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01
November 28, 2012
City of Ft. Collins A prov d Plans
Approved By "
Date
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Prepared for:
RB+B Architects, Inc.
315 East Mountain Ave., #100
Fort Collins, CO 80524
Prepared by:
NORTHERN
ENGINEERING
200 South College Avenue, Suite 10
Fort Collins, Colorado 80524
Phone: 970.221.4158 Fax: 970.221.4159
www. northernengmeermg. cam
Project Number: 100-009
Nnrthornfnninwrinn.rom 11 070.1711 614A
NORTHERN
ENGINEERING
November 28, 2012
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
0
RE: Drainage Letter Report for
Odell Brew House Expansion
ADDRESS: PHONE:970.221.4158 WEBSITE:
200 S. College Ave. Suite 10
Fort Collins, CO80524 FAX:970.221.4159 www.northernengineering.com
Dear Staff:
Northern Engineering is pleased to submit this Drainage Letter Report for your review. This report
accompanies the Minor Amendment submittal for the proposed Odell Brew House project.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed Odell Brew House
project. We understand that review by the City is to assure general compliance with standardized
criteria contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
/Andrew G. Zese
Project Engineer
■� (NORTHERN >
ENGINEERING Odell Brew House Expansion
'
TABLE OF CONTENTS
I.
GENERAL LOCATION AND DESCRIPTION...................................................................
1
A.
Location.......................................................................................................................................1
ll.
DRAINAGE FACILITY DESIGN....................................................................................2
'
A.
General Concept..........................................................................................................................2
B.
Summary of Changes...................................................................................................................
2
'
C.
West Basins.................................................................................................................................3
D.
East Basins...................................................................................................................................3
'
E.
North Basin..................................................................................................................................4
III.
CONCLUSIONS........................................................................................................4
' A. Compliance with Standards..........................................................................................................4
REFERENCES.................................................................................................................... 5
' APPENDICES:
APPENDIX A — Hydrologic Computations
APPENDIX B — Hydraulic Computations
B.1 — (Reserved for Storm Sewers)
B.2 — (Reserved for Street Flow)
B.3 — (Reserved for Inlets)
' B.4 — Detention Facilities
APPENDIX C — Water Quality Design Computations
APPENDIX D — Erosion Control Report
' MAP POCKET:
DR1 — Overall Drainage Exhibit
I
Drainage Report
■� INORTHERN
ENGINEERING
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
LOCATION
VICINITY MAP
NORTH i -isoo'
Drainage Report 1
■� (NORTHERN
ENGINEERING Odell Brew House Expansion
' II. DRAINAGE FACILITY DESIGN
' A. General Concept
This report is intended to address the stormwater impacts associated with the proposed
' Odell Brew House Expansion. The Odell Brew House Expansion is a project designed to add
additional brewing capacity to the brewery, and to expand and improve upon the existing
tap room and outdoor seating area.
'
In general, the existing drainage patterns and facilities will continue.to be utilized throughout
the site. Stormwater will continue to drain from the north to the south via a combination of
overland flow and storm drains.
On the western half of the site, storm drainage will still flow to the permeable pavers as well
as the West Pond, which were designed and constructed in 2009. Those facilities will
continue to function and operate without any modifications, and will continue to provide
detention and water quality.
'
The majority of the building expansion will occur on the eastern half of the site. The East
Pond, located at the southeast corner of the project, will be modified to accommodate the
changes resulting from the expansion. Permeable pavers will also be utilized on southern
'
portions of the site to reduce impervious values for the expansion, and to provide additional
detention capacity.
'
On the north side of the project, a temporary parking area will be constructed. This parking
area will drain to the north, where it will be detained and treated in the North Pond.
'
For the most part, proposed land use (percent impervious) and drainage patterns remain
consistent with the stormwater design approved and constructed with previous expansions.
However, there are some deviations from the drainage studies of record. The focus of this
'
report is to identify the changes, and document the resultant impacts. For simplicity, the
discussion will be broken -out by the three main sub -areas: West Basins, East Basins, and
North Basins.
iB.
Summary of Changes
Detailed computations and analyses can be found in the respective appendices. As
previously stated, some drainage basins have been revised, and Rational Method
calculations have been provided to document the changes. Basin OS3 has been renamed
A2 to more accurately reflect its inclusion with the onsite stormwater facilities. As a.result,
'
Basins OS4-OS6 have been renamed as well. The detention pond designations have also
been changed to more easily identify and locate the various ponds, and to more completely
conform with previous drainage studies completed by others. A full-size copy of the
'
Drainage Exhibit illustrating the revised drainage basins can be found in the Map Pocket at
the end of this report.
' In addition to the updated designations listed above, the amended Detention and Water
Quality Calculations for the East Pond are included with this report, as are new calculations
detailing the Detention and Water Quality Volume requirements for the North Pond on the
' north side of the existing brewery.
Drainage Report 2
■� INORTHERN
ENGINEERING Odell Brew House Expansion
' C. West Basins
' Comprised of Basins B1, B2, C, D and E, the West Basins will remain relatively unchanged
with the Brew House Expansion. An addition (Cellar Charlie) is proposed on the west side
of the existing building that will add approximately 1,916 sq. ft. of impervious area from the
existing condition. The existing parking area and bike racks will also be modified, and there
will be 996 sq. ft. of additional concrete associated with those changes, for a total of 2,912
sq. ft. of additional impervious area. However, the previous drainage report accounted for a
1 building expansion of 4,380 sq. ft., which is more than the increase proposed with this
expansion. As a result, no changes have been made to any calculations or analysis that was
completed for these basins with the previous report.
D. East Basins
Comprised of Basin Al, the East Basin will see the majority of the impacts from the Brew
House Expansion. In particular, an 8,040 sq. ft. expansion is proposed, along with the
creation of an enhanced patio and seating area. While the increased impervious area
associated with the expansion will be partly offset by the replacement of large portions of
the existing asphalt parking area with pavers, an increase in the C-value for Basin Al will
still occur. As a result of the increase, additional detention will be required.
Prior to calculating the ultimate detention volume requirements, an analysis of the release
rates for the East Pond was completed. This analysis concluded that the detention pond
would continue to utilize the existing outlet structure and storm pipes, with an existing
release rate of 1.4 cfs. In addition to this existing release, the original design did not take
into account the opportunity for onsite infiltration of stormwater. When this percolation rate
is applied to the entire 3,112 sq. ft. pond bottom, an additional 0.26 cfs release is realized,
'
resulting in a total allowable release rate of 1.66 cfs from the East Pond.
Using this updated release rate, a required detention volume of 9,052 cu. ft. is calculated
for the East Basin. In addition to the onsite detention needs, the East Pond will need to
continue providing detention for the adjacent Fort Collins Monument and Stone property.
That property requires 2,554 cu. ft. of detention in the East Pond (per design by others.
approved in 1995). Water Quality calculations were also completed for the revised
impervious values, resulting in a Water Quality Capture Volume of 1,302 cu. ft. Taken
together, the updated required volume for the East Basins is 12,908 cu. ft.
The East Pond provides a volume of 8,842 cu. ft. with a 100-yr WSEL of 4942.40, which
is less than the total required volume. To supplement the volume and meet the total
' volume requirement, detention has been provided within the permeable paver subsection to
account for the remaining amount not contained in the open air pond. Using a 24"
minimum sub -base course throughout the 5,389 sq. ft. of pavers and a 40% void ratio,
4,311 cu. ft. of detention will be provided within the paver section. This volume, combined
with the volume of the open air pond, results in a total storage volume of 13,153 cu. ft.,
which exceeds the required volume of 12,908 cu. ft.
' Additional safety is provided by the 0.37 cfs percolation release rate that will occur under
the paver section, which has not been included in any of the required detention calculations.
Furthermore, dry wells have been included in the pond design, providing increased release
' rates for added protection, and further promoting the low impact development (LID)
objective of onsite stormwater infiltration.
iDrainage Report 3
■V INORTHERN
>
ENGINEERING Odell Brew House Expansion
' E. North Basin
' The North Basin is comprised of Basin A2, and will be impacted primarily by the
construction of an interim parking area on the north side of the existing brewery. Since this
Basin was formerly considered offsite, its detention requirements have not been included in
any of the previous pond designs for the brewery. With that in mind, as well as the
temporary nature of the parking area, a temporary pond will be constructed on the north
side of the parking area. The North Pond is intended to function as an infiltration pond that
will use percolation as its primary release method. An underdrain and small outlet pipe will
also be installed for emergency overflow from the pond.
' Using the allowable release rate of 0.20 cfs per acre as prescribed in the Dry Creek Master
Drainage Plan, the North Pond would have a conventional allowable release rate of 0.25
cfs. However, since the North Pond is intended to be used only as an infiltration pond, the
appropriate value to consider when sizing the pond is the percolation release rate. Based on
a 5,912 sq. ft. pond area, the anticipated percolation release rate is 0.42 cfs.
Using this release rate, a required detention volume of 5,372 cu. ft. is calculated for the
North Basin. Water Quality calculations were also completed for Basin A2, resulting in a
Water Quality Capture Volume of 871 cu. ft. Taken together, the total required volume for
' the North Basin is 6,243 cu. ft. The North Pond has a total provided volume of 7,179 cu.
ft., which exceeds the required volume.
III. CONCLUSIONS
A. Compliance with Standards
' 1. The drainage design proposed with the Odell Brew House Expansion complies with the
City of Fort Collins' Stormwater Criteria Manual, as well as previous drainage studies
from which downstream stormwater infrastructure was constructed.
' 2. The drainage design proposed with the Odell Brew House Expansion complies with the
City of Fort Collins' Master Drainage Plan for the Dry Creek Basin.
' 3. There are no regulatory 100-yr floodplains associated with the Odell Brew House
Expansion; however, the site does fall within the FEMA 500-yr floodplain for the Cache
La Poudre River. The proposed expansion is not a life -safety or emergency response
' critical facility, and thus, is allowed.
4. The drainage plan and stormwater management measures proposed with the Odell Brew
House Expansion are compliant with all applicable State and Federal regulations
' governing stormwater discharge.
1
Drainage Report 4
t
■� INORTHERN
ENGINEERING
References
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Final Drainage and Erosion Control Study, Odell Brewing Company Second Expansion, April
2, 2002, Northstar Design (NSD Job No. 114-23)
3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (cYof the City of Fort Collins Municipal Code.
4. Final Drainage Report for Odell Brewing Company First Replat, April 30, 2009, Northern
Engineering (NE Job No. 100-006).
5. Amended Final Drainage and Erosion Control Report for Odell Brewing Company Expansion,
November, 1995, Shear Engineering Corporation (SEC Project No. 1485-01-95)
6. Storm Drainage Report for Building Addition at 824 East Lincoln Avenue (Lot 1 Patrick
Subdivision), September 14, 1995,Stewart & Associates, Inc
7. Geotechnical Exploration Report Proposed Odell Brewery Additions, July 3, 2008, Earth
Engineering Consultants, Inc. (EEC Project No. 1082073)
8. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
9. Soils Resource Report for. Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
10. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008.
Drainage Report 15
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' Summary Table
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
Cz
Clo
Cloo
2-yr T�
(min)
10-yr
(min)
(min)
100- yr
T`
(min)
42
(cfs)
410
(cfs)
Qioo
(cfs)
Al
Al
1.34
0.69
0.69
0.86
5.0
5.0
5.0
2.6
4.5
11.4
A2
A2
0.76
0.55
0.55
0.69
8.5
8.5
8.2
1.0
1.7
4.4
B1
B1
0.82
0.67
0.67
0.83
5.0
5.0
5.0
1.6
2.7
6.8
B2
B2
0.45
0.88
0.88
1.00
6.8
6.8
6.7
1.0
1.8
4.0
C
C
1.19
0.61
0.61
0.76
5.1
5.1
5.0
2.0
3.5
8.9
D
D
0.21
0.15
0.15
0.19
32.2
32.2
30.9
0.0
0.1
0.2
E
E
0.08
0.24
0.24
0.30
5.0
5.0
5.0
0.1
0.1
0.2
OS1
OS1
1.48
0.37
0.37
0.46
26.0
26.0
25.0
0.8
1.3
3.4
OS2
OS2
0.19
0.15
0.15
0.19
6.6
6.6
6.3
0.1
0.1
0.3
OS3
OS3
0.67
0.43
0.43
0.54
5.0
5.0
5.0
0.8
1.4
3.6
OS4
OS4
0.08
0.15
0.15
0.19
5.0
5.0
5.0
0.0
0.1
0.2
OS5
OS5
0.78
0.57
0.57
0.72
9.4
9.4
7.6
1.0
1.8
4.8
D:IProjects1100-0091DrainagelHydrology1100-009 Rational-Caks.xlsxlSummaryTable
11
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B.1 — Detention Facilities
Nnrt6arnFwninwrinn.tnm // 970.J71.67 SA
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Project:
By:
Date:
Odell Brew House Expansion
A. Reese
October 30, 2012
Dry Creek Master Drainage Plan allows 0.20 cfs per acre in the 100-yr event; however the
ious designs and constructed facilities use a 1.4 cfs release rate for the East Pond.
tional release has been included using a 20 min/inch soil percolation rate
East Pond Release Rate
Existing Release Rate
100-yr release:
Percolation Release
Infiltration Area:
Percolation Rate:
Total East Pond Release Rate
Paver Release Rate
Percolation Release
Infiltration Area:
Percolation Rate:
Paver Release Rate
Conventional Allowable Release
Contributing Area:
100-yr release:
Percolation Release
Infiltration Area:
Percolation Rate:
Total North Pond Release Rate
1.40 cfs
3755 sf
20 min/in —. 0.26 cfs
1.66 cfs (Percolation & Conventional Release)
5389 sf
20 min/in 0.37 cfs
0.37 cfs
0.76 acre (Basin A2)
0.2 cfs/ac 0.25 cfs
5912 sf
20 min/in 0.42 cfs
11
D:\Projects\100-009\Drainage\Detention\100-009_Allowable Release Rate Summary.As
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DETENTION POND CALCULATION; MODIFIED FAA METHOD
w/ Fort Collins IDF
Project Number 100-009
Project Name Odell Brewhouse Expansion
Project Location Fort Collins, CO
Pond No East Pond
Input Variables
Results
Design Point Al
Design Storm 100-yr
C = 0.86
Tc = 5.00 min
A = 1.34 acres
Max Release Rate = 1.66 cfs
Required Detention Volume
9052 ft3
0.21 ac-ft
Time (min)
Fort Collins
100-yr
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustment
Factor
O
(cfs)
Outflow Volume
(ft)
Storage
Volume
(fts)
5
9.95
3440
1.00
1.66
498
2942
10
7.72
5338
0.75
1.25
747
4591
15
6.52
6762
0.67
1.11
996
5766
20
5.6
7744
0.63
1.04
1245
6499
25
4.98
8608
0.60
1.00
1494
7114
30
4.52
9376
0.58
0.97
1743
7633
35
4.08
9874
0.57
0.95
1992
7882
40
3.74
10344
0.56
0.93
2241
8103
45
3.46
10766
0.56
0.92
2490
8276
50
3.23
11167
0.55
0.91
2739
8428
55
3.03
11523
0.55
0.91
2988
8535
60
2.86
11865
0.54
0.90
3237
8628
65
2.72
12225
0.54
0.89
3486
8739
70
2.59
12536
0.54
0.89
3735
8801
75
2.48
12861
0.53
0.89
3984
8877
80
2.38
13165
0.53
0.88
4233
8932
85
2.29
13459
0.53
0.88
4482
8977
90
2.21
13753
0.53
0.88
4731
9022
95
2.13
13991
0.53
0.87
4980
9011
100
2.06
14244
0.53
0.87
5229
9015
105
2
14520
0.52
0.87
5478
9042
110
1.94
14755
0.52
0.87
1 5727
9028
115
1.89
15028
0.52
0.87
5976
9052
120
1.84
15267
0.52
0.86
6225
9042
'Note: Using
the method described in Urban Storm Drainage Criteria Manual Volume 2.
' 1013012012
7:47 AM
100-009_100-yr-FAAModified-USDCM_Ft-Collins-IDF.xis Northern Engineering Services
East pond
I
NORTHERN I eao t" It PWIWE
ENGINEERING LAG¢ �"` w I YXr111 /159
r�l Cglim, C4414/ MIL•
Project Tittle Odell Brew House Expansion Date: October 30, 2012
Project Number 100-009 Calm By: A. Reese
Client Odell Brewing Company
Pond Designation East Pond
Invert Elevation
ft
4.03
---- YllBter Quality Volume
ac-
003 ac-h
100-yr Detention Volume
0.17 ac-h
Tatal Ppnd, Volume'
0.20 ac-ft
f D-.4 4_- �'472/ 3
D = Depth between contours (ft.)
A, = Surface Area lower contour (ft')
Ai = Surface Area upper contour (ft')
4939.00
30.28
-0.04
-0.40
-0.40
0.0000
4939.20
680.32
0.20
56.94
56.54
0.0013
4939.40
1624.54
0.20
223.74
280.28
0.0064
4939,60
1791.97
0.20
341.51
621.80
0,0143
4939-80
1852.93
0.20
364.47
986.27
0.0226
4940.00
1914.21
0.20
376.70
1362.97 =
4940.20
197S.81
0.20
388.99
1751.95
0.0402
4940.40
2037.89
0.20
401.35
2153.31
0.0494
4940.60
2100.87
0.20
413.86
2567.17
0.0589
4940.80
2164.68
0.20
426.54
2993.70
0.0687
4941.00
2229.17
0.20
439.37
3433.07
0.0788
4941.20
2294.32
0.20
452.33
3885.41
0.0892
4941.40
2416.29
0.20
471.01
4356.42
0.1000
4941.60
2847.64
0.20
525.80
4882.22
0.1121
4941.80
3731.15
0.20
655.89
5538.11
0,1271
4942.00
4898.53
0.20
860.32
6398.43
0.1469
4942.20
6067.28
0.20
1094.50
7492.93 11
0.1720
4942.40
7449.45
0.20
1349.31
8842.25,
0.2030
WQ Surface Elevation
4939.97
WQ Depth
0.97
100-yr Detention Elevation
4942.18
lOD-yr Detention Depth
4942.18
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Project Title
Project Number
Client
Pond Designation
Odell Brew House Expansion Date: October 30, 2012
100-009 Calcs By: A. Reese
Odell Brewing Company
East Pond
WQCV = a 0.91i'—1.19i- +0.78i
WQCV = Watershed inches of Runoff (inches)
a = Runoff Volume Reduction (constant)
I = Total imperviouness Ratio (i = Iwy/100)
DrWIf a 40 hr -
a= 1
i = 55.70%
WQCV = 0.223 in
Water Quality Capture Volume
0.5 -----
0.45 WQCV = a(0.91i'I.19ii 0.78i)
b' 0.4-
c 0.35 _.. ._...__ ._._.,_ ..—. .... ..
d 0.3 ---- —
x
=y 0.25 0.223
'3 0.2 -- -- a n�
u
0.' I 114 hr
3 0.1 - — ao nr
0.05
0 0 0 0 0 0 0 0 0 .-
o 0 0 0 0 0
Total Imperviousness Ratio (i = 1„q/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
1.34--a Cl
V=(WIQ2 Vl'A•1.2
11 ( 0.03 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
2.2 = 20% Additional Volume (Sediment Accumulation)
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CALL UTILITY NOTIPICATION GENTCR OA
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UTILITY PLAN APPROVAL
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CHECKED BY
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SPI. 100
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PROJECT #:
12.02
DRAWN BY:
N. Whitcomb
CHECKED BY:
A. Reese
ISSUE DATE:
11.28.12
REVISIONS
NO; DLSCRIPIMN
uAM
DRAINAGE
EXH@IT