HomeMy WebLinkAboutDrainage Reports - 02/25/2015L
City : r Ft. C lins Approve ns
Approved By
Date %-s/zo Is -
ENGINEERING
Final Drainage and Erosion Control
Report for
PVHS Harmony Campus
Emergency Department Fifth
Filing
Fort Collins, Colorado
January 9, 2015
January 9, 2015
Mr. Glen Schleuter
City of Fort Collins
Storm Water Dept.
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for PVHS Harmony Campus, Emergency
Department Fifth Filing
Dear Glen:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Report for the PVHS Harmony Campus, Emergency Department Fifth Filing. 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:
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Tony`'Willkomm, P.E.
Senior Project Engineer
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Reviewed by:
43251VA
John Gooch, P.E.
Principal
TABLE OF CONTENTS
PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. LOCATION
5
B. DESCRIPTION OF PROPERTY
5
II.
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
8
E. VARIANCE
8
IV.
DRAINAGE FACILITY DESIGN
8
A. GENERAL CONCEPT
8
B. SPECIFIC DETAILS
9
C. DETENTION PONDS
11
D. STREET CAPACITIES
12
V.
STORM WATER QUALITY
12
A. GENERAL CONCEPT
12
B. SPECIFIC DETAILS
12
VI.
EROSION CONTROL
13
A. GENERAL CONCEPT
13
VII.
CONCLUSIONS
13
A. COMPLIANCE WITH STANDARDS
13
B. DRAINAGE CONCEPT
14
C. STORM WATER QUALITY
14
D. EROSION CONTROL CONCEPT
14
E. EROSION CONTROL ESCROW ESTIMATE
15
REFERENCES
15
APPENDIX
PAGE
VICINITY MAP A
RATIONAL METHOD HYDROLOGY B
LID BASIN SIZING CALCULATIONS C
CURB CUT, INLET, & SWALE SIZING D
EROSION CONTROL & RIPRAP SIZING ; EROSION ESCROW E
PROPOSED DRAINAGE EXHIBIT & EXISING BASIN EXHIBIT F
FINAL DRAINAGE
AND EROSION CONTROL REPORT
FOR THE PVHS HARMONY CAMPUS, EMERGENCY DEPARTMENT FIFTH
FILING
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The PVHS Harmony Campus, Emergency Department Fifth Filing (referred to as
"Emergency Department" here -forward) is bounded to the north by Harmony Road,
to the east by Wildwood Farms (Mountain Crest), to the south by a private drive, and
to the west by Snow Mesa Drive within the PVHS Harmony Campus.
The project site can also be described as situated in the northwest quarter of Section
5, Township 6 North, Range 68 West of the 6`h P.M., of the City of Fort Collins,
Larimer County, Colorado. The Emergency Department building site is comprised of
approximately 3.549 acres. The drainage analysis includes 3.17 acres of the onsite
area and 1.37 acres of offsite area for a total area of 4.54 acres which matches the
existing drainage basin 105 area established with the PVH Master Infrastructure Plan.
The balance of the onsite area 0.379 acres is within existing drainage basin 106 and
will continue to drain north then east as occurs historically. Please refer to the
vicinity map in Appendix A for the site location.
B. Description of Property
The site is comprised of an approximate 18,024 +/-square foot building footprint
along with associated parking lot, emergency entrance, drive -up entrance, private
drive improvements and utility improvements. Previously, the Emergency
Department building site was fallow agricultural land. Enhanced landscaping is
established within the northwest corner of the lot and along the Snow Mesa Drive
frontage. Existing landscaping and site features include sod grass, trees, shrubs, and
short retaining walls. Along the north side of the property, an existing concrete -lined
open -channel, irrigation ditch flows east along the south frontage of Harmony Road.
An existing concrete sidewalk is also constructed adjacent to the south side of
Harmony Road, and is contained within the property. An existing 30" water main an
electrical duct bank also exist along the south side of Harmony Road and are
contained within existing easements, which parallel Harmony Road. An existing
concrete sidewalk is also constructed within the right-of-way and along the east side
of Snow Mesa Drive (along the site's west property boundary). To the south, a
private drive, constructed of concrete curb and gutter and asphalt pavement, drains to
the east and provides access to the property to the south.
Site drainage flows generally to the north and east. An existing open ditch, which
flows east through the center of the proposed site intercepts runoff from the south
half of the site and directs flow east to an existing swale, which then flows south to
an existing detention pond located in the southeast corner of the PVHS Harmony
Campus property. The existing pond was constructed with the PVHS Second Filing
and provides (and will provide) water quality and detention needs for the existing
conditions of undeveloped lots today, as well as the future full -build -out ofthe entire
PVHS Harmony Campus, in the future. Please refer to the PVHS Second Filing
Drainage report for details.
The majority of existing topography of the Emergency Department building site
generally slopes from the west to east/ northeast at approximately 0.50% to 2%.
II. DRAINAGE BASINS
A. Maior Basin Description
The site lies within the McClellands Drainage Basin, with site drainage previously
accounted for in the PVHS Harmony Campus Master Plan drainage study. The
approved grading and drainage master plan and SWMM Model for the PVHS
Campus (PVHS Second Filing) provided for the runoff from the entire PVHS
Campus being ultimately routed to the southeast corner ofthe PVHS Campus to the
existing detention/water quality pond, constructed with the PVHS Second Filing
project.
The proposed Emergency Department building site meets the intent of the "Final
Drainage and Erosion Control Study for the PVHS Harmony Campus", by the Sear -
Brown Group, dated March, 1999, and the "Final Drainage and Erosion Control
Study for the PVHS Master Infrastructure Plan", by Stantec, dated April 14, 2004.
The proposed improvements appear to have little effect on the existing drainage
system and facilities, and meet the intent of approved plans and drainage reports for
the PVHS Harmony Campus, with the site imperviousness being 65% versus the
allowable 80% from the SWMM Model.
B. Existing Sub -Basin Description
The existing Emergency Department building site is contained within existing sub -
basin 105 and basin 106 of the PVHS Second Filing. Existing basin 105 contains
approximately 4.54 acres (3.17 acres of the offite area and 1.37 acres of offsite area).
Drainage basin 105 was modeled with the entire 4.54 acres having a percent
0
imperviousness of 80% for the developed condition of the basin with all flow from
the basin being allowed to flow un-detained to the existing detention pond 593 (from
PVHS Second Filing), where all required water quality and detention needs are
provided for PVHS Harmony Campus site. Because the Emergency Department
building site has a combined imperviousness ratio of 65%, the 100-year developed
runoff from the site will be conveyed directly to existing pond 593, in accordance
with the drainage masterplan.
The balance of the onsite area, being 0.379 acres on the north edge of the site, is
within existing Basin 106 and will not be disturbed. This area will continue to drain
north into the existing irrigation ditch, then east as occurs historically. Existing
Basin 105 flow (which overlaps the majority of the proposed development) is
conveyed in an existing drainage channel to the south and into the existing detention
pond (Pond 593). No offsite areas contribute overland flow to or through the
Emergency Department building project site.
Please refer to Appendix F of this report for the existing and proposed drainage basin
exhibits for the subject site.
HI. DRAINAGE DESIGN CRITERIA
A. Regulations
Since the subject site has been previously modeled, the site is allowed to release un-
detained to existing detention pond 593, which has been sized to provide water
quality and detention for the developed 100-year runoff from the subject site.
However, LID improvements are required and have been provided for the project.
Please see the LID calculations in Appendix C, as well as the LID Table on sheet C-
006, which provides impervious area calculations for LID and porous paver
treatments.
B. Development Criteria Reference and Constraints
The criteria and constraints from the City of Fort Collins will be met. The calculated
65% impervious ratio for the proposed development is less than the allowed 80%
impervious ratio, from the PVHS Masterplan. The attenuated release in the existing
detention pond will remain in -tact and will not be altered.
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.
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E.
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
detention and water quality are provided for the subject site in the existing detention
pond (Pond 593).from the previous infrastructure improvements ofthe PVHS Master
Infrastructure Plan. However, BMP's and LID measures are being incorporated into
the proposed drainage development plan, with specific details and calculations shown
in Appendices C and F of this report.
Hydraulic Criteria
All hydraulic calculations, including final calculations and sizing for curb cuts,
drainage channels, swales, and erosion control and
provided in accordance with the City of Fort Collins
found in the Appendix.
Variance
riprap measures have been
Drainage Criteria and can be
A variance is being requested for the provided 10,027 sf of porous paver area vs. the
required 12,933 sf for this project, as the site greatly exceeds the water quality
normally required for development through the utilization of porous pavers with sub -
drain systems, the provided LID Porous Landscape Detention basin (both required
per City requirements), and in addition to the existing water quality and detention
already provided for the 65% impervious site, which per the Masterplan SWMM
model is allowed to be 80% impervious and release un-detained to the regional pond
in the southeast corner of the PVH Harmony Campus.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
Nine drainage basins will provide conveyance of drainage for the 3.17 acres of the
3.549 acre site. The drainage will be routed to the existing detention pond via
swales, curb and gutter, and storm sewer pipe upstream of the proposed pre-
sedimentation/LID basin. The remaining 0.379 acres will continue to drain north into
the existing irrigation ditch, then east, as historically occurs.
Existing detention Pond 593 provides storage for the combination of detention and
water quality and was been sized to receive the 100-year developed flow from the
Emergency Department building site (developed imperviousness ratio of 65%), with
an allotted overall imperviousness ratio of 80% (from the PVHS Master
Ll
Infrastructure Plan). The calculated composite'C' value for Emergency Department
building is 0.65. Please refer to the rational calculations in Appendix B, and the
Drainage Basin Exhibit and PVHS Campus Master Infrastructure Plan, Drainage
Exhibit in Appendix F for additional information.
LID measures are provided for through the conveyance of approximately 89% (2.82
acres of the 3.17 acre site boundary) of the proposed building, parking lot, and green
areas of the site being routed through the porous paver areas and LID basin. Because
the area being routed to and through the porous pavers and LID basin exceeds the
50% requirement for LID treatment, and because water quality is already provided for
in the existing detention pond, the project exceeds that normally required for water
quality and LID treatment. Please refer to Appendix C for LID calculations, as well
as sheet C-006, which provides an additional LID table, as required by the City of
Fort Collins Stormwater Department.
The LID basin, shown and called out in the plans, provides approximately 2,000 ft3
of storage volume with a maximum of 1' of ponding depth, prior to the basin
overflowing and spilling south and into the existing drainage swale and ultimately
entering the existing detention pond. It's important to note that 1.47 acres of the site
runoff will filter through a 2' wide soft pan before entering the LID basin.
Additionally, approximately 0.52 acres will drain to porous pavers and drain through
the underlying porous paver media enhancing water quality. The LID basin will
contain a 24" Nyloplast Standard H-20 grate with perforated riser to enhance
infiltration, prior to flow overtopping the basin and entering the drainage swale and
existing detention pond. Please refer to Appendix C and sheets C-008 and C-010 of
the civil utility plans for details on the porous paver areas and LID basin.
B. Specific Details
Basin 1
Basin 1 conveys runoff from a small portion of the roof overhang and the parking lot
southeast across the parking lot and porous paver areas towards design point 1, where
a 5' curb cut conveys runoff into a drainage swale in basin 3. Underdrains will be
installed within the porous paver areas and will discharge runoff east under the east
access drive and into the subgrade of the LID basin media, as required by the City,
and due to grading constraints for the site.
Basin 2
Basin 2 conveys runoff from a small portion of the roof overhang and parking lot
overland to the southeast and across the parking lot and porous paver areas towards
design point 2, where a 6' curb cut conveys runoff through a riprap channel and 6'
sidewalk culvert and into a grass -lined swale in basin 3. The upper portion of basin 2
(approximately half the basin area) will overland flow to a 3' curb cut and pass
through a 3' sidewalk culvert and concrete chase before reaching design point 2.
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Underdrains will be installed within the porous paver areas and will discharge runoff
east and into the subgrade of the LID basin media, as required by the City, and due to
grading constraints for the site.
Basin 3
Basin 3 consists primarily grass/landscaped areas, located in the southeast quadrant
of the site. Runoff from basin 3 combines with that from basins 1-2 and is conveyed
east in a grass -lined drainage swale to design point 3. Combined runoff from basins
1-3 enters 2- 12" RCP storm pipes and is discharged under the east drive access and
in to the LID basin, located within basin 8. It's important to note that during major
storm events, calculations show that the swale within basin 3 may pond to an
elevation of approximately 4959, in which runoff could potentially spill south out of
the swale and onto the private drive, due to grading constraints and capacity of the
culverts at design point 3 (please refer to culver calculations) . Should runoff spill
south out of basin 3, the runoff will flow east down the private drive, then northeast
and into the LID basin.
Basin 4
Basins 4 conveys runoff from the north half of the private drive and drains east in
existing and proposed curb and gutter which discharges to a riprap pad, before
draining northeast and into the LID basin in basin 8.
Basin 5
Basins 5 conveys runoff from the building roof to roof drains with lambs tongues,
which discharge runoff north and onto riprap pads, prior to flows being directed east
in the proposed swale. Runoff from basin 5 combines with that from basin 8 in the
proposed swale along the north side of the building and is ultimately conveyed south
and into the LID basin, located within basin 8. Four roof drains will be located
within basin 5 (north side of building) and will contain overflow scuppers, in the
event of clogging or an overflow situation.
Basins 6- 7
Basins 6 and 7 convey runoff from the eastern side of the parking lot overland to the
east across the parking lot and through porous pavers to design points 6 and 7, where
3' curb cuts, in each basin, convey runoff into the soft pan in basin 8. Flow is then
conveyed south and into the LID/PLD (porous landscape detention) basin.
Basin 8
Basin 8 conveys runoff from the landscaped area north of the building and east of the
parking lot to the LID Basin. A drainage swale conveys runofffrom basins 5 and 8 to
the east, along the north side of the building, with flows then directed south
over/through the soft pan swale. Runoff from basins 6 and 7 also combines in the
soft pan swale, before entering the LID basin. The proposed soft pan Swale will
consist of a 50/50 mix of sand and topsoil and will be 2' wide x 1' deep.
10
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The runoff from basins 1-8 combines in the LID Basin and is directed to a proposed
24" perforated HDPE drain basin riser with 24" Nyloplast Standard H-20 grate. The
LID basin is designed to provide a ponding depth of approximately 1.00' and allow
pollutants and sediment to settle out of the runoff, prior to spilling southeast into the
offsite drainage channel and into existing Pond 593, while promoting infiltration, as
required by the City of Fort Collins. The nyloplast riser will serve as a dry -well and
allow monitoring of the infiltration ability of the LID basin. Should the LID basin fill
up during large storm events, a 2' concrete chase with metal sidewalk culvert, located
near the east end of the south sidewalk, will allow for overflow from the LID basin
and into the existing swale system southeast of the site.
Basin 9
Basin 9 conveys runoff from the narrow, landscaped area along the west side of the
building and parking lot. Runoff will overland flow west to Snow Mesa Drive and
enter the existing curb and gutter. It is not possible to drain this area into the lot due
to grading constraints of the site. The basin area disturbance will be limited to
grading near the lot and building as it is currently landscaped with sod trees and small
walls. Runoff will drain to the street inlet in Snow Mesa Drive and discharge to the
existing Pond 593 via storm sewer. The 100-year flow from basin 9 is 1.24 cfs,
which is considered negligible and will have little to no affect on the capacity of the
existing 10' Type R Inlet. Please refer to the PVHS Second Filing drainage report
for existing inlet and street capacities along Snow Mesa Drive.
OS1
Offsite Basin OS 1 contains 1.37 acres, and is the remaining balance of the basin area
from existing basin 105, from the PVHS Drainage Masterplan. Runoff from west
side of Basin OS 1 will flow east along the south side of the private drive and into the
existing swale, directly east of the private drive. Runoff from the east side and
majority portion of OS 1, will be conveyed overland to the east/ southeast through the
existing grass and into existing swale, which conveys runoff south and into existing
Pond 593.
Area to North of Existing Basin 105
The runoff from the area north of existing basin 105 (also a portion of proposed basin
8) will continue to follow its historic drainage pattern/flow to the north/northeast and
into the existing irrigation ditch. No improvements will be provided in this area and
historic drainage patterns will not be altered in this area.
C. Detention Ponds
No detention pond(s) are required for the subject site, as detention and water quality
are provided for in the existing detention pond (Pond 593), which was constructed
with the PVHS Harmony Campus Infrastructure.
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. However, curb cut capacities have
been analyzed and calculations provided in Appendix D 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 with a soft pan, porous pavers, LID
pre -sedimentation basin, and the utilization of the existing grass -lined detention and
water quality pond south of the site. These water quality features will provide a
mechanism for pollutants to settle out of the stormwater runoff before flows are
directed to the McClellands Drainage Basin.
B. Specific Details
Best Management Practices (BMP) for the treatment of storm water runoff has been
incorporated into the final design for this project. This will include continued
utilization of extended detention in the existing, offsite detention pond, in which the
grass -lined pond will trap sediment, prior to releasing controlled flows downstream.
The existing detention facility has adequate capacity and will continue to provide
water quality and detention for the developed condition of the subject site, prior to
releasing flows downstream.
LID measures are provided for through the conveyance of2.82 acres (ofthe 3.17 acre
total) over and through the porous paver areas and into the proposed LID pre -
sedimentation basin. The footprint of the LID basin is approximately 2,500 square
feet, with a depth of approximately 1.0% and provides approximately 2,000 ft3 of
storage volume.
It's important to note that with 2.82 acres of the 3.17 acre site area (89% of site area)
being conveyed over and through the porous pavers and LID basin, and because
water quality is already provided for in the existing detention pond, the project
exceeds that normally required for water quality and LID treatment.
The LID basin, shown and called out in the civil utility plans, provides for
approximately 1.0' of ponding depth, prior to the basin overflowing and spilling
south/ southeast and into the stone drainage swales and eventually into the existing
12
.0 _
detention pond. Please refer to Appendices C and F, and sheets C-008 and C-010 of
the civil utility plans, for details on the porous paver areas and LID basins.
Please also refer to the LID Table on sheet C-006 for impervious area calculations
and specific LID calculations, as required by the City of Fort Collins.
VI. EROSION CONTROL
A. General Concept
The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate
Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists
for erosion problems during construction, but should be minimal after completion of
proposed development. Silt fence will be installed along the north, east, south, and
west sides of the site to prevent sediment from leaving the site. A tracking pad will
also be placed at center entrance/exit to the site. Gravel inlet filters will be placed at
proposed curb cuts, with straw wattles installed at the proposed pipe and drain inlets
and wattle check dams to mitigate the build-up of sediment and transport of debris
into existing Pond 593. Riprap and erosion control fabric will also be utilized at
concentration points (curb cuts) and sloped areas, as shown in the plans, to minimize
erosion and increase soil stabilization.
VII. CONCLUSIONS
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 Storm water 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 and flared -end -sections, curb cuts and concrete
sidewalk culverts/chases, structures, manholes, and the water quality/ outlet
control structures 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
2) Sedimentation/ silting shall be removed to allow for adequate drainage along
the bottom of the swales and LID/PLD basin. Grass scrubbing along the
13
L
`EXHIBIT B'
Standard Operating & Maintenance Procedures for
PVH ED
Fort Collins, Colorado
Prepared By
ASPEN ENGINEERING
February 19, 2015
A. SITE MAINTENANCE OF PRIVATE STORM INFRASTRUCTURE
All proposed storm sewer pipes, inlets, manholes, swales, curb cuts, concrete
chases, metal and concrete sidewalk culverts, located on private property, shall be
maintained annually, or as needed, with leaves and all other debris being removed
to prevent the clogging of the structures.
Drainage swales, channels, trickle pans and other conveyance paths shall also be
cleaned, as necessary, to provide positive conveyance of storm runoff to the
proposed detention pond area.
The LID/PLD basin shall be maintained twice a year (once in spring; once in fall
(after leaves have fallen) through thatching/aerating of the LID basins. Trash and
debris shall be removed from the LID basin on an as -needed basis. Should
standing water become evident in LID basin, removal of the saturated zones and
replacement with new topsoil and seeding may be required for long term
maintenance of the LID basins and to promote LID and BMP measures.
The proposed LID/PLD outlet structure shall be cleaned two times a year: once in
spring; once in fall (after leaves have fallen), or as necessary, to prevent
sedimentation in front -of the structure, which may occur during and after rain
events. The outlet structure shall be thoroughly cleaned when sediment, leaves,
and other debris begins plugging or obstructing the inlet grate on the structure.
Areas of the site have been designated for use of modular block pavers (MBP) to
improve the water quality of runoff from paved surfaces. Runoff infiltrates
between the paver stones, drains through a gravel media, infiltrates into a
perforated drain pipe and discharges to a drainage structure or detention pond.
The use of porous pavers are implemented to satisfy the City of Fort Collins LID
goals and ordinances.
Maintenance of the permeable pavement system is necessary to minimize
clogging and extend the effective life of the infiltration system. Routine
maintenance and inspections will help to avoid major maintenance and repairs in
the future.
Routine Maintenance Table for Permeable Pavement Systems
Required Maintenance Objective
Action
Frequency of Action
Inspect the pavement condition and
observe infiltration either during a
Inspection rain event or with a garden hose to At least annually.
ensure that water infiltrates into the
surface.
Debris Use a regenerative air or vacuum
Removal, sweeper to maintain infiltration rates. Vacuuming is recommended twice annually
Sweeping and Replace infill aggregate between and at a minimum, annually. Sweeping is as
Vacuuming pavers with #8 crushed rock (3/8" necessary.
washed).
DO NOT apply sand to the MBP
surface. Mechanical snow and ice
Snow Removal removal should be used. Rubber As necessary.
snow plow blade attachment must be
used on snow removal equipment.
If the surface is completely clogged
and rendering minimal surface
Full and Partial infiltration rate, restoration of surface
Replacement of infiltration can be achieved by
the Pavement or removing the first /2 to 1 inch of
Infill Material soiled aggregate infill material with a
vacuum sweeper. Refill the openings
with clean #8 aggregate infill
materials.
Routine — Annual inspection of hydraulic
and structural facilities. Also check for
obvious problems during routine
maintenance visits, especially for plugging
of outlets.
PAGE 2 OF 3
r
Should stormwater leach out
Trash Enclosure Pollutants from the trash enclosure
Leakage, or area, or should other similar As necessary, based on routine observation
other Surface contaminants collect in the paver and inspection by the professional property
Contamination/ Joint filler aggregate, said material management and maintenance contractor.
shall be removed and properly
Pollution disposed of, and replaced with new
infill aggregate.
PAGE 3 of 3
bottom of the LID/PLD basin 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. Drainage 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 the
existing detention pond, located south of the subject site. The combination of the
existing and proposed storm conveyances will provide for the 100-year developed
flows to reach the existing detention pond. The existing release rate of the existing
pond will be adhered to.
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
existing grass -lined detention pond and extended detention will provide an
opportunity for stormwater pollutants to filter out of the stormwater runoff before
flows are directed downstream. Furthermore, the LID items presented in this report
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.
14
Erosion Control Escrow Estimate
• The Erosion Control Escrow Estimate for the subject property is approximately
$16,588.00. Please refer to Appendix E for this calculation.
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins, Colorado, May 1984, Revised January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort
Collins, Colorado, January 1991, Revised January 1997.
3. East Harmony Portion of McClellands Basin 100-Year Master Plan, by Icon
Inc., Fort Collins, Colorado, August 1999.
4. Final Drainage and Erosion Control Study for the PVHS Harmony Campus, by
the Sear -Brown Group, dated March,1999.
5. Final Drainage and Erosion Control Study for the PVHS Master Infrastructure
Plan, by Stantec, dated April 14, 2004.
15
APPENDIX
16
APPENDIX A
VICINITY MAP
17
VICINITYY MAP
APPENDIX B
RATIONAL METHOD
HYDROLOGY
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Developed Weighted Runoff Coefficients
PVHS EMERGENCY DEPARTMENT- 5TH FILING
400-002
1
729
1L,
1,565
0
3,346
19.478
0.82
2
459
18,9-.
1031
0
2,559
22.991
0.87
3
0
44
483
0
3,830
4,357
0.33
4
0
6.059
2,241
0
2,997
11,297
0.75
5
17.9%
0
0
0
0
17,996
0,90
6
0
4.621
535
0
674
5.830
0.86
7
0
8,055
912
0
822
9,789
0.89
6
0
73
1,808
0
29,134
31,015
0.29
9
0
101
1,766
0
13,349
15,216
0.33
OS1
0
2925
980
0
55,854
59,759
0.20
tai SITE
19.'184
517d2
10.34!
.. 0..
-M&7iI
.. 13✓`:9t,8
066
2
459
18,942
1,031
0
2,559
22.991 89%
....
3
0
44
483
0
3,830
4,357 16%
`
4
6
0
17 9%
6,050
0
2.241
0
0
0
2,997
0
11,297 75%
17,996 90%
6
0
4,621
535
0
674
5,830 89%
7
0
8,055
912
0
822
9,789 92%
8
0
73
1,308
0
29,134
31,015 11%
76C
0
13,349
1.5,216 17%
{
OBI
a
. ^:
Set
0
55,854
59,759 11%
Told SITE^
19,184
51 l02
10,'^'
nn n
'Total SITE Includes Basins 1 through 9 and excludes OS1.
Land Uw or sudau ChasNristics
Pvrcerd Mpsrviousrress
Business:
Commercial areas
95
Ne' hh.rhocd area9
85
R I,id.sial:
s' le-reml
WWuna (deWchedj
60
MulBUldt albched
75
Half-.cre lot or I. .,
'
nmenre
80
mtlaawl:
Light areas
80
He areas
90
Parks cemeteries:
5
Playground.:
10
schools:
50
Rall.d rtl areas:
15
Undev.lo dareas:
Hlst.ncal Flow MalyIim
2
GreerWM, a ncultuml
On� now aRalyae
when land use not dented
45
stra.b:
Peved
100
Gravel c
60
Drivers s and siderras[s:
so
Roofs:
90
.. santl sW
0
Lavms, cla soY
0
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APPENDIX C
LID BASIN SIZING
CALCULATIONS
19
Design, Procedure Form: Rain Garden (RG)
-
Sheet 1 of 2
Designer. JRG (un/P,
f Company: ASPEN ENGINEERING
Date: January 14, 2015
Project PVH ED
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I,
I, = 65.0 %
(100% if all paved and roofed areas upstream of ran garden)
B) Tributary Area's Imperviousness Ratio (i=1./100)
i
C) Water Quafry Capture Volume (WQCV) for a 12-hour Drain Time
WOCV = "_.' _ 0:20,.-.. i watershed Inches
rWQCV=0.8•(0.91•rs- 1.19•F+0.7e•D
D) Contributing Watershed Area (urctudng rain garden area)
Area = 122,752 sq it
E) Water Quality Capture Volume (WQCV) Design Volume
Vwacv =':2,086 cu It y
Vol = (WQCV / 12) - Area
F) For Watersheds Outside of the Denver Region, Depth of
da = 0.00 in
Average Runoff Producirg Storm
G) For Watersheds Outside of the Denver Region,
V, cv 0, m = '.•'OAs� , , cu it
Water Quality Capture Volume (WQCV) Design Volume
14) User Input of Water Quality Capture Volume (WQCV) Design Volume
V�us� = cu It
(Only if a d'ifferem WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (124nch mardmum)
Dwacv = 12 in
B) Rain Garden Side Slopes (Z = 4 min., hortz dust per Lung vertical)
Z = 4.00 ft / ft
(Use V if ram garden has vertical wab)
C) Mimimum Flat Surface Area
Aar, = - 1386 sq It
D) Actual Flat Surface Area
A� = 1500 sq it 4Y
2Y Jao !t.
SF
ZOgO �✓
E) Area Design Depth Surface Area)
at (Top
ATW = 2500 sa ft
a(5 r1
F) Rain Garden Total Volume
AS
Vr , .- 2,000...' cu ft �/ / TOTAL VOLUM€ c DESIGN VOLUME �.j.
p&K
(VP ((AT. * A,,w) / 2) • Depth)
/ ,
by
3. Growing Media
Choose One
0 18- Rain Garden Growing Media
O Omer (FqWin):
(SEE LANDSCAPE PLANS AND CNIL PLANS)
4. Underdrain System
A) Are underdrams provided?
Choose One
O YES
ONO
B) UndeNrein system offm diameter for 12 hour drain time
) Distance From Lowest Elevation of the Storage
y = ft
Volume to the Center of the Orifice
Volume to Drain in 12 Hours
V0'12 = WA, . _ cu ft
m) Orifice Diameter, 3/8' Mimimum
Do = WA in
PLDSiring.)dsm, RG 1/14/2015, 9:43 AM
LID RATING CURVE 1-13-15.txt
PVH ED PROJECT
LID BASIN RATING CURVE W/ FB ELEV @ 58.00
JRG 1-13-15
#units=Elevation,ft,Area,ft2,volume,ft3,volume,ft3
# Elev
Area
Cumml Avg
Cumml conic
# ft
58.0000
ft2
3877.4202
ft3
3047.0976
ft3
2728.8062/
57.0000
1108.2196
554.2777
375.9501
56.0000
0.3359
0.0000
0.0000
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APPENDIX D
CURB CUT, INLET, & SWALE
SIZING
20
Weir Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 31® by Autodesk, Inc.
DP1- CURB CUT - Q100
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 5.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 4.45
Depth (ft)
1.00
0.50
ml
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP1- CURB CUT - 0100
0 1 2 3 4
Weir W.S.
I1
Monday, Nov 24 2014
= 0.49
= 4.450
= 2.45
= 1.82
= 5.00
Depth (ft)
1.00
0.50
-0.50
7
Length (ft)
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DP2- CURB CUT - 0100
Rectangular Weir
Crest = Broad
Bottom Length (ft) = 6.00
Total Depth (ft) = 0.50
Calculations
Weir Coeff. Cw = 2.60
Compute by: Known Q
Known Q (cfs) = 5.25
Depth (ft)
1.00
0.50
M
-0:50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP2- CURB CUT - Q100
Monday, Nov 24 2014
= 0.48
= 5.250
= 2.90
= 1.81
= 6.00
Depth (ft)
1.00
0.50
We]
-0.50
Weir W.S.
Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31M by Autodesk, Inc.
DP2- SIDEWALK
CHASE - Q100
Rectangular
Bottom Width (ft)
= 6.00
Total Depth (ft)
= 0.50
Invert Elev (ft)
= 1.00
Slope (%)
= 1.00
N-Value
= 0.015
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.25
Elev (ft)
2.00 -
1.75
1.50
1.25
1.00
0.75
Section
Monday, Nov 24 2014
Highlighted
Depth (ft)
= 0.25
Q (cfs)
= 5.250
Area (sqft)
= 1.50
Velocity (ft/s)
= 3.50
Wetted Perim (ft)
= 6.50
Crit Depth, Yc (ft)
= 0.29
Top Width (ft)
= 6.00
EGL (ft)
= 0.44
0 1 2 3 4 5 6 7 8
Reach (ft)
Depth (ft)
1.00
0.75
0.50
0.25
-0.25
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31XD by Autodesk, Inc.
DP2a- CURB CUT - 0100
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 3.00
Total Depth (ft)
0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 2.63
Depth (ft)
1.00
0.50
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP2a- CURB CUT - 0100
0 .5 1 1.5 2 2.5 3 3.5
Weir W.S.
Monday, Nov 24 2014
= 0.48
= 2.630
= 1.45
= 1.81
= 3.00
Depth (ft)
1.00
0.50
MN
-0.50
Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
DP2a- SIDEWALK CHASE - Q100
Rectangular
Bottom Width (ft)
= 3.00
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)
= 2.63
Elev (ft)
2.00 ---1
1.75
1.50
1.25
1.00
0.75
Section
Monday, Nov 24 2014
Highlighted
Depth (ft)
= 0.20
Q (cfs)
= 2.630
Area (sqft)
= 0.60
Velocity (ft/s)
= 4.38
Wetted Perim (ft)
= 3.40
Crit Depth, Yc (ft)
= 0.29
Top Width (ft)
= 3.00
EGL (ft)
= 0.50
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)
Depth (ft)
1.00
0.75
0.50
0.25
OF$
-0.25
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil MM by Autodesk, Inc.
13132- Swale B-Basin 2 - Q100
Triangular
Side Slopes (z:1)
= 4.00, 10.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 1.10
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.25
Elev (ft) Section
3.00
2.50
90
1.50
1.00
Tuesday, Nov 25 2014
Highlighted
Depth (ft)
= 0.58
Q (cfs)
= 5.250
Area (sqft)
= 2.35
Velocity (ft/s)
= 2.23
Wetted Perim (ft)
= 8.22
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 8.12
EGL (ft)
= 0.66
2 4 6 8 10 12
Reach (ft)
14 16 18
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
DP6- Swale - Q100
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 8.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.33
Elev (ft) Section
3.00
2.50
2.00
1.50
1.00
0.50
1 2 3 4
Monday, Nov 24 2014
Highlighted
Depth (ft)
= 0.30
Q (cfs)
= 1.330
Area (sqft)
= 0.36
Velocity (ft/s)
= 3.69
Wetted Perim (ft)
= 2.47
Crit Depth, Yc (ft)
= 0.37
Top Width (ft)
= 2.40
EGL (ft)
= 0.51
5 6
Reach (ft)
7 8 9 10
Depth (ft)
2.00
1.50
0.50
M
-0.50
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3DO by Autodesk, Inc.
DP6- CURB CUT - Q100
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 3.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 1.33
Depth (ft)
1.00
0.50
"I
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP6- CURB CUT - 0100
Monday, Nov 24 2014
= 0.31
= 1.330
= 0.92
= 1.44
= 3.00
Depth (ft)
1.00
0.50
M I1
-0.50
0 .5 1 1.5 2 2.5 3 3.5 4
Weir W.S. Length (ft)
Weir Report
•
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc.
DP7- CURB CUT - Q100
Rectangular Weir
Crest
= Broad
Bottom Length (ft)
= 3.00
Total Depth (ft)
= 0.50
Calculations
Weir Coeff. Cw
= 2.60
Compute by:
Known Q
Known Q (cfs)
= 2.24
Depth (ft)
1.00
0.50
O e,
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
DP7- CURB CUT - Q100
Monday, Nov 24 2014
= 0.44
= 2.240
= 1.31
= 1.72
= 3.00
Depth (ft)
1.00
0.50
MY
-0.50
0 .5 1 1.5 2 2.5 3 3.5 4
Weir W.S. Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D@ by Autodesk, Inc.
DP7- Swale - Q100
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 8.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.24
Elev (ft)
3.00 —,
2.50
2.00
1.50
1.00
0.60
Section
Monday, Nov 24 2014
Highlighted
Depth (ft)
= 0.36
Q (cfs)
= 2.240
Area (sqft)
= 0.52
Velocity (ft/s)
= 4.32
Wetted Perim (ft)
= 2.97
Crit Depth, Yc (ft)
= 0.46
Top Width (ft)
= 2.88
EGL (ft)
= 0.65
1 2 3 4 5 6 7 8 9
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
rI M
-0.50
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc.
DP8- Swale - Basins 5-8 Q100
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 0.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 7.53
Elev (ft) Section
nn
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fVs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Nov 24 2014
= 0.67
= 7.530
= 3.14
= 2.40
= 7.52
= 0.54
= 7.36
= 0.76
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
11,
-0.50
12
Channel Report
Hydraflow Express Extension for Autodesk® AutoCADE) Civil 3EM by Autodesk, Inc.
DP8- Swale - Basins 5-8 Q100x1.33 FB
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 1.00
Slope (%)
= 0.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 10.02
Elev (ft)
3.00 --7
2.50
2.00
1.50
1.00
0.50
Section
4 5 6 7
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Nov 24 2014
= 0.76
= 10.02
= 3.83
= 2.62
= 8.27
= 0.63
= 8.08
= 0.87
Depth (ft)
2.00
1.50
1.00
0.50
IMI
1 -0.50
8 9 10 11 12
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 31® by Autodesk, Inc.
DP8- Site to Swale
- Basins 1-8 Q100
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 1.00
Slope (%)
= 0.80
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.44
Elev (ft)
5.00 --1
4.00
2.00
1.00
0 M
Section
1 5 10 15 20
Reach (ft)
Tuesday, Nov 25 2014
Highlighted
Depth (ft)
= 1.17
Q (cfs)
= 16.44
Area (sqft)
= 5.48
Velocity (ft/s)
= 3.00
Wetted Perim (ft)
= 9.65
Crit Depth, Yc (ft)
= 1.01
Top Width (ft)
= 9.36
EGL (ft)
= 1.31
25 30
Depth (ft)
4.00
3.00
2.00
1.00
we
1 4.00.
35
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3136 by Autodesk, Inc.
Monday, Nov 24 2014
DP3- CULVERT - Q100
Invert Elev Dn (ft)
= 56.56
Calculations
Pipe Length (ft)
= 40.68
Qmin (cfs)
= 5.92
Slope (%)
= 0.39
Qmax (cfs)
= 9.92
Invert Elev Up (ft)
= 56.72
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 12.0
Shape
=Circular
Highlighted
Span (in)
= 12.0
Qtotal (cfs)
= 9.92
No. Barrels
= 2
Qpipe (cfs)
= 9.92
n-Value
= 0.015
Qovertop (cfs)
= 0.00
Culvert Type
=Circular Concrete
Veloc Dn (ft/s)
= 6.41
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 6.32
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 57.52
HGL Up (ft)
= 58.52
Embankment
Hw Elev (ft)
= 58.98
Top Elevation (ft)
= 59.50
Hw/D (ft)
= 2.26
Top Width (ft)
= 25.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 22.00
a. 'r; DP)- CULVERT - Q100 +. C"p !M
3A
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3DhJ by Autodesk, Inc
DP5- CULVERT - Q100
Invert Elev Dn (ft)
= 58.20
Pipe Length (ft)
= 70.00
Slope (%)
= 0.64
Invert Elev Up (ft)
= 58.65
Rise (in)
= 12.0
Shape
= Circular
Span (in)
= 12.0
No. Barrels
= 1
n-Value
= 0.015
Culvert Type
= Circular Concrete
Culvert Entrance
= Square edge w/headwall (C)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft)
= 62.50
Top Width (ft)
= 50.00
Crest Width (ft)
= 10.00
9n E,
59 00
sx
SIM
WX
69W
vx
s* m
Monday, Nov 24 2014
Calculations
Qmin (cfs)
= 1.11
Qmax (cfs)
= 4.11
Tailwater Elev (ft)
= (dc+D)/2
Highlighted
Qtotal (cfs)
= 1.11
Qpipe (cfs)
= 1.11
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 1.83
Veloc Up (ft/s)
= 3.30
HGL Dn (ft)
= 58.92
HGL Up (ft)
= 59.09
Hw Elev (ft)
= 59.28
Hw/D (ft)
= 0.63
Flow Regime
= Inlet Control
OPS CULVERT - 0100
APPENDIX E
EROSION CONTROL & RIPRAP
SIZING; EROSION ESCROW
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'ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
OROJECT NAME: PVH ED PROJECT NO.: 400-002
COMPUTED BY: JRG DATE: 11/25/2014
ROM STATION/REACH: DP1 TO STATION/REACH: DP1
`RAINAGEAREA: DESIGN FREQUENCY:
K********************##**#***************#***#**************#*#*************
INPUT PARAMETERS
'hannel Discharge
: 4.5 cfs (.13 m^3/s)
eak Flow Period
: 1 hours
'hannel Slope
: 0.25 fUft (0.25 m/m)
^hannel Bottom Width: 5.0 ft (1.52 m)
.-eft Side Slope
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.ight Side Slope
: 50:1
"hannel Lining: C350 Staple E Mix 75-95%
.-ermi. Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
Class = D Vegetation
Soil = Clay Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
**********************#*****#*#*#********#**#*******************#**#*******
CALCULATIONS
***********************#*******************#***#****************##*********
itial Depth Estimate = 0.16 * (4.5 /(0.250^0.5))^0.375 = 0.36 ft (.11 m)
'final Channel Depth (after 11 iterations) _ .22 ft (0.07 m)
rIow Area = (5.0 * 0.2)+(0.5 *0.22^2 * (50.0+50.0)) = 3.4 sq.ft (0.3 m^2)
let Per. =5.0 +(0.2*(((50.0^2)+1)^.5 +((50.0^2)+1)A.5)) = 26.7 ft (8.1 m)
ydraulic Radius = (3.4 / 26.7) = 0.1 ft (0.0 m)
"hannel Velocity=(1.486/0.145)*(0.1^0.667)*(0.250^.5) = 1.3 fps (0.4 m/s)
.hannel Effective Manning's Roughness_
alculated Shear (Td) = 62.4 * 0.22 * 0.250 = 3.39 psf (162.1 Pa)
"afety Factor = (Tp/Td) _ (9.00 /3.39) = 2.66
_ifective Stress on Blanket(Te) = 3.4*(1-0.75)*(/0.145)^2 = 0.07 psf (3.2 Pa)
safety Factor = (Ta/Te) = (3.00 /0.068) = 44.24
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'ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
13ROJECT NAME: PVH ED PROJECT NO.: 400-002
. OMPUTED BY: JRG DATE: 11/25/2014
ROM STATION/REACH: DP2 TO STATION/REACH: DP2
`RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
. hannel Discharge : 5.3 cfs (.15 m^3/s)
eak Flow Period : 1 hours
'hannel Slope : 0.02 ft/ft (0.02 m/m)
"hannel Bottom Width: 6.0 ft (1.83 m)
weft Side Slope : 50:1
.ight Side Slope : 50:1
"hannel Lining: Rock Riprap 12in
ermi. Shear(Tp) :4.00 psf (191.5 Pa)
Phase = 0
CALCULATIONS
'nitial Depth Estimate = 0.16 * (5.3 /(0.02010.5))10.375 = 0.62 ft (.19 m)
oral Channel Depth (after 10 iterations) _ .33 ft (0.10 m)
.ow Area = (6.0 * 0.3)+(0.5 *0.33^2 * (50.0+50.0)) = 7.6 sq.ft (0.7 m^2)
'et Per. =6.0 +(0.3*(((50.0^2)+1)A.5 +((50.0"2)+1)A.5)) = 39.4 ft (12.0 m)
"ydraulic Radius = (7.6 139.4) = 0.2 ft (0.1 m)
•.hannel Velocity=(1.486/0.100)*(0.2^0.667)*(0.020^.5) = 0.7 fps (0.2 m/s)
'cannel Effective Manning's Roughness = 0.100
^alculated Shear (Td) = 62.4 * 0.33 * 0.020 = 0.42 psf (19.9 Pa)
.1afety Factor = (Tp/Td) _ (4.00 /0.42) = 9.60
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.ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
'ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
OROJECT NAME: PVH ED PROJECT NO.: 400-002
COMPUTED BY. JRG DATE: 11/25/2014
ROM STATION/REACH: DP2 SWALE TO STATION/REACH: DP2 SWALE
`RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
.:hannel Discharge : 5.3 cfs (.15 m^3/s)
eak Flow Period : 1 hours
'hannel Slope : 0.011 Wit (0.011 m/m)
"hannel Bottom Width :.0 ft (.00 m)
"eft Side Slope : 4:1
.ight Side Slope : 10:1
^hannel Lining : Unreinforced Vegetation Mix 75-95%
.-ermi. Shear(Tp) :3.33 psf (159.4 Pa)
Phase = 1
Class = D Vegetation
Soil = Clay Loam
Allowable Soil Shear(Ta):0.05 psf (2.39400003567338 Pa)
CALCULATIONS
itial Depth Estimate = 0.16 * (5.3 /(0.011 ^0.5))^0.375 = 0.70 ft (.21 m)
'inal Channel Depth (after 9 iterations) = .57 ft (0.17 m)
�IowArea = (0.0 * 0.6)+(0.5 *0.57A2 * (4.0+10.0)) = 2.3 sq.ft (0.2 m^2)
let Per. =0.0 +(0.6*(((4.0^2)+1)^.5 +((10.0^2)+1)A.5)) = 8.1 ft (2.5 m)
ydraulic Radius = (2.3 / 8.1) = 0.3 ft (0.1 m)
"hannel Velocity=(1.486/0.029)*(0.3^0.667)*(0.011^.5) = 2.3 fps (0.7 m/s)
_hannel Effective Manning's Roughness = 0.029
alculated Shear (Td) = 62.4 * 0.57' 0.011 = 0.39 psf (18.8 Pa)
"ifety Factor = (Tp/Td) = (3.33 /0.39) = 8.48
_rfective Stress on Soil(Te)=0.4*(1-0.75)*(0.0156/0.029)^2 =0.03 psf (1.4 Pa)
Jafety Factor = (Ta/Te) = (0.05 /0.028) = 1.76
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IORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
"ROJECT NAME: PVH ED PROJECT NO.: 400-002
-:OMPUTED BY. JRG DATE: 11/25/2014
ROM STATION/REACH: DP6 TO STATION/REACH: DP6
)RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
:hannel Discharge : 1.3 cfs (.04 m113/s)
eak Flow Period : 1 hours
hannel Slope : 0.08 Wit (0.08 m/m)
"hannel Bottom Width: 3.0 ft (.91 m)
eft Side Slope : 50:1
tight Side Slope : 50:1
"hannel Lining: Rock Riprap 12in
-fermi. Shear(Tp) :4.00 psf (191.5 Pa)
Phase = 0
CALCULATIONS
***************************************************************************
kitial Depth Estimate = 0.16 * (1.3 /(0.080^0.5))10.375 = 0.28 ft (.09 m)
-inal Channel Depth (after 9 iterations) _ .15 ft (0.05 m)
iow Area = (3.0 * 0.1)+(0.5 *0.15A2 * (50.0+50.0)) = 1.6 sq.ft (0.1 m^2)
let Per. =3.0 +(0.1 *(((50.OA2)+1)A.5 +((50.0"2)+1)A.5)) = 18.0 ft (5.5 m)
'ydraulic Radius = (1.6 / 18.0) = 0.1 ft (0.0 m)
:hannel Velocity =(1.486/0.100)*(0.1^0.667)*(0.080^.5) = 0.8 fps (0.3 m/s)
hannel Effective Manning's Roughness = 0.100
'alculated Shear (Td) = 62.4 * 0.15 * 0.080 = 0.75 psf (35.8 Pa)
safety Factor = (Tp/Td) _ (4.00 /0.75) = 5.35
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'ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
^ROJECT NAME: PVH ED PROJECT NO.: 400-002
,:OMPUTED BY. JRG DATE: 11/25/2014
ROM STATION/REACH: DP7 TO STATION/REACH: DP7
RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
,:hannel Discharge : 2.2 cfs (.06 m^3/s)
_ eak Flow Period : 1 hours
hannel Slope : 0.08 ft/ft (0.08 m/m)
" hannel Bottom Width: 3.0 ft (.91 m)
eft Side Slope : 50:1
..fight Side Slope : 50:1
" hannel Lining : Rock Riprap 12in
-ermi. Shear(Tp) :4.00 psf (191.5 Pa)
Phase = 0
CALCULATIONS
itial Depth Estimate = 0.16 * (2.2 /(0.08010.5))^0.375 = 0.35 ft (.11 m)
-final Channel Depth (after 11 iterations) _ .19 ft (0.06 m)
.ow Area = (3.0 * 0.2)+(0.5 *0.19^2 * (50.0+50.0)) = 2.3 sq.ft (0.2 m^2)
'et Per. =3.0 +(0.2%(50.0^2)+1)^.5 +((50.0"2)+1)A.5)) = 21.8 ft (6.6 m)
"ydraulic Radius = (2.3 / 21.8) = 0.1 ft (0.0 m)
:hannel Velocity=(1.486/0.100)*(0.1^0.667)*(0.080".5) = 0.9 fps (0.3 m/s)
cannel Effective Manning's Roughness = 0.100
'alculated Shear (Td) = 62.4 * 0.19 * 0.080 = 0.94 psf (44.9 Pa)
-afety Factor = (Tp/Td) _ (4.0010.94) = 4.27
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IORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
IROJECT NAME: PVH ED PROJECT NO.: 400-002
:OMPUTED BY: JRG DATE: 11/25/2014
ROM STATION/REACH: DP8 TO STATION/REACH: DP8
RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
:hannel Discharge : 7.5 cfs (.21 m^3/s)
eak Flow Period : 1 hours
hannel Slope : 0.008 ftKt (0.008 m/m)
"'hannel Bottom Width: 2.0 ft (.61 m)
eft Side Slope : 6:1
tight Side Slope : 4:1
,hannel Lining : Unreinforced Vegetation Mix 75-95%
Fermi. Shear(Tp) :3.33.psf (159.4 Pa)
Phase = 1
Class = D Vegetation
Soil = Clay Loam
Allowable Soil Shear(Ta):0.05 psf (2.39400003567338 Pa)
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CALCULATIONS
.itial Depth Estimate = 0.16 « (7.5 /(0.008^0.5))^0.375 = 0.84 ft (.26 m)
°nal Channel Depth (after 8 iterations) = .62 ft (0.19 m)
low Area = (2.0 « 0.6)+(0.5 «0.62A2 « (6.0+4.0)) = 3.1 sq.ft (0.3 m^2)
.let Per. =2.0 +(0.6«(((6.OA2)+1)^.5 +((4.0^2)+1)".5)) = 8.3 ft (2.5 m)
ydraulic Radius = (3.1 / 8.3) = 0.4 ft (0.1 m)
hannel Velocity=(1.486/0.029)«(0.4^0.667)«(0.008^.5) = 2.4 fps (0.7 m/s)
whannel.Effective.Manning's_Roughness = 0.029_
alculated Shear (Td) = 62.4 « 0.62 « 0.008 = 0.31 psf (14.7 Pa)
3fety Factor = (Tp/Td) = (3.33 /0.31) = 10.82
.-ffective Stress on Soil(Te)=0.3«(1-0.75)«(0.0156/0.029)^2 =0.02 psf (1.1 Pa)
,afety Factor = (Ta/Te) = (0.05 /0.022) = 2.25
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. 4ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
IORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
' ISER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
-IROJECT NAME: PVH ED PROJECT NO.: 400-002
:OMPUTED BY: JRG DATE: 11/25/2014
ROM STATION/REACH: DOWSTREAM CHANNEL TO STATION/REACH: DOWNSTREAM CHANNEL
RAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
:hannel Discharge : 16.4 cfs (.46 m^3/s)
. ,eak Flow Period : 1 hours
hannel Slope : 0.01 fdft (0.01 m/m)
,hannel Bottom Width: 2.0 ft (.61 m)
eft Side Slope : 4:1
%ight Side Slope : 4:1
hannel Lining : Unreinforced Vegetation Mix 75-95%
Oermi. Shear(Tp) :3.33 psf (159.4 Pa)
Phase = 1
Class = D Vegetation
Soil = Clay Loam
Allowable Soil Shear(Ta):0.05 psf (2.39400003567338 Pa)
CALCULATIONS
,itial Depth Estimate = 0.16 * (16.4 /(0.010^0.5))^0.375 = 1.08 ft (.33 m)
-�nal Channel Depth (after 8 iterations) _ .89 ft (0.27 m)
�IowArea = (2.0 * 0.9)+(0.5 *0.89^2 * (4.0+4.0)) = 4.9 sq.ft (0.5 m^2)
.let Per. =2.0 +(0.9*(((4.0^2)+1)^.5 +((4.0^2)+1)A.5)) = 9.3 ft (2.8 m)
.ydraulic Radius = (4.9 / 9.3) = 0.5 ft (0.2 m)
'hannel Velocity=(1.486/0.029)*(0.5^0.667)*(0.010^.5) = 3.3 fps (1.0 m/s)
..hannel Effective_Manning's Roughness = 0.029
alculated Shear (Td) = 62.4 * 0.89 * 0.010 = 0.55 psf (26.4 Pa)
3fety Factor = (Tp/Td) _ (3.33 /0.55) = 6.03
cffective Stress on Soil(Te)=0.6*(1-0.75)*(0.0156/0.029)^2 =0.04 psf (1.9 Pa)
-iafety Factor = (Ta/Te) = (0.05 /0.040) = 1.25
EROSION CONTROL COST ESTIMATE
Project:
PVHS EMERGENCY DEPT.
101-001
Prepared By:
AGW
Date:
11/24/2014
CITY RESEEDING COST
Unit
Total
Method
Quantity
Unit
Cost
Cost
Notes
Reseed/mulch
4.54
ac
$723
$3,282.42
Subtotal
$3,282
Contingency
50%
$1,641
Total
$4,924
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
28
CY
$30
$833
6
Gravel Filter
6
ea
$300
$1.800
5
Straw Wattle Barrier
4
ea
$150
$600
8
Silt Fence Barrier
1285
LF
$3
$3,855
38
Gravel Mulch
2
ac
$1,350
$2,700
39
Hay or Straw Dry Mulch (1-5% slope)
2.54
ac
$500
$1,270
Subtotal
$11,058
Contingency
50%
$5,529
Total
$16,588
Total Security
$16,588
APPENDIX F
PROPOSED DRAINAGE EXHIBIT
0
EXISTING DRAINAGE EXHIBIT
22
___ __1r______
EX PROPFR�
PROP LOD
W
0
Z
N
EROSION CONTROL PLAN
HARMONY ROAD
1-r Ian NLTFFN— _ _ _ _ _ _ _
• AD+AEEIm.aN.M Aawc«B°EBw _ _ _ _ Res"
_ _ __ __
, as - 000da — 88
__— _
I MNWP nPR.NP 81 60
�• N MMIPP
I
-. « I I PROPOSED BUILDING I I I
FF ELEV=4962.50
� III
I
I I
111
I I
WCl"Rilil WW)
PRW P�V�6�M UYER�B
RI
B (PRIVATE DRIVE)
rxeLALL ER IF CIP Pat FENCE
»..Wr._ Ir- l frm
RK wMET GRAVEL KPIR
0041 METALS
—J.
________________
Y r
LOU
I
I
I
i
Nm°wwxeoee //�
mWM DBVIY SEPARTE"J
DOCUMENT
RECE➢FNI
I
xBTALLr3,B LF CF< FENCE
mcmakNEST
eGEMW ADN:EMMFAB. ABNAYMpOA
ARM SEMENTAION
SMNFFOOKLDDIREMARK
I I
ISENT
I
I
I
I
IX PRg9IY
BOVNHRY
I
I
I
I
I
1
I
I
I
I
I
I
I
I
I
I I
50 PROPOSED NYIEX CONTOUR - s FT INTERVAL
59 PROPOSED MHRM IE ONTOUR -I FT 11TER1AL
TY WATTLE CHECK DAM
VEHICLE TRACKING PAD
— SF SLT FENCE
TYPE M MPRAP
• IB WATTLE INLET FILTER CCCa
HAY OR STRAW DRY MULCH
(I -SS)
G
• GRAVEL NUT FILTER =
CRECKEDBY. AG
DMIGNEUBY. AO
NOTES
DRAWN BY ANV
1) CONTRACTOR TO INSTAL SILT FENCE, PRIOR TO BEGINNING
CONSTRUCTICNAOTNITIES. TOTALENGTHOFSILTFENCIE=IEnU
MERE SILT FENCE IS SHOWN OVER HARDSCAPE (SIDEWALLKS, II
A GRAVEL SCREW FILTER SHALL BE UTILIZED IN THESE AREAS DURING
CONSTRUCTION, AS APPLICABLE.
U)
7
P) AL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED. CR
LANDSCAPED AS SHOWN ON THESE PLANS AND THE LANDSCAPE
(i
PUNS.
2
- 3)A-SOFT PAR' CONSISTING OF A MIM SUMMER TOPSOIL MIX WILL BE
Q
PLACED ALONG THE BOTTOM OF THE PROPOSED SWALE LOCATED
/Y
ALONG THE EAST SIDE OF THE LOT THE "$OFT PAN"WLL RE 3' WIDE K
V
1DEEP AND WILL ALLOW FOR VEGETATION TO BECOME E9'TABLISHED
1`
OVER TIME MILE INCREASING WATER QUALITY FOR THE SITE .
�rJ
PLEASE REFER TO THE GRADING PLAN FOR SOFT PAN'LOCATONS.
U
L
ul
SEE SHEET C-010 FOR DETAILS.
1
Z
z
/I STOCK PILES SMALL NOT TO EXCEED I PIN HEIGHT.
I010�
J
F(ly
5)AL OFFSITE AREAS DISTURBED DURING CONSTRUCTION AIRE TO BE
°5
11r��}
,•
O
^
RE -VEGETATED AND RETURNED TO HISTORIC CONDITION.
O
La,
rF}Yr
J
S) VEHICLE TRACKING FACIE) LOCATIONS SHALL BE DETERMINED BY
rile
i
Q
THE CONTRACTOR AND PRIOR TO CONSTRUCTION. AND SHALL BE
I!
I'=
a'
0
INSTALLEDACCORDINGLY.
C
W
LL_
i
T)SEE SHEET C-0OS FOR EROSION CONTROL NOTES AND DEiNLS.AND
LL
0
CCNSTRUOTIOW EROSION CONTROL SEQUENCE CHART.
1{I_I
0
Z
PROVIDED
0
0
0) A WATTLE CHECK DAM OR GRAVEL INLET FILTER SMALL BE
W?
MOUND THE DRY WELL WIN TO PREVENT SEDIMENT FROM
�
V
CLOGGING DRY WELL. BECAUSE THE LID MEDIA IS NOT AMnCIPATED
f
TO BE INSTALED UNTIL NEAR THE END OF CONSTRUCTION.A
Z
J
Z
SEDIMENT TRAP MAY BE REQUIRED TO PREVENT SEDIMENT FROM
REQUIRED
J
W
0
0_
ENTERINGTHEDRYWELL. SHOULD THISBE REQUIRED. AS
U
BY THE CITY EROSION CONTROL INSPECTOR. THE SEDIMENTTRAP
Q
V
UI
SHALL BE NSTALED PER THE DETAIL SHOWN ON THIS SHIEST.
F.
2
Q
O
dA
��..
U
W
W
Jp
JW
Qx
0WEyy
CALL UTILITYNOTINCATON
q y�
CENTEROFCOLOIRADO
Q
1-8001987
.922.
`jS(
RI �VAO
a
Q
' o
R r.
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
THESE PUNS HAVE BEEN REWEIMED BY THE
,
?
LOCAL ENTITY FOR CONCEPT THE
.✓°ej—EG
g`O/
0.
APPROVED:
REVIEW CODS NOT IMPLYRESPONSIBILITY BY
pONSI
Iu
_
Gly Engineer Dote
ARTM
WE REVIEWNG DEPARTMENT WE LOCALAP
z
�
,
CHELNED Br:
ENTITY ENGINEER. OR THE LOCAL ENTITY FOR
THE
p
�
-
'
Water k Wasterater OR% Dote
ACCURACY AND CORRECTNESS Of
pT'
CACUVRONS. NRTHERMORE, THE REVIEW
Q
..�� G`
FONAL
CHECKED BY:
DOES NOT IMPLY THAT OUAMRIE9 OF ITEMS
?O
„"",°"''""
np
SUD" mer UtBBy Dote
ON THE PUNS ARE THE
CHECKED BY:
ALL UT HEITIEs
REQUIRED. THE REVIEW SHALL NO'F BE
Parka k Recreotlw Date
CONSTRUE➢ IN ANY REASON AS ACCEPTANCE
erxa
<DGODRIB
OF R RESONAL IUtt BY THE LOCAL
DA11C
CHECKED BY:
ENTITY FOR ADDITIONAL QUANTITIES § OF ITEMS
FOR
TraNic Engineer DDIe
SHOWN THAT MAY BE REQUIRED DURING ME
SHEET
SHEET NO: C004
CHECKED HY:
CONSTRUCTION PHASE.
C OF
11
nmwm ntal Manw Date
19Y SmIW WArT£s, EMBEDDED AND STANDS As
'RW£
SHOWN IN napol rLTR' Di rNs SHUT 1TI
MSIME STABUZA l OF WATTLES, SCA xc sHAu 9E
BASED me SERIICAL TOE ro HEAD No I V.a N
INTERVALS waral IS- HEIGHTS EXCEEDED BY St.
tPA NT A MOST BOF CHANNEL BE HIGHER
TU,N
- ACKA-COMPACTED
v
FLOWWATTLE£
��AL NOTES
SSAR THE
RE 1. wSPECT .AMID REHMR PLCE E IEQn
BACKFlLL
ELTEHs SUCH G1 SINN EVENT.
)
]
4MIHSrUrIIFp SECPANIEpRBV 1NE
I
Ny�fMOpVA�L
ENGINEER NG IpNGEq NSE.
rw
J. PEEASE REIER rO Exllra XnoxL
AOpDIPWIK WAiRE xo MDR
VIEW
PROFILEUnited
��S miAWwn
N TEs AND DErA Ls .-..p.wa,e«T m
1R" DIAMETER
STRAW
WATTLE CRECE DAM
N Up
CURB INLET
O
GRAVEL FADER
(APPROX. 3/4"
DIA.)
CONCRETE
/Li
HIRE BEEN
BLOCK
��
(APPROK. I/2'
MESH)
0" WOOD STUD
OVERFLOW KFILTERED WATER
RUNOFF
MRE SCREEN CURB INLET
AWL FILLER 2"x{" WOOD STUD
...__ SCREEN
PLAN VIEW SECTION A
GENERAL NOTES: A
I. INSPECT AND REPAIR FILTERS Ali EACH STORM EVENT.
REMOVE SEDIMENT WHEN ONE HALF OF THE FILTER DEPTH
HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER
FlLMRING MEASURE.
2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED
FROM TRAVELED WAY OF ROADS.
GRAVELEROSION ICONTRQL CURB INLET T
CALL UDIITI' NOTFICATR)N
CENTER OF f.OIKIRADO
1-800-922-1987
woo; cea%Io"RuuvAR
lips Tie wino+[ auxDS
OF IF lmllrEsn.
sT/NOARD EROSOM ANp MDIWN T MNMOL
COMMUR ON PLAN NOTES
Seplembw, M3
NJ Th mtl nWMtw must be nmim a kas Wearyry bw RID M1mrs Met to my cmdwdimm
axis ato.
(2.1 Them &NETbe no 0mna[mlWng etbHy mmhr Melmnx emsman m the a¢agm vox.
t].) M reryirm law me N sin a no can Wumzw %as,9wall As nzmlled pDpL is any lend dap Doing e[aAy
(4acXplbq, Oppall gong Oct. An alter DwWm auxin nall,mamm wall be Indeed ante
aLyropiam Bose,, me mnActim seymo as me[ame in the aWFWW pmjM i OWla Cwxmr[am
punsma winos [olmi rapm.
0) At Ed Lmu during crosautnan the DnMMw shall W respmsble ear pevWing and mla M users
Moson step ng the pweM atncienty"wW m es he MINMp wind Nowt[myMnL TM
Deetlmw Pall him M nepmude fop mstaing out Maimmmnt all wwon m fa WbmMroml
heran
(6J PpetiP ce v"a m shall be geected and Maned Mpewer[assble Remwalwddwbnceof
emitting y9a11m shall be limited to Me er®(x)DryupW mrmmeeate cWsWdim m Mmi and
tbxh°ewt patllgl pwlW of time
(SJ Al Sp avWme WnnglanddSWDoiyatw,y(enppns. grating. Nily bslMltivn[,9rcYplmq filling
All [eke0inamp mW[mdwnbroingadNdngPmgmnecmmmpeelankh.
agtlmim, v mhv mrrmnmlamslm caNtl gMPo are,nffiIlm. No sah h am[ oNP6 Mo
rifts yAm Permanent
anion Wwlane esm2ingmevbrfa more men mint( lldrysb s Deapri
ate dapermenam emam embtl tog amFrukM1,Imhtyxnq Y[)is InPellad uNnsdMpMm
In I t w, zeam,Ny
a) pmmmmod , met. dl Len MD(Z w Lmeolmeaaccnm III Dam wee( n w
a Beim a morn dome two w..ka.,�a.A. mina imam cam w.n I T v le worry to m
merino to mppneaadW as px<ezm maawme mom. [anmaee DmDmenwd
W a W
m - nem Mnnm.
@)as mMramnm by the ero art omra mpav nNn9dW 2m apwsaro sul! emy Ladlladi
of Be wma%rlhoatehasbMn%Mi0dyaebil,ndesdNwminmbytMe,Owwcwtd
NET Man wyam,mmnVd measures as mmoved rue Draow snell[e'Car l RA me clean
upward min al ° Hal secimed and deans kwn all damp channel endoNw Wtlk awdies.
LIT The carte[Ivasea immeda*clean m amy... deems, mLviPs inedvbmy Ww,n din among
smash, d lks or cone public who, of way, am Cookie am o a ad walkways madminmat me
and
w& working my
HIT) A1� W WJpmNm mWW4 mine an swd vd eumws Nell be,emmW and a,s Wof
and amnion so as mat to cause mar rants nos any wastes Piano UMW Slta.
(11J Na soon byrplle shalu[em g, NOl Tee. nlayH. AE mil oncting Any
scat a lm mn ng iDwN
Lmn[port o orrice ,wq,ninp nd mic me MmemD an kn[mg. Mr si stWAle mpnnne one
INey PN own anal be Memdmem@hm.
(tz) The Pompvmmrvomme[ysdy dome ever Wnmwillmr.amroe maamnzpne Lnasmlmclmnm
Hm[a w, onrcroa prop[[mebekvemmn9memaimnnce tea mtl4Cey.Cwmya
Hm.srDmwx MODIC
Halt Bay Ordnance end GOlwem Discharge Parma Byam (GBPSI nmkemeae mass nudaMAm
(1{J cortall Am gn AS as
xM1Plbe Mw,hamature mtortnWaitedwokwaeMN.TM ana Dylan
mature aWaitedel e IWOme filly I50) Cast
was exay bean am xemmry
rangd and uon.Uponosed of br toMEsa nbn ativlirs me cancrere WeahM rmunYxYlM
war endpgar does not
Diem 0 err Pingft oneo
O6J Tomaremat ourrol roeenmmweoNdaclammbh one or mad of are
edgingsmedto tamlidechDBUMN shall eeieror eMm maintained CRY mete zero olr[Nrtly 4milisd
as eeterml neagme er cmlmrnzpector (N[M1in Lwxlmeeiry Lknns Onryl.
Ba�al
Up.Corp ..age gar; pm z.
(b.) Oamamnage Wwa- t
(C) Ia W,imeter.
(Q) mOma btermillnsbr.
(1!J SM11Tanrs Orhoomng Wan amembrsa determined
nftm pelsAwmdNo the pm[.
tine MlYWenMe mpemem MaMw measures era aaernnm nxessery. as rrmmtl q the
DLp(%ny
MY mttm DART art a Rome
SILT S TENCH .r CONTRA D a
wins
1. win TRICIWG wT S BE L m
T E\£Ar TImRWCE/EN TO ME CMSTRuclpli SIR.
z. ASS NIIOOM'prA W � W mWMLRTMMM BEING
.iT KM OMO tlM STRER.
Erg 3. SE MT MD OTHER wTERM1 SMYFD. MtOR'£D
Yq� OR r KM Onto OIY SIMEI 51LW BE IMI6MIELY
(AT' OWED
- REIGYID
1 - r lip
I - 3/4M1 LAYER
6
�j7*]Qw of Y r1.fN Y i � G�i I:Y 9
rN��Y
0000000mmoou
____________
JDPES PERMIT NOTES
SITE ME lPTMN
d. Onslte cwstmction which cwsMts Of and
utility work, Driwle roadway construction
and Me crostmclim of an LID Basin d a mioled alarm drainage swales.
p. The major wtiAties we planned In the following sequence:
1. Clearing and Drubbing necawry for Dsimelen controls
2. Instillation of perimeter can zJop
3. Demdllion of ixlating asphalt and site Items, as applicable.
4. Grading of Site. Parking Lot, driWE aisles, and swales and sediment/LID basin.
5. Utility construction to sew site (Sanitary Sewer. Water k Storm Sewer).
6. Private Roadway and Parking Lot Construction, Building Construction.
Z Stabilization, including seeding and iamilation of permanent BMP's.
8, Removal of central measures.
o. The platted one boundary
cr s of
oppr4.54 imathis historic
acres, Proposed Brad
d Brourn heaina
1-9 account for , with
acres of the 4.5{ acre historic drainage burin area (I the
4Pal.54 Mast oplonl), with the remaining twill acres pared to in offsite basin o The
{54 acre f ca site mtl olsout areas will be canveyatl iD p ti o d MEd ocated a LID
south, as well er of the
sour and nto the existing detention Dons located s the
expectant cannerdof the PrpHring property. ing and WWI b. 3.3 acres of site was b
expected to undergo Gearing and/or grading and aril De dsturbm.
d. Rational 'C" AN 0.25 before construction with a Rolianol "C" value of 0.80 allowed alter
caostruclim. par the PMHS Drainage Minter im. The Rationd 'C" varies from 0.25 to
0.95. with are average "C" being 0.65 for the PVHS Harmony Campus Emergency
DWartmmt site, The site lies within the Moderate Rainfall Erodibllily Zone and Low
Wind ErodBlllly Zone per the City of port Collins zone maps. With the existing site
slopes of approximately 0.5% to 2X the new Improvements will be Wbjeated to DOME
wind and rainfall erosion.
UN The OedevM meat property for the site consists of open land vegetated with Wws and
wens.
R. Soil and gap fuel and fluids are antkpated pollution smrces for the PWS Harmony
Campus Emergency Depar"ent site. However, there will be no vehicle storage or
cleanng an site. Chemical slorege is not a,tkipated on site. Please refer to the
Sto nnom er Management Plan for a complete list of onlicipoled polution sources.
W. There may be anticipated nos sttrmwaler Portugal of discharge Please rent to the
Slornmerer Management Plan for a complete list Of ant [pates polutwn sources
An. The ultimate downstream recwvng water a the Poudre RiWEr Storm water runoff from
the developed portion of the site will be cmWEM by curb k gutter, curb cul swoles
and o"Hwd sheet flow to an existing drainage Swale, whcbBNchorges Swtb to an
existing ,letentan pmd. located 1n the swWeasl comer of the PVHS property.
SEE MAP:
d- Sen Drainage Basin Emp as Erosion Cmlrol Plan.
-BMP'S Ii STCRMWAMR PIX UTON PREVENTION:
d. Erosion and Sediment Conlrolc Sam Ermim Central Noto and Sequence Table phis
sheet).
tp. Materiels Handing and Spill Prevention: Measurm should be undedN to central
crosWction materials and waste, ad dHpoaal of a ce s concrete (If applicable) to
re this and other materials do not leae site and enter Me public streets or
Meuve th
detention pond whim eventually ou0ets to Use Pandre River. Concrete, building
materials. waste, and de nup by-products should not be discharousting
ed into the on -site
ogee
e system nor should they enter the public stable w pstin &tentim
Dona. In Me event of a soil from the site Into storm sewer system or existing
delmtim pond. appropriate meowres shwld be undertaken immeaiatdy to remove the
spilled matsiala and prevent Nlurp spills from occurring.
FINAL STA8Il1ZATI0N AND LONG-TERM STORMWATER MANAGEMENT:
d. See Ermlan Control Notes this sheet for final stabilization meawres to Cmtrd
Pollutants in stormwater discharges.
OTHER CONTROLS:
Cap Measures should be undertaken to remove excess waste prodlcts tram the site and
dispose of theme waste materials off site In an pprnprmle mmnm. In addition.
m�sures ffimid be undwlaken to limit off -sole Mil frocking of mud and debris
Willa" from vehicles leav!ng the site. Mud and debris should not be erackM along
roaaways and allowed to enter nos-wotmted drainage Ways which discharge eventually
into Me Cache En Poudre River.
INSPECTION AND MAINTENANCE:
a. Inspection and ra tenance should be undertaken on a regular basis as Outlined 'h
o Section 6 of the Tams and Cmdilims of the COPS Gmsal Permit.
Table Mg.
Recommended Species
and Application
Rates of Seeds
fa Temporary Vegetation
and/or Coves
Crops
S mmar
Seosan 1
Or01ed Pounds/Aare
Annual RyegrasI
Cool
20
Oats
Coal
70
Cneol Rte
Cool
4D
Wheat - Winter
Cool
{0
Wheat - Spring
Cool
60
Bonney
Cool
50
Millet
Warm
W
Hybrid Sudan
Warm
15
Sorghum
Warm
10
Cod season If
es make Hper major growth in
the spring Wom,
season grosses
make their majer
growth
In late spring and summer.
Table 1T4
identiries planing
dates for pore
nid and
temporary/coves crop grosses.
Table 11.4.
Planing
Data for Perennial and
Temporary/Cover Crop Gmsxs
DATE
PERENNIAL
TEMPORARY/COWER
GRASPS
CROP GRASSES
Warm Cad
Warm Cod
Jan Ot - FM'{6
Yes Yee
No No
Mar 01 - May 15
Yes Yes
No Yes
May 16 - May 31
Yes No
Yes No
Jun 01 - Jul 3
No No
Yes No
Aug 01 - Aug
I
No Yes
No Yale
Sep 01 - Sep
0
No No
No Yes
Oct 01 - Dec
1
Yes Yes
No No
Mulching shut be used to assist in eslablishmmt
of vegetation.
One or moreof their
mulches shall be used with a DerennW
tryfand grass seed mixture or a
temporary vegetation or
corer map.
Mulch
Acceptable Doles of use
Application Rolf
Straw or Hay
Jon 01
- Mae: 31
1 1/2-2 tons/ate
Hydraulic (wood or paper)
Mar 15
- May 15
1 1/2-2 tons/awe
Erosion control (mats or
blankets) Jan 01
- Dec 31
Not applicable
Hay or straw mulch shall be free of noxious worker; and at least 50% of the fiber 0011
be 10 inches or more in length. Wren seeding with native grasses hay from a native
grace is a suggested mulching material, if a liable.
If Irrigation is used, hydraulic mulches may be applied iron March 15 through Sep 3D
May or Straw Mulch
1. Hoy or straw mulch All be anchored to the $0 by one of
the following methpp
(a) A crimper which will crimp the fiber four Inches or
move into the aril. At least 50% of the Bbs
shall be 10 Inches or owe In length.
M) Manufactured mulch netting installed OWED the hay
or straw according to manufacturers' Instrucllons.
(C) Tockifiers sprayed an the mulch to the
manufacturer's recommendation.
2. All area* w hav must be Rap of noxious so etle.
:I .........e...�
p`M"p AA6��0�
VIAT
' ANW e'" �...m,m[.tm ep ate..
n..m. STRAW WATTLE OR GRAVEL FILTER¢ FOR ePt etrr FINE cam.ES, IN S. fic STRUCIURE
City of FortCollins, Colorado
UTILITY PLAN APPROVAL
APPRMM:
City Engine*
Date
CHECKED
W.
Water TicWmte*aUpter L
WM
CHECKED
BY:
Sturmwua Utility
Date
CHECKED
B
Parka AT Recreal'ron
Date
CHECKED
B)D
Traffic Engines
Oete
CHECKED
BY:
Environmental Planror
Gala
CHECKED BY: FIND 1
OFSiO BY AG 1
p "BY'. AM 1
U)
a
Q
U
Z
0U
Z
J_
Ld
Q
few
II
Vl Us
N F
' Z
JW
QU
�= U_
W( Q
Cap
Q
0
a
O
O
J
O
V
Z
Z
J
U
H.
0
9'
Q
lops
in
0
V)
F-
0
Z
J
0
Qe
Z
0
U
Z
0
N
0
W
W
LOCAL ENTItt ORTHESE PLAINS ECONCEPT ONLYBEEN �THE THE
y
ED
AAFp'eON
REVIEW DOES NOT IMPLY RESPONSIIBILITY BY
THE REVIEWING DEPA TMENT, THE LLOCALEMIiY ENGINEER. OR THE LOCAL All FORACCURACY AND CORRECTNESS OF TTHE
CALCULATIONS. NRDIEAMDRE, THE REVIEW
NOT IMPLY THAT QUWMES �OF ITEMS
ON THE PUNS ARE THE P1 OIIRNNTIES
QGOES
REWIRED. THE REVIEW SHALL NOT BE
CONSTRUED IN ANY REASON f5 AGCEPTANCE
No: i000O2
DP FINANCIAL RESPONSIBILIT" BY THHE LOCAL
tie 02c i1B
ENTIT" FOR ADDITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REWIRED DURING THE
SHEET NO: Q-005
CONSTRUCTION PHASE.
5 OF 11
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MISTING DETENTION
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HARMONY ROAD
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PROPOSED
BUILDING
i \ FF 4962.50 i
RUNOFF FROM THE DEVELOPED SITE HALL BE ULTIMATELY CONVEYED l
AGE SWALE, WHICH FLOWS SOUTH ALONG THE EAST SIDE OF THE PV IS
DETENTIONPOND. M.. EDONTHESMALLRUNOFFFROMTIISGRASSAAEA(0.27CFSAND1.24CFSFCR2-YRANDI0 YRRUNOFF,
RESPECTIVELY), THE EXISTING INLETS CAPACITY WILL NOT BE ADVERSELY AFFECTED, AND RUNOFF ME BE CONVEYED TO THE SAME
OUTFACE POINT (EXISTT ING DETENTION READ) AS INTENDED IN THE DRAINAGE MASTERPLW.
2) PLEASE REFER TO THS RATIONAL METHOD CALCULATIONS FOR COMBINEW ATTENUATED FLOW FROM COMBINED BASINS.
3)17OFCOOTCUSS'A' BEDDING WTERIALSHALL BE PLACED UNDER ALL RIPRA➢SNDAN ALLRIPRAPSHALLBECOVEREDWTHWOF
TOPSOIL.
4) ROOF ORDERS FROM THE PROPOSED BUILDING NQL BE PIPED INTERNALLYAND DISCHARGED NA LAMBS TONGUES FLOW N1LL RE
CONVEYED EAST, THEM SOUTH IN A SOFT PAN SWALE AND TREATED IN THE PRE -SEDIMENTATION BASIN. PRIOR TO FLOWS SPILLING
SOUTHEAST, THEN SODUM IN THE EXISTING SWALE SYSTEM AND INTO THE EXISTING RETENTION POND.
5) POROUS PAVERS HILL BE CONSTRUCTED IN PARKING BAYS AS SHOWN IN THIS PLAN. PAVERS WILL BE ALLOWED TO PERCOAT[IMO THE
SOIL AND PROVIDE ADDITIONAL WATER DUALITY, PRIOR TO BEING CONVEYED DOWNSTREAM VIA THE SUBDRAIN SYSTEMS.
5) RUNOFF FROM THE PARKING LOT WILL GRAIN TO LOW POINTS, PASS THROUGH CURB CUTS, SIDEWALK CHASES, Sial AND SOFT PANS
BEFORE ENTERING AWL UD BASIN AT THE SOUTHEAST CORNER OF THE SITE. A POROUS, RIPSAW LINED INFILTRATION WIN. WALL ENHANCE
INFILTRATION WITHIN 4HE LID BASIN. OVERTOPPING FLOW HILL DRAIN SOUTHEAST TO THE EASING SMILE MIT WILL THEN BE DIRECTED
SOUTH AND INTO THE ILEXISTING DETENTION POND, IN ACCORDANCE WITH! THE DRAINAGE MASTERPUN.
T) RUNOFF FROM THE PRI,LVt DRIVE WILL MEETING CONI EAST IN THE MENG AND PROPOSED CURB ANDGUTTER. THENORTHECO'MIME
MASTER LEGEND.
B) SEE SHEET C402 FOR e
R LOCATIONS OF CONCRETE 6 METAL SIDEWALK CULVERTS, CURB CUTS, CHASES, AND SIDEWALK DRMNS.
9)SEE SHEETS C4 FOR DETAILS OF CULVERTS C1 G. .SEE SHEET
C407 FOR ATABLE WT
PRIVATE DRIVE
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PROPOSED DRAINAGE BASIN SUMMARY TABLE:
DRAINAGE
WIN
DESIGN
POINT
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PROPOSED DRAINAGE BASIN SUMMARY TABLE:
DRAINAGE
WIN
DESIGN
POINT
gW E
BASIN
AREA
pveq
'C
VALUE
Da BAN
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OUT all
1
1
045
O o
LAOS
4L45
2
2
0.53
OST
131
S.0
3
3
010
033
O.W
0311
4
4
025
OTS
0S5
2N
5
5
011
090
1as
4.11
5
5
013
055
0M
1M
T
3
0.22
0.50
0.67
2.Be
B
B
O.71
OA
an
114
9
B
Bm
OS3
032
tb
051
t0
1.37
OSG
0.38
lA
SITE
SITE
317
065
1
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PROPPREANDIMENMUUWNFORNaMEASURE IIIII
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DRAINAGE BOUNDARY
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ENIDAILRE
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ELD.ARRDw
c
105
—HISTORIC DRAINAGE BASIN ID (FROM PVHSS500N0 ELxANVATERPux DEN WAVE STUDY
4 ®®6 - ®
4.54AC
- ACRES
CHECKEDBY', AEG
0�
PRMWED ROEi NUNN LOCATION
DOUNEDer'. !RG
DRAWN BY AWL
ORA6619061INED
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0.6I'
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*SWALE A -A CROSS SECTION Dm=D®a
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SWALE I CROSS SECTION D.•523aN
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City of Fort Collins, Colorado
J
UTILITY PLAN APPROVAL
y
APPROVED:
2
City Engineer Date
0
W
CHECKED W.
F
Water a Wastewater Utility Date
O
CHECKED RA: -
Stortnw0ler Utility Date
F
U
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O
CHECKED BY:
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PDrlu IT Recreation Dale
00
a
a
K
0
CHECKED RA:
a
0
TMticEngineer Date
CHECKED BC
�uINIIwI M, _1
Emimnmental Planner Dale
THESE PUNS HAVE BEEN RENEWED By ME LOCAL
-
WIFE FOR CONCEPT ONLY. THE REVIEW DOES NOT
'=
B
IMPLY RESPONSIBILITY BY ME REVIEWING
DEPARTMENT, THE LOCAL ENTIfl ENGINEER, OR THE
LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF
S
/pNA'„NdG
ME CALCULATIONS. FURTHERMORE, THE RENEW DOES
NOT NPLY THAT QUANTITIES OF ITEMS ON THE PUNS
ARE ME FINAL QUANTITIES REQUIRED. THE RICOM
SHIM-1-SHIM-1-NOT BE CONSTRUED IN ANY REASON AS
P1WNJmcTN m 4onmf
TIC 02A1TA15
ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE
SHEET No: C-006
LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED WRING ME
6 OF 11
CONSTRUCTION PHASE.