HomeMy WebLinkAboutDrainage Reports - 09/02/20161 {
City-offt.'Collb : Plena
;Approved By
`Date —1
FINAL DRAINAGE REPORT
FOR
LEMAY AVENUE CRAFT BREWERY &
SELF -STORAGE FACILITY
Prepared For:
FORT COLLINS SELF -STORAGE, LLC
5013 Bluestem Court
Fort Collins, CO 80525
August 1,2016
Project No. 39708.02
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
' TABLE OF CONTENTS
Table of Contents .................................. :............................................................................................................
i
'
VicinityMap.........................................................................................................................................................
I
General Description and Location..................................................................................................................2
Location And Existing Site Characteristics.................................................................................................2
SiteSoils...........................................................................................................................................................2
Floodplai n........................................................................................................................................................2
' Drainage Basins and Sub-Basins.......................................................................................................................3
MajorBasin......................................................................................................................................................3
Historic Sub-Basins........................................................................................................................................3
'
DevelopedSub-Basins....................................................................................................................................4
DrainageDesign Criteria..................................................................................................................................6
Regulations......................................................................................................................................................6
Low -Impact Development............................................................................................................................6
Development Criteria Reference and Constraints...................................................................................7
'
HydrologicCriteria........................................................................................................................................7
HydraulicCriteria..........................................................................................................................................7
Floodplain Regulation Compliance..............................................................................................................8
Modificationsof Criteria...............................................................................................................................8
DrainageFacility Design....................................................................................................................................9
GeneralConcept............................................................................................................................................9
Water Quality/ Detention Facilities............................................................................................................9
Stormwater Pollution Prevention..................................................................................................................10
'
Temporary Erosion Control......................................................................................................................10
Permanent Erosion Control.......................................................................................................................10
Summary& Conclusions.................................................................................................................................I
References.........................................................................................................................................................12
1 J-R ENGINEERING
Page i
APPENDIX
' Appendix A — Site & Soil Descriptions and Characteristics
Appendix B — Hydrologic Calculations
Appendix C — Hydraulic Calculations
Appendix D — Existing & Proposed Drainage Plans
Appendix E — LID Exhibit
J-R ENGINEERING
Page ii
Engineer's Certification Block
I hereby certify that this Final Drainage Report for Lemay Avenue Craft Brewery & Self -Storage
Facility was prepared by me (or under my direct supervision) for jR Engineering, LLC and the
owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design
Standards.
Registered Professional Engineer
State of Colorado No. 37953
) .J-R ENGINEERING
Page iii
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Page I
GENERAL DESCRIPTION AND LOCATION
LOCATION AND EXISTING SITE CHARACTERISTICS
Lemay Avenue Craft Brewery & Self- Storage is located in the northeast quarter of Section 12,
Township 7 North, Range 69 West of the 61h Principal Meridian in the City of Fort Collins, Larimer
County, Colorado. More specifically, the Lemay Avenue Craft Brewery & Self- Storage site is a
6.35 acre property that is currently undeveloped. The site is zoned I (Industrial) and will support
the proposed craft brewery and self -storage facilities. The site is surrounded by Buckingham Street
to the north, Lemay Avenue to the east, and developed land to the south and west.
' The currently proposed uses of the site, require the parcel to be subdivided into three lots. The
first lot contains the craft brewery building with 7,912 total square feet. The second lot, totaling
104,000 square feet, contains the self -storage facilities with 8 buildings. The third lot is for a future
' development and will be a lawn area until the lot is developed. The proposed detention pond was
designed for the future development of lot 3, modeled at 60% impervious.
The existing site generally slopes from the north to south with slopes ranging between 0.60% and
2.5%. The property is generally covered with sparse native grasses. The site currently drains to the
southeast corner of the site where runoff is collected in an existing 307 CMP culvert and piped
south in the City's Lemay Avenue Right -Of -Way.
SITE SOILS
The Lemay Avenue Craft Brewery & Self- Storage site soils consist of loamy soil, predominately
Nunn clay loam. Nunn clay loam belongs to hydrologic soils Group C. Group C soils have a slow
infiltration rate when thoroughly wetted. 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. Nunn clay loam with 0-3 percent slopes generally has a
combined surface layer thickness of approx. 30 inches. Runoff is moderately high, and the hazards
of wind erosion are moderately low. Supporting figures can be found in the Appendix, page A- I.
FLOODPLAIN
The site is shown on FEMA FIRM panel 08069C0983H, dated May 2, 2012. The site lies within an
area determined to be outside the I00yr floodplain, but within the 500yr floodplain. The "City of
Fort Collins Floodplain Review Checklist for 50% Submittals" checklist is not applicable for this
Drainage Report
Page 2
DRAINAGE BASINS AND SUB -BASINS
MAJOR BASIN
The proposed Lemay Avenue Craft Brewery & Self -Storage site is located in the Dry Creek major
drainage basin. The Dry Creek drainage basin is tributary to the Cache la Poudre River and
extends from the Wyoming border to where it joins the river near Mulberry and Timberline. The
Dry Creek basin is approximately 23 miles long and six miles wide and encompasses approximately
62 square miles. The land used in the upper and middle portion of the basin is primarily rangeland
and irrigated hay meadows and pastures. The majority of the lower portion of the basin is
developed and includes commercial, industrial and residential uses. The project site is a part of the
lower Dry Creek basin.
HISTORIC SUB -BASINS
' Lemay Avenue Craft Brewery & Self -Storage is an infill development piece of property. It is
governed by the City's Reasonable Use policy, in which the proposed drainage basins will need to
follow the generally accepted principle of releasing the 100-year developed condition flow rate at
the same location and at a magnitude of 0.2cfs/acre as the pre -development condition. There are
no offsite areas that flow across the proposed development site. Referring to the "Existing
' Drainage Plan", included in the Appendix, the following describes the existing condition drainage
basins.
' Existing Onsite Sub -Basins:
The site has two existing onsite drainage basins.
' Sub -basin EX consists of a 1.51 acre area of undeveloped open space with native grasses
and weeds covering the majority of the ground and is assumed to be 2% impervious. Runoff
' in sub -basin EX -I collects in a roadside Swale and flows south to the southeast corner, of
the site where it is piped south, off -site through an existing 30" CMP culvert.
' Sub -basin EX2 consists of a 6.20 acre area of undeveloped open space with the same
ground cover and percentage imperviousness as sub -basin EX -I. Runoff generally flows to
' the southeast across basin EX-2, at slopes ranging from 0.50% to 2.0%, generally leaving the
site at the southeast corner, where it is piped south off -site through an existing 30" CMP
' culvert.
Page 3
DEVELOPED SUB -BASINS
The proposed developed condition sub -basins, including detention and LID facilities, have been
designed to mimic the historic basins' runoff patterns. The following describes the proposed
conditions on -site drainage basins. Refer to the "Proposed Drainage Plan" in the appendix for
review.
Proposed Onsite Sub -Basins:
Sub -basin A consists of 0.98 acres on the northern portion of the subject property.
Runoff from the proposed building and parking lot travels west to an LID basin in the
northwest corner of the property. From the LID basin, runoff flows south in a swale
through another LID basin and into the proposed detention pond on the southern edge of
the property.
Sub -basin B consists of 0.85 acres on the northwest corner of the subject property.
Runoff from sub -basin b is collected in an LID basin on the northwest corner of the
property. From the LID basin, runoff flows south in a Swale through another LID basin and
into the proposed detention pond on the southern edge of the property.
Sub -basin C consists of 0.41 acres near the northwest corner of the subject property.
Runoff from the proposed building and driveways travels west to an LID basin on the
western edge of the property. From the LID basin, runoff flows south in a swale through
another LID basin and into the proposed detention pond on the southern edge of the
property.
Sub -basin D consists of 0.16 acres on the western edge of the subject property. Runoff is
captured in a proposed soft Swale and then flows south through and LID basin and into the
proposed detention pond on the southern edge of the property.
Sub -basin E consists of 0.39 acres in the western portion of the subject property. Runoff
from the proposed building and driveways is conveyed to a proposed LID basin near the
southwest corner of the site and then flows south into the proposed detention pond on the
southern edge of the property.
Sub -basin F consists of 0.16 acres on the east side of the subject on the western edge of
the subject property. Runoff is captured in a proposed soft Swale and then flows south
through and LID basin and into the proposed detention pond on the southern edge of the
property.
Page 4
I
Sub -basin G consists of 0.77 acres in the center of the subject property. Runoff from the
' proposed building and driveways is conveyed to a proposed LID basin and then flows south
into the proposed detention pond on the southern edge of the property.
Sub -basin H consists of 0.68 acres in the center of the subject property. Runoff from the
proposed building and driveways is conveyed to a proposed LID basin near the eastern edge
' of the property, and then flows south via a swale, through another LID basin and into the
proposed detention pond on the southern edge of the property.
Sub -basin I is comprised of 0.82 acres in the center of the subject property. Runoff from
the proposed lawn area is conveyed to a proposed LID basin near the eastern edge of the
property, and then flows south via a Swale, through another LID basin and into the
proposed detention pond on the southern edge of the property.
' Sub -basin J is comprised of 0.19 acres at the eastern edge of the subject property. Runoff
from this basin is captured in a swale and flows south through an LID basin and into the
proposed detention pond on the southern edge of the property.
Sub -basin K is comprised of 0.32 acres near the southeast corner of the subject property.
Runoff from the proposed building and driveways is conveyed to a proposed LID basin near
the southeast corner of the site and then flows south into the proposed detention pond on
the southern edge of the property.
Sub -basin L is comprised of 0.76 acres and contains the proposed detention pond area.
Runoff from this basin is collected in the proposed detention pond on the southern edge of
' the property.
' Sub -basin M is comprised of 0.53 acres on the northern edge of the subject property.
Runoff from this basin is collected in a proposed sump inlet along Buckingham Street.
Captured flows are piped east to the corner of Buckingham Street and Lemay Avenue
' where they are release into a swale that flows south along Lemay Avenue to the southeast
corner of the site. Runoff is then piped south, off -site through and existing 30" CMP culvert.
' Sub -basin N is comprised of 1.48 acres on the eastern edge of the subject property.
Runoff from this basin is collected in a swale that flows south along Lemay Avenue to the
southeast corner of the site. Runoff is then piped south, off -site through and existing 30"
CMP culvert
' Sub -basin O is comprised of 0.10 acres on the southern edge of the subject property.
Runoff from this basin sheet flow south off -site.
Page 5
DRAINAGE DESIGN CRITERIA
REGULATIONS
' This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City
of Fort Collins Storm Drainage Design. Criteria and Construction Manual (with all current 2011
' Revisions) (FCSDDCCM) and the Urban Drainage Flood Control District's (UDFCD) Drainage
Criteria Manual (USDCM) Volumes I, 2 and 3 were referenced as guidelines for this design.
Low -IMPACT DEVELOPMENT
Volume reduction is an important part of the Four Step Process and is fundamental to effective
stormwater management. Per City criteria, a minimum of 50 percent of new impervious surface
area must be treated by a Low -Impact Development (LID) best management practice (BMP) ) as
well as 25% of the new drive area must be treated by porous pavement. The proposed LID BMPs
will have the effect of slowing runoff through the site lot and increasing infiltration and rainfall
interception by encouraging infiltration and careful selection of vegetative cover. The improvements
will decrease the runoff coefficient from the site and are expected to have no adverse impact on
the timing, quantity, or quality of stormwater runoff. The proposed site uses porous pavers, bio-
swales and LID basins for the LID/BMP design elements. In total 100% of the new impervious area is
treated by an LID before reaching the proposed detention pond and 25.1% of the new pavement
area is porous pavement, see the tables below for more details on each. Since 100% of the new
impervious area is being treated by an LID, water quality is not needed in the detention pond. An
illustrative LID/Surface Maps as well as sizing of the LID/BMPs is provided in Appendix E.
Tabeel: LID Requirements
50% On -Site Treatment by LID Requirement
New Impervious Area
144,522
sq. ft.
Required Minimum Impervious Area to be Treated
72,261
sq. ft.
(=50% of new impervious area)
Area of Paver Section #1
16,748
sq. ft.
Impervious Run-on area for Paver Section #1 (1.5:1)
25,090
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #2 - LID Basin #2
17,770
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #3 - LID Swale #1
7,377
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #4 - LID Basin #3
64,572
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #5 - LID Basin #4
29,713
sq. ft.
Total impervious Area Treated
144,522
sq. ft
Actual % of Impervious Area Treated
100.0
%
Tablet: Porous Pavement Requirement
25% Porous Pavement Requirement
New Driveable Area
Required Minimum Area of Porous Pavement (=25% of new pavement area)
Area of Paver Section #1
68,778
17,195
17,280
sq, ft.
sq. ft.
sq. ft.
Total Porous Pavement Area
17,280
sq. ft.
Actual % of Porous Pavement Provided
26.1
%
Page 6
TWO: LID Sizing
LID Measure
LID Sizing
Impervious Area
Treated Sq. ft.
Area of LID sq.ft.
Ratio
Paver Section #1
25090
16748
1.5
LID Swale #1
22222
5599
4.0
LID Swale #2
18261
2516
7.3
LID Basin #1
4097
4097
1.0
LID Basin #2
2925
585
5.0
LID Basin #3
64572
6520
9.9
LID Basin #4
11452
1636
7.0
DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
There were no previous drainage reports or master plan used in the development of this final
drainage report The developed site runoff is constrained to release 0.2 cfs per acre from the
proposed detention pond. There are 6.49 acres contributing to the pond and therefore the
maximum pond release is set to 1.3 cfs.
HYDROLOGIC CRITERIA
' The rational method was performed to calculate the peak runoff rates for each basin. Weighted
percent imperviousness and weighted runoff coefficients were calculated for each basin using
USDCM Tables RO-3 and RO-5 based on Natural Resources Conservation Service (NRCS) Type C
hydrologic soil classification and surface characteristics of each basin. The time of concentration
was calculated using USDCM Equation RO-3 and the intensity was calculated using the
corresponding storm rainfall depth and USDCM Equation RA-3. To more closely match the City of
Fort Collins IDF Curve, Coefficient 3 of the UDFCD's intensity formula was adjusted to 0.7867.
The City of Fort Collins area has 2-year, I -hour rainfall depth of 0.82 inches and a 100-year, I- hour
rainfall depth of 2.86 inches. These depths do account for the 1997 adjusted rainfall depths. The 2-
hour 100-year rainfall total is 3.67 inches, based on the rainfall frequencies adopted by the City of
Fort Collins.
HYDRAULIC CRITERIA
This report demonstrates that the proposed stormwater detention concept is able to reduce the
100-year developed condition flows to a flow rate of 0.2 cfs/ acre; thereby satisfying the City's
Reasonable Use requirements. The Rational Formula -based Federal Aviation Administration (FAA)
method is used to preliminarily size the detention pond in accordance with City criteria, as the
tributary area is less than 20 acres in size.
The ultimate Lemay Avenue Craft Brewery & Self -Storage storm drainage system will be designed
to convey the minor and major storm events through the property with the proposed inlets, storm
Page 7
sewer pipes, soft swales, and LID measures for the flows being calculated by this report. Per the
' requirements provided by the City of Fort Collins Storm Drainage Design Criteria and
Construction Manual, all inlets and storm pipes will be designed to convey the 100-year storm
flows. During the major developed condition 100-year storm, the accumulated water depth in the
' ponds will be held to a maximum level of one -foot below all building finished floor elevations.
Additionally, this report summarizes if any, the expected changes to offsite conditions or flows. This
' project will eventually show that the flow rate released downstream is less than would historically
be experienced, and that the sedimentation is lessened through increase infiltration.
' All swale and pipe outlets will be protected with turf mat or riprap; whichever is most appropriate.
Storm sewer pipe outlets will be protected using the requirements set by the USDCM for the
' protection of downstream conveyance channels and culverts. Lid measures have been integrated
into this design on higher levels than most City of Fort Collin's projects to date. In all, 100% of this
project's impervious areas pass through and are treated in LID's prior to reaching the detention
' pond.
FLOODPLAIN REGULATION COMPLIANCE
' The site is shown on FEMA FIRM panel 08069C0983H, dated May 2, 2012. The site lies within an
area determined to be outside the I00yr floodplain, but within the 500yr floodplain. The "City of
Fort Collins Floodplain Review Checklist for 50% Submittals" checklist is not applicable for this
' Drainage Report
' MODIFICATIONS OF CRITERIA
There are no modifications to the Storm Drainage Criteria Manual and Construction Standards
being requested.
Page 8
DRAINAGE FACILITY DESIGN
GENERAL CONCEPT
' The proposed improvements to the Lemay Avenue Craft Brewery & Self -Storage site will result in
developed condition runoff being conveyed around the proposed buildings and to the south via
' concrete pans and swales. Low -impact development best management practices are proposed to
improve the quality of runoff and aid in reducing peak flows. Specifically, permeable pavement
systems are proposed for portions of the parking lot, Lid infiltration forebay basins to treat roof
and driveway drainage, and grass lined bio-swales (soft-swales) are proposed on the west and east
sides of the site to improve water quality.
Runoff from the site is captured in LID basins and swales located around the self -storage site and in
open areas adjacent to the building. Runoff is conveyed via sheet flow, concrete pans and bio-
swales in a southerly direction to the proposed detention pond at the southern end of the site.
The existing drainage outfall from the site is in the southeast corner of the property. The proposed
detention pond is sized to detain the 100 year flows from the site and release at a rate of
0.2cfs/acre to the southeast corner of the property. Runoff collected from Buckingham Street and
Lemay Avenue will combine with flows released from the proposed detention pond and will
continue to flow south off -site through an existing 30" CMP culvert, similar to historic conditions.
WATER QUALITY/ DETENTION FACILITIES
Water quality will be provided for the site through the use of LID basins and swales. Detention will
be provided for the site through the proposed detention pond on the southern edge of the site.
The voids provided by the gravel in the permeable pavers will also be included in the provided
detention volume. The proposed detention pond will detain the 100 year flows from the site and
release at a rate of 0.2cfs/acre to the southeast corner of the property. The 100 yr water surface
elevation and the overflow weir elevation for the pond is at 4944.90. The proposed pond also has I
foot of freeboard above this elevation. See Table 3, below, for detention pond sizing and release
rates.
Table4: Detention Pond Values
Storage
WQCV Volume
Storage Volume Provided
100-yr Max
I00-yr
Volume
Required (acre-ft)
Including volume provided by
Inflow Rate
Max
Required
(*provided in LID basins
void space in Pervious Pavers
(cfs)
Release
(acre-ft)
and swales)
(acre-ft)
Rate (cfs)
1.36
0.16
1.36
28.9
1.3
Page 9
u
STORMWATER POLLUTION PREVENTION
TEMPORARY EROSION CONTROL
A temporary erosion control plan is to be implemented for the site during construction.
Temporary erosion control measures include, but are not limited to, slope and swale protection,
' silt fence placed around downstream areas of disturbance, construction vehicle tracking pad at
entrances, a designated concrete truck washout basin, designated vehicle fueling areas, inlet
protection, and others. All temporary erosion control measures are to be removed after they are
deemed unnecessary.
PERMANENT EROSION CONTROL
Permanent erosion control measures include, but are not limited to, the constructed
detention/water quality ponds, riprap pads placed for culvert outlet protection, seeding and mulch
placed to enable and established vegetative growth, etc. Long-term maintenance of these erosion
control measures shall be the responsibility of the owner of the property. JR will provide a detailed
Storm Water Management and Erosion Control Plan at the time of the FDP submittal that will meet
' all requirements of the City of Fort Collins.
Page 10
SUMMARY & CONCLUSIONS
The existing conditions drainage patterns have two onsite sub -basins with the same ultimate outfall
' point in the southeast corner of the subject property, within Lemay Avenue right-of-way. The
proposed drainage condition was designed to mimic the historic basins' runoff patterns. The existing
' conditions drainage patterns are maintained with the design of the project. The proposed
improvements will have positive impacts on the timing, flow rate, and quality of runoff leaving the
site; and will reduce potential impacts for flooding downstream of this site.
' The hydrologic and detention calculations were performed using the required methods as outlined
in the City of Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria
' Manual. The proposed drainage improvements meet or exceed the City's requirements.
' The proposed concept for the development of the Lemay Avenue Craft Brewery & Self -Storage site
involves routing developed condition flows to a proposed onsite detention pond. LID site
enhancements will treat the site runoff at the source before allowing the runoff to be conveyed to
the proposed detention pond. The site's stormwater facilities are sized to meet the City of Fort
Collins "Storm Drainage Criteria Manual and Construction Standards" for both detention and
water quality.
Page I I
REFERENCES
I. Urban Storm Drainage Criteria Manual (Volumes I, 2, and 3), Urban Drainage and Flood
' Control District, June 2001.
' 2. Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins Storm Water
Utility. City of Fort Collins. Colorado, Updated January, 1997.
' 3. "Hydrologic Group Rating for Larimer County Area, Colorado", USDA -Natural Resources
Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL:
http://websoilsurvey.nres.usda.gov. [July 21, 2010]
Page 12
APPENDIX A
SITE & SOIL DESCRIPTIONS AND CHARACTERISTICS
' J-R ENGINEERING
LEMAY AVE. CRAFT BREWERY & SELF -STORAGE
DRAINAGE REPORT
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VICINITY MAP
SCALE : 1 "=500'
SIT
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Project No. 39708.02 FIGURE 1- VICINITY MAP
1
1
1
1
1
1
1
1
1
1
1
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LEMAY AVE. CRAFT BREWERY & SELF -STORAGE
.1
Hydrologic Soil Group—Larimer County Area, Colorado
h
4P 35'37N
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494950 494900 495010 495M 495070
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Meters
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Feet
A 0 50 100 200 300
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Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
495100
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Page 1 of 3
DRAINAGE REPOF
Hydrologic Soil Group—Larimer County Area, Colorado
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating
Acres in AOI Percent of AOI
22
Caruso clay loam, 0 to 1 D
0.0 0.5%
percent slope
64
Loveland clay loam, 0 to ' C
0.7 10.0%
1 percent slopes
76
Nunn clay loam, wet, t to C
6.5 89.5%
3 percent slopes
Totals for Area of Interest
7.2� 100.0%
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff None Specified
Tie -break Rule: Higher
[Sun Natural Resources
"� Conservation Service
Web Soil Survey
National Cooperative Soil Survey
Page 3 of 3
qV�t INU. Oufuo.ul
FIGURE 2 - SOILS Mi
1
1
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CITY OF FORT COLLINS
080102
E
NOTE: THIS AREA IS SHOWN S E CTED
FROM THE I-PERCENTGREATER
FLOOD HAZARD BY A LEVEE SYSTEM, OVERTOPPING
OR FAILURE OF ANY LEVEE SYSTEM IS POSE�IBLE. /
FOR ADDITIONAL INFORMATION, SEE THE "ACCREDITED LEVEE NOTE" (/
IN NOTES TO USERS.
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1 I I.
ZONE
AE MAcr
1455000 1 I
3125000 FT
JOINS PANEL0981
4937
ZONE AE
Dry Creek
(South of Canal)
PROFILE BASE LINE.
v
'OUCRE PARKWAY
?� Old Dry Creek
(Historic Channel)
2r NrFe,STeRCT w
O
DRAINAGE REPORT
MAP SCALE 1 r' = 500'
250 0 500 101
E`T
—: ME
0 — 150 300
ll�lil'�l'1`I PANEL 0983H
i FIRM
FLOOD INSURANCE RATE MAP
LARIMER COUNTY,
COLORADO
m�
AND INCORPORATED AREAS
PANEL 993 OF 1420
(SEE MAP INOE.X FOR FIRM PANEL LAYOUT)
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COMMUNITY N PARF9 -ANEL SUFFIX
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MAP REVISED
2+wp ae MAY 2, 2012
FadaralEwrgmey Mswga 111 Aµcm,
LARIMER COUNTY Q�
UN INCORPORATED AREAS P,P
080101
COVR7SrRfEi
1%ANNUALCHANCE
FLOOD DISCHARGE
CONTAINED IN CULVERT
This to an chicle, cow ma Dorton of the above referenced hood map R
nevtmctw using FAIT On -Line TNs map does not reflect changes
mwdmarrts which may haw been made subsequent to the date on the
MIa dock. For the latest product Information about National Flood Insurance
4w MULBER Prpgmm flood maps check the FEMA Flood Map Store at w msc fame gov'.
Project No. 39708.02
FIGURE 3 - FIRM MAP
APPENDIX B
HYDROLOGIC CALCULATIONS
COMPOSITE % IMPERVIOUS CALCULATIONS
ubdiviclon: Project Name: Lemay Ave. Craft Brewery & Self -Storage
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By:
Date: 3/9/16
Basin ID
Total Area (ac)
Paved Roads/ Drives
Lawns
Roof
Basins Total
Weighted %
imp.
% Imp.
Area (ac)
Weighted
%Imp.
%Imp.
Area (ac)
Weighted
%Imp.
%Imp.
Area (ac)
Weighted
%Imp.
A
0.98
100
0.73
74.69
5
0.15
0.80
90
0.10
9.20
94.69
B
0.85
100
0.00
0.00
5
0.85
5.00
90
0.00
0.00
5.00
C
0.41
100
0.23
56.10
5
0.00
0.00
90
0.18
39.50
95.60
D
0.16
100
0.00
0.00
5
0.08
2.50
90
0.08
45.00
47.50
E
0.39
100
D21
53.85
5
0.00
0.00
90
0.18
41.50
95.35
F
0.16
100
0.00
0.00
5
0.06
1.90
90
0.10
56.30
58.20
G
0.77
100
0.36
46.75
5
0.00
0.00
90
0.41
47.90
94.65
H
0.68
100
0.33
48.53
5
0.00
0.00
90
0.35
46.30
94.83
1
0.82
100
0.48
58.54
5
0.34
2.10
90
0.00
0.00
60.64
J
0.19
100
0.00
0.00
5
0.19
5.00
90
0.00
0.00
5.00
K
0.32
100
0.16
50.00
5
0.00
0.00
90
0.16
45.00
95.00
L
0.76
100
0.00
0.00
5
0.76
5.00
90
0.00
0.00
5.00
M
0.53
100
0.39
72.88
5
0.14
1.40
90
0.00
0.00
74.28
N
1 1.48
100
0.45
30.41
5
0.96
320
90
0.07
4.30
1 37.91
O
1 0.10
100
0.00
0.00
1 5
0.10
5.00
90
0.00
0.00
1 5.00
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APPENDIX C
HYDRAULIC CALCULATIONS
INLET IN A SUMP OR SAG LOCATION
Project = Lerner Avenue craft Brewery & Self -Storage Facility
Inlet ID = OP 9
./--Lo (C){
HLub
H-Vera
Wo
Wp
w
roslmi ndometkn firm)
ype of Iran
Iran Type:
oa Depiession(a0®1brW to continuous 1peer repression V from'O-AOOW)
ao :
!urnber of Und Inkfs (Grab or Curb Opering)
No
Dater Depth M Fbvdro (oWide of local depression)
Porting Deptl1:
rate Ydombtlon
englh of a Unit Grate
4 (G):
flath of a Unit Grate
W.
sea OpeneV Ratio for a Grate (typical vanes 0.15-0.90)
A:eo:
'bgpry Factor for a Slrgk Grab (typical vane 0.50 - 0.70)
Ct (G):
rate Weir Coefficient (typical vane 2.15 - 3.e0)
C. (G):
rate Onto, Coefficient (typical value 0.60 -0.90)
Ce (G)'
tub Oper lna hlfOlrrlatlwn
ergth of a Urit Curb Opemg
to (C)'
leigN of Vertical Curb Opering In k1ohes
H. :
leighr of Curb Orifice Throat In Inches
Heooa:
roe of Throat (see USDCM Fgure ST-5)
Than,
ide Wdrh for Depression Pan (typically the altar vldth of 2 feet)
W.
:logging Factor for a Shpk Cub Opebg (typical value 0.10)
Cr (C):
:urb OpeNng Weir Coefficiert "cal vane 2.3-3-7)
C. (C):
:tab Opering Orifice Coeffi«n (hpia vane 0.90 - 0.70)
Ce (C)
'otal Inlet Interception Capacity (assumes clogged condition)
Q. a
ikt Capacity LS GOOD for Ifnor vncl Major Storms(>O PEAK)
Oreraasauafp:
MINOR MAJOR
CDOTIDemer 13 Gcrbhetion
200 2.Oc i cl
t
6.0 9.0 irsdca
MINOR MAJOR I]OwaeUe�
3.00 3 %. ass
1.73 i.?3 eel
OA3 043
0.50 0.50
3.30 3.30
0.e0 c.e(!
3.00
3.00
e.50
n_3L
5.25
52
O.DO
.00
2.DO
2.00
D.10
0.10
3.70
3](!
D.06
0.ea
set
whits
lchea
kprees
w
UD-Inlet_Y3.14-DP 9.)dsm, Inlet In Sump 12182015. 9:55 AM
Project:
Inlet to:
11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Stormy '
mum Allowable Width for Spread Behind Curb
Tsa =
11.0
ft
Slope Behind Curb (leave blank for no conveyance credit behind curb)
ssn =
0.002
it
ring's Roughness Behind Curb (typically between 0.012 and O.D20)
n� =
0.013
it of Curb at Gutter Flow Line
Hmm =
6.00
inches
nc , from Curb Face to Street Crown
Tcaonw =
24.0
it
�r Width
W =
2.00
ft
tt Transverse Slope
S. =
0.020
ft/R
n Cross Slope (typically 2 inches over 24 inches or 0.083 fVft)
Sw =
0.083
ft/ft
d Longitudinal Slope - Enter 0 for sump condition
So =
0.005
Nit
iing's Roughness for Street Section (typically between 0.012 and 0.020)
ns, F T =
0.012
Minor Storm Major Stonn
Allowable Spread for Minor & Major Stone
TMM =
24.0
24.0
ft
Allowable Depth at Gutter Flow ire for Mirror & Major Storm
cl u =
6.0
6.0
inches
r Flow Depth at Street Crown (leave blank for no)
j __-j ;?
check = yes
)R STORM Allowable Capacity is based on Depth Criterion
Minor Storm Ma or Storm
OR STORM Allowable Capacity Is based on Depth Criterion
Q,ua.,
13.0 13.0
lots
,r storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
r storm max. allowable capacity GOOD - greater than flow given on sheet 'Cl-Peak'
UD-Inlet_v3.14-DP 9.xlsm, Q-Allow 1218/2015, 8:53 AM
Detention Pond Sizing
Subdivision:
Project Name: Lemay Ave. Craft BIenery&Self-Storage
Location:
Fort Collins
Project No.: 39708.02
Calculated By: BAB
Checked By:
Date: 3/9116
This is to convert % imp. to a C value
100-year
(must insert % imp. and C pervious).
Required detention
113 acre-ft.
'C'value
F,_ 0641
594236' 1:3643dA
'C'1.25
0.8
Area
6.49
acres
Modified Modified
Release Ratel
1-.3
cis
M. FATER D. JUDISF C. LI
5/95 Nov-97 Nov-98
DETENTION POND SIZING
TIME
(mins)
0
5
r 10
15
20
25
30
35
40
45
50
55
60
65
70
75
r 80
85
90
95
100
r 105
110
115
120
125
103
135
140
145
' 15
155
160
165
170
' 175
180
185
190
195 200
200
205
210
215
' 22
225
230
235
240
1
r
TIME INTENSITY 0100 Runoff Release Required Required
cum 100 year Volume Cum total Detention Detention
(secs) (in/hr) (cfs) (ft^3) (ft"3) (ft^3) (ac-ft)
0 0 0.00 0 0.0 0.0 0.0000
300 9.950 51.66 15498.12 390.0 15108.1 0.3468
600 7.720 40.08 24049.34 780.0 23269.3 0.5342
900 6.520 33.85 30466.66 1170.0 29296.7 0.6726
1200 5.600 29.08 34890.24 1560.0 33330.2 0.7652
1500 4.980 25.86 38784.24 1950.0 36834.2 0.8456
1800 4.520 23.47 42242.11 2340.0 39902.1 0.9160
2100 4.060 21.18 44485.06 2730.0 41755.1 0.9586
2400 3.740 19.42 46603.39 3120.0 43483.4 0.9982
2700 3.460 17.96 48503.66 3510.0 44993.7 1.0329
3000 3.230 16.77 50310.48 3900.0 46410.5 1.0654
3300 3.030 15.73 51914.81 4290.0 47624.8 1.0933
3600 2.860 14.85 53456.83 4680.0 48776.8 1.1198
3900 2.720 14.12 55076.74 5070.0 50006.7 1.1480
4200 2.590 13.45 56478.58 5460.0 51018.6 1.1712
4500 2.480 12.88 57942.72 5850.0 52092.7 1.1959
4800 2.380 12.36 59313.41 6240.0 53073.4 1.2184
5100 2.290 11.89 60637,37 6630.0 54007.4 1.2398
5400 2.210 11.47 61961.33 7020.0 54941.3 1.2613
5700 2.130 11.06 63036.07 7410.0 55626.1 1.2770
6000 2.060 10.70 64173.12 7800.0 56373.1 1.2941
6300 2.000 10.38 65419.2 8190.0 57229.2 1.3138
6600 1.940 10.07 6647&37 8580.0 57898.4 1.3292
6900 1.890 9.81 67708.87 8970.0 58738.9 1.3485
7200 1.840 9.55 68783.62 9360.0 59423.6 1.3642
7500 1.790 9.29 69702.6 9750.0 59952.6 1.3763
7800 1.750 9.09 70870.8 10140.0 60730.8 1.3942
8100 1.710 8.88 71914.39 10530.0 61384.4 1.4092
8400 1.670 8.67 72833.38 10920.0 61913.4 1.4213
8700 1.630 8.46 73627.75 11310.0 62317.8 1.4306
9000 1.600 8.31 74764.8 11700.0 63064.8 1.4478
9300 1.570 8.15 75808.39 12090.0 63718.4 1.4628
9600 1.540 8.00 76758.53 12480.0 6427&5 1.4756
9900 1.510 7.84 77615.21 12870.0 64745.2 1.4863
10200 1.480 7.68 78378.43 13260.0 65118.4 1.4949
10500 - 1.450 7.53 79048.2 13650.0 65398.2 1.5013
10800 1.420 7.37 79624.51 14040.0 65584.5 1.5056
11100 1.400 7.27 80683.68 14430.0 66253.7 1.5210
11400 1.380 7.16 81680.54 14820.0 66860.5 1.5349
11700 1.360 7.06 82615.1 15210.0 67405.1 1.5474
12000 1.340 6.96 83487.36 15600.0 67887.4 1.5585
12300 1.320 &85 84297.31 15990.0 68307.3 1.5681
12600 1.300 6.75 85044.96 16380.0 68665.0 1.5763
12900 1.280 6.65 85730.3 16770.0 68960.3 1.5831
13200 1.260 6.54 86353.34 17160.0 69193.3 1.5885
13500 1.240 6.44 86914.08 17550.0 69364.1 1.5924
13800 1.220 6.33 87412.51 17940.0 69472.5 1.5949
14100 1.210 6.28 88580.71 18330.0 70250.7 1.6127
14400 1.200 6.23 89717.76 18720.0 70997.8 1.6299
Page 1
10-year
Composite 'C' 0.52
Area
6.49 acres
Release Rate
1.3
DETENTION POND SIZING
TIME
TIME
INTENSITY
Q 10
cum
10 year
(mins)
(secs)
(in/hr)
(cfs)
0
0
0
0.00
5
300
4.870
16.44
10
600
3.780
12.76
15
900
3.190
10.77
20
1200
2.740
9.25
25
1500
2.440
8.23
30
1800
2.210
7.46
35
2100
2.000
6.75
40
2400
1.830
6.18
45
2700
1.690
5.70
50
3000
1.580
5.33
55
3300
1.480
4.99
60
3600
1.400
4.72
65
3900
1.320
4.45
70
4200
1.250
4.22
75
4500
II A 90
4.02
80
4800
1.140
3.85
85
5100
1.090
3.68
90
5400
1.050
3.54
95
5700
1.010
3.41
100
6000
0.970
3.27
105
6300
0.940
3.17
110
6600
0.910
3.07
115
6900
0.880
2.97
120
7200
0.860
2.90
Modified Modified
M. FATER D. JUDISF C. LI
5/95 Apr-98 Nov-98
Runoff Release Required Required
Volume Cum total Detention Detention
(f A3)
(ft^3)
(ft^3)
(ac-ft)
0
0.0
0.0
0.0000
4931
390.0
4540.6
0.1042
7654
780.0
6874.0
0.1578
9689
1170.0
8519.1
0.1956
11096
1560.0
9536.3
0.2189
12352
1950.0
10401.8
0.2388
13425
2340.0
11085.0
0.2545
14174
2730.0
11444.2
0.2627
14822
3120.0
11702.1
0.2686
15399
3510.0
11889.2
0.2729
15997
3900.0
12096.6
0.2777
16483
4290.0
12192.5
0.2799
17009
4680.0
12329.0
0.2830
17373
5070.0
12303.5
0.2824
17718
5460.0
12257.7
0.2814
18072
5850.0
12222.1
0.2806
18467
6240.0
12226.9
0.2807
18761
6630.0
12130.5
0.2785
19135
7020.0
12115.1
0.2781
19429
7410.0
12018.7
0.2759
19641
7800.0
11841.3
0.2718
19986
8190.0
11795.6
0.2708
20269
8580.0
11689.0
0.2683
20492
8970.0
11521.8
0.2645
20897
9360.0
11536.8
0.2648
Page 1
2-year
Composite 'C' ` 0'.42
Area
6.49
Release Rate
1.3
DETENTION POND SIZING
TIME
TIME
INTENSITY
Q 2
cum
2 year
(mins)
(secs)
(in/hr)
(cfs)
0
0
0
0.00
5
300
2.850
7.77
10
600
2.210
6.02
15
900
1.870
5.10
20
1200
1.610
4.39
25
1500
1.430
3.90
30
1800
1,300
3.54
35
2100
1.170
3.19
40
2400
1.070
2.92
45
2700
0.990
2.70
50
3000
0.920
2.51
55
3300
0.870
2.37
60
3600
0.820
2.24
65
3900
0.770
2.10
70
4200
0.730
1.99
75
4500
0.690
1.88
80
4800
0.660
1.80
85
5100
0.630
1.72
90
5400
0.610
1.66
95
5700
0.580
1.58
100
6000
0.560
1.53
105
6300
0.540
1.47
110
6600
0.520
1.42
115
6900
0.510
1.39
120
7200
0.490
1,34
Modified Modified
M. FATER D. JUDISF C. Li
5/95 Apr-98 Nov-98
Runoff Release Required Required
Volume Cum total Detention Detention
(ft^3) (ft^3) (ft^3) (ac-ft)
0 0.0 0.0 0.0000
2330.559 390.0 1940.6 0.0445
3614.411 780.0 2834.4 0.0651
4587.521 1170.0 3417.5 0.0785
5266.246 1560.0 3706.2 0.0851
5846.841 1950.0 3896.8 0.0895
6378.372 2340.0 4038.4 0.0927
6697.291 2730.0 3967.3 0.0911
6999.854 3120.0 3879.9 0.0891
7286.063 3510.0 3776.1 0.0867
7523.208 3900.0 3623.2 0.0832
7825.772 4290.0 3535.8 0,0812
8046.562 4680.0 3366.6 0.0773
8185.577 5070.0 3115.6 0.0715
8357.303 5460.0 2897.3 0.0665
8463.609 5850.0 2613.6 0.0600
8635.334 ,6240.0 2395.3 0.0550
8757.995 6630.0 2128.0 0.0489
8978.785 7020.0 1958.8 0.0450
9011.495 7410.0 1601.5 0.0368
9158.688 7800.0 1358.7 0.0312
9273.172 8190.0 1083.2 0.0249
9354.946 8580.0 774.9 0.0178
9592.09 8970.0 622.1 0.0143
9616.622 9360.0 256.6 0.0059
Pond WCQV Sizing
Subdivision: Project Name: I zma Ave. Craft Bmvery & Self -Storage
Location: ort Colluis Project No.:
Calculated Bv: BAB
Checked By,
Date
WQCV = (0.911' - 1.19I2 + 0.781)' A/12
Site
Basin
Area
% Impervious
A
0.98
84.7
B
0.85
5.0
C
0.41
95.6
D
0.16
47.5
E
0.39
95.4
F
0.16
58.2
G
0.77
94.7
H
0.68
94.8
1
0.82
60.6
d
0.19
5.0
K
0.32
95.0
L
0.76
5.0
TOTAL
6A9
62.1
WQCV = 6,877 cf
WQCV = 0.16 acre-ft
WQCV provided in LID Basins and Sw•ales
:%3970000An970802',FuePDnhnpeli970W.Dramaw_Caks xb Pep i of) 3M2016
POND VOLUME CALCULATIONS
Subdivision
Location Fort Collins
Volume=1/3 x Depth x (A+B+(A*B)"0.5)
A - Upper Surface
B - Lower Surface
pnnfl
Project Name: Lemav Ave. Craft Brewery & Self-Stmal
Project No. 39708.02
By: BAB
Checked By:
Date: 3/9/I6
Stage
Stage Elevation
Stage Surface Area
(square feet)
Stage Volume
(cubic feet)
Cumulative Volume
(cubic feet)
Cumulative Volume
(acre fect)
0.00
4941.35
4,095
0
0
0.00
1.00
4942.00
5,866
3,220
3,220
0.07
2.00
4943.00
14,371
9,806
13,026
0.30
3.00
4944.00
21,341
17,742
30,768
0.71
3.90
4944.90
30.928
23,38G
54,154
1.24
Pavers
30-1. of Volume of ff2 rock in avers = 0.12 acre feet (see below)
1.36
' Volume Rater Surface Elevation Volume (acre feet) I
100.Vear Detentioni 1.36 4944.90
Paver Volume Calculations
Paver Surface area= 16,748 sq. ft.
Depth of #2 rock = 1 ft
Volume of #2 rock = 16748 cubic ft.
30% of Volume = 5,024 cubic ft or 0.12 acre ft
x^397,0W N3Y0S0+_1Fscel�Dnm+gi39i0602Dcaimpe_Calccali Pepe loft 3:"1:_016
POND VOLUME CALCULATIONS
Subdivision
Location Fort Collins
Volume= 13 x Depth x (A+B+(A*B)A0.5)
A - Upper Surface
B - Lower Surface
VVVI V.I.... i. I'M.
Project Name: Lernay Ave. Craft Brewery & Self -Storage
Project No. 39708.02
By: BAB
Checked By:
Date: 3.;9/16
Stage
Stage Elevation
Stage Surface Area
(square feet)
Stage Volume
(cubic feet)
Cumulative Volume
(cubic feet)
Cumulative Volume
(acre feet)
0.00
4943.00,
0
0
0.00
1.00
�','4944.00
1,373
1,373
0.03
2-00
494 00 5
2,000",
2,245
3,618
0.08
300
1,744
5,362
0.12
4.00
•4947.00
1,30U'
1,399
6,761
0.16
0
� ',,4�,tj ] Volume needed Cumulative Volume Provided
Water Quality l 0.16 0.16
XV9770000.M--US��Dnivagr 970602U.mW Cd i,� Pax I.fl IM1016
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'- - STAGE -DISCHARGE SIZMG,OF THE WEIRS AND ORIFICES (INLET CONTROL),
Project: Lenny Ave. Craft Brewery d Self Storage
Basin ID:
awes o,a.. sc is�.eua) aedi�ae..sz
EV .P
4T_ McmrONn.3 rsy S'.")
Ay w
Current Routing Order is 93 U
notion Information flnnutl:
#1 Hor¢. #2 Honz,
#1 Vert.
#2 Vert.
Circular Opening: Diameter in inches
Dia =1
inches
OR
Rectangular Opening: Width in Feet
W=
-. 3.00
1
058 1,
It.
Length(Heigsfor Vertical)
Lor H=
1 3,00
1a:024 1
ft
Percentage of Open Area After Trash Rack Reduction
%open =
%
Orifice Coefficient
C.=
' Weir Coefficient
C..=
Office Eevation (Bottom for Vertical)
E. =
ft.
Calculation of of Collection
Net Opening Area (after Trash Rack Reduction)
N = 4.50
0.14
sq. ft
OPTIONAL: User-O"ride Net Operang Area
A. -
-: sq. it.
Perimeter as Weir Length
L..= 9.00 it
OPTIONAL: User-Overide Weir Length
L. it
Tap Elevation of Vertical Orifice Opening, Top
4941.58
R
Center Elevation of Vertical Orifice Opening, Can =
4941 A6
2
Routing 3: Single Stage - Water flows through WOCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2. vertical & horizontal openings is not used).
- -
Hmisnnsah onMns
Vertical Orifices
".50
li 0.62
062,
-
t:3.00
'. 4944.00e
4941 34,
Labels
roc wOty, Mior,
a Major Stare#e
W.S. Ek,vdive
(input)
Water
Surface
Elevation
ft
6tned
WOCV
Plate/Riser
Fbw
Cis
fUserfinkedi
#1 Honz. #1 Hortz
Weir Orifice
Flow Flow
cis Cis
' (Ou
#2 Honz. #2 Horm
Weir Office
Flow Flow
cis CIS
(m :) 'c 1
#1 Vert.
Collection
Capacity
CIS
( ut
02 Vert
Collection
Capacity
cis
c
Total
Collection
Capacity
Cfs
ou ut
Trgat Vo
for wOCv,W ,
aMepr Steers
Vm
nil for mh seek
4941.00
0.00 ::
0.00
0.00
ODO
0 )D
0.00
0.00
0.00
494100
'' -0.51
0.00
0.00
0.00
0.00
0.51
0.00
0.51
4943.00
086 "-
0.00
0.00
O.00
0.00
0.86
0.00
0.86
4944.00
-':1it'k
0.00
O.OD
0.00
0.00
1.11
0,00
1.11
4944.90
':'-23.05' -'
23.05
21.24
0.00
0.00
1.29
0.00
1.29
' '#NIA :•
#MIA
#NIA
MIA
#NIA
#N/A
0.00
#N/A
#NIA:. -
#NIA
#N/A
#NIA
#N/A
0.00
#NIA
#MIA
MIA
#N/A
#_NIA
MAIA
0.00
I #NIA
#NIA:..
#N/A
#NIA
_
#N/A _
#NIA
0.00
#NIA
#WA.` -'
#MA
#WA
#NIA
#NIA
j#N/A
0.00#NIA
#NIA'..
#NIA
#NIA
#N/A
#N/A
0.00
#NIA
#NIA
#MIA
#NIA
#N/A
#MIA
0.00
#MIA
#NIA:
#NIA
#NIA
MIA
#NIA
#Di/A
0.00
#NIA
#NIA".
#NIA
#NIA
#MIA .:
#NIA
#N/A
0.00
#NIA
*MIA
#NIA
#MIA
#N/A
#NIA
#WA
0.00
#NIA
__. #NIA =":
#WA
#NIA
#N/A
#NIA
#NIA
000
#NIA
?#NIA ::
MIA
#N/A
#NIA
#NIA
#MIA
0.00
#NIA
'..'.#NIA-
#NfA
##N/A
MIA
#NIA
#N/A
0.00
#NIA
--#NlA.::'
#NIA
#l1/A
#NfA
#N!A
#N/A
0.00
#N/A
#N/A: +t
#NIA
#NIA
h #IV/A
*MIA
#N!A
0.00
#NIA
'#M/A ':
#N/A
_
*MIA
#NfA
#N/A
#N/A
'.:#N/A '
#N!A
#NIA
#N/A
#N!A
#N!A
0.00
#NIA
'#NIA'...
#NfA
#NIA
#N/A
#MIA
#NfA
0.00
#N/A
"#N/A"-
#MIA
#NfA
MIA
MIA
#N/A
0.00
I #NfA
a #NIA
#NIA
#N/A
#N/A
MIA
#NIA
0.00
#N/A
'= #NIA'=
#MIA
#N/A
#N/A
#MIA
#N/A
0.00
1 #NIA
:'- #I1/A
#N/A
MIA
#N/A
MIA
#N/A
0.00
#NIA
#NIA
#N/A
*MIA
#NIA
#NIA
#NIA
0.00
#NIA
#NIA.. f.
#N/A
#NIA
-.w._
#N/A
_
#N/A
#N/A
0.00_-
##/A
- #NIA "..
#MIA
MIA
#N/A
#NIA
#N/A
ODD
#NIA
#NIA _ :
#N/A
#NfA
#N/A
#NIA
SN/A
0.00
MIA
#N/A" "_
#NIA
.A
itN/A
.�..e.
#N/A
�.sa._
JIN/A ._.
Tr#NIA _
0.00
#N7A
_
#NIA-"'
_ _
#M/A
#MIA^-
_ _
#N!A
#NIA
#NIA
0.00
#NIA
#N/A'::.:
#N/A
#N/A
#N/A
#NIA
#NIA
0.00
#NIA
r_-#NIA `
#NIA
#NIA
#N/A
#NIA
#NIA
0.D0
#NIA
#N/A
#NIA
#N/A
#N/A
#NIA
#N!A
0.D0
#WA
ti #WA
#H/A
#WA
#NIA
#MIA
#N!A
0.00
#N!A
-` -#WA
#WA
#N/A
#N!A_
#N/A
#_N!A
0.000
NfA
_
#WA
##NIAO
_
#NIA
#N)A
_ #N!A �
#NIA
#NIA
M#N/A
#11: /AA
0.00
MIA
MIA
#N/A-:
#NIA
#WA
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D.00
#N/A
#WA
#MIA
#N/A
#NIA
�_ #N/A
MIA
O.DO
#NIA
#J/A".: 't
#NIA
MIA
#NIA
#N/A
#NIA
0.00
#NIA
#Id/A[-
#NIA
#NIA
MIA
#N/A
MIA
0.00
#NIA
•-#NfA J
#NIA
#N!A
#MIA
#NIA
#INlA
0.00
#N/A
3970802 LID -Detention J2.35.375, Outlet 3/7/2016, 4:43 PM
STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Lemay Ave. Craft Brewery 8 Sel/ Storage
Basin 10:
STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE
4945.5
4945
4944.5
0) 4944
C)
w
d 4943.5
m
l0
r
y
4943
4942.5
4942
4941.5
4941
0 0.2 0.4 0.6 0.8 1 1.2 1A
Discharge (cfs)
3970802 UD-Detention_v2.35.)ds, Outlet 3172016, 4:43 PM
1
Cross Section for Pond Emerqency
Overflow
' Project Description
Solve For
Headwater Elevation
Input Data
Discharge
28.90
ft3/s
Headwater Elevation
4945.41
ft
'
Crest Elevation
4944.90
ft
Weir Coefficient
2.61
US
Crest Length
30.00
ft
Cross Section Image
0.51. ff
30A0 tt
Fk'1
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
3/8/2016 11:56:52 AM 27 Siemons Company Drive Suite 200 W Watertown, C7 06795 USA +1.203-765.1666 Page 1 of 1
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HY-8 Culvert Analysis Report
Table 1 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
TaiMatar
Outlet
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
Control
Type
Depth (ft)
Depth (ft)
(it)
Depth (ft)
Velocity
lots)
(cfs)
Depth (ft)
(ftfs)
2 r
1.73
1.73
4947.33
0.806
0.590
1S2n
0.544
0.557
0.544
0.547
3.435
t00yr
10.20
6.13
4949.27
2.630
2.750
4-FFf
1.000
0.931
1.000
1.064
7.806
Straight Culvert
' Inlet Elevation (invert): 4946.52 It, Outlet Elevation (invert): 4946.41 ft
Culvert length: 22.45 It, Culvert Slope: 0.0049
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
' Barrel Diameter: 1.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
t Culvert Type: Straight
Inlet Configuration: Grooved End Projecting
Inlet Depression: NONE
Water Surface Profile Plot for Culvert: Culvert 1
Crossing - DP1. Design Discharge - 10.2 cfs
Culvert - Culvert 1, Culvert Discharge - 6.1 cfs
4949.0
4948.5
Y
A • .T; 11
w 4947.5
4947.0
4946.5
10 15 20 25
Station (ft)
' Table 2 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
TaiMater
Outlet
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
Control
Type
Depth (ft)
Depth (ft)
(f
Depth (ft)
Velocity
(cfs)
(cis)
Depth (ft)
(ftfs)
2yr
1.00
1.80
4944.25
0.687
0.415
1S2n
0.458
0.501
0.458
0.555
3.335
100yr
8.70
8.70
4945.42
1.802
1.855
7-.
1.500
1.138
1.138
1.D02
6.051
........................................ .......
Straight Culvert
' Inlet Elevation (invert): 4943.56 ft, Outlet Elevation (invert): 4943.42 ft
Culvert Length: 31.94 ft, Culvert Slope: 0.0044
' Culvert Data Summary - Culvert 1
Barrel Shape: Circular
' Barrel Diameter: 1.50 ft
Barrel Material: Concrete
' Embedment: 0.00 in
Barrel Manning's n: 0.0130
Culvert Type: Straight
Inlet Configuration: Grooved End Projecting
Inlet Depression: NONE
Water Surface Profile Plot for Culvert: Culvert 1
Crossing - DP6, Design Discharge - 8.7 cfs
Culvert - Culvert 1, Culvert Discharge - 8.7 cfs
4946.5 _.
4946-0
4945.5 + -
V
c
4945.0
m -
7
a) - -----------
-------------------
w 4944.5
4944-0
4943.5 -
-10 0 10 2
Station (ft)
PIPE OUTFALL RIPRAP SIZING CALCULATIONS
Subdivision: Project Name: Le ma Ave. Craft Brew & Self -Storage
Location: ort o 1ns Project No.:
Calculated By:
Checked By:
Date3/9/16
-
STORM DRAIN SYSTEM
24' RCP FES I Pond Outfall
Qtoo (cfs)
11 5 _� '
�' 1.3 ;� `'
Flows are the greater of proposed vs.
future
D or H in
24
24
Wft
Slope %
1.30
1.30
Yn in
Yt (R)
Unknown'`"'Unknown
If "unknown" Yt/D=0.4
Yt/D, YUH
0.40
0.40
Per section MD 7.2
Supercritical
No
No
O/DA2.5, QANHAl.5
2.03
0.23
Q/DAt.5, Q/WHA0.5
4.07
0.46
Da, Ha in '
Da=0.5 D+Yn , Ha=0.5 H+Yn
Q/DaA1.5, Q/WHaA0.5'
d5o (in), Re uired
3.37
0.38
Required Riprap Size
L
L
Fig. MD-21 OR MD-22
Use Riprap Size
L -
L ;.
d5o in
9
9
Table MD-7
1/ 2 tan 0
4.00"
, 4.00 _..'
Fig. MD-23 OR MD-24
Erosive Soils
Yes
Yes .
At
2.09
0.24
At=Q/5.5
L
2.5
-6.8
L= 1! 2 tan 8 At/Yt - D
Min L
6.0
6.0
Min L=3D or 3H
Max L
20.0
20.0
Max L=1 DO or 1 OH
Len ft
6.0
6.0
Bottom Width ft
6.0
6.0
Width=3D Minimum
Riprap Depth in
18
18
De th=2 d5o
Type II Base Depth in
6
6
Table MD-12 fine grained soils
Cutoff Wall
Cutoff Wall Depth ft
Depth of Riprap and Base
Cutoff Wall Width (ft)
Note: No Type II Base to be used if Soil Riprap is specified within the plans
' For use when the flow in the culvert is supercritical (and less than full).
x:13970000.ai1h970802\ExttNhamageU970803Aaimge_Cala.xls Page 1 of 1 3gR016
APPENDIX D
EXISTING & PROPOSED DRAINAGE PLANS
APPENDIX E
LID EXHIBITS
a. e S3.T v.. ... £ d/c 2r.§-".. ^+}. .rb 1 d !/`'xVW S isel$. .O.°.
. - Design Procedure Form: Permeable. Pavement Systems (PPS)
Shsat 1 of 2
Designer: BAB
Company. JR Engineering
-
Date: April21, 2016
Project: Lemay Avenue Craft Brewery 8 SGNStorege
Location: Paver Section #1
L Type of Permeable Pavenerd Section
O M Infiltration
�,-
a
A) What type of SeCdefl of Permeable pavement is used?
(ID Partial Innhatlon Sedian
(Based on the land use and actMbm. prolumity, to ad)acent
'
structures an0 sod characteristics.)
O FUN IMCation sedbn
--owsdone.... ..-_-._._-____... ...-.<
B) What type of wearing course?
p Pla,
O Canrete Grid Pavanmt`"�..
O vmba Concrete
O Porous Crave;',
2. Required Storage Volume
s;
A) Effective Imperviousness of Nee Tributary to Permeable Pavement, I,
I, = 84.7 %
B) Tributary Area's I per iousness Ratio (1= 1,1100)
i =i
C) Tributary Watershed Nee
Arm = 25,090 sq ft
(trldudblg area of permeable Pavement system)
-
4.
D) Area of Pemmble Pavement System
Arvs = 16,748 sq ft
(Minimum recommended Permeable pavement area = 7464 sit ft)
-
E) Impervious Tributary Redo
RI
(Contributing brpervhlos Area / Pea eabie Pavement Ratio)
F) Water Quality Capture Volume(WGCV) Based on 124our Drain Time
WCICV=i` '802' Even
-
(WoCV=(0.8-(0.91'ie- 1.19' P+0.780/ 12)' Area)
Dwane One
G) is food contra volume being added?
O 1'g I
No
ti) Tciwv .mr,
3. Depth of Reserver
_.
A) Mmhtum Depth of Reservoc
D, = 6.0 inches
(Mminum recommended depth S 6 inches)
C/oow One
8) Is the slope of the reservoc/subgrade interface equal to 0%?
�O YES- Flat or shred lnctabdan
d
..
p No- stoned Installation
C) Porosity (Porous Gravel Pavement 10.3, Omens 10.40)
P = 0.20
D) Slope of the Base CourselSubgrede Interface
S = 0.005 ft/ft
E) Length Between Lateral Flow Barriers (max = 71.89 ft.)
L= 50.0 ft
ro'
-
F) Volume Provided Based on Depth of Base Course
V ='--
977 "€ cu n
Flat a Stepped: V = P' ((D_,Y12) *Arm
Sloped: V = P' [(D,v,_ (D-- 6'SL-1)) / 121' Area
Volume assumes uniform slope 8 lateral flow bamer spacing.
_
Calculate the volume of each call individualiv when this varies.
4. Lateral Flaw Barters
Chum Ow
-
A) Type of Lateral Flow Barriers
O [onoete wags
® PVC geanaroare installed namal to lim
O WM Rat wtabox,
O Oran (oescroe):
B) Number of Permeable Pavement Cells
Cells =
CM
5. Perimeter Barrier
owae Ore
=
A) Is a perimeter barter provided on c0 sides of the
Ir0 YES
�-
Pavement system?
I O No
-s'
(Recomneded for PICP, concrete grid Pavementfor any
a
3970802 UD-BMP_v3.03- Pavers#lxlsm, PPS 4/21/2016, 11:44 AM
1
3970802 UD-BMP_v3.03- Pavers #1 Alm, PPS 42112010, 11.44 AM
N
- Design Procedure Form: Permeable Pavement Systems (PPS)
,.`
Shaet2 of
K„
Designer. BAB
Company: JR Engineering
Data: ApriI21, 2018c,'.
Project: Lemay, Avenue Craft Brewery 6 SeMStorage
"
Location: Paver Section fl
e,
6. Fitter Material and Underdram system
1
Choose One
r
A) Is the underdrain placed below a 64nch tNck layer of
Q yB
CDOT Class C filter material?
k
O No
0 NIA
Choose One
B) Diameter of Slotted Pipe (slot dimensions par Table PPs-2)
r
I O anh
0a r kxh
C) Distance from the Lowest Elevation of the Storage Volume
y = It
Q.e. the bottom of the base cause fo the writer of the orifice)
ri
Li si an:. f; Pp; xtllo "wtparat , i ac::c
fi-
Crowe One
r i �x rrrc vx a-=:-?r: er'- -gwma J P'4 �erx rd nv
YES
No
um
f
(home Q1e
v
Y9 9
•
O Placed eba the kW
'
G
Q PWmd ebwe and belnv the 1W
=
8. Outlet
(Assumes each cell has simtar area. Wbipade slope. and length
_
between lateral barriers (unless subgrede is flat). Celmlate cells
-
�:
indiviWeOy where this varies-)
A) Depth of WOCV in the RMIVO r
D,spv =iv 71 inches
a _
(Elevation of the Flood Control Outlet)
•
B) Diameter of Orifice for 12-hour Drain Time
D� _ w= Ines
(Use a minimum orifice diameter of 318-Inches)
:.
Notes:
_
t'
1
3970802 UD-BMP_v3.03- Pavers flAsm, PPS 4212016, 11:44 AM
n
nb1..sKF 1" s ..S rs t:: ,f 4• L:_ COMM W s �r
Design Procedure Form: Grass Swale (GS)
.;`
Sheet 1 of
z'
Designer: BAB
Company: JR Engineering-
Date: April 21, 2016
Project: Lemay Avenue Craft Brewery & Self -Storage
Location: BioSwale #1
1. Design Discharge for 2-Year Return Period
Q2= 0.34 cis
2. Hydraulic Residence Time
A) : Length of Grass Swale
Ls = 210.0 ft
B) Calculated Residence Time (based on design velocity below)
THa= i ! minutes
3. Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints)
S.r = 0.010 ft 1 ft
B) Design Slope
So = 0.008 ft 1 ft
4. Swale Geometry
-
A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical)
Z = 4.00 ft 1 tf
B) Bottom Width of Swale (enter 0 for triangular section)
Wa=ODD ft
lit,
oose ChOne5.
VegetationGrass
From Seed 0 Grass From Sod
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
Design Velocity (0.7 ft / s maximum for desirable 5-minute residence time)
V2 —I 0 56 ?';'ft / s
a6.
7. Design Flow Depth (1 fool maximum)
D2—_.039�"ft
A) Flow Area
A2 `' 0 fi ^ ; sq it
x='.
B) Top Width of Swale
Wr r 3.1 _' lift
a
C) Froude Number (0.50 maximum)
F = U 22`'t
D) Hydraulic Radius
RH
' I-
E) Velocity -Hydraulic Radius Product for Vegetal Retardance
VR=
A
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass)
n = -0'078'�`:a
F
,r� t.
G) Cumulative Height of Grade Control Structures Required
Ho 0 40-' . �ft
Choose One
AN UNDERDRAIN IS
r�
8_Underdrain
QYES
REQUIRED IF THE
x"
(Is an underdrein necessary?)
DESIGN SLOPE <2.0%
-'�-
s;
9. Sal Preparation
`
(Describe soil amendment)
elm. One
10. Irrigation
I 0 Temporary Permanent
L
r
Notes:
0
r
a
re=
MA
1
3970802 UD-BMP_v3.03- Bio-Swale #1.x1sm, GS 4/21/2016, 11:46 AM
.ee"+-..,. -5 �^R°k^ �5e �,Yf•—t �. ..i ffn "e'a._=` __" �®" "Ema.v, �` �'.i'., ..5: _ . s' _ .. sr,�"'.8*. _
Design Procedure Form: Grass Swale (GS)
�'
r
Sheet 1 of 1
Designer: BAB
Company: JR Engineering
kr"w
April 21, 2016
Date:
-'�-
Project: Lemay Avenue Craft Brewery & Self -Storage
Location: BioSwale92
1. Design Discharge for 2-Year Return Period
Q2= 1.70 cfs
2. Hydraulic Residence Time
A) _ Length of Grass Swale
Ls = 105.0 It
k>
B) Calculated Residence Time (based on design velocity below)
THR= r 2 4`'� minutes
U
3. Longitudinal Slope (vertical distance per unit horizontal)
r
A) Available Slope (based on site oonstraints)
S„a = 0.004 ft / ft
B) Design Slope
So = 0.003 ft / ft
4. Swale Geometry
A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical)
Z = 4.00 ft / ft
B) Bottom Width of Swale (enter 0 for triangular section)
We = 0.00 it
Ik
��
Choose One
�.
5. Vegetation'
z;
Grass From Seed Graz From Sod
-
c,>
A) Type of Planting (seed vs_ sod, affects vegetal retardance factor)
6. Design Velocity (0.35 it / s maximum for desirable 5-minute residence time)
V2 -I �0.74�-v7it / s
m
un�
7. Design Flow Depth (1 foot maximum)
D2 =D it
A) A) Flow Area
A2 2 3 sq it
B) Top Width of Swale
F _.z
Wr 6.1 it
C) Froude Number (0.50 maximum)
F = i 021 - ?
D) Hydraulic Radius
R.
E) Velocity -Hydraulic Radius Product for Vegetal Retardance
-.,
VR =
N
y
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass)
n=
G) Cumulative Height of Grade Control Structures Required
Ho 0.10 ,"� it
s
Choose One AN UNDERDRAIN IS
8. Underdrein
REQUIRED IF THE
YES NO DESIGN SLOPE < 2.0%
RE
(Is an underdrain necessary?)
9. Soil Preparation
(Describe soil amendment)
10. Irrigation
Temporary Q Permanent
`.
�F
yNotes:
e.
' 3970802 UD-BMP v3.03- Bio-Swale #2.xlsm, GS 4/21/2016, 11:46 AM
Design Procedure Form: Rain Garden (RG)
1 Designer: BAB Sheet 1 of 2
Company: JR Engineering
Date: May 20, 2016
Project: Affinity Fort Collins
Location: LID Basin 01
1. Basin Storage Volume
A) Effective imperviousness of Tributary Area, I,
i, =
5.0
%
(100% it a8 paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1.1100)
i =r ' 0.050
C) Water Quality Capture Volume(WQCV)fora 12-hour Drain Time
WQCV=
watershed inches
(WQCV= 0.8' (0.91• P- 1.19 - P+0.78- i)
D) Contributing Watershed Area (including rain garden area)
Area =
4,097
sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vw., =i�`
-�'
w fl
Vol = (WQCV 112)' Area
F) For Watersheds Outside of the Denver Region, Depth of
it, =
1.40
in
Average Runoff Producing Stomn
G) For Watersheds Outside of the Denver Region,
Vwowornrn =
32.1—
7 cu it
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocvwea =
cu it
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch mammum)
Dwv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., hor¢. dirt per unit vertical)
Z =
4.00
ft 1 ft
(Use'0' drain garden has vertical walls)
C) Mimimum Flat Surface Area
Ar =i7
2/ �.
sq 1t
D) Actual Fiat Surface Area
A� =
333
sq it
E) Area at Design Depth (Top Surface Area)
AT, =
1513
sq it
F) Rain Garden Total Volume
VT=77923
,ALL: cu ft
(Vr= ((Arm ` A, )12) * Depth)
Choose One
3. Growing Media
Q 18' Rain Garden Growing Media
Q Other (Bplan):
4. Underdrein System
Choose Orhe
@) YES
A) Are underdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
2.2
it
Volume to the Center of the Orifice -
ii) Volume to Drain in 12 Hours
Volu=.'
32
: w lit
iii) Orifice Diameter, 318' Minimum
Do =4
- 0.13
in MINIMUM DIAMETER 318"
,.! a
iPY' ..•� Fi �.. -?...". i ., �: 3Fs '3Yr' i..ry
i ffi-.�. 6..3�...
... __c.(
1
3970802 UD-BMP_v3.03- Basin #1.Idsm, RG 5/20/2016, 12:03 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: BAB
Company: JR Engineering -
Date: May 20, 2016
Project: Affinity Fort Collins
Location: LID Basin 91
Ch� One
5. impermeable Geomembrane Liner and Geotextile Separator Fabric
O YES
A) is an impermeable liner provided due to proximity
of structures or groundwater contamination?
................._........_.......
Oxxm One
6. Inlet / Outlet Control
Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Concerbated Row- Energy Dissipa0ion Provided
loo.
7. Vegetation
O Seed (Plan for frequent weed control
plantings
0 Sand Grown or Other Nigh Infiltration Sod
Choose One
8. Inigation
YES
100
A) Will the rain garden be irrigated?
l'�_____
Notes:
1
3970802 UD-BMP_v3.03- Basin #1.xtsm, RG 5/2012016, 12:03 PM
Design Procedure Form: Rain Garden (RG)
Designer:
BAB
Company:
JR Engineering
Date:
April 21, 2016
Project:
Affinity Fort Collins
Location:
LID Basin #2
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, 1,
1, = 95.6 %
(100% 8 all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I./100)
i
C) Water Quality Capture Volume (WQCV) for a 124=r Drain Time
WQCV=1 .�.0.38. '�'t watershed inches
(W OCV= 0.8 • (0.91' P- 1.19 - P+ 0.78 - i)
D) Contributing Watershed Area (including rain garden area)
Area = 2,925 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
VW,,, = .- -`� i ou It
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vw� o,m =: . W.7 cu It
Water Quality Capture Volume (WQCV) Design Volume
H) User input of Water Quality Capture Volume(WQCV) Design Volume
VWQTUSEa= tuft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch madmum)
Dw� = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dirt per unit vertical)
Z = 4.00 ft/ ft
(Use'0" if min garden has vertical walls)
C) Mimimum Flat Surface Area
Anx,'+:,. 192" ' sq It
D) Actual Flat Surface Area
A, = 275 sq ft
E) Area at Design Depth (Top Surface Area)
AT,o = 322 sq ft
F) Rain Garden Total Volume
VT E- 299 ,° ? ou ft
(VT= ((Arm+ A, ) / 2)' Depth)
Oboe One
3. Growing Media
18" Rain Garden Growing Media
LOO
Otlrer(&�afn)`
4. Underdrain System
Choose One
YES
A) Are urderdrains provided?
O NO
B) Underdrain system orifice diameter for 12 hour drain time
--- _--..-....
i) Distance From Lowest Elevation of the Storage
y= 2.2 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Volri= '28a `.`;? cu ft
m) Orifice Diameter, 318" Minimum
Do =' 9.39 + in
3970802 UD-BMP_v3- Basin #2.xlsm, RG 412112016, 11:51 AM
s.M77.5. 77�7 .aMw'7..v*8
.-Design Procedure Form: RainGarden (RG)
Sheet 2 of 2
Designer: BAB
Company: JR Engineering
Date: April 21, 2016
Project: Affinity Fort Collins
Location: LID Basin 92
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
0 YES
A) Is an impermeable liner provided due to proximity
0 NO
of structures or groundwater contamination?
.
Choose One
6. Inlet I Outlet Control
0 Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Concentrated Row- Energy Dissipation Provided
7. Vegetation
0 Seed (Plan for frequent weed comro0
OQ plant6gs
0 Sand Grown or Oder High Infiltration Sod J
Choose One
8. Irrigation
YES NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
0 NO
—
Notes:
1
3970802 UD-BMP_v3- Basin #2.xlsm, RG 4/2112016, 11:51 AM
Design Procedure Form: Rain Garden (RGi
...
Sheet 1 of 2
Designer: BAB
Company: JR Engineering
' Date: April 21, 2016
Project: Affinity Fort Collins
Location:. LID Basin Y3
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, = 94.7 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = I J100)
C) Water Quality Capture Volume (WQCV) for a 12-tour Drain Time
WQCV ° S 0 38 �:` watershed inches
(WQCV= 0.8. (0.91• i'- 1.19' e+ 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area = 64,572 sq It
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocr"' ss . �. n.... .. ee tuft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
de = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VwOCV omea ? e8 227 1'x' cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
VwQ� usea = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-ixh matdmum)
Dwacv = 12 in
B) Rain Garden Side Slopes (Z = 4 min., honz. disl per unit vertical)
Z = 4.00 ft / ft
(Use'9" drain garden has vertical walls)
C) Mimimum Flat Surface Area
An '; 415L`. sq ft
D) Actual Flat Surface Area
A� = 4160 sq ft
E) Area at Design Depth (Top Surface Area)
Any = 8356 sq It
F) Rain Garden Total Volume
VT=`` B 258'„Y cu ft ,
(VT= ((Aran + Ate) / 2) " Depth)
Chow One
3. Growing Media
QQ IB" Rain Garden Growing Medal
Q Other (Ecpleln):
.
4. Underdrain System
Ooose One
YES
A) Are underdrains provided?
.
Q NO
B) Underdrain system orifice diameter for 12 hour drain time
...........
i) Distance From Lowest Elevation of the Storage
y= 2.2 ft
Volume to the Center of the Onfice
fi) Volume to Drain in 12 Hours
Vold =`r" 6 227 `A"r, cu ft
ni) Onfice Diameter, 318" Minimum
Do : �'' 1 79''�'v in
%aasm w*`a. qma
M�«.a,p`�,
1
3970802 UD-BMP_v3- Basin #3.xlsm, RG 4/21/2016, 12:02 PM
—Design Procedure Form: Rain,Garden (RG) E
Sheet 2 of 2
Designer: BAB
Company: JR Engineering
Date: April 21, 2016
Project: Affinity Fort Collins
Location: LID Basin #3
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
Q YES
A) Is an impermeable liner provided due to proximity
Q NO
of structures or groundwater contamination?_--
-_-
Choose One
6. inlet I Outlet Control
Q Sheet Flow- No Energy assipa6wr Required
A) Intel Control
Q Concentrated Row- Energy DLssipatlon Prrnnded
7. Vegetation
Seed (Plan fa frequent weed control)control)Plantings
QQ
�Q
Q Sand Grown or Other High Infiltration Sod
......... _.....
Choose One
8. Irrigation
YES NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the min garden be irrigated?
Q NO
Notes:
1
3970802 UD-BMP_v3- Basin #3.xlsm, RG 412112016, 12:02 PM
Design Procedure Form: Rain Garden (RG)'
Sheet 1 of 2
Designer: BAB
Company:
JR Engineering
Date:
May 20, 2016
Project:
Affinity Fort Collins
Location:
LID Basin 04
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
77.4 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1,/100)
i =,
0.774-
C) Water Quality Capture Volume(WQCV)fora 12-hour Drain Time
WQCV =i.
0:25"; watershed inches
(WQCV= 0.8' (0.91- i3- 1.19 - P+0.78- i)
D) Contributing Watershed Area (including rain garden area)
Area =
11,452 sq If
E) Water Quality Capture Volume (WQCV) Design Volume
Vw. _
- `:h-; cu it
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da =
1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwo v 0 =
r r _ 777.5 . ;� cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv uses =
cu it
(Only 8 a different WQCV Design Volume is desired)
2. Basin Geometry
A) WOCV Depth (12-inch ma)dmum)
D,,,, =
12 in
B) Rain Garden Side Slopes (Z = 4 min., honz. dist per unit vertical)
Z =
4.00 ft / ft
(Use "0' if rain garden has vertical walls)
C) Mmimum Flat Surface Area
AM„
x,
tar 516 �e's sq ft
D) Actual Flat Surface Area
A, =
223 sq It ACTUAL FLAT AREA MINIMUM FLAT AREA
E) Area at Design Depth (Top Surface Area)
AT,o =
562 sq ft .
F) Rain Garden Total Volume
VT
'� 3'- 393 . ".`. cu It
(VT=((ATE+Ax )/2)'Depth)
Qoose one
3. Growing Media
QQ 18' Rain Garden Growing Media
Q Dow (Explain):
4. Underdrain System
Choose One '
YES
A) Are underdrainns provided?
O
NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage
y=
2.2 It
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
V0112=i.:.
777'7. " cu ft
iii) Orifice Diameter, 318"Minunum
0.83'''in
zrff,�m
_WD,wo=`
3970802 UD-BMP_v3.03- Basin 94.xtsm, RG 5/20/2016, 12:03 PM
- - Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: BAB
Company: JR Engineering
Date: May 20, 2016
Project: Affinity Fort Collins
Location: LID Basin 94
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
—�
O�
A) Is an impermeable later provided due to proximity
O tff)
of structures or groundwater contamination?
------- ..........................
Choose One
6. Inlet 1 Outlet Control
O Sheet Row- No Energy Dissipation Required
A) Inlet Control
entraow- Energy Dissipation Provided
Cortctad R
7. Vegetation
I
�O
O Seed (Plan for frequent weed w..b 1)
0 Plantings
O Sand Grown a Other High [nflltratlon Sad
ct w One
S. Irrigation
0 YES NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
O ND
Notes:
1 3970802 UD-BMP_v3.03- Basin #4.xlsm, RG 5120/2016, 12:03 PM
0
Y
8
�39
m /
I
I
I
/
I
/
I
I
I
I
LEMAY AVENUE CRAFT BREWERY & SELF -STORAGE FACILITY
EXISTING CONDITIONS DRAINAGE MAP
X1 __ �—d—�
s1 12—
.sa �_____ s�Wl� —ewv �\�___�_ —�_ �� _� avuR
__ _ _ _ - ____ z
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— — 100— — EMS NC MAJOR CONTOUR
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A BASIN 10
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Q ORAINAC£ MSCHMC£
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Y c
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LEMAY AVENUE CRAFT BREWERY
& SELF STORAGE FACILITY
3970802
08/01/16
SHEET 1 OF 2
J•R ENGINEERING
30 15 0 30 60 AW anC y
ORIGINAE
SCAI£:
1" —
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FatC 970-49F999J• wxNmOmaYgum
LEMAY AVENUE CRAFT BREWERY & SELF -STORAGE FACILITY
PROPOSED CONDITIONS DRAINAGE MAP
sir`ioloOJaIlT�7T/Ii161�TI/1IIIQo11�s_r w - —
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1 Tb
1 10
1 7A
a
as
U52
a6
1 10
1 007
1 05
Detention Pond Smnnnary Table
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LEGEND
—'6/Pr- — EXISTING MAJOR CONTOUR
- - - - - - - - -
EXISTING INTERMEDIATE CONTOUR
•
�Gs—
PROPOSED MAJOR CONTOUR
•
LEMAY AVENUE CRAFT BREWERY
PROPOSED INTERMEDIATE CONTocR
& SELF STORAGE FACILITY
PROPOSED STORM SEWER/RCP
3970802
08/01/16
PROPSED SWµE
KnowwhaCsbelOw.
SHEET 2 OF 2
BASIN ID
CBII beleEa QIe.
BASIN DESIGNATION
you
R G
B:
0: AREA (AC)
D
c: MINOR s1oRu cOEmclExr
0: MAJOR STORM cOES91CIENT
J•R ENGINEERING
Q
DRAINAGE DISCHARGE
DESM POINT
Awnmen Cvmwvy
30
15 0 30 sO
y
PROPOSED Elow OIRECTION
ORIGINAL SCALE: 1 - 306
Caia7W 303-740. • GbaaC Spnp 7M 59Yr3i
BASIN MANAGE AREA
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