HomeMy WebLinkAboutDrainage Reports - 06/05/20081
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PROPERTY OF Cky of Ft COMM �
FORT COLLINS �� AWovW 6y .
FINAL DRAINAGE &
EROSION CONTROL STUDY
FOR
NEW BELGIUM BREWERY
FOURTH FILING, LOT 2
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FINAL DRAINAGE &
EROSION CONTROL STUDY
FOR
NEW BELGIUM BREWERY
FOURTH FILING, LOT 2
Prepared for:
Solix Biofuels
430 North College Avenue
Fort Collins, CO 80524
Prepared by:
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970) 686-6939
April 7, 2008
Job Number 110-15
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North Star
`.design, inc.
April 7, 2008
rBasil Hamdan
City of Fort Collins Stormwater
' 700 Wood Street
Fort Collins, CO 80522-0580
' RE: Final Drainage & Erosion Control Study for
. New Belgium Brewery, Fourth Filing, Lot 2 (Solix Biofuels)
Dear Basil,
I am pleased to submit for your review and approval, Final Drainage & Erosion Control Study for
New Belgium Brewery,. Fourth Filing, Lot 2 (Solix Biofuels). I appreciate your time and
consideration in reviewing this submittal. Please call if you have any questions.
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Sincerely �� �� O� RE...
Patri is Kroet
President
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' 700 Automation Drive, Unit I Windsor, Colorado 80550
970-686-6939 Phone 0 970-686-1 1 88 Fax
TABLE OF CONTENTS
' TABLE OF CONTENTS............................................................................................................... in
1. GENERAL LOCATION AND DESCRIPTION
' 1.1 Location and Description of Property......................................................................1
1.2 Purpose of Report ....................................................................................................1
2.
DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description..........................................................................................1
'
3.
2.2 Sub -Basin Description.............................................................................................2
DRAINAGE DESIGN CRITERIA
3.1 Regulations..............................................................................................................2
3.2 Development Criteria Reference and Constraints....................................................2
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 & WATER QUALITY
5.1 General Concept......................................................................................................5
5.2 Specific Details...................................................................................................:....6
'
6.
CONCLUSIONS
6.1 Compliance with Standards....................................................................................7
'
7.
6.2 Drainage Concept.....................................................................................................7
REFERENCES....................................................................................................................8
APPENDICES
A Vicinity Map
' B Hydrologic Computations
C Retention Pond Infiltration Basin Calculations
' D Excerpts from Previous Reports
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GENERAL LOCATION AND DESCRIPTION
1.1 Location and Description of Property
The subject property is located in east of downtown Fort Collins on the north side of
Buckingham Street, east of Linden Street and west of Lemay Avenue. New Belgium
Brewery, Fourth Filing, Lot 2 contains approximately 14.6 acres and the proposed site
will be located on approximately 3 acres of this lot. The entire property 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.
Lot 2 currently houses the New Belgium Brewery Waster Water Treatment Plant on the
northeast portion of the lot with an existing retention pond on the southeast portion of the
lot. The Solix site is being proposed on the northwest portion of the lot and a stockpile of
lime waste material exists on the southwest portion of the lot. The stockpile has been
tested and the material has been determined to be benign. A portion of the Solix site
drains to the east and into the existing retention pond and a portion of the site drains to
the west into an existing low area. See the drainage plan in Appendix A for approximate
contours indicating the slope of the site.
1.2 Purpose of Report
The purpose of this report is to analyze the effect of the proposed improvements and to
propose solutions to mitigate any adverse impacts to the existing site.
DRAINAGE BASINS AND SUB -BASINS
2.1 Major Basin Description
The proposed site area lies within the Cache La Poudre River Drainage Basin. The site is
a portion of the area that was included in the Overall Development Plan Drainage Report
for New Belgium Brewery by North Star Design, Inc. dated February 20, 2001. Drainage
reports have been completed for the existing New Belgium Brewery area including the
"Drainage and Erosion Control Report for New Belgium Brewery, Fort Collins,
Colorado" by Water, Waste & Land, Inc. dated March 30, 1995, the "Final Drainage and
Erosion Control Report for New Belgium Brewery First Filing" by JR Engineering, Ltd.,
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' dated December 23, 1997 and the "Final Drainage & Erosion Control Study for New
Belgium Brewery Process water Facility" by North Star Design, Inc. dated July 30, 2001
as well as multiple updates to these reports.
' 2.2 Sub -basin Description
The ODP area was divided into two basins and were delineated in the ODP drainage
' report as the West Basin and East Basin. The West Basin included the area that is
currently developed and contains the existing New Belgium Brewery and the Packaging
Hall as well as an undeveloped area. The majority of this basin drains to existing
detention ponds. The East Basin included the remaining ODP area and contains the
Process Water Treatment Plant and undeveloped area. The Solix site is located at the
divide between the East and West Basins and therefore, a portion of the site drains east
' and a portion of the site drains west.
f 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
The runoff from this site has been routed to conform to previous calculations completed
with the Overall Development Plan for the New Belgium Brewery by North Star Design
dated February 20, 2001. Retention for this site is provided on site as required in the
' above -mentioned report.
This site is within the 500-year flood plain based on the FEMA maps but, because of
recent changes in City criteria, no restrictions will be placed on this facility because of the
500-year flood plain. The site is not located in the 100-year flood plain.
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3.3 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. Standard Form 8 (SF-8) provides time of concentration calculations for all sub -
basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub -
basins and Design Points associated with this site.
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 also included in Appendix B of this report.
DRAINAGE FACILITY DESIGN
4.1 General Concept
In general, the drainage design of the Solix facility site will be required to conform to the
previously completed Overall Development Plan drainage study that governs the drainage
design of this site. The drainage design will be designed to accommodate the Rainfall
Intensity -Duration -Frequency curve data adopted by the City of Fort Collins on March 26,
1999. This project will also utilize the existing retention ponds created with the
construction of the Process Water Treatment Plant and a proposed infiltration gallery to
accommodate additional site runoff generated by the increased imperviousness.
The Solix Facility will have minor impacts on the amount of runoff from the site. The
tank area and emergency accesses will all be gravel, recycled asphalt or a material with
similar low imperviousness. The site will also have a 5000 square foot building, a small
asphalt parking lot and an asphalt drive. The remainder of the site will be landscaped or
will be native existing landscaping. It is proposed to allow the undeveloped area to
continue to drain as it has historically done to preserve the existing trees and maintain a
natural feel to the area.
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In order to maintain a high level of water quality infiltrating into the ground an infiltration
basin is being proposed in the southern portion of Basin 3. Basins 1 and 2 currently route
stormwater to existing retention ponds and therefore infiltration basins are only being
proposed for Basin 3. Improvements installed in this basin include a portion of the
proposed building, the gravel turn -around, the asphalt driveway, asphalt parking area, the
existing volleyball court and existing vegetation and landscaping. The infiltration basin
has been designed using the New Jersey Stormwater Best Management Practices Manual,
Chapter 9.5, dated February 2004 and the Urban Drainage Storm Drainage Criteria
Manual, Vol 3, Best Management Practices, dated September, 1999 as guidelines for the
design. For Basin 3 the 100-year storm event is being detained in the infiltration basin. It
has been estimated by Earth Engineering Consultants (EEC) that the soils present in
boring B-5 will have an infiltration rate in the range of 2 in/hour to 6 in/hour. It has been
calculated that the infiltration basin will be completely drain the 100-year storm event in
12 hours. This calculation assumes no stormwater infiltration during the time the
infiltration basin in filling and once full, the most conservative 'infiltration rate of 2
in/hour has been used. The infiltration basin has been designed to be a maximum of 2'
deep. Calculations for the infiltration basin are included in Appendix C.
A sand volleyball court exists within Basin 3. This existing volleyball court is
constructed similar to the infiltration basin, therefore any runoff entering the sand
volleyball court will have similar characteristics as the infiltration basin. The infiltration
basin has adequate volume and capacity to accept, retain and infiltrate the 100-year storm
but it is unlikely that the infiltration basin will ever utilized its entire volume.
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Subbasin 1 contains the north portion of the site including the Process Water Treatment
Plant (PWTP) and a small portion of the Solix tank area. The area and c-value for this
basin did not change significantly with this development, therefore, no changes are
proposed to the existing Retention Pond 1. Runoff from this basin is collected in a ditch
along the south side of the access road and be conveyed east to Retention Pond 1.
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the chemical storage building and the concrete parking area north of these buildings. This
Basin will not be affected by the Solix development.
Subbasin 2 contains the west portion of Lot 2 including west side of the PWTP, a
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majority of the Solix tank area and the lime stockpile. Runoff from this basin will be
collected in a ditch along the west side of the treatment plant and be conveyed south to
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Retention Pond 2. The addition of the Solix development will increase the required
retention volume from 0.88 acre feet to 1.09 acre feet. This additional volume will be
accommodated by increasing the height of the berm along Buckingham Street by 0.30'.
Subbasin 3 contains the western portion of the site including the building, the asphalt
drive, the parking area, the west portion of the Solix tank area and a large portion of
landscaped or undisturbed area. Runoff from this basin will be collected in the existing
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low area where an infiltration basin is proposed. Stormwater that enters the infiltration
basin will naturally drain into the ground and will be conveyed away from the site within
the groundwater network. Based on boring logs provided by EEC it was found that the
groundwater is approximately 4.0' below the existing grade. The infiltration basin will be
depressed into the ground 2.0' which will leave approximately 2.0' from the finished
grade of the infiltration basin to the groundwater table.
' 4.3 Drainage Summary
Retention ponds are being provided for this site in order to minimize the amount of flow
' leaving this site and to preserve existing trees. In the future, when downstream
improvements are made to the storm drainage system, the retention ponds may be
converted to detention facilities with release pipes. The drainage facilities located on this
site will be maintained by the owners of the site.
' 5. EROSION CONTROL & WATER QUALITY
' 5.1 General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
tCollins Zone Maps. The potential exists for silt movement from the site and into the
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existing storm system during construction. Potential also exists for tracking of mud onto
existing streets which could then wash into existing storm systems. .
The proposed plan utilizes Best Management Practices to limit the amount of sediment
that will leave the site. The plan is adequate to meet the intended purpose of erosion
control. Refer to the Drainage & Erosion Control Plan provided in the back pocket for
specific details.
Permanent water quality on the site is provided by the existing retention ponds and the
proposed infiltration area. Since the ponds will not have a release, the runoff from the
site will collect in the ponds and allow sediment and contaminants to settle out of the
water. In the future, when the retention ponds are converted to detention ponds, the
ponds shall be sized with additional volume for water quality extended detention and a
water quality outlet structure will be installed.
5.2 Specific Details
To limit the amount of silt leaving the site, several erosion control measures shall be
implemented during construction. Silt fence shall be placed around the area that will be
disturbed and a vehicle tracking pad shall be installed at the entrance off Buckingham
Street to control the mud being tracked onto the existing pavement. During overlot
grading, disturbed areas are to be kept in a roughened condition and watered to reduce
wind erosion.
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6. CONCLUSIONS
6.1 Compliance with Standards
' All computations that have been completed within this report are in compliance with the
Overall Drainage Concept for the Overall Development Plan for New Belgium Brewery,
' the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
Storm Drainage Design Criteria Manual. The site is within the 500 year floodplain but no
additional requirements are imposed because of this.
6.2 Drainage Concept
' The proposed drainage concepts presented in this report and on the construction plans
adequately provide for the transmission of developed on -site runoff to the existing
retention ponds or to the proposed infiltration gallery. The onsite drainage facilities
(drain basins, pipes) will provide for the 10- year and the 100- year developed flows from
Basins 1, lA and 2 to reach the existing retention facilities and Basin 3 to reach the
proposed infiltration gallery.
' If, at the time of construction, groundwater is encountered, a Colorado Department of
' Health Construction Dewatering Permit 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 June, 2001, and Volume 3 dated September,
1999.
3. Final Report for Hydrologic Model Update for the Foothills Basin Master
Drainage Plan by Anderson Consulting, Inc. dated July 15, 1999.
4. "Overall Drainage Concept for the Overall Development Plan for New Belgium
Brewery", dated February 20, 2001 by North Star Design, Inc.
5. "Final Drainage & Erosion Control Study for New Belgium Brewery Process
Water Facility" by North Star Design, Inc. dated July 30, 2001
6. "New Jersey Stormwater Best Management Practices Manual", chapter 9.5,
Standard or infiltration basins, dated February 2004.
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APPENDIX A
VICINITY MAP
A
PROJECT
SITE
SITE
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< VICINITY �MAP.
FORT COLUMS
D0.NTG." AIRPARK
STATE HIGHWAY 14
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RETENTION POND SUMMARY DRAINAGE SUMMARY TABLE --------- - '
wrKPry
POND I
POND 2
DETENTION REQUIRED
0.51 AC. FT.
0.55 AC. FT.
RETENTION REQ(JtRED
1.02 AC,.FT.
1.10 AC.Fr.
100 YR HMEL
4947.54
4948.80
MAX RELEASE RATE
0 CFS
0 CFS
P, AN
AREA
RHEA
Go
1;100
Ic (Ill)
(MIN)
rC (100)
p (10)
Q (100)
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0.211
0.56
15.0
1 15.0
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0.87
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0.26
0.33
14.1
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1 4.77
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0.35
9.8
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SPILLWAY ELEVA❑ON
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RIPRAP DIMENSIONS
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APPENDIX B
HYDROLOGIC COMPUTATIONS
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". 9901917M10
RETENTION POND AND INFILTRATION BASIN
CALCULATIONS
C
1
0
1
1
1
1
1
1
1
MINIMUM DETENTION VOLUME REQUIRED (RETENTION POND 2)
FAA METHOD
(100-YEAR)
LOCATION:
PROJECT NO:
COMPUTATIONS BY
SUBMITTED BY:
DATE:
Equations:
NBB Solix
110-15
ppk
North Star Design, Inc.
3/5/2008
Qo = CA
Vi = T*CiA = T*Qo
V. =K*QPo*T
S=Vi -V.
Rainfall intensity from City of Fort Collins IDF Curve
A trib. To pond =
Cioo =
Developed C*A =
QPO
K=
5.55
0.33
1.8
0.00
1
acre
acre
cfs
(from fig 2.1)
Storm
Duration, T
(min)
Rainfall
Intensity, i
(in/hr)
Qn
(cfs)
Vol. In
Vi
(ft')
Vol. Out
V0
(ft)
Storage
S
(ft)
Storage
S
(ac-ft)
5
9.95
18.2
5467
0
5467
0.13
10
7.72
14.1
8484
0
8484
0.19
20
5.60
10.3
12308
0
12308
0.28
30
4.52
8.3
14901
0
14901
0.34
40
3.74
6.8
16440
0
16440
0.38
50
3.23
5.9
17747
0
17747
0.41
60
2.86
5.2
18857
0
18857
0.43
70
2.62
4.8
20154
0
20154
0.46
80
2.38
4.4
20923
0
20923
0.48
90
2.22
4.1
21956
0
21956
0.50
100
2.05
3.8
22527
0
22527
0.52
110
1.93
3.5
23330
0
23330
0.54
120
1.80
3.3
23736
0
23736
0.54
130
1.60
2.9
22857
0
22857
0.52
140
1.40
2.6
21538
0
21538
0.49
150
1.20
2.2
19780
0
19780
0.45
160
1.15
2.1
20220
0
20220
0.46
170
1.10
2.0
20549
0
20549
0.47
180
1.05
1.9
20769
0
20769
1 0.48
Required Storage Volume: 23736 ft3
0.545 acre-ft
NEW BELGUIM BREWERY
Retention Pond 2 - Stage/Storage
LOCATION: NBB Solix
PROJECT NO: 110-15
COMPUTATIONS BY: ppk
SUBMITTED BY: NORTH STAR DESIGN
DATE: 3/5/2008
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
100-yr WSEL-
Stage
(ft)
Surface
Area
(ft`)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
45
0
46
5292
0.04
0.04
47
11422
0.19
0.23
48.0
20746
0.36
0.59
48.80
33652
0.49
1.09
49.0
36878
0.65
1.24
49.5
45990
0.64
1.72
Total required detention =
Total required retention =
Total required detention =
Total required retention =
0.54
Ac. Ft.
1.09
Ac. Ft.
23736
Cu. Ft.
47472
Cu. Ft.
detention.xls
NEW BELGUIM BREWERY
Emergency Overflow Spillway Sizing
LOCATION: NBB Solix
PROJECT NO: 110-15
COMPUTATIONS BY: PPK
SUBMITTED BY: North Star Design
DATE: 3/5/2008
Equation for flow over weir
Q = CLH-14Z
where C = weir coefficient = 3.1
H = overflow height
L = length of the weir
too of berm
b
spill elevation
f- L
p 100 yr WSEL
Spillway will be designed with max 0.5 ft flow depth, H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
Retention Pond 2
Q (100) = 12.1 cfs
Spill elev =
4949.00
ft
Min top of berm elev.=
4950.00
Weir length required:
L=
11
ft
Use =
15
ft
v =
1.61
ft/s
100 yr WSEL = 4948.80 ft
detention.xis
1
1
1
1
1
1
1
1
1
1
i
1
1
1
i
1
1
MINIMUM INFILTRATION VOLUME REQUIRED
FAA METHOD
(100-YEAR)
LOCATION: New Belgium Brewery - Solix Bio Fuels
PROJECT NO: 110-15
COMPUTATIONS BY: TDS
SUBMITTED BY: NSD
DATE: 4/9/2008
Equations: A trib. To pond = 5.26 acre
Qo = CiA C100 = 0.28
V; = T*CiA = T*Qo Developed C*A = 1.5 acre
Vo=K*QPo*T QPo = 0.00 cfs �/ `i55d wi CS
S = V; - vo K = 1 (from fig 2.1) N�
o�Fro�
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
S
(ac-ft)
5
9.95
14.7
4396
0
4396
0.10
10
7.72
11.4
6822
0
6822
0.16
20
5.60
8.2
9897
0
1 9897
0.23
30
4.52
6.7
11983
0
11983
0.28
40
3.74
5.5
13220
0
13220
0.30
50
3.23
4.8
14271
0
14271
0.33
60
2.86
4.2
15164
0
15164
0.35
70
2.62
3.9
16207
0
16207
0.37
80
2.38
3.5
16825
0
16825
0.39
90
2.22
3.3
17656
0
17656
0.41
100
2.05
3.0
18115
0
18115
0.42
110
1.93
2.8
18761
0
18761
0.43
120
1.80
2.7
19087
0
19087
0.44
130
1.60
2.4
18381
0
18381
0.42
140
1.40
2.1
17320
0
17320
0.40
150
1.20
1.8
15906
0
15906
0.37
160
1.15
1.7
16260
0
16260
0.37
170
1.10
1.6
16525
0
16525
0.38
180
1.05
1.5
16702
0
16702
0.38
Required Storage Volume: ft'
0.438 a e-ft
00101'vrf,
1
1
1
r
i
1
1
1
i
1
1
1
i
1
1
1
1
1
1
North Star Design
700 Automation Drive, Unit I
Windsor, SO 80550
STAGE - STORAGE TABLE FOR INFILTRATION BASIN
LOCATION:
New Belgium Brewery - Solix Bio Fuels
PROJECT NO:
110-15
COMPUTATIONS BY:
TDS
SUBMITTED BY:
NSD
DATE:
4/9/2008
infiltration basin.xls
Minimum Infiltration Basin Volume = 0.438 ac-ft
Infiltration Basin �Stg
Stage
(ft)
Surface
Area
(ftZ)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
4944.5
9025
4945.00
1 9890
0.109
0.109
4946.00
11690
0.247
0.356
4946.30
12252
0.082
0.438
4946.50
12630
0.057
0.496
Stage -Storage - Onsite
APPENDIX D
EXCERPTS FROM PREVIOUS REPORTS
0
0
FINAL DRAINAGE &
EROSION CONTROL STUDY
FOR
NEW BELGIUM BREWERY
PROCESS WATER FACILITY
Prepared for:
The Neenan Company
2290 E. Prospect Road
Fort Collins, CO 80522
Prepared by:
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970)686-6939
July 30, 2001
Job Number l f 0-07
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--------------------------------------------
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
PROJECT TITLE: Retention Pond 1
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 4.41
RUNOFF COEF = 0.38
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.9 7.7 5.6 4.5 3.8 3.2 2.8 2.4 2.1 1.8 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = 0 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
-----------------------------------------------------
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
0.00
0.00
0.00
0.00
0.00
5.00
9.95
0.12
0.00
0.12
10.00
7.72
0.18
0.00
0.18
15.00
6.66
0.23
0.00
0.23
20.00
5.60
0.26
0.00
0.26
25.00
5.06
0.29
0.00
0.29
30.00
4.52
0.32
0.00
0.32
35.00
4.14
0.34
0.00
0.34
40.00
3.75
0.35
0.00
0.35
45.00
3.47
0.36
0.00
0.36
50.00
3.20
0.37
0.00
0.37
55.00
3.01
0.39
0.00
0.39
60.00
2.82
0.39
0.00
0.39
65.00
2.71
0.41
0.00
0.41
70.00
2.60
0.42
0.00
0.42
75.00
2.49
0.43
0.00
0.43
80.00
2.38
0.44
0.00
0.44
85.00
2.30
0.45
0.00
0.45
90.00
2.22
0.46
0.00
0.46
95.00
2.13
0.47
0.00
0.47
100.00
2.05
0.48
0.00
0.48
105.00
1.99
0.49
0.00
0.49
I_l
P
110.00
1.93
0.50
0.00
0.50
115.00
1.88
0.50
0.00
0.50
120.00
1.82
0.51
0.00
0.51
125.00
1.72
0.50
0.00
0.50
130.00
1.61
0.49
0.00
0.49
135.00
1.51
0.47
0.00
0.47
140.00
1.40
0.46
0.00
0.46
145.00
1.30
0.44
0.00
0.44
150.00
-----------------------------------------------------
1.19
0.42
0.00
0.42
THE REQUIRED
POND SIZE _
.508326
ACRE -FT
THE RAINFALL
DURATION FOR
THE ABOVE
POND STORAGE= 120
MINUTES
NEW BELGUIM BREWERY
Retention Pond 1 - Stage/Storage
LOCATION: New Belguim Brewery Wastewater Treatment Pond
PROJECT NO: 110-07
COMPUTATIONS BY: ppk
SUBMITTED BY: NORTH STAR DESIGN
DATE: 7/30/01
100-yr WSEL-
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
Stage
(ft)
Surface
Area
(fe)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
44
0
45
12015
0.09
0.09
46
14508
0.30
0.40
47.0
17174
0.36
0.76
47.54
24798
0.26
1.02
48.0
31293
0.55
1.31
48.5
44518
0.75
1.77
Total required detention = 0.510 Ac. Ft.
Total required retention = 1.020 Ac. Ft.
Total required detention = 22216 Cu. Ft.
Total required retention = 44431 Cu. Ft.
ww detention.xls
i
i
1
i
11
---------------------------------
DETENTION POND SIZING BY FAA METHOD
Developed by
Civil Eng. Dept., U. of Colorado
Supported by Denver Metro Cities/Counties Pool Fund Study
Denver Urban Drainage and Flood Control District, Colorado
PROJECT TITLE: Retention Pond 2
**** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 2.00
BASIN AREA (acre)= 5.05
RUNOFF COEF = 0.29
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
DURATION 5 10 20 30 40 50 60 80 100 120 150 180
INTENSITY 9.9 7.7 5.6 4.5 3.8 3.2 2.8 2.4 2.1 1.8 1.2 1.0
***** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE = 0 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
AVERAGE RELEASE RATE = 0 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
-----------------------------------------------------
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
0.00
0.00
0.00
0.00
0.00
5.00
9.95
0.10
0.00
0.10
10.00
7.72
0.16
0.00
0.16
15.00
6.66
0.20
0.00
0.20
20.00
5.60
0.23
0.00
0.23
25.00
5.06
0.26
0.00
0.26
30.00
4.52
0.28
0.00
0.28
35.00
4.14
0.29
0.00
0.29
40.00
3.75
0.31
0.00
0.31
45.00
3.47
0.32
0.00
0.32
50.00
3.20
0.33
0.00
0.33
55.00
3.01
0.34
0.00
0.34
60.00
2.82
0.34
0.00
0.34
65.00
2.71
0.36
0.00
0.36
70.00
2.60
0.37
0.00
0.37
75.00
2.49
0.38
0.00
0.38
80.00
2.38
0.39
0.00
0.39
85.00
2.30
0.40
0.00
0.40
90.00
2.22
0.41
0.00
0.41
95.00
2.13
0.41
0.00
0.41
100.00
2.05
0.42
0.00
0.42
105.00
1.99
0.43
0.00
0.43
110.00
1.93
0.43
0.00
0.43
115.00
1.88
0.44
0.00
0.44
120.00
1.82
0.44
0.00
0.44
125.00
1.72
0.44
0.00
0.44
130.00
1.61
0.43
0.00
0.43
135.00
1.51
0.41
0.00
0.41
140.00
1.40
0.40
0.00
0.40
145.00
1.30
0.38
0.00
0.38
150.00
1.19
0.36
0.00
0.36
-----------------------------------------------------
THE REQUIRED POND SIZE _ .4442317 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 120 MINUTES
NEW BELGUIM BREWERY
Retention Pond 2 - Stage/Storage
LOCATION: -- New Belguim Brewery Wastewater Treatment Pond
PROJECT NO: 110-07
COMPUTATIONS BY: ppk
SUBMITTED BY: NORTH STAR DESIGN
DATE: 7/30/01
100-yr WSEL-
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
Stage
(ft)
Surface
Area
(ft!)
Incremental
Storage
(ac-ft)
Total
Storage
(ac-ft)
45
0
46
5292
0.04
0.04
47
11422
0.19
0.23
48.0
20746
0.36
0.59
48.50
28812
0.28
0.88
49.0
36878
0.65
1.24
49.5
45990
0.85
1.73
Total required detention =
0.44
Ac. Ft.
Total required retention =
0.88
Ac. Ft.
Total required detention =
19166
Cu. Ft.
Total required retention =
38333
Cu. Ft.
ww_detention.xls
NEW BELGUIM BREWERY .
Emergency Overflow Spillway Sizing
LOCATION: New Belguim Brewery Wastewater Treatment Pond
PROJECT NO: 110-07
COMPUTATIONS BY: PPK
SUBMITTED BY: North Star Design
DATE: 7/30/01
Equation for flow over weir
Q = CLH'
where C = weir coefficient =
H = overflow height
L = length of the weir
tOD of berm
H
3.1 spill elevation
f— L -�
7 100 yr WSEL
Spillway will be designed with max 0.5 ft flow depth, H = 0.5 ft
Size the spillway assuming that the pond outlet is completely clogged.
Pond 1
Q (100) = 11.5 cfs
Spill elev = 4948.00 ft 100 yr WSEL = 4947.54 ft
Min top of berm elev.= 4948.50
Weir length required:
L= 10 ft
Use L = 10 ft
v = 1.59 ft/s
Pond 2
Q (100) = 9.8 cfs
Spill elev = 4949.00 ft 100 yr WSEL = 4948.50 ft
Min top of berm elev.= 4949.50
Weir length required:
L= 9 ft
Use L = 10 ft
v = 4.90 ft/s
ww detentionAs
SUBSURFACE EXPLORATION REPORT
GEMINI: SOLIX AT NEW BELGIUM BREWERY
FORT COLLINS, COLORADO
EEC PROJECT NO. 1072091
11
11
110 - IS
Frayl
0-NA/S
EARTH ENGINEERING
CONSULTANTS, INC.
13
North
Not to Not AREA
so-
50,475 S.F. V)
II
LUU
ui
g
ul
I II
BLD. a METHANE
TANK
OFFSET
------------
W
9-6
�\w
p
LEGEND
FO-SITE PHOTO
[I$�B-2 BORING LOCATION
PHOTOS TAKEN MM APPROXIMATE LOCATION, IN DIRECTION OF ARROW
BORING LOCATION DIAGRAM
NEW BELGium ALGAE BEDS
FORT COLLINS, COLORADO
EEC PROJECT #: 1072091 DATE: OCTOBER 2007
NEW BELGIUM ALGAE BEDS.
FORT COLLINS, COLORADO
PROJECT NO: 1072091 DATE: OCTODER2007
LOG OF BORING 04
RIG TYPE: CME45
SHEET 1 OF 1
WATER DEPTH
FOREMAN: DG
START DATE
1011 2007
WHILE DRILLING
4'
AUGER TYPE: 4' CFA
FINISH DATE
1=24r2007
AFTER DRILLING
NIA
SPT HAMMER: MANUAL
APPROX SURFACE
ELEV
4947
24 HOUR
NIA
SOIL DESCRIPTION
D
N
DU
Nc
DO
AUNTS
.me
SWELL
F LL
N
PRESSURE
% IN PSF
TYPE
(FEET)
@Lowawrl
(Pa
AI
(PcFl
(%)
FILL MATERIALS: Clayey Send With Gravel,
1
organic, root growth
2
3
CS
1J
9.1
95.7
NL
NP
94
<500 par
None
SILTY SAND with GRAVEL
_4_
Drown I red I grey
dense
_ _
—a—
60R
7.6
SS
SS
6
_8
—7-
8
' IrdermitteM COBBLES with Depth
9
Ess
10
Sow
7.9
11
12
13
14
S' or cave in (No Drive Taken at 14')
16
18
GRAY CLAYSTONE 17' AUGER CLIPPINGS
17
17.2
BOTTOM OF BORING DEPTH 17'
1B
19
20
21
23
24
25
wtll
^
/7/
nu
G
O
26
27
28
29
JO
31
32
33
1 N
c�
r
1 rj
34
�1/
hl7J
36
36
Earth Engineering Consultants