HomeMy WebLinkAboutLEMAY AVENUE CRAFT BREWERY & SELF-STORAGE FACILITY - FDP - FDP160005 - REPORTS - DRAINAGE REPORTFINAL DRAINAGE REPORT
FOR
LEMAY AVENUE CRAFT BREWERY &
SELF-STORAGE FACILITY
Prepared For:
FORT COLLINS SELF-STORAGE, LLC
5013 Bluestem Court
Fort Collins, CO 80525
March 16,2016
Project No. 39708.02
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
Page i
TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... i
Vicinity Map ......................................................................................................................................................... 1
General Description and Location .................................................................................................................. 2
Location And Existing Site Characteristics ................................................................................................. 2
Site Soils ........................................................................................................................................................... 2
Floodplain ........................................................................................................................................................ 2
Drainage Basins and Sub-Basins ....................................................................................................................... 3
Major Basin ...................................................................................................................................................... 3
Historic Sub-Basins ........................................................................................................................................ 3
Developed Sub-Basins.................................................................................................................................... 4
Drainage Design Criteria .................................................................................................................................. 6
Regulations ...................................................................................................................................................... 6
Low-Impact Development ............................................................................................................................ 6
Development Criteria Reference and Constraints ................................................................................... 7
Hydrologic Criteria ........................................................................................................................................ 7
Hydraulic Criteria........................................................................................................................................... 7
Floodplain Regulation Compliance .............................................................................................................. 8
Modifications of Criteria ............................................................................................................................... 8
Drainage Facility Design .................................................................................................................................... 9
General Concept ............................................................................................................................................ 9
Water Quality/ Detention Facilities ............................................................................................................ 9
Stormwater Pollution Prevention ..................................................................................................................10
Temporary Erosion Control ......................................................................................................................10
Permanent Erosion Control .......................................................................................................................10
Summary & Conclusions .................................................................................................................................11
References .........................................................................................................................................................12
Page ii
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
Page iii
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.
________________________________________
Timothy J. Halopoff, PE
Registered Professional Engineer
State of Colorado No. 37953
Page 1
VICINITY MAP
Page 2
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 proposed use of the site is split into three lots. The first lot contains the craft brewery building
with 7,912 total square feet. The second lot contains the self-storage facilities with 8 buildings
totaling 104,000 square feet. 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 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 wet. These consist chiefly of soils having a layer that impedes the
downward movement of water or soils of moderately fine texture or fine texture. These soils have
a slow rate of water transmission. 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-1.
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 100yr 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 3
DRAINAGE BASINS AND SUB-BASINS
MAJOR BASIN
The proposed Lemay Avenue Craft Brewery & Self-Storage site is located in the Dry Creek major
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.
There are no major drainageways located within or immediately adjacent to the site. The site is
shown on FEMA FIRM panel 08069C0983H, dated May 2, 2012. The site lies within an area
determined to be outside the 100yr floodplain, but within the 500yr floodplain. An annotated
FIRM exhibit is included in Appendix A.
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 EX1 consists of a 6.20 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
generally flows to the southeast across basin EX-1, 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.
Sub-basin EX2 consists of a 1.51 acre area of undeveloped open space with the same
ground cover and percentage imperviousness as sub-basin EX-1. Runoff in sub-basin EX-1
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.
Page 4
DEVELOPED SUB-BASINS
The proposed developed condition sub-basins 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.
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.
Page 5
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 6
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 1, 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.
Table1: 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 %
Table2: Porous Pavement Requirement
25% Porous Pavement Requirement
New Driveable Area 68,778 sq. ft.
Required Minimum Area of Porous Pavement (=25% of new pavement area) 17,195 sq. ft.
Area of Paver Section #1 17,280 sq. ft.
Total Porous Pavement Area 17,280 sq. ft.
Actual % of Porous Pavement Provided 25.1 %
Page 7
Table3: LID Sizing
LID Sizing
LID Measure 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, 1-hour rainfall depth of 0.82 inches and a 100-year, 1- 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 8
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 100yr 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 9
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 1
foot of freeboard above this elevation. See Table 3, below, for detention pond sizing and release
rates.
Table4: Detention Pond Values
Storage
Volume
Required
(acre-ft)
WQCV Volume
Required (acre-ft)
(*provided in LID basins
and swales)
Storage Volume Provided
Including volume provided by
void space in Pervious Pavers
(acre-ft)
100-yr Max
Inflow Rate
(cfs)
100-yr
Max
Release
Rate (cfs)
1.36 0.16 1.36 28.9 1.3
Page 10
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 11
SUMMARY & CONCLUSIONS
The existing conditions drainage has two onsite sub-basins with the same outfall point in the
southeast corner of the subject property. The proposed drainage condition was designed to mimic
the historic basins’ runoff patterns. The existing conditions drainage patterns are maintained in 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 12
REFERENCES
1. Urban Storm Drainage Criteria Manual (Volumes 1, 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.nrcs.usda.gov. [July 21, 2010]
APPENDIX A
SITE & SOIL DESCRIPTIONS AND CHARACTERISTICS
LEMAY AVE. CRAFT BREWERY & SELF-STORAGE DRAINAGE REPORT
Project No. 39708.02 FIGURE 1- VICINITY MAP
SITE
LEMAY AVE. CRAFT BREWERY & SELF-STORAGE DRAINAGE REPORT
Project No. 39708.02 FIGURE 2 - SOILS MAP
LEMAY AVE. CRAFT BREWERY & SELF-STORAGE DRAINAGE REPORT
Project No. 39708.02 FIGURE 3 - FIRM MAP
APPENDIX B
HYDROLOGIC CALCULATIONS
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.:
Calculated By: BAB
Checked By: 0
Date: 3/9/16
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
I 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
O 0.10 100 0.00 0.00 5 0.10 5.00 90 0.00 0.00 5.00
Basins Total
Weighted %
Basin ID Total Area (ac) % Imp. Area (ac) Imp.
Weighted
% Imp. % Imp. Area (ac)
Weighted
% Imp. % Imp.
39708.02
COMPOSITE % IMPERVIOUS CALCULATIONS
Paved Roads/ Drives Lawns Roof
Area (ac) Weighted
% Imp.
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.:
Calculated By: BAB
Checked By: 0
Date: 3/9/16
FINAL
BASIN D.A. Hydrologic Impervious C100 C
2 L S Ti
L S Cv VEL. Tt COMP. T
c TOTAL Urbanized Tc
Tc
ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH(FT) (MIN) (MIN)
A 0.98 C 84.7 0.78 0.65 70 1.4 6.2 200 1.0 20.0 2.0 1.7 7.8 270.0 11.5 7.8
B 0.85 C 5.0 0.52 0.08 20 5.0 4.9 95 0.5 15.0 1.1 1.5 6.4 115.0 10.6 6.4
C 0.41 C 95.6 0.90 0.81 15 3.0 1.4 150 0.8 20.0 1.8 1.4 2.8 165.0 10.9 5.0
D 0.16 C 47.5 0.60 0.32 35 20.0 3.1 150 0.8 15.0 1.3 1.9 5.0 185.0 11.0 5.0
E 0.39 C 95.4 0.90 0.81 15 3.0 1.4 150 0.8 20.0 1.8 1.4 2.8 165.0 10.9 5.0
F 0.16 C 58.2 0.63 0.39 35 20.0 2.8 150 0.8 15.0 1.3 1.9 4.7 185.0 11.0 5.0
G 0.77 C 94.7 0.89 0.80 35 2.0 2.6 150 0.6 20.0 1.5 1.6 4.2 185.0 11.0 5.0
H 0.68 C 94.8 0.89 0.80 50 2.8 2.8 250 0.5 20.0 1.4 2.9 5.7 300.0 11.7 5.7
I 0.82 C 60.6 0.64 0.41 120 1.6 11.8 140 1.5 15.0 1.8 1.3 13.1 260.0 11.4 11.4
J 0.19 C 5.0 0.52 0.08 10 20.0 2.2 150 1.3 15.0 1.7 1.5 3.6 160.0 10.9 5.0
K 0.32 C 95.0 0.89 0.80 50 2.8 2.8 120 1.6 20.0 2.5 0.8 3.5 170.0 10.9 5.0
L 0.76 C 5.0 0.52 0.08 50 6.0 7.3 200 1.0 15.0 1.5 2.2 9.5 250.0 11.4 9.5
M 0.53 C 74.3 0.70 0.53 40 2.0 5.2 230 0.4 20.0 1.3 3.0 8.3 270.0 11.5 8.3
N 1.48 C 37.9 0.58 0.27 30 13.0 3.5 430 1.4 15.0 1.8 4.0 7.6 460.0 12.6 7.6
O 0.10 C 5.0 0.52 0.08 10 20.0 2.2 130 1.5 20.0 2.4 0.9 3.1 140.0 10.8 5.0
NOTES:
Ti = (0.395*(1.1 - C
5)*(L)^0.5)/((S)^0.33), S in ft/ft
Tt=L/60V (Velocity From Fig. 501)
Velocity V=Cv*S^0.5, S in ft/ft
Tc Check = 10+L/180
For Urbanized basins a minimum Tc of 5.0 minutes is required.
For non-urbanized basins a minimum Tc of 10.0 minutes is required
Cv
2.5
5
7
10
15
20
Grassed waterway
TRAVEL TIME
(Tt)
Paved areas and shallow paved swales
Type of Land Surface
Heavy Meadow
Tillage/field
Short pasture and lawns
Nearly bare ground
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Tc CHECK
39708.02
DATA (URBANIZED BASINS)
INITIAL/OVERLAND
(Ti)
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
Project Name: Lemay Ave. Craft Brewery & Self-Storage
Subdivision: 0 Project No.:
Location: Fort Collins Calculated By: BAB
Design Storm: Checked By: 0
Date: 3/9/16
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
1 A 0.98 0.65 7.8 0.64 2.43 1.6
1 B 0.85 0.08 6.4 0.07 2.60 0.18 7.8 0.71 2.43 1.73 0.8 1.73 150 1.8 1.4 Swale flow to DP2
2 C 0.41 0.81 5.0 0.33 2.78 0.92
2 D 0.16 0.32 5.0 0.05 2.78 0.14 5.00 0.38 2.78 1.06
Total flow at DP2 2 9.2 1.09 2.29 2.50 0.8 2.50 150 1.8 1.4 Swale flow to DP3
3 E 0.39 0.81 5.0 0.32 2.78 0.9
3 F 0.16 0.39 5.0 0.06 2.78 0.2 5.0 0.38 2.78 1.1
Total flow at DP3 3 10.6 1.47 2.17 3.2 1.0 3.2 100 2.0 0.8 Swale flow to DP8
4 G 0.77 0.80 5.0 0.62 2.78 1.7 1 1.7 100 2.0 0.8 Swale flow to DP8
5 H 0.68 0.80 5.7 0.54 2.68 1.4
5 I 0.82 0.41 11.4 0.34 2.10 0.7 11.4 0.88 2.10 1.8 1.3 1.8 150 2.3 1.1 Swale flow to DP6
6 J 0.19 0.08 5.0 0.02 2.78 0.1
Total flow at DP6 6 12.5 0.90 2.02 1.8 0.65 1.8 70 1.6 0.7 Swale flow to DP7
7 K 0.32 0.80 5.0 0.26 2.78 0.7
Total flow Flow at DP7 7 13.3 1.16 1.97 2.3 1.0 2.3 100 2.0 0.8 Swale flow to DP8
Detention Pond Area
8 L 0.76 0.08 9.5 0.06 2.26 0.1
Detention Pond Outlet
Total flow at DP8 8 14.1 3.25 1.92 6.2 Piped to DP10
Sump Inlet
9 M 0.53 0.53 8.3 0.28 2.38 0.7 1.4 0.7 700 2.4 4.9 Piped/ Swale flow to DP10
10 N 1.48 0.27 7.6 0.40 2.46 1.0
Total flow at DP 10 10 13.2 0.68 1.97 1.3
0.3
Total Release from site 10 1.6
Flow Off-site south O 0.10 0.08 5.0 0.01 2.78 0.03
DIRECT RUNOFF TOTAL RUNOFF STREET/SWALE PIPE
Add Pond Release
Pond Release
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Project Name: Lemay Ave. Craft Brewery & Self-Storage
Subdivision: 0 Project No.:
Location: Fort Collins Calculated By: BAB
Design Storm: Checked By: 0
Date: 3/9/16
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Street Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
1 A 0.98 0.78 7.8 0.76 8.47 6.4
1 B 0.85 0.52 6.4 0.44 9.05 4.0 7.8 1.20 8.47 10.2 0.8 10.16 150 1.8 1.4 Swale flow to DP2
2 C 0.41 0.90 5.0 0.37 9.70 3.6
2 D 0.16 0.60 5.0 0.10 9.70 1.0 5.00 0.47 9.70 4.6
Total flow at DP2 2 9.2 1.67 7.98 13.3 0.8 13.33 150 1.8 1.4 Swale flow to DP3
3 E 0.39 0.90 5.0 0.35 9.70 3.4
3 F 0.16 0.63 5.0 0.10 9.70 1.0 5.0 0.45 9.70 4.4
Total flow at DP3 3 10.6 2.12 7.55 16.0 1.0 16.0 100 2.0 0.8 Swale flow to DP8
4 G 0.77 0.89 5.0 0.69 9.70 6.7 1 6.7 100 2.0 0.8 Swale flow to DP8
5 H 0.68 0.89 5.7 0.61 9.35 5.7
5 I 0.82 0.64 11.4 0.52 7.32 3.8 11.4 1.13 7.32 8.3 1.3 8.3 150 2.3 1.1 Swale flow to DP6
6 J 0.19 0.52 5.0 0.10 9.70 1.0
Total flow at DP6 6 12.5 1.23 7.04 8.7 0.65 8.7 70 1.6 0.7 Swale flow to DP7
7 K 0.32 0.89 5.0 0.28 9.70 2.7
Total flow Flow at DP7 7 13.3 1.51 6.87 10.4 1.0 10.4 100 2.0 0.8 Swale flow to DP8
Detention Pond Area
8 L 0.76 0.52 9.5 0.40 7.90 3.2
Detention Pond Outlet
Total flow at DP8 8 14.1 4.32 6.68 28.9 Piped to DP10
Sump Inlet
9 M 0.53 0.70 8.3 0.37 8.31 3.1 1.4 3.1 700 2.4 4.9 Piped/ Swale flow to DP10
10 N 1.48 0.58 7.6 0.86 8.56 7.4
Total flow at DP 10 10 13.2 1.23 6.89 8.5
1.3
Total Release from site 10 9.8
Flow Off-site south O 0.10 0.52 5.0 0.05 9.70 0.5
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
Add Pond Release
Pond Release
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.:
Calculated By: BAB
Checked By: 0
Date: 3/9/16
FINAL
BASIN D.A. Hydrologic Impervious C100 C
2 L S Ti
L S Cv VEL. Tt COMP. T
c TOTAL Urbanized Tc
Tc
ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH(FT) (MIN) (MIN)
EX1 1.51 C 2.0 0.51 0.06 30 3.0 7.2 750 0.6 5.0 0.4 32.3 39.5 780.0 14.3 14.3
EX2 6.20 C 12.3 0.54 0.12 350 0.9 34.8 200 1.5 5.0 0.6 5.4 40.2 550.0 13.1 13.1
NOTES:
Ti = (0.395*(1.1 - C
5)*(L)^0.5)/((S)^0.33), S in ft/ft
Tt=L/60V (Velocity From Fig. 501)
Velocity V=Cv*S^0.5, S in ft/ft
Tc Check = 10+L/180
For Urbanized basins a minimum Tc of 5.0 minutes is required.
For non-urbanized basins a minimum Tc of 10.0 minutes is required
Cv
2.5
5
7
10
15
20
(Tt)
Tillage/field
Short pasture and lawns
Nearly bare ground
Grassed waterway
Paved areas and shallow paved swales
DATA
Heavy Meadow
(URBANIZED BASINS)
Type of Land Surface
STANDARD FORM SF-2
EXISTING TIME OF CONCENTRATION
39708.02
SUB-BASIN INITIAL/OVERLAND TRAVEL TIME Tc CHECK
(Ti)
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
Project Name: Lemay Ave. Craft Brewery & Self-Storage
Subdivision: 0 Project No.:
Location: Fort Collins Calculated By: BAB
Design Storm: Checked By: 0
Date: 3/9/16
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Street Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
Existing 2-yr Flows
EX1 EX1 1.51 0.06 14.3 0.09 1.90 0.2
EX2 6.20 0.12 13.1 0.74 1.98 1.5 14.3 0.83 1.90 1.6
Existing 100-yr Flows
EX1 EX1 1.51 0.51 14.3 0.77 6.63 5.1
EX2 6.20 0.54 13.1 3.35 6.92 23.2 14.3 4.12 6.63 27.3
STANDARD FORM SF-3
EXISTING STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
39708.02
2-Year
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
APPENDIX C
HYDRAULIC CALCULATIONS
Project =
Inlet ID =
Design Information (Input) MINOR MAJOR
Type of Inlet Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal
= 2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 1 1
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo
(G) = 3.00 3.00 feet
Width of a Unit Grate Wo
= 1.73 1.73 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio
= 0.43 0.43
Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf
(G) = 0.50 0.50
Grate Weir Coefficient (typical value 2.15 - 3.60) Cw
(G) = 3.30 3.30
Grate Orifice Coefficient (typical value 0.60 - 0.80) Co
(G) = 0.60 0.60
Curb Opening Information MINOR MAJOR
Length of a Unit Curb Opening Lo
(C) = 3.00 3.00 feet
Height of Vertical Curb Opening in Inches Hvert
= 6.50 6.50 inches
Height of Curb Orifice Throat in Inches Hthroat
= 5.25 5.25 inches
Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 degrees
Side Width for Depression Pan (typically the gutter width of 2 feet) Wp
= 2.00 2.00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10) Cf
(C) = 0.10 0.10
Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw
(C) = 3.70 3.70
Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co
(C) = 0.66 0.66
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition) Qa
= 3.6 3.6 cfs
Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED
= 0.7 3.1 cfs
INLET IN A SUMP OR SAG LOCATION
Lemay Avenue craft Brewery & Self-Storage Facility
DP 9
CDOT/Denver 13 Combination
H-Vert
H-Curb
W
Lo (C)
Lo (G)
Wo
WP
Override Depths
UD-Inlet_v3.14-DP 9.xlsm, Inlet In Sump 12/8/2015, 8:55 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK
= 11.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK
= 0.002 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK
= 0.013
Height of Curb at Gutter Flow Line HCURB
= 6.00 inches
Distance from Curb Face to Street Crown TCROWN
= 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX
= 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW
= 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO
= 0.005 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET
= 0.012
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX
= 24.0 24.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX
= 6.0 6.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow
= 13.0 13.0 cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Lemay Avenue craft Brewery & Self-Storage Facility
DP 9
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
UD-Inlet_v3.14-DP 9.xlsm, Q-Allow 12/8/2015, 8:53 AM
Subdivision: 0 Project Name:
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By: 0
Date: 3/9/16
This is to convert % imp. to a C value
100-year (must insert % imp. and C pervious).
ft3 acre-ft.
'C' value 0.64 59423.6 1.364
'C' * 1.25 0.8
Area 6.49 acres Modified Modified
Release Rate 1.3 cfs M. FATER D. JUDISH C. LI
5/95 Nov-97 Nov-98
DETENTION POND SIZING
TIME TIME INTENSITY Q 100 Runoff Release Required Required
cum 100 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 9.950 51.66 15498.12 390.0 15108.1 0.3468
10 600 7.720 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
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 19.42 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 2.860 14.85 53456.83 4680.0 48776.8 1.1198
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
80 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 2.060 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 67708.87 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 69702.6 9750.0 59952.6 1.3763
130 7800 1.750 9.09 70870.8 10140.0 60730.8 1.3942
135 8100 1.710 8.88 71914.39 10530.0 61384.4 1.4092
140 8400 1.670 8.67 72833.38 10920.0 61913.4 1.4213
145 8700 1.630 8.46 73627.75 11310.0 62317.8 1.4306
150 9000 1.600 8.31 74764.8 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 65118.4 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 80683.68 14430.0 66253.7 1.5210
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
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
10-year
Composite 'C' 0.52
Area 6.49 acres Modified Modified
Release Rate 1.3 M. FATER D. JUDISH C. LI
5/95 Apr-98 Nov-98
DETENTION POND SIZING
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. JUDISH 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
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By: 0
Date: 3/9/16
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
I 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
Pond WCQV Sizing
WQCV = (0.91I
3
- 1.19I
2
+ 0.78I) * A/12
WQCV provided in LID Basins and Swales
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
Subdivision 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location Fort Collins Project No. 39708.02
By: BAB
Volume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: 0
A - Upper Surface Date: 3/9/16
B - Lower Surface
Pond
Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume
(square feet) (cubic feet) (cubic feet) (acre feet)
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 23,386 54,154 1.24
Pavers 1.36
Volume (acre feet) Volume Water Surface Elevation
100-Year Detention 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
POND VOLUME CALCULATIONS
30% of Volume of #2 rock in pavers = 0.12 acre feet (see below)
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 2 3/7/2016
Subdivision 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location Fort Collins Project No. 39708.02
By: BAB
Volume=1/3 x Depth x (A+B+(A*B)^0.5) Checked By: 0
A - Upper Surface Date: 3/9/16
B - Lower Surface
WQ Volume in LIDs
Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume
(square feet) (cubic feet) (cubic feet) (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) Volume needed Cumulative Volume Provided
Water Quality 0.16 0.16
POND VOLUME CALCULATIONS
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
Project:
Basin ID:
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,944.90 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,941.34 feet
Required Peak Flow through Orifice at Design Depth Q = 1.30 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches
Orifice Coefficient Co = 0.62
Full-flow Capacity (Calculated)
Full-flow area Af = 0.79 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 6.8 cfs
Percent of Design Flow = 526%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 1.01 rad
Flow area Ao = 0.14 sq ft
Top width of Orifice (inches) To = 10.18 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.24 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,941.58 feet
Resultant Peak Flow Through Orifice at Design Depth Qo = 1.3 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.58 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,941.46 feet
Lemay Ave. Craft Brewery & Self Storage
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
3970802 UD-Detention_v2.35.xls, Restrictor Plate 12/11/2015, 11:13 AM
Project:
Basin ID:
Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. = inches
OR
Rectangular Opening: Width in Feet W = 3.00 0.58 ft.
Length (Height for Vertical) L or H = 3.00 0.24 ft.
Percentage of Open Area After Trash Rack Reduction % open = 50 100 %
Orifice Coefficient Co = 0.62 0.62
Weir Coefficient Cw = 3.00
Orifice Elevation (Bottom for Vertical) Eo = 4944.00 4,941.34 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction) Ao = 4.50 0.14 sq. ft.
OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.
Perimeter as Weir Length Lw = 9.00 ft.
OPTIONAL: User-Overide Weir Length Lw = ft.
Top Elevation of Vertical Orifice Opening, Top = 4941.58 ft.
Center Elevation of Vertical Orifice Opening, Cen = 4941.46 ft.
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes
for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)
4941.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4942.00 0.51 0.00 0.00 0.00 0.00 0.51 0.00 0.51
4943.00 0.86 0.00 0.00 0.00 0.00 0.86 0.00 0.86
4944.00 1.11 0.00 0.00 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
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Project:
Basin ID:
Lemay Ave. Craft Brewery & Self Storage
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
4941
4941.5
4942
4942.5
4943
4943.5
4944
4944.5
4945
4945.5
0 0.2 0.4 0.6 0.8 1 1.2 1.4
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
3970802 UD-Detention_v2.35.xls, Outlet 3/7/2016, 4:43 PM
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
Cross Section for Pond Emergency Overflow
3/8/2016 11:56:52 AM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Plan View
North
CO-7
CO-6
CO-5
CO-4
CO-3
CO-1
O-4
O-1
DP9 Single Type 13 Combo Inlet
Pond Outlet
18" FES
Plug
MH-3 MH-2
MH-2
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1
+1-203-755-1666
12/10/2015
Bentley StormCAD V8i (SELECTseries 3)
3970802-Lemay.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
2yr Results
J-loss
Coeff
N-value
Pipe
Velocity
Down
(ft/s)
Velocity
Up
(ft/s)
Velocity
Avg
(ft/s)
EGL
Down
(ft)
EGL Up
(ft)
HGL
Down
(ft)
HGL Up
(ft)
Invert
Down
(ft)
Invert Up
(ft)
Line
Slope
(ft/ft)
Line
Length
(ft)
Line
Size
(in)
Capacity
(Design)
(cfs)
Flow
(cfs)
Label
CO-1 0.70 5.89 18.0 19.1 0.003 4,943.21 4,943.15 4,943.56 4,943.46 4,943.64 4,943.57 2.24 2.26 2.65 0.013 1.500
CO-2 1.40 12.38 24.0 123.5 0.003 4,942.65 4,942.28 4,943.12 4,943.02 4,943.21 4,943.05 2.61 2.52 1.32 0.013 1.000
CO-3 2.40 12.27 24.0 68.0 0.003 4,942.28 4,942.08 4,942.88 4,942.62 4,943.02 4,942.81 3.03 3.03 3.52 0.013 1.000
CO-4 0.70 5.76 18.0 29.9 0.003 4,943.24 4,943.15 4,943.59 4,943.46 4,943.67 4,943.57 2.21 2.21 2.65 0.013 1.500
CO-5 1.00 6.65 18.0 338.9 0.004 4,944.49 4,943.13 4,944.88 4,943.53 4,945.00 4,943.64 2.71 2.71 2.65 0.013 1.500
CO-6 1.00 6.67 18.0 84.2 0.004 4,943.12 4,942.78 4,943.51 4,943.15 4,943.63 4,943.29 2.72 2.72 2.92 0.013 0.150
CO-7 0.30 2.27 12.0 91.3 0.004 4,941.34 4,940.97 4,941.59 4,941.20 4,941.65 4,941.27 2.00 2.00 2.26 0.013 1.500
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203 Page 1 of 1
-755-1666
12/14/2015
Bentley StormCAD V8i (SELECTseries 3)
3970802-Lemay.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
100yr Results
J-loss
Coeff
N-value
Pipe
Velocity
Down
(ft/s)
Velocity
Up
(ft/s)
Velocity
Avg
(ft/s)
EGL
Down
(ft)
EGL Up
(ft)
HGL
Down
(ft)
HGL Up
(ft)
Invert
Down
(ft)
Invert Up
(ft)
Line
Slope
(ft/ft)
Line
Length
(ft)
Line
Size
(in)
Capacity
(Design)
(cfs)
Flow
(cfs)
Label
CO-1 3.10 5.89 18.0 19.1 0.003 4,943.21 4,943.15 4,944.25 4,944.24 4,944.34 4,944.31 3.38 2.37 2.26 0.013 1.500
CO-2 6.20 12.38 24.0 123.5 0.003 4,942.65 4,942.28 4,944.14 4,944.07 4,944.24 4,944.14 3.94 2.47 2.09 0.013 1.000
CO-3 11.50 12.27 24.0 68.0 0.003 4,942.28 4,942.08 4,943.72 4,943.30 4,944.07 4,943.81 4.44 4.73 5.74 0.013 1.000
CO-4 3.10 5.76 18.0 29.9 0.003 4,943.24 4,943.15 4,944.26 4,944.24 4,944.35 4,944.31 3.32 2.42 2.26 0.013 1.500
CO-5 5.30 6.65 18.0 338.9 0.004 4,944.49 4,943.13 4,945.50 4,944.28 4,945.77 4,944.49 4.18 4.18 3.64 0.013 1.500
CO-6 5.30 6.67 18.0 84.2 0.004 4,943.12 4,942.78 4,944.25 4,944.07 4,944.46 4,944.24 4.19 3.72 3.27 0.013 0.150
CO-7 1.30 2.27 12.0 91.3 0.004 4,941.34 4,940.97 4,941.88 4,941.45 4,942.02 4,941.64 2.99 2.99 3.47 0.013 1.500
27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203 Page 1 of 1
-755-1666
12/14/2015
Bentley StormCAD V8i (SELECTseries 3)
3970802-Lemay.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
HY-8 Culvert Analysis Report
Table 1 - Culvert Summary Table: Culvert 1
Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
2yr 1.73 1.73 4947.33 0.806 0.590 1-S2n 0.544 0.557 0.544 0.547 3.435
100yr 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 ft, Outlet Elevation (invert): 4946.41 ft
Culvert Length: 22.45 ft, 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
Table 2 - Culvert Summary Table: Culvert 1
Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/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 1.138 1.002 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
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By: 0
Date: 3/9/16
24" RCP FES Pond Outfall
Q100 (cfs) 11.5 1.3 Flows are the greater of proposed vs.
future
D or H (in) 24 24
W (ft)
Slope (%) 1.30 1.30
Yn (in)
Yt (ft) Unknown Unknown If "unknown" Yt/D=0.4
Yt/D, Yt/H 0.40 0.40 Per section MD 7.2
Supercritical No No
Q/D^2.5, Q/WH^1.5 2.03 0.23
Q/D^1.5, Q/WH^0.5 4.07 0.46
Da, Ha (in) * Da=0.5(D+Yn), Ha=0.5(H+Yn)
Q/Da^1.5, Q/WHa^0.5 *
d50 (in), Required 3.37 0.38
Required Riprap Size L L Fig. MD-21 OR MD-22
Use Riprap Size L L
d50 (in) 9 9 Table MD-7
1/(2 tanT) 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 T))(At/Yt - D)
Min L 6.0 6.0 Min L=3D or 3H
Max L 20.0 20.0 Max L=10D or 10H
Length (ft) 6.0 6.0
Bottom Width (ft) 6.0 6.0 Width=3D (Minimum)
Riprap Depth (in) 18 18 Depth=2(d50)
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).
PIPE OUTFALL RIPRAP SIZING CALCULATIONS
STORM DRAIN SYSTEM
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 3/7/2016
APPENDIX D
EXISTING & PROPOSED DRAINAGE PLANS
A Westrian Company
LEMAY AVENUE CRAFT BREWERY & SELF-STORAGE FACILITY
EXISTING CONDITIONS DRAINAGE MAP
Know what's
tc Q5 Q100
C100 C5 (min) (cfs) (cfs)
EX1 1.51 0.51 0.06 14.3 0.2 4.8
EX2 6.20 0.54 0.12 13.1 1.7 21.6
Existing Runoff Summary Table
Basin ID Area (acres)
LEMAY AVENUE
BUCKINGHAM STREET
A Westrian Company
LEMAY AVENUE CRAFT BREWERY & SELF-STORAGE FACILITY
PROPOSED CONDITIONS DRAINAGE MAP
Know what's
tc Q5 Q100
C100 C5 (min) (cfs) (cfs)
A 0.98 0.78 0.65 7.8 1.6 6.4
B 0.85 0.52 0.08 6.4 0.2 4.0
C 0.41 0.90 0.81 5.0 0.9 3.6
D 0.16 0.60 0.32 5.0 0.1 1.0
E 0.39 0.90 0.81 5.0 0.9 3.4
F 0.16 0.63 0.39 5.0 0.2 1.0
G 0.77 0.89 0.80 5.0 1.7 6.7
H 0.68 0.89 0.80 5.7 1.4 5.7
I 0.82 0.64 0.41 11.4 0.7 3.8
J 0.19 0.52 0.08 5.0 0.1 1.0
K 0.32 0.89 0.80 5.0 0.7 2.7
L 0.76 0.52 0.08 9.5 0.1 3.2
M 0.53 0.70 0.53 8.3 0.7 3.1
N 1.48 0.58 0.27 7.6 1.0 7.4
O 0.10 0.52 0.08 5.0 0.03 0.5
Runoff Summary Table
Basin ID Area (acres)
Top of Pond
Volume WS Release WS Release Elevation
(acres) (ft) (cfs) (ft) (cfs) (ft)
1.36 0.16* 1.36** 4944.90 1.3 4944.90 28.9 4946.00
* WQCV provided in LID basin and swale, not in detention pond
** 100 yr detention volume provided in detention pond as well as the void space in the pervious pavers
Storage Volume
Required (acre-ft)
WQCV
Required
(acre-ft)
Detention Pond Summary Table
100-yr Emergency Overflow
LEMAY AVENUE
BUCKINGHAM STREET
APPENDIX E
LID EXHIBITS
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. 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
structures and soil characteristics.)
B) What type of wearing course?
2. Required Storage Volume
A) Effective Imperviousness of Area Tributary to Permeable Pavement, Ia Ia = 84.7 %
B) Tributary Area's Imperviousness Ratio (I = Ia / 100) i = 0.847
C) Tributary Watershed Area ATotal = 25,090 sq ft
(including area of permeable pavement system)
D) Area of Permeable Pavement System APPS = 16,748 sq ft
(Minimum recommended permeable pavement area = 7464 sq ft)
E) Impervious Tributary Ratio RT = 0.4
(Contributing Imperviuos Area / Permeable Pavement Ratio)
F) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV = 602 cu ft
(WQCV = (0.8 * (0.91 * i3 - 1.19 * i2 + 0.78 * i) / 12) * Area)
G) Is flood control volume being added?
H) Total Volume Needed VTotal = cu ft
3. Depth of Reservoir
A) Minimum Depth of Reservoir Dmin = 6.0 inches
(Minimum recommended depth is 6 inches)
B) Is the slope of the reservoir/subgrade interface equal to 0%?
C) Porosity (Porous Gravel Pavement < 0.3, Others < 0.40) P = 0.20
D) Slope of the Base Course/Subgrade Interface S = 0.005 ft / ft
E) Length Between Lateral Flow Barriers (max = 71.89 ft.) L = 50.0 ft
F) Volume Provided Based on Depth of Base Course V = 977 cu ft
Flat or Stepped: V = P * ((Dmin-1)/12) * Area
Sloped: V = P * [(Dmin - (Dmin - 6*SL-1)) / 12] * Area Volume assumes uniform slope & lateral flow barrier spacing.
Calculate the volume of each cell individually when this varies.
4. Lateral Flow Barriers
A) Type of Lateral Flow Barriers
B) Number of Permeable Pavement Cells Cells =
5. Perimeter Barrier
A) Is a perimeter barrier provided on all sides of the
pavement system?
(Recommeded for PICP, concrete grid pavement, or for any
Lemay Avenue Craft Brewery & Self-Storage
Paver Section #1
Design Procedure Form: Permeable Pavement Systems (PPS)
BAB
JR Engineering
March 7, 2016
Choose One
No Infiltration
Partial Infiltration Section
Full Infiltration Section
Choose One
YES
NO
Choose One
YES- Flat or Stepped Installation
NO- Sloped Installation
Choose One
Concrete Walls
no-infiltration section.)
3970802 UD-BMP_v3.03- Pavers #1.xlsm, PPS 3/7/2016, 10:40 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
6. Filter Material and Underdrain System
A) Is the underdrain placed below a 6-inch thick layer of
CDOT Class C filter material?
B) Diameter of Slotted Pipe (slot dimensions per Table PPs-2)
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 orifice)
7. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is there a minimum 30 mil thick impermeable PVC geomembrane
liner on the bottom and sides of the basin, extending up to the top
of the base course?
B) CDOT Class B Separator Fabric
8. Outlet
(Assumes each cell has similar area, subgrade slope, and length
between lateral barriers (unless subgrade is flat). Calculate cells
individually where this varies.)
A) Depth of WQCV in the Reservoir DWQCV = inches
(Elevation of the Flood Control Outlet)
B) Diameter of Orifice for 12-hour Drain Time DOrifice = inches
(Use a minimum orifice diameter of 3/8-inches)
Notes:
Lemay Avenue Craft Brewery & Self-Storage
Design Procedure Form: Permeable Pavement Systems (PPS)
BAB
JR Engineering
March 7, 2016
Paver Section #1
Choose One
YES
NO
Choose One
4-inch
6-inch
Choose One
Choose One
YES
NO
Placed above the liner
Placed above and below the liner
N/A
3970802 UD-BMP_v3.03- Pavers #1.xlsm, PPS 3/7/2016, 10:40 AM
Sheet 1 of 1
Designer:
Company:
Date:
Project:
Location:
1. Design Discharge for 2-Year Return Period Q2 = 0.34 cfs
2. Hydraulic Residence Time
A) : Length of Grass Swale LS = 210.0 ft
B) Calculated Residence Time (based on design velocity below) THR= 6.3 minutes
3. Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints) Savail = 0.010 ft / ft
B) Design Slope SD = 0.008 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) WB = 0.00 ft
5. Vegetation
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
6. Design Velocity (0.7 ft / s maximum for desirable 5-minute residence time) V2 = 0.56 ft / s
7. Design Flow Depth (1 foot maximum) D2 = 0.39 ft
A) Flow Area A2 = 0.6 sq ft
B) Top Width of Swale WT = 3.1 ft
C) Froude Number (0.50 maximum) F = 0.22
D) Hydraulic Radius RH = 0.19
E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.11
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) n = 0.078
G) Cumulative Height of Grade Control Structures Required HD = 0.40 ft
AN UNDERDRAIN IS
8. Underdrain REQUIRED IF THE
(Is an underdrain necessary?) DESIGN SLOPE < 2.0%
9. Soil Preparation
(Describe soil amendment)
10. Irrigation
Notes:
Design Procedure Form: Grass Swale (GS)
BAB
JR Engineering
March 7, 2016
Lemay Avenue Craft Brewery & Self-Storage
Bio-Swale #1
Choose One
Temporary Permanent
Choose One
Grass From Seed Grass From Sod
Choose One
YES NO
3970802 UD-BMP_v3.03- Bio-Swale #1.xlsm, GS 3/7/2016, 12:23 PM
Sheet 1 of 1
Designer:
Company:
Date:
Project:
Location:
1. Design Discharge for 2-Year Return Period Q2 = 1.70 cfs
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) Savail = 0.004 ft / ft
B) Design Slope SD = 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) WB = 0.00 ft
5. Vegetation
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
6. Design Velocity (0.35 ft / s maximum for desirable 5-minute residence time) V2 = 0.74 ft / s
7. Design Flow Depth (1 foot maximum) D2 = 0.76 ft
A) Flow Area A2 = 2.3 sq ft
B) Top Width of Swale WT = 6.1 ft
C) Froude Number (0.50 maximum) F = 0.21
D) Hydraulic Radius RH = 0.37
E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.27
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass) n = 0.057
G) Cumulative Height of Grade Control Structures Required HD = 0.10 ft
AN UNDERDRAIN IS
8. Underdrain REQUIRED IF THE
(Is an underdrain necessary?) DESIGN SLOPE < 2.0%
9. Soil Preparation
(Describe soil amendment)
10. Irrigation
Notes:
Design Procedure Form: Grass Swale (GS)
BAB
JR Engineering
March 7, 2016
Lemay Avenue Craft Brewery & Self-Storage
Bio-Swale #2
Choose One
Temporary Permanent
Choose One
Grass From Seed Grass From Sod
Choose One
YES NO
3970802 UD-BMP_v3.03- Bio-Swale #2.xlsm, GS 3/7/2016, 12:24 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 5.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.050
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.03 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 4,097 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 32.1 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 21 sq ft
D) Actual Flat Surface Area AActual = 728 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 1512 sq ft
F) Rain Garden Total Volume VT= 1,120 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
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 Vol12 = 32 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.13 in MINIMUM DIAMETER = 3/8"
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #1
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
3970802 UD-BMP_v3.03- Basin #1.xlsm, RG 3/7/2016, 12:00 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #1
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
3970802 UD-BMP_v3.03- Basin #1.xlsm, RG 3/7/2016, 12:00 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 95.6 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/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* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 2,925 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 287.7 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 192 sq ft
D) Actual Flat Surface Area AActual = 200 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 322 sq ft
F) Rain Garden Total Volume VT= 261 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
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 Vol12 = 288 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.39 in
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #2
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
3970802 UD-BMP_v3Basin #2.xlsm, RG 3/7/2016, 12:09 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #2
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
3970802 UD-BMP_v3Basin #2.xlsm, RG 3/7/2016, 12:09 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 94.7 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) 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* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 64,572 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 6,227.1 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 4151 sq ft
D) Actual Flat Surface Area AActual = 4160 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 6520 sq ft
F) Rain Garden Total Volume VT= 5,340 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
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 Vol12 = 6,227 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 1.79 in
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #3
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
3970802 UD-BMP_v3#3.xlsm, RG 3/7/2016, 12:12 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #3
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
3970802 UD-BMP_v3#3.xlsm, RG 3/7/2016, 12:12 PM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 77.4 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) 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* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 11,452 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = 1.40 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 777.5 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWQCV = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 518 sq ft
D) Actual Flat Surface Area AActual = 526 sq ft
E) Area at Design Depth (Top Surface Area) ATop = 1636 sq ft
F) Rain Garden Total Volume VT= 1,081 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
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 Vol12 = 777 cu ft
iii) Orifice Diameter, 3/8" Minimum DO = 0.63 in
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #4
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
3970802 UD-BMP_v3.03- Basin #4.xlsm, RG 3/7/2016, 12:14 PM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
NO SPRINKLER HEADS ON FLAT SURFACE
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
BAB
JR Engineering
March 7, 2016
Affinity Fort Collins
LID Basin #4
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
3970802 UD-BMP_v3.03- Basin #4.xlsm, RG 3/7/2016, 12:14 PM
Know what's
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
CityDate Engineer
WaterDate & Wastewater Utility
StormwaterDate Utility
ParksDate & Recreation
TrafficDate Engineer Date
EnvironmentalDate Planner
Date
New Impervious Area Tributary to Detention Pond 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 & Swale #1 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 & Swale # 2 29,713 sq. ft.
Total Impervious Area Treated 144,522 sq. ft.
Actual % of Impervious Area Treated 100.0 %
New Driveable Area 68,778 sq. ft.
Required Minimum Area of Porous Pavement (=25% of new pavement area) 17,195 sq. ft.
Area of Paver Section #1 17,280 sq. ft.
Total Porous Pavement Area 17,280 sq. ft.
Actual % of Porous Pavement Provided 25.1%
50% On-Site Treatment by LID Requirement
25% Porous Pavement Requirement
LID Measure 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
LID Sizing
PAVER
SECTION
#1
RUN-ON
AREA #1
LEMAY AVENUE
BUCKINGHAM STREET
PVC geomembrane installed normal to flow
N/A- Flat installation
Other (Describe):
Choose One
YES
NO
Choose One
PICP
Concrete Grid Pavement
Pervious Concrete
Porous Gravel
3970802 UD-BMP_v3.03- Pavers #1.xlsm, PPS 3/7/2016, 10:40 AM
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Lemay Ave. Craft Brewery & Self Storage
Current Routing Order is #3
W.S. EL. WQ
W.S. EL. Minor
W.S. EL. Major
WQ
H1
H2
V1 V2
Routing Order #1 (Standard)
V1
W.S. EL. WQ
W.S. EL. Design Storm
WQ
H1
Routing Order #3 (Single Stage) Routing Order #4
V2
V1
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ
W.S. EL. Emergency Spillway
Emergency Overflow into Pipe- H2
V2
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ V1
Routing Order #2
3970802 UD-Detention_v2.35.xls, Outlet 3/7/2016, 4:43 PM
215 12900 1.280 6.65 85730.3 16770.0 68960.3 1.5831
220 13200 1.260 6.54 86353.34 17160.0 69193.3 1.5885
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
Required detention
Detention Pond Sizing
Lemay Ave. Craft Brewery & Self-Storage
Page 1
39708.02
100-Year
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2-Year
39708.02
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