HomeMy WebLinkAboutTHE ODELL WINE PROJECT - MJA190002 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPreliminary Drainage Report
Odell Wine Project
Fort Collins, Colorado
August 30, 2019
Prepared for:
Brenden McGivney
Odell Investments, LLC
800 E. Lincoln Avenue
Fort Collins, Colorado 80525
Prepared by:
301 N. Howes Street Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158
www.northernengineering.com
Project Number: 100-020
This Drainage Report is consciously provided as a PDF. Please consider
the environment before printing this document in its entirety. When a hard
copy is necessary, we recommend double-sided printing.
August 30, 2019
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: Preliminary Drainage Report for
Odell Wine Project
Dear Staff:
Northern Engineering is pleased to submit this Preliminary Drainage Report for your
review. This report accompanies the combined Major Amendment submittal for the
proposed Odell Wine Project.
This report has been prepared in accordance with the Fort Collins Stormwater Criteria
Manual (FCSCM) and serves to document the stormwater impacts associated with the
proposed The Odell Wine Project. We understand that review by the City of Fort
Collins 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.
Frederick S. Wegert, PE
Project Engineer
Drainage Report August 30, 2019
Odell Investments Table of Contents
Table of Contents
I. General Location and Description ........................................................................ 1
II. Drainage Basins and Sub-Basins .......................................................................... 4
III. Drainage Design Criteria ..................................................................................... 4
IV. Drainage Facility Design ..................................................................................... 7
V. Conclusions ....................................................................................................... 11
VI. References ......................................................................................................... 12
Tables and Figures
Figure 1: Vicinity Map ...................................................................................... 1
Figure 2: Aerial Photography .......................................................................... 2
Figure 3: FEMA Firmette (FEMA National Flood Hazard Level website) ........ 3
Table 1: As-built Volumes for 800 E. Lincoln Ave. .......................................... 8
Table 2: Basin A Drainage Characteristics ...................................................... 9
Table 3: Basin B Drainage Characteristics ...................................................... 9
Table 4: Basin OS Drainage Characteristics ................................................. 10
Table 5: Drainage Characteristics for Basins A & B ...................................... 10
Appendices
Appendix A – Hydrologic Computations
Appendix B – Hydraulic Computations
Appendix C – Water Quality/Lid Design Computations
Appendix D – Erosion Control Report
Appendix E – USDA Soils Report
Appendix F – Historical Drainage Certifications Exceprts
Appendix G – FEMA Firmette
Map Pocket
DR1 – Drainage Exhibit
Drainage Report August 30, 2019
Odell Investments Page 1 of 14
I. General Location and Description
A. Location
1. Vicinity Map
2. The Odell Wine Project site is located in the northeast quarter of Section 12,
Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort
Collins, County of Larimer, State of Colorado.
3. The project site (refer to Figure 1) is bordered to the north by vacant land with
evidence of industrial use; to the south by Lincoln Avenue; to the east by
industrial warehouse, and to the west by Odell Brewery. The project is an
expansion of the Odell Brewery operations.
Figure 1: Vicinity Map
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Odell Investments Page 2 of 14
4. There are no major drainageways within the project site.
B. Description of Property
1. The Odell Wine Project is comprised of ±0.86 acres.
2. The site is currently composed of a steel frame industrial building and hardscape
(asphalt and concrete) parking lot with concrete and gravel industrial access.
The building is currently used for Odell’s barrel storage.
3. The existing groundcover consists of grasses, concrete and gravel. The existing
on-site runoff generally drains from the north-to-south across flat grades (e.g.,
<3.00%) towards Lincoln Avenue. From there, the drainage continues into the
City of Fort Collins storm sewer system and on to the Cache La Poudre River.
4. According to the United States Department of Agriculture (USDA) Natural
Resources Conservation Service (NRCS) Soil Survey website:
(http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx),
the site consists primarily of Loveland clay loam (Hydrologic Soil Group C) and
Table Mountain Loam (Hydrologic Soil Group B). The drainage calculations
assume a Hydrologic Soil Group of C for the entire site.
5. There are no major drainageway within or adjacent to the project site.
Figure 2: Aerial Photography
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Odell Investments Page 3 of 14
6. The project consists of renovating the existing building and parking lot into a
wine and beer tasting room as part of Odell Brewery. Other proposed
improvements include: an outdoor patio, permeable pavers, new sidewalks and
new landscaping.
7. The proposed land use is industrial. This is a permitted use in the Industrial
District (I).
C. Floodplain
1. The subject property is located in FEMA regulatory floodplain. In particular, the
project site is located within FEMA designated “Area with Reduced Flood Risk
Due to Levee (Zone X)” per the FEMA National Flood Hazard Level website.
Figure 3: FEMA Firmette (FEMA National Flood Hazard Level website)
Drainage Report August 30, 2019
Odell Investments Page 4 of 14
II. Drainage Basins and Sub-Basins
A. Major Basin Description
The Odell Wine Project is located within the City of Fort Collins Dry Creek major
drainage basin. Specifically, the project site is situated in the southwestern corner of
this major drainage basin. The Dry Creek major drainage basin generally drains
from northwest to southeast. Runoff from the major drainage basin drains to Dry
Creek and ultimately to the Cache La Poudre River.
B. Sub-Basin Description
1. The outfall for the project site is an existing 24-inch storm sewer in Lincoln Street.
2. The existing subject site can be defined with two (2) onsite subbasins and one (1)
offsite subbasin.
3. The existing site runoff generally drains from north-to-south and into the East
Pond constructed as part of the Odell Brewery drainage improvements.
4. The project site receives offsite runoff from a hillside along the north property
line.
III. Drainage Design Criteria
A. Optional Provisions
There are no optional provisions outside of the FCSCM proposed with Odell Wine
Project. However, the constructed conditions from 800 E. Lincoln Avenue (Odell
Brewery), as documented in the drainage certification and addendum, prepared in
February 2014 by Northern Engineering, does influence the drainage design for the
Odell Wine Project.
B. Stormwater Management Strategy
The overall stormwater management strategy employed with the Odell Wine Project
utilizes the “Four Step Process” to minimize adverse impacts of urbanization on
receiving waters. The following is a description of how the proposed development
has incorporated each step.
Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying
to reduce the stormwater impacts of this development is the site selection itself. By
choosing an already developed site with public storm sewer currently in place, the
burden is significantly less than developing a vacant parcel absent of any
infrastructure.
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Odell Investments Page 5 of 14
The Odell Wine Project aims to reduce runoff peaks, volumes and pollutant loads
from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and
2-year storm events) by implementing Low Impact Development (LID) strategies.
Wherever practical, runoff will be routed across landscaped areas or permeable
pavers. These LID practices reduce the overall amount of impervious area, while at
the same time Minimizing Directly Connected Impervious Areas (MDCIA). The
combined LID/MDCIA techniques will be implemented, where practical, throughout
the development, thereby slowing runoff and increasing opportunities for
infiltration.
Step 2 – Implement BMPs that Provide a Water Quality Capture Volume (WQCV)
with Slow Release. The efforts taken in Step 1 will help to minimize excess runoff
from frequently occurring storm events; however, urban development of this
intensity will still have stormwater runoff leaving the site. The primary water quality
treatment will occur in the permeable pavers located at the east end of the project.
Step 3 – Stabilize Drainageways. No changes to the onsite and surrounding
drainage systems are proposed with this project. While this step may not seem
applicable to The Odell Wine Project, the proposed project indirectly helps achieve
stabilized drainageways, nonetheless. Once again, site selection has a positive effect
on stream stabilization. By developing an infill site with existing stormwater
infrastructure, combined with LID and MDCIA strategies, the likelihood of bed and
bank erosion is reduced. Furthermore, this project will pay one-time stormwater
development fees, as well as ongoing monthly stormwater utility fees, both of which
help achieve Citywide drainageway stability.
Step 4 – Implement Site Specific and Other Source Control BMPs. The primary
source of LID and permeant BMP’s for the Odell Wine Project are the permeable
pavers located within the parking area. This will reduce runoff and implement
water quality for what stormwater that includes a significant concentration of oils,
grease, and suspended solids. Additional sources of BMP’s will include landscaping
strips and the East Pond constructed as part of 800 E. Lincoln Avenue drainage
improvements.
C. Development Criteria Reference and Constraints
1. The subject property is not part of any Overall Development Plan (ODP)
drainage study or similar “development/project” drainage master plan.
However, the East Pond of 800 E. Lincoln Avenue was designed with the
intention to provide stormwater detention for 824 E. Lincoln Avenue for an
interim condition. According to the drainage certifications for the East Pond, the
East Pond was constructed with insufficient volume (see Section IV.A.4 Sub-
Basin A below for more detail).
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Odell Investments Page 6 of 14
2. The site plan is constrained on the south side by a public street and by existing
development along the east and west sides. A large hill constrains the project on
the north side.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as
depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic
computations associated with Odell Wine Project. Tabulated data contained in
Table 3.4-1 has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. The Rational Formula-based Federal Aviation Administration (FAA) procedure
has been utilized for detention storage calculations.
4. Two separate design storms have been utilized to address distinct drainage
scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a
2-year recurrence interval. The second event considered is the “Major Storm,”
which has a 100-year recurrence interval.
E. Hydraulic Criteria
1. The drainage facilities proposed with Odell Wine Project are designed in
accordance with criteria outlined in the FCSCM and/or the Urban Drainage and
Flood Control District’s (UDFCD) Urban Storm Drainage Criteria Manual.
2. As stated in Section I.C.1, above, the subject property is located within FEMA
Floodplain Zone X with reduced flood risk due to a levee.
F. Floodplain Regulations Compliance
1. The entire the project is located within FEMA Floodplain Zone X with reduced
flood risk due to a levee.
G. Modifications of Criteria
No formal modifications are requested at this time.
H. Conformance with Water Quality Treatment Criteria
City Code requires that 100% of runoff from a project site receive some sort of water
quality treatment. This project proposes to provide water quality treatment through
the use of permeable pavers located along the east of the project under the drive aisle
and parking lot. These pavers are considered a LID treatment method. Due to the
Drainage Report August 30, 2019
Odell Investments Page 7 of 14
physical constraints associated with an infill project of this nature and the
prohibition of providing water quality facilities within the public right-of-way, there
are some small, narrow areas around the perimeter of the project that cannot be
captured. The uncaptured areas tend to be landscaping areas along Lincoln Avenue
and existing concrete and gravel industrial yard areas along the north area of the
project. The concrete and gravel industrial areas along the north property line will
maintain the existing drainage patterns towards the East Pond located on 800 E.
Lincoln Avenue (Odell Brewery).
I. Conformance with Low Impact Development (LID)
The project site will conform with the requirement to treat a minimum of 50% of new
impervious area project site using permeable pavers. Please see Appendix C for LID
design information, table, and exhibit(s). As shown in the LID table provided in the
appendix, 79.9% of the proposed site impervious area will receive LID treatment,
which exceeds the minimum required.
J. Sizing of LID Facilities
1. The permeable pavers were sized by first determining the required water quality
capture volume (WQCV) and detention volume for Sub-Basins A and B. A 12-
hour drain time was used for the WQCV calculation.
2. Once the total volume was identified, the depth of subbase was determined to
achieve this volume was calculated. A 30% void ratio was assumed per the
FCSM.
IV. Drainage Facility Design
A. General Concept
1. The main objective of Odell Wine Project drainage design is to maintain existing
drainage patterns, while not adversely impacting adjacent properties. As part of
this objective, the Odell Wine Project is to reduce the impact from this site on the
East Pond on 800 E. Lincoln Avenue.
2. The hillside along the north property line is a significant source of offsite
drainage impacting this site. See Sub-Basin OS below for further discussion
3. A list of tables and figures used within this report can be found in the Table of
Contents at the front of the document. The tables and figures are located within
the sections to which the content best applies.
Drainage Report August 30, 2019
Odell Investments Page 8 of 14
4. Drainage for the project site has been analyzed using three (3) drainage sub-
basins, designated as Sub-Basins A, B, and OS. The drainage patterns anticipated
for the basins are further described below.
Sub-Basin A
The existing and proposed drainage patterns for Sub-Basin A remain unchanged.
Roof drainage from the western half of the existing steel building discharges, via
downspouts, into an existing concrete and asphalt driveway and industrial yard.
Stormwater will then sheet flow across the concrete, onto a poorly vegetated
landscaping strip, and ultimately into the East Pond for Odell Brewery (800 E.
Lincoln Avenue). A concrete valley pan midway on the site and a swale along
the west property boundary helps to collect and direct drainage towards the East
Pond.
The East Pond was originally designed for the 100-year storm event from both
800 and 824 E. Lincoln Avenue. However, due to construction revisions and the
relocation of several mature trees, the East Pond was constructed with less than
the design volume (Addendum to Final Drainage Certification Memorandum for 2013
Odell Brew House Expansion by Northern Engineering dated February 18, 2014).
The combined as-constructed volumes of the permeable pavers and the East
Pond, per the Addendum to Final Drainage Certification Memorandum for 2013 Odell
Brew House Expansion is documented in Table 1 below.
As-built Volumes for 800 E. Lincoln Ave.
Required
Volume
800 E. Lincoln Ave. 11,118 ft3
824 E. Lincoln Ave. 2,554 ft3
Total 13,672 ft3
As-built
Volume
Permeable Pavers 2,261 ft3
East Pond 9,620 ft3
Total 11,881 ft3
All volumes from Addendum to Final Drainage Certification
Memorandum for 2013 Odell Brew House Expansion by Northern
Engineering dated 02/18/2014.
Table 1: As-built Volumes for 800 E. Lincoln Ave.
The proposed improvements to Sub-Basin A include replacing a portion of the
asphalt and concrete driveway with permeable pavers and landscaped areas.
The pavers are sized to provide the required water quality and detention volume
for the improvements to 824 E. Lincoln Avenue that cannot be achieved from the
East Pond on 800 E. Lincoln Avenue. According to the Final Drainage Certification
Memorandum for 2013 Odell Brew House Expansion, by Northern Engineering dated
February 8, 2014, the shortage is due to the volume burden from 824 E. Lincoln
Avenue. Table 2 is a summary of the basin area, impervious area, percent
impervious, and calculated flowrates for Sub-Basin A.
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Basin A Drainage Characteristics
Existing Proposed
Basin Area (sq. ft.) 23,214 36,148
Impervious Area (sq. ft.) 15,410 23,188
Percent Impervious 73% 70%
2-Year Flowrate (cfs) 0.93 1.37
10-Year Flowrate (cfs) 1.59 2.35
100-Year Flowrate (cfs) 4.82 7.04
Table 2: Basin A Drainage Characteristics
Sub-Basin B
The existing drainage pattern for Sub-Basin B with drainage from the existing
building’s southern downspouts, across an existing concrete patio with
landscaping islands, and into a grass sump located between the concrete patios
and the existing sidewalk in Lincoln Avenue. A storm inlet drains the sump into
the 24” storm sewer along Lincoln Avenue.
The proposed improvements will follow the same drainage patterns as the
existing, but a small landscaping berm will intercept flows from the downspouts
and the concrete patio and redirect it into the permeable pavers in Sub-Basin A.
Table 3 is a summary of the basin area, impervious area, percent impervious, and
calculated flowrates for Sub-Basin B.
Basin B Drainage Characteristics
Existing Proposed
Basin Area (sq. ft.) 14,121 1,188
Impervious Area (sq. ft.) 1,734 0
Percent Impervious 59% 20%
2-Year Flowrate (cfs) 0.51 0.02
10-Year Flowrate (cfs) 0.88 0.03
100-Year Flowrate (cfs) 2.39 0.07
Table 3: Basin B Drainage Characteristics
Sub-Basin OS
The existing and proposed drainage patterns for Sub-Basin OS will remain
unchanged. Sub-Basin OS consists of the hillside to the north of the property.
Sub-Basin OS drains directly onto the gravel industrial yard between the
building and the northern property line. The industrial yard diverts drainage
towards the northeastern corner of the site, into a swale along the western
property line, and ultimately into the East Pond. A 15” HDPE storm sewer was
installed along the western property line, bypassing the East Pond, and
ultimately into the 24” storm sewer along Lincoln Avenue. However, no inlet
was installed that would allow drainage from Sub-Basin OS to bypass the East
Pond.
Drainage Report August 30, 2019
Odell Investments Page 10 of 14
A concrete private access at the northwestern corner, between 800 and 824 E.
Lincoln Avenue, of the site is the only proposed improvement within Sub-Basin
OS. Runoff from the private access will drain into the swale along the west
property line and ultimately into the East Pond. Table 4 is a summary of the
basin area, impervious area, percent impervious, and calculated flowrates for
Sub-Basin OS.’
Basin OS Drainage Characteristics
Existing Proposed
Basin Area (sq. ft.) 7,595 7,595
Impervious Area (sq. ft.) 0 693
Percent Impervious 20% 27%
2-Year Flowrate (cfs) 0.08 0.12
10-Year Flowrate (cfs) 0.14 0.20
100-Year Flowrate (cfs) 0.37 0.51
Table 4: Basin OS Drainage Characteristics
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the
end of this report.
B. Specific Details
1. The existing impervious area was considered in determining allowable release
from the property. The 2-yr historic release rate for the project is based on a
hydrologic analysis of the site’s existing conditions (see Table 5 below) of the
combined Sub-Basins A and B. The historic 2-yr release rate is 1.33 cfs and
requires a detention of 4,885 cu. ft and a depth of paver sub-base of 3.0 ft.
Basin A-B Drainage Characteristics
Existing Proposed
Basin Area (sq. ft.) 37,335 37,335
Impervious Area (sq. ft.) 22,397 23,188
Percent Impervious 68% 69%
2-Year Flowrate (cfs) 1.33 1.36
10-Year Flowrate (cfs) 2.28 2.32
100-Year Flowrate (cfs) 6.74 6.87
Table 5: Drainage Characteristics for Basins A & B
2. The FAA method was used to size the on-site detention volume.
C. Sizing of LID Facilities
Permeable Pavers
The permeable pavers were sized by first determining the required water quality
capture volume (WQCV) and detention volume for Sub-Basins A and B. A 12-
Drainage Report August 30, 2019
Odell Investments Page 11 of 14
hour drain time was used for the WQCV calculation. Once the total volume was
identified, the depth of subbase was determined to achieve this volume was
calculated. A 30% void ratio was assumed per the FCSM.
V. Conclusions
A. Compliance with Standards
1. The design elements comply without variation and meet all LID requirements.
2. The drainage design proposed with Odell Wine Project complies with the City of
Fort Collins Master Drainage Plan for the Dry Creek Basin.
3. As stated in Section I.C.1, above, the subject property is located within
Floodplain Zone X with reduced flood risk due to a levee.
4. The drainage plan and stormwater management measures proposed with Odell
Wine Project are compliant with all applicable State and Federal regulations
governing stormwater discharge.
B. Drainage Concept
1. The Odell Wine Project will not impact the Master Drainage Plan
recommendations for the Dry Creek major drainage basin.
2. The Odell Wine Project will reduce the burden on the East Pond for 800 E.
Lincoln Street. Upon completion of the permeable pavers for Odell Wine Project,
the East Pond for 800 E. Lincoln Street will be in compliance with City of Fort
Collins stormwater regulations.
3. The Odell Wine Project will provide LID, water quality, and detention for the
proposed impervious areas. The existing pervious areas not modified by the
Odell Wine Project will flow into the East Pond on 800 E. Lincoln Street. This
will still provide some water quality and LID treatment for the site. The
hydrologic capacity of the East Pond will not be impacted due to the additional
permeable pavers proposed by the Odell Wine Project.
Drainage Report August 30, 2019
Odell Investments Page 12 of 14
VI. References
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.
Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by
Ordinance No. 159, 2018, and referenced in Section 26-500 of the City of Fort Collins
Municipal Code.
Final Drainage Certification Memorandum for 2013 Odell Brew House Expansion, Northern
Engineering, Fort Collins, Colorado, February 3, 2014.
Addendum to Final Drainage Certification Memorandum for 2013 Odell Brew House
Expansion, Northern Engineering, Fort Collins, Colorado, February 18, 2014.
Soils Resource Report for Larimer County Area, Colorado, Natural Resources
Conservation Service, United States Department of Agriculture.
Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood
Control District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April
2008.
Appendix A
Hydrologic Computations
Hansen Development
Runoff
Coefficient1
Percentage
Impervious1 Project:
0.95 95% Calculations By:
0.95 95% Date: August 28,2019
0.50 50%
0.50 50%
0.20 20% 2-year Cf = 1.00 10-year Cf = 1.00
Basin ID
Basin Area
(sq. ft.)
Basin Area
(ac.)
Asphalt,
Concrete
(ac.)
Rooftop
(ac.)
Gravel
(ac.)
Pavers (ac.)
Lawns, Clayey
Soil, Flat Slope
< 2% (ac.)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
HA 23,214 0.53 0.14 0.13 0.16 0.00 0.24 0.73 0.73 0.91 73%
HB 14,121 0.32 0.12 0.04 0.01 0.00 0.20 0.59 0.59 0.74 59%
HOS 7,595 0.17 0.00 0.00 0.00 0.00 0.17 0.20 0.20 0.25 20%
A-B 37,335 0.86 0.26 0.17 0.16 0.00 0.43 0.68 0.68 0.84 68%
Gravel
Pavers
Lawns, Clayey Soil, Flat Slope < 2%
Composite Runoff Coefficient with Adjustment
1) Runoff coefficients are taken from the Fort Collins Stormwater Criteria Manaual, Table 3.2.1 and Table 3.2.2.
100-year Cf = 1.25
HISTORIC COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Odell Wine
F. Wegert
Character of Surface:
USDA SOIL TYPE: C
Combined Basins
Asphalt, Concrete
Rooftop
8/26/2019 2:15 PM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Historic.xlsx\Composite C
Hansen Development
Project: Odell Wine
Calculations By:
Date:
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
T
i
2-yr
(min)
T
i
10-yr
(min)
T
i
100-yr
(min)
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
Velocity,
V
(ft/s)
T
t
(min)
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
Velocity,
V
(ft/s)
T
t
Hansen Development
2-yr
(min)
10-yr
(min)
100-yr
(min)
C2
C10
C100
i2
(in/hr)
i10
(in/hr)
i100
(in/hr)
Q2
(cfs)
Q10
(cfs)
Q100
(cfs)
ha HA 0.53 8.24 8.24 5.04 0.73 0.73 0.91 2.40 4.10 9.95 0.93 1.59 4.82
hb HB 0.32 6.04 6.04 5.00 0.59 0.59 0.74 2.67 4.56 9.95 0.51 0.88 2.39
hos HOS 0.17 8.54 8.54 8.14 0.20 0.20 0.25 2.35 4.02 8.38 0.08 0.14 0.37
a-b A-B 0.86
9.13 9.13 6.15 0.68 0.68 0.84 2.30 3.93 9.31 1.33 2.28 6.74
Odell Wine
F. Wegert
August 28,2019
Combined Basins
HISTORIC RUNOFF COMPUTATIONS
Rational Method Equation:
Rainfall Intensity:
Rainfall Intensity taken from the Fort Collins Stormwater Criteria Manual (FCSCM), Tables RA-7 and RA-8
Design
Point
Basin(s)
Area, A
(acres)
Tc Runoff Coefficient Intensity Flow
Project:
Calculations By:
Date:
Q = C f ( C )( i )( A )
8/26/2019 2:15 PM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Historic.xlsx\Runoff
Hansen Development
Runoff
Coefficient1
Percentage
Impervious1 Project:
0.95 95% Calculations By:
0.95 95% Date: August 30,2019
0.50 50%
0.50 50%
0.20 20% 2-year Cf = 1.00 10-year Cf = 1.00
Basin ID
Basin Area
(sq. ft.)
Basin Area
(ac.)
Asphalt,
Concrete
(ac.)
Rooftop
(ac.)
Gravel
(ac.)
Pavers (ac.)
Lawns, Clayey
Soil, Flat Slope
< 2% (ac.)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
A 36,148 0.83 0.26 0.17 0.07 0.13 0.37 0.70 0.70 0.88 70%
B 1,188 0.03 0.00 0.00 0.00 0.00 0.03 0.20 0.20 0.25 20%
OS 7,595 0.17 0.02 0.00 0.00 0.00 0.16 0.27 0.27 0.34 27%
A-B 37,335 0.86 0.26 0.17 0.07 0.13 0.40 0.69 0.69 0.86 69%
1) Runoff coefficients are taken from the Fort Collins Stormwater Criteria Manaual, Table 3.2.1 and Table 3.2.2.
100-year Cf = 1.25
Combined Basins
PROPOSED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Odell Wine
F. Wegert
Character of Surface:
USDA SOIL TYPE: C
Lawns, Clayey Soil, Flat Slope < 2%
Pavers
Gravel
Rooftop
Asphalt, Concrete
Composite Runoff Coefficient with Adjustment
8/30/2019 9:00 AM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Developed.xlsx\Composite C
Hansen Development
Project: Odell Wine
Calculations By:
Date:
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
T
i
2-yr
(min)
T
i
10-yr
(min)
T
i
100-yr
(min)
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
Velocity,
V
(ft/s)
T
t
(min)
Length,
L
(ft)
Up Stream
Elevation
Down
Stream
Elevation
Slope,
S
(%)
Velocity,
V
(ft/s)
T
t
Hansen Development
2-yr
(min)
10-yr
(min)
100-yr
(min)
C2
C10
C100
i2
(in/hr)
i10
(in/hr)
i100
(in/hr)
Q2
(cfs)
Q10
(cfs)
Q100
(cfs)
a A 0.83 8.63 8.63 5.53 0.70 0.70 0.88 2.35 4.02 9.63 1.37 2.35 7.04
b B 0.03 5.69 5.69 5.39 0.20 0.20 0.25 2.76 4.72 9.95 0.02 0.03 0.07
os OS 0.17 7.99 7.99 7.46 0.27 0.27 0.34 2.46 4.21 8.80 0.12 0.20 0.51
a-b A-B 0.86
9.13 9.13 6.15 0.69 0.69 0.86 2.30 3.93 9.31 1.36 2.32 6.87
F. Wegert
August 30,2019
Combined Basins
PROPOSED RUNOFF COMPUTATIONS
Rational Method Equation:
Rainfall Intensity:
Rainfall Intensity taken from the Fort Collins Stormwater Criteria Manual (FCSCM), Tables RA-7 and RA-8
Design
Point
Basin(s)
Area, A
(acres)
Tc Runoff Coefficient Intensity Flow
Project:
Calculations By:
Date:
Odell Wine
Q = C f ( C )( i )( A )
8/30/2019 9:00 AM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Developed.xlsx\Runoff
X X
X X X X X X X X
X X X X X X X X X
X X X X X X
X X X X X X X
X X
X
X
X
X X X X X
ROOFTOP
CONCRETE
ASPHALT
GRAVEL
SURFACE
AREA (SF) % IMPERV.
IMPERV.
AREA (SF)
9,645
8,645
2,711
12,070
100%
100%
100%
50% 6,035
TOTALS 43,255 TOTAL= 27,036
ROOFTOP
CONCRETE
PAVERS
GRAVEL
SURFACE
AREA (SF) % IMPERV.
IMPERV.
AREA (SF)
11,002
4,850
3,933
100%
100%
50%
50%
TOTALS 43,255 TOTAL= 25,040
EXISTING PROPOSED
1,967
2,425
P:\100-020\DWG\DRNG\100-020_IMPV.DWG
824 E. LINCOLN AVENUE
FORT COLLINS
COLORADO
Fort Collins: 301 N. Howes St., Ste. 100, 80521
Greeley: 820 8th Street, 80631
E NGINEER ING
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
DESCRIPTION
EXISTING VS. PROPOSED
IMPERVIOUS AREA
DRAWN BY
Appendix B
Hydraulic Calculations
Drainage Report August 28, 2019
Odell Investments
This section intentionally left blank.
Appendix C
Water Quality/LID Design Computations
Pond No :
a
100-yr
0.88
5.20 min 4951 ft3
0.83 acres 0.11 ac-ft
Max Release Rate = 1.33 cfs
Time (min)
Ft Collins
100-yr
Intensity
(in/hr)
Inflow
Volume
(ft3)
Outflow
Adjustment
Factor
Qav
(cfs)
Outflow Volume
(ft3)
Storage
Volume
(ft3)
5 9.950 2180 1.00 1.33 399 1781
10 7.720 3383 0.76 1.01 606 2777
15 6.520 4286 0.67 0.90 806 3480
20 5.600 4908 0.63 0.84 1005 3903
25 4.980 5456 0.60 0.80 1205 4251
30 4.520 5943 0.59 0.78 1404 4538
35 4.080 6258 0.57 0.76 1604 4654
40 3.740 6556 0.57 0.75 1803 4753
45 3.460 6823 0.56 0.74 2003 4820
50 3.230 7078 0.55 0.73 2202 4875
55 3.030 7303 0.55 0.73 2402 4901
60 2.860 7520 0.54 0.72 2601 4919
65 2.720 7748 0.54 0.72 2801 4947
70 2.590 7945 0.54 0.71 3000 4945
75 2.480 8151 0.53 0.71 3200 4951
80 2.380 8344 0.53 0.71 3399 4945
85 2.290 8530 0.53 0.71 3599 4931
90 2.210 8717 0.53 0.70 3798 4918
95 2.130 8868 0.53 0.70 3998 4870
100 2.060 9028 0.53 0.70 4197 4830
105 2.000 9203 0.52 0.70 4397 4806
110 1.940 9352 0.52 0.70 4596 4756
115 1.890 9525 0.52 0.70 4796 4729
120 1.840 9676 0.52 0.69 4995 4681
*Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2.
A =
Tc =
Project Location :
Design Point
C =
Design Storm
DETENTION POND CALCULATION: MODIFIED FAA METHOD w/ Ft Collins IDF
Input Variables Results
Required Detention Volume
Fort Collins, Colorado
Project:
Calc. By:
Date:
0.860 <-- INPUT from impervious calcs
70.00 <-- INPUT from impervious calcs
0.7000 <-- CALCULATED
12 hours <-- from UDFCD Vol. 3 Table 3-2
0.8 <-- from UDFCD Vol. 3 Table 3-2
0.220 <-- UDFCD Vol. 3 Equation 3-1
0.016 <-- UDFCD Vol. 3 Equation 3-3
** <-- INPUT from stage-storage table
** <-- CALCULATED from Figure EDB-3
dia (in) = ** <-- INPUT from Figure 5
n = ** <-- INPUT from Figure 5
t (in) = ** <-- INPUT from Figure 5
number of rows = ** <-- from WQ Depth and row spacing
August 28, 2019
WATER QUALITY CALCULATIONS
Permeable Pavers
Required Storage & Outlet Works
Circular Perforation Sizing
**To be completed at final design
Basin Area =
Basin Percent Imperviousness =
Basin Imperviousness Ratio =
WQCV (watershed inches) =
WQCV (ac-ft) =
WQ Depth (ft) =
Area Required Per Row, a (in2) =
Drain Time Coefficient =
Drain Time =
Odell Wine Project
F. Wegert
Project Number :
Project Name :
Project Location :
Pond No :
800 E. Lincoln Ave. 11,118 ft3
824 E. Lincoln Ave. 2,554 ft3
Total 13,672 ft3
Permeable Pavers 2,261 ft3
East Pond 9,620 ft3
Total 11,881 ft3
11,118 ft3
4,951 ft3
697 ft3
16,766 ft3
11,881 ft3
Required Volume for 824 E. Lincoln Ave. 4,885 ft3
30%
5,507 ft2
3.0 ft
6.0 in
4.0 in
3.0 ft
4,956 ft3
4,885 ft3
PERMEABLE PAVER VOLUME & SECTION
Design Volume
Required Volume
Required Volume for 824 E. Lincoln Ave.
Asbuilt Volume per 800 E. Lincoln Ave. Drainage Certification
Permeable Paver Section
Assumed Void Ratio per FCSM2
Calculated Depth of Subbase
Paver & Levelling Course Depth (per FC standard details)3
Base Depth (per FC standard details)3
Design Depth of Subbase
Total Required Volume
100-020
Odell Wine Project
Fort Collins, Colorado
Permeable Pavers
Asbuilt Volume1
Area of Pavers
Asbuilt Detention Volumes for 800 E. Lincoln Ave.
Required Volume1
Required Volumes of 824 E. Lincoln Avenue
Required Volume for 800 E. Lincoln Ave
Required Water Quality Volume
Notes:
1) All volumes from Addendum to Final Drainage Certification Memorandum for 2013 Odell Brew House Expansion by Northern
Engineering dated 02/18/2014.
2) FCSM = Fort Collins Stormwater Manual.
3) Paver depths based on standard Fort Collins detail D-54.
X X
X X X X X X X X
X X X X X X X X X
X X X X X
X X X X X X X X
X
X
X
X
X
X X X X
X
D
G G
CTV CTV
CTV
E
E E
E
T
T
AC
SS
SS
D
ST ST
ST
ST ST ST ST
ST
ST
D
D
H
Y
D
W
C
S
WV
VAULT
ELEC
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
CONTROL IRR
IRR
MH
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
D
D
D
Historic Impervious Area
Percent
Impervious
Asphalt and Concrete 11,379 ft2 100% 11,379 ft2
Roof 7,503 ft2 100% 7,503 ft2
Gravel 7,030 ft2 50% 3,515 ft2
Total 25,912 ft2 22,397 ft2
Asphalt and Concrete 11,300 ft2 100% 11,300 ft2
Roof 7,503 ft2 100% 7,503 ft2
Gravel 5,211 ft2 50% 2,606 ft2
Pavers 5,507 ft2 50% 2,754 ft2
Total 29,521 ft2 24,162 ft2
3,609 ft2
Yes
Description
Percent
Impervious
Proposed Concrete 1,900 ft2 100% 1,900 ft2
Proposed Gravel 1,966 ft2 50% 983 ft2
Total Proposed 3,866 ft2 2,883 ft2
Existing Concrete 2,378 ft3 100% 2,378 ft3
Existing Roof 2,881 ft2 100% 2,881 ft2
Total 5,259 ft2 5,259 ft2
79.9%
81.0%
Note: Percent impervious does not include permeable pavers.
Area Treated by Permeable Pavers
Proposed Impervious Area
Area
Impervious
Area
Percent of Treatment of New Impervious Area
Percent Treatment of Pro. & Ex. Impervious Area
Area
Impervious
Area
Net New Impervious Area
Does new impervious area exceed 1,000 sq. ft.?
Appendix D
Erosion Control Report
Drainage Report August 28, 2019
Odell Investments Erosion Control Report
Erosion Control Report
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been
included with the final construction drawings. It should be noted, however, that any such
Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging
and/or phasing of the BMPs depicted, and additional or different BMPs from those included
may be necessary during construction, or as required by the authorities having jurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly
maintained and followed. The Erosion and Sediment Control Plan is intended to be a living
document, constantly adapting to site conditions and needs. The Contractor shall update the
location of BMPs as they are installed, removed or modified in conjunction with construction
activities. It is imperative to appropriately reflect the current site conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be
implemented during construction, as well as permanent erosion control protection. Best
Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized.
Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed
perimeter, gutter protection in the adjacent roadways and inlet protection at existing and
proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up
procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be
provided by the Contractor.
Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final
Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet
dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets,
the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any
existing Development Agreement(s) of record, as well as the Development Agreement, to be
recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor
for this project may be required to secure a Stormwater Construction General Permit from the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control
Division – Stormwater Program, before commencing any earth disturbing activities. Prior to
securing said permit, the Site Contractor shall develop a comprehensive Storm Water
Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will
further describe and document the ongoing activities, inspections, and maintenance of
construction BMPs.
Appendix E
USDA Soils Report
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Natural Area, Colorado
Resources
Conservation
Service
August 22, 2019
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made..................................................................................5
Soil Map.................................................................................................................. 8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................ 11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado...................................................................... 13
64—Loveland clay loam, 0 to 1 percent slopes...........................................13
105—Table Mountain loam, 0 to 1 percent slopes...................................... 14
Soil Information for All Uses...............................................................................16
Soil Properties and Qualities.............................................................................. 16
Soil Erosion Factors........................................................................................16
K Factor, Whole Soil....................................................................................16
Soil Qualities and Features.............................................................................19
Hydrologic Soil Group................................................................................. 19
References............................................................................................................24
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
40° 35' 24'' N
105° 3' 46'' W
40° 35' 24'' N
105° 3' 42'' W
40° 35' 19'' N
105° 3' 46'' W
40° 35' 19'' N
105° 3' 42'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 30 60 120 180
Feet
0 10 20 40 60
Meters
Map Scale: 1:692 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
64 Loveland clay loam, 0 to 1
percent slopes
0.8 61.7%
105 Table Mountain loam, 0 to 1
percent slopes
0.5 38.3%
Totals for Area of Interest 1.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
11
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Larimer County Area, Colorado
64—Loveland clay loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpx9
Elevation: 4,800 to 5,500 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Loveland and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Loveland
Setting
Landform: Flood plains, stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 15 inches: clay loam
H2 - 15 to 32 inches: clay loam, silty clay loam, loam
H2 - 15 to 32 inches: very gravelly sand, gravelly sand, gravelly coarse sand
H2 - 15 to 32 inches:
H3 - 32 to 60 inches:
H3 - 32 to 60 inches:
H3 - 32 to 60 inches:
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.60 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: Occasional
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Very slightly saline to slightly saline (2.0 to 4.0
mmhos/cm)
Available water storage in profile: Very high (about 16.7 inches)
Interpretive groups
Land capability classification (irrigated): 3w
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C
Hydric soil rating: No
Custom Soil Resource Report
13
Minor Components
Aquolls
Percent of map unit: 5 percent
Landform: Swales
Hydric soil rating: Yes
Poudre
Percent of map unit: 5 percent
Hydric soil rating: No
105—Table Mountain loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpty
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Table mountain and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Table Mountain
Setting
Landform: Flood plains, stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 36 inches: loam
H2 - 36 to 60 inches: loam, clay loam, silt loam
H2 - 36 to 60 inches:
H2 - 36 to 60 inches:
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Custom Soil Resource Report
14
Frequency of ponding: None
Calcium carbonate, maximum in profile: 15 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Sodium adsorption ratio, maximum in profile: 5.0
Available water storage in profile: Very high (about 18.0 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: B
Ecological site: Overflow (R049XY036CO)
Hydric soil rating: No
Minor Components
Caruso
Percent of map unit: 7 percent
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit: 4 percent
Landform: Terraces
Hydric soil rating: Yes
Paoli
Percent of map unit: 4 percent
Hydric soil rating: No
Custom Soil Resource Report
15
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Erosion Factors
Soil Erosion Factors are soil properties and interpretations used in evaluating the
soil for potential erosion. Example soil erosion factors can include K factor for the
whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility
index.
K Factor, Whole Soil
Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by
water. Factor K is one of six factors used in the Universal Soil Loss Equation
(USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the
average annual rate of soil loss by sheet and rill erosion in tons per acre per year.
The estimates are based primarily on percentage of silt, sand, and organic matter
and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range
from 0.02 to 0.69. Other factors being equal, the higher the value, the more
susceptible the soil is to sheet and rill erosion by water.
"Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The
estimates are modified by the presence of rock fragments.
16
17
Custom Soil Resource Report
Map—K Factor, Whole Soil
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
40° 35' 24'' N
105° 3' 46'' W
40° 35' 24'' N
105° 3' 42'' W
40° 35' 19'' N
105° 3' 46'' W
40° 35' 19'' N
105° 3' 42'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 30 60 120 180
Feet
0 10 20 40 60
Meters
Map Scale: 1:692 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
Not rated or not available
Soil Rating Lines
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
Not rated or not available
Soil Rating Points
.02
.05
.10
.15
.17
.20
.24
.28
.32
.37
.43
.49
.55
.64
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Table—K Factor, Whole Soil
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
64 Loveland clay loam, 0 to
1 percent slopes
.20 0.8 61.7%
105 Table Mountain loam, 0
to 1 percent slopes
.37 0.5 38.3%
Totals for Area of Interest 1.4 100.0%
Rating Options—K Factor, Whole Soil
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Custom Soil Resource Report
19
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Custom Soil Resource Report
20
21
Custom Soil Resource Report
Map—Hydrologic Soil Group
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
4493120 4493130 4493140 4493150 4493160 4493170 4493180 4493190 4493200 4493210 4493220 4493230 4493240 4493250
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
494670 494680 494690 494700 494710 494720 494730 494740 494750 494760 494770
40° 35' 24'' N
105° 3' 46'' W
40° 35' 24'' N
105° 3' 42'' W
40° 35' 19'' N
105° 3' 46'' W
40° 35' 19'' N
105° 3' 42'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 30 60 120 180
Feet
0 10 20 40 60
Meters
Map Scale: 1:692 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
64 Loveland clay loam, 0 to
1 percent slopes
C 0.8 61.7%
105 Table Mountain loam, 0
to 1 percent slopes
B 0.5 38.3%
Totals for Area of Interest 1.4 100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
23
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
24
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
25
Appendix F
Historical Drainage Certifification Excerpts
Final Drainage Certification Memorandum
Date: February 3, 2014
Project: 2013 Odell Brew House Expansion Project No. 100-009
Fort Collins, Colorado
Attn: Mr. Glen Schlueter
City of Fort Collins – Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
Dear Glen:
This memorandum serves to supplement the Commercial, Multi-Family and Subdivision
Certification Checklist, as published on the City of Fort Collins’ website. Specifically, it is intended
to document the modifications and current condition of the East Pond.
Due to the transplanting of several mature trees from the adjacent Link-N-Greens construction site,
as well as the presence of buried electrical lines and irrigation facilities, the East Pond fell short of
the required detention storage volume when initially surveyed for certification purposes. An
alternative design was subsequently developed, and vetted in the field with Wes Lamarque of Fort
Collins Stormwater.
While the pond was deficient in total volume, it met the requirements for site generated runoff from
Odell Brewing Co. The shortage was purely due to the off-site volume burden from Fort Collins
Monument and Stone (FCM&S). It is anticipated that FCM&S will construct their own detention
pond, thereby relieving the 2,554 cu.ft. of storage volume currently imposed on the Odell East
Pond. However, until said pond is built and certified, Odell will make an effort to provide the
interim volume, or increased water quality measures as an offset.
It is with those intentions in mind that the East Pond was modified after the aforementioned trees
were transplanted. The pond bottom was over-excavated two feet. 4-in. of topsoil was then
placed above 8-in. of sand, resulting in a nominal pond bottom approximately one foot lower than
the original design (4939.0 instead of 4940.0). This puts the pond bottom slightly below the
existing gravity outfall. While this is good from a low-impact development (LID) perspective, there
is a strong objective to minimize the potential depth and frequency of standing water. For these
reasons, a fourth dry well was added in addition to the sand bottom.
2013 Odell Brew House Expansion | Final Site Drainage Certification | 02.03.14
D:\Projects\100-009\Drainage\DrngCert\Odell_FinalDrngCertMemo_2014-02-03.docx Page 2 of 2
The permeable paver system was constructed pursuant to the approved plans and specifications.
This provides roughly 2,261 cu.ft. of LID detention storage in the sub-surface aggregate void
space. When combined with the 9,620 cu.ft. of open air detention volume, the East Pond
provides approximately 11,881 cu.ft. of total storage.
At this time it is kindly requested that the Temporary Certificate of Occupancy be switched to a
permanent Certificate of Occupancy given the substantial completion of the drainage
improvements. The attached Record Drawings and Checklist, as well as this memo, serve to
document the constructed condition. The slight shortage in detention volume in the East Pond is
not expected have adverse impacts to public health or safety. The additional trees and LID/water
quality benefits employed are viewed as positive offsets to the storage volume that will ultimately
reside on the FCM&S property.
The Overall Site Drainage Certification for the 2013 Odell Brew House is based upon field survey
information and site observation(s) conducted by Northern Engineering, as well as information and
testimony supplied by the General Contractor.
Please feel free to contact me if you have any questions.
Sincerely,
Nicholas W. Haws, PE, LEED AP
cc: Ben Basalay – RB+B Architects
Brian Cass – GH Phipps Construction Companies
enc.
02.03.14
Addendum to Final Drainage Certification Memorandum
Date: February 18, 2014
Project: 2013 Odell Brew House Expansion Project No. 100-009
Fort Collins, Colorado
Attn: Mr. Wes Lamarque
City of Fort Collins – Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
Dear Wes:
This addendum letter is provided pursuant to your request to further document the interim volume
shortage in the East Pond. According to the 04.22.13 Drainage Addendum Letter for the Odell
Brewing Co. expansion applications (PDP120032 and MA130002), the required storage volume is
13,672 cu.ft. (11,118 cu.ft from Odell + 2,554 cu.ft. from Fort Collins Monument & Stone). The
volume currently provided (per the 02.03.14 Odell Record Drawings) is 11,881 cu.ft. (2,261
cu.ft. under the pavers + 9,620 cu.ft. in the open pond). This results in an interim volume
shortage of 1,791 cu.ft. (13,672 – 11,881).
According to recent soils reports (Terracon Proj. No. 20125035), infiltration rates of the native
soils range from 0.1 – 1 in/hr for upper lean clay and clayey sand soils to 2 – 6 in/hr for lower
sands and gravels. I chose to conservatively use 0.25 in/hr for infiltration at the installed dry wells.
There are four (4) dry wells, each 2 ft. diameter by 6 ft. deep. The total flow rate of all four dry
wells combined using an infiltration rate of 0.25 in/hr is 0.26 cfs. The estimated time to drain
1,791 cu.ft. of volume at 0.26 cfs is 1.9 hrs. Since the volume in question can theoretically be
drained in less than 2 hours, I feel the constructed pond remains adequate as-is.
Please feel free to contact me if you have any questions.
Sincerely,
Nicholas W. Haws, PE, LEED AP
02.18.14
Appendix G
FEMA Firmette
USGS The National Map: Orthoimagery. Data refreshed April, 2019.
National Flood Hazard Layer FIRMette
0 250 500 1,000 1,500 2,000 Feet
Ü
105°4'3.11"W
40°35'35.94"N
105°3'25.66"W
40°35'8.62"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
HAZARD SPECIAL FLOOD AREAS
Without Zone A, V, Base A99 Flood Elevation (BFE)
With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.of 2% 1% Annual annual Chance chance Flood flood with Hazard, average Areas
depth areasdrainage of less less than than one one foot square or with mile
Zone X
Future ChanceAnnual Conditions Flood Hazard 1%
Zone X
Area Levee.to with See Reduced Notes. Flood Risk due
Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This digital map flood complies maps if with it is FEMA's not void standards as described for the below. use of
The accuracy basemap standards shown complies with FEMA's basemap
The authoritative flood hazard NFHL information web services is derived provided directly by FEMA. from This the map
was reflectnot exported changes on or 8/amendments 26/2019 at 9:subsequent 09:49 PM to and this does date and
time. becomeor The superseded NFHL and effective by new data information over time. may change
This elementsmap map image do not is appear: void if basemap the one or imagery, more of flood the following zone labels,
legend, FIRM panel scale number, bar, map and creation FIRM effective date, community date. Map identifiers,images for
unmapped regulatoryfor purposes. and unmodernized areas cannot be used
Legend
OTHER FLOOD AREAS HAZARD OF
OTHER AREAS
STRGUECNTUERREASL
FEATURES OTHER
MAP PANELS
8
1:6,000
B 20.2
The point pin selected displayed by the on the user map and is does an approximate not represent
an authoritative property location.
Map Pocket
DR1 –Drainage Exhibit
D
ST ST
C
S
W
W
C
S
C.O.
CTV
CTV
CTV CTV CTV
CTV
CTV
CTV
CTV CTV
CTV CTV
CTV
CTV
C.O.
C.O.
T
X
AC
X
X X X
X
D
ST
ST
ST ST ST ST ST
ST
ST ST
ST
ST
ST
ST
ST
ST
ST
ST ST ST ST
ST
ST
ST
ST ST
ST
ST
ST
ST
D
MH
VAULT
CABLE
D
D
D
C.O.
V.P.
C.O.
C.O.
AC
AC
M
X
X
X
X
X X X
X
X X
ST
ST
ST ST
UD
UD
UD UD UD UD
UD
UD
U
D
UD
UD UD
0.83 ac.
A
0.03 ac.
B
0.17 ac.
OS
EXISTING INLET
EAST POND
(EXISTING)
EXISTING OUTLET
STRUCTURE
EXISTING STORM MH
RIM=4946.15
INV IN=4942.40 (N)
INV OUT=4942.33 (SW)
EXISTING STORM MH
RIM=4946.20
INV IN=4942.08 (N)
INV IN=4942.12 (NE)
INV OUT=4942.01 (S)
EXISTING
RETAINING WALL
CONCRETE WALK
CONCRETE WALK
OUTDOOR PATIO
EXISTING CONCRETE APRON
EXISTING BUILDING
(824 E. LINCOLN AVE.)
ODELL BREWING
COMPANY
(800 E. LINCOLN AVE.)
EXISTING OUTDOOR PATIO
EXISTING PARKING LOT
EX. OVERHEAD
STRUCTURE
EXISTING STORM MH
PERMEABLE
PAVERS
PERMEABLE
PAVERS
a
b
os
EXISTING SIDEWALK
EXISTING STORM MH
EXISTING
DOWNSPOUT (TYP.)
EXISTING BOLLARD (TYP.)
EXISTING VALLEY PAN
PROPOSED
RETAINING WALL
PROPOSED BRIDGE
PROPOSED INLET
PROPOSED INLET
PROPOSED INLET
PROPOSED
CLEANOUT (TYP.)
Sheet
ODELL WINE PROJECT These drawings are
instruments of service
provided by Northern
Engineering Services, Inc.
and are not to be used for
any type of construction
unless signed and sealed by
a Professional Engineer in
the employ of Northern
Engineering Services, Inc.
NOT FOR CONSTRUCTION
REVIEW SET
E NGINEER ING
N O R T H E RN
FORT COLLINS: 301 North Howes Street, Suite 100, 80521
GREELEY: 820 8th Street, 80631
970.221.4158
northernengineering.com
of 9
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
NORTH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
C500
DRAINAGE EXHIBIT
9
LEGEND:
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPERTY BOUNDARY
DESIGN POINT A
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
1 1
B2
1.45 ac
PROPOSED AREA DRAIN INLET
PROPOSED UNDERDRAIN
UD
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 13, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
22
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data
as of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 13, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
18
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 13, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
C.O.
E
VAULT
ELEC
V.P.
ELEC
BRKR
E
GGG
C.O.
C.O.
AC
AC
M
G
G
G G
E
E
E E
E
E
X
T
T T
X
T
T
T
T
ST
PROPOSED
CONCRETE
PROPOSED
GRAVEL
EXISTING
CONCRETE
EXISTING
ROOF
P:\100-020\DWG\DRNG\100-020_LID.DWG
824 E. LINCOLN AVENUE
FORT COLLINS
COLORADO
Fort Collins: 301 N. Howes St., Ste. 100, 80521
Greeley: 820 8th Street, 80631
E NGINEER ING
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
DESCRIPTION
NEW IMPERVIOUS AREA
AND LID TREATMENT
DRAWN BY
F. WEGERT
DATE
AUGUST 28, 2019
PROJECT
100-020 DR-C1
SCALE DRAWING
1"=50'
PAVERS
LID TREATMENT OF
IMPERVIOUS AREAS
100-020
Odell Wine Project
Project Number :
Project Name :
Permeable Pavers
Page 1 of 1
100-020_Pond_FAA at 2-yr Historic.xls
F. WEGERT
DATE
AUGUST 30, 2019
PROJECT
100-020 DR-A1
SCALE DRAWING
1"=50'
LANDSCAPE 10,184 0% 0 LANDSCAPE 13,824 0% 0
9,645
8,645
2,711
9,645
11,002
9,645
(min)
2-yr
T
c
(min)
10-yr
T
c
(min)
100-yr
T
c
(min)
a A 125 4948.00 4945.91 1.67% 7.0 7.0 3.9 N/A N/A N/A 248 4945.91 4939.08 2.75% 2.49 1.7 8.6 8.6 5.5
b B 25 4946.30 4945.39 3.64% 5.5 5.5 5.2 N/A N/A N/A 35 4945.39 4944.31 3.09% 2.63 0.2 5.7 5.7 5.4
os OS 69 4953.00 4948.00 7.25% 6.7 6.7 6.1 N/A N/A N/A 100 4948.00 4947.29 0.71% 1.26 1.3 8.0 8.0 7.5
a-b A-B 125 4948.00 4945.91 1.67% 7.5 7.5 4.5 N/A N/A N/A 248 4945.91 4939.08 2.75% 2.49 1.7 9.1 9.1 6.2
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
Combined Basins
PROPOSED TIME OF CONCENTRATION COMPUTATIONS
F. Wegert
August 30,2019
Design
Point
Basin(s)
Overland Flow Swale Flow Time of Concentration
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Gutter/Swale Flow, Time of Concentration:
Gutter Flow
Overland Flow, Time of Concentration:
(Equation RO-4)
( )
3
1
1 . 87 1 . 1 *
S
C Cf L
Ti
−
=
8/30/2019 9:00 AM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Developed.xlsx\Tc
(min)
2-yr
T
c
(min)
10-yr
T
c
(min)
100-yr
T
c
(min)
ha HA 125 4948.00 4945.91 1.67% 6.6 6.6 3.4 N/A N/A N/A 248 4945.91 4939.08 2.75% 2.49 1.7 8.2 8.2 5.0
hb HB 16 4945.85 4945.74 0.69% 4.3 4.3 3.0 N/A N/A N/A 152 4945.74 4944.31 0.94% 1.45 1.7 6.0 6.0 5.0
hos HOS 69 4953.00 4948.00 7.25% 7.2 7.2 6.8 N/A N/A N/A 100 4948.00 4947.29 0.71% 1.26 1.3 8.5 8.5 8.1
a-b A-B 125 4948.00 4945.91 1.67% 7.5 7.5 4.5 N/A N/A N/A 248 4945.91 4939.08 2.75% 2.49 1.7 9.1 9.1 6.2
on
Velocity (Swale Flow), V = 15·S½
Combined Basins
HISTORIC TIME OF CONCENTRATION COMPUTATIONS
F. Wegert
August 28,2019
Design
Point
Basin(s)
Overland Flow Swale Flow Time of Concentration
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Gutter/Swale Flow, Time of Concentration:
Gutter Flow
Overland Flow, Time of Concentration:
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
(Equation RO-4)
( )
3
1
1 . 87 1 . 1 *
S
C Cf L
Ti
−
=
8/26/2019 2:15 PM P:\100-020\Drainage\Hydrology\100-020_FC Rational_Historic.xlsx\Tc