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ARP`BY
Date
ADDENDUM TO THE
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
Revised October 2016
Project No. 39708.02
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 313
Fort Collins, CO 80525
MW
This Addendum to the Final Drainage Report for Lemay Avenue Craft Brewery & Self -
Storage Facility was completed in order to reduce the amount of Pours Interlocking
Concrete Pavers (PICP) on the site. Pavers were removed from the drive isle and parking
lot on the north side of the site. The overall drainage pattern from the site did not change.
Water quality for the area where pavers were removed will be provided with the remaining
pavers and LID basins. By removing some of the pavers the requirement for treating 75%
of the new impervious area is still met. In total 100% of the new impervious area that is
tributary to the proposed detention pond is treated by an LID. The general concept and
design of storm water drainage and detention for the site has not changed, The following
report shows all revisions as well as the paver sections design and calculations.
E J•R ENGINEERING
Page 2
TABLE OF CONTENTS
Tableof Contents...............................................................................................................................................i
VicinityMap.........................................................................................................................................................
General Description and Location..................................................................................................................2
Location And Existing Site Characteristics.................................................................................................2
SiteSoils...........................................................................................................................................................2
Floodplain........................................................................................................................................................2
Drainage Basins and Sub-Basins.......................................................................................................................3
MajorBasin......................................................................................................................................................3
HistoricSub-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
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 Addendum to the 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.
Timothy J. Halopoff, PE IF l Q 37953
Registered Professional Engineer 3r
State of Colorado No. 37953_ /l-/o- IG
J•R ENGINEERING
Page iii
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VICINITY MAP
- - - - -E MNE DR-
L -'I + E VINE DR
VICINITY MAP
SCALE : 1 =553
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 6th 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 30" 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
e
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 EXI 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-1. 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
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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 1 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, unless more that 75% of
the site is being treated by an LID. 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, thus eliminating the 25% porous pavement requirement, see
the tables below for more details. 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.
Tablet: LID Requirements
75% On -Site Treatment by LID Requirement
New Impervious Area
153,816
sq. ft.
Required Minimum Impervious Area to be Treated
115,362
sq. ft.
(=75% of new impervious area)
Impervious Area Directly Treated by LID Treatment Methoud #1- Paver Section #1
15,717
sq. ft.
Impervious Area Directly Treated by LID Treatment Methoud #2- Paver Section #2
4,442
sq. ft.
Impervious Area Directly Treated by LID Treatment Methoud #3- Paver Section #3
4,605
sq.ft
Impervious Area Directly Treated by LID Treatment Methoud #4- LID Basin #1
9,621
sq.ft
Impervious Area Directly Treated by LID Treatment Method #5 - LID Basin #2 & Swale#1
17,770
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #6 - LID Swale #1
7,376
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #7 - LID Basin #3
64,572
sq. ft.
Impervious Area Directly Treated by LID Treatment Method #5 - LID Basin #4 & Swale#2
29,713
sq. ft.
Total impervious Area Treated
153,816
sq. ft.
Actual % of Impervious Area Treated
100.0
%
Page 6
Tablet: LID Sizing
LID Measure
LID Sizing
Impervious Area
Treated Sq. ft.
Area of LID sq.ft.
Ratio
Paver Section #1
15,717
5,455
2.9
Paver Section #2
4,442
1,480
3.0
Paver Section #3
4,605
1,535
3.0
LID Swale #1
22,222
5,599
4.0
LID Swale #2
19,335
2,516
7.7
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
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
Page 7
MW
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
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
LJ
L
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
100-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
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 Sc 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 II
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REFERENCES
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
E VINE DR
VICINITY MAP
SCALE : 1 "=500'
Project No. 39708.02 FIGURE 1--VICINITY MAP
LEMAY AVE. CRAFT BREWERY & SELF -STORAGE
Hydrologic Soil Group—Larimer County Area, Colorado
4 353TN
4 H24-N
494950 4NM 495010 495040 495070
3
n
., Map Scale; 1:1,31i0ipn30admAlxxOat (8.5'x 11")9x+et.
-- __ Me[as
N 0 20 40 80 120
__ ,Feet
0 5o 100 200 30o
kI`tap proyecti '. Web Maoror Cone- mowdineR@S: WG'S84 Edged¢: UTM Zone 13N WGS84
I .i 0\ Natural Resources Web Soil Survey
-011111111 Conservation Service National Cooperative Soil Survey
Project No. 39708.02
4%100
M 39 3TN
R
i
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4,
d 24-N
4951M
3
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4I8I2015
Page 1 of 3
DRAINAGE REPORT
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
Percerd 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, 1 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
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
Page 3 of 3
FIGURE 2 - SOILS MAP
LEMAY AVE. CRAFT BREWERY & SELF -STORAGE
105a03'45.0"
40'35'37.5" t—
to
a
NOTE: THIS AREA IS SHOWN S E fG
FROM THE 1-PERCENT.ANN
FLOOD HAZARD BY A LEVEE SYSTEM. OVI
OR FAILURE OF ANY LEVEE SYSTEM IS PO
FOR ADDITIONAL INFORMATION, SEETHE
IN NOTES TO USERS.
LL1020x
120
1455000 FT
Project No. 39708.02
4b,
ZONE
AE
3125000 FT
IS TE
CITY OF FORT COLLINS
080102
LEVEE NOTE"
JOINS PANEL G',IH1
�/ ZONE AE t
Dry Creek
(South of Canal)
PROFILE BASE LINE
Old Dry Creek �
(Historic Channel)
4CT � n l
DRAINAGE REPORT
MAP SCALE 1"=500' 250 0 - 500 - 100oofEET 0 150 300
PANEL 0983H
1:411,
FLOOD INSURANCE RATE MAP
LARIMER COUNTY,
COLORADO
\\D INCORPORATED AREAS
PANEL B83 OF 1420
(SEE MAP INDE)( FOR FIRM PANEL LAYOUT)
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,a Inc MAY 2, 2012
Federal Etttetgency Management Agency
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LARIMER COUNTY PQ"
UNINCORPORATED AREAS
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FIGURE 3 - FIRM MAP
APPENDIX B
HYDROLOGIC CALCULATIONS
COMPOSITE % IMPERVIOUS CALCULATIONS
ubdivision: Project Name: Lemay Ave. Craft Brewery & Self -Storage
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By:
Date: 3/9/16
paved Roads/ Drives
Lawns
Roof
Basins Total
Basin ID
Total Area (ac)
%Imp.
Area (ac)
% Imp Weighted
X Imp.
Area (ac)
Weighted
% Imp.
% Imp.
Area (ac)
Weighted
% Imp.
Weighted %
Imp.
A
0.98
100
0.73
74.69
5
0.15
0.80
90
0.10
9.20
84.69
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
0.21
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
1.48
100
0.45
30.41
5
0.96
3.20
90
0.07
4.30
37.91
0
0.10
100
0.00
0.00
5
0.10
5.00
90
0.00
0.00
5.00
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L41C:CC�C
APPENDIX C
HYDRAULIC CALCULATIONS
INLET IN A SUMP OR SAG LOCATION
Project = Lemay Avenue craft Brewery S Sell.Storage Facility
Inlet 10 = OR 9
{— Lo (C)
H-Curb H-Vert
Wu
W
Lo (a)
Oeeien alrarmetleo llnputl
Type of Inlet
Inlet Type =
Local p ,ao,oion (additional to comnuous gutter depreafram afrom'O-AdoeQ
a.i-
Numder of UM Inlets (Grate or Cue Openete
No -
Water Dopih at Fbwhre (outside of brad depression)
Pending DeIM=
Grate edor etion
Lm,th of a Unt Grate
I.a (G)
Wolfe at a Urn Grate
We =
Area Operant) Ratio for a Grate ltypical veh se 0.150 90)
A. =
Cbgglrg Factor for a See Grate (typical vetue 0.50 - 0 ]0)
Cr (G) =
Grate Weir Coeflicami (typical vahe 2.15- 3 a0)
Cw (G) _
Grate OMIce coefficient (typical Mimi 0.60 � 0.80)
C. (G) _
Cure Opening Marrraeon
Length of a Um Cure Opening
La (C) =
HaipN of Vertical Code Operg in Ini]1es
H_-
HeigN of Cue "" Thoal In ImJts
Hn_=
11 al Throat (see USDCM Fgua ST-5)
Title -
9tle Alden for Depression Pan Dypi fre gutter eMth of 2 feet)
Wp=
Clogging Factor far a Singh Cud Opening typical wue 0.10)
Cr (C) _
Curd Opening Weir Coeffiaent typical value 2 }3.7)
Cw (C)=
Cure Oporrng OMice CoeOictni a Pral vela¢ 0 60 070)
Co (C)=
Total Inlet Interception Capacity (assumes clogged condition)
"L n�.l
Dreareauto=
MINOR MAJOR
COOT/Demer 13 Condonation
2.00 incrts
1
eo 8.0 IncN,�
MINOR MAJOR ❑ — wtn,
3.00 feet
1.73 eet
OA3
0.50 0 50
3.30
0.90
3.00
8.50
525
0 00
2.00
0.10
0.10
3.70
Doe
MINOR MAJOR
eel
nctts
aches
legrees
eel
UD-Inlet_v3.14-OP 9 Idsm. Inlet In Sump 124M15. 8:55 AM
Project:
Inlet ID:
II ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storrs) II
mum Allowable Wdth for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
c from Curb Face to Street Crown
Wolin
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 Ntt)
Longitudinal Slope - Enter 0 for sump condition
ng's Roughness for Street Section (typically between 0.012 and 0-020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
TRACK=
110
SSACK=
0.002
neAcK =
0.013
Hcuna=
6.00
inches
Tcwowa =
24.0
It
W =
2.00
It
Sx =
0.02D
Vft
S. =
0.083
So =
0.005
Itm
nsi,,,,r=
0.012
Minor Storm Major Storm
Two =
24.0
24.0
tt
dram -
6.0
6.0
Inches
check = yes
i STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
R STORM Allowable Capacity is based on Depth Criterion Orw. = 13.0 13.0 cfs
stone maxallowable capacity GOOD - greater than flow given on shem'O-Peak'
storm maxallowable capacity GOOD - greater than flow given on sheet'O-Peak'
1.113-Inlet_v3.14-13P 9.xlsm, O-Allow 12/812015, 8:53 AM
Detention
Pond Siring
-
Subdivision:
Project Name:
L.emay Ave.
Craft Brewery & Self -Storage
-
Location:
Fort Collins
Project No.:
39708,02
Calculated By:
BAB
Checked By:
Date:
3/9/16
This is to convert % imp
to a C value
100-year
(must insert % imp.
and
C pervious).
Required detention
W
acre-ft.
-
'C' value
0.64
'�
'C' 115
0.8
Area
6.49
acres
Modified
Modified
Release Ratel
1.3
cfs
M. FATER
D. JUDISF
C. LI
5195
Nov-97
Nov-98
DETENTION
POND SIZING
TIME
TIME
INTENSITY
D 100
Runoff
Release
Required
Required
cum
100 year
Volume
Cum total
Detention
Detention
_
\
(mins)
(secs)
(in/hr)
(afs)
(W3)
(W3)
(ft^3)
(ac-ft)
0
0
0
0.00
0
0.0
0.0
0.0000
5
300
9.950
51.66
15498.12
390.0
15108.1
0.3468
C10
600
7720
40.08
24049,34
780.0
23269.3
0.5342
-
15
900
6.520
33.85
30466,66
1170.0
29296.7
0.6726
20
1200
5.600
29.08
34890.24
1560.0
33330.2
0.7652
25
1500
4.980
25.86
38784.24
1950.0
36834.2
0.8456
C-
30
1800
4.520
23.47
42242.11
2340.0
39902.1
0.9160
35
2100
4-080
21.18
44485.06
2730.0
41755.1
0.9586
40
2400
3.740
19A2
46603.39
3120.0
43483.4
0.9982
45
2700
3.460
17.96
48503,66
3510.0
44993.7
1.0329
50
3000
3.230
16.77
50310,48
3900.0
46410.5
1.0654
55
3300
3.030
15.73
51914.81
4290.0
47624.8
1.0933
60
3600
2860
14.85
53456.83
4680.0
48776.8
1 A 198
65
3900
2.720
14.12
55076.74
5070.0
50006.7
1.1480
70
4200
2.590
13.45
56478.58
5460.0
51018.6
1.1712
75
4500
2.480
12.88
57942.72
5850.0
52092.7
1.1959
BO
4800
2.380
12.36
59313.41
6240.0
53073.4
1.2184
85
5100
2.290
11.89
60637,37
6630.0
54007,4
1.2398
90
5400
2.210
11.47
61961.33
7020.0
54941.3
1.2613
95
5700
2,130
11.06
63036.07
7410.0
55626.1
1.2770
-
100
6000
2060.
10.70
64173.12
7800.0
56373.1
1.2941
105
6300
2.000
10.38
65419.2
8190.0
57229.2
1.3138
110
6600
1.940
10.07
66478.37
8580.0
57898.4
1.3292
115
6900
1.890
9.81
6770&87
8970.0
58738.9
1.3485
120
7200
1.840
9.55
68783.62
9360.0
59423.6
1.3642
125
7500
1.790
9.29
69702.8
97%0
59952.6
1.3763
130
7800
1.750
9.09
70870.8
10140.0
60730.8
1.3942
C_
135
8100
1.710
8.88
71914,39
10530.0
61384,4
1.4092
140
8400
1.670
8.67
72833.38
10920.0
619134
1.4213
145
8700
1.830
8.48
73627.75
11310.0
62317,8
1.4306
150
9000
1.600
8.31
74784.8
11700.0
63064.8
1.4478
155
9300
1.570
8.15
75808.39
12090.0
63718.4
1.4628
160
9600
1.540
8.00
76758,53
12480.0
64278.5
1.4756
165
9900
1.510
7.84
77615.21
12870.0
64745.2
1.4863
170
10200
1.480
7.68
78378,43
13260.0
651184
1.4949
175
10500
1.450
7.53
79048.2
13650.0
65398.2
1.5013
180
10800
1.420
7.37
79624.51
14040.0
65584.5
1.5056
185
11100
1.400
7.27
80683.60
14430.0
66253.7
1.5210
C
190
11400
1.380
7.16
81680.54
14820.0
66860.5
1.5349
-
195
11700
1.360
7.06
82615.1
15210.0
67405.1
1.5474
C
200
12000
1.340
6.96
83487.36
15600.0
67887.4
1.5585
205
12300
1.320
6.85
84297,31
15990.0
68307.3
1.5681
210
12600
1.300
6.75
85044.96
16380.0
68665.0
1.5763
215
12900
1.280
6.65
85730.3
16770.0
68960.3
1.5831
220
13200
1260
6.54
88353.34
17160.0
69193.3
L5885
225
13500
1.240
6.44
86914.08
17550.0
69364.1
1.5924
(-
230
13800
1.220
6.33
87412.51
17940.0
69472.5
1.5949
235
14100
1.210
6.28
88580.71
18330.0
70250.7
1.6127
240
14400
1.200
6.23
89717.76
18720.0
70997.8
1.6299
l
Page 1
C
10-year
Composite'C' 0.52
Area 6.49 acres
Release Rate 1.3
DETENTION POND SIZING
Modified Modified
M. FATER D. JUDISF C. I -I
5195 Apr-98 Nov-98
TIME
TIME
INTENSITY
Q 10
Runoff
Release
Required
Required
cum
10 year
Volume
Cum total
Detention
Detention
(mins)
(secs)
(in/hr)
(cfs)
(ft^3)
(ft^3)
(ft^3)
(ac-ft)
0
0
0
0.00
0
0.0
0.0
0.0000
5
300
4.870
16.44
4931
390.0
4540.6
0.1042
10
600
3.780
12.76
7654
780.0
6874.0
0.1578
15
900
3.190
10.77
9689
1170.0
8519.1
0.1956
20
1200
2.740
9.25
11096
1560.0
9536.3
0.2189
25
1500
2.440
8.23
12352
1950.0
10401.8
0.2388
30
1800
2.210
7.46
13425
2340.0
11085.0
0.2545
35
2100
2.000
6.75
14174
2730.0
11444.2
0.2627
40
2400
1.830
6.18
14822
3120.0
11702.1
0.2686
45
2700
1.690
5.70
15399
3510.0
11889.2
0.2729
50
3000
1.580
5.33
15997
3900.0
12096.6
0.2777
55
3300
1.480
4.99
16483
4290.0
12192.5
0.2799
60
3600
1.400
4.72
17009
4680.0
12329.0
0.2830
65
3900
1.320
4.45
17373
5070.0
12303.5
0.2824
70
4200
1.250
4.22
17718
5460.0
12257.7
0.2814
75
4500
1.190
4.02
18072
5850.0
12222.1
0.2806
80
4800
1.140
3.85
18467
6240.0
12226.9
0.2807
85
5100
1.090
3.68
18761
6630.0
12130.5
0.2785
90
5400
1.050
3.54
19135
7020.0
12115.1
0.2781
95
5700
1.010
3.41
19429
7410.0
12018.7
0.2759
100
6000
0.970
3.27
19641
7800.0
11841.3
0.2718
105
6300
0.940
3.17
19986
8190.0
11795.6
0.2708
110
6600
0.910
3.07
20269
8580.0
11689.0
0.2683
115
6900
0.880
2.97
20492
8970.0
11521.8
0.2645
120
7200
0.860
2.90
20897
9360.0
11536.8
0.2648
Page 1
2-year
Composite'C' 0.42
Area 6.49 Modified Modified
Release Rate 1.3 M. FATER D. JUDISF C. Li
5/95 Apr-98 Nov-98
DETENTION POND SIZING
TIME
TIME
INTENSITY
Q 2
Runoff
Release
Required
Required
cum
2 year
Volume
Cum total
Detention
Detention
(mins)
(secs)
(in/hr)
(cfs)
(ft^3)
(ft^3)
(ft^3)
(ac-ft)
0
0
0
0.00
0
0.0
0.0
0.0000
5
300
2.850
7.77
2330.559
390.0
1940.6
0.0445
10
600
2.210
6.02
3614.411
780.0
2834.4
0.0651
15
900
1.870
5.10
4587.521
1170.0
3417.5
0.0785
20
1200
1.610
4.39
5266.246
1560.0
3706.2
0.0851
25
1500
1.430
3.90
5846.841
1950.0
3896.8
0.0895
30
1800
1.300
3.54
6378.372
2340.0
4038.4
0.0927
35
2100
1.170
3.19
6697.291
2730.0
3967.3
0.0911
40
2400
1.070
2.92
6999.854
3120.0
3879.9
0.0891
45
2700
0.990
2.70
7286.063
3510.0
3776.1
0.0867
50
3000
0.920
2.51
7523.208
3900.0
3623.2
0.0832
55
3300
0.870
2.37
7825.772
4290.0
3535.8
0.0812
60
3600
0.820
2.24
8046.562
4680.0
3366.6
0.0773
65
3900
0.770
2.10
8185.577
5070.0
3115.6
0.0715
70
4200
0.730
1.99
8357.303
5460.0
2897.3
0.0665
75
4500
0.690
1.88
8463.609
5850.0
2613.6
0.0600
80
4800
0.660
1.80
8635.334
6240.0
2395.3
0.0550
85
5100
0.630
1.72
8757.995
6630.0
2128.0
0.0489
90
5400
0.610
1.66
8978.785
7020.0
1958.8
0.0450
95
5700
0.580
1.58
9011.495
7410.0
1601.5
0.0368
100
6000
0.560
1.53
9158.688
7800.0
1358.7
0.0312
105
6300
0.540
1.47
9273.172
8190.0
1083.2
0.0249
110
6600
0.520
1.42
9354.946
8580.0
774.9
0.0178
115
6900
0.510
1.39
9592.09
8970.0
622.1
0.0143
120
7200
0.490
1.34
9616.622
9360.0
256.6
0.0059
Pond WCQV Sizing
Subdivision: Project Name:
Location: Fort Collins Project No.:
Calculated By:
Checked By:
Date:
WQCV = (0.911' - 1.191E + 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
J
0.19
5.0
K
0.32
95.0
L
0.76
5.0
TOTAL
6.49
62.1
WQCV = 6,877 cf
WQCV = 0.16 acre-ft
WQCV provided in LID Basins and Swales
X:397000O.a 3970802T=e11Dre'vugc\3970802Dr inap_Ucs.xis
Lema Ave. Craft Brewery & Self -Storage
BAB
Page 1 of I 3n2016
POND VOLUME CALCULATIONS
Subdivision
Location Fort Collins
Volume=1/3 x Depth x (A+B+(A*B)10.5)
A - Upper Surface
B. - Lower Surface
Pond
Project Name: Lemay Ave. Craft Brewery & Self-Stora;
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)
WO
494L35
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
23,386
54,154
1.24
Pavers
1 30% of Volume of k2 rock in pavers = 0.12 acre feet see below)
1.36
Volume (acre feet) I Volume Water Surface Elevation
100-Year Detention 1.36 4944.90
Paver Volume Calculations
Paver Surface area= 16,746 sq. ft.
Depth of #2 rock = 1 It
Volume of #2 rock = 16748 cubic ft
30% of Volume = 5,024 cubic ft or 0 12 acre ft
X"9)0000 uIN9'l0g021F uallDreuugcU9'10[02nnumgc Cdcs As Pugs 1 u1`2 3,,12016
POND VOLUME CALCULATIONS
Subdivision
Location
Volumc=1/3 x Depth x (A+B+(A•B)^0.5)
A - Upper Surface
B - Lower Surface
WO Vnlnme in VIM
Project Name: Lemay 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
500
0
0
0.00
1.00
4944.00
2,500
1,373
1,373
0.03
2.00
4945,00
2,000
2,245
3,618
0.08
3.00
4946.00
1,500
1,744
5,362
0.12
4.00
4947.00
1,300
1,399
6,761
0.16
Volume(acre feet) I Volume needed Cumulative Volume Provided
Water Quality0 16 0 16
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STAGE -DISCHARGE SONG OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Lenny Ave. Craft Brewery, a Self Storage
Basin ID:
Current Routing Order is #3
Deslan Infamution lemvll:
ClrcuWr Opening.
Diameter in Inches
OR
Rectangular Opening
Width In Feet
Length (Height for Vertical)
Percentage
of Open Area After Trash Rack Reduction
Orifice coefficient
Weir Coefficient
Orifice Elevation (Bottom for Vertical)
Net Opening Ana (Offer Trash Rack Reduction)
OPTIONAL'. User-O iande Net OperYrg Area
Penmeter as Weir Length
OPTIONAL User-Ovende Weir Length
#1 Honz 02 Honz.
#1 Vert
#2 Vert
Dia =1
I
I inches
W-1
3.D0
1 0.58
ft.
Lot H=1
3.D0
1 024
X.
%open=1
50
100
Co=
0.62
0.62
C,,=1
3.00
Ea =
4944 OD
4,94134
X
A.= 450
014
s4 ft
A.=J
a ft
t. = 900
L_=J
Top Elevation of Vertical Orifice Opening, Top =
Center Elevation of Vertical Orfice Opening, Can =
ft.
X.
494158
4941 46
n
ft
#1 horizontal opening Into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
THnAzmi at culftaea Varlleet n.m=.e
_alms
•or .vocv V.ro,
a male, Smraw
WS Ekwtnr¢
(input)
Water
Surface
Bevatian
X
Illnh•'fI
WOCV
Plate/Riser
Flow
cfa
+!fnr ed
91 Hom #1 Honz.
Weir Office
Fbw Flow
cfa cfa
O n
#2 Holz. #2 Honz
Weir Orifice
Flow Flew
of$ cis
a
111 Ven
Collection
Capacity
c/a
e
#2 Vert
Collection
Capacity
cfa
Total
collection
Capacity
ds
(output)
Talon! Volutes
for Wacv. Minor.
aMelor Storage
voevrea
trN to, al Seel,
4941.00
4942,00
000
0,00
1 0.00
1 0.00
000
0.00
000
0.00
0.51
000
0.00
0,00
000
051
1 000 051
i 000 0-06
000 1 1.11
4943.00
0.88
0.00 _
0,00
_ 0.00
0,00
O.DD
0.00
0.86
1.it
4944.00
111
_ _goo
0.00
494410
23.05
23.05
2124
0.00
0.00
1.29
0.00
1 1.29
MIA
_ #WA
MIA
MIA
#N/A
MIA
MIA
MIA
#N/A
0.00
RUA
M/A
MIA
MIA
M/A M/A
M/A MIA
0.00
MIA
MIA
MIA
MIA
0.00
MIA
M/A
MIA
MIA
_
MIA _ MA
M/A #N/A
0.00
MIA
MIA
_
#N/A
#N/A
_
MA
0.00
MIA
MIA
M/A
MIA
MIA
MIA MA
0.00
MIA
MIA
M/A
M/A
M/A
MIA
M/A
#NIA
MIA
MIA
_ MIA
MIA
#_N/A
MIA
MIA
MIA MIA
0.00
MIA
MIA
#NIA
MIA
MIA M/A
0.00
MIA
_
MIA
MIA
MIA
MIA
MIA
MIA
MA
MIA
M/A
#N/_A
MIA
MIA -
_.
_ #N/A
#N/A
MIA
MIA
0.00
MIA
gDO
MIA
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-
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#NIA
MM
M/A
MIA
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MIA
_ O.DO
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M/A
MIA
MA
M/A
M/A
#N/A
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0.00
MIA
MIA
#N/A
MIA #N/A 0.00 #WA
MIA M/A 0.00 MIA
MIA M/A 0.00 9WA
MIA #N/A 0.00 #NIA
MIA M/A D.00 MIA
_ MIA MIA 11.00 Ill
MIA MIA D.00 MIA
1 #N/A MIA 000 #WA
#NIA MIA 000 all
r MIA M/A 000 #N/A
MIA M/A 000 MIA#NIA
MIA MIA _ � DOD _ MIA
MIA MA 0 00 #NIA
MIA M/A 000 MIA
#N;A _ #N/A 000 MIA
#NIA M/A 000 MIA
MIA MIA 000 MIAMIA
MIA #N/A 000 MIA
#N/A #N_/A 000 #NIA
#N/A MIA 000 MIA
#N/A M/A 000 1 MIA
I #N/A #NIA 000 M/A
MIA M/A 06 MIA
#NIA MIA 060 MIA
MIA MIA 000 MIA
MIA
M/A
M/A
M/A
MYA
MIA
9N/A
all
M/A
MIA
MIA
MIA
_
MIA
MIA
MIA
MIA
MIA
All
MIA
#NIA
MIA
MIA
MIA
M!A
#NIA
M/A
_
MIA
MIA
M/A
MIA
#NIA
MIA _
MIA
#NIA
#NIA
MIA_
_ _#WA
M/A #N/A
MIA _ M/A
M/A MA_
M/A #N/A �
M/A _ M/A
M/A M/A
M/A MIA-T
MA MIA
MA #N/A
#WA MIA_
MiA M/A -I
#NIA M/A
#N/A MIA
MIA #N/A _
MIA #N/A
IA #N/A
MIA
#NIA MIA --�
#WA
MIA
MIA
M/A
MIA
MIA
MIA
MIA
#NIA
M/A
_
M/A
MIA
MA
MA
_ M A
#NIA
MIA
MIA
MIA
MIA
MIA
3970802 UO-Detenrlion_4.35.as, Outlet
3/7/2016, 4A3 PM
11 STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project Lemey Ave. Craft Brewery 6 Self Storage
Basin ID:
STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE
4945.5 - -
4945
4944.5
d 4944 - - - -- -
d
y 4943.5 -
Of
A
r
Y' 4943 - - -
I
4942.5
4942 -
4941.5 -
4941
0 0.2 0.4 0.6 0.8 1 1.2 1 4
Discharge (cfs)
3970802 UD-Detention v2.35.As, Outlet 31712016. 4 4::'. IM
Project Description
Solve For
Input Data
Cross Section for Pond Emergency Overflow
Headwater Elevation
Discharge
28.90
ft-/s
Headwater Elevation
4945,41
ft
Crest Elevation
4944,90
ft
Weir Coefficient
2.61
US
Crest Length
30.00
ft
Cross Section Image
051 M
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.071.00]
3/812016 11:56:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
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HY-8 Culvert Analysis Report
LJ
Table 1 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
Tailwater
Outlet
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
ConVol
Type
Depth (ft)
Depth (ft)
(ft)
Depth (ft)
Velocity
(cfs)
(cfs)
Depth (ft)
(ft1s)
2yr
1.73
1.73
117.33
0.1
0.590
1-S2n
0.544
0.557
0.544
0.547
3.435
i OOyr
10.20
6.13
4949.27
2.630
2.750
4-FFf
1.000
0.931
1.000
1.064
7.806
0
Straight Culvert
Inlet Elevation (invert): 4946.52 R, Outlet Elevation (invert): 4946.41 It
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
Culvert Type: Straight
Inlet Configuration: Grooved End Projecting
Inlet Depression: NONE
Water Surface Profile Plot for Culvert: Culvert 1
!Isif:3.
0 4948.0
m
w 4947.5
4946.5
Crossing - DP1, Design Discharge - 102 cfs
Cuh-ert - Cuh-ert 1. Cuh-ert Discharge - 6 1 cfs
Station (ft)
W
Table 2 - Culvert Summary Table: Culvert 1
Discharge
Total
Culvert
Headwater
Inlet Control
Outlet
Flow
Normal
Critical
Outlet Depth
Tailwater
Outlet
Names
Discharge
Discharge
I
Elevation (ft)
Depth (ft)
Control
Type
Depth (ft)
Depth (ft)
(ft)
Depth (it)
Velocity
(cfs)
(cis)
Depth (ft)
(f /s)
2yr
1.80
1.80
4944.25
0.687
0.415
1-S2n
0.458
0.501
0.458
0.555
3.335
100yr
8.70
8.70
4945.42
1.802
1.855
7-M2c
1.500
1.138
1 1.138
1 1.002
1 6.051
Straight Culvert
Inlet Elevation (invert): 4943.56 It, Outlet Elevation (invert): 4943.42 It
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
C
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Water Surface Profile Plot for Culvert: Culvert 1
49465
49460
49455
C
0 4945 0
M
7
v
uJ 4944 5
49435
7
Crossing - DP6. Design Dischamre - 8.7 CA
Cuh en - Cul-,�M 1. Culvert Discharge - S_? cfs
Station (ft)
PIPE OUTFALL RIPRAP SIZING CALCULATIONS
Subdivision: Project Name: Lemay Ave. Craft Brewery & Self -Storage
Location: ort� 0 1�1 ns Project No.:
Calculated By: BAB
Checked By:
Date: _
STORM DRAIN SYSTEM
24" RCP FES I Pond Outfall
0100 (cfs)
11.5
1.3
Flows are the greater of proposed vs
future
D or H (in)
24
24
W ft
Sloe %
1.30
1.30
Yn in
Yt (ft)
Unknown
Unknown
If "unknown" YVD=0.4
Yuo, Yt/H
0.40
0A0
Per section MD 7.2
Supercritical
No
No
DID A2.5, Q/WHA1.5
2.03
0.23
Q/DA1.5, 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), Required
3.37
0,38
Required Riprap Size
L
L
Fig, MO-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 MO-24
Erosive Soils
Yes
Yes
At
2.09
0.24
At--Q/5.5
L
2.5
-6.8
L= 1/ 2 tan 0 AtfYt - D
Min L
6.0
6.0
Min L=30 or 3H
Max L
20.0
20.0
Max L=10D or 10H
Length ft
6.0
6.0
Bottom Width ft
6.0
1 6.0 1Width=3D
Minimum
Riprap Depth in
18
18
Depth 2d5o
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)
Notes 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).
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%.U9700g0.aIIV970g02�LxceKDminageV970902nreinage Calcs.xls
Page 1 °I1 3/72016
'L-J
APPENDIX D
EXISTING & PROPOSED DRAINAGE PLANS
EX
I
LEMAY AVENUE CRAFT BREWERY & SELF=STORAGE FACILITY
EXISTING CONDITIONS DRAINAGE MAP
UMYAVMUE
-
-;7//17/7TT7T111Tj7l/T/7TTTl/T/T/TT/Tl/Ti OT/T/TT/TT/>AT/JT/Ti'Tl1T/1:.Rlfi/JY>T/7T%JT/>Ti>/»T1T/T/>TT>Ti>/>TTTTT>/3TTTTT/Ti>TyTT/>i
.i-.
>Trr^
i- ,..
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..ai -- = - - - -
_ T
—
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011
----'+ -
--- --- - ----
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--Tl-rl 7 1
aBxsuaw lwlmR uc l
\ I
LEGEND
-- ----
- - -
— —d'1a — Eastman MA" CONTOUR
EMSMG INTERNIMATE CMR
EMUNG ssam SEWR/RC
Existing Runoff Summary Table
A EA! N ID
A BASIN DESGNAnoN
0
Pw
B
c
YMW
A scre
cm
G'.
Yam)
Yam)
lea
0 C. MIINNORIAQ STORM CCEFFICENT
E%s
I.n
osl
M
lu
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1u
D: MAJ STORM C FFICENT
1 am
1 oN
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1 lxl
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1 vd
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m DE!WN
DEscx POINT
30
Ts o w Bo
b EASTNG RM DIREGTON
MGINAL SCALE: 1' = 30'
EA"NG BASN ORMNACE AREA
J
T
r�
I �
I �
Know what's below.
Cell before you dig.
c MAY AVENUE CRAFT BREWERY
k SELF STORAGE FACILITY
3970802
08/01/16
SHEET 1 OF 2
J•R ENGMEEWNG
ANMMn pM
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y0 ggj II
DOMINION
d I. p1.36 ACRE FT
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all
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1 0.01
0.5
30 15 0 30 60
W00 - EXISTING MA CONTOUR
OnpNAL SCALE: 1' = 30' W J W
EXISTING WTERMEDUIE CONTOUR m V PROPOSED MAJOR CON1WR a a
Z PROPOD INTERMEDIATE CONTOUR IEl SIZ
',1' Of
eslaa PROPOSED STERNA SENER/I N City OI POEE N Affmi PRColO VA O• O
_ ' UTILI PLAN APPROVAL �
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APPENDIX E
LID EXHIBITS
Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 1 of 2
Designer BAB
Company: JR Engineering
Date: October 6, 2016
Project: Lamay Avenue Craft Brewery & Self -Storage
Location- Pavan Section fill
Choose One
1 Type of Permeable Pavement Section
O No Inflttratlon
A) What type of section of permeable pavement is used?
Q Partal Inflnraban Section
(Based on the land use and activities, proximity, to adjacent
sbudures and soil charadenstics J
C) Full Inflltation Section
Cnm a One
B) What type of weanng course?
QQ plop
Q Commie Grld Pavement
O Pervious Concrete
C Porous Gavel
2 Required Storage Volume
A) Effective Imperviousness of Area TnbWary to Permeable Pavement, I,
I, =
68.0
B) Tributary Area's Imperviousness Ratio (I = I,I 100)
1 =
0.680
C) Tributary Watershed Area
ATaa=
21,172
sq III
(including area of permeable pavement system)
D) Area of Permeable Pavement System
Aees =
5.455
sq ft
(Minimum recommended permeable pavement area = 5372 sq A)
E) Impervious Tributary Ratio
RT =
2.0
(Contnbutmg Imperviuus Area / Permeable Pavement Ratio)
F) Water Quality Capture Volume (WOCV) Based on 12-hour Drain Time
WOCV =
376
w A
(WOCV=(08-(091 •i,-11g-ir+ 0. 78'OI 12)- Area)
Otoose One
G) Is flood contra volume being addetl?
(D >�
Q NO
3 Depth of Reservoir
A) Minimum Dept, of Reservoir
Di,„, = 60 inches
(Minimum recommended depth Is 6 inches)
Oiuvs, One
B) Is the slope of the reservoinsubgrade interface equal to 0%?
Q y Flat or SteppedIntalbtlm
QQ NO. Sloped Installation
C) Porosity (Porous Gravel Pavement a 0 3, Offers < 0 40)
P = 020
O) Slope of the Base Course/Subgrede Interface
S = 0 005 ft / fl
E) Length Been Lateral Flow Bamea (max = 137 8 fl)
L = 500 It
F) Volume Provided Based on Depth of Base Course
V = 31a w ff
Flat or Stepped. V = P • ((D_1)112) • Area
SlopedV = P - [(Dmm. (D,,,,n- 6-SL-1)) / 12) - Area
Volume assumes uniform slope & lateral flow bamer spacing.
4 Lateral Flow Banners
A) Type of Lateral Flow Bamem
aurae One
Q Conoco, Walk
® PVC geomembane located normal to lbw
Q N/A- FlaI irLStaalbn
Q other (Describe)
B) Number of Permeable Pavement Cells I Cells =
5 Perimeter Barner
A) Is a penmeter banner provided on all sides of the Q YES
pavement system?
(Recommeded for PICP, concrete grit pavement. or for any 0 No
3970802 UD-BMP v3.03- Pavers #1 xlsm, PPS
1016/2016, 10:30 AM
( I no-infftraoon section)
i
C
3970802 UD-SMP_0 03- Pavers #1 xtsm, PPS 1016/2016, 1030 AM
Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 2 of 1
Designer. BAB
( Company: JR Engineering
Data: October 6, 2016
Project: Looney Avenue CnR Boni & Self -Storage
Location: Paver section01
6 Filter Material and Underdrain System
Aj Is the underdrain placed belowa 6-inch thick layer of
CDOT Class C filter material?
Choose One
Y6
O No
O N/A
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
r Oiaeso one
O a.,d,
® 64Mi
C) Distance from the Loveoft Elevation of the Storage Volume
y = it
thethe bottom of the base course to the center of the oMce)
Choose One -
p
Q NO
No
�
Choose One
Q Piaced above the aner
O Owetl above and below the Ilner
S Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is gap. Calculate delis
individually vanere this vanes.)
A) Depth of WOCV in the Reservoir
Dwoov = inches
(Elevation of the Flood Control Outlet)
B) Diameter of Ont for 12-hour Drain Ttma
Doe. = Inches
(Use a minimum orifice diameter of 3/8-inches)
Notes-
�- 3970802 UD-BMP v3 03- Pavers #1 xlsm, PPS 10162016, 10'30 AM
Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 1 of 2
Designer BAB
Company: JR Engineering
( Date: October 6, 2016
Project: Lemay Awnue Craft Brewery & Self -Storage
Location: Paver Section 02
1 Type of Permeable Pavement Section
A) What type of section of permeable pavement Is used?
(Based an the land use and acbvnies. proximity to adjacent
structures and soil characteristics.)
B) What type o1 wearing course?
2 Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, I,
9) Tributary Area's Impen omness Ratio (I = I,/ 100)
C) Tnbutary Watershed Area
(including area of permeable pavement system)
D) Area of Permeable Pavement System
(Minimum recommended permeable pavement area = 118a sq b)
E) Impervious Tributary Race
(Contributing Imperviucs Area 1 Permeable Pavement Ratio)
F) Water Quality Capture Volume (WDCV) Based on 12-hour Drain Time
(WDCV=(a8'(091.12-119•i2s 0. 78- i) 112)• Area)
G) Is flood control volume being added?
3 Depth of Reservoir
A) Minimum Depth of Reservoir
(Minimum recommended depth is 6 inches)
6) Is the slope of the reservoirlsubgrade interface equal to 0%9
C) Porosity (Porous Gravel Pavement < 0 3, Others 5 040)
D) Slope of the Base Course/Subgrade Interface
E) Length Between Lateral Flow Samers (max = 110 Oa ft )
9 Volume Provided Based on Depth of Base Course
Flat or Stepped. V = P • ((Don,,. 1);12) • Area
Sloped V = P • [(Don,,. (Om„- 6-SL-1)) 1 121- Area
a Lateral Flow Samers
A) Type of Lateral Flow Banners
Choose Orc
0 No lon rstim
0 Panel Intimation Section
0 full lnftltmbm Section
Choose Che
0 pru
0 Concrete Got Pavement
0 Pbrveus Concrete
0 poraE CwavN
1,= 50.0 %
i = 0.500
Area' 5,922 sq It
A,= 1480 soft
Rr= 1.5
WDCV= 81 cufl
Choose One
�0 yes
0 NO
D—z 6.0 Inches
Choose One,
0 YE5- Flat or Stepped Installation
0 NO Sloped Installation
P= 020
S= O005 ft/II
L= 500 ft
V= Be 0. If
Volume assumes uniform slope 8 lateral flow banner spacing.
Calculate the volume of each cell individually when this vanes.
Chose One
0 Concrete Walk
0 PVC geomembrane Installed normal W flow
0 N/A -fee lmtallatlon
0 Other(Descnbe):
B) Number of Permeable Pavement Cells I Calls =
5 Perimeter Berner
chic a One
/- A) Is a perimeter banner provided on all sides of the
0 YES
pavement system?
IRecommeded for PICP, concrete god pavement, or for any 0
3970802 UD-BMP Y3 03- Pavers 92 xlsm, PPS
10/612016, 10:28 AM
lJ
CI m,ffttlabo0 sen.o )
(C
3970802 UD-BMP v3.03- Pavers 82 zlsm, PPS
10162016, 10:26 AM
C
/ II Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 2 of 2
Designer BAB
Company: JR Engineering
Data: October 6, 2016
( Project: Lemay Avenue Craft Brewery i Self -Storage
Location: Penefr Secbon 92
6 Filter Maternal and Underdrain System
A) is the underdram placed below a 6-inch thmh layer of
Class C fiber material?
Chorea One -..
YESCDOT
Q NO
Q N/A
B) Dameler of Sloftetl Pipe (slot dimensions per Table PPs-2)
r chase One -
O 4-inch,
17 6-ram
C) Distance from the Lowest Elevation of the Storage Volume
y = ft
(i. e. the bottom of the base course to the center of the office)
Chofs10 One
Q
Q
Chorea Oro
Ir
I Q Plated above the Ilner
Q PWW above and below the Ilner
S Coded
(Assumes as& cell has similar area, subgrade slope, and length
between lateral balers (unless subgrads Is Mt). Calculate fells
individually vAers this vanes.)
A) Depth of WOCV in me Reservoir
Dwacv = inches
(Elevation of the Flood Control Owlet)
B) Diameter of Orifice for 12-hoer Drain rime
D. = inches
(Use a minimum edifice diameter of N&McIries)
Notes'
3970802 UD-BMP_v3.03- Pavers g2.xism, PPS
10/612016. 10:28 AM
Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 1 of 2
Designer: BAB
Company: JR Enginesnng
Data: October 6, 2016
Project Lomay Avenue Craft Brewery & Self -Storage
Location: Paver Section 93
t Type of Permeable Pavement Section
A) What type of section of permeable pavement is used?
(Based on the land use and activities, proximity to adjacent
Cstructures
and soil rharaclenstics )
1
61 What type of wasting course?
2 Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, I,
B) Tributary Area's Imperviousness Rabo (I = I,/ 100)
C) Tributary Watershed Area
(including area of permeable pavement system)
D) Area of Permeable Pavement System
(Minimum recommended permeable pavement area = 1754 sq R)
E) Impervious Tributary Ratio
(Contributing Imperviuus Area i Permeable Pavement Rabo)
F) Water Quality Capture Volume (WQCV) Based an 12-hour Drain Time
(WQCV=D8•(0.91-i°-1.19078'i)/12)•Area)
G) Is Rood commit vaarre being added?
3. Depth of Reservoir
A) Minimum Depth of Reservoir
(Minimum recamrlended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface, equal to 0%7
C) Porosity (Pa.. Gravel Pavement, 0.3. Others <040)
D) Sole of the Base Course/Subgrade Interface
E) Length Between Literal Flow Barriers (maa= 175.1 R)
F) Volume Provided Based on Depth of Base Course
Flat or Stepped'. V = P - (p,a,r)/12) • Area
Sloped: V = P' 1(0mw. (D-- 6•SL-i)) / 12] - Ana
4. Lateral Flow Banners
A) Type of Lateral Flow Bamers
B) Number of Permeable Pavement Cells
Choose Cre
Q No IrAlbatbn
Q Penal InfiR can Sector,
Q Nil In81[raem Saab,
Choose One
® pirn
Q rpveh rxtl Paelmlha
Q PErvb6 CorlQGte
Q Porous Ganef
I,=
00.0
%
I
0,800
AT.=
6,140
all It
Arsa=
1,535
sqR
R1=
2.4
WQCV=
134
cub
Choose One
-
Q yEs
O No
0,,,,,,=
6.0
inches
IIr Ceose Ore
Q yES. Flat or ShppM Inosixtbn
8 NO- Sbped Imtallatbn
IMPERVIOUS TROU1 MY RATIO
EXCEEDS 20
P = 0.20
S= 0.005 Rift
L= 50o R
V= 90 cuR
Volume assumes uniform slope & latent flaw Earner spacing.
Calculate the volume of each call Individually when this vanes.
Choose One
Q Comet, Walk
QQ PVC g.rathrarc installed normal to Row
Q hVA Fbterstfilalrn
Other(Desalbe):
Cells
5 Penmea, Banner r'
Choose
A) Is a perimeter gamer provided on all sides of the YES
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any Q NO
3970802 UD-BMP v303- Pavers #3 AST. PPS
10/612016. 10'.32 AM
■
C
�m �m )
3970602 UD-BMP v3.03- Pavers /Ki xis , PPS
10/62016, 10.32 AM
l
j - I Design Procedure Form: Permeable Pavement Systems (PPS)
Sheet 2 of 2
Designer: BAB
Company: JR Engineering
Dab: October 6, 2016
project: Lemay Avenue Craft Brieery E SeHStonoge
Location: Payer Section $3
6 Filter Material and Underdrain System
A) Is the underdram placed below a 6-mch think layer of
CDOT Class C fitter matenal?
Choose One
#
O ND
O WA
BI Diameter of Slotted Pipe (slot dimensions per Table PPs 2)
III Choose One
O I-Infh
® 6.6hfof
C) Distance from the Lowest Elevation of the Storage Volume
y= 6
u a the bottom of Me base course to the center of Me office)
r Choose One -
O yEs
# NO
r Choose One
O Placed above the her
O Placed above and below Me Ilner
8 Outlet
(Assumes each call has similar area, subgrade slope. and length
between lateral bamars (unless subgrade is flat) Calculate cells
Individually where Mis vanes.)
A) Depth of WOCV in the Reservoir
D., = Inches
(Elevation of the Flood Control Ou6e0
B) Dismal of Orifice for 12-hour Drain Time
0.. = Inches
(Use a ort emum orifice diameter of 316-inches)
News:
C
/- 3970802 UD-BMP_v3 03- Pavers #3 xlsm, PPS 1002016, 10:32 AM
Design Procedure Form: Rain Garden (RG)
i
Sheet 1 of 2
Designer:
�-
SAO
Company:
JR Engineering
Date:
October 6, 2016
Project:
Affinity Fort Collins
Location:
LID Basin $1
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
1. =
80.0
%
(100 % d all paved and roofed areas upstream of ran garden)
B) Tributary Area's Imperviousness Raba it = IJ100)
=
0.800
C) Water Quality Capture Vohme (WQCV) for a 12-lour Dram Time
WQCV =
0.26
watershed inches
(WQCV= 0.8'(0.91' i'-1.19't'+0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
11,134
sq @
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu ft
Vol = (WQCV / 12) ' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
140
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
VWOCV OTHER =
793.4
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv usER =
W It
(Only 6 a different WQCV Design Volume is desired)
2 Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., hora. diet per unit vertical)
Z =
4.00
ft I fl
(Use'10" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
A.,, =
528
sq it
D) Actual Flat Surface Area
A� =
530
sq ft
E) Area at Design Depth (Top Surface Area)
Arm =
1513
sq ft
F) Rain Garden Total Volume
Vr=
1,021
cu ft
(VT= ((Arm I A, ) 12) * Depth)
3. Growing Media
r Choose One
Q 18' Rain
Garden Growing Media
O other (Explain):
4. Underdrain System
Dlonse rvx
0 YES
A) Are underdrains provided9
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
Vol,, =
793
cu It
iii) Oritice Diameter, 318" Minimum
DO =
0.64
in
3970802 UD-BMP v3 03- Basin 01 xlsm. RG
10/6l2016, 10:34 AM
C
C
C_
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: BAS
Company: JR Engineering
Date: October 6, 2016
Project: Affinity Fort Collins
Location: LID Basin #1
5. Impermeable Geomembran , Liner and Geotextile Separator Fabric
Ownae CVw -
QYES
A) Is an impermeable liner provided due to proximity
NO
of structures or groundwater contamination?
6 Inlet I Outlet Control
rneDW One
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Comrot
Q Concentrated Flow- Energy Dissipation provided
Choose Me
7 Vegetation
Sent (Plan for frequentol) weed contr
p Plantings
�O
Q Sand Grown or Other High Infiltration Sod
6 Irrigation
:E1
Opott oft -
0 YES
A) Will the rain garden be inigatedn
Q No
Notes:
3970802 UD-BMP v3 03- Basin #1.xlsm, RG
1016=16, 10:34 AM
Designer:
Company:
Date:
Project:
Location:
Design Procedure Form: Grass Swale (GS)
Sheet 1 of 1
BAB
JR Engineering
April 21, 2016
Larray Avenue Craft Brewery 3 Self -Storage
BioSwale #2
1. Design Discharge for 2-Year Return Period
Q; = 1 70
cts
2. Hydraulic Residence Time
A) Length of Grass Swale
Ls= 105.0
ft
B) Calculated Residence Time (based on design velocity below)
THR= 2.4
minutes
3. Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints)
Sava, = 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)
Ws = 0.00
It
Choose One
5. Vegetation
A) Type of Planting (seed vssod, affects vegetal retardance factor)
Grass From Seed
O Grass From Sod
6. Design Velocity (0.35 it / s maximum for desirable 5-minute residence time)
Vz = 0.74
Us
s
7. Design Flow Depth (1 foot maximum)
Ds = 0.76
it
A) Flow Area
Ai = 2.3
sq ft
B) Top Width of Swale
WT = 6.1
It
C) Froude Number (0.50 maximum)
F = 0.21
D) Hydraulic Radius
R. = 0.37
E) Velocity -Hydraulic Radius Product for Vegetal Retardance
VR = 0.27
F) Manning's It (based on SCS vegetal retardance curve E for seeded grass)
n = 0.057
G) Cumulative Height of Grade Control Structures Required
Ho = CIAO
It
Choose One
AN UNDERDRAIN IS
S. Underdrain
(Is an underdrain necessary?)
0 YES O NO
REQUIRED IF THE
DESIGN SLOPE <2-0%
9. Sail Preparation
(Describe soil amendment)
10. Irrigation
r
I �) Temporary
Permanent
rvuhes.
3970802 UD-BMP_v3.03- Bio-Swale #2.Idsm, GS
4121/2016. 11.46 AM
Design Procedure Form: Rain Garden (RG)
Shear 1 of 2
Designer:
BAB
Company:
JR Engineering
Date:
May 20, 2016
Project:
Affinity Fort Collins
CLocation:
LID Basin 01
i. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
5.0
%
(100% it all paved and roofed areas upstream of ram garden)
B) Tributary Area's Imperviousness Ratio (i = l,/100)
i =
0.050
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
003
watershed inches
(WQCV=0.8-(0,91'i-1.19*�-0,78'i)
D) Contributing Watershed Area (including rain garden area)
Area =
4,097
sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu 1t
Vol = (WQCV / 12) ' Area
F) For Watersheds Outside of the Denver Region, Depth of
tls =
1 40
In
Average Ruroff producing Storm
G) For Watersheds Outside of the Denver Region,
VwUevoniER =
32.1
cu fl
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv uses=
cult
(Only 9 a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Owocv =
12
in
B) Ram Garden Side Slopes (Z = 4 min., hors. dist per unit vertical)
Z =
4.00
ft / ft
(Use"O" if ram garden has vertical walls)
C) Mimimun Flat Surface Area
AN„ =
21
sq it
D) Actual Flat Surface Area
A, „+=
333
sq It
E) Area at Design Depth (Top Surface Area)
Arw =
1513
eq R
F) Rain Garden Total Volume
Vr=
923
cu It
(Vr= ((AT. + Ax w) 12) * Depth)
3. Growing Media
Q 18' Rain Garden Growing Media
0 Other (BpWIn):
4. Underdrain System
A) Are urdetlrains provided?
B) Underdrain system onlice diameter for 12 hour dram time
i) Distance From Lowest Elevation of the Storage
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
iii) Orifice Diameter, 3/6' Minimum
Choose One
rQa YES
0 NO
y= 2.2 1t
Vol„= 32 cum
Dc = 0.13 in MINIMUM DIAMErEF = 311;
3970802 UD-BMP v303- Basin #1.x1sm, RG 5/2012016, 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 #1
Choose One
5. Impermeable Geomembrans Liner and Geotextile Separator Fabric
OYES
A) Is an impermeable Iner provided due to proximity
Q NO
of structures or groundwater condemnation?
Choose One
6. Inlet I Outlet Control
O Sheet Flow- No Energy Dissipation Required
A) Inlet Control
O Concentrated Flow- Energy Dissipation Provided
Ghesse one
7 Vegetation
O Seed (Plan for frequent weed control)
Q Plantings
O Sand Grown or Other High Infiltration Sod
Choose One
8. Irrigation
O YES
A) Will the rain garden be migatedo
O NO
Notes:
C
3970802 UD-BMP_v3.03- Basin #1.x1sm, RG 5/20/2016, 12:03 PM
r
C
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: BAB
Company:
JR Engineering
Daft:
April 21, 2016
Project:
Affinity Fort Collins
Location:
LID Bain 02
1. Basin Storage Volume
A) Effective Impervousness of Tributary Area, I,
1, =
95.6
%
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = 1./100)
i =
0.956
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.36
watershed inches
(WQCV= 0.8' (0.91' 13- 1 19'?+0.78' i)
D) Contributing Watershed Area (including rein garden area)
Area =
2.925
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu it
Vol = (WQCV / 12) ' Area
F) For Watersheds Outside of the Denver Region, Depth of
ds =
1.40
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Deriver Region,
Vwocv meea =
287.7
cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv usee =
cu it
(Only 0 a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., horsdirt per unit vertical)
Z =
4.00
ft / ft
(Use "0" it rain garden has vertical walls)
C) Mimimum Flat Surface Area
Aa" =
192
sq it
D) Actual Flat Surface Area
Amtu =
275
sq it
E) Area at Design Depth (Top Surface Area)
ATE =
322
sq it
F) Rain Garden Total Volume
VT=
299
cu it
(V,= ((A, + Arm 12) * Depth)
Choose One
3. Growing Media
(g 18' Rain
Garden Growing Medal
Q Other (Explain):
4. Underdrain System
Choose One
0 YES
A) Are ulderdrams provided?
Q NO
B) Underdram system onlice diameter for 12 how drain time
i) Distance From Lowest Elevation of the Storage
y =
1t
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours
Vol . =
288
wit
In) Ordice Diameter, 318" Minimum
D„ -
039
in
3970802 UD-BMP v3- Basin #2.xism, RG
4121/2016. 11:51 AM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: BAB
Company: JR Engineering
Date: April 21, 2016
Project: Affinity Fort Collins
Location: LID Basin #2
Choose One
5. Impermeable Geomembrare Liner and Geotextile Separator Fabric
OYES
A) Is an impermeable Inver provided due to proximity
O NO
of structures or groundwater comamination?
Choose One
6 Inlet t Gullet Comrol
Q Sheet Flow- No Energy Dissipation Required
A) Inlet Control
Q Concentrated Flow- Energy Dissipation Provided
7 Vegetation
Ghsaw Gina
r0 Seed (Plan For frequent weed control)
O Plantings
Q Sand Grown or Other High inflitrat on Sod
Choose One
e Irrigation
_
YES NO SPRINKLER HEADS ON FLAT SURFACF
A) Will the rain garden be irigated�
Q NO
Notes:
3970802 UD-BMP v3- Basin #2.xlsnn RG
4/21/2016, 11:51 AM
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer: BAB
Company: JR Engineering
Date: April 21, 2016
Project: Affinity Fort Collins
Location: LID Basin #3
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, =
94.7
%
If 00% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = IJ100)
i =
0.947
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.36
watershed inches
(WQCV= 0.8 - (0 91 • is - 1.19'"a 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
64,572
so ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Regan, Depth of
ds =
1 40
in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocv oTReR =
6,227.1
cu If
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwacv use. =
cu If
(Only d a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., honz dist per unit vertical)
Z =
4.00
ft/ft
(Use "0" 6 rain garden has vertical walls)
C) Minimum Flat Surface Area
A,. =
4151
sq ft
D) Actual Flat Surface Area
AM. =
4160
sq ft
E) Area at Design Depth (Top Surface Area)
ATm =
8356
sq it
F) Rain Garden Total Volume
Vr=
6,258
cu If
(VT= ((Arm - Ao .) 12)' Depth)
3. Growing Media
QQ 18" Rain Garden Growing Media
O Other (6plaln):
4. Underdrain System
Choose One
* YES
A) Are uxterdrams provided?
NO
B) Underdrain system orifice diameter for 12 tour drain time
i) Distance From Lowest Elevation of the Storage
y= 2.2 ft
Volume to the Center of the Orifice
ii) Volume to Dram in 12 Hours
V0112 = 6.227 cu ft
III) Orifice Diameter, 3/6' Minimum
Do = 119 in
3970802 UD-BMP v3- Basin #3.x1sm, FIG 4121/2016, 12:02 PM
Design Procedure Form: Rain Garden (RG)
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 Geomembran , Liner and Geotextile Separator Fabric
Q ves
A) Is an impermeable finer provided due to proximity
Q NO
of structures or groundwater contamination?
chooseOne
6 Inlet / Outlet Control
Q Sheet Flow- No Energy Dissipation RegUred
A) Inlet Control
Q OonCentrated Flow- Energy Dissipation Provided
Gleisse one
7 Vegetation
Seed (Plan for frequent wed cl ontro
0Plantings
�O
Q Sand Grown or Other High Infl tratlon Sod
Choose One
8 Irrigation
YES NO SPRINKLER HEADS ON FIAT SURFACE
A) Will the rain garden be Inigateo0
Q NO
Notes:
3970802 UD-BMP v3- Basin #3.xlsm, FIG
4/2112016, 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 Impetuousness 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 = 1.1100)
i =
0.774
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.25
watershed inches
(WQCV= 0.8 - (0.91 • 13 - 1.19' � + 0.78' i)
D) Contributing Watershed Area (including rain garden area)
Area =
11.452
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwocv =
cu it
Vol = (WQCV / 12) 'Area
F) For Watersheds Outside of the Denver Region, Depth of
de =
140
in
Average Runoff producing Storm
G) For Watersheds Outside of the Denver Region,
V,Hocv 0n =
777.5
cu it
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv user =
cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)
Dwocv =
12
in
8) Rain Garden Side Slopes (2 = 4 min., Foradist per unit vertical)
Z =
4.00
ft 1 it
(Use "0" if rain garden has vertical wells)
C) Mimimum Flat Surface Area
AM„ =
518
sq it
D) Actual Flat Surface Area
Ar,i,,. =
223
sq it ACTUAL FLAT AREA < MINIMUM FLAT AREA
E) Area at Design Depth (Top Surface Area)
Ar_ =
562
sq it
F) Rain Garden Total Volume
Vr
393
cu it
(VT= ((AT. + Arm,.) / 2) ' Depth)
choose One
3. Growing Media
® ia" Rain
Garden Growing Media
O Other (rnlaln):
4. Underdrain System
Olcose One
YES
A) Are u derdrains provided?
Q NO
B) Underdrain system orifice diameter for 12 hour dram time
i) Distance From Lowest Elevation of the Storage
y =
2.2
ft
Volume to the Center of the Orifice
I) Volume to Drain in 12 Hours
Vol,, =
777
cu it
III) Orifice Diameter, 3/8" Minimum
De =
0.63
in
3970802 UD-BMP_v3.03- Basin #4.xlsm, RG
I
5/20/2016, 12:03 PM
w
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 #4
Choose One
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
O YES
A) Is an impermeable liter provided due to proximity
0 NO
of structures or groundwater contamination?
Choose One
6. Inlet / Outlet Control
0 Sheet Flow- No Energy Dissipation Requred
A) Inlet Control
p Concentrated Flow- Energy Dissipation Provided
Choose one
7. Vegetation
O Seed (Plan for frequent weed contml)
pi plantings
Q Sand Grown or Omer High Infiltration Sod
Choose One
8 Irrigation
0 Y6 NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the min garden be irrigated?
Q NO
Notes
3970802 UD-BMP_v3 03- Basin #4.x1sm, RG
512012016, 12:03 PM
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TIMOTHY JAMES HALOPOFF. P.E. - CHECKED
NO. 37953
FOR AND ON BEHALF OF JR ENGINEERING. LLC
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SHEET 21 OF 35
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JOB No. 3970802