between the two ponds with Pond 1 having a release rate of 0.90
cfs and Pond 2 having a release rate of 1.1 cfs.
3.3. Drainage Summary
Drainage for this site was designed to conform to the City of Fort Collins stormwater and
water quality requirements. Water quality is provided for a majority of the site utilizing
grassed swales. Water quality for the site is also provided by routing runoff through the
existing water quality pond.
4
2.3. Hydrologic Criteria
Runoff computations were prepared for the 10 year minor and 100 year major storm
frequency utilizing the Rational Method. All hydrologic calculations associated with the
basins are included in Appendix B of this report.
2.4. Hydraulic Criteria
Necessary hydraulic calculations are provided and prepared in accordance with the City
of Fort Collins Drainage Criteria and the Urban Area Drainage Criteria Manual.
3. DRAINAGE FACILITY DESIGN
3.1. General Concept
All of the runoff from this site historically sheet flows to the adjacent streets and is
intercepted by the existing inlets located in East Drake Road. With the previous
development on site, a water quality pond was provided and will remain with this
proposal.
The proposed improvements will disturb approximately 7.2 acres of the entire 30.73 acres
on the Cargill campus. Runoff from this site will be collected in proposed private storm
pipes or will surface flow to the proposed detention ponds on site. The ponds were sized
to accommodate the 100 year storm event with a 2 year historic release rate.
3.2. Specific Flow Routing
The proposed development (and a portion of the existing development) has been divided
into 2 basins, each corresponding with the appropriate detention pond that collects runoff
from that basin. Smaller portions of those basins were considered when sizing the onsite
storm systems. A summary of the drainage patterns within each basin is provided in the
following paragraphs.
Basin 1 encompasses the east portion of the site including the existing
greenhouse/headhouse building, a portion of the existing asphalt drive, the east half of the
proposed office building, the south and east parking lots and the proposed Pond I site.
Runoff from this basin will either directly enter the proposed detention and water quality
pond or will be collected in a private storm pipe and conveyed south and east into the
proposed Pond 1.
3
on the plans for reference. .
1.3. Major Basin Description
This site is located in the Foothills Drainage Basin. The site is not located within the
FEMA designated 100 year floodplain or the City designated flood plain.
1.4. Sub -basin Description
This site is located in Subbasin 56 of the Foothills Basin Master Plan. Stormwater runoff
from the Cargill site drains overland generally from north to south at slopes ranging from
0.5% to 2.0%. Runoff from the entire Cargill site currently flows to an onsite water
quality pond and released into the storm system or to Drake Road where it is captured in
inlets and conveyed to the Poudre River.
2. DRAINAGE DESIGN CRITERIA
2.1. Regulations
Drainage for this site has been designed to meet or exceed the "City of Fort Collins
Stormwater Criteria Manual' specifications, the City of Fort Collins Cache la Poudre
Basin Master Plan and the update to Chapter 26 of the City Code. Where applicable, the
criteria established in the "Urban Storm Drainage Criteria Manual' (UDFCD), 2001 has
been used.
2.2. Development Criteria Reference and Constraints
Stormwater runoff from this site has been routed to conform to the requirements of the
City Stormwater Department. Detention is required for this site with a 2 year historic
release rate. Detention is being provided for all, of the new construction and the
greenhouse and head house that were recently constructed. The remaining existing
structures will not be considered in the drainage and detention design for this site.
Water quality facilities are required for the improvements and are being provided by
water quality extended detention in the ponds and two bio swales within the ponds.
FA
1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
The site is located in Section 20, Township 7 North, Range 68 West of the 6`h P.M. in the
City of Fort Collins, CO. The site is bounded by East Drake Road on the south, the
Sidehill development on the west, north and east.
1.2. Description of Property
The Cargill Expansion area that is being considered with this drainage design is
approximately 7.2 acres of the total 30.73 acre Cargill property. There are a total of seven
existing buildings and a pavilion on the Cargill property. The existing buildings include
offices, laboratories and greenhouses.
Prior to any development, the site was originally with native weeds and grasses and
irrigated crops. On site soils on the Cargill property are primarily Nunn Loam and
Stoneham Loam with small areas of Santana Loam and Larimer-Stoneham complex. The
entire site is composed of Hydrologic Groups B and C. according to the USDA soils
survey maps. Group B soils have a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately well drained or well drained soils that have moderately fine
texture to moderately coarse texture. These soils have a moderate rate of water
transmission. Group C soils have a slow infiltration rate when thoroughly wet. These
consist chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission. The majority of the building site is predominantly Hydrologic Group C.
The existing runoff coefficient for the overall site prior to construction is 0.20 for the 2
year condition. The site is zoned Low Density Mixed Use Neighborhood (LMN). The site
is within Flood Insurance Zone C. the areas determined to be outside the 500-year flood
plain, according to the FEMA Flood Insurance Rate Map, Community -Panel No. 0801
01-0193-E, dated March 18, 1996.
The proposed development is a phased development. Phase I includes the proposed
office building, private drives, parking and two detention ponds. Phase 2 includes two
greenhouses and the associated asphalt drives. The areas designated as future
development were not considered in the drainage design for this site and are only shown
TABLE OF CONTENTS
TABLEOF CONTENTS............................................................................................................... iii
GENERAL LOCATION AND DESCRIPTION
1.1 Location...................................................................................................................1
1.2 Description of Property............................................................................................I
1.3 Major Basin Description..........................................................................................1
1.4 Sub Basin Description..............................................................................................I
2. DRAINAGE DESIGN CRITERIA
2.1 Regulations..............................................................................................................1
2.2 Development Criteria Reference and Constraints....................................................2
2.3 Hydrologic Criteria..................................................................................................2
2.4 Hydraulic Criteria....................................................................................................2
3. DRAINAGE FACILITY DESIGN
1.1 General Concept.......................................................................................................2
3.2 Specific Flow Routing.............................................................................................3
3.3 Drainage Summary ..................................................................................................3
4. STORMWATER MANAGEMENT CONTROLS
4.1 SWMP contact information......................................................................................
4.2 Identification and location of all potential pollution sources...................................4
4.3 Best Management Practices (BMP's) for Stormwater Pollution Prevention ........... 5
4.4 BMP Implementation...............................................................................................7
5. CONCLUSIONS
5.1 Compliance with Standards..................................................................................10
5.2 Drainage Concept...................................................................................................10
6. REFERENCES.................................................................................................................. I I
APPENDICES
A Vicinity Map
B Hydrologic Computations
C Hydraulice Computations
D Detention & Water Quality Pond Calculations
D BMP Schedule & Cost Estimate
North Star
design
700 Automation Drive. Unit 1
Windsor. CO 80550
Phone:970-686-6939
Fax:970-686-II88
October 30, 2013
Glen Schlueter
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522
RE: Final Drainage and Erosion Control Report for Cargill Office Expansion
Dear Glen,
I am pleased to submit for your review and approval, this Final Drainage and Erosion Control
Report for Cargill Office Expansion. I certify that this update for the drainage design of the
Cargill Greenhouse was prepared in accordance with the criteria in the City of Fort Collins
Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Prepared by:
Patricia Kroetch P.E.
Project Manager
FINAL DRAINAGE AND EROSION
CONTROL REPORT FOR
CARGILL OFFICE EXPANSION
Prepared for:
Steve Stadelmaier
Cargill
2540 East Drake Road
Fort Collins, CO 80525
Prepared by:
North Star Design
700 Automation Drive, Unit
Windsor, Colorado 80550
(970)686-6939
October 30, 2013
Job Number 339-02
FINAL DRAINAGE AND EROSION
CONTROL REPORT FOR
CARGILL OFFICE EXPANSION