HomeMy WebLinkAboutDrainage Reports - 06/28/2002L�uvm
City of Ft Collins Approved Plans I n.
Approved By
Dale% J 1--------
-pAQVMTry OF
FINAL DRAINAGE AND EROSION
CONTROLSTUDY
ODELL BREWING COMPANY
SECOND EXPANSION
North Star
�*mo, design, inc.
I
April 2, 2002
Basil Hamdan
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
rRE: Final Drainage and Erosion Control Study for Odell Brewing Company Second
Expansion
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Dear Basil,
I am pleased to submit for your review and approval, this Final Drainage and Erosion Control
Study for Odell Brewing Company Second Expansion. I certify that this report for the drainage
design 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.
Sincerely,
Michael Oberlander, P.E., L.S.I.
ii
700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone • 970-686-1188 Fax
FINAL DRAINAGE AND EROSION
CONTROL STUDY
ODELL BREWING COMPANY
SECOND EXPANSION
Prepared for:
ODELL.BREWING COMPANY
800 East Lincoln Avenue
Fort Collins, CO 80524
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970) 686-6939
April 2, 2002
Job Number 114-23
TABLE OF CONTENTS
�j TABLE OF CONTENTS .........................
1. GENERAL LOCATION AND DESCRIPTION
�.
1.1 Location...................................................................................................................1
1.2 Description of Property............................................................................................I
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................1
2.2 Sub -Basin Description.............................................................................................2
3. DRAINAGE DESIGN CRITERIA
3.1 .Regulations..............................................................................................................2
3.2 Development Criteria Reference and Constraints......................................
..............2
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3.3 Hydrologic Criteria..................................................................................................3
3.4 Hydraulic Criteria....................................................................................................3
4. DRAINAGE FACILITY DESIGN
4.1 General Concept.......................................................................................................3
4.2 Specific Flow Routing.............................................................................................4
4.3 Drainage Summary...................................................................................................5
5. EROSION CONTROL
5.1 General Concept......................................................................................................5
6. CONCLUSIONS
6.1 Compliance with Standards....................................................................................5
6.2 Drainage Concept.....................................................................................................5
1 7. REFERENCES....................................................................................................................6
APPENDICES
A Vicinity Map
B Detention and Water Quality Pond Sizing
C Figures and Tables
D Excerpts from Previous Reports
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1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
' This project is located on Lot 1 of the Odell Brewing Company Subdivision. This project
is located in the Northeast Quarter of Section 12, Township 7 North, Range 69 West of
the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See
the location map in Appendix A.
The project is located on the north side of Lincoln Avenue. The project is bounded on the
north by vacant land, on the east Fort Collins Monument and Stone Company, on the west
' by Lot 2 of the Odell Brewing Company Subdivision.
1.2 Description of Property
Presently, the Odell Brewing Company site consists of an 18,000 square foot building
housing the brewery as well as associated parking. There are two existing detention
ponds on the site. The pond on the east side of the site straddles the lot line between Lots
' 1 and 2 and is within a Detention Pond Easement which was dedicated on the final plat.
The entire site drains to the south and the detention ponds release into the Lincoln
Avenue roadside ditch.
Improvements proposed with this project include a 2700 square foot building expansion
on the south end of the existing building as well as the addition of 7 parking spaces in the
parking lot. The building expansion will encroach. into the existing west detention pond.
This pond will be moved east and the Detention Pond Easement will be vacated in the
building expansion area.
2. DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description
The proposed development lies within the Old Town Drainage Basin. Previous drainage
reports for the site have determined the release rate for the site. The outfall point for this
■ site is the north roadside ditch on Lincoln Avenue.
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2.2 Sub -basin Description
This site was split into 2 sub -basins in previous reports. Both basins drain from north to
south and releases into the north roadside ditch of Lincoln Avenue after being detained.
This ditch flows to the east to Dry Creek and ultimately the Poudre River. The existing
drainage patterns will remain with the proposed improvements.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
' This report was prepared to meet or exceed the "City of Fort Collins Storm Drainage
Design Criteria Manual" specifications. Where applicable, the criteria established in the
' "Urban Storm Drainage Criteria Manual" (UDFCD), 1984, developed by the Denver
Regional Council of Governments, has been used.
' 3.2 Development Criteria Reference and Constraints
This site has had drainage studies prepared with the initial construction and the first
expansion of the brewery. The most recent reports are the "Final Drainage and Erosion
' Control Report for Odell Brewing Company Expansion" by Shear Engineering,
September, 1995 and the "Amended Final Drainage and Erosion Control Report for Odell
Brewing Company Expansion and Fort Collins Monument and Stone" by Shear
Engineering, November, 1995. Portions of these reports can be found in the Appendix.
Glen Schlueter specified the requirements for the Second Expansion in a fax dated
January 4, 2002. These requirements are as follow:
• The expansion areas (both building and parking) will need to detain to the present
release rate based on the new 100 year storm.
• The detention associated with the expansion will be added to the design detention
from the previous drainage reports.
• The west pond, which accepts runoff from the parking area, will have a water
quality structure added to its outlet and have water quality volume provided for
the parking area only.
• The west pond will not be required to provide water quality.
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Drainage areas, historic and developed flows, and pond volumes specified in the past
drainage reports were not checked with this report; it is assumed that these calculations
are correct.
3.3 Hydrologic Criteria
Runoff computations were not prepared for this project.
Additional detention volumes were calculated by prorating the release rate for the basin:
' Expansion Release = ((Total Basin Release / Total Basin Area) * Expansion Area)
' The FAA method for detention pond sizing was utilized to determine the additional
required volume based on a proposed "C" value for the expansion area of 1.0. Water
' quality volume for the east parking area was calculated using the method recommended
in the "Urban Storm Drainage Criteria Manual".
3.4 Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with the
City of Fort Collins Drainage Criteria and are included in the Appendix of this report.
4. DRAINAGE FACILITY DESIGN
' 4.1 General Concept
' The site is split into two drainage basins (east and west). Both basins have detention
ponds which release to Lincoln Avenue. In the Addendum to the First Expansion
Drainage Report, the east detention pond was expanded to accept and detain flows for
approximately 0.67 acres of the Fort Collins Monument and Stone site which is east of
the brewery. This pond will continue to accept these flows.
All of the existing improvements for the Brewery (except for the west detention pond) are
' on Lot 1. Lot 2 flows are accounted for in the detention calculations, but this lot is
presently vacant. All flow patterns will remain the same as they are presently.
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4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin Iw is the west basin (3.84 acres) and includes the west half of the brewery
building, Lot 2 of Odell Brewing Company Subdivision which is vacant and the property
between Lot 2 and Third Street. The building expansion is included in this basin. The
building will be. expanded to the south into the existing detention basin. This detention
area will be filled for the building expansion and expanded to the west in an existing
Detention Pond Easement on Lot 2
' The required detention prior to. the expansion was 10,400 cubic feet, the additional
detention required for the building expansion is 794 cubic feet, the spillway will be set at
an elevation of 4942.5 and the top of the berm will be set at 4943.0. The release rate
' from this pond is 0.9 cfs.
' Basin Ie is the east basin (1.85 acres) and includes the east half of the brewery building,
the existing parking lot and 0.67 acres of the Fort Collins Monument and Stone site. The
parking lot expansion is included in this basin. The parking lot will expand into the
existing detention pond. This pond will be modified to provide the new required
' - detention volume as well as water quality volume for the entire parking area.
The required detention prior to the expansion was 8,457 cubic feet, the additional
' detention required for the parking expansion is 213 cubic feet, the required water quality
volume is 1,000 cubic feet, the spillway will be set at an elevation of 4942.4 and the top
' of the berm will be set at 4942.5. The release rate from this pond is 1.4 cfs.
' An error in the "Amended Final Drainage and Erosion Control Report for Odell Brewing
Company Expansion and Fort Collins Monument and Stone" by Shear Engineering,
November, 1995 was found with respect to the east pond volume. The calculations in
this report show that the required volume was achieved at an elevation of 4942.5 but the
spillway of the pond was set at 4942.1. Field survey verified that this pond is presently
smaller than required. It is proposed to fill the existing spillway and provide a spillway
that is 0.1 feet deep and 30 feet wide. The required volume can be achieved at this
' elevation. This spillway does not meet City criteria, but in the event of an outlet failure,
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the pond will overflow to the south (Lincoln Avenue) and no buildings or other property
will be damaged.
' 4.3 Drainage Summary
' This project will simply modify existing detention and outlet facilities to accommodate
the proposed expansion — drainage patterns will be unchanged. All drainage facilities
(including the detention ponds and inlets) will be maintained by the owner of the site.
' 5. EROSION CONTROL
' 5.1 General Concept
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Erosion control for this project will simply include the placement of silt fence on the
downstream side of disturbed areas and straw bales placed at the pond outlets to act as
inlet protection. It is expected that construction will be staged out of the existing parking
area.
6. CONCLUSIONS
6.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
Storm Drainage Design Criteria Manual. Requirements set by Glen Schlueter for this
project have been followed.
6.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for stormwater detention of improved areas. Conveyance elements
have been designed to pass required flows and to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Pen -nit would be required.
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7. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March,
1986.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March, 1969, and Volume 3 dated September,
1992.
3. "Final Drainage and Erosion Control Report for Odell Brewing Company
Expansion" by Shear Engineering, September, 1995.
4. "Amended Final Drainage and Erosion Control Report for Odell Brewing
Company Expansion and Fort Collins Monument and Stone" by Shear
Engineering, November, 1995.
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APPENDIX A
VICINITY MAP
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IN
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Cw. �pvc0Cn
Buckingham St
/ PROJE
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°a� / 0,� SITE
>
Logan a
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Loa n
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Ave
Q
V
a*. 2 ;?
o
- Ld
E Lincoln Ave
5`
VICINITY MAP
N.T.S.
I o St
:jnlsto St
o St
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APPENDIX B
' DETENTION AND WATER QUAILTY CALCULATIONS
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MINIMUM ADDITIONAL WEST DETENTION VOLUME REQUIRED
FAA METHOD
(100-YEAR)
LOCATION: ODELLS EXPANSION 2 WEST POND
PROJECT NO: l 14-23
COMPUTATIONS BY: MPO
SUBMITTED BY: North Star Design
DATE: 3/26/02
Equations:
A trib. To pond =
0.069
acre Building expansion
Qo = CIA
C (100) =
1.000
Vi = T C I A= T Qo
Developed C A=
0.069
acre
Vo =K QPo T
QPo =
0.016
CIS (0.23 cfs/acre)
S=Vi -Vo
K=
1
(from fig2.1)
Rainfall intensity from City of Fort Collins IDF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qp
(cfs)
Vol. In
Vi
(ft')
Vol. Out
Vo
(ft)
Storage
- S
(ft)
Storage
I S
(ac-ft)
5
9.95
0.69
206
5
201
0.0046
10
7.72
0.53
319
10
310
0.0071
15
6.52
0.45
404
14
390
0.0090
20
5.60
0.39
463
19
444
0.0102
25
4.98
0.34
514
24
491
0.0113
30
4.52
0.31
560
29
532
0.0122
35
4.08
0.28
590
33
557
0.0128
40
3.74
0.26
618
38
580
0.0133
45
3.46
0.24
643
43
601
0.0138
50
3.23
0.22
667
1 48
620
0.0142
55
3.03
0.21
689
52
636
0.0146
60
2.86
0.20
709
57
652
0.0150
65
2.73
0.19
733
62
671
0.0154
70
2.60
0.18
752
67
686
0.0157
75
2.47
0.17
765
71
694
0.0159
80
2.34
0.16
774
76
698
0.0160
85
2.25
0.15
790
81
710
0.0163
90
2.16
0.15
803
86
718
0.0165
95
2.07
0.14
813
90
722
0.0166
100
1.99
0.14
822
95
727
0.0167
110
1.87
0.13
850
105
745
0.0171
120
1.75
0.12
868
114
754
0.0173
130
1.66
0.11
892
124
768
0.0176
140
1.57
0.11
908
1 133
775
0.0178
150
1.48
0.10
917
143
775
0.0178
160
1.42
0.10
939
152
787
0.0181
170
1.36
0.09
955
162
794
0.0182
180
1.29
0.09
960
171
788
0.0181
190
1.23
0.08
966
181
785
0.0180
200
1.17
0.08
967
190
777
0.0178
Required Storage Volume: 794 W
0.0182 acre-ft
ODELL'S EXPANSION 2
Proposed West Detention Pond - Stage/Storage
LOCATION: ODELLS EXPANSION 2 WEST POND
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED BY: NORTH STAR DESIGN, INC.
DATE: 3/27/02
V= 1 /3 d( A+ B+ sgrt(A'B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Water Quality Volume Required = 0 CF
Detention Volume Required = .11194 CF 10,400+794
Total Volume Required = 11194 CF
100 YR WSEL
Stage
(ft)
Surface
Area
(ft`)
Incremental
Storage
(ft)
Total
Storage
(ft')
40.0
0
40.5
640
107
107
41.0
2130
656
763
41.5
5350
1809
2572
42.0
9350
3629
6201
42.5
12010
5326
11527
43.0
15560
6873
18401
detenticn.xls
ODELL'S EXPANSION 2
West Detention Pond Outlet Sizing
(100 yr event)
LOCATION: ODELLS EXPANSION 2 WEST POND
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED BY: North Star Design
DATE: 3/26/02
Submerged Orifice Outlet:
' release rate is described by the orifice equation,
Qo = C,A, sqrt( 2g(h-E,))
where Qo = orifice outflow (cfs)
' Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (ft`)
Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
Pond Outlet
Q. = 0.90 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 39.90 ft
' Eo = 40.10 ft
h = 42.50 ft - WSEL
Co = 0.61
' solve for effective area of orifice using the orifice equation
A. = 0.119 ft`
' = 17.1 in`
orifice dia. = d = 4.66 in
' Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/ D = 0.39
kinematic viscosity, v = 1.22E-05 ftz/s
Reynolds no. = Red = 4Q/(ndv) = 2.42E+05
' Co = (K in figure) = 62 check
Use d = 4.5 in
Ao = 0.110 ft` = 15.90 in
Qmax = 0.84 cfs
' detention.xls
ODELL'S WEST POND OUTLET PIPE
Worksheet for Circular Channel
Project Description
Project File
d:\haestad\fmw\culvert.fm2
Worksheet
CULVERT
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
' Input Data
Mannings Coefficient 0.009
Channel Slope 0.004000 ft/ft
Diameter 12.00 in
' Discharge 0.90 cfs ¢-- et�T F:p M
Results
0�
Depth
0.36 ft
Flow Area
0.25 ftz
'
Wetted Perimeter
1.29 ft
Top Width
0.96 ft
Critical Depth
0.40 ft
Percent Full
35.95
'
Critical Slope
0.002754 ft/ft
Velocity
3.54 ft/s
Velocity Head
0.19 ft
'
Specific Energy
0.55 ft
Froude Number
1.21
Maximum Discharge
3.50 cfs
'
Full Flow Capacity
3.25 cfs
Full Flow Slope
0.000306 ft/ft
Flow is supercritical.
'03/28/02
09:24:47 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
ODELL'S EXPANSION 2
West Emergency Overflow Spillway Sizing
LOCATION: ODELLS EXPANSION 2 WEST POND
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED BY: North Star Design
DATE: 3/26/02
Equation for flow over weir
top of berm
Q = CLH3'2 i apiVl elevation
where C = weir coefficient = 3.1 _�
H = overflow height
L = length of the weir 0 100 yr WSEL
Spillway will be designed with max 0.5 ft flow depth, H = 0.3 ft
Size the spillway assuming that the pond outlet is completely clogged. .
Q (100) =
6.0
cfs
Spill elev =
42.50
ft
Min top of berm elev.=
43.00
Weir length required:
L=
12
ft
Use L =
15
ft
v =
1.08
ft/s
(FROM SHEAR REPORT) .
100 yr WSEL = 42.50 ft
detentionAs
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MINIMUM ADDITIONAL EAST DETENTION VOLUME REQUIRED
FAA METHOD
(100-YEAR)
LOCATION: ODELL'S ADDITIONAL EAST POND (7 PARKING SPACES)
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED.BY: North Star Design
DATE: 3/26/02
Equations: A trib. To pond = 0.028 acre 7 parking spaces
Qo = CIA C (100) = 1.000
Vi = T C I A= T Qo Developed C A= 0.028 acre
Vo =K QPo T QPo = 0.021 cfs (0.76 cfs/acre)
S=Vi -Vo K= 1 (from fig2.1)
Rainfall intensity from City of Fort Collins OF Curve
Storm
Duration, T
(min)
Rainfall
Intensity, I
(in/hr)
Qo
(cfs)
Vol. in
Vi
(ft)
Vol. Out
Vo
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
0.27
82
6
76
0.0017
10
7.72
0.21
128
13
115
0.0026
15
6.52
0.18
162
19
143
0.0033
20
5.60
0.15
185
25
160
0.0037
25
4.98
0.14
206
31
174
0.0040
30
4.52
0.12
224
38
186
0.0043
35
4.08
0.11
236
44
192
0.0044
40
3.74
0.10
247
50
197
0.0045
45
3.46
0.10
257
57
201
0.0046
50
3.23
0.09
267
63
204
0.0047
55
3.03
0.08
275
1 69
206
10.0047
60
2.86
0.08
284
75
208
0.0048
65
2.73
0.08
293
82
212
0.0049
70
2.60
0.07
301
88
213
0.0049
75
2.47
0.07
306
94
212
0.0049
80
2.34
0.06
309
100
209
0.0048
85
2.25
0.06
316
107
209
0.0048
90
2.16
0.06
321
113
208
0.0048
95
2.07
0.06
325
119
206
0.0047
100
1.99
0.05
329
126
203
0.0047
Required Storage Volume: 213 W
0.0049 acre-ft
3/26/02
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LOCATION: Odell Brewery Expansion 2
ITEM: East Water Quality Pond Sizing
COMPUTATIONS BY: MPO
SUBMITTED BY: North Star Design, Inc
From Urban Strom Drainage Criferial Manual, March 1969
(Referenced figures are attached in Appendix D)
Use 40-hour brim -full volume drain time for extended detention basin
Water Quality Capture Volume = WQCV = (required storage/12)'(tributary drainage area)
MAJOR
BASIN
Trib.
area
(ac)
% Imperv.
Req. Storage
(in: of runoff)
from Fig. 5.1
WQCV
(CF)
DwQ
(ft)
req. vol
WQCV "1.2
(ac-ft)
req. area/row
(in'/row)
from Fig. 5-3
EAST POND PARKING
0.50
100.0
0.5
900
1.00
1080
0.15
WQ'outlet sizing for pond 1
From Figure 5,
for 7/16 in. hole diameter
Area of hole =
0.15 in
# of columns =
1
Area provided/row =
0.15 inz
Area Required/row =
0.15 in
Use 1 columns of 7116" diam holes
WQVOL.xls
1
1
1
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1
1
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1
1
1
1
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detention.xls
ODELL'S EXPANSION 2
Proposed East Detention / Water Quality Pond - Stage/Storage
LOCATION: ODELLS EXPANSION 2 EAST POND
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED BY: NORTH STAR DESIGN, INC. °
DATE: 3/28/02
V=1/3d(A+B+sgrt(A"B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Water Quality Volume Required = 1080 CF
Detention Volume Required = 8670 CF (8457+213) _
Total Volume Required = 9750 CF
WQ ELE\
100 YR WSEL
Stage
(ft)
Surface
Area
(ft`)
Incremental
Storage
Total
Storage
39.1
0
39.5
380
51
51
40.0
1080
350
401
40.45
1836
649
1049
40.5
1920
740
1141
41.0
2920
1201
2342
41.5
3930
1706
4048
42.0
6300
2534
6583
42.4
10284
3284
9867
42.5
11280
1078
10945
ODELL'S EXPANSION 2
' East Detention Pond Outlet Sizing
(100 yr event)
LOCATION: ODELLS EXPANSION 2 EAST POND
PROJECT NO: 114-23
COMPUTATIONS BY: MPO
SUBMITTED BY: North Star Design
DATE: 3/26/02
Submerged Orifice Outlet:
release rate is described by the orifice equation,
% = C.A. sgrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.20 ft/s
Ao = effective area of the orifice (ft`)
Eo = geometric center elevation of the orifice (ft)
h = water surface elevation (ft)
Pond Outlet
�+ Qo = 1.40 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 39.10 It
Eo = 39.33 ft
h= 42.40 ft -WSEL
Co = 0.62
solve for effective area of orifice using the orifice equation
Ao = 0.161 ft`
= 23.1 in`
orifice dia. = d = 5.43 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering)
d/ D = 0.45
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(?cdv) = 3.23E+05
Co = (K in figure) = 0.62 check
Use d = 5.5 in
A o = 0.165 ft' = 23. 76 in
Qmax = 1.44 cfs
I
1�
detention.xls
ODELL'S EAST POND OUTLET PIPE
Worksheet for Circular Channel
Project Description
Project File
d:\haestad\fmw\culvert.fm2
Worksheet
CULVERT
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.009
Channel Slope 0.005700 ft/ft
. Diameter 12.0
Discharge 1.40 cf s ® FzOM StiF.A�
Results
Depth
0.42 ft O �
Flow Area
0.31 ft'
Wetted Perimeter
1.40 ft
Top Width
0.99 ft
Critical Depth
0.50 ft
Percent Full
41.50
Critical Slope
0.002945 ft/ft
Velocity
4.54 ft/s
Velocity Head
Specific Energy
0.32 ft
0.74 ft
Froude Number
1.43
Maximum Discharge
4.18 cfs
Full Flow Capacity
3.89 cfs
Full Flow Slope
0.000740 ft/ft
Flow is supercritical.
11
I
I�03/28/02 FlowMaster v5.15
09:25:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
ODELL'S EXPANSION 2
East Pond Emergency Overflow Spillway Sizing
LOCATION: ODELLS EXPANSION 2 EAST POND
PROJECT NO: 114-23
CONIPUTATIONS BY: MPO
SUBMITTED BY: North Star Design
DATE: 3/26/02
Equation for flow over weir _
top of berm
Q = CLH3rz
+
spill elevation
where C =weir coefficient = 3.1
L
H = overflow height
L = length of the weir
0 100 yr WSEL
Spillway will be designed with max 0.1 ft flow depth, H = 0.1 ft
Size the spillway assuming that the pond outlet is completely clogged.
Q =
3.0
cfs
Spill elev =
42.40
ft
Min top of berm elev.=
42.50
Weir length required:
L=
31
ft
Use L =
30
ft
v = 0.59 ft/s
100 yr WSEL = 42.40 ft
This spillway is shallow to provide for adequate detention volume which was
not provided in past reports. The spillway has a capacity of 2 times the
design discharge from the pond.
detentionAs
I
n 2231MsX4
FIGURES AND TABLES
1'
I
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1
DRAINAGE CRITERIA MANUAL N. 3)
A
0.
Ef
Le
9-1-1992
UDFCD
STORMWATER QUALITY MANAGEMENT
5
i
M
ntlo
time
Basi
(Dry)
1
1
K-Hour
Pon
rain
s (Wet)
lme
U eu Ju 40 50 60 70 80 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)
DRAINAGE CRITERIA MANUAL(V. 3)
0.6C
m
m 0.4C
m
v
E
> 0.2C
m
n
m
U
0.1C
C7
0.0E
0.04
D"OZ4
0.02
0.01
0.02
STRUCTURAL BMPs
mommmommip'Adrup'A"IrA
PA
m
EmrYVAN
VA
NINA
= 2 1 acre-feeti
WQCv -,- --,j
SOLUTION: Required Area per
rid, A
iA
MINEV54004112A
op'or
dF4A
ra
4
&JA'AIA
ENEWAAME
A
JJAEA
VAIAPAA
FEPJA
1 VJA
V4JJ
iAAAWA
PAF
rJEA
IN
I Ar
molmol
IN
1001011
WA
PA
PJA
10010111
0.04 0.06 0.10 0.20 0.40 0.60 1.0 2.0 4.0 6.0
Required Area per Row (in.2 )
Source: Douglas County Storm Drainage and Technical Cntada, 1986.
FIGURE 5-3. WATER QUALITY OUTLET SIZING: DRY EXTENDED DETENTION
BASIN WITH A 40-HOUR DRAIN TIME OF THE CAPTURE VOLUME
Rev. 3-1-1994
UDFCD
280
S Closed Conduit Floes ...
Ree_Ivr2g&h do
v�
K
.ter ,M. IO} I 10°
1.2
_ Rey _ 4Q
ads,
0
Figure 5-21 Flow coefficient K and Rea/K versus the
Reynolds number for orifices, nozzles,
and venturi meters (20, 23)
top scale with the slanted lines to determine K for given values of d, D, Oh and
v. With K, we can then solve for Q from Eq. (5-31).
The literature on orifice flow contains many discussions concerning the
optimum placement of pressure taps on both the upstream and' downstream
side of the orifice. The data given in Fig. 5-21 are for "corner taps." That is, on
the upstream side, the pressure readings were taken immediately upstream of
the plate orifice (at the corner of the orifice plate and the pipe wall), and the
downstream tap was at a similar downstream location: However, pressure data
from flange taps (1 in. upstream and 1 in. downstream) and from the taps shown
is Fig. 5-19 all yield virtually the same values for K—the differences are no
greater than the deviations involved in reading Fig. 5-21.`
0 For more precise values of K with specific types of taps, see the ASMF report on fluid meters (20).
I
1
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11
I
i
1
I
I
[I
I
APPENDIX D
EXCERPTS FROM PREVIOUS REPORTS
ro
!J
10,
SHEAR
Final Drainage and Erosion Control Report
for
ODELL BREWING COMPANY EXPANSION
Fort Collins, Colorado
Prepared for:
Odell Brewing Company
800 East Lincoln Avenue
Fort Collins, Colorado 80524
Prepared by:
Shear Engineering Corporation
Project No: 1485-01-95
Date: September, 1995
/a,/. c !'..II r•o� Cnlrr 12 6r Cnllinc Cr) RW;??) (970) 226-:;:�44' FAX (970) 282-0� 1 1
I
I
I
UI
P
September 29, 1995 SHEAR
ENGQiEEAING '
Project No: 1485-01-95 enxeoAnTunr
Basil Hamdan 00,00
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Odell Brewing Company Expansion; Fort Collins, Colorado
Dear Basil,
Enclosed, please find the Final Drainage and Erosion Control Report for the Odell Brewing
Company Expansion. The hydrology data and the hydraulic analysis presented in this report
complies with the requirements of the City of Fort Collins Storm Drainage Criteria Manual;
dated March, 1984, and the Erosion Control Reference Manual.
The Report and Plans have been revised according to your comments dated August 14, 1995.
If you have any questions or comments, please call me or Mark Oberschmidt at 226-5334.
Shear Engineering Corporation
BWS / meo
cc: Doug and Wynne Odell
11
4836 S. Colle-e, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 FAX (970) 282-0311
I
Page 1
Final Drainage and Erosion Control Report
Project No: 1485-01-95
I. GENERAL LOCATION AND DESCRIPTION:
A. Location
1. The proposed Odell Brewing Company Expansion is located in the northeast 1/4 of
Section 12, T7N, R69W of the 6th P.M., Fort Collins, Colorado.
' 2. More specifically, it is located at 800 East Lincoln Avenue. The project site is
located in the northeast section of Old Town Fort Collins near the Poudre Rivcr.
1 3. The site is bounded on the south (across the street) by Link-n-Greens golf course, on
the east by Fort Collins Monument and Stone, on the west by single family residential'
development along Third Street, and on the north by vacant land.
4. The site is within the Poudre River floodplain. The. projected elevation of .the 100-
year flood, as shown on the recently revised City of Fort Collins Flood Insurance
Rate Map dated March 31, 1995 and endorsed by the Federal Emergency
Management Agency (FEMA), varies across the site from west to east from-4945 feet
to 4943.5 feet respectively. This revised map was provided by the Stormwater
Utility.
B. Description of Property
1. There is an existing 8000 square foot brewery and retail store on the 1.94 acre site
(Lot 1, Subdivision plat of Odell Brewing Company). The brewery was built in 1994
and includes parking and loading areas. Detention was also provided.
2. The proposed expansion will consist of a 10,500 square foot addition to the existing
building.
' 3. The site is located on Lot 1 of a 2 lot subdivision which was done as part of the
original development of the Odell Brewing Company project. It is our understanding
that lot 2 will not be developed at this time. It is our understanding that both lots are
owned by the Odell Brewing Company.
IL DRAINAGE BASINS AND SUB -BASINS:
A. Major Basin Description
1. The site is located within the Old Town Basin as defined on the City of Fort Collins
' Master Stormwater Basin Map.
a. The Basin fee rate for this basin is $4,150.00 per gross acre according to the
development fee section of the City of Fort Collins Development Manual. It is
our understanding that this may be reduced if detention is provided.
2. The flow pattern of this portion of Old Town Basin is generally easterly and southerly
to the Cache La Poudre River. It is highly channelized as it is almost completely
developed. Street and roadside ditches are the primary means of stormwater
conveyance at this time.
Page 2
Final Drainage and Erosion Control Report
Project No: 1485-01-95
rII. DRAINAGE BASINS AND SUB -BASINS:
' A. Major Basin Description (continued)
3. It is our understanding, that there is no Master Drainage Plan presently in place for
' this area.
4. There are no irrigation facilities located on site or within 100' of the site.
' B. Sub -Basin Description
1. Runoff from the site flows to the east and southeast in an open ditch along the north
side of East Lincoln Avenue. The ditch discharges into Dry Creek which in turn
conveys the runoff to the Cache la Poudre River.
2. The site has approximately four (4') feet of relief from west to east in lot 1.
3. The proposed grading around the building will amend the two, (2) existing defined
sub -basins defined by Water, Waste and Land Inc. (WWL) in the original drainage
report for the Odell Brewing Company site. The sub -basins are on the east and west
sides of the building (Sub -basins Ie and Iw). Lot 2 is located in Sub -basin Iw.
Runoff from both Sub -basins will be routed through the detention ponds and out to
the ditch on the north side of East Lincoln Avenue.
4. A small portion of the existing site (0.07 acres) drains directly into the ditch along the
' north side of East Lincoln Avenue. This was approved with the original and the
amended report.
M. DRAINAGE DESIGN CRITERIA:
A. Regulations
1. Design Criteria from the City of Fort Collins Storm Drainage Design Criteria Manual
and options for storm drainage improvements discussed by the City of Fort Collins
were considered.
B. Development Criteria Reference and Constraints
1. There are plans for widening East Lincoln and installing sidewalk on both sides of the
street. This widening will also require the installation of storm sewer infrastructure.
The storm sewer will replace the existing ditch along the north side of East Lincoln
Avenue. It is our understanding, that these improvements will not happen in the
immediate future.
2. There are two (2) existing detention ponds on the site that were constructed with the
existing brewery in 1994. The existing outlets from the ponds convey stormwater
runoff into a ditch along the north side of East Lincoln Avenue. These outlets will
require modifications when the street widening is done.
Page 3
Final Drainage and Erosion Control Report
Project No: 1485-01-95
' M. DRAINAGE DESIGN CRITERIA:
B. Development Criteria Reference and Constraints (continued)
3. Detention is required in Old Town Basin. Detention ponds which were constructed
with the original brewery will be expanded as necessary to facilitate the increase in
runoff created by the expansion of the brewery. When Lot 2 to the west is developed,
the pond on the west side of lot 1 will require further expansion. Easements are
' provided for this purpose.
4. During the approval process for the original brewery located on lot 1, it was decided
that detention volumes would only be designed to accommodate the development of
lot 1. Refer to the The Odell.Brewery Site - Amendment No. 1 to the Final Approved
(3/11/94) Drainage and Erosion Control Report Dated May 9, 1994 (included in
Appendix H of this report for reference). Therefore, the required pond size was
reduced from that which was indicated in the original approved drainage report for
' the site. The change is listed in the table below. It must be noted here that there was
an inconsistent use of units defining the required storage volume and the as -built
storage volume of the two (2) detention ponds between the letter of the report and the
calculations. This consisted of the use of cubic yards in the letter and cubic feet in the
calculations. We have determined that the correct unit for the storage volume of the
detention ponds is cubic feet.
REQUIRED VOLUME IN DETENTION PONDS
'
East Pond
cubic feet
West Pond
cubic feet
Original report 4,535
23,379
Amended report 4,535
10,400
'
VOLUME PROVIDED IN PONDS PER AS-BUILTS
4,591 11,093
C. Hydrological Criteria
1. The detention pond volumes were analyzed utilizing the same assumptions that were
used in the original and amended reports by Water, Waste and Land Inc. The
maximum allowable release rate is based on the peak 2-year 'flow for historic
conditions as per the requirements of the Stormwater Utility and determined by
WWL.
' 2. Revised detention pond volumes were determined using the Mass Diagram Method
(Cumulative Runoff Method). The maximum allowable release rate is based on the
peak 2-year flow for historic conditions which was provided by Water, Waste and
Land Inc. in the original report for the Odell Brewing Company.
Page 4
Final Drainage and Erosion Control Report
Project No: 1485-01-95
' M. DRAINAGE DESIGN CRITERIA:
' D. Hydraulic Criteria
1. Storm sewer and drainage channel capacities were based on the Mannings Equation.
The Mannings coefficients are as suggested by the City of Fort Collins Storm
Drainage Criteria Manual.
IV. DRAINAGE FACILITY DESIGN:
' A. General Concept
1. The grading will create a high point at the rear of the proposed expansion (north side
of the site). This high point along with the planned roof patterns will create a ridge
running north to south through the property. Stormwater will be conveyed east and
west from the ridge via overland and gutter flow.
16 2. Detention was provided with the original site development. Additional storage
volume is required with the proposed expansion.
B. Specific Details
1. The existing easternmost detention pond is situated on the east side of the access
drive to the site. The following design data for the initial Odell Brewing Company
site design was obtained from The Odell Brewery Site - Amendment No. 1 to the
Final Approved (3/11/94) Drainage and Erosion Control Report, Dated May 9, 1994;
artd•as-built information regarding the east detention pond.
a. The required volume for the existing east detention pond (for initial design
considerations) was determined to be 4535 cubic feet based on a total contributing
area of 1.24 acres. The total available storage volume in the existing east pond is
4591 cubic feet.
b. The maximum allowable release rate from the east pond is 0.90 cubic feet per
second. The historic peak flow for the 2-year storm is used as the maximum
allowable release rate from the east detention pond. Refer to pages 5 - 7 of WWL
calculations in Appendix III
' c. The top of the east pond is at an elevation of 42.50 feet.
2. The existing westernmost detention pond is situated on the west side of the access
' drive to the site. The following data was taken from The Odell Brewery Site -
Amendment No. 1 to the .Final Approved (3/11/94) Drainage and Erosion Control
Report, Dated May 9, 1994 and as -built information regarding the west detention
pond.
i
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Page 5
Final Drainage and Erosion Control Report
Project No: 1485-01-95
' IV. DRAINAGE FACILITY DESIGN:
B. Specific Details (continued)
a. The required volume for the west detention pond (for initial design
I considerations) is 10,400 cubic feet based on a total contributing area of 3.78
acres. This includes Lot 2 which is undeveloped at this time. The total available
storage volume in the west pond is 11093 cubic feet.
I i. Future expansion of the west pond will be required when lot 2 is
developed.
b. The maximum allowable release rate from the west pond is 0.9 cubic feet per
second. The historic peak flow for the 2-year storm is used as the release rate
from the detention pond. Refer to pages 5 - 7 of WWL calculations in Appendix
c The top of the west pond is at an elevation of 42.50 feet.
3. The outfalls for the detention ponds will not be modified with this project.
4. The expansion of the brewery will require additional detention volume in the east
' pond only. Refer to pages 1-4 of the calculations in Appendix I for comparison of 'C'
factors for the existing site and the site after the expansion. Refer to pages 5-6 of the
calculations in Appendix I for the determination of detention volumes required due to
' the expansion. Refer to page 7 of the calculations in Appendix I for the volume
provided in the east pond. The following table summarizes detention requirements
for site.
DETENTION POND SUMMARY
East Pond.
West Pond
'
cubic feet
cubic feet
Original approved report .
4,535
23,379
Amended approved report
4,535
10,400
Volume provide in ponds per As-Builts
4,591
11,093
'
Required due to
4,974
11,059
pond volume expansion
Additional volume required in ponds
383
none
Total volume provided in ponds
7,724
11,093
There is approximately 0.50' of freeboard available
Page 6
Final Drainage and Erosion Control Report
Project No: 1485-01-95
' V. EROSION CONTROL:
A. General Concept
1. Erosion control measures are identified on the Master Drainage and Erosion Control
plan.
a. Maintenance of erosion control devices will remain the responsibility of the
' owner until the project is complete.
B. Specific Details
1. Haybale dikes will be provided at the detention pond outlet structures only.
2. The site is generally self contained with all developed flows being conveyed to the
detention ponds. Therefore, no other erosion control provisions are necessary.
VI. EROSION CONTROL SECURITY DEPOSIT:
A. An erosion control security deposit is required in accordance with City of Fort Collins
policy (Chapter 7, Section C : SECURITY; page 7.23 of the City of Fort Collins
Development Manual). In no instance shall the amount of the security be less than
$1000.00.
1. According to current City of Fort Collins policy, the erosion control security deposit
is figured based on the larger amount of 1.5 times the estimated cost of installing
the approved erosion control measures or 1.5 times the cost to re -vegetate the
anticipated area to be disturbed by construction activity.
i The cost to install the proposed erosion control measures is approximately
$250.00. Refer to the cost estimate attached in Appendix I. 1.5 times to install
the erosion control measures is $375.00.
ii. Based on current data provided by the City of Fort Collins Storm Water Utility,
' and based on an actual anticipated net affected area which will be disturbed by
construction activity (approximately 0.5 acres), we estimate that the cost to re -
vegetate the disturbed area will be $ 650.00 ($1,300.00 per acre x 0.5 acres).
1.5 times the cost to re -vegetate the disturbed area is $975.00. The $1300.00
per acre for re -seeding sites of less than 1.0 acres was quoted to us by the City
of Fort Collins Stormwater Utility staff.
' 2. The erosion control security deposit amount required for this project will be
$1,000.00. See the Erosion Control Security Deposit Requirements document
located in Appendix IV.
3. The erosion control security deposit is reimbursable. No deposit will be required at
this time, since the deposit from the initial project has never been reimbursed to the
owner.
Page 7
Final Drainage and Erosion Control Report
Project No: 1485-01-95
' VII. VARIANCE FROM CITY STANDARDS
' A. Variance from City of Fort Collins requirements
1. No variances from the City of Fort Collins Stormwater Utility standards are requested for
' this project.
' VII. CONCLUSIONS:
A. Compliance with Standards
' 1. All drainage analysis has been performed according to the requirements of the City of
Fort Collins Storm Drainage Criteria Manual.
2. Proposed drainage improvements generally conform with the recommendations of the
City of Fort Collins Master Drainage Plan and the original drainage and erosion
control report for this project site.
3. Proposed erosion control measures generally conform with the recommendations of
the City of Fort Collins standards.
B. Drainage Concept
1. The proposed drainage design for the Odell Brewing Company expansion is effective
' for the control of storm runoff with absolutely no downstream effects.
2. The proposed drainage design for the Odell Brewing Company expansion will have
absolutely no effect on City of Fort Collins Master Drainage Plan recommendations.
IX. REFERENCES:
1. City of Fort Collins "Storm Drainage Design Criteria and Construction Standards';
May, 1984
' 2. City of Fort Collins "Erosion Control Reference Manual"; January, 1991
3. Drainage and Erosion Control Report for Odell Brewery Site; Prepared by Water,
' Waste & Land, Inc.; Project No. 404.2; Dated March 1, 1994; Approved 3/11/94
4. The Odell Brewery Site - Amendment No. 1 to the Final Approved (3/11/94)
Drainage and Erosion Control Report; Dated May 9, 1994; Approved 6/13/94
1
1
APPENDIX I
Drainage Calculations
Erosion Control Calculations
[1
11
FLOW SUMMARY FOR ODELL'S BREWERY EXPANSION
DESIGN CONTRIBUTING AREA C2 C10 C100 Tc Tc 12 I10 I100 Q2 Q10 Q100 DESIGN
POINT SUB 2,10 100
BASIN(S) ac. min. min iph iph iph cfs cfs CEB
rrr rrrrrrrr+rrrr+r++rrrrerrrr»rrrrrrrwrrtrrr•rrrr rrtrrwrrrrr rr rrr rrr r♦+wtrrwtrrrrrrrrr rr rrrrrrrrrrrrr
E Ie 1.18 0.66 0.66 0.83 10.00 10.00 2.54 4.45 7.14 1.98 3.47 6.99 DST POND
W 1W 3.84 0.29 0.29 0.36 34.50 33.00 1.34 2.40 3.97 1.49 2.67 5.488 DST POND
STREET Io 0.07 0.73 0.73 0.91 5.00 5.00 3.29 5.64 9.30 0.17 0.29 0.592 UNDETAINED
THESE FLOWS ARE FOR REFERENCE ONLY. ALL DETENTION CALCULATIONS ARE BASED ON
CUHP METHOD. REFER TO PAGES 5 AND 6 OF CALCULATIONS IN REPORT
1
1
i
1
1
1
1
1
1
1
1
1
1
1
1
M
1
SHEAR ENGINE&RING CORPORATION
EXISTING CONDITIONS
COMPOSITE 'C' FACTOR FOR EAST BASIN
PAGE 1
PROJECT :ODELL'S MICRO -BREWERY EXPANSION
PROJ.NO. :1485-01-95 DATE: 07/22/95
LOCATION :800 E LINCOLN BY: MHO
FILE :ODELCOEF
NOTES :PRIOR TO EXPANSION
RUNOFF
SURFACE COEF.
CHARACTERISTICS AREA C C*A
(acres)
STREETS
ASPHALT 0.080 0.950 0.076
CONCRETE 0.000 0.950 0.000
GRAVEL 0.220 0.500 0.110
ROOPS 0.120 0.950 0.114
LAWNS SANDY SOIL
FLAT < 24 0.000 0.100 0.000
AVERAGE 2 - 7% 0.000 0.150 0.000
STEEP > 7% 0.000 0.200 0.000
LAWNS HEAVY SOIL
FLAT < 21k 0.290 0.200 0.058
AVERAGE 2 - 74 0.530 0.250 0.133
STEEP >-7% 0.000 0.350 0.000
TOTAL AREA 1.240 0.491
C2 C10 C100
COMPOSITE C VALUE 0.396 0.396 0.494
USE 0.4 0.4 0.5
CONCLUDE: COMPARE WITH 'C' FACTOR BY WWL FOR ORIGINAL DEVELOPMENT PLAN
C2 & C10 = 0.34
C100 0.43
HISTORIC CONDITIONS PRIOR TO ANY BUILDING
C2 & C10 = 0.2
C100 = 0.25
1
SHEAR ENGINEERING CORPORATION
DEVELOPED CONDITIONS
COMPOSITE 'C' FACTOR FOR EAST BASIN
PAGE 2
1 PROJECT :ODELL'S MICRO -BREWERY EXPANSION
PROJ.NO. :1485-01-9$ DATE: 09/06/95
LOCATION :800 E LINCOLN BY: MEO
FILE :ODELCOEF
NOTES :POST EXPANSION
' RUNOFF
SURFACE COST.
CHARACTERISTICS AREA C C+A
(acres)
STREETS
ASPHALT 0.430 0.950 0.409
CONCRETE 0.070 0.950 0.067
GRAVEL 0.000 0.500 0.000
ROOPS 0.210 0.950 0.200
LAWNS SANDY SOIL
' FLAT < 24 0.000 0.100 0.000
AVERAGE 2 - 7% 0.000 0.150 0.000
STEEP > 7% 0.000 0.200 0.000
' LAWNS HEAVY SOIL
FLAT < 21, 0.240 0.200 0.048
AVERAGE 2 - 73 0.230 0.250 0.058
STEEP > 74 0.000 0.350 0.000
TOTAL AREA 1.180 0.780
tC2 C10 C100
COMPOSITE C VALUE 0.661 0.661 0.826
' USfi 0.66 0.66 0.83
CONCLUDE: HISTORIC CONDITIONS PRIOR TO ANY BUILDING
C2 fi C10 0.2
C100 0.25
' EXISTING CONDI'
SHEAR ENGINEERING CORPORATION
NS
COMPOSITE 'Cl FACTOR FOR WEST BASIN
PAGE 3
PROTECT :ODSLL'S MICRO-BRSWERY EXPANSION
PROT.NO. :1485-01-95 DATE: 07/22/95
LOCATION :800 8 LINCOLN BY: MEO
PILE :ODBLCOEF
NOTES :PRIOR TO EXPANSION
RUNOFF
SURFACE CORP.
CHARACTERISTICS AREA C C*A
(acres)
STREETS
ASPHALT 0.000 0.950 0.000
CONCRETE 0.000 0.950 0.000
GRAVEL 0.000 0.500 0.000
LOT 2 - 2 1.550 0.200 0.310
ROOPS 1 0.290 0.950 0.276
LAWNS SANDY SOIL
FLAT < 2% - 0.000 0.100 0.000
AVERAGE 2 - 73 0.000 0.150 0.000
STEEP > 7% 0.000 0.200 0.000
LAWNS HEAVY SOIL
PLAT < 2. 1.070 0.200 0.214
AVERAGE 2 - 7% 0.870 0.250 0.218
STEEP > 74 0.000 0.350 0.000
' TOTAL AREA 3.780 1.017
C2 CIO C100
COMPOSITE C VALUE 0.269 0.269 0.336
USE 0.27 0.27 0.34
' NOTES: 1 - ROOF INCLUDES 0.17 AC FROM HOUSES ON 3RD ST
2 - C FACTOR FOR LOT 2 IS TAKEN FROM TABLE 3-3
LAWNS ,HEAVY SOIL, PLAT < 2%
' HISTORIC CONDITIONS PRIOR TO ANY BUILDING
C2 & CIO 0.2
C100 = 0.25
SHEAR ENGINEERING CORPORATION
DEVELOPED CONDITIONS
'
COMPOSITE 'C' FACTOR FOR WEST BASIN
PAGE 4
PROJECT :ODELL'S MICRO -BREWERY EXPANSION
PROJ.NO. :1485-01-95 DATE: 07/22/95
LOCATION :800 B LINCOLN BY: MBO
FILE :ODELCOEF
NOTES :POST EXPANSION
'
RUNOPP
SURFACE
COBF.
CHARACTERISTICS
AREA C C+A
'
(acres)
STREETS
ASPHALT
0.000 0.950 0.000
'
CONCRETE
0.000 0.950 0.000
GRAVEL
0.000 0.500 0.000 .
LOT 2 - 2
1.550 0.200 0.310
ROOFS-1
0.390 0.950 0.371
'
LAWNS SANDY SOIL
_
FLAT < 2%
0.000 0.100 0.000
AVERAGE 2 - 7t
0.000 0.150 0.000 -
STEEP > 7t
0.000 0.200 0.000
LAWNS HEAVY SOIL
FLAT < 21%
1.100 0.200 0.220
AVERAGE 2 - 7t
0.800 0.250 0.200
STEEP > 7t
0.000 0.350 0.000
'
TOTAL AREA
3.840 1.101
C2 C10 C100
COMPOSITE C VALUE 0.287 0.287 0.358
USE
0.29 0.29 0.36
EX. CONDITIONS
0.27 0.27 0.34
NOTES:
1 - ROOF INCLUDES 0.17 AC FROM HOUSES ON 3RD ST
'
2 - C FACTOR FOR LOT 2 IS TAKEN FROM TABLE 3-3
LAWNS ,HEAVY SOIL, FLAT < 2%
HISTORIC CONDITIONS PRIOR TO ANY BUILDING
C2 & C10 = 0.2
C100 0.25
CONCLUDE:
NEGLIBLE INCREASE IN IMPERVIOUSNESS WILL INCREASE POND
VOLUME REQUIREMENT VERY LITTLE
1
1
1
1
1
1
1
1
1
i
r
SHEAR ENGINEERING CORPORATION
PAGE 5 DETENTION VOLUME REQUIRED FOR
EAST DETENTION POND
PROJECT: ODELLS EXPANSION DATE: 0910619S
PROJ.NO. 1485-01-95
PILE: OD13LCUHP BY MHO
CUMULATIVE RUNOFF METHOD
FOR
SIZING DETENTION PONDS
DESIGN STORM: 100 YEAR RUNOFF COEFFICIENT 0.83
RELEASE RATE: 0.90 CPS AREA: 1.18 ACRES
TAKEN FROM CALCULATIONS BY WWL SEE PAGES 5 - 7 ATTACHED
INITIAL TIME: 5 MINUTES
TIME INCREMENT: 5 MINUTES
INFLOW INFLOW RELEASE STORAGE STORAGE
TIME TIME INTENSITY RATE VOLUME VOLUME VOLUME VOLUME
min sec iph cfs cf cf cf ac-ft
rrrrrrrrxrrrrxr r. xrrrrrrrrrrr rr rrrrr•rrrrtr rtrrr rrxrrrr♦rrrrrr rrsrrrrrrr
5 300 9.30 9.11 2732.5 270.0 2462.E 0.06
10 600 7.14 6.99 4195.7 540.0 365S.7 0.08
15 900 6.06 S.94 S341.6 810.0 4531.6 0.10
20 1200 5.21 5.10 6123.2 1080.0 5043.2 0.12
25 1500 4.63 4.S3 6801.9 1350.0 S451.9 0.13
30 1800 4.20 4.11 7404.3 1620.0 57B4.3 0.13
35 2100 3.81 3.73 7836.2 1B90.0 5946.2 0.14
40 2400 3.02 2.96 7098.7 2160.0 4938.7 0.11
45 2700 2.80 2.74 7404.3 2430.0 4974.3 0.11
50 3000 2.60 2.5S 7639.3 2700.0 4939.3 0.11
55 3300 2.43 2.38 7853:8 2970.0 4883.8 0.11
60 3600 2.30 2.25 8109.4 3240.0 4869.4 0.11
65 3900 2.17 2.13 8268.7 3510.0 4778.7 0.11
♦rrrrrrtrrrrrrr.rrrrr.rrrtr»trrrrrxr rx rrrrrra rrtrtxrx•rrrrrxtrrrr rrrxr
DETENTION VOLUME REQUIRED = 5946.18 cf > VOLUME REQUIRED WITH ORIGINAL
BUILDING = 453S cf
SHEAR ENGINEERING CORPORATION
PAGE 6
DETENTION VOLUME REQUIRED FOR
WEST DETENTION POND
'
PROJECT: ODELLS EXPANSION
DATE: 07/22/95
PROJ.NO. 1485-01-96
'
FILE: ODELCUHP
BY HBO
CUMULATIVE RUNOFF METHOD
'FOR
SIZING DETENTION PONDS
DESIGN STORM: 100
YEAR RUNOFF COEFFICIENT 0.36
'
RELEASE RATE: 0.90
CPS AREA: 3.84
ACRES
INITIAL TIME: 5
MINUTES
'
TIME INCREMENT: 5
MINUTES
INFLOW INFLOW RELEASE STORAGE
STORAGE
TIME TIME INTENSITY RATS VOLUME VOLUME VOLUME
VOLUME
'
min Dec iph
cfe cf cf cf
ac-ft
rer+++++++rrr+++++++tr+rrrt•+rr++r rrtrrrrrerr rr+++rr+rtrrt rrrt++++r++»+
5 300 9.30
12.86 3856.9 270.0 3586.9
0.08
10 600 7.14
9.87 5922.2 540.0 5382.2
0.12
15 900 6.06
8.3E 7539.6 810.0 6729.6
0.15
20 1200 5.21
7.20 8642.8 1080.0 7562.8
0.17
25 1500 4.63
6.40 9600.E 1350.0 8250.8
0.19 .
'
30 1800 4.20
5.81 10450.9 1620.0 8830.9
0.20
35 2100 3.81
5.27 11060.6 1890.0 9170.6
0.21
40 2400 3.60
4.98 11943.9 2160.0 9783.9
0.22
'
45 2700 3.28
4.53 12242.5 2430.0 9812.5
0.23
50 3000 3.02
4.17 12524.5 2700.0 9824.5
0.23
55 3300 2.80
3.87 12773.4 2970.0 9803.4
0.23
'
60 3600 2.60
3.59 12939.3 3240.0 9699.3
0.22
65 3900 2.43
3.36 13101.0 3510.0 9591.0
0.22
70 4200 2.30
3.18 13354.0 3780.0 9574.0
0.22
75 4500 2.17
3.00 13499.1 4050.0 9449.1
0:22
'
80 4800 2.07
2.86 13735.5 4320.0 9415.5
0.22
85 5100 1.96
2.71 13818.5 4590.0 9228.5
0.21
'+++tr+•r+++rr++++rtr++.+++++t++rr+++++r++++rtrtrrr+++•+++++r+trrtrr+rr++
'
DETENTION VOLUME RBQUIRBD
9824.54 cf 4 VOLUME REQUIRED WITH ORIGINAL
BUILDING (10,400 cf)
'
COMPARE WITH VOLUME REQUIRED BY DETERMINING DIFFERENCE IN VOLUME BETWEEN
100 YEAR DEVELOPED AND 2 YEAR HISTORIC VOLUMES
USE SAME ASSUMPTIONS AS WWL - PAGE 3 OF CALCULATIONS BY WWL ATTACHED
Tc+ C+
Cf+ A. It -VOLUME
Dec
ac iph cf
DEVELOPED 7200 0.28
1.25 3.84 1.44 13934.6
HISTORIC 7200 0.20
1.00 3.84 0.52 2875.4
DEVELOPED VOLUME- HISTORIC
VOLUME = REQUIRED VOLUME - 11059.2
CONCLUDE:REQ'D VOLUME IN WEST POND PER PLAN BY WWL (cf) =
10400
REQ'D VOLUME IN WEST POND FOR EXPANSION (cf) =
11059
ASBUILT VOLUME IN
WEST POND (cf) = 11093 >
11059
'
NO ADDITIONAL STORAGE VOLUME REQUIRED.
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR EAST DETENTION POND
'
VOLUMBS
PAGE
7
PROJECT
:ODELLS MICRO-BREWBRY EXPANSION DATE:
09/06/95
PROJ. NO:1485-01-95
BY
MEO
LOCATION:800
E. LINCOLN PILE:
ODELLAVG
'
NOTES
:EXPANDED POND
'
CONSTANT:
65 - 1 SQ IN. FIRST EVEN CONTOUR 4939.5
FEET
INVERT
41939.43 FEET TOP ELEV
4942.5
FEET
INCREMENT 0.5 FOOT SCALE: 1.
= 30
FEET
rf rf rflr
rf ltriii riirlf rt filfllfr if111rrt llf lflrY
trl tf tf♦
ftltlftr
BLBV
PLANI- AREA AREA VOLUME CUM.
CUM.
CUM.
METER (Al) (A2) (V1) VOLUME
VOLUME
VOLUME
ft"
READING eq in sq ft cf cf
cy
ac-ft
effrf ef••frlrtrirrlrf!!fflr!!ef!!!tr!ltifrxr
rxftrrr!!!lf trtf!!tlttrtx
tei
4939.43
0 0.00 0 0 0
0
0.00
4939.5
27.08 0.42 375 13 13
0
0.00
40.5
2as 293
11
0.02
4940.5
97.79 1.50 1354 529 827
97.79 1.50 354 S29
31
0.02
4941
146.61 2.26 2030 846 1673
62
0.04
4941.5
228.8 3.52 3168 1299 2972
110
0.07
'
4942
312 4.80 4320 1872 4844
179
0.11
4942.5
520 8.00 7200 2880 7724
286
0.18
r!!frlflrlr!!f!!flrrlrrr!l
rrrrllflr•lrxf trerrf rf lfxlf»ilrr!lrrfrrllrtir
FORMULAE:AS=
(PLANIMETSR READING)/CONSTANT
A2- (A1)tSCALE SQUARED
VOLUME REQUIRED IN EAST POND (cf) = 5946 POST EXPANSION
ASBUILT
VOLUME IN EX. POND (c£) = 4722 REFER TO
ASBUILT
BY WWL
VOLUME IN EXPANDED POND (cf) = 7724
CONCLUDE:BXPANDED
POND VOLUME IS ADEQUATE
DEFINE MORE EASEMENT FOR EXPANDED POND
1
1
1
M
1
1
SHEAR ENGINEERING CORPORATION
PAGE 8 FLOW TO CONCENTRATION
POINT
E
FROM SUBBASIN Is
'
PROJECT: ODELL'S BREWERY EXPANSION
DATE
09/06/95
FILE: ODELRAT
PROD. NO.1485-01-95
NOTES:
BY
HBO
1
. _
AREA (A)= 1.190 ACRES ,
'
RUNOFF CORP. (C)
2 YEAR 10 YEAR 100
YEAR
C 0.66 0.66
0.83
SEE SPREAD SHEET ATTACHED ON PAGE 2
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME '(Ti)
'
=
LENGTH 65 FEET SLOPE 7.00 4
-
2 YEAR 10 YEAR 100
YEAR
C = 0.20 0.20
0.25
'
Ti (min)= 7.14 7.14
6.74
TRAVEL TIME (Tt)=L/(60*V) FLOW TYPE-
L (ft) = 75 S (;) = 2 GRASSED SWALE
V
(fps)
- 2.16
Tt(min)-
0.59
L (ft) = 155 S 1.2 GUTTER
V
(fps)
= 2.16
Tt(min)-
1.20
L (ft) = 120 S (i) = 0.5 VALLEY PAN
V
(fps)
= 1.5
Tt(min)=
1.33
'
L (ft) _? S (4) _? ?
L (ft) _? S (4) _? ?
V
V
(fps)
(fps)
_?
_?
Tt(min)=
Tt(min)=
0.00
0.00
L (ft) _? S (4) _? ?
V
(fps)
_?
Tt(min)-
0.00
L (ft) _? - S (}) _? ?
V
(fps)
_?
Tt(min)=
0.00
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL
TIME
(min)
3.11
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR 10 YEAR 100
YEAR
Tc (min)= 10.25 10.25
9.85
USE Tc = 10 10
10
'
INTENSITY (I) (iph)
2 YEAR 10 YEAR 100
YEAR
I = 2.54 4.45
7.14
'
NOTE: INTENSITIES TAKEN FROM FIGURE 3-1
RUNOFF (Q= CIA) (C£s)
2 YEAR 10 YEAR 100
YEAR
Q 1.98 3.47
-
6.99
CONCLUDE:FOR REFERENCE ONLY
P
c
SHEAR ENGINEERING
CORPORATION
PAGE 9
FLOW TO CONCENTRATION
POINT
W
FROM SUBBASIN
Iw
'
PROJECT: ODELL'S BREWERY EXPANSION
DATE
08/24/95
FILE: ODELRAT
PROJ. NO.1485-01-95
NOTES:
BY
MEO
AREA (A)= 3.840 ACRES
RUNOFF CORP. (C)
2 YEAR
10 YEAR
100
YEAR
c 0.29
0.29
0.36
'
SEE SPREAD SHEET ATTACHED
ON PAGE 4
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti)
'
LENGTH 280 FEET
SLOPE 0.70
4
2 YEAR
10 YEAR
100
YEAR
C = 0.20
0.20
0.25
'
Ti (min)- 31.68
31.68
29.92
TRAVEL TIME (It) -L/(60•V) FLOW TYPE
L (ft) 280 S (4)
= 1.00 GRASSED SWALE
V
(fps)
= 1.58
Tt(min)=
2.95
L (ft) _? S (4)
_? ?
V
(fps)
_?
Tt(min)-
0.00
L (ft) =? S (t)
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (i)
_? ?
V
(fps)
_?
Tt(min)=
0.00
'
L (ft) _? S (})
_? ?
V
(fps)
_?
Tt(min)=
0.00
L (ft) _? S (t)
_? ?
V
(fps)
_?
Tt(min)-
0.00
L (ft) _? S (t)
=7 ?
V
(fps)
_?
Tt(min)-
0.00
'
NOTE: ALL VELOCITIES TAKEN FROM FIGURE 3-2
TOTAL TRAVEL TIME
(min) =
2.95
Tc =Ti+TOTAL TRAVEL TIME
2 YEAR
10 YEAR
100
YEAR
Tc (min)= 34.63
34.63
32.87
USE Tc = 34.5
34.5
33
'
INTENSITY (I) (iph)
2 YEAR
10 YEAR
100
YEAR
1 = 1.34
2.40
3.97
'
NOTE: INTENSITIES TAKEN
FROM FIGURE
3-1
RUNOFF (Q= CIA) (cfe)
2 YEAR
10 YEAR
100
YEAR
'
Q 1.49
-
2.67
5.49
CONCLUDE:FOR REFERENCE ONLY
'
I
SHEAR ENGINEERING CORPORATION
PAGE 10 UNDETAINED FLOW TO STREET
FROM SUBBASIN Io
PROJECT: ODELL'S BREWERY EXPANSION DATE 08/24/95
FILE: ODELRAT PROD. NO.1485-01-95
NOTES: BY MEO
AREA (A)= 0.070 ACRES
RUNOFF COSP. (C)
2 YEAR 10 YEAR 100 YEAR
C = 0.73 0.73, 0.91
70U ASPHALT/ 30% GRASS FLAT HEAVY SOIL
TIME OF CONCENTRATION (Tc)
OVERLAND TRAVEL TIME (Ti) NOT APPLICABLE
LENGTH =7 FEET SLOPE _?
2 YEAR 10 YEAR 100 YEAR
C =? ? ?
Ti (min)= 0.00 0.00 0.00
TRAVEL TIME (Tt)=L/(60-V) FLOW TYPE .
L (ft) = 140 S (i) = 1 GUTTER
L (ft) _? S (4) _? ?
L (ft) _? S (i) _? ?
L (ft) _? S (4) _? ?
L (ft) _? S (t) _? ?
L (ft) _? S (t) _? ?
0
L (ft) _? S (4)
_?
RUNOFF (Q= CIA) (cfs)
= 2 YEAR 10 YEAR 100 YEAR
Q 0.17 0.29 0.59
' CONCLUDE:LESS THAN ALLOWABLE RELEASE RATE
10
V (fps) = 2
Tt(min)=
1.17
V (fps) _?
Tt(min)=
0.00
V (fps) _.
Tt(min)=
0.00
V (fps) _?
Tt(min)-
0.00
V (fps) _?
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
V (fps) _?
Tt(min)=
0.00
TOTAL TRAVEL TIME
(min) =
1.17,
i
Final Approved I o
a!e gsI
SHEAR
ENGINEERING
CGRPGRA 0
1
Amended
' Final Drainage and Erosion Control Report
' for
ODELL BREWING COMPANY EXPANSION
' and
FORT COLLINS MONUMENT AND STONE
'
Fort Collins, Colorado
Prepared for:
Stephen J. Miner
Fort Collins Monument and Stone
824 East Lincoln Avenue
'
Fort Collins, Colorado 80524
Prepared by:
Shear Engineering Corporation
Project No: 1485-01-95
Date: November, 1995
4836 S. College, Suite 12 Ft. Collins, CO 80525 (9 70) 226-5334 FAX (970) 282-031 1
I
1
1
1
i
1
1
1
1
1
1
1
1
a
1
4836 S. College, Suite 12
December 1, 1995
Project No: 1485-01-95
Basil Hamdan
City of Fort Collins Stormwater Utility
P.O. Box 580
Ft. Collins, Colorado 80522
Re: Odell Brewing Company Expansion & Fort Collins Monument and Stone;
Fort Collins, Colorado
Dear Basil,
This letter serves as the Amended Drainage and Erosion Control Report for the Odell Brewery
Expansion and the Fort Collins Monument and Stone sites.
The reason for this amended drainage report is that the owners of Fort Collins Monument and
Stone have ask to release stormwater from their site into the the east detention pond located on
the Odell Brewery property. The owners of the Odell Brewery property have consented to this
request.
The additional contributing area from the Fort Collins Monument and Stone site (0.67 acres)
increased the storage requirement for the east detention pond. The following table, summarizes
the storage information for the east detention pond.
Contributing Area Volume Required Volume Provided
cubic feet cubic feet
Odell Brewery Expansion (1.18 acres) 5946 7724
Odell Brewery & Fort Collins
Monument & Stone (1.85 acres) 8457 8683
A plan showing the vised g long with the appropriate calculations are attached for your
review. The mylars are o attache proval of the revision. We would appreciate a quick
turn around on this as both projects are unde onstruction at this time.
If you have any questions or comments, please
cc: Doug and Wynne Odell
Fort Collins Monument and Stone
Phil Robinson, Stewart & Associates
or Mark Oberschmidt at 226-5334.
w h a f- abovf re0T,9d <pradiA y
4Ur 9-a N L%ncol n ?
Ft. Collins, CO 80525 (970) 226-5334 FAX (970) '_32-0 11
I
LI
1
1
i
1
[1
1
1
1
1
'J
1
El
APPENDIX I
Drainage Calculations
I',
m
row ID 6-,, r4,s, Acpoft 4!� CUN\J1"r", f}AA-,kN(,vq` zq C.
LN,r-JN Ru�-
Lo clj�)
S7 p 6 TA�
------------------
oT
it
4, 1
1�
Ifi
SHEAR ENGINEERING CORPORATION
PAGE 1 DETENTION VOLUME REQUIRED FOR
EAST DETENTION POND
PROJECT: ODELLS & FORT COLLINS MONUMENT & STONE
PROJ.NO. 1485-01-95 DATE: 11/28/95
PILE: ODMSCUHP BY MEO
NOTES: - AREA INCLUDES SUB BASIN Ie (1.18 ac.) FROM ODELLS SITE & 0.67
ac. FROM FORT COLLINS MONUMENT AND STONE SITE.
- RELEASE RATS BASED ON COMBINED RELEASE RATES (0.50+0.90)
FROM THE SEPARATE SITES.
CUMULATIVE RUNOFF
METHOD
FOR
'
SIZING DETENTION PONDS
DESIGN STORM:
100
YEAR
RUNOFF COEFFICIENT
0.77
'
RELEASE RATE:
1.40
CPS
AREA:
1.85
ACRES
INITIAL TIME:
5
MINUTES
TIME INCREMENT:
5
MINUTES
INFLOW
INFLOW
RELEASE
STORAGE
STORAGE
TIME TIME
INTENSITY RATE
VOLUME
VOLUME
VOLUME
VOLUME
min sec
iph
cfs
cf
c£
cf
ac-ft
++•rr++++w+r+r +++w++ar+r++rrrrrxr+r+rrr♦++wrrrrrr♦+++rrrr+e+r+rrrxrr
rrr♦
5 300
9.30
13.25
3974.4
420.0
3554.4
0.08
'
10 600
7.14
10.17
6102.6
840.0
5262.6
0.12
15 900
6.06
8.63
7769.2
1260.0
6509.2
0.15
20 1200
5.21
7.42
8906.0
1680.0
7226.0
0.17
25 1500
4.63
6.60
9893.2
2100.0
7793.2
0.18
30 1800
4.20
5.98
10769.2
2520.0
8249.2
0.19
35 2100
3.81
5.43
11397.4
2940.0
8457.4
0.19
40 2400
3.02
4.30
10324.8
3360.0
6964.8
0.16
45 2700
2.80
3.99
10769.2
3780.0
6989.2
0.16
SO 3000
2.60
3.70
11111.1
4200.0
6911.1
0.16
55 3300
2.43
3.46
11423.1
4620.0
6803.1
0.16
'
60 3600
2.30
3.28
11794.9
5040.0
6754.9
0.16
65 3900
2.17
3.09
120SS.S
5460.0
6595.5
0.15
r+r+rrr r+rrr♦+rerr+rrwrrrrrrrrrrrrxr+rrrrr*+rrrxrrrerrr
wrrerrrrrrrr
rrr+•
DETENTION VOLUME
REQUIRED
= 8467
CF
'
VOLUME PROVIDED IN
EAST POND PER PLAN BY SHEAR ENGINEERING
=
7724
CP
ADDITIONAL VOLUME
REQUIRED= 733
CF
1
1
P
SHEAR ENGINEERING CORPORATION
AVERAGE END AREA METHOD
FOR EAST DETENTION POND
1
VOLUMES
PAGE 2
1
PROJECT :ODELLS MICRO -BREWERY EXPANSION DATE: 11/28/95
PROD. NO:1485-01-95 BY MSO
LOCATION:800 B. LINCOLN PILE: ODMSAVG
1
NOTES :POND EXPANDED FOR ADDITIONAL CONTRIBUTING AREA
FROM PORT COLLINS MONUMENT AND STONE
CONSTANT: 65 = 1 SQ IN. FIRST EVEN.CONTOUR 4939.5 FEET
1
INVERT 4939.43 PERT TOP ELEV 4942.5 PBBT
INCREMENT 0.5 FOOT SCALE: 1. n 30 FEET
rllrffff flrf lff! frl rlr lr Yflfirrf rff Yr llf llf rfftr fffflffr 1r 1f 11fr
lrrf +r+f
1
STAGE BLEV PLANI- AREA AREA VOLUME CUM. CUM•
CUM•
METER (Al) (A2) (V1) VOLUME VOLUME
VOLUME
ft ft READING aq in aq ft c£ cf ry
ac-ft
1
of++rrlr rf rfflrr♦+xxxrfflflffrrff rff erfxefffrlfxrrrffrexxrrrrf •rf rf rrrrl+f xf++rrr
0 4939.43 0 0.00 0 0 0 0
0.00
0.07 4939.5 27.08 0.42 375 13 13 0
0.00
0.57 4940 55.11 0.85 763 285 298 11
0.01
1.07 4940.5 97.79 1.50 1354 529 827 31
0.02
1.57 4941 146.61 2.26 2030 846 1673 62
0.04
2.07 4941.5 228.8 3.52 3168 1299 2972 110
0.07
1
2.57 4942 398 6.12 5511 2170 5142 190
0.12
3.07 4942.5 625 9.62 8654 3541 8683 322
0.20
rrrr rrrrr rrrrfxrf rrfff rr of r+f rrf rf rf rrrf refflf fret rr!lfrrr+flrlrfrrerrrlrrrrrr+xr
1
PORMULAE:A1= (PLANIMETBR READING)/CONSTANT
A2= (A1)*SCALE SQUARED
VOLUME REQUIRED _IN EAST POND (cf) 8457
1
VOLUME IN EXPANDED POND (cf) 6683
CONCLUDE:EXPANDSD POND VOLUME IS ADEQUATE
1
AN EMERGENCY OVERFLOW HAS BEEN ADDED TO THE SOUTH END OF THE
POND AT AN ELEVATION OF 42.1 PERT. THIS IS 0.5 PERT BELOW
THE TOP OF THE POWER VAULT LOCATED ALONG THE EASTERN PROPERTY
LINE
APPROXIMATE 100-YRAR W.S.SLEV. n 4942.47
1
PRBSBOARD PROVIDED n 0.03
VARIANCE APPROVED FOR LESS THAN ONE (1') FOOT OF PRBSBOARD
WITH THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR ODELL
1
BREWERY EXPANSION
1
1
ODELL BREWERY EXPANSION
FAdnage Notes
O-CLIENT \ ODELL \ DRAINAGE \ DRGNOTES
Project No: 1485-01-95
Date: 08/23/95
Revised: 11/28/95
PDetention
Pond Summary
East Pond
West Pond
'
Bottom of Pond elevation
= 4940.30 feet
= 4939.43 feet
Top of Berm elevation
= 4942.50 feet
= 4942.50 feet
Detention Volume Provided
= 0.20 ac-ft
= 0.25 ac-ft
feet
= 8683 cubic feet
= 11093 cubic
Detention Volume Required
= 0.19 ac-ft
= 0.25 ac-ft
'
= 8457 cubic feet
= 11059 cubic feet
100 year W. S. Elev. in ponds
= 4942.5 feet
= 4942.5 feet
'
Finished Floor Elevation
= 4946.5 feet
= 4946.5 feet
Total Contributing Area
'
to Pond
= 1.85 acres
= 3.84 acres
Maximum Allowable
'
100 year release rate (Historic Q2)
= 1.40 cfs
= 0.90 cfs
Release rate from east pond is based on combined
release rates from Odell
site and Fort Collins
Monument and Stone site (0.90+0.5)
'
DRAINAGE MAINTENANCE NOTE-
1 Periodic maintenance and cleaning
of the outlet structure by the
'
owner is required to ensure that the structure functions properly. It is
recommended that this maintenance be done on a semiannual basis
and periodic inspections be done to determine when the structure
'
needs to be cleaned out.
1
1
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UTRITY PLAN'APPROVAL
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as, !!Kell h WOamylL^E E9ouet xrEmw rtxo Snnnx9'��Alr 5 0e1a DULY. 1995 uas„ amAn Gin SHEAR ENGINEERING CORPORATION I It
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1. Mill „Wmmw AM limi a the JAW YWum I the
' ll wmwnteed nn umnum rumnane propi 4'u
rtmrv,rMrd fli 11,11 minw J If M- e m e nMemue! tau
,m ry1Mk MIAMI4 di w Memde, rlen J,e wri
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IN.°,ent 4MMifl'riF rwill ma":w ."dam.
IM, ArMALLAMMA, MIAMI A Ili FILL Mil All ALL tin
blichurepsAinnill
., Munl;'SO All OFF (III [Mi Sal ww oIMN,10 peas
iaer 4 a'
AAnd A tm J 0,71s .AM p W IMMILIFOLMI Mr
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DER GRADING, DRAINAGE & EROSION
aNE
CONTROL PLAN PPwEa wasNi.
;LL BREWING COMPANY
EXPANSION 14B5-01-95 l
1
FORT COLLffiS• COLORADO _
C-3 "tl
JAY 1996
The City of s Starmeater Utility aral countrad nepata must ee named at
Whim, 24 hours How to or Ionlyrictlan DAY this Site
All Soll"Ind oliffil "it
al A, FIGIAL prior to of land
( G' 9 9 9� 9.). 9 sO
SO 'called It the appropriate PAYS In tire I"It"ItIon Sequence as ci In the
R pq
PAY e 9 Pq 1 Idb
IXYMUHII ItalsOnal two for the Oil L pill of Days
ai
Having. gradring. ull installations,
9p 9� tc) q nf,) ee coni by q 9 a4aNo land contall until m mil or other parroval ansion control is
,ctioty far mwe than ONLY, W Crq „ WTnq
,,trStarryw(la9 Utility
d/ an "n q. J Installed uneu of w u opp o by the
oe prapmyea 1 9 1 Mu
rotlat'Cqn^N11 to eenw Nq P ymert Ife-carrad ill All told 9 li Sort be romec y O
En9 9 Dualortment.
Ali fivini J or
r,ww,l 11 necessary after aCh runoff evat An AdAw to assure owtil
q w eo as
601 to Coal thew Follow Id cry dt (a) feet I hilbight
- m woe all a do BO deal eR ° ale aa.
amill 'ad NiHmmull, at
City C q or depol If I'll Or any IthIr
matall Pat, City Harris e d .n devaeted mmera
e a as owned p He Conteol
CONSTRUCT_ ON�a FNiAE "� over I
r" a aLAasrp uvwsu 02
n wprecto . Ago wun 4/le mm
�m A, MAIL Im MAY MAY AN AL AUG My
Are,
UwwLpi
.
GUALONG
CT.a..:matom. »7Al A. rvtveom MAaTA BY. zm®
a. yea TaIIR.T,aDAM .
MALMAT .. ow OF MR, cauxa a.
-71
MOD
( EXISTING ASPHALT LOT
All
�I BEEN!= BRUNEI i
I I I R LOT t DO
/ /
Z
I OEM ENFEW Pao
EASSEPAR BY DO 1 F
oO�DuiNT Z
1 o
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LL
ILA, EXISTING ASPHALT LOT Z
0. /
W YEARA I
4942.50
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WLET m Y
I
EXISTING BUILDING Ea pTNUNO A FFAA4946.20 \ Ig
5
AD
or
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R
4
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�I - A NOETENTa L' YI
A9baT TO BE VAC ATL it ISol ow� Soso
I i BY SEPARATE ttCVYEHTE LL I 1
�y
I�GX �� ��✓ -- __ E%sorvcA ASPHALT LDT
l
DAY,{_�77�_s
9UITIUG PAT s�-
E%PMISIOM
Sir s
a.. FF-a9a6 20
GROUND ADJACENT - ` `II
TO BUILDING - "
a94].50 Al RATw QUALITY
]t �ILL�VAA�
V
Y4
_ I' Ill WRET
EX fS UTILITY EASEMENT All
4
All I Al
ROTE eREM _ -_hY rs LU—LEY MWn W�i�GPE AND GOINGSo aI% [%SnMG GI1LEi FARE
W
1YTNC�
—tom MA
_ 91BIMG-.IAIER MEIEN _ _ i _ _IMADM-a09E-RFNVyAV
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OF w % TO RICH ll i
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My
OS 0® a I _ all Rduux
EXISTING ROADS DE DITCH
TI'V
—Yhrol —
LINCOLN AVENUE > A!
A i
—AHATE
20
10
0
20
SCALE:
1' AS
Al
20
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800=922=1987
CAL. t BUSNESS DAYS IN ADVANCE
BEIGE YOU D4 GO OR EXCAVATE
TAW MAILL OF UNKRm D
uEVFR Umms
PRELIMINARY
NOT FLIP IYWSWW/OPLW
APRIL 2. 2002
DETENTION POND SUMMARY
WEST
EAST
DETENTION REWIRED
11 194 CF
8,670 OF
DETENTION PROVIDED
11.527 OF
81818 CF
WATER QUALITY VOLUME REQUIRED
0
1080 CF
WATER QUALITY VOLUME PROVIDED
0
1049 OF
100 Try HWEL
4942.50
494240
VAX RELEASE RATE SHEAR END.
0.9 CPS
1.4 CFS
EXISTING CONTOURS
"'- -- EXISTING INDEX CONTOURS
— = = EXISTING STORM SEWER
PROPOSED CONTOURS
41 PROPOSED INDEX CE NTEL
® PROPOSED STORM PIPE
BASIN CRITERIA (SHEAR ENG.)
0.80 0. 100 TEAR RUNOFF CaFFICII
AREA IN ACRES
FLOW DIRECTION
o m m m m e BASIN BOUNDARY (SHEAR ENG.)
4( X- SILT PENCE
Ooemm%� EROSION BALES
HIDES
1. WATER AND SEWER SERVICE TO THIS SIZE
WU NBi I' Ll IED Al THIS PROJECT,
2. DRAINAGE BASIN DATA TAKEN FROM
'AMENDED FINAL DRAINAGE AND EROSION
COAL REPORT FOR ODELL BREWING
COMPANY EXPANSION AND FORT COLLINS
MONUMENT AND STWE'. SHEAR ENGINEERING
CORPORATION, NOMEMBER, 1995.
City o/ Fort CLAIMS, Colorado
UTILITY PLAN APPROVAL
APPROVED" _
City EngAev
CHECKED BY. _
Mbu, A waste.mer utility
CHECKED SUN
Storri Utility
CHECKED BY: _
Parris M Recreation
CHECKED By Traffic Enpmw
CHECKED BY: _
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SHEET
4
4 OF
No. 114-23