HomeMy WebLinkAboutDrainage Reports - 01/27/20217200 South Alton Way, Suite C400
Centennial, CO80112
303-740-9393 Fax 303-921-7320
130 East Kiowa Street, Suite 400
Colorado Springs, CO80903
719-593-2593 Fax 303-921-7320
2900 South College Avenue, Suite 3D
Fort Collins, CO80525
970-491-9888 Fax 303-921-7320
M EMORANDUM
The purpose of this memorandum is to amend the “Final Drainage and Erosion Control Report for
Trail Head Filing Two” prepared by JR Engineering, LLC April 2018. This memorandum will
demonstrate two main points. First, the total impervious area for the site is decreasing compared to the
original site layout which results in a reduction in stormwater runoff. Second, the overall drainage
pattern and drainage infrastructure established within the original report for Trailhead Filing Two are
still sufficient and still conform to Criteria established in the Fort Collins Stormwater Criteria Manual
(FCSCM).
The “Final Drainage Report for Trail Head Filing Two” analyzed Tracts G and F within the Trailhead
Subdivision, now referred to as phases 1 and 2 in this amendment respectively. Phase 1 which has
already been constructed per the previous report and construction drawings is the parcel located East
of Wagon Trail Road and west of Greenfields Drive. Phase 2 is the portion of land east of Greenfields
Drive and west of Campfire Drive. Phase 1 and all basins, infrastructure and calculations associated
with it will remain the same as in the approved final report. Phase 2 was originally proposed with 12
multi-family buildings on 45 proposed lots. This amendment is being made as a result of changing
from 45 multi-family lots to 27 single-family lots.
The change from multi-family to single-family units in phase 2 has a net reduction in impervious area
for the established site basins. A maximum building envelope of 35’ by 60’ has been assumed for
every lot in phase 2 in order to establish the most conservative change in impervious area for the site.
Phase 2 within the original report calculations yielded a site percent imperviousness of approximately
58%. The change to single-family lots with a conservative footprint has a yielded a percent
imperviousness of approximately 47% or an 11% reduction in impervious area when to compared to
the original Final Drainage Report. The Amended Drainage Plan and composite runoff coefficient
calculations showing the single-family lots and adjusted basins is attached for reference.
The overall drainage pattern from the original report has been maintained and originally proposed
drainage infrastructure is still sufficient. The Amended Drainage Plan submitted with this amendment
shows that flow direction, basin number, as well as drainage infrastructure has remained largely
unchanged. Basin sizes have changed slightly interior to phase 2 due to the change in building
footprint and side yard swale locations. The hydrologic calculations are attached to this amendment
To: Mr. Matt Simpson
From: Joey Frank, PE
Date: January 15, 2020
Subject:Final Drainage and Erosion Control Report for Trail Head Filing Two - 1st Amendment
& Final Drainage Report for Trail Head Filing Four
City of Fort Collins Approved Plans
Approved by:
Date:
Dan Mogen
01/27/2021
7200 South Alton Way, Suite C400
Centennial, CO80112
303-740-9393 Fax 303-921-7320
130 East Kiowa Street, Suite 400
Colorado Springs, CO80903
719-593-2593 Fax 303-921-7320
2900 South College Avenue, Suite 3D
Fort Collins, CO80525
970-491-9888 Fax 303-921-7320
Appendix A
Hydrologic Calculations
Drainage Map
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7200 South Alton Way, Suite C400
Centennial, CO80112
303-740-9393 Fax 303-921-7320
130 East Kiowa Street, Suite 400
Colorado Springs, CO80903
719-593-2593 Fax 303-921-7320
2900 South College Avenue, Suite 3D
Fort Collins, CO80525
970-491-9888 Fax 303-921-7320
Appendix B
Final Drainage and Erosion Control Report for Trail Head Filing Two
FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR
TRAIL HEAD FILING TWO
Prepared For:
Trail Head LLC
5013 Bluestem Court
Fort Collins, CO 80525
April, 2018
Project No. 39145.51
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
Page i
TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... i
General Description and Location .................................................................................................................. 1
Location And Existing Site Characteristics ................................................................................................. 1
Site Soils ........................................................................................................................................................... 1
Floodplain ........................................................................................................................................................ 1
Drainage Facility Design .................................................................................................................................... 2
Master Drainage Plan ..................................................................................................................................... 2
General Concept ............................................................................................................................................ 2
Water Quality/ Existing Detention Facilities.............................................................................................. 3
Drainage Basins and Sub-Basins ....................................................................................................................... 4
Major Basin ...................................................................................................................................................... 4
Existing Sub-Basins ......................................................................................................................................... 4
Developed Sub-Basins.................................................................................................................................... 5
Drainage Design Criteria ................................................................................................................................11
Regulations ....................................................................................................................................................11
Low-Impact Development ..........................................................................................................................11
Hydrologic Criteria ......................................................................................................................................11
Hydraulic Criteria.........................................................................................................................................11
Stormwater Pollution Prevention ..................................................................................................................12
Temporary Erosion Control ......................................................................................................................12
Permanent Erosion Control .......................................................................................................................12
Summary & Conclusions .................................................................................................................................13
References .........................................................................................................................................................14
APPENDIX
Appendix A – Site & Soil Descriptions and Characteristics
Appendix B – Hydrologic Calculations
Appendix C – Hydraulic Calculations
Appendix D – Previous Report
Appendix E – Existing & Proposed Drainage Plans
Appendix F – LID Exhibit
Page ii
Engineer’s Certification Block
I hereby certify that this Project Development Plan Drainage Report for Trail Head Filing Two 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.
________________________________________
Joseph M. Frank, PE
Registered Professional Engineer
State of Colorado No. 53399
Page 1
GENERAL DESCRIPTION AND LOCATION
LOCATION AND EXISTING SITE CHARACTERISTICS
Trail Head Cottage Neighborhood is located in the Southwest quarter of Section 4, Township 7
North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, Larimer County,
Colorado within Tracts F & G of the Trail Head Subdivision. The site is bounded on the south by
East Vine Drive and is surrounded on every other side by developed portions of the Trail Head
Subdivision. A vicinity map is provided in Appendix A. More specifically, the Trail Head Cottage
Neighborhood site is composed of approximately 5.19 and 5.54 acres of land within the existing
Tracts F and G respectively. Both tracts of land are currently undeveloped, zoned LMN, and will
support the proposed attached single family townhomes.
Tract G generally slopes from the northeast to southwest with slopes ranging from 0.60% to 2.50%.
The property is generally covered with sparse native grasses. Tract F generally slopes from the
northwest to southeast with slopes ranging from 0.60% to 4.60%. The property is generally covered
with sparse native grasses which have taken over the undeveloped site. When the Trail Head
Subdivision was developed two large detention ponds with water quality measures were installed to
handle the majority of the developments storm water runoff. Tract G utilizes an existing drainage
system to convey storm water to the detention pond (Pond A) located on the southwest portion of
the Trail Head Subdivision. Tract F utilizes an existing drainage system to convey storm water to
the detention pond (Pond B) located on the southeast portion of the Trail Head Subdivision. Both
of the existing storm sewer systems were designed to convey runoff from Tracts F & G in the
ultimate developed condition.
SITE SOILS
The Trail Head Cottage Neighborhood soils primarily consist of loamy soil, predominately Fort
Collins loam. Fort Collins 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. 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 08069C0982F, dated December 19, 2006. The site lies
within an area determined to be outside the 500yr floodplain. The “City of Fort Collins Floodplain
Review Checklist for 50% Submittals” checklist is not applicable for this Drainage and Erosion
Control Report. An annotated FIRM exhibit is included in Appendix A.
Page 2
DRAINAGE FACILITY DESIGN
M ASTER DRAINAGE PLAN
The master study for this area is the “Drainage and Erosion Control report for the Trail Head
Property” by JR Engineering, dated October 13, 2004, excerpts from the previous report are
explained in the next section and can be found in Appendix D. As previously stated the master
drainage plan and design for the greater Trail Head Subdivision accounted for the ultimate
developed condition for both Tracts F & G. Water quality and detention has already been provided
for both tracts. The greater Trail Head development was designed over a decade ago and additional
storm water requirements will need to be met for the proposed development. The proposed
development will be required to treat at least 50% of the new impervious areas with Low Impact
Development (LID) measures. LID emphasizes conservation of natural features and use of
engineered, on-site, small-scale hydrologic controls that infiltrate, filter, store, evaporate, and detain
runoff close to its source. By implementing these development techniques the minor storm runoff
within Tract G will be treated on site instead of being sent to pond A with the surrounding
development runoff. The master drainage report provided runoff calculations which have been
used to establish allowable runoff values for the proposed on-site basins. The 100-year storm water
runoff flow rates are provided in the existing basin descriptions for each of the existing basins
outlined in the master drainage plan.
GENERAL CONCEPT
The overall goal for this development and the proposed improvements to Tracts F & G of the Trail
Head Subdivision is to safely convey storm water through the development condition using swales,
storm pipe, streets and LID basins to the existing ponds while providing enhanced water quality
treatment on site. These LID best management practices are proposed to improve the quality of
runoff and aid in reducing peak flows. Specifically, water quality isolator rows will be used to treat
roof and driveway drainage, and cobble lined swales (rain gardens) are proposed to improve water
quality.
About 52% of the proposed impervious area runoff from the site is captured in LID isolator rows
and rain gardens located within Tract G in open areas adjacent to the homes. The park sidewalks,
gazebo area and adjacent roofs drain to a series of rain gardens located adjacent to the sidewalk
surrounding the open area. The majority of Tract G runoff is conveyed via sheet flow, curb & gutter
and storm pipe in a southerly direction to the proposed isolator row at the southwest corner of
the site.
The existing drainage outfall from the site is located in two separate locations on the property.
There is an outfall located near the southwest portion of Tract G within sub-basin H. There is
another outfall located near the southeast portion of Tract F within sub-basin V. As mentioned
Page 3
before the proposed development storm water detention and water quality was accounted for with
the master drainage plan. The proposed drainage system is not intended to detain runoff but
designed to implement LID infiltration areas while conveying runoff as designed in the master
drainage report.
WATER QUALITY/ EXISTING DETENTION FACILITIES
Water quality and detention will be provided for the site within the existing detention ponds A & B
located to the west and east. The existing detention ponds were previously designed to handle
developed flows from the Trail Head Cottage Neighborhood site. As shown in the master drainage
plan drainage summary tables pond A was previously sized to handle a developed 100-year runoff
from existing basins 221.3, 352.1, 352.2 and 352.3 of 36.5 cfs. These existing sub-basins share the
same collection point as our proposed Tract G development at design point 10.1 which has a 100-
year runoff of 36.5 cfs under the current storm water criteria as shown in the SF-3 major storm
calculations. The LID isolator row is housed within Tract G and is assumed to be full for the
purpose of these calculations. However, this LID isolator row will play an important role in
reducing runoff. As shown in the master drainage plan drainage summary tables pond B was
previously sized to handle a developed 100-year runoff from existing basins 221.1, 221.4 and 221.5
of 36.4 cfs. These existing sub-basins share the same collection point as our proposed Tract F
development at design point 20.1 which has a 100-year runoff of 34.0 cfs under the current storm
water criteria as shown in the SF-3 major storm calculations.
In accordance with the criteria this site has implemented the four step process to minimize adverse
impacts of urbanization. The four step process includes reducing runoff volumes, treating the water
quality capture volume (WQCV), stabilizing drainage ways, and implementing long-term source
controls. In order to reduce runoff, volumes and pollutant loads from impervious areas, Different
LID measures were implemented within Tract G and all areas were evaluated to Minimize Directly
Connected Impervious Area (MDCIA). All roof runoff is routed through landscape areas before
flowing back onto paved areas. Driveway areas were minimized to help reduce the total impervious
area. Both private alleys and adjacent roofs south of Green Lake Drive within Tract F drain south
through vegetated areas before being intercepted by area inlets. The WQCV is treated through the
existing detention ponds A & B as well as proposed on-site LID facilities. This site does not contain
any known natural or artificial streams that would require stabilization.
Page 4
DRAINAGE BASINS AND SUB-BASINS
M AJOR B ASIN
Trail Head Cottage Neighborhood lies within the Boxelder Creek/Cooper Slough Basin. As
previously stated the master study for this area is the “Drainage and Erosion Control report for the
Trail Head Property” by JR Engineering, dated October 13, 2004.
EXISTING SUB-B ASINS
Trail Head Cottage Neighborhood is an infill development piece of property. The ultimate design
of Tracts F & G was accounted for in the master drainage report. The following basin descriptions
reflect both the existing condition and ultimate condition laid out in the master drainage plan.
Existing Onsite Sub-Basins:
The site has seven existing onsite drainage basins which were all analyzed in the master drainage
plan.
Sub-basin 221.1 totals about 4.6 acres located in the mid-east portion of the property,
was designed to contain multi-family development. Runoff sheet flows south to a double
type c area inlet at design point 21.1 and is piped to Pond B. According to the master
drainage plan the fully developed 100-year release rate for this sub-basin is 23.1 cfs.
Sub-basin 221.2 totals about 1.5 acres located in the mid-east portion of the property,
was designed to contain multi-family development. The runoff from these basins is
conveyed via overland flow and gutter flow north along Camp Fire Drive where a quadruple
type 16 combination sump inlet will collect and convey runoff to Pond B. According to the
master drainage plan the fully developed 100-year release rate for this sub-basin is 11.1 cfs.
Sub-basins 221.4 totals about 0.25 acres and is located in the southeastern portion of the
property. Runoff from this basin is collected in the gutters of Camp Fire Drive and
conveyed south to the quadruple type 16 combination on-grade inlet (design point 21.4).
These flows will then be conveyed via storm pipe to Pond B. According to the master
drainage plan the fully developed 100-year release rate for this sub-basin is 2.1 cfs.
Sub-basin 345 totals about 2.3 acres located in the Northwest portion of the property.
Flows are conveyed via overland flow to Wagon Trail Road, and gutter flow to a quadruple
type 16 combination on-grade inlet located on Wagon Trail Road at design point 45. Sub-
basin 345 is planned for multi-family and a future park. These flows will be conveyed via
storm pipe to Pond A for detention and water quality. According to the master drainage
plan the fully developed 100-year release rate for this sub-basin is 6.1 cfs.
Page 5
Sub-basin 352.1 and 352.2 total about 6.6 acres and is located in the west-central
portion of the property. Flows are conveyed via overland flow to two type C area inlets.
These two sub-basins are planned for multi-family development. These flows will be
conveyed storm pipe to Pond A for detention and water quality. According to the master
drainage plan the fully developed 100-year release rate for sub-basin 352.1 is 9.8 cfs and
18.4 cfs for sub-basin 352.2.
Sub-basin 352.4 totals about 0.5 acres and is located in the west portion of the property.
Flows are conveyed via overland flow to Wagon Trail Road where it then travels south and
north via curb and gutter to two triple type 16 combination on-grade inlets located on
Green Lake Drive at design points 52.4A and 52.4B. These flows will be conveyed via
storm pipe to Pond A for detention and water quality. According to the master drainage
plan the fully developed 100-year release rate for this sub-basin is 4.6 cfs.
Existing Offsite Sub-Basins:
The site has four existing onsite drainage basins which were all analyzed in the master drainage plan.
Sub-basins 221.3 and 352.3 total about 0.8 acres and are located in the central portion
of the property. Flows are conveyed via overland flow to Greenfields Drive where it then
travels south via curb and gutter to two quadruple type 16 combination on-grade inlets
located on Greenfields Drive at design points 21.3 and 52.3. These flows will be conveyed
via storm pipe to Pond A for detention and water quality. According to the master drainage
plan the fully developed 100-year release rate for sub-basin 221.3 is 3.8 cfs and 4.5 cfs for
sub-basin 352.3.
Sub-basins 221.5 totals about 1.2 acres and is located south of the property in the
ultimate condition. Runoff from this basin is collected in the gutters of East Vine Drive and
conveyed east to a type 16 combination on-grade inlet (design points 21.5). These flows
will then be conveyed via storm pipe to Pond B. According to the master drainage plan the
fully developed 100-year release rate for this sub-basin is 11.2 cfs.
Sub-basin 359, totaling about 2.5 acres, is located in the southwestern portion of the site.
The runoff from sub-basin 359 is conveyed via overland flow to East Vine Drive where it
then flows west to design point 59 and is collected by a quadruple type 16 on-grade
combination inlet. These flows will then be conveyed via storm pipe to Pond A for
detention and water quality. According to the master drainage plan the fully developed 100-
year release rate for this sub-basin is 11.2 cfs.
DEVELOPED SUB-BASINS
The proposed developed condition sub-basins have been designed to mimic the existing basins’
runoff patterns. The following describes the proposed conditions on-site drainage basins. The
Page 6
proposed concept for the development of the Trail Head Cottage Neighborhood site involves
routing developed condition flows to the existing offsite detention ponds which were originally
sized to handle the developed runoff from Tracts F & G. LID site enhancements within Tract G will
treat the site runoff from Tract G at the source before allowing the runoff to be conveyed to the
existing detention pond A. Refer to the “Proposed Drainage Plan” in the appendix for review.
Proposed Onsite Sub-Basins:
This site has twenty four proposed onsite drainage sub-basins.
Sub-basin A consists of 0.23 acres on the northern portion of the subject property west
of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of
18%. This basin will flow onto the property to the north where it will continue to sheet
flow west ultimately to the quadruple type 16 combination on-grade inlet on Wagon Trail
Road.
Sub-basin B consists of 0.25 acres on the west portion of the subject property west of
Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of
Wagon Trail Road. Flows are conveyed via overland flow to Wagon Trail Road where it
then travels south and north via curb and gutter to two triple type 16 combination on-grade
inlets located on Green Lake Drive at design point 3. These flows will be conveyed via
storm pipe to Pond A for detention and water quality.
Sub-basin C consists of 0.79 acres on the north portion of the subject property west of
Greenfields Drive. Runoff from the proposed homes and driveways travels west along the
private drive before entering a chase drain which conveys runoff on to Green Lake Drive
where runoff is combined with sub-basin E runoff. These flows will be conveyed via storm
pipe to Pond A for detention and water quality.
Sub-basin D consists of 0.45 acres on the east portion of the subject property west of
Greenfields Drive. This basin consists of roofs and tree lawn running along the west side of
Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then
travels south via curb and gutter to a type 16 combination on-grade inlet located on
Greenfields Drive at design point 7. These flows will be conveyed via storm pipe to Pond A
for detention and water quality.
Sub-basin E1 consists of 0.73 acres running north of the crown along Green Lake Drive
west of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake
flows west along curb and gutter on the north side of the street before being intercepted by
a curb inlet located at design point 2. These flows will be combined with runoff from Sub-
basin C and conveyed via storm pipe south to design point 2.1 and continue to the LID
isolator rows for water quality. Following LID treatment these flows will be conveyed via
storm pipe to design point 10.1 and Pond A for detention and additional water quality.
Page 7
Sub-basin E2 consists of 0.44 acres running south of the crown along Green Lake Drive
west of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake
flows west along curb and gutter on the south of the street before being intercepted by a
curb inlet located at design point 2.1. These flows will be conveyed via storm pipe south to
design point 10 and continue to the LID isolator rows for water quality. Following LID
treatment these flows will be conveyed via storm pipe to design point 10.1 and Pond A for
detention and additional water quality.
Sub-basin F consists of 1.01 acres in the central portion of the subject property west of
Greenfields Drive. Runoff from the proposed homes and open area travels southwest along
an LID rain garden to design point 4. These flows will be conveyed via storm pipe to design
point 10.1 and ultimately to Pond A for detention and additional water quality.
Sub-basin G consists of 1.06 acres on the southern portion of the subject property west
of Greenfields Drive. Runoff from the proposed homes and driveways travels south and
west along the private drive before entering a inlet at design point 5 which conveys runoff
to the LID isolator row. Following LID treatment these flows will be conveyed via storm
pipe to design point 10.1 and Pond A for detention and additional water quality.
Sub-basin H consists of 0.26 acres in the southwest portion of the subject property west
of Greenfields Drive. Runoff from the proposed basin sheet flows north towards design
point 10 before being collected at the proposed inlet at design point 5. The inlet at design
point 5 conveys runoff to the LID isolator row. Following LID treatment these flows will be
conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention and
additional water quality.
Sub-basin I is comprised of 0.12 acres along the southern portion of the subject property
west of Greenfields Drive. Runoff from the proposed basin sheet flows north towards
design point 9 before being collected at the proposed inlet at design point 5. The inlet at
design point 5 conveys runoff to the LID isolator row. Following LID treatment these flows
will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention
and additional water quality.
Sub-basin J is comprised of 0.20 acres along the southeast portion of the subject property
west of Greenfields Drive. Runoff from the proposed basin sheet flows north towards
design point 8 before being collected at the proposed inlet at design point 5. The inlet at
design point 5 conveys runoff to the LID isolator row. Following LID treatment these flows
will be conveyed via storm pipe to design point 10.1 and ultimately to Pond A for detention
and additional water quality.
Page 8
Sub-basin K consists of 0.05 acres on the northwest portion of the subject property east
of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of
39%. Runoff from this sub-basin will drain on to Greenfields Drive and to the north.
Sub-basin L is comprised of 1.30 acres on the north portion of the subject property east
of Greenfields Drive. Runoff from the proposed homes and driveways travels east and then
south along the private drive before entering a chase drain at design point 18 which conveys
runoff on to Green Lake Drive where runoff is combined with sub-basin Q runoff. These
flows will be collected at the proposed inlets at design point 19 and piped to Pond B for
detention and water quality.
Sub-basin M consists of 0.26 acres on the northeast portion of the subject property east
of Greenfields Drive. Runoff from this basin is minimal due to an impervious percentage of
40%. The runoff from these basins is conveyed via overland flow and gutter flow north
along Camp Fire Drive to design point 20 where a quadruple type 16 combination sump
inlet will collect and convey runoff to Pond B.
Sub-basin N consists of 0.45 acres on the west portion of the subject property east of
Greenfields Drive. This basin consists of roofs and tree lawn running along the east side of
Greenfields Drive. Flows are conveyed via overland flow to Greenfields Drive where it then
travels south via curb and gutter to a type 16 combination on-grade inlet located on
Greenfields Drive at design point 6. These flows will be conveyed via storm pipe to Pond A
for detention and water quality.
Sub-basin O consists of 0.62 acres in the central portion of the subject property east of
Greenfields Drive. Runoff from the proposed homes and open area travels southeast along
an swale at design point 11 where flows will be collected at an area inlet and piped south
ultimately towards Pond B for detention and water quality.
Sub-basin P consists of 0.23 acres on the east portion of the subject property east of
Greenfields Drive. This basin consists of roofs and tree lawn running along the west side of
Campfire Drive. These flows will be conveyed via Campfire Drive curb and gutter to design
point 20 and continue to Pond B for detention and water quality.
Sub-basin Q1 consists of 0.39 acres running north of the crown along Green Lake Drive
east of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake
flows east along curb and gutter on the north side of the street before being combined with
runoff from sub-basin L at design point 19. These flows will be collected at the proposed
curb inlet at design point 19 and piped to Pond B for detention and water quality.
consists of 0.05 acres on the northwest portion of the subject property east
is comprised of 1.30 acres on the north portion of the subject property east
consists of 0.26 acres on the northeast portion of the subject property east
consists of 0.45 acres on the west portion of the subject property east of
consists of 0.62 acres in the central portion of the subject property east of
39%. Runoff from this sub-basin will drain on to Greenfields Drive and to the north.
consists of 0.23 acres on the east portion of the subject property east of
consists of 0.39 acres running north of the crown along Green Lake Drive
Page 9
Sub-basin Q2 consists of 0.39 acres running south of the crown along Green Lake Drive
east of Greenfields Drive. Runoff from the proposed homes and surface of Green Lake
flows east along curb and gutter on the south side of the street before being collected at
the proposed curb inlet at design point 19.1 and piped to Pond B for detention and water
quality.
Sub-basin R is comprised of 0.26 acres on the southwest portion of the subject property
east of Greenfields Drive. Runoff from the proposed homes and driveways travels south
along the private drive before entering a curb opening at design point 13 which conveys
runoff to a swale located within sub-basin U and to an area inlet at design point 14. These
flows will ultimately be conveyed to Pond B for detention and additional water quality.
Sub-basin S consists of 0.48 acres in the central portion of the subject property east of
Greenfields Drive. Runoff from the proposed homes and open area travels southeast along
a swale and be conveyed to an area inlet at design point 12. These flows will be conveyed
via storm pipe to Pond B for detention and additional water quality.
Sub-basin T is comprised of 0.23 acres on the southeast portion of the subject property
east of Greenfields Drive. Runoff from the proposed homes and driveways travels south
along the private drive before entering a curb opening at design point 15 which conveys
runoff to the area inlet located at design point 16 within sub-basin V. These flows will
ultimately be conveyed to Pond B for detention and additional water quality.
Sub-basin U consists of 0.30 acres in the southwest portion of the subject property west
of Greenfields Drive. Runoff from the surrounding sub-basins is combined with runoff from
the landscaped areas within sub-basin U to be collected are the area inlet at design point 14.
These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to
Pond B for detention and additional water quality.
Sub-basin V consists of 0.23 acres in the southeast portion of the subject property west of
Greenfields Drive. Runoff from the surrounding sub-basins is combined with runoff from
the landscaped areas within sub-basin V to be treated in the area inlet at design point 16.
These flows will be conveyed east via storm pipe to design point 17.1 and ultimately to
Pond B for detention and additional water quality.
Existing Offsite Sub-Basins:
This site has five existing basins which have runoff that impacts the onsite drainage system. All five
of these basins have runoff which is conveyed through the proposed storm system via storm inlets.
Sub-basin EX1 consists of 0.44 acres and is described in the existing basin section under
sub-basin 352.3. Runoff from this basin will be captured at design point 7 by a sump curb
consists of 0.39 acres running south of the crown along Green Lake Drive
is comprised of 0.26 acres on the southwest portion of the subject property
consists of 0.48 acres in the central portion of the subject property east of
is comprised of 0.23 acres on the southeast portion of the subject property
consists of 0.30 acres in the southwest portion of the subject property west
consists of 0.23 acres in the southeast portion of the subject property west of
Page 10
inlet and piped west through the site and ultimately to Pond A for detention and additional
water quality.
Sub-basin EX2 consists of 0.38 acres and is described in the existing basin section under
sub-basin 221.3. Runoff from this basin will be captured at design point 6 by a sump curb
inlet and piped west through the site and ultimately to Pond A for detention and additional
water quality.
Sub-basin EX3 consists of 0.19 acres and is described in the existing basin section under
sub-basin 221.4. Runoff from this basin will be captured at design point 20 by a sump curb
inlet and piped east through the site and ultimately to Pond B for detention and additional
water quality.
Sub-basin EX4 consists of 1.10 acres and is described in the existing basin section under
sub-basin 221.5. Runoff from this basin will be captured at design point 17 by a flow by curb
inlet which will be installed with the east vine drive ultimate roadway installation. Runoff
collected and piped east through the site and ultimately to Pond B for detention and
additional water quality.
Sub-basin EX5 consists of 0.43 acres and is described in the existing basin section under
sub-basin 352.4.
Page 11
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 2016
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). 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. Site-specific LID
BMPs are discussed in the following sections of this report and an illustrative LID/Surface map is
provided in Appendix E.
HYDROLOGIC CRITERIA
All hydrologic data was obtained from the City of Fort Collins Stormwater Criteria Manual (FCSCM)
or the Urban Storm Drainage Criteria Manual (USDCM). Onsite drainage improvements were designed
using the 2-year storm event (minor) and the 100-year storm event (major). Runoff was calculated using
the Rational Method, and rainfall intensities for the 2-year and 100-year storm return frequencies were
obtained from Table RA-7 and RA-8 of the FCSCM. Runoff coefficients were determined based on data
presented in Tables RO-11 from the FCSCM. Basin percent impervious values were calculated based on
proposed future land use and from data on Table RO-3 from the USDCM. Time of concentrations were
developed using equations from the FCSCM. All runoff calculations, and applicable charts and graphs are
included in the Appendix B of this report.
HYDRAULIC CRITERIA
The rational method and the USDCM’s SF-2 and SF-3 forms were used to determine the runoff from
the minor and major storms on this site. In order to size the infrastructure onsite, the runoff quantities
and street grades flowmaster was used to size the storm sewer. Inlets were sized using the Urban
Drainage UD-Inlet v4.05 spreadsheet. All storm sewers were sized to fully convey the 100-year storm
event, while maintaining the 100-year HGL below the ground surface. All runoff calculations, and
applicable charts and graphs are included in Appendix C of this report.
Page 12
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. Some site specific source control BMPs that will be implemented include, but
are not limited to, silt fence placed around downstream areas of disturbance, construction vehicle
tracking pad at the entrances, designated concrete truck washout basin, designated vehicle fueling
areas, covered storage areas, spill containment and control, a full infiltration sand filter, etc.
PERMANENT EROSION CONTROL
Permanent erosion control measures include, but are not limited to, the constructed riprap pads,
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.
Page 13
SUMMARY & CONCLUSIONS
The existing conditions drainage has eleven onsite sub-basins with separate outfall points. The
proposed drainage condition was designed to mimic the existing 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 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. This PDP Drainage
Report and the complimenting drainage plans and LID plans propose appropriate grading,
permanent landscaping, LID BMPs, and onsite facilities (e.g. storm sewer, inlets, detention facilities)
that are shown in their preliminary configuration and will be designed for construction in the Final
Drainage Report along with supporting calculations.
The proposed concept for the development of the Trail Head Cottage Neighborhood site involves
routing developed condition flows to the existing offsite detention ponds. LID site enhancements
will treat the site runoff at the source before allowing the runoff to be conveyed to the existing
detention ponds. The site’s storm water facilities are designed to meet the City of Fort Collins
“Storm Drainage Criteria Manual and Construction Standards” for both LID treatment and
conveyance.
Page 14
REFERENCES
1. Urban Storm Drainage Criteria Manual (Volumes 1 and 2), Urban Drainage and Flood
Control District, 2001.
2. Urban Storm Drainage Criteria Manual (Volumes 3), Urban Drainage and Flood Control
District, 2015.
3. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities,
November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
4. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by
Ordinance No. 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins
Municipal Code.
5. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
6. “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]
7. “Drainage and Erosion Control report for the Trail Head Property”, JR Engineering,
October 13, 2004.
APPENDIX A
SITE & SOIL DESCRIPTIONS AND CHARACTERISTICS
APPENDIX B
HYDROLOGIC CALCULATIONS
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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)
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Slope (%)
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Slope (%)
Pipe Size (inches)
C*A (Ac)
Length (ft)
Velocity (fps)
tt (min)
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A
V
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L
T
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M
E
ST
R
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T
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)
QCO, Street Flow (cfs)
Slope (%)
C*A (Ac)
QCAP, Pipe Flow (cfs)
Slope (%)
Pipe Size (inches)
C*A (Ac)
Length (ft)
Velocity (fps)
tt (min)
RE
M
A
R
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S
DI
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C
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)
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Design Point
Basin ID
Area (Ac)
Runoff Coeff.
tc (min)
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Q (cfs)
tc (min)
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I (in/hr)
Q (cfs)
QCO, Street Flow (cfs)
Slope (%)
C*A (Ac)
QCAP, Pipe Flow (cfs)
Slope (%)
Pipe Size (inches)
C*A (Ac)
Length (ft)
Velocity (fps)
tt (min)
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Basin ID
Area (Ac)
Runoff Coeff.
tc (min)
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I (in/hr)
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Pipe Size (inches)
C*A (Ac)
Length (ft)
Velocity (fps)
tt (min)
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Tributary Area Percent
tc Q2 Q100
Sub-basin (acres) Impervious
C2 C100 (min) (cfs) (cfs)
A 0.23 18% 0.35 0.43 17.0 0.1 0.6
B 0.25 55% 0.65 0.81 5.0 0.5 2.1
C 0.79 79% 0.82 1.02 8.7 1.5 6.5
D 0.45 48% 0.58 0.73 8.0 0.6 2.7
E1 0.73 66% 0.72 0.90 8.8 1.2 5.4
E2 0.44 73% 0.76 0.95 8.3 0.8 3.5
F 1.01 39% 0.52 0.65 12.4 1.1 4.6
G 1.06 80% 0.83 1.04 8.1 2.1 9.2
H 0.26 9% 0.27 0.34 9.5 0.2 0.7
I 0.12 3% 0.22 0.28 9.2 0.1 0.2
J 0.20 9% 0.28 0.35 10.2 0.1 0.5
K 0.05 39% 0.52 0.65 5.4 0.1 0.3
L 1.30 64% 0.71 0.88 10.9 1.9 8.5
M 0.26 40% 0.53 0.66 8.5 0.3 1.4
N 0.45 57% 0.66 0.82 7.2 0.7 3.2
O 0.62 41% 0.53 0.67 10.6 0.7 3.1
P 0.23 61% 0.70 0.87 5.7 0.4 1.9
Q1 0.39 68% 0.72 0.91 6.3 0.7 3.2
Q2 0.39 69% 0.73 0.91 6.2 0.7 3.2
R 0.26 86% 0.89 1.11 5.0 0.7 2.9
S 0.48 43% 0.55 0.69 7.6 0.7 2.8
T 0.23 89% 0.92 1.15 5.0 0.6 2.6
U 0.30 12% 0.30 0.38 13.2 0.2 0.8
V 0.23 20% 0.36 0.45 13.0 0.2 0.8
EX1 0.44 80% 0.80 1.00 5.3 1.0 4.4
EX2 0.43 81% 0.80 1.01 5.3 1.0 4.2
EX3 0.19 79% 0.80 0.99 5.0 0.4 1.9
EX4 1.10 85% 0.84 1.05 6.5 2.4 10.4
EX5 0.43 63%0.68 0.84 5.0 0.8 3.6
BASIN SUMMARY TABLE
X:\3910000.all\3914551\Excel\Drainage\3914551 Drainage_Calcs_v2.05.xlsm Page 2 of 4 2/13/2018
APPENDIX C
HYDRAULIC C ALCULATIONS
STORMCAD MODEL & RESULTS
TR
A
C
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STREET CAPACITY &
INLET C ALCULATIONS
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =18.6 ft
Gutter Width W =1.17 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.008 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.6 18.6
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 4.9
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 =8.6 9.3 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
Sidewalk Chase Drain C1
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, Sidewalk Chase Drain C1 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =5.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =18.6 ft
Gutter Width W =1.17 ft
Street Transverse Slope SX =0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.098 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO =0.008 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.6 18.6
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 4.9
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 =8.6 9.3 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
Sidewalk Chase Drain L1
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, Sidewalk Chase Drain L1 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =10.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =0.014 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.5
inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =18.2 18.2 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-2 Curb Inlet
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, DP-2 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 5 5
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =2.00 2.00 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 3.0 11.4 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.4 cfs
Capture Percentage = Qa/Qo =C% = 100 97 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
User-Defined CombinationUser-Defined Combination
3914551 UD-Inlet_v4.05.xlsm, DP-2 Curb Inlet 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =10.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =0.018 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.5
inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Spread Criterion Qallow =20.7 20.7 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-2.1 Curb Inlet
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, DP-2.1 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =2.00 2.00 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.8 3.3 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.2 cfs
Capture Percentage = Qa/Qo =C% = 100 95 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
User-Defined Combination
User-Defined Combin
3914551 UD-Inlet_v4.05.xlsm, DP-2.1 Curb Inlet 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =10.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =1.100 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.5
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 =7.4 18.2 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-19 Curb Inlet
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, DP-19 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 5 5
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =2.00 2.00 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 2.5 11.8 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.0 cfs
Capture Percentage = Qa/Qo =C% = 100 100 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
User-Defined CombinationUser-Defined Combination
3914551 UD-Inlet_v4.05.xlsm, DP-19 Curb Inlet 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =10.5 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =18.0 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 =0.027 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =18.0 18.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 8.5
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 Spread Criterion Qallow =22.6 25.3 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-19.1 Curb Inlet
Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
3914551 UD-Inlet_v4.05.xlsm, DP-19.1 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches
Total Number of Units in the Inlet (Grate or Curb Opening) No = 3 3
Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft
Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =2.00 2.00 ft
Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50
Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10
Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR
Total Inlet Interception Capacity Q = 0.7 3.1 cfs
Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 0.1 cfs
Capture Percentage = Qa/Qo =C% = 100 98 %
INLET ON A CONTINUOUS GRADE
Version 4.05 Released March 2017
User-Defined CombinationUser-Defined Combination
3914551 UD-Inlet_v4.05.xlsm, DP-19.1 Curb Inlet 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =10.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =4.75 inches
Distance from Curb Face to Street Crown TCROWN =15.0 ft
Gutter Width W =2.00 ft
Street Transverse Slope SX =2.000 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 =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 6.0
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-20 Curb Inlet
3914551 UD-Inlet_v4.05.xlsm, DP-20 Curb Inlet 3/27/2018, 9:10 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 4.8 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 =2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.90 0.90
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) =3.00 3.00
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.67 0.67
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 =2.10 2.10 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
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate = 0.396 0.500 ft
Depth for Curb Opening Weir Equation dCurb =0.23 0.33 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.56 0.71
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.56 0.71
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 5.5 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 4.6 cfs
User-Defined Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
W P
User-Defined Combination
Override Depths
3914551 UD-Inlet_v4.05.xlsm, DP-20 Curb Inlet 3/27/2018, 9:10 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 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 =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-7 Curb Inlet
3914551 UD-Inlet_v4.05.xlsm, DP-7 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.90 0.90
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) =3.00 3.00
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.67 0.67
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 =2.10 2.10 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
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate = 0.500 0.626 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.88
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.88
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.2 9.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.5 6.5 cfs
User-Defined Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
W P
User-Defined Combination
Override Depths
3914551 UD-Inlet_v4.05.xlsm, DP-7 Curb Inlet 2/13/2018, 9:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK =15.0 ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.020
Height of Curb at Gutter Flow Line HCURB =6.00 inches
Distance from Curb Face to Street Crown TCROWN =25.0 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 =0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0
ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.6
inches
Check boxes are not applicable in SUMP conditions
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Trail Head Filing 2
DP-6 Curb Inlet
3914551 UD-Inlet_v4.05.xlsm, DP-6 Curb Inlet 2/13/2018, 9:12 AM
Design Information (Input)MINOR MAJOR
Type of Inlet Type =
Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches
Number of Unit Inlets (Grate or Curb Opening) No = 2 2
Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 7.5 inches
Grate Information MINOR MAJOR
Length of a Unit Grate Lo (G) =3.00 3.00 feet
Width of a Unit Grate Wo =2.00 2.00 feet
Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.90 0.90
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) =3.00 3.00
Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.67 0.67
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 =2.10 2.10 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
Low Head Performance Reduction (Calculated)MINOR MAJOR
Depth for Grate Midwidth dGrate = 0.500 0.626 ft
Depth for Curb Opening Weir Equation dCurb =0.33 0.46 ft
Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.71 0.88
Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00
Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 0.88
MINOR MAJOR
Total Inlet Interception Capacity (assumes clogged condition)Qa =5.2 9.7 cfs
Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.6 7.0 cfs
User-Defined Combination
INLET IN A SUMP OR SAG LOCATION
Version 4.05 Released March 2017
H-VertH-Curb
W
Lo (C)
Lo (G)
Wo
W P
User-Defined Combination
Override Depths
3914551 UD-Inlet_v4.05.xlsm, DP-6 Curb Inlet 2/13/2018, 9:12 AM
APPENDIX D
PREVIOUS DRAINAGE REPORT
APPENDIX E
EXISTING & PROPOSED DRAINAGE PLANS
APPENDIX F
LID EXHIBITS
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =39.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.390
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.14 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 43,933 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 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,VWQCV OTHER =518.9 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 =6 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 =343 sq ft
D) Actual Flat Surface Area AActual =460 sq ft
E) Area at Design Depth (Top Surface Area)ATop =1615 sq ft
F) Rain Garden Total Volume VT=519 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
City of Fort Collins Bioretention Cross Section calls for 12" Thick Layer
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=0.0 ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
JMF
JR Engineering
April 3, 2018
Trail Head
Rain Garden
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.06 (Rain Garden).xlsm, RG 3/27/2018, 10:01 AM
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
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
JMF
JR Engineering
April 3, 2018
Trail Head
Rain Garden
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
UD-BMP_v3.06 (Rain Garden).xlsm, RG 3/27/2018, 10:01 AM
Subdivision:Trail Head Filing 2 Project Name:Trail Head Cottage Neighborhood
Location:Fort Collins Project No.:39145.51
Calculated By:JMF
Checked By:JMF
Date:4/3/18
Basin
Area
(ac)% Imp.
C 0.79 79.0%
E1 0.73 66.0%
E2 0.44 73.0%
G 1.06 80.0%
H 0.26 9.0%
I 0.12 3.0%
J 0.20 9.0%
Total 3.60 60.0%
WQCV Drain Time (hr): 12
Coefficient, a (Table 3-2): 0.8
WQCV (in): 0.19
WQCV (ac-ft): 0.01
WQCV (cf): 411.5
StormTech Chamber Sizing for Water Quality
LID Isolator Row #1
Subdivision:Trail Head filing 2 Project Name:Trail Head Cottage Neighborhood
Location:Fort Collins Project No.:39145.51
Calculated By:JMF
Checked By:JMF
Date:4/3/18
Area (acres)3.60 Area of Catchment tributary to storage facility (Acres)
2yr Runoff Coefficient 'C'0.70 the runoff coefficient
Release Rate (cfs)0.95 the allowable maximum release rate from the detention facility
Time of Concentration (min)10.2
ft3 acre-ft.
1807.6 0.041
Time
(min)C * A
WQ
Intensity
(in/hr)
Inflow
Rate (cfs)
Inflow
Volume
(ft3)
Adjustmen
t factor
(m)
Average
Outflow
Rate (cfs)
Outflow
Volume
(ft3)
Detention
Volume
(ft3)
Detention
Volume
(acre-ft)
5 2.52 1.43 3.59 1077.30 1.00 0.95 285.00 792.30 0.0182
10 2.52 1.11 2.78 1670.76 1.00 0.95 570.00 1100.76 0.0253
15 2.52 0.94 2.36 2120.58 0.84 0.80 718.20 1402.38 0.0322
20 2.52 0.81 2.03 2434.32 0.76 0.72 860.70 1573.62 0.0361
25 2.52 0.72 1.80 2702.70 0.70 0.67 1003.20 1699.50 0.0390
30 2.52 0.65 1.64 2948.40 0.67 0.64 1145.70 1802.70 0.0414
35 2.52 0.59 1.47 3095.82 0.65 0.61 1288.20 1807.62 0.0415
40 2.52 0.54 1.35 3235.68 0.63 0.60 1430.70 1804.98 0.0414
45 2.52 0.50 1.25 3367.98 0.61 0.58 1573.20 1794.78 0.0412
50 2.52 0.46 1.16 3477.60 0.60 0.57 1715.70 1761.90 0.0404
55 2.52 0.44 1.10 3617.46 0.59 0.56 1858.20 1759.26 0.0404
60 2.52 0.41 1.03 3719.52 0.59 0.56 2000.70 1718.82 0.0395
65 2.52 0.39 0.97 3783.78 0.58 0.55 2143.20 1640.58 0.0377
70 2.52 0.37 0.92 3863.16 0.57 0.54 2285.70 1577.46 0.0362
75 2.52 0.35 0.87 3912.30 0.57 0.54 2428.20 1484.10 0.0341
80 2.52 0.33 0.83 3991.68 0.56 0.54 2570.70 1420.98 0.0326
85 2.52 0.32 0.79 4048.38 0.56 0.53 2713.20 1335.18 0.0307
90 2.52 0.31 0.77 4150.44 0.56 0.53 2855.70 1294.74 0.0297
95 2.52 0.29 0.73 4165.56 0.55 0.53 2998.20 1167.36 0.0268
100 2.52 0.28 0.71 4233.60 0.55 0.52 3140.70 1092.90 0.0251
105 2.52 0.27 0.68 4286.52 0.55 0.52 3283.20 1003.32 0.0230
110 2.52 0.26 0.66 4324.32 0.55 0.52 3425.70 898.62 0.0206
115 2.52 0.26 0.64 4433.94 0.54 0.52 3568.20 865.74 0.0199
120 2.52 0.25 0.62 4445.28 0.54 0.52 3710.70 734.58 0.0169
Required detention
Detention Pond Sizing FAA Methoud
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PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
3-27-18
S069856
SDM
DAF
FORT COLLINS, CO
REV DWN CKD DESCRIPTION
4-5-18 CTS RELOCATE STRUCTURES
TRAILHEAD COTTAGES
0010' 20'
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
39.01'
46.13'
53.25'
60.36'
51.43'
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
3-27-18
S069856
SDM
DAF
FORT COLLINS, CO
REV DWN CKD DESCRIPTION
4-5-18 CTS RELOCATE STRUCTURES
TRAILHEAD COTTAGES
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
3-27-18
S069856
SDM
DAF
FORT COLLINS, CO
REV DWN CKD DESCRIPTION
4-5-18 CTS RELOCATE STRUCTURES
TRAILHEAD COTTAGES
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
3-27-18
S069856
SDM
DAF
FORT COLLINS, CO
REV DWN CKD DESCRIPTION
4-5-18 CTS RELOCATE STRUCTURES
TRAILHEAD COTTAGES
860-529-8188 |888-892-2694 | WWW.STORMTECH.COM
Detention Retention Water Quality
DATE:
PROJECT #:
DRAWN:
CHECKED:
THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE
RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.
4640 TRUEMAN BLVD
HILLIARD, OH 43026
ADVANCED DRAINAGE SYSTEMS, INC.
R
3-27-18
S069856
SDM
DAF
FORT COLLINS, CO
REV DWN CKD DESCRIPTION
4-5-18 CTS RELOCATE STRUCTURES
TRAILHEAD COTTAGES 3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com