HomeMy WebLinkAboutLEMAY AVENUE CRAFT BREWERY & SELF-STORAGE FACILITY - FDP - FDP160005 - SUBMITTAL DOCUMENTS - ROUND 1 - 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
December 22, 2015
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 ..................................................................................................................11
Temporary Erosion Control ......................................................................................................................11
Permanent Erosion Control .......................................................................................................................11
Summary & Conclusions .................................................................................................................................12
References .........................................................................................................................................................13
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 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 155,637 sq. ft.
Required Minimum Impervious Area to be Treated 77,819 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.
Impervious Area Directly Treated by LID Treatment Method #6 - LID Basin & Swale #5 11,115 sq. ft.
Total Impervious Area Treated 155,637 sq. ft.
Actual % of Impervious Area Treated 100.0 %
Page 7
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 %
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
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
Page 8
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, 85% 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.
Within the detention pond is located an underground gravel storm water infiltration basin for LID
measures, which will also provide detention volume. The voids provided by the poorly graded
gravel in the depression increases infiltration with the supportive soils. 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.
The most recent version of the UD-Detention software (Version 2.35, January 2015) was used to
determine the ultimate detention volume requirements. Per City of Fort Collins requirements, one-
foot of freeboard is provided in this detention configuration. See Table 1, below, for detention pond
sizing and release rates.
Page 10
Table3: 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 Gravel
Infiltration Basin (acre-ft)
100-yr Max
Inflow Rate
(cfs)
100-yr
Max
Release
Rate (cfs)
1.31 0.16 1.31 28.9 1.3
Page 11
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 12
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 retention/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 13
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: 12/22/15
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
39708.02
COMPOSITE % IMPERVIOUS CALCULATIONS
Paved Roads/ Drives Lawns Roof
Area (ac) Weighted
% Imp.
Basins Total
Weighted %
Basin ID Total Area (ac) % Imp. Area (ac) Imp.
Weighted
% Imp. % Imp. Area (ac)
Weighted
% Imp. % Imp.
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 12/17/2015
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.:
Calculated By: BAB
Checked By: 0
Date: 12/22/15
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
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Tc CHECK
39708.02
DATA (URBANIZED BASINS)
INITIAL/OVERLAND
(Ti)
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
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 12/17/2015
Project Name: Lemay Ave. Craft Brewery & Self-Storage
Subdivision: 0 Project No.:
Location: Fort Collins Calculated By: BAB
Design Storm: Checked By: 0
Date: 12/22/15
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
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: 12/22/15
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
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: 7/1/15
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 6/30/2015
Project Name: Lemay Ave. Craft Brewery & Self-Storage
Subdivision: 0 Project No.:
Location: Fort Collins Calculated By: BAB
Design Storm: Checked By: 0
Date: 7/1/15
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 6/30/2015
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
Project:
Basin ID:
Design Information (Input): Design Information (Input):
Catchment Drainage Imperviousness Ia = 67.00 percent Catchment Drainage Imperviousness I
a = 67.00 percent
Catchment Drainage Area A = 6.490 acres Catchment Drainage Area A = 6.490 acres
Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc = 14 minutes Time of Concentration of Watershed Tc = 14 minutes
Allowable Unit Release Rate q = 0.04 cfs/acre Allowable Unit Release Rate q = 0.20 cfs/acre
One-hour Precipitation P1 = 0.82 inches One-hour Precipitation P
1 = 2.86 inches
Design Rainfall IDF Formula i = C1* P1
/(C2+Tc
)^C3 Design Rainfall IDF Formula i = C1
* P1/(C2
+Tc)^C3
Coefficient One C1 = 28.50 Coefficient One C
1 = 28.50
Coefficient Two C2 = 10 Coefficient Two C
2 = 10
Coefficient Three C3 = 0.786 Coefficient Three C
3 = 0.786
Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.46 Runoff Coefficient C = 0.66
Inflow Peak Runoff Qp-in = 5.74 cfs Inflow Peak Runoff Qp-in = 28.72 cfs
Allowable Peak Outflow Rate Qp-out = 0.26 cfs Allowable Peak Outflow Rate Qp-out = 1.30 cfs
Mod. FAA Minor Storage Volume = 11,397 cubic feet Mod. FAA Major Storage Volume = 57,045 cubic feet
Mod. FAA Minor Storage Volume = 0.262 acre-ft Mod. FAA Major Storage Volume = 1.310 acre-ft
5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet
(input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)
5 2.78 0.057 1.00 0.26 0.002 0.055 5 9.70 0.286 1.00 1.30 0.009 0.277
10 2.22 0.091 1.00 0.26 0.004 0.088 10 7.74 0.457 1.00 1.30 0.018 0.439
15 1.86 0.115 0.97 0.25 0.005 0.110 15 6.49 0.575 0.97 1.25 0.026 0.549
20 1.61 0.133 0.85 0.22 0.006 0.127 20 5.63 0.664 0.85 1.10 0.030 0.633
25 1.43 0.147 0.78 0.20 0.007 0.140 25 4.98 0.735 0.78 1.01 0.035 0.700
30 1.29 0.159 0.73 0.19 0.008 0.151 30 4.49 0.794 0.73 0.95 0.039 0.755
35 1.17 0.169 0.70 0.18 0.009 0.160 35 4.09 0.845 0.70 0.91 0.044 0.801
40 1.08 0.178 0.68 0.18 0.010 0.168 40 3.77 0.889 0.68 0.88 0.048 0.840
45 1.00 0.185 0.66 0.17 0.011 0.175 45 3.49 0.928 0.66 0.85 0.053 0.875
50 0.94 0.192 0.64 0.17 0.011 0.181 50 3.26 0.963 0.64 0.83 0.057 0.905
55 0.88 0.199 0.63 0.16 0.012 0.186 55 3.06 0.994 0.63 0.81 0.062 0.933
60 0.83 0.204 0.62 0.16 0.013 0.191 60 2.89 1.023 0.62 0.80 0.066 0.957
65 0.78 0.210 0.61 0.16 0.014 0.196 65 2.74 1.050 0.61 0.79 0.071 0.979
70 0.75 0.215 0.60 0.16 0.015 0.200 70 2.60 1.075 0.60 0.78 0.075 1.000
75 0.71 0.219 0.59 0.15 0.016 0.204 75 2.48 1.098 0.59 0.77 0.080 1.018
80 0.68 0.224 0.59 0.15 0.017 0.207 80 2.37 1.120 0.59 0.76 0.084 1.036
85 0.65 0.228 0.58 0.15 0.018 0.210 85 2.27 1.140 0.58 0.76 0.089 1.052
90 0.63 0.232 0.58 0.15 0.019 0.213 90 2.18 1.160 0.58 0.75 0.093 1.067
95 0.60 0.235 0.57 0.15 0.019 0.216 95 2.10 1.178 0.57 0.74 0.097 1.081
100 0.58 0.239 0.57 0.15 0.020 0.219 100 2.03 1.195 0.57 0.74 0.102 1.094
105 0.56 0.242 0.57 0.15 0.021 0.221 105 1.96 1.212 0.57 0.74 0.106 1.106
110 0.54 0.245 0.56 0.15 0.022 0.223 110 1.89 1.228 0.56 0.73 0.111 1.117
115 0.53 0.248 0.56 0.15 0.023 0.225 115 1.83 1.243 0.56 0.73 0.115 1.128
120 0.51 0.251 0.56 0.14 0.024 0.227 120 1.78 1.258 0.56 0.72 0.120 1.138
125 0.49 0.254 0.56 0.14 0.025 0.229 125 1.72 1.272 0.56 0.72 0.124 1.148
130 0.48 0.257 0.55 0.14 0.026 0.231 130 1.68 1.286 0.55 0.72 0.129 1.157
Project:
Basin ID:
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Lemay Ave. Craft Brewery & Self Storage
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
0 50 100 150 200 250 300 350
Volume (acre-feet)
Duration (Minutes)
Inflow and Outflow Volumes vs. Rainfall Duration
Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume
3970802 UD-Detention_v2.35.xls, Modified FAA 12/17/2015, 12:35 PM
Subdivision: 0 Project Name: Lemay Ave. Craft Brewery & Self-Storage
Location: Fort Collins Project No.: 39708.02
Calculated By: BAB
Checked By: 0
Date: 12/22/15
Basin EX1
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
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 12/17/2015
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: 12/22/15
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 3,500 0 0 0.00
1.00 4942.00 5,060 2,766 2,766 0.06
2.00 4943.00 12,540 8,522 11,288 0.26
3.00 4944.00 18,670 15,504 26,792 0.62
3.90 4944.90 27,102 20,478 47,270 1.09
1.31
Volume (acre feet) Volume Water Surface Elevation
Water Quality 0.16 4942.18
100-Year Detention 1.31 4944.90
Gravel Void Space Calculations
Volume of voids= Porosity * Total Volume
Porosity of poorley graded gravel = 0.40
Total Volume of Gravel Inlfiltration Basin =7962 square ft * 3 feet deep =23886 cubic feet = 0.548 acre-ft
Volume of Voids = 0.40* 0.548 acre-ft
Volume of Voids = 0.22 acre-ft
POND VOLUME CALCULATIONS
Void Space in Gravel Infiltration Basin calculated to have 0.22 acre-ft of storage
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 2 12/17/2015
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: 12/22/15
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 2 12/17/2015
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia = 55.0 percent
Catchment Area, A = 6.49 acres Diameter of holes, D = 0.575 inches
Depth at WQCV outlet above lowest perforation, H = 3 feet Number of holes per row, N = 1
Vertical distance between rows, h = 4.00 inches OR
Number of rows, NL = 7.00
Orifice discharge coefficient, Co = 0.62 Height of slot, H = inches
Slope of Basin Trickle Channel, S = 0.020 ft / ft Width of slot, W = inches
Time to Drain the Pond = 40 hours
Watershed Design Information (Input): 2.65
Percent Soil Type A = %
Percent Soil Type B = %
Percent Soil Type C/D = 100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV = 0.263 watershed inches
Water Quality Capture Volume (WQCV) = 0.142 acre-feet 0.00
Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.171 acre-feet
Outlet area per row, Ao = 0.26 square inches
Total opening area at each row based on user-input above, Ao = 0.26 square inches
Total opening area at each row based on user-input above, Ao = 0.002 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 6
41.35 41.68 42.02 42.35 42.68 43.02 43.35 Flow
4941.35 0.6290 0.6290 0.6290 0.6290 0.6290 0.6289 0.6289 4.40
4941.85 0.6291 0.6291 0.6290 0.6290 0.6290 0.6290 0.6289 4.40
4942.35 0.6291 0.6291 0.6291 0.6290 0.6290 0.6290 0.6290 4.40
4942.85 0.6291 0.6291 0.6291 0.6291 0.6291 0.6290 0.6290 4.40
4943.35 0.6292 0.6291 0.6291 0.6291 0.6291 0.6291 0.6290 4.40
4943.85 0.6292 0.6292 0.6292 0.6291 0.6291 0.6291 0.6291 4.40
4944.35 0.6292 0.6292 0.6292 0.6292 0.6291 0.6291 0.6291 4.40
4944.85 0.6293 0.6292 0.6292 0.6292 0.6292 0.6292 0.6291 4.40
4944.90 0.6293 0.6292 0.6292 0.6292 0.6292 0.6292 0.6291 4.40
#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A
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Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Lemay Ave. Craft Brewery & Self Storage
4941.00
4941.50
4942.00
4942.50
4943.00
4943.50
4944.00
4944.50
4945.00
4945.50
4.40 4.40 4.40 4.40 4.40 4.40 4.40 4.40 4.40 4.40 4.40
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
3970802 UD-Detention_v2.35.xls, WQCV 12/8/2015, 12:30 PM
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 4.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4942.00 4.40 0.00 0.00 0.00 0.00 0.51 0.00 0.51
4943.00 4.40 0.00 0.00 0.00 0.00 0.86 0.00 0.86
4944.00 4.40 0.00 0.00 0.00 0.00 1.11 0.00 1.11
4944.90 4.40 23.05 21.24 0.00 0.00 1.29 0.00 1.29
4.40 #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
4.40 #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
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Project:
Basin ID:
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 12/11/2015, 11:14 AM
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: 7/1/15
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 12/14/2015
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)
LEMAY AVENUE
BUCKINGHAM STREET
APPENDIX E
LID EXHIBITS
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 155,637 sq. ft.
Required Minimum Impervious Area to be Treated 77,819 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.
Impervious Area Directly Treated by LID Treatment Method #6 - LID Basin & Swale #5 11,115 sq. ft.
Total Impervious Area Treated 155,637 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
PAVER
SECTION
#1
RUN-ON
AREA #1
LEMAY AVENUE
BUCKINGHAM STREET
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
January 22, 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 1/22/2016, 2:37 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
January 22, 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 1/22/2016, 2:40 PM
#N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A
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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)
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 12/11/2015, 11:14 AM
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Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
Area
Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Lemay Ave. Craft Brewery & Self Storage
3970802 UD-Detention_v2.35.xls, WQCV 12/8/2015, 12:30 PM
135 0.47 0.260 0.55 0.14 0.027 0.233 135 1.63 1.299 0.55 0.72 0.133 1.166
140 0.46 0.262 0.55 0.14 0.028 0.235 140 1.59 1.312 0.55 0.71 0.138 1.174
145 0.44 0.265 0.55 0.14 0.028 0.236 145 1.55 1.324 0.55 0.71 0.142 1.182
150 0.43 0.267 0.55 0.14 0.029 0.238 150 1.51 1.336 0.55 0.71 0.147 1.189
155 0.42 0.269 0.55 0.14 0.030 0.239 155 1.47 1.347 0.55 0.71 0.151 1.196
160 0.41 0.271 0.54 0.14 0.031 0.240 160 1.44 1.358 0.54 0.71 0.156 1.203
165 0.40 0.274 0.54 0.14 0.032 0.242 165 1.41 1.369 0.54 0.70 0.160 1.209
170 0.39 0.276 0.54 0.14 0.033 0.243 170 1.38 1.380 0.54 0.70 0.164 1.215
175 0.39 0.278 0.54 0.14 0.034 0.244 175 1.35 1.390 0.54 0.70 0.169 1.221
180 0.38 0.280 0.54 0.14 0.035 0.245 180 1.32 1.400 0.54 0.70 0.173 1.227
185 0.37 0.282 0.54 0.14 0.036 0.246 185 1.29 1.410 0.54 0.70 0.178 1.232
190 0.36 0.284 0.54 0.14 0.036 0.247 190 1.27 1.420 0.54 0.70 0.182 1.237
195 0.36 0.286 0.54 0.14 0.037 0.248 195 1.24 1.429 0.54 0.70 0.187 1.242
200 0.35 0.287 0.54 0.14 0.038 0.249 200 1.22 1.438 0.54 0.69 0.191 1.247
205 0.34 0.289 0.53 0.14 0.039 0.250 205 1.20 1.447 0.53 0.69 0.196 1.251
210 0.34 0.291 0.53 0.14 0.040 0.251 210 1.18 1.456 0.53 0.69 0.200 1.256
215 0.33 0.293 0.53 0.14 0.041 0.252 215 1.15 1.464 0.53 0.69 0.205 1.260
220 0.33 0.294 0.53 0.14 0.042 0.252 220 1.13 1.473 0.53 0.69 0.209 1.264
225 0.32 0.296 0.53 0.14 0.043 0.253 225 1.12 1.481 0.53 0.69 0.214 1.267
230 0.31 0.298 0.53 0.14 0.044 0.254 230 1.10 1.489 0.53 0.69 0.218 1.271
235 0.31 0.299 0.53 0.14 0.045 0.255 235 1.08 1.497 0.53 0.69 0.223 1.274
240 0.30 0.301 0.53 0.14 0.045 0.255 240 1.06 1.505 0.53 0.69 0.227 1.278
245 0.30 0.302 0.53 0.14 0.046 0.256 245 1.05 1.512 0.53 0.69 0.232 1.281
250 0.30 0.304 0.53 0.14 0.047 0.257 250 1.03 1.520 0.53 0.69 0.236 1.284
255 0.29 0.305 0.53 0.14 0.048 0.257 255 1.02 1.527 0.53 0.68 0.240 1.287
260 0.29 0.307 0.53 0.14 0.049 0.258 260 1.00 1.535 0.53 0.68 0.245 1.290
265 0.28 0.308 0.53 0.14 0.050 0.258 265 0.99 1.542 0.53 0.68 0.249 1.292
270 0.28 0.309 0.53 0.14 0.051 0.259 270 0.97 1.549 0.53 0.68 0.254 1.295
275 0.27 0.311 0.53 0.14 0.052 0.259 275 0.96 1.556 0.53 0.68 0.258 1.297
280 0.27 0.312 0.53 0.14 0.053 0.260 280 0.95 1.562 0.53 0.68 0.263 1.300
285 0.27 0.314 0.52 0.14 0.053 0.260 285 0.93 1.569 0.52 0.68 0.267 1.302
290 0.26 0.315 0.52 0.14 0.054 0.260 290 0.92 1.576 0.52 0.68 0.272 1.304
295 0.26 0.316 0.52 0.14 0.055 0.261 295 0.91 1.582 0.52 0.68 0.276 1.306
300 0.26 0.317 0.52 0.14 0.056 0.261 300 0.90 1.588 0.52 0.68 0.281 1.308
305 0.25 0.319 0.52 0.14 0.057 0.262 305 0.89 1.595 0.52 0.68 0.285 1.310
Mod. FAA Minor Storage Volume (cubic ft.) = 11,397 Mod. FAA Major Storage Volume (cubic ft.) = 57,045
Mod. FAA Minor Storage Volume (acre-ft.) = 0.2616 Mod. FAA Major Storage Volume (acre-ft.) = 1.3096
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Lemay Ave. Craft Brewery & Self Storage
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015
Determination of MINOR Detention Volume Using Modified FAA Method
3970802 UD-Detention_v2.35.xls, Modified FAA 12/17/2015, 12:35 PM
39708.02
100-Year
DIRECT RUNOFF TOTAL RUNOFF STREET
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 12/17/2015
2-Year
39708.02
DIRECT RUNOFF TOTAL RUNOFF STREET/SWALE
X:\3970000.all\3970802\Excel\Drainage\3970802Drainage_Calcs.xls Page 1 of 1 12/17/2015