HomeMy WebLinkAboutDrainage Reports - 07/06/2015City of Ft. Collins ppro d Plans
Approved By
Date —15
Final Drainage and Erosion Control
Report for
Poudre Valley Hospital,
A -Wing Replacement
Fort Collins, Colorado
March 25, 2015
•
March 25, 2015
Mr. Glen Schleuter
City of Fort Collins
Water Utilities --Storm water
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for the Poudre Valley Hospital, A -Wing
Replacement Project
Dear Glen:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Report for the Poudre Valley Hospital, A -Wing Replacement Project. All computations
within this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Respectfully,.
Aspen Engineering
Prepared by:
Ton illkomm, P.E.
Senior Project Engineer
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Reviewed by:
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John Gooch, P.E.
Principal
TABLE OF CONTENTS
DESCRIPTION
PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. LOCATION
5
B. DESCRIPTION OF PROPERTY
5
U.
DRAINAGE BASINS
6
A. MAJOR BASIN DESCRIPTION
6
B. EXISTING SUB -BASIN DESCRIPTION
6
III.
DRAINAGE DESIGN CRITERIA
7
A. REGULATIONS
7
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
7
C. HYDROLOGIC CRITERIA
7
D. HYDRAULIC CRITERIA
g
E. VARIANCE
g
IV.
DRAINAGE FACILITY DESIGN
g
A. GENERAL CONCEPT
g
B. SPECIFIC DETAILS
9
C. DETENTION POND
13
D. STREET CAPACITIES
14
V.
STORM WATER QUALITY
14
A. GENERAL CONCEPT
14
B. SPECIFIC DETAILS
14
V.I.
EROSION CONTROL
15
A. GENERAL CONCEPT
15
VII.
CONCLUSIONS
15
A. COMPLIANCE WITH STANDARDS
15
B. DRAINAGE CONCEPT
16
C. STORM WATER QUALITY
16
D. EROSION CONTROL CONCEPT
16
E. EROSION CONTROL ESCROW ESTIMATE
17
REFERENCES
17
PAGE
VICINITY MAP A
RATIONAL METHOD HYDROLOGY B
LID BASIN SIZING CALCULATIONS C
CURB CUT, INLET, & STORM PIPE SIZING D
EROSION CONTROL & RIPRAP SIZING ; EROSION ESCROW E
PROPOSED DRAINAGE BASIN MAP & EXISTING DRAINAGE BASIN MAP F
I.
FINAL DRAINAGE
AND EROSION CONTROL REPORT
FOR THE POUDRE VALLEY HOSPITAL, A -WING REPLACEMENT PROJECT
FORT COLLINS, COLORADO
GENERAL LOCATION AND DESCRIPTION
A. Location
The Poudre Valley Hospital, A -Wing Replacement Project (referred to as "A -Wing
Replacement" here -forward) is bounded to the north by family housing owned by
PVHS and within the PVHS Campus, to the east by Luke Street, to the south by
Doctors Lane and PVHS Hospital, and to the west by Lemay Avenue and Hospital
Lane.
The project site can also be described as situated in the northwest quarter of Section
4, Township 6 North, Range 68 West of the 6"' P.M., of the City of Fort Collins,
Larimer County, Colorado. The A -Wing Replacement site is comprised of two areas:
a proposed parking lot area north of Doctor's Lane and between Hospital Lane and
Luke Street; and a proposed replacement of the existing PVHS Lemay A -Wing
building, which will occur offthe northwest comer of the existing Hospital building.
Proposed improvements are planned to occur over an area of approximately 3.47
acres.
B. Description of Property
The A -Wing Replacement site is comprised of a multi -story building expansion with
an emergency access drive (for emergency vehicles only) off Lemay Avenue, an
emergency department drop-off (for general public) along the south side of Doctor's
Lane, a parking lot north of Doctors Lane, a plaza area along the east side of the new
A -Wing building, and associated site and utility improvements to facilitate the
building and parking lot expansion. Currently, the southern portion of the A -Wing
Replacement site is occupied by an existing building with east and west access drives
connecting to Doctors Lane. The northern portion of the proposed site is currently
comprised of three existing buildings along with two parking lots, all located north of
Doctor's Lane and between Hospital Lane and Luke Street.
Within the north lot, the existing topography generally slopes from the southwest to
northeast at 1.5% on the western two-thirds of the site and at 4% on the eastern third
of the site. The southern portion of the proposed development (around and adjacent
I®
to existing A -Wing Building) slopes away from the building to the west, north, and
east at varying slopes and grades ranging from 0.5% to 6%.
DRAINAGE BASINS
A. Maior Basin Description
The A -Wing Replacement site lies within the City of Fort Collins Spring Creek
Basin. In speaking with the City of Fort Collins Stormwater Department, the
proposed development is to be evaluated to determine the change in imperviousness
between existing and proposed conditions, while also providing LID and BMP's for
the proposed development for any additional impervious areas, added by the
proposed development, as well as provide additional water quality and detention, if
imperviousness is increased for the overall site by the proposed development.
It's important to note that per previous correspondence and agreements with the City
of Fort Collins Stormwater Department, the proposed development will utilize the
existing, abandoned Emigh Lateral irrigation line, to convey runoff from the A -Wing
Replacement site. Runoff resulting from an increase in the impervious area will
need to be detained.
B. Existing Sub -Basin Description
The existing A -Wing Replacement site is comprised of two basins: EX-1 and EX-2.
EX-1 comprises the existing parking lot and three buildings north of Doctors Lane.
Existing basin EX-1 contains approximately 1.32 acres with a calculated 'c'value of
0.90. Existing runoff from the majority of basin EX-1 is comprised of the asphalt
parking lot and partial roof areas from the three existing buildings, with runoff from
these areas generally flowing southwest to northeast to an existing concrete drainage
channel, which conveys runoff east and discharges to an existing concrete pan in
Luke Street.
The remaining runoff from the roof portions of the three buildings fronting Hospital
Lane, Doctors Lane, and Luke Street, sheet flow to the flowline of the adjacent
streets, where runoff is conveyed in existing curb and gutter to offsite storm inlets.
It's important to note that the majority of site runoff from EX-1 is conveyed north in
Luke Street, with only a small portion of basin area being conveyed north in Hospital
Lane and east in Doctor's Lane. Runoff from the entirety of basin EX-1 ultimately
combines downstream and is captured by existing storm inlets.
Existing Basin EX-2, located south of Doctors Lane, comprises the existing A -Wing
Building, existing drive aisles and parking areas on the west and east sides of the A-
Wing, and portions of roof areas from existing buildings on the east and south sides
of the existing A -Wing building. Existing basin EX-2 contains approximately 2.15
acres with a calculated'c' value of 0.80. Runoff from the south- half of the west drive
aisle and a portion of the existing A -Wing building currently drains to a curb cut in
the southwest comer of the west drive aisle and discharges to the flowline in Lemay
Avenue, which conveys runoff south down Lemay Avenue. Runoff from the north
half of the west drive aisle drains north and out onto Doctors Lane, where runoff is
conveyed east along Doctor's Lane, then north along Patton Street.
The drive aisle and parking lot area east of the existing A -Wing, the remaining
portion of the A -Wing Building roof, and partial roof areas from the buildings east
and south of the A -Wing building convey their runoffnorth and into the existing curb
and gutter in Doctor's Lane. Runoff combines with that from the west drive aisle and
continues flowing east in Doctor's Lane, then north in Patton Street.
Please see the Existing Drainage Basin Exhibit attached for the existing basin limits
and the delineated pervious areas.
M. DRAINAGE DESIGN CRITERIA
A. Reenlations
Since the subject site has been "grandfathered", the site is allowed to release un-
detained, if the impervious area is not increased. The impervious area of the subject
site has been reduced from the existing conditions, and therefore does not require
additional onsite water quality and detention. However, LID improvements are
required and have been provided for the subject site. Please see the LID calculations
in Appendix C.
B. Development Criteria Reference and Constraints
The criteria and constraints from the City of Fort Collins will be met.
C. Hydrologic Criteria
The Rational Method for determining surface runoff was used for the project site.
The 2-year and 100-year storm event intensities were used in calculating runoff
values.
7
The City of Fort Collins intensity duration frequency curves were used to obtain
rainfall data for each storm specified. Detention pond sizing is not required as the
impervious area has been decreased with the proposed development. However,
additional water quality for the subject site is being provided through the utilization
of BMP and LID measures being incorporated into the proposed drainage
development plan. Please refer to Appendix C for specific details and calculation.
D. Hydraulic Criteria
All hydraulic calculations, including final calculations and sizing for curb cuts,
swales, and erosion control and riprap measures have been provided in accordance
with the City of Fort Collins Drainage Criteria and can be found in the Appendix.
E. Variance
No variances are being requested for this project.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
Seventeen drainage basins will provide conveyance of drainage for the 3.47 acre site.
Of this, 1.87 acres within the south area of the site will be routed to the existing
storm pipe, located in Doctors Lane. The drainage will be routed east then south and
combine with the outfall flow from the existing detention ponds, located along the
east boundary of the overall PVH Lemay Campus. Site runoff will be treated, prior
to entering the storm sewer, through the utilization of the proposed porous landscape
detention basins and porous pavers with underdrain system for LID measures. The
existing irrigation pipe in Doctors Lane will be used to convey storm runoff from the --
site to the historic outfall point, near the existing east detention ponds. The proposed
parking lot, north of Doctors Lane, will concentrate a large majority of the runoff in
LID basins before runoff will spill to the adjacent streets, as historically occurs for
the basin area(s).
The proposed porous landscape detention /LID basins, storm sewer pipe, inlets, and
erosion control measures have been sized and calculations are provided in the
Appendices.
In comparing existing conditions to proposed conditions for the subject site, the c-
values are 0.84 and 0.82, respectively. The imperviousness for existing conditions is
84%, compared to the 82% for proposed conditions. Therefore, there is a net
decrease in impervious area for the development. Exhibits are provided in Appendix
8
E
B.
F showing the existing and proposed basin areas, drainage patterns and pervious
areas.
LID measures are provided for through the conveyance of approximately 42%
(63,925 sf of the 151,214 sf site boundary) of the entire site areas, including the
proposed building, parking lot, and green areas of the site being routed through the
porous paver areas and LID basins. In addition, roof drainage from a portion of the
existing building, east of the A -wing plaza, will be routed through the porous paver
area for water quality treatment. Because 63,925 sf of the subject site versus the
required treatment area (3,443 sf) is being routed to and through the porous pavers
and LID basins, the project greatly exceeds the 50% requirement for LID treatment.
Furthermore, the net decrease in impervious area of the overall subject site does not
require any additional water quality or detention be provided for the development, as
both items are already provided for in the existing detention pond.
The LID basins, shown and called out in the plans, are anticipated to provide for 1' of
ponding depth, prior to the basins overflowing and spilling to adjacent streets (in the
north parking lot) or entering storm sewer and into the proposed and existing storm
sewer system. Runoff from all of basin 17 and roof drainage from a portion of the
building, east of basin 17, will be conveyed over and through the porous pavers
located in basin 17. An underdrain (in basin 17) will convey the filtered runoffto the
proposed 24" storm sewer. Please refer to sheets C-016 of the civil utility plans for
details on the porous paver areas and LID basins.
Specific Details
North Parking Lot Basins
Basins 1
Basin 1 conveys runoff overland to the west to a 2' curb cut at design point 1, where
---runoff from basin 1 passes through the curb cut and into the LID/porous -landscape
detention basin. Overflow from the LID basin will drain through a 2' metal sidewalk
culvert and 2' concrete chase, discharging to the east flowline in Hospital Lane.
Runoff will flow south in Hospital Lane, then east along Doctor's Lane, and then
north on Patton Street, as historically occurs.
Basin 2
Basins 2 conveys runoff overland to the south to a 2' curb cut at design point 2,
where runoff from basin 2 will pass through the curb cut and 2' concrete chase with
2' metal sidewalk culvert, discharging to the flowline in Doctors Lane. Runoff will
flow east along Doctor's Lane, then north on Patton Street, as historically occurs.
Basin 3
Basin 3 conveys runoff overland to the south and across the proposed access drive
and into the curb and gutter along the north side of Doctor's lane, at design point 3.
•
Runoff is conveyed east along Doctor's Lane, then north on Patton Street, as
historically occurs.
Basin 4
Basin 4 conveys runoff overland to the northeast to a 4' curb cut at design point 4.
Runoff passes through the curb cut and into the LID/porous landscape detention
basin. Overflow from the LID basin will drain east through a concrete chase with 2'
metal sidewalk culvert and out to the flowline in Luke Street. Runoff is directed
north in Luke Street, then east in Elizabeth, as historically occurs.
Basin 5
Basin 5 conveys runoff overland to the northeast towards design point 5, where a 4'
curb cut captures the runoff and discharges it into the LID/porous landscape detention
basin, located within basin 6.
Basin 6
Basin 6 conveys runoffoverland to the northeast towards design point 6, where an 8'
curb cut captures the runoff and discharges the runoff into the LID/porous landscape
detention basin. Overflow from the LID basin will drain through a 4' concrete chase
with 4' metal sidewalk culvert, which discharges to the flowline in Luke Street.
Runoff is conveyed north in Luke Street, then east on Elizabeth, as historically,
occurs.
Basin 7
Basin 7 conveys runoff in a grass lined swale to the east towards design point 7,
where runoff combines with flow from basin 6 in the LID/porous landscape detention
basin. Overflow from the LID basin will drain through a 4' concrete chase with 4'
metal sidewalk culvert, which discharges to the flowline in Luke Street. Runoff is
conveyed north in Luke Street, then east on Elizabeth, as historically occurs.
Basin 8
Basin 8 conveys runoff overland to the northwest towards design point 8, where a-2'
curb cut captures the runoff and discharges it into the LID/porous landscape detention
basin. Overflow from the LID basin will drain through a 2' concrete chase with 2'
metal sidewalk culvert and discharge to the flowline in Hospital Lane. Runoff is
directed north in Hospital Lane, then east along Elizabeth Street, as historically
occurs.
Basin 9
Basin 9 conveys runoff overland to the west-northwest across the access drive and
into the curb and gutter on the east side of Hospital Lane, at design point 9. Runoff is
then routed north in Hospital Lane, then east in Elizabeth Street, as historically
occurs.
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South Building Replacement Basins
Basin 10
Basin 10 conveys runoff overland to the north and west to curb and gutter at design
point 10. A portion of runoff from basin 10 will be captured by a 2' curb cut along
the south side of the access drive, which will convey runoff west through a 2' chase
with sidewalk culvert and into the curb and gutter on the east side of Lemay Avenue.
Runoff from the remaining portion of basin 10 will drain through the access drive
and into the curb and gutter in Lemay Avenue. It's important to note that curb cut
with chase is required to meet City criteria for area allowed to drain/ discharge over a
public walk. Furthermore, grading constraints between Lemay Avenue and the
proposed building do not allow for runoff to be conveyed north and into the LID
basin, as grades for the egress drive would become very steep, if grading forced
runoff to the north side of the egress drive.
Basin 11
Basin 11 conveys runoff overland to the west/southwest, where a portion of runoff
from basin 11 will be captured by a 2' curb cut along the south side of the access
drive, which will convey runoff west through a 2' chase with sidewalk culvert and
into the curb and gutter on the east side of Lemay Avenue. Runoff from the
remaining portion of basin 11 will drain through the access drive and into the curb
and gutter in Lemay Avenue. Runoff is then conveyed south in the Lemay Avenue,
as historically occurs. It's important to note that curb cut with chase is required to
meet City criteria for area allowed to drain/ discharge over a public walk.
Basin 12
Basin 12 conveys runoff from the west half of the building to a proposed internal roof
-r- drain system which will discharge below grade at design point 12, along the north
side of the building. The roof drain will connect to the proposed storm drain system
located on the north side of the building.
The canopy over the emergency drop-off area/drive discharges to three roof drains on
the canopy columns. The northern most roof drain will discharge to a swale and flow
north to the 2' concrete chase near design point 10, pass through a 2' metal sidewalk
culvert and into the curb and gutter on the east side of Lemay Avenue. The two
southern most roof drains will discharge to a swale and drain south then west to a
proposed 2' concrete chase with 2' metal sidewalk culvert to enter curb and gutter on
the east side of Lemay Avenue. Runoff from the canopy roof is then conveyed south
in the Lemay Avenue, as historically occurs.
11
Basin 13
Basin 13 conveys runoff from landscaped areas north and northwest of the building
to the proposed LID/porous landscape detention basin at design point 13. Overflow
from the LID basin will drain to an 18" Nyloplast drain basin and in to the proposed
storm drainage system, which discharges east and will tie-in to the abandoned Emigh
Lateral piping system.
Basin 14
Basin 14 conveys runoff from the east half of the building to an internal roof drain
system. A single roof drain, shown at design point 14, will discharge below grade
and connect to the proposed storm drain system, located on the north side of the
building, which discharges east and will tie-in to the abandoned Emigh Lateral piping
system.
Basins 15
Basin 15 conveys runoff from the canopy over the north drop-off area/drive south
towards the building face, where is it intercepted by the internal roof drain system at
design point 15. Flow combines with that from basin 14 in the roof drain piping
system and is discharged to the proposed storm drains system along the north side of
building.
Basins 16
Basin 16 conveys runoff overland to the east and north and across the egress drive
and into the curb and gutter in Doctor's Lane, at design point 16.
Flow from basin 16 continues is routed east along Doctor's Lane and then north on
Patton Street, as historically occurs.
It's important to note that though the area, flowing across the public sidewalk at
design point 16, is greater than the 800 square feet allowed to discharge over a public
walk, the area is smaller than the existing area that historically discharges north and
out of the existing drive aisle and parking lot and into Doctor's Lane from the east
side of the existing building.
Basin 17
Basin 17 conveys runoff overland from the surrounding hardscape and landscaped
areas, located along the east side of the new A -Wing Building, over and through
porous pavers and into an underdrain system within the proposed plaza area. The 4"
perforated PVC underdrain system will capture runoff which has filtered through the
underlying paver media, and will convey runoff north in the 4" perforated PVC pipe.
A 4" solid PVC pipe (at the far north end of the underdrain system) will convey
runoff northeast and into the proposed 5' storm sewer manhole, located at design
point 17. Runoff in excess of the porous paver infiltration capacity expected from
large storm events will be intercepted by three grated manhole inlets, located on the
12
proposed storm sewer within the plaza area. Runoff from basin 17 will discharge to
the northeast and into the existing, abandoned Emigh Lateral piping system, which
will convey flows east.
It's important to note that because the proposed development is decreasing
imperviousness, the runoff that will pass through the existing, abandoned Emigh
Lateral pipe is proposed to discharge in the existing pipe and around the northeast
Campus detention pond, rather than be routed through the existing detention pond.
LID measures within Basins 13 and 17 will increase and provide additional water
quality for runoff from basins 13 and 17, which does not historically occur.
Therefore, Aspen does not recommend discharging runoff into and through the
existing detention pond, as this would mix "partially treated" runoff with dirty water
from the existing east parking lot of the Campus.
Overflow Conditions
Basins 1.2. 4-8.10-11
Should the curb cuts, or concrete sidewalk chases clog within basins 1, 2, 4-8, or 10-
11, runoff will pond to curb height and spill to the street section corresponding to the
respective design points at Hospital Lane, Doctors Lane, Luke Street, or Lemay
Avenue.
Basins 12-14 &17
Should the roof drains, inlets, or storm sewer pipes clog within basins 12-15 or 17,
runoff will pond and spill west or north and onto Lemay Avenue or Doctors Lane, as
applicable for the said basin. Should the inlets, porous pavers, or storm sewer pipes
clog within basin 17, runoff will pond up and crest the egress drive and discharge to
Doctor Lane, with flow then conveyed east along Doctor's Lane, then north on Patton
Street as historically occurs. --
C. Detention Pond
The existing northeast detention pond will not be utilized for the subject site, as the
proposed development's impervious area is less than the existing site's imperious
area. Therefore, additional water quality and detention are not required and will not
be provided for in the existing pond.
However, the proposed and reduced impervious area will flow overland across
porous pavers east of the building, and to an LID basin northwest of the building.
LID basins and porous pavers within Basins 13 and 17 will increase and provide
additional water quality for runoff from basins 13 and 17 and a portion of the existing
east building, which does not historically occur. LID basins will also be provided in
13
0
the north parking lot area, thus increasing water quality for the site. Please refer to
the LID Table on the drainage exhibit for treatment calculations.
D. Street Capacities
The street capacity calculations are not required for the subject site, as no new public
street construction will be built with this project and the impervious area has been
reduced by this development. However, curb cut capacities have been analyzed and
calculations provided in the Appendices of this report.
V. STORM WATER QUALITY
A. General Concept
The water quality of stormwater runoff must be addressed on all final design utility
plans. Therefore, Best Management Practices for the treatment of stormwater runoff
for the subject site will include grass -lined swales, porous pavers, and LID pre -
sedimentation basins. These water quality features will provide a mechanism for
pollutants to settle out of the stormwater runoff before flows are directed off site
ultimately discharging to the Poudre River, as historically occurs.
B. Specific Details
Best Management Practices (BMP) for the treatment of storm water runoffhave been
incorporated into the final design for this project.
LID measures are provided for through the conveyance of 63,925 square feet (of the
151,214 square feet total site area) over and through the porous paver areas and
proposed LID/ porous landscape detention basins, with the total footprint of 3,445 sf
for the combined LID basins.
The 63,925 square feet of area being conveyed to the LID basins account for 42% of
the total site area, thereby, exceeding the City's LID treatment of 50% of new
impervious area (3,443 sf). It's important to note that because the area being routed
over and through the porous pavers and LID basins exceeds the 50% requirement for
LID treatment, and because imperviousness for the overall site has been reduced by
the proposed development, the project exceeds that normally required for water
quality and LID treatment.
The LID basins, shown and called out in the civil utility plans, provide for
approximately 0.7' to 1.0' of ponding depth, prior to the basins overflowing and
spilling to adjacent streets or into the storm sewer and the existing detention pond.
14
Please refer to sheet C-016 of the civil utility plans, for details on the porous paver
areas and LID basins.
VI. EROSION CONTROL
U`I
A. General Concept
The potential exists for erosion problems during construction, but should be minimal
after completion of proposed development. Silt fence will be installed along the
perimeter of the north parking lot and along the west and north sides of the building
expansion area of the site to prevent sediment from leaving the site. Where silt fence
is shown to cross hard surface areas, gravel inlet socks shall be utilized for these
areas, as may be applicable during construction. A tracking pad will also be placed at
entrance/exit to the north parking lot along Doctors Lane, and at the west emergency
entrance on Lemay Avenue. Gravel inlet filters will be placed at proposed curb cuts
and at proposed storm inlets, with straw wattles installed at the proposed storm sewer
area inlets and sidewalk chases to mitigate the build-up of sediment and transport of
debris into existing streets and downstream systems. Riprap will also be utilized at
concentration points (curb cuts) as shown in the plans, to minimize erosion and
increase soil stabilization. Please refer to Appendix E for riprap sizing.
A. Compliance with Standards
All computations within this report have been completed in compliance with the City
of Fort Collins Storm Drainage Design Criteria.
The City of Fort Collins Stormwater Utility will not maintain the on -site storm
drainage facilities within the subject site. The owners of the subject site will
maintain their on -site storm drainage facilities on a regular basis. The following shall
be implemented for the private stormwater improvements' operations/ maintenance
procedures for the project on an annual or bi-annual basis:
1) Storm Sewer Inlets, pipes, curb cuts and concrete sidewalk culverts/chases,
structures, manholes, and the water quality/ outlet control structures (as
applicable) shall be cleaned through the removal of debris and sediment from
the associated items to allow for adequate drainage through the site to the
proposed detention facility (as may be applicable) or downstream systems
2) Sedimentation/ silting shall be removed to allow for adequate drainage along
the bottom of the swales and LID/ porous landscape detention basins. Grass
15
scrubbing along the bottom of the LID/ porous landscape detention basins
may be required to remove sediment and promote grass growth.
3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for
disturbed areas and other permanent erosion controls shall be provided for
areas where erosion has taken place and requires remediation back to the
proposed condition shown in the plans
The Stormwater Operating/ Maintenance Procedures listed above are guidelines to
the minimum procedures that shall be implemented for the site, with these and
additional measures being utilized on an as -needed basis.
B. Drainaae Concept
The proposed drainage concepts presented in this study and shown on the utility
plans adequately provide for the transmission of developed on -site runoff to LID/
porous landscape detention basins and to adjacent streets and existing and proposed
storm sewer systems. The proposed storm sewer will connect to the existing,
abandoned, Emigh Lateral pipe along Doctors Lane and convey flow around the
existing detention pond, located in the east quadrant of the PVH Lemay Campus.
The combination of the existing, abandoned irrigation pipe and the proposed storm
sewer system will provide for the 100-year developed flows to be conveyed
downstream to existing storm systems, while increasing water quality for the overall
Campus.
If groundwater is encountered at the time of construction, a Colorado Department of
Health Construction Dewatering Permit will be required.
C. Storm Water Ouality
The final design has addressed the water quality aspect of stormwater runoff. The
LID/ porous landscape detention basins and porous pavers with underdrain system for
the proposed site provide for additional water quality and treatment of runoff, prior to
flows being directed downstream.
D. Erosion Control Concept
Proposed erosion control concepts have been provided for and adequately provide for
the control of wind and rainfall erosion from the proposed development. Through the
construction of the proposed erosion control concepts, the City of Fort Collins
performance standards will be met. The proposed erosion control concepts presented
in this report and shown on the erosion control plan are in compliance with the City
of Fort Collins Erosion Control Criteria.
16
Erosion Control Escrow Estimate
The Erosion Control Escrow Estimate for the subject property is approximately
$20,701. Please refer to Appendix E for this calculation.
0 REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins,
Colorado, May 1984, Revised January 1997, & Associated UDFCD Updates and New City
of Fort Collins Stormwater Criteria manual, adopted January, 2012.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991, Revised January 1997, & Associated UDFCD Updates and New
City of Fort Collins Stormwater Criteria manual, adopted January, 2012.
3. Urban Storm Drainage Criteria Manual Volume 1, Urban Drainage and Flood Control
District, Denver, Colorado, March, 1969.
4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control
District, Denver, Colorado, March, 1969.
5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban
Drainage and Flood Control District, Denver, Colorado, September, 1999.
17
•
•
6
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APPENDIX
18
APPENDIX A
VICINITY MAP
19
VICINITY MAP
•
APPENDIX B
RATIONAL METHOD
HYDROLOGY
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Developed Weighted Runoff Coefficients
POUDRE VALLEY HOSPITAL A -WING REPLACEMENT
300 W3
1 0
1797
0
0
810
2,507
0.73
2 0
1.825
0
a
792
2.617
0.74
3 0
660
0
0
138
798
0.83
4 0
9.057
0
a
3,371
12.456
0.76
5 0
8.918
0
0
428
9.346
0.92
9 a
18.454
0
0
2.811
21.295
0.85
7 0
0
0
0
3.272
3,272
0.25
a 0
3,417
0
0
1.053
4.470
0.79
9 0
604
0
0
172
776
0.79
10 0
1"
0
0
229
1,510
0.84
11 a
2,673
0
0
693
3,266
0.82
12 38.278
0
0
0
3.429
41,707
0.85
13 0
130
0
0
4.924
4,954
027
14 26.387
0
0
a
0
26,357
0.90
15 2.6s4
0
0
0
0
2.644
0.90
18 0
1,186
0
0
0
1.166
0.95
17 0
9424
0
0
2.355
11,779
0.81
'y T
ti{��N���^N��_NrF07Vi:.1C.��igM17ii'IVV.�6'rC'I+
-
Total Acresge 1.54
1.37
0.00
0.00
0.58
3.47
Impervious Ratio
1
0
1797
0
0
810
2.607
70%
2
0
1.825
0
0
792
2,817
71%
3
0
Sao
0
0
138
798
84%
4
0
9,087
0
0
3,371
12,458
74%
5
0
8.918
0
0
428
9,346
96%
6
0
18.454
0
0
2.811
21,295
67%
7
0
0
0
0
3,272
3,272
5%
a
0
3417
0
0
1.053
4.470
78%
9
0
604
0
0
172
776
79%
10
0
1,281
0
0
229
1,510
86%
11
0
2.673
0
0
593
3.266
83%
12
311,278
0
a
0
3,429
41.707
83%
13
0
130
0
0
4,824
4.954
7%
14
25,357
0
0
0
0
26,367
9D%
15
2,644
0
0
0
0
2,6"
9D%
/8
0
1.186
0
0
0
1,166
1DD%
17
0
9,424
0
0
2,355
11,779
81%
Tatel lleraage
1.54
1.37
0.00
0.00
0M
3.47
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APPENDIX C
LID BASIN SIZING
CALCULATIONS
21
Design Procedure Form Rain Garden (RG)
101
Designer.
Company.
Daft:
Project
Lotadw:
ASPEN ENGINEERING
February 26, 2015
PVN A -WING EXPANSION BASIN 1
FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tnbutary Area, 4
(100% 0 all paved and roofed areas upstream of rain garden)
B) Tributary Area's Impervbusness Ratio (i = I,A100)
C) Water Quality Capture volume (WQCV) for a 12-hour Drain Time
(WQCV-- 0.81(0.911 P- 1.191 Pr 0.7810
D) Contrmuti g Watershed Area (including rabn garden area)
E) Water Quality Capture Volume (WQCV) Design Vahan
Vol = (WQCV / 12)1 Area
F) For Watersheds Outside of the Denier Region, Depth of
Average Runoff Producing Storm
G) For Watersheds Outside of the Deena Region,
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
(Drily It a different WQCV Design Volume Is desaeo
2. Basin Geometry
A) WQCV Depth (12-hxh maidmum)
B) Rain Garden Side Slopes (Z = 4 min., horiz drst per unit vertical)
(Use'M if rain garden has vertical walls)
C) Minimum Fiat Surface Area
D) Actual Flat Surface Area
E) Area at Design Depth (Top Surface Area)
F) Rain Garden Total Volume
(VT= ((AT. + Mu.J / 2)1 Doh)
I, = 70.0 %
i = 0.70D
WOCV = 0.22 watershed Inches
Area = 2,607 sq ft
Vim," = 48 cu It
d, = 0.00 In
Vep�,y oT�p = 0.0 cu it
Vwxv usrx = cu it
Dwow =
12
in
Z=
4.00
ft/ft
A,e„ -
32
sq it
Army =
14
Sq it ACTUAL FLAT AREA <MINIMUM FLAT AREA
ATm -
305
sq it
Vr
160
cu it
Oroose One
3. Groh" Media
e&r PUM Garden Gova g Neola
QDther (blit bl): .
(SEE LANDSCAPE PLANS AND CIVIL PLANS)
2of2
Designer. AGW
Comparry: ASPEN ENGINEERING
Date: February 26, 2015
Project PVN AMING EXPANSION BASIN 1
Location: FORT COLLINS, CO
PLDSiang-Basin 1, FIG 2MM115, 11:20 AM
0
)
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)
(
\
/
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...
{
(
a
)
\
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NO SPRLNKLER HEADS ON FLAT SURFACE
,. ...�.
\
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\
_»n 1, RG 2126/20 >+am
.r
Design Procedure ForTn: Rain Garden (RG)
Sheet 1 of 2
Designer. AGW
Company: ASPEN ENGINEERING
Data: February 26, 2015
Project PVH A -WING EXPANSION BASIN 4
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, 4
I, = 74.0 %
(10D% if all paved and roofed areas upstream of rain garden)
B) Tn'bddary Area's Imperviousness Ratio ( = U700)
I = 0.740
C) Water Quality Capture Volume (WQCV) for a 12-mour Drain Time
(WQCV= 0.8 • (0.91- P- 1.19.0+ 0.78.0
WQCV = 0.24 watershed inches
D) Contributing Watershed Area (uaiudrg tabu garden area)
Area = 12,458 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
Vwpy = 244 au it
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of
da = ODD in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
V„oyrTgm _ 0.0 cu It
Water Quality Caphre Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwo�v� = cu it
(Only it a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch mardmum)
Dwoev = 9 in
B) Rain Garden Side Slopes (Z = 4 min., hairdist per unit verucai)
Z = 4.00 ft / ft
(Use "0' If rain garden has vertical walls)
C) Mumimum Flat Surface Area
Ara„ _ - 163 sq ft
D) Actual Flat Surface Area
Ar = 22 still ACTUAL FLAT AREA < NININ N FLAT AREA
E) Area at Design Depth (Top Surface Area)
Ara, = 300 Sq ft
F) Rain Garden Total Volume
VT= 121 cu it TOTAL VOLUME < DESIGN VOLUME
(VT= ((Arm + Aamn) / 2) a Depth)
3. Grow'rg Media
Chooseone
(t8' Rain Garden Growtrg r4eda
ISDUM
(Euoin):
(SEE LANDSCAPE PLANS AND CIVIL PLANS)
4. System
se
ChooOne
A) Are unin
A) Are underdra'vms provided?
•
B) Underdram system orifice diameter for 12 hour drain time
f) Distance From Lowest Elevation of the Storage
y= WA it
Volume to the Center of the Orifice
a) Volume to Drain in 12 Hors
Vddz= WA cu It
il) Orifice Diameter, 3B' Mrftum
Do = - WA in
PLDSizing-Basin 4, RG 2/26/2015, 11:27 AM
0
Shad 2 of 2
Designer. AGW
)
-
\
!
N.
ƒ .......:,
\
.. . .
/ . ...
o.:.........
\
._,.
}
0UN
\
_
)
/
e
t-
RLDSizing.Basi.aRG
=612015, #: m
n
LJ
Sheet 1 of 2
Designer. AGW
Company: ASPEN ENGINEERING
Data: February 26, 2016
Project PVH A -WING EXPANSION BASIN 6
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Am. I,
1, =
87.0
%
(100% 8 all paved and roofed areas upsbeam of rain garden)
B) Tributary Area's Imperviousness Ratio ( = V100)
i =
0.870
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV =
0.30-
watershed Indies
(WQCV=0.8'(0.9rP-1.19 +0.78-D
D) Contrumtuq Watershed Area (hududtrg rain garden area)
Area =
21,295
sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
vwq v _
5W -
cull
Vol = (WQCV / 12) • Area
F) For Watersheds Outside of the Dower Region, Depth of
dr =
0.00
on
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region.
Vwacvmrra =
0.0
-- cult
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vmpy user =
cull
(Only if a different WOCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-Inch madmum)
DvAcv =
12
in
B) Rain Garden Side Slopes (Z = 4 min., horn. dW per unit vertical)
Z =
4.00
ft / ft
(Use'0' ff rain garden has ver8cal wags)
C) ktinimum Flat Surface Area
Aw„ =
357
sq ft
D) Actual Flat Surface Area
A, =
326
sq ft ACTUAL FLAT AREA a M011MUM FLAT AREA
E) Area at Design Depth (Top Surface Area)
At. =
957
sq ft
F) Rain Garden Total Volume
VT=
642
a ft
(Vr ((Arm t AAw) 12) * Dom)
3. Growing Medea
Ocose one
Qt8' Ilan Carden Growing Mudla
@Mhu (Eoain):
(SEE LANDSCAPE PLANS AND CIVIL
PLANS)
4. th,da, System
Qf
A)Are
�
Qt0
B) Underdrain system office diameter for 12 her drain time
9 Distance From Lowest Elevation of the Storage
y=
WA
it
Volume to the Center of the Orifice
g) Volume to Drain In 12 Hours
V06=
WA
cu It
to) Orifice Diameter. &r Mirmum
Do =
- WA
in
0 PLDSmng-Basin 8, RG 2/28/2015, 11:40 AM
0
0
Designer AGIN
/
Company: ASPEN ENGINEERING
February 26,
\ \/., �'
\
O
)
'
/
\5. Impermeable Geomembrane Uner and Geotextile Separator Fabric.
t
. Provided Ow
j- .,......._..,
\
\
..
§
\.
o..,. 2 �■.�
.
...
-
Choose
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. HEADS ON . .
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)
»
PLDSizing-Basin 2r2&2015,11«m
i�
u
Design Procedure Forth: Rain Garden (RG)
Sheet 1 of 2
Designer. AGW
Company: ASPEN ENGINEERING
Date: February 26, 2015
i Project PVH A -WING EXPANSION BASIN 8
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective imperviouiness of Tributary Area, 1,
y = 78.0 %
(100% if aD paved and roofed areas upstream of rain garden)
.
8) Trmutary Area's Imperviousness Ratio Q = IJ100)
1- 0.780
C) Water Quality Capture Volume (WQCV) far a 12-hour Drain Time
(WQCV= 0.8' 10.91• h- 1.19 • F + 0.78' i)
WQCV = 025 watershed iru3nes
D) Coriftutlg Watershed Area (Including rain garden area)
Area = 4,470 sq ft
E) Water Quality Capture Volume QNQCV) Design Volume
Vwocy = 94 cu It
Val = (WQCV f 12) • Area
F) For Watersheds Outside of She Denver Region, Depth of
de = 0.00 In
Average Runoff ProdUag Storm
G) For Watersheds Outside of th Denver Region,
VwpyaT _ 0.0 Wit
Water Qua61y Capture Volume (WOCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
(Only if a differed WQCV Design Volume is desired)
Vwpyuwi;t = cu It
2 Basin Geometry
A) WQCV Depth (12-inch maidmum)
Dom, = 12 in
8) Rain Garden Side Slopes (Z - 4 min.. hwiz dis per unit vertical)
Z = 4.00 ft / ff
(Us -(r if rain garden has vertical walls)
C) Mimimum Flat Surface Area
/�, - 63 all It
D) Actual Flat Surface Area
Ak - 5 Sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA
E) Area at Design Depth (Top Surface Area)
Alto = 218 sq it
F) Rain Garden Total Volume
(VT= ((Arm' Avg / 2)' Depth)
VT- 112 cu ft
3. Growing Medla
Onase One
OW Rain Garden Growhg IAe�a
Dt her (Flash):
(SEE LANDSCAPE PLANS AND CIVIL PLANS)
d.
un n System
A) Are
A) Are urdeNra'vns provioed7
�
Q10
B) Underdmm system office diameter for 12 hour drain time
Q Distance From Lowest Elevation of the Storage
Volume to the Ceder of the Orifice
y= WA It
7 Volume to Drain in 12 Hours
V0112= WA cull
7 Orifice Diameter, 3M- Krdmi m
Do in WA in
• PLDSmng-Basin 8, RG 228/2015, 11:48 AM
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sheet 1 of 2
Designer: AGW
Compalry: ASPEN ENGINEERING
Date: February 25, 2015
rya Project PVH A -WING EXPANSION BASIN 12& 13
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
1.. 75.0 %
(10D% it all paved mid roofed areas upstream of rain garden)
.
. B) Tributary Area's Imperviousness Ratio ( = V100)
1= 0.750.
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time
WQCV = 0.24 watershed Indies
f WQCV= 0.8 • (0.91* P- 1.19 - ? + 0.78.0
D) Cmlibudng Watershed Area (including rain garden area)
Area = 46,661 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume
V.= 932 cuff
Vol = (WQCV 112) • Area
F) For Watersheds Outside of the Denver Region, Depth of
de = 0.00 in
Average Rmnolf Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwo v� = 0.0 - cu If
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwocv� = cu It
(Only 8 a different WQCV Design Vohmre Is desired)
2. Basin Geometry
A) WQCV Depth (124nch mwomum)
D.- 12 in
B) Rain Garden Side Slopes (Z = 4 min., flora. dist per unit vertical)
Z = 5.00 ft / ft
(Use *W If rain garden has vertical wells)
C) Mimlmum Flat Surface Area
Ar,= 621 sq It
D) Actual Flat Surface Area
A„mr = 749 sq ft
E) Area at Design Depth (Top Surface Area)
Ar. = 1665 sq It
F) Rain Garden Total Volume
VT= . 1,207 cult
(VT= ((ATm + Av:.J 12) • Depth)
O"'e One
3. Growing Media -
(D18- Rain Garden Growlg Mega
(Explain):
(SEE LANDSCAPE PLANS AND CIVIL PLANS)
4. Vnderdrain System
Onaose Ore
A) Ave nmderdrains provided?
&B
(DN0
B) Underdiahn system orifice diameter for 12 hour drain time
Q Distance From Lowest Elevation of the Storage
y= it
Volume to the Center of the Orifice
- 0) Volume to Drain in 12 Hours
V0112= WA cult
El) Odfice Diameter, 3W Minimum
Do - WA In
mom
PLDSiang-Basin 13, RG 2/2612015, 11:59 AM
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PLDSiang-Basin 13, RG 2/28/2015, 11:59 AM
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CURB CUT, INLET, & STORM PIPE
SIZING
22
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® civil 3D® by Autodesk, Inc.
DP1 & DP2 - 2'
CURB CUT CAPACITY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 2.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 0.55
Depth (ft)
I.00
0.50
AI
�f
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Top Width (ft)
DPI & DP2 - 2' CURB CUT CAPACITY
Tuesday, Mar 24 2015
= 0.22
= 0.550
= 0.45
= 1.23
= 2.00
Depth (ft)
1.00
0.50
e ��
—0.50
Weir W.S.
Length (ft)
Weir Report
Hydrafknv Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DP4 - 4' CURB CUT CAPACITY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 4.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 2.71
Depth (ft)
1.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ftts)
Top Width (ft)
DP4 - 4' CURB CUT CAPACITY
0 .5 1 1.5 2 2.5 3 3.5 4
Weir W.S.
Tuesday, Mar 24 2015
= 0.41
= 2.710
= 1.63
= 1.66
= 4.00
Depth (ft)
1.00
0.50
-0.50
4.5 5
Length (ft)
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc,
DP5 - 4' CURB CUT CAPACITY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 4.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 2.13
Oepth (ft)
1.00
0.50
)w
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fVs)
Top Width (ft)
DP5 - 4' CURB CUT CAPACITY
Tuesday, Mar24 2015
= 0.35
= 2.130
= 1.39
= 1.53
= 4.00
Depth (ft)
1.00
0.50
1 1I
-0.50
Weir W.S.
Length (ft)
Weir Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3138 by Autodesk, Inc.
DP6 - 8' CURB CUT
CAPACITY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 8.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 4.86
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fVs)
Top Width (ft)
DP6 - 8' CURB CUT CAPACITY
Tuesday, Mar 24 2015
= 0.38
= 4.860
= 3.03
= 1.60
= 8.00
0 1 2 3 4 5 6 7 8 9
Weir W.S.
Depth (ft)
1.00
0.50
MY
-0.50
10
Length (ft)
Weir Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
DP8 - 2' CURB CUT CAPACITY
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 2.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 1.00
Depth (ft)
1.00
0.50
MO
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP8 - 2' CURB CUT CAPACITY
Tuesday, Mar 24 2015
= 0.33
= 1.000
= 0.67
= 1.50
= 2.00
Depth (ft)
1.00
0.50
M
-0.50
Weir W.S.
Length (ft)
Channel Report
Hydraflow Express Extension forAutodesk® AutoCAD® Civil 3136 by Autodesk, Inc.
BASiN -/Z
West Canopy Q100
(for 2 roof drains to south)
Rectangular
Bottom Width (ft)
= 1.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 1.00
Slope (%)
= 2.00
N-Value
= 0.026
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.90
Elev (ft)
2.00 ---1
.25 .5
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity fts)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft) .
EGL (ft)
75 1
1.25
Tuesday, Mar 24 2015
= 0.33
= 0.900
= 0.33
= 2.73
= 1.66
= 0.30
= 1.00
= 0.45
Depth (ft)
1.00
0.75
0.50
0.25
0.00
1 -0.25
1.5
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc.
DP 10 Curb Cut Chase
Rectangular
Bottom Width (ft)
= 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 1.00
Slope (%)
= 2.00
N-Value
= 0.015
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.34
Elev (ft) Section
2.00
1.75
1.50
1.25
1.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Cdt Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Tuesday, Mar 24 2015
= 0.08
= 0.340
= 0.16
= 2.13
= 2.16
= 0.10
= 2.00
= 0.15
Depth (ft)
1.00
0.75
0.50
0.25
1 1Y
0 75 I I I I I I I -0 25
•
0
.5 1
1.5
Reach (ft)
2
2.5
3
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DP 10 Curb Cut
Rectangular Weir
Highlighted
Crest
= Sharp
Depth (ft)
Bottom Length (ft)
= 2.00
Q (cfs)
Total Depth (ft)
= 0.50
Area (sqft)
Velocity (fUs)
Calculations
Top Width (ft)
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 0.34
Depth (ft)
1.00
0.50
f 11
-0.50
DP 10 Curb Cut
Tuesday, Mar 24 2015
= 0.14
= 0.340
= 0.27
= 1.24
= 2.00
Depth (ft)
1.00
A1 4
M IO
-0.50
Weir W.S.
Length (ft)
Weir Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3138 by Autodesk, Inc.
DP 11 Curb Cut
Rectangular Weir
Highlighted
Crest
= Sharp
Depth (ft)
Bottom Length (ft)
= 2.00
Q (cfs)
Total Depth (ft)
= 0.50
Area (sqft)
Velocity (ft/s)
Calculations
Top Width (ft)
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 0.75
Depth (ft)
1.00
0.50
0.00
DP 11 Curb Cut
Tuesday, Mar 24 2015
= 0.23
= 0.750
= 0.47
= 1.61
= 2.00
Depth (ft)
1.00
0.50
it
-0.50
Weir W.S.
Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DP 11 - 2' Curb Cut Chase
Rectangular
Bottom Width (ft)
= 2.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 1.00
Slope (%)
= 2.00
N-Value
= 0.015
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.34
Elev (ft)
2.00 --1
1.75
1.50
1.25
1.00
0.75
Section
Tuesday, Mar 24 2015
Highlighted
Depth (ft)
= 0.08
Q (cfs)
= 0.340
Area (sqft)
= 0.16
Velocity (ft/s)
= 2.13
Wetted Perim (ft)
= 2.16
Crit Depth, Yc (ft)
= 0.10
Top Width (ft)
= 2.00
EGL (ft)
= 0.15
Depth (ft)
1.00
0.75
0.50
0.25
IX
-0.25
0 .5 1 1.5 2 2.5 3
Reach (ft)
Area Inlet Design - Sump Condition
Area Inlets for Design Point 17 (33% of Basin) (Neenah R-2533 Inlet Grate)
Project No. 300-003
This sheet computes the controfng area wlet flow conditn
Weir Equation:
n
Q, = CLH 2
where: H = head above weir
Orifice Equation:
Q.„,_ = C. A. -gH
where: H= h z- h v
Grate: Neenah R-2533Inlet Grate
Weir. Orifice:
G� = 3.20 C, = 0.65
L� = 2.91 It (1) Aw = 0.53 it`
Factor= 0.30
Number of Inlets = 1
Flowfine elevation of grate = 4971.20
100 year Design Flow (ds) = 1.26
100 year WSEL (1.2566666 4972.20
Head (it)
O..r
O.M�
Q row
WSEL
0.10
0.21
0.61
0.21
4971.20
0.20
0.58
0.87
0.58
4971.30
0.30
1.07
1.06
1.06
4971.40
0.40
1.65
1.22
1.22
4971.50
0.42
1.78
1.25
1.25
4971.62
0.60
3.03
1.50
1.50
4971.70
0.70
3.82
1.62
1.62
4971.80
0.80
4.67
1.73
1.73
4971.90
0.90
5.57
1.83
1.83
4972.00
1.00
6.52
1.93
1.93
4972.10
1.10
7.53
2.03
2.03
4972.20
Notes:
1) This is the effective weir length which equals the sum of the open space lengths
between bars In the predominant flow directions.
Space width = 0.1040 ft.
Bar width =
0.1350 It
Number of bars =
6
Number of spaces =
7
Grate length -
1.33 It.
Effective Grate Len
0.73 it
Space width = 0.1040 It.
Bar width=
0.0833ft
Number of bars =
6
Number of spaces =
7
Grate Width =
1.02 ft
Effective GrateWidth -
0.73 ft
3:00 PM
3/23/2015
Neenah Enterprises Page 1 of 1
NEENAH
F O U N D R Y
R-2533 - Inlet Frames & Grates
R-2533
Inlet Frame, Grate
Heavy Duty
Standard Grata (shown) Type A
Alternate Grate(sF
rAruoe eRAtE
NllMM TYPE
so.
Et.
spin
"M
PMETER
uREM
rHT
R-2M A
1.1
EB
C YPe �Q YPe TYPE �
RC
R-5n -So a
1
S
I]2
SA
Available Ud: R-1710
Non -Rocking feature available.
Catalog Number A 6 C E F
R-2533 22 1-12 20 35 9
All dimensions are listed in Inches unless otherwise noted.
To order Neenah Foundry products, please call 800.558.5075.
0 2015 Neenah Foundry, all rights reserved.
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APPENDIX E
EROSION CONTROL & RIPRAP
SIZING; EROSION ESCROW
23
ASPEN ENGINEERING
PVH A -Wing Building Replacement
Riprap DP-1
upoateo:
zs-near-io
Box Width:
W
24
in
Box Height:
H
6
in
Discharge:
Q
0.55
cfs
ailwater':
y
0.2
ft (unknown)
• Assume that v=0.4•D if tailwater rnnditinnc are unknrn
1. Required rprap type:
2. Expansion Factor.
3. Riprap Length:
By: AGW
Checked:
J�oil Type: Erosion Resistant Soil (Clay)
Max Velocity v 7.7 ft/sec
in RECTANGULAR CONDUIT
CLIWH"5 = 0.78 < 6 —> use design charts
H 0.50 ft
Yt/H = 0.40
Q/WHA0.5 = 0.39
d50 = 0.01 in ----> 6 in
—> Use 12 in Type M
1/2tanO= 6.8
At = Q/V = 0.07 ft2
L=1/2tanO . (At/Yt - D) _ -1 ft
4. Governing Limits:
L>3D 2 ft
L<10D 5 ft
5. Maximum Depth:
-
Depth = 2d50 = 2 (6 in / 12) = 1 ft
e
S. Bedding:
0-EWWahn An %
r—T 1 1 1 1 1 1 1 1
3 1 2 S 4 A 6 7 9 9
TMLVATER DEPTH/ CONDDIT HEIGHT-Y M
MD-24 EXPANSION FACTOR FOR RECrANGUTAR CONDUITS
Use 1 ft thick layer of Type II
(CDOT Class A) bedding material. o"T� '.
YI/H
YY H. 4 L m d .-....V91 911P.M Im Y9VMt.W I` w 1l..mr.l.
7. Riprap Width: 6«.. rye. same. a 3x aw.m.m..
apm.Im.a--Rgr;b wm..9m nReegaprsasaomr vaaar N-d":a
Width = 3D = 3 (6 in /12) = 2 ft
(Emend dprap to minimum of culvert height or normal channel depth.)
Summary: NOTE: Use 3 Ft x 3 Ft Cobbles for Landscaped LID Basin
12 in Type M
Length = 3 ft
Depth = 1 ft
Width = 3 ft
3/23/2015
ASPEN ENGINEERING
PVH A -Wing Building Replacement
Riprap DP-4
Updated: 23-Mar-15
[Discharox Width: W 48 in
ox Height: H 6 in11
ge: Q 2.71 cfs
all y 0.2 ft (unknown)
' Assume that y=0.4'D if tailwater conditions are unknown
1. Required rprap type:
By: AGW
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity v 7.7 ft/sec
RECTANGULAR CONDUIT
Q/WH's = 1.92 < 6 —> use design charts
H 0.50 ft
Yt/H = 0.40
Q/WHA0.5 = 0.96
d50 = 0.03 in —> 6 in
> Use 12 in Type M
e
7
2. Expansion Factor. R
1/2tan®= 6.8 �a
3. Riprap Length:g 3
`x
At = Q/V = 0.35 ft2 5
L=1/2tanO ` (ANYt - D) = 9 ft
4. Governing Limits:
6. Maximum Depth:
6. Bedding:
L>3D 2 ft
L<10D 5 ft
Depth = 2d50 = 2 (6 in / 12) =
Use 1 ft thick layer of Type 11
(CDOT Class A) bedding material.
7. Riprap Width:
1 ft
B
g
d
TAILMATER DEPTH/CONDUIT HEIDHT-TI/N
MD-24 EXPANSION FACrOR FOR RECTANGULAR CONDUITS
•..�.!
Ur Ha Wd d N a4vanr aa..pt Dm a�Ovcr��td Ns in Y pp�al.
TM L of a aaroav d M aw.astr a
RDda NDM-W� 11a P1Wdlm d R-M-Vy aaed OdYYW M QIW" R
Width = 3D = 3 (6 in /12) = 2 ft
(Extend riprep to minimum of culvert height or normal channel depth.)
Summary: NOTE: Use 5 Ft x 5 Ft Type M
12inType M
Length = 5 ft
Depth = 1 ft
Width = 5 ft
3/23/2015
ASPEN ENGINEERING
PVH A -Wing Building Replacement
Riprap DP-5
Updated: 23-Mar-15
Box Width: W 48 in
Box Height: H 6 in
Discharge: Q 2.13 cis
ailwater': y 0.2 ft (unknown)
' Assume that y=0.4sD if tailwater conditions are unknown
1. Required rprap type:
2. Expansion Factor.
3. Riprap Length:
By: AGW
Checked:
oil Type: Erosion Resistant Soil (Clay)
Max Velocity v 7.7 ft/sec
RECTANGULAR CONDUIT
Q/WH'.5 = 1.51 < 6 —> use design charts
H 0.50 ft
Yt/H = 0.40
Q/WHA0.5= 0.75
d50 = 0.03 in -->
—> Use 12 in Type M
1/2tan6 = 6.8
At = Q/V = 0.28 ft2
L=1/2tani3' (AWt - D) = 6 ft
4. Governing Limits:
L>3D 2 ft
L<10D 5 ft
S. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
0
6. Bedding:
6 in
TAILY TER DEPTH/CONDUIT HEIGHT-Y�/H
MD-24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS
Use 1 ft thick layer of Type II
(CDOT Class A) bedding material. i .4 a A to
Y1/M
tb H, i,. L p H dW..m NNerl !m LptX..iteHr :n W yenn.
7. Riprap Width: ..oX To. a 4 e.mX. a NI ao,n.v4on
.. Np..roa-HWwee.+r nrXnm Xa.una�Xcemromaevaewaro+�"za
Width = 3D = 3 (6 in /12) = 2 ft
(Extend dprap to minimum of culvert height or normal channel depth.)
Summary: NOTE: Use 5 Ft x 5 Ft Type M
12inType M
Length = 5 ft
Depth = 1 ft
Width = 5 ft
3/23/2015
ASPEN ENGINEERING
PVH A -Wing Building Replacement
Riprap DP-8
Updated: 23-Mar-15
Box Width: W 24 in
Box Height: H 6 in
Discharge: Q 1 cfs
' Assume that y=0.4`D if 1
1. Required riprap type:
2. Expansion Factor.
3. Riprep Length:
0.2 ft (unknown)
conditions are unknown
By: AGW
Checked:
Soil Type: Erosion Resistant Soil (Clay)
Max Velocity v 7.7 ft/sec
RECTANGULAR CONDUIT
Q I-11-5 = 1.41 < 6 —> use design charts
H 0.50 ft
Yt/H = 0.40
Q/WHA0.5 = 0.71
d50 = 0.02 in —> 6
—> Use 12 in Type M
1/2tanO= 6.8
At=ON= 0.13 ft2
L=1/2tan0 ' (AWt - D) = 1 ft
4. Governing Limits:
L>3D 2 ft
L<10D 5 ft
5. Maximum Depth:
Depth = 2d50 = 2 (6 in / 12) = 1 ft
6. Bedding:
in
TAILWATER DEPTH/COMIT HEIGHT-Yf/R
MD-24 EXPANSION FACTOR FOR RECTANGULAR CONDUITS
Use 1 ft thick layer of Type II
(COOT Class A) bedding material.
rfix
iti ML e 4 d N d4 zvMM h fiwegfep fie in M Om.tl.
7. Riprep Width: »ix. rm. r e siefo m ax zz.ean®.
RpvYD]}.-Rlpq 6qM lraYlim a RsvgYvf'mOigW Ytlt4 alvH"zl
Width = 3D = 3 (6 in /12) = 2 ft
(Extend Amp to minimum of culvert height or normal channel depth.)
Summary: NOTE: Use 3 Ft x 3 Ft Cobbles for Landscaped LID Basin
12 in Type M
Length = 3 ft
Depth = 1 ft
Width = 3 ft
3/23/2015
EROSION CONTROL COST ESTIMATE
ill: pig 11 X
CITY RESEEDING COST
Unit
Total
Method
Quantity
Unit
Cost
Cost Notes
Reseed/mulch
3.47
ac
$723
$2,508.81
Subtotal
$2,509
Contingency
50%
$1.254
Total
$3,763
Notes: 1. A<=5 ac=$655/ac; A>5 ac---$615/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity
Unit
Cost
Cost Notes
Vehicle Tracking Mat
39
CY
$30
$1,170
6 Gravel Filter
10
ea
$300
$3,000
5 Straw Wattle Barrier
7
ea
$150
$1,050
8 Sift Fence Barrier
1582
LF
$3
$4,746
38 Gravel Mulch
2.47
ac
$1,350
$3,335
39 Hay or Straw Dry Mulch (1-5% slope)
1
ac
$500
$500
Subtotal
$13.801
Contingency
50%
$6,900
Total
$20,701
Total Security
$20,701
APPENDIX F
PROPOSED DRAINAGE BASIN MAP
EXISTING DRAINAGE BASIN MAP
24
EROSION CONTROL PLAN
I.mALL�MDFMLT---- NeeEDErALNNIBTCPIN�
I I SNDrIORanx, Resr. NOmn AlvarNDesDF IxeruLaRASa
I Pwacwr,.e RavAR IMermTN�
[till —J 1 h is As �S is s
NBdLL IC
DNx ETIorat
n
c
�1
Ed
44
DOC70R+S LANE
PVHS A -WING
H
H
I
• JD — FRCPOYL INI CONTOUR - 5 ET INTERVAL
'\ 09 — PROPOSED INTERMEDIATE CONTgM - 1 FT INTERVAL
s.; a
`hXKKE 1RAIXINC PAD
SF — SILT FENCE
® TYPE M RIPRAP
I • IY WATTLE CHECK DAM
( RAY OR $TRAW DRY MULCH
(1-sxl
— GAYEL NET FILTER
i
NOTES
1) CONTRACTOR TO INSTALL SILT FENCE, PRIOR TO BEGINNING
CONSTRUCTION ACTIVITIES. TOTAL LENGTH OF SILT FENCE =1,58Y LF
WHERE SILT FENCE IS SHOWN OVER HARDSCAPE (SIOEWALKS, ETC)
CHECBEDBY'. IRO
DESIGNED BY: AGW
DRAwn BY AGW
A OPAVEL SOCIOFILTER SWILL BE UTILIZED IN THESE AREAS DURING
CONSTRUCTION, AS APPUCABLE
2) All DISTURBED AREAS ARE TO BE SEEDED AND MULCHED, OR
LANDSCAPED AS SH NAN ON THESE PLANS AND THE LANDSCAPE
PLANS.
- - - ]) STOCK PILES SHALL NOT TO EXCEED 10IN HEIGHT. -
e) ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ME TO BE
RE -VEGETATED AND RETURNED TO HISTORIC CONDEDOOF
5) VEHICLE TRACKING FOODS LOCATIONSN SAE BE DETERMINED BY
1
w
THE CONTRACTOR AND PRIOR TO CONSTRUCTION, MD EMILL BE
INOrALLEDACCORDINGLY
��jj
Z
FMf�
Q
S) SEE SHEEE CDG FOR BROWN CONTROL NOTES AND DETAILS, AND
CONSTRUCTION/ EROSION CONTROL SEQUENCE CHART
Wo
a
=U°
wg° z
in o
JW7
<o Z
> u m
030
W
:a
a
CALL UTILITY NOTIFICATIO4
CENTER OF COLOMDO
1400-9224987
a.TX
FORTW�NGOFUNWMHERmLU A aNw
City Of Collins, Colorado w•"""'"""W�a
UTILITY I LAN APPROVAL THESE PUNS HAVE BEEN REVIEWED BY 1THE ENOO RECrs
LOCAL ENTRY FOR CONCEPT ONLY. THE
APPROVED REVIEW DOES NOT IMPLY RESPONSIBILITY BY o�eN 'K&
C y Engineer Dole THE REVIEWING DEPARTMENT, THE LOCAL Ir !
043251
CHECKED B(: ENTRY ENGINEER, RR THE LOCAL THE FOR p
Water WaabWoler Wily Gale ACCURACY AND FURTHERMORE.
OF THE O
CALCULATIONS. FURTHERMORE. THE REVIEW � •�—� _tp
CHECKED BY: DOES NOT IMPLY THAT QUANTITIES OF ITEIMS a nNAIn�
51 rmWa4r UUfy Dole ON THE PUNS ARE THE FINAL QUANTIFIED '
CHECKED BY: REQUIRED. THE REVIEW SHALL NW BE
Fair k Recrea40n Da4 CONSTRUED IN ANY REASON AS ACCEPIMCE ewwecrrlo:
CHECKED BY: OF FINMEAL RESPONSIBILITY BY THE LOCAL DAM BV IDIOCIES
lrollic Engineer Da4 EN ILIY MR ADDITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING ILE SHEET NO: 0007
CHECKED BY: CONSTRUCTION PHASE,
ENironmenlal Ponner Dale 7 OF 18
♦ SWAN WAriRES, EMBEDDED AND STAKED, AS
S OM IN'WATIITF L SM FILTER' METATHIS ET. TV me
ENSURE STABILZATN.' OF WATTLES. SPAO„C SWLL WE w w
BASED ON vDgTCA. T T -HEAD nDwT (AT ; vAa«
INTERVALS MNEPE 110' HEIGHT S E%CFF➢OF BY NU) YE HI A MOST O gTYF N
OF wANNF1). BE HIGHER rill
VNnIL VRbLfN MIN PfINiB (Turn
6rAltE
(IYPI
mP v I A
. xroeaL
SECTION A PLAN VIEW
FRIA GENERAL INSPECT KP
FACT-COMPACTEDATTLEgEPNR AND BEACH T RECESBAPr) ME
B,(.CKFlLL FLOW WATTLE M1EP5 AFRR EACH sTNM EVENT.
Ij
% ALL WATTLESBE MUST REPLACED AFTER 11
1 MONMS UNLESS APPROVAL IS fAtMM BY W
ENGINEERING DIVORIN FOR LONGER UY.
_ • 3 PLEASE REFERWA 1 FINFO LNG Nw AND
SNWNEB4IE FOR
ADDITIONAL 1 M ALIA
PROFILE VIEW NAn
NOTES DwnLs�Nwnw.Wawm Par
FNSTEmO
18" DIAMETER STRAW WATTLE CHECK DAM
a'R s
TO paNI
1
O
I9J
()
(4)
(Bf
a
11
(7)
(8)
N
(II)
02)
(11)
(15)
(10)
STMI DERMONAN08E016EHTC MOL
PLAN
=NBTIDCTON MOWS
gaMrMer omewin
The mtrtl bzceaer muss be maaetlakag lwenry-kur (U)harslnorm any [meuu[Imm
INs b.
TM1wn band wSIRandcot,eummambIng cDo wMb Petmrta emigmram lb acceptedDWIN
( 9 e stripping, h O I krxnBM Il ire- c I«t°my m4Wld d eatb/
(gmkW r9D d 8 1. ap nc r°Qu M wool rbcyres ylNl bengaheaa[Ew
yandmocam Mm1q 1' 4 as-nti[aretl-n lbapNwW pgae WeNM cmrtuzEon
Atal ti dmng,mx cbon,IN D AVg Snap rorexlonatla 4pw4gmd mltregrgaeais
movon includingkeeping M OM" 1fi Wr ly Walaree so fern lridmiswixlMw,n Se , Else
Dave n eel b raw d b VlinN and m. maHlg 4e nwbn[vrArd htiiu shorn
hers
Pone' eq elShall be o e ax,M1 paxLl R ag la of
a°' s 9 9 M1 Ilb d N ( NWny lu en ed <m 'dN
m•a_ w a Ip amn
wor) W aW-gi hen coma e!( rgg ad"g WMg yn alai kptn9 Mkng
Nt1 h [eh p upn ed au Try pMTq OaMOM 9Mntl bu al 1 h
veptld om Pm aim Ceara BMng - y M Too T areM)dA dapgeFe a W
ryr z°Iway sl all rumen eawsed by land asbpnpaCMiyb more than NM(Jgidys cefore mptatl
twowym Mrmanememamcmeddpws ich,imM aWa Mybmmaed UnlrstlMMr
a( edb)M•CKFFAR Ay,
lna rlormlmkewm,on WWk al, YIImWmy(gmqurag ashcan mnWlmmarm Nak
of Ba nape[tedrteminimum o/ebee[wry Ma(2)neMs and aBw rcF tiDlikprR etwmmll
mtlreTe lreavrxmxrruttMai b[<srryn °rdamenaure Ne t°nDrmtlpnbmmmal
Rmndn naea Sol
R) a' dlt k'M bUma WOVMnCa MSesenouneim enMn.a aroaaanuWCMwyaWbeiwe
ax entw WsM the woam cmntlnspera
(cl Barmwe]ehar to vu nee been vlACierty 4adFZMrdelmniMbylM seem Gmtrtl
"mat°`
NTmlempwM If ANS ,MeM an dI w 11 d, arefiwmm NmdmA,r ansibk brm,tIW1
up mtl f II edmem end tlaxis tern all denag nhexbucmre entl °Cow WMt M1CIMas
mwwram AN xch
ay[kmepmymnlmcm nTAmNP y Iuaaed me'rq
TM1e m t M1 w public
men 'e Ik mer pual[igMxdwey,one makes°mseemandwabrayxern[IeanwlaMa
end I h rF pdry.
r P kMln Fe d ry pmwld
al a at m rtl y t a 1n U .ed t
Naas - Ak n 1 semi DII h n gn AI l tore T Ian - e1' mkrwll
tnnspcaM as N g, tl rg, open k ilk g. Ray 1 kp "ag mow
n Ny PB' aw alb hd a Ina.
Tbeg mvaWrvo McVar ,fd noon ponmwll Wrnmleamdnw smwlnenWlbeclwnM
„ponconplman&tMpmmtand babre wrningme mamtmmmmw mlMCM•Omnrya
ammmwslAsmciwm MOAT
Gay ordnance and Colorad°DkMmge mane Coaem(COPS) rawlramerea make A UNaahrlb
disc elm or dim Me duharge of any polutam w contaminated wow Ew«nM0[tm seas.
Pobwmxind°ee but No'It WRIGHT to divaided uunany niakuels, mmrelawdrwaxnwd ch kcros
at entl ens w°auas userentl amaary warnTnedwmmesMllman4mntamekawwmenurn
mnwmrymasmretimpmpar[odanmethane aspasal dpdMmban MeabinacmrdwlbwkM1
aM and all app'loble lomlffib. and kbra'pulaemi
A bogwwl nth ANSI be lxonba m ssa bronnnaeuk[nvlew"M Tro aroa NLlba
m° OodwaxbemrinwaNwtmataiMaPdbc.Wd m Imo B[y(M) W wry Iw° ne, rMwry
mnsbl m UnaC IOW dConL lion achtW bn wmr wMMr mW will ore
'w mtl Kg dumW dohs to Be von b°ng,t men
TOwswebmlII
BMPS Mall be mA41W end mwWmW unit Mesas we wftw glisrl.
esbkmvnedgtMera°°cmbdm Wr,"MaLa. CkyLMSOdII.SCREEN (L) Ba 419mbrdnwopwrM
mesh
@) DdmdmM Mm.
(p) Nmeld mdmaer.
(dJ OMw bmam4ifnwhd.
ThaD nMa ltld mry wuramwwem<mtrd measwn in M3Em mxMatis sM1w mtMapMr.
`M1e Dev.lmwslw mpwmwnewwmrrrosweawmp.e nemmary, azarm.eMMv
tWLeweY
SEEDING CHART
i ]�
(1'
r
< a
` � IF R
t r
m
W
g
VO«IA
¢[
aq
Table 11.2. Raomm nary Species and Application Roles of Sends
Iw Tam Ve talon and/or GOver Cr
Temporary Vegetation / Dore
$peeH9 $BOSM1 puled PCUnda/Acre
Annual RK9rou Cod 20
Oats Cod JO
Cereal Re Cod 40
Neal
Wheal - Spring
q ew 60
Batley Cod 60
Millet Warm 30
Hybrid Sudan Warm 15
Sorghum Warm tO
Cod uoson major 4 make Mole wrinmajog growth m the sable. Wamn season ikol
make their major growls F late spring mtl wmmer. cable 11.4 Identifies planting
dales for perennial and temp«ary/cowr crap grasses.
Tab1811.1. Planting Dales (w Pwmntl and Tem Cover CI CraBae9.
g pwary/ Op
DATE PERENNIAL CROP GRASSES
GRASSES CROP GRASSES
W«m Cod Worm CBS,!
ic4 p!•klq INpIKeeR
yr
Mpy.ilpbv
[MI5
_
FoalymrH
eWtl
reue<ma
aba
a!•e.H
i
b
W eYlea([selle
brass<im m•tm uyeec[mm
ea poor
easier
aeaanmlw eKAR KmkmeHt
{
{
as
n
vy
t
[
e
._...r. Drrauv
a Ed;
4CIm/Yq Pmea
aln amla w 9reo
knee
- m Wt z, ba (Le OEM1
Waw
.m xwt
ad ae
L [aatalia [eppb DEM11rsses
tl weim
¢a.amvaee
w ssa Poaee
aminmw.@ftlaea
laaELLYGb^ Taeiede we ab
m
a
y
H+a nme
low
ruawmr lm mar
a' Benavetf -
mw< turn
Jm 01 - Feb 25 Yea Yea No No
Met Ol - May IS Yes Yes No Ye
.•„A,v s a
Myj6,_.May, 31 Tea NO Yee NO
J n 01-Jul 31 No NO Yes NO
Aug Ol - Aug el No Ye¢ No yes
Sep 01 - Sep 30t No NO No Yes
Oct Ot DeC 31 " Teo Yea No NoaGRAVEL
Mulchn shall be used t0 oumt n mloblmhment of w t tan One BE mor of theI(APPROK.
9 ge a ! a
idlowing mulches shall be used With 0 perennial drriand grass seed mxture eo
temporary Vegetation or cowr rop.WIRE
Mu1M APDROOIkn Rote
Acceptable Dates of use _
W
1'
IeAA waaK'ms
INLET - -
-- r� •a+•—`
FILTER �
3/4• DIA.
CONCRETE
*SMEENBLOCK
(APPRO%. 1/2' MESH)
42rx4A WOOD STUD
FILTERED WATER
OF
INLET
SCREEN
FILLER 2'x4'WOODSTUD
PLAN VIEW SECTION A
GENERAL NOTES: A
1. INSPECT AND REPAIR AFTER EACH STORM EVENT.
REMOVE SEDIMENT WHEN ONE ONE HALF OF THE FILLER DEPTH
HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER
FILTERING MEASURE.
2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED
-A�11
µ,FILK
_se
.di
.-a.
.r
.w.
LL [ebe, [tl g. -'All
oa [mma u a bun
cle [a•vf
nu e`
aw r • wHtue
Eves ruck
W p
wsen a w
ssa
n w
Iva LraapoyFmim
Straw or Hoy Use Ot - Dec 31 1 1/2-2 tons/cPe
Hydraulic (wood or paper) Mar 15 -May 15 1 1/2-2 ions/a0yeOVERNOW
Erodon control (mob w blankets) Jan Ol - Day 31 Not 2-2appltome
strow mulch shall be Gee Bf n Ws weeds and at least 50E of the fiber ENRN
De lOrinMee «sharp In IMQIM1. 'hTen Beetling with nOlNp gmssas nay horn a n011w
Ydung
¢a06 is a suggested mulching material, it avaidble.WIRE
Ig ydf aMli g p
in anon Is used, h suite mulches may be teal Irom M«ch 15 tMm h Se 3D:iedn4W&OUm<wgrtl
a Straw Mulch
1. the or straw mulch wN be anchored to the ron by one or
me Idlowing memos&
(0) p ore hat which will crimp ins Ober four ibex or
shelf Into the sot,. At least 505 th the Ober
M011 be 10 Inches w more In length.
mulch netting inalullea MARC the nay
(D) Mr straw
or straw acrording to manUlwtureri IrmWdlma
according
Md elunm(14)
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A &vastHa
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CHECKBDBY.
nsslcrvsD BY
nluwn BY
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NDPE$ PERMIT NOTES
1. SITE DESCRIPTION:
0.Iconstr echdrof a width n* and Of gladinq utility work roadway conalrvdim and the
construction of a UD Basin* and osswia[etl storm wtlall structure.
FROM TRAVELED WAY OF ROADS
EROSION CONTROL CURB INLET GRAVEL FILTER.2
w
b. The major wlivitiea are planned n the following sequence:
1. Clearing and GmbbNg necessary for perimeter controls
Iwatdlallon of wrimeter controls.
-3. DemdHion of "[stirs asphalt, structures, and ache Hems. as applicable.
E4 Dealing of Site. PaM1 g Lot, draw oiMes, ono "des and seamemNer D bms
tl
'aRlegblal Snof CmVdnmmeare9aluctoll YIngrCm44uC1I0a
The site contans ap roximately 30 wraA all of which is expected to undergo clearing
Its
or gradng, w padditiwd Bfeite Wading taking pl a to tie-in to existing
t d/rtl ny w
wN
d, Rational •C' Ax 0,84 bete crostrucl for existing site The Ratbntl OC for proposed
development roles frown 0.25 to 095. with the aver 'C• for the site bein 082
Me site IMa within the Mod«ate Rolnfoll Erotlbil ty on and Low Wind Erb�OBity ZmB
pa the City of Fort Collins nme maps With the exstng site slopes of approximately
1% to SPA the new knprowmmts wW be subjected to both wind d raiofdl erosion
. "The prMev opmml Property for the site Condab of parking let. drive roles, buNdings
e Bond Imdscopkg Please refer to SWMP (under s amle cowr) 1« details
Y and vehicle n a and Bmd4 anticipated
I. $o rspd utm owning on s Me Fullhems Lemay
C moue However, shone will ban vMkle (wage or dmnmq o site. Chemical stooge
/a not antklpated m e [e Plmsa re(« lO lne Slolmwater 4a0Ya9BA ens Plm (under
&paste o ) for complete list of anticipated pdlotim 4 a
g. TIN may be anticyated nth-slarmwaler c«npenenb of discharge. Please refer ld the
5t«mWater Monag.mmt Pion (antler Separate cow) f« a complete list of omtKMAb1Md
ychutiarn saalces.
PC Blue tlownstrm recelvng water is Pwtl Riv«, Storm WOW the
andiffority of the site 11 be c we d to ND/pre-aedi ration basins d �oposed and
istin storm waters y curb gutter,
g systems b rb H it ,carp cal¢, Mann&s entl o tonal sM1eel
Iflow.COWACTEDSOILMD�D
- .MAP:
2.. r- SIlF:
Seqin gsai _ In Exhibit BE Erosion Control Plan
3,a MMWS FORiSMRMWAMR POLLUTION PREIENTICN
Erosion and SR ent Controls. See Erosion Control Notes and Sequence Table (this
a Bheet). n
b, Materials Handling and Spill Pre mlim: Measures Mould be undertaken to control
mnsWctlon materials mtl waste. and alaposal of a concrete (If wVlleable) to
ensure the and Ocher matefids do not Imw Me site andtlemter Me Dubuc streets w
ere. w ono whits numb II ou0
the detention p a Y ets to the Poudre Rive Concrete build)
statCrkls, waste, ma ores byMay enter the p not tr dtsMro�d its et ti ^alto
stomrl sewer system nor Mwla own enter the public streets « esae eetmtlm
pad. In the t of i soli horn the site into storm sewer system or -site
tletmlion pad. appropriate measures shorts be vntler[akm Mmetliately loaremow Inc
spilled materials and prevent future II from Occurring.a
spills
4. FERNAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT:
See Erosion Control Notes this Meet for Mal stMgizatb mmwlm to control
pollutants in slormwaler tlecharges.
5. EITHER CONTROLS:
0. Measures should be undertaken to remoVe excess waste Products from Me site and
dissp r of these waste materials oHIL In on approprpte manna. In addition,
measured should be undwtMm to limit oil -site soil tracking of mud and debris
roorltlwaK mtl alllage from owed es Ito enter nnm �potecled drainage water l Mud and debris lwnich OlaMarge ewd not Bad franked lntually
into the Cache Lo Poaae Riv«.
(c) I Tackifias spayed an the mulch to the
nnufachil ecommendati .
2. All atrdw an must be free of noxious weed& -
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r EROSION CONTROL BLANKETDEMIL
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..rI , ...,..'..o ..A ...�..c.«r...r.. .....
I MAN rnmr<nwREAKED xxreamal uL nmwn elm bt Mvr sw.ee
STRAW OR R S
FOR CHANNEL INSTALLATION
PEF Tfl SCHAM alnnnETOHNG INCLUDING BMr TINAWgl wrwnw«uuEliAnLl]ER,ANTH
I. PREPMEmaT«clFTxscxAxxw arArrxomxc THE auwrErmnen>�ldCn THmmvm MTHA WlxAweOKIwAR S
tamp«ATELY OrstauoAaeAPART TO ONE a SETTINGOF THE THE wrlamrncx nx
REMPARNING IT LOWN ECATION OF ELABLET BACK OAKS SEEDAND COMPACTED SOIL SECURE�KUT�
mwaere, sra'L Wm AROW oF mnPLEsvT,wFs sonceo APPROXIMATELYz ay. AcnoasTHE NOT' aHIS aunxsr. -
3 REAL CENTER
AAL N KETSM sTe $E$EcURE�rr.STeneorosCHANNEL
THESOILARI SMALL
xRFA EBONE STATES PATTERN MAINE ME RUN USING THE our BYGTW.s era s mt'a[s sGTAKNF $T oeNAPPRC�RlAAMLm ML von
MEATTOW
s ( wwa+IAP a&AwaelEHw«mMre4
4 PHASE a' Dme PAR mAwNO9NArtLr m(mml
5 FULL :k neeLOGROLLEPXV05NNAMBETRENCH SO HE LEAVES�OR`STAAPLING IB
6 ADJACENT WAST BE ft'mK< NDIws waaur+a DART AND STARTING
7 IN HIGH FrOw s(to )AP m uisn THE CHANNEL INTERVALS uaeA
ENT) ON CENTER OVER ENTIRE WITH OF
STEPLIN5 THE e nU Or SUM PPROxIRUTELY tx Ir .EAPMT I Artrbrp«
TS MUST Be
Px (1m)WOAlPF CHxBACxFauNDCOMPACTTHERFERCHArtea STwuw.
A NOTE:
B Faesiu
C oscunEMTHE cnnW,
CRITICALPOINTS wmsA MECHMWLSURFACE
- IN IFPRH IF PROCEC'CTEso MAon E - USE a GTMIE
' ylcxnwELearouclOE TEAMI I ANY BE w
tggS
1. rL cl TRV:m„O wT SNWL BE LGMD
AT E\£R! FMRarF£/WT TO ME CdSTM YM sRE,
z ASK TWLOINL N.T sMen ¢ M FROM
M'NF➢wD 0 c _ mTDd4 FROM aFNG
190 J. 4DYwT AND OIXFR WIEPOL BP[tfD, pgPPEp
rwilTTWF WO cm sM¢r slue BE ILMmW Y
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C of FOrl Collins, Colorado
M
UTILITY PLAN APPROVAL
APPROVED:
City Erginmr Date
CHECKED BY:
Water h Wastewater UURy Date
CHECKED BY: t
forswear llliliry D W
THESE PEAKS ILAVE BEEN REVIEWED BTI' THE
LOCAL ENTITY FOR CONCEPT ONLY. THIS
REVIEW DOES NOT IMPLY RESPONSIBILITOY BY
THE REVIEWING DEPARTMENT, THE LOCAL
EMOY ENGINEER, OR THE LOCAL ENTNIY FOR
ACCURACY AND CORRECTNESS OF THE
REVIEW
CALSUUOiTONS. NRTIMPLY �Hi QUANTITIESE O RENTS
ON THE PUNS ARE THE FINAL QUANF ITEMS
CALL UTILITY NOTIFICATpN ,
CENTER OF COLgtAOO
1-800-922-1987
CALL 2 ANGELES DAYS IN
For
Mmnl eExunn.
e' MN.
VEHICLE T�CIall MAT
6. IMI ECRON AND MAINTENANCE:
Inspection ono maintenance Mmld be undertaken on a regular basis as outlined in
Section6 0( the Termsand Conditions of the CDPS eral Permit.
CHECKED BY:.
P rks A Re«moon to
CHECKED W.
Traffic ENinmr Dote
REQUIRED. THE REVIEW SHALL NOT BE
CONSTRUED IN ANY REASON h5 ACCEPTANCE
OF FINANCIAL RESPONSIBILITY BY THE LOCAL
ENTITY FOR AODITIONAL QUANTITIES OF ITEMS
SHOWN iMAY BE REQUIRED DUflIWG THE
Pwgm xa
wu
O00003
g/B/Its
8HEET
No:
C-008
CHECKED BY:_CONSTRUCBCR
ON PHASE.
Fnsionnronid Plmur Dole
8 OF la
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PROPPOIDDaLANNICk E
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77 MN 51
NOTES
1) THE EASrIING IRRIGATION PIPE, LOCATED IN THE NORTH PARKING LOT AGO IN DOCTORS LANE. 15 AN INACTIVE PIPE
MICHWLL BE USED FOR CONVEYANCE OF STORM NNTER. THE PIPE DRAINS SOUTHEAST FROM THE NORTH
PARKING LOT TOA MANHOLE SOUTH OF DOCTORS LANE, THEM EAST TOWARDS THE CAMPUS DETENTION POND.
ME PROPOSED STORM SEVER SYSTEM, CONSTRUCTED SOUTH OF DOCTORS LANE. HILL CONNECT TO THE
EXISTING IRRIGATION/STORM MANHOLE.
N ROOF DRAINS FROM THE PROPOSED BUILDING EXPANSION WILL CO MECT TO THE PROPOSED STORM SYSTEM ON
THE MONTH SIDE OF THE BUILDING. AN EXISTING ROOF DFUJI FROM THE EXISTING BUILDING FAST OF THE PLI
WILL DRAIN TO THE POROUS PAVERS. THUS IMPROVING NNTER QUALITY BEFORE RUNOFF ENTERS THE STORM
SEVER S1j5TEM.
3)THE ROOF DRAIN LOCKTION3KONG ME WEST AOE OF ME WESTCANOPY RIDGE WILL DISCHARGE TO COBBLE
LINED SWALESANO THROUGH ME PROPOSED LANDSCAPING. PRIOR TO DISCHARGING TO SIDEWAL)KCHASES TRAIF
CARNET RUNOFF TOME FLOWLINEALONG LEMAY AVENUE.
3) POROUS RAVERS KILL BE CONSTRUCTED EAST OF ME BUILDING EXPANSION. THE PAVERS WILL PROVIDE
INFILMDON AND IMPROVE WATER QUALITY FOR WE RUNOFF. A4' UNGERDMIN WILL CONNECT TO ME
PROPOSES, STORM DRAIN IN THE PL.W ARFA(EASTOF THE BUILDING}
4) RUNOFF FROM THE MAJORITY OF THE NORTH PARKING LOTWILL DRAIN TO LOAROINTS, PASS THROUGH CURB
CUTS,ANBCONCENTMTEINUDBASNS. MEMFATMRU}M:PFWILLSPILLFROMTHEUDB INSMRMGH
CONCRETE CHASES AND METAL SIDEWALK CULVERTS TO THE ADJACENT STREET CURB 6 GLGETER. DRNNAGE
PATTERMs WILL BE SIMILAR TO THE EXISTING CONDITIONS. BUT WILL IWVE ADDITIONAL VNTER QUALITY
MEATM UNT PROVIDED BY THE LID BASINS.
5) ME MAJORITY OF ME RUNOFF FROM THE BUILDING REPLACEMENT RIDGE AREA THE NORTH LANDSCAPED AREA
THE EASTPLNYAREA,ANDTHECANOPY OVERTHE NORMMCEMORNEWN M INTERCEPTED AND CONVEYED
RYAPROWOSED STORM SEWER SYSTEM, TO ME EXISTING IRRILNTIONROORM PNE ALONG THE SOUTH SIDE OF
DOCTORSIUNE. THE WEST SIOE EMERGENCY ACCESS DRIVE W LL gtNN TO LEMAY AVENUE, AS HISTORICALLY
OCCURS_
6) SEE SHEG:GN CRIER 6 CASE FOR LOCATIONS OF CONCRETE CHASES 6 METAL SIDEWALK CULVERT$ AS WELL AS
SHEETS GROS 9 C015 FOR ME. STORM AND DPNNAGE DETNLS.
PROPOSED DRAINAGE BASIN SUMMARY TABLE:
O BASI
BWN
DESPOINT
PCrM
Evil
Ms1xs
AREA
loom)
'C
vxuE
alai)
OP, (aft)
I
1
o06
—on
0,13
Go
3
3
ON
0.74
0.13
0.5E
3
3
0@
SAO
OD4
010
4
4
O.A
ON
0.112
z71
5
5
a21
ova--t
uIMM
�Ol0 -
,. z13
26
}38 "
0.49
1
1.19
4.68
T
T
0.09
OUM
oa
020
5
5
0.10
of
On
1.00
9
0
0.03
O.Ts
0.04
0.19
10
10
0 W
SAM
OLO
O N
11
11
0.07
DUR
OAS
0J5
12
13
OAS
OA5
2Y0
BA
13
13
0.11
O.n
Op
0.n
14
14
0.61
BAD
1.b
9.az
15
15
0M
BUD
0.10
0.00
is
ID
On
SAM
O.OT
Om
17
17
on
0.31
0.82
S.n
S11E
SIM
347
BUD
1
CHECKIDBY. JRG
MICHELE : ASK
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City of Fort Collins, Colorado rill d
UTILITY PLAN APPROVAL OM
APPREI 2
GtY Engineer Gate D
CHECKED NY: a
Water & Wastewater Utility Date UV
CHECKED BY:
5lmmwater Utility Date F ej
UW I
IX
CHECKED B
Pos & Recreation Pote 0
CHECKED BY: 0 °
TrMfie Engineer Gate
CHECKED NT: Emir9ntal Planner Date pyo
men^C�/y��0
THESE PUNS HAVE BEEN REVIEWED BY THE FOCAL 9U 'w tip
UNITY FOR CONCEPT ONLY. THE REVIEW DOGS HOT 3043151
IMPLY RESPONSIBILITY BY THE REVIEWING
LOCAL DEPARTMENT.ENTITY FOR ACCURACY AND NCORRC TWUH ESSOF Dy IN
THE y
THE CALCULATIONS. FURIHERMORE THE REVIIEW GOES it, ..i.I'll,
NOT tMPLY THAT QUAGHHES OF ITEMS ON THE PUNS
ARE THE FINAL OUANTITES REQUIRED. THE REVIEW paicuilicyr SCS I
SHALL NOT BE CONSTRUED IN ANY REASON As FAREND III
ACCEPTANCE OF FINANCIAL RESPONSIBWIY B/ THE
LOI ENTITY FOR ADDMONAL QUANTITIES Or ITEMS SHEET NO: C-009
SHOWN THAT MAY BE REWIRED DURING ME
CONSTRUCTION PHASE. 9 OF 18