HomeMy WebLinkAboutDrainage Reports - 08/24/2016Ciy of Ft Coin Plans
Approved ey
Date $-�`f-l�
ENGINEERING
Final Drainage and Erosion Control
Report for
221 East Mountain Avenue
Fort Collins, Colorado
June 29, 2016
June 29, 2016
Mr. Wes Lamarque
City of Fort Collins
Water Utilities --Storm water
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for the 221 East Mountain Avenue Project
Dear Wes:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Report for the 221 East Mountain Avenue 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:
Tony Willkomm, P.E.
Senior Project Engineer
�RADO i i
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Reviewed by: G o��� c
325'
UJ
s`r�GNAL ENG\
John Gooch, P.E.
Principal
TABLE OF CONTENTS
PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. LOCATION
5
B. DESCRIPTION OF PROPERTY
5
H.
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 POND
11
D. STREET CAPACITIES
11
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
14
REFERENCES
15
APPENDIX
PAGE
VICINITY MAP A
RATIONAL METHOD HYDROLOGY B
LID BASIN SIZING CALCULATIONS C
CURB CUT & STORM PIPE SIZING D
EROSION CONTROL ESCROW E
PROPOSED DRAINAGE BASIN MAP, EXISTING DRAINAGE BASIN MAP
& WATER QUALITY PLAN AND SECTION (PREPARED BY DAVIS
PARTNERSHIP ARCHITECTS) F
FINAL DRAINAGE
AND EROSION CONTROL REPORT
FOR 221 EAST MOUNTAIN AVENUE
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The 221 East Mountain Avenue Project (referred to as "221 Mountain" here -forward)
is bounded to the north by Mountain Avenue, to the east by Mathews Street, to the
south by a public alley and neighboring apartment building, and to the west by a
multi -story public parking structure.
The project site can also be described as situated in the southwest quarter of Section
12, Township 7 North, Range 69 West of the 61 P.M., City of Fort Collins, County of
Larimer, Colorado. 221 Mountain site is currently occupied by a vacant building,
(formerly Mountain View Tire Center) with a paved parking lot. The proposed use
will be a four story office building surrounded by paved sidewalk, landscape features
and improvements to the public alley, south of the lot. Proposed improvements are
planned to occur over entire lot area of approximately 0.45 acres.
B. Description of Property
The 221 Mountain site is comprised of a four story building with enhanced sidewalks
and landscape improvements along the East Mountain Avenue frontage and Mathews
Street frontage. The public alley will be reconstructed in concrete with a center
flowline and outfall curb and gutter along the north and south sides of the alley.
Currently, the 221 Mountain site is occupied by an existing brick building with a
north driveway access on E. Mountain Ave and an east driveway access on Mathews
Street. The entire lot area around the building is paved with asphalt and concrete.
The space between the west side of the building and the public parking structure is
surfaced in gravel. The public alley south of the lot is asphalt paved.
The existing parking lot slopes north and east away from the building at slopes of
approximately 1% and 3%. A concrete curb is constructed along the south and east
sides of the lot. Drainage is released at an opening near the northeast corner of the
lot, at the east driveway access on Mathews Street and at the North driveway access
on Mountain Avenue. The off -site, gravel surfaced area west of the building drains
from the south to north and drains across the existing sidewalk to curb and gutter on
E. East Mountain Avenue.
II. DRAINAGE BASINS
A. Maior Basin Description
The 221 Mountain site lies within the City of Fort Collins Old Town Basin. The
proposed development will 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.
B. Existing Sub -Basin Description
The existing 221 Mountain site is comprised of two basins: EX-1 and EX-2. EX-1
comprises the existing building majority of the parking lot area to the east.
Existing basin EX-1 contains approximately 0.40 acres with a calculated'c' value of
0.95. Existing runoff from the basin EX-1 is comprised of the concrete and asphalt
parking lot and the building roof area which is discharged to the paved surface via a
roof drain on the east face of the building. Runoff generally flows east through the
driveway access and northeast to a parking lot curb opening at the north end of the
lot. Flow drains over existing sidewalk and enters the curb and gutter in Mathews
Street. Drainage in Mathews Street flows north to enter an existing 12-ft
combination inlet.
Existing Basin EX-2 contains approximately 0.04 acres with a calculated `c'-value of
0.95. The basin is comprised of concrete and asphalt parking along the north face of
the existing building. Runoff drains north over existing sidewalk and through the
existing driveway access to the flowline in Mountain Avenue. Flow is conveyed east
in the curb and gutter to an existing 20-ft Type R inlet.
The existing Basin EX-3 is the off -site area comprised of the public alley and half the
right-of-way of Mathews Street. The alley drains east to the flowline of Mathews
Street, then north to the existing 12' combination inlet. The basin is comprised of the
asphalt alley, asphalt street, concrete sidewalk and curb and gutter, and grass
landscaping between the curb and sidewalk. Basin EX-3 has an existing `c' value of
0.88.
It should be noted that Basin EX-3 is existing public right-of-way and therefore
outside the limits of the site. The majority of the site runoff currently is discharged
through paved areas with no treatment for water quality. Minimal filtering may occur
in minor events were flow from the curb opening at the northeast comer of the lot
passes over grass area between the curb and sidewalk before entering the 12-ft
combination inlet.
Please see the Existing Drainage Exhibit attached for the existing basin limits and the
delineated pervious areas.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
Under the existing fully developed conditions the site is 100% impervious and the
proposed developed condition will also be impervious within the property boundary.
The site is allowed to release un-detained, as occurs currently under the existing
condition. It was noted by the Stormwater Department the water quality treatment
for 50% of the site is treated by the Udall Natural Area water treatment facility.
However, additional LID improvements and BMP's will be implemented to provide
for treatment of storm water runoff 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 1.00-year storm event intensities were used in calculating runoff
values.
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.
7
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u
D. Hydraulic Criteria
All hydraulic calculations, including final calculations and sizing for curb cuts, and
erosion control 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
Three drainage basins will provide conveyance of drainage for the 0.45 acre site. The
majority of the site will be occupied by the proposed building which will drain runoff
to three roof drain locations, one to the north and two to the east. A relatively small
area of sidewalk between the building and the property boundary will sheet now
north and east of the building. The runoff from the hardscape on site and within the
right-of-way will sheet flow to the respective street flowline in Mountain Avenue and
Mathews Street then drain to the existing inlets on each respective street.
The runoff from approximately 5 1 % of the building roof area will be treated using
planters on the roof of the building for LID treatment. The north roof drain will be
piped underground and connect to the existing Type R inlet in Mountain Avenue.
Two roof drains, along the east side, will discharge roof runoff to two proposed
concrete chases and discharge to the east to the flowline of Mathews Street.
Site. runoff from the roof area will be treated, prior to entering the storm sewer,
through the utilization of the proposed planters on the roof as LID measures.
The proposed storm sewer pipe, chases, 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 0.95 and 0.95, respectively. The imperviousness for existing conditions is
96%, compared to the 91% for proposed conditions. Therefore, there is a net
decrease in impervious area for the development. Exhibits are provided in Appendix
F showing the existing and proposed basin areas, and drainage patterns.
The public alley south of the lot will be reconstructed with curb and gutter outfall
curbs and a concrete paved alley with the flowline in the center of the alley. Alley
runoff will drain east to the flowline of Mathews Street then north to the existing
8
combination inlet. It should be noted that a long narrow paved section between the
building and the back of curb, approximately 200 SF, will sheet flow to the alley.
This area will not be able to be captured or redirected away from the alley due to
grading restraints. The alley impervious area will remain the same as the existing
condition.
The roof planter LID measures, shown and called out in the architectural plans, are
anticipated to provide for approximately 9 inches of ponding depth in the planters
prior to draining through underdrains in the planters which are connected to the roof
drain system. Drainage from the planters and roof are directed to two scuppers on the
east side of the building and one storm sewer on the north side of the building (see
the architectural drawing provided in the back of this report for details). The east
scuppers drain to concrete chases and discharge to the curb and gutter flowline in
Mathews Street. The concrete sidewalk chase details are provided on the Landscape
plans.
B. Specific Details
Basins 1
Basin 1 conveys runoff from approximately 80% of the north half of the roof, to a
roof drain located near the northeast corner of the building. The building roof drain
will connect to a proposed 12" HDPE storm pipe and discharge to the existing 20'
Type R inlet in Mountain Avenue. The hardscape between the building and the north
property boundary was included with Basin 1 to simplify the basin delineation. This
will slightly increase the design flow calculated for the roof area. The hardscape area
north of the building will sheet flow to the flowline of Mountain Avenue then flow
east to the existing Type R inlet. It should be noted that the site flow will combine
with runoff in the right-of-way. Combined runoff' will enters the existing storm
sewer system.
Basin 2
Basins 2 will convey runoff from the south half of the building to a roof drain at the
east side of the building. Flow will discharge to a proposed 20" wide concrete
sidewalk chase then drain to the flowline in Mathews Street, flow north in the curb
and gutter, and discharge to the existing 12-ft combination inlet as historically
occurs.
The hardscape between the building and the north property boundary was included
with Basin 2 to simplify the basin delineation. This will slightly increase the design
flow calculated for the roof area. The hardscape will sheet flow to the flowline of
Mathews Street then flow north to the existing 12-ft combination inlet as historically
occurs. A grass parkway in the right of way along Mathews Street will provide
additional filtering of runoff before entering the street.
0
• Basin 3
Basin 3 will convey runoff from the eastern most 20% of the north half the building.
The roof runoff will be conveyed to a scupper and discharge into a proposed 20"
wide, concrete sidewalk chase. Flow from the chase will drain to the flowline in
Mathews Street. Runoff will flow north in the curb and gutter, then discharge to the
existing 12-ft combination inlet as historically occurs.
The hardscape area between the building and the property boundary was included
with Basin 3 to simplify the basin delineation. This will slightly increase the design
flow calculated for the roof area. The hardscape area north of the building will sheet
flow to the flowline of Mountain Avenue and flow east to the existing Type R inlet.
The hardscape area east of the building will sheet flow to the flowline of Mathews
Street then flow north to the existing 12-ft combination inlet as historically occurs. A
grass parkway in the right of way along Mathews Street will provide additional
filtering of runoff before entering the street.
It's important to note that because the proposed development is decreasing
imperviousness, and there is limited available space, the LID measures are placed on
the roof and will treat roof runoff with proposed planters. These LID measures
increase the treated impervious area and provide additional water quality for runoff
from site Basins 1, 2 and 3, which does not historically occur.
Basin OS-1
The off -site Basin OS-1 will convey runoff from the public alley in the center
flowline of the concrete paved alley and discharge to the flowline of Mathews Street.
Flow will drain north to the existing inlet on Mathews Street as historically occurs.
The existing paved alley will be removed and replaced with outfall curb and gutter on
the north and south sides of the alley and concrete pavement with flowline in the
center of the alley. The basin characteristic for `c' value and imperviousness remain
the same as the existing condition.
Basin OS-2
The off -site Basin OS-2 will convey runoff from the opening between the proposed
building and the existing public parking structure to the west. This area is currently
gravel surfaced and will remain a gravel surface after construction. This basin drains
from south to north. Excess runoff from the basin will flow over the existing
sidewalk along Mountain Avenue, enter the existing curb and gutter and drain to the
existing Type R inlet in Mountain Avenue as historically occurs. The basin
characteristics for `c' value and imperviousness remain the same as the existing
condition.
10
Overflow Conditions
Basins 1
Should the roof drain plug in Basin 1 an overflow drain will discharge to a scupper
and flow on the surface to the flowline of Mountain Avenue and enter the existing
Type R inlet. If the inlet clogs, water will pond up to the crest of the intersection and
flow east in Mountain Avenue.
Basins 2-3
Should the chases clog within basins 2 and 3 flow will drain on the surface to the
flowline of Mathews Street. If the inlet clogs, water will pond up to the crest of the
intersection and flow east in Mountain Avenue.
C. Detention Pond
The site imperviousness will be decreased with the proposed improvements and will
not require detention. The addition of LID and BMP measures will be implemented
to improve the water quality of runoff.
Proposed and existing impervious area will flow overland to the north flowline in
Mountain Avenue. East of the proposed building, runoff from approximately 50% of
the building will be directed to roof top planters for water quality treatment. These
measures will be provided to enhance water quality of on -site runoff which does not
historically occur.
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.
11
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 roof top planters. In addition to the site BMP's, water
quality treatment for 50% of the site is treated by the Udall Natural Area water
treatment facility. Approximately 51% of the building roof is directed to the
proposed roof planters LID measures. 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 Cache La Poudre River, as historically
occurs.
B. Specific Details
Best Management Practices (BMP) for the treatment of storm water runoff has been
incorporated into the final design for this project.
LID measures are provided for through the conveyance of approximately 0.21 acres
(of the 0.45 acre total site area) through the roof top planters which accounts for
approximately 47% of the total site. The contributing roof area of 9,136 SF used to
size the rooftop planter LID, represents approximately 51 % of the total building area.
The calculated water quality control volume is 305 CF. Based on the available area
and average depth of 9-inches in the planters, the volume provided is 327 CF, which
is greater than the volume needed for treating 50% of the roof area.
The hardscape north of the building will not be treated and will drain to the flowline
in Mountain Avenue as currently occurs. A total of 5 1 % of the total roof area is
treated, thus exceeding the City's LID treatment of 50% of new impervious area.
It's important to note that because the area being routed through the planters meets
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. This treatment is beyond that already
being provided for 50% of the site by the Udall Natural Area water treatment facility.
Details for the concrete chases will be provided on the Landscape Plans.
12
VI. EROSION CONTROL
A. General Concept
A Storm Water Management Plan (SWMP) prepared by Aspen Engineering will
provide the details of the erosion control measures proposed for the project site. It
should be noted that the disturbed site area is less than one acre so the S WMP will
not be required to be permitted through the State of Colorado. However, the S WMP
which includes an erosion control exhibit, will be prepared and submitted to the City
of Fort Collins to comply with the City of Fort Collins Storm Drainage Design
Criteria.
VH. 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 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.
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.
13
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 roof top
planter LID's and to adjacent streets and existing and proposed storm sewer systems.
The proposed roof drains will flow by surface and storm sewer systems which will
connect to the existing, storm inlets in Mountain Avenue. The proposed storm sewer
will provide for the 100-year developed flows to be conveyed to existing storm
systems, while increasing water quality with roof top planters.
If groundwater is encountered at the time of construction, a Colorado Department of
Health Construction Dewatering Permit will be required.
C. Storm Water Quality
The final design has addressed the water quality aspect of stormwater runoff. The
roof top planter LID's 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. A separate Storm Water Management Plan will
be prepared for the project in compliance with the City of Fort Collins Erosion
Control Criteria.
Erosion Control Escrow Estimate
The Erosion Control Escrow Estimate for the subject property is approximately
$7,.110. Please refer to Appendix E for this calculation.
14
VM.
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.
15
APPENDIX
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•
APPENDIX A
VICINITY MAP
17
No Text
APPENDIX B
RATIONAL METHOD
HYDROLOGY
18
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Developed Weighted Runoff Coefficients
221 Mountain Avenue
101-004
Basin RoofArea(sqft)
Asphalt Area (sqh)
Co,c,vfeA,Oa(sqff)
Gravel Area (sqff)
r r
Lawn Area (soft)
TotalArea
Composite
1
7,282
0
922
0
0
8.204
0.95
2
8.776
0
579
0
0
9.355
0.95
3
1.605
0
332
0
0
1.937
0.95
OS1
0
0
3,736
0
0
3,736
0.95
OS2
0
0
0
1.327
0
1,327
MO_--_-_._r
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0 ____._._.
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- 0
0
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.-_.
0.95
Total Acreage
0.41
0.00
0.04
0.00
0.00
0.45
1
7.262
0
922
0
0
8.204
91%
2
8,776
0
579
0
0
9,355
91%
3
1,605
0
332
0
0
1,937
92%
OS1
0
0
3736
0
0
3,736
100%
OS2
0
0
0
1327
0
1,327
40%
Total 517E
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p,_1,833
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19.496
91%
Total Acreage
0.41
0.00
0.04
0.00
0.00
0.45
Note: Total SITE and Total Acreage values only apply to on site basins 1, 2 and 3.
Lana Use ar Surtaca Chamctedstics
MnsmllnparvlOwnaas
Busfws:
commercial areas
95
Nei hbodIood areas
85
Reeldendal:
Single- 11
MUlbunIt detach
60.
MulbuM ada
75
Hat1-aae Id or larger
amnems
90
InAuatrial:
Light eras
60
Heavy amea
g0
Parks,cametaries:
5
Pla unds:
10
Schoo13:
50
Rallroad Itard arise:
16
Undeveloped areas:
W stoneal Flow Ana sir
2
Omenbefts. agricultural
OR -rile flow ana"Is
when land use Hal dell
45
Stream:
Paved
100
Cirewl ttmoamdI
40
OrWswaya and sidswallu:
90
Roo/a:
1 90
Lawns, "ndy foil
0
Lawns, clayey SON
0
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APPENDIX C
LID BASIN SIZING
CALCULATIONS
19
Design Procedure Form: Rain Garden (RG)
Sheet 1 of 2
Designer. AGW
Company: ASPEN ENGINEERING
Date: July 19, 2016
Project 221 E. Mountain Ave
Location: FORT COLLINS, CO
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, 4
I, = 100.0 %
(100% 0 all paved and roofed areas upstream of rein garden)
B) Tributary Area's Imperviousness Ratio 0 = I,/100)
i = d"J:0007'
C) Water Quality Capture Volume (WQCV) for a 124tour Dram Time
WQCV = ;`i;. D40..,_, watershed inches
(WQCV= 0.8-(0.91-0- 1.19-a+0.78.I)
D) Contnbuting Watershed Area (Including ram garden area)
Area = 9,136 sq It
E) Water Quardy Capture Volume (WQCV) Design Volume
Vim, = ;1 306m, . ou it
Vol = (WQCV / 12) -Area
F) For Watersheds Outside of the Denver Region, Depth of
de = 0.00 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region,
Vwocyc� = 0.0, ce It
Water Quality Capture Volume (WQCV) Design volume _
H) User Input of Water Quality Capture Volume (WQCV) Design Volume
Vwom, = cu it
(Only R a different WQCV Design Volume is desired)
2. Brim Geometry
.
A) WOCV Depth (124ndn madmum)
Dwocv = 9 in
B) Rain Garden Side Slopes (Z = 4 min., horsdust per unit verdaq
Z = 0.00 ft / ft
(Use'(' 0 rain garden has vertical walls)
C) Mimimum Flat Surface Area
A,, = #7 20 • i sq it
D) Actual Flat Surface Area
A� = 436 sq it
E) Area at Design Depth (Top Surface Area)
AT,= = 436 sq If
F) Ram Garden Total Volume
VT= FFN 327 cu it
(VT= ((AT. + AA ud / 2)' Depth)
3. Growing Mach
Choose One
*18' Ram Garden Gvwhg Media
(Boaln):
(SEE LANDSCAPE PLANS AND CIVIL PLANS)
4. Underdram System
A) Are undeMreins provided?
One
S
7N0O
a) Underdrain system orliice diameter for 12 hour dram time
) Distance From Lowest Elevation of the Storage
y= it
Volume to the Center of the Orifice
R) Volume to Dram in 12 Hours
Volrz= 113AWAM cu it
w) Orifice Diameter, 318' Minimum
Dc = WA in
RainGardenSiang-Mountain, RG 7/19/2016, 12:28 PM
Design Procedure Form: Rain Garden (Rd)
Sheet 2 of 2
Designer. AGIN
Company: ASPEN ENGINEERING
Date: July 19, 2016
Project 221 E. Mountain Ave
Location: FORT COLLINS, CO -
S..Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable facer provided due to proximity
of structures or groundwater contamination?
Choose One
CNO
6. Inlet / Outlet Control
A) Inlet Control
l7aose Oce
QSheet Flow- No Energy Ois4p ion Required
mated How Energy Dksipation Rovided
7. Vegetaton
One
(Flan for frMa t w� cormal)
ings
F@sxwrro vn or adw tfgh badatlm Sod
8. Irrigation
A) Will the rain garden be Irrigated?
Choose One 7
e&B NO SPRINKLER HEADS ON FLAT SURFACE
ONO
Notes:
RainGardenSizing-Mountain, FIG 7/19/2016, 12:28 PM
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APPENDIX D
CURB CUT
& STORM PIPE SIZING
20
Weir Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Basin 2 Curb Cut for Concrete Chase (Roof Drainage)
Rectangular Weir
Highlighted
Crest
= Sharp
Depth (ft)
Bottom Length (ft)
= 1.67
Q (cfs)
Total Depth (ft)
= 0.58
Area (sqft)
Velocity (ft/s)
Calculations
Top Width (ft)
Weir Coeff. Cw
= 3.33
Compute by:
Known Q
Known Q (cfs)
= 2.14
r)epth (ft)
1.00
0.50
APE
-0.50
Basin 2 Curb Cut for Concrete Chase (Roof Drainage)
0 .5 1 1.5 2 2.5
Weir W.S.
Monday, May 2 2016
= 0.53
= 2.140
= 0.88
= 2.42
= 1.67
Depth (ft)
1.00
0.50
M
-0.50
3
Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3130 by Autodesk, Inc.
Basin 3 Concrete Chase Roof Drainage
Rectangular
Bottom Width (ft)
= 1.67
Total Depth (ft)
= 0.58
Invert Elev (ft)
= 1.00
Slope (%)
= 2.00
N-Value
= 0.014
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.44
Elev (ft)
2.00
v
1.75
1.25
1.00
0.75
Section
Monday, Jun 27 2016
Highlighted
Depth (ft)
= 0.10
Q (cfs)
= 0.440
Area (sqft)
= 0.17
Velocity (ft/s)
= 2.63
Wetted Perim (ft)
= 1.87
Crit Depth, Yc (ft)
= 0.13
Top Width (ft)
= 1.67
EGL (ft)
= 0.21
0 .5 1 1.5 2 2.5 3
Reach (ft)
Depth (ft)
1.00
0.75
0.50
0.25
O KI]
-0.25
Culvert Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 31® by Autodesk, Inc.
Basin 1 Roof Drain Pipe
Invert Elev Dn (ft)
= 4972.24
Pipe Length (ft)
= 12.80
Slope (%)
= 2.03
Invert Elev Up (ft)
= 4972.50
Rise (in)
= 12.0
Shape
= Circular
Span (in)
= 12.0
No. Barrels
= 1
n-Value
= 0.012
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)
= 4976.50
Top Width (ft)
= 10.00
Crest Width (ft)
= 10.00
Elev (ft)
Profile
IIIIIIIIIIIIIk4'llA111M
4976.00
4975.00
Is
4974.00
4973.00
4972.00
4971.00
0.0 2.0 4.0 6.0 8.0
10.0 12.0
Reach (ft)
Monday, May 2 2016
Calculations
Qmin (cfs)
= 1.87
Qmax (cfs)
= 1.87
Tailwater Elev (ft)
= (dc+D)/2
Highlighted
Qtotal (cfs)
= 1.87
Qpipe (cfs)
= 1.87
Qovertop (cfs)
= 0.00
Veloc Dn (ft/s)
= 2.81
Veloc Up (ft/s)
= 3.94
HGL Dn (ft)
= 4973.03
HGL Up (ft)
= 4973.08
Hw Elev (ft)
= 4973.37
Hw/D (ft)
= 0.87
Flow Regime
= Inlet Control
Hw Depth (ft)
4.50
14.0 16.0 18.0 20.0 22.0
3.50
2.50
1.50
0.50
-0.50
-4 An
' MA�40
EROSION CONTROL
EROSION ESCROW
21
0
EROSION CONTROL COST ESTIMATE
Project:
221 East Mountain
100-004
Prepared By:
AGW
Date:
7/14/2016
CITY RESEEDING COST
Unit
Total
Method
Quantity
Unit
Cost
Cost
Notes
Reseed/mulch
0,45
ac
$1,000
$450,00
Subtotal
$450
Contingency
50%
$225
Total
$675
Notes:
1. A<=5 ac=$1000/ac: A>5 ac=$1000/ac.
EROSION CONTROL MEASURES
Unit
Total
Number
Method
Quantity
Unit
Cost
Cost
Notes
Vehicle Tracking Mat
12
CY
$30
$360
6
Gravel Filter
5
ea
$300
$1,500
Concrete Washout Area
1
ea
$1,100
$1,100
8
Silt Fence Barrier
22
LF
$3
$66
Gravel Bag Curb Check
410
LF
$4
$1,640
38
Gravel Mulch
0.45
ac
$1,350
$608
39
Hay or Straw Dry Mulch (1-5% slope)
0
ac
$900
$0
Subtotal
$5,274
Contingency
50%
$2,637
Tota 1
$7, 910
Total Security
$7,910
C
APPENDIX F
PROPOSED DRAINAGE BASIN MAP
EXISTING DRAINAGE BASIN MAP
22
221 EAST MOUNTAIN AVENUE
BASIC DEVELOPMENT REVIEW
LOTS 1-6, BLOCK 131, TOWN OF FORT COLLLINS, LOCATED IN THE SOUTHWEST QUARTER OF SECTON 12, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH PRINCIMMERIOM
CRY OF FORT GOWNS, COUNFY OR WUMER, STATE OF COLORNO
I I I I I I
Al
TO L FOOTPRINT: 18,260.72sf
50% OF THIS AREA: 9,130.36sf - - - -
ROOF AREA+CORE ROOF: 12.182.64 SF inL ION DEAIL -
3/4 UPPER ROOF DRAINS TO PLANTER: 9,136.98 SIF U i is
1174 M5F
4mxeF I I
I I
U
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ORTH ROOF DECK PLANTER �T`07M229/20
F— WATER QUALITY PLAN & SECTION 4 of 4
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800m9224987
NEWER VULTIE$
CALL 2 BUSINESS DAYS IN ADVANCE
L MOUNTAIN AVE, (14W NOW)
PROPUMMSOF
9 ��K� Owl � IIIIII� IIIIIIIA:49-YID
a q., i ae G
4 �e
4
a _--------4979— —__�A 4 < 1- ---So
1 ae
1
!\ b
I
INSTALL I I LF SILT FENCE
BETWEEN BUILDINGS
I
I
I
I
I
MULCH I\
i
INSTALL11 LF SILT FENCE
BETWEEN BUILDINGS
CWA'
44
PROPOSED BUILDING
FINISHED FLOOR ELEV = 4977.25
IS FJ \ %
TB
O
_ _ f
/
1
I
I
I
MULCH I
1
1. CONTRACTOR TO INSTALL SILT FENCE OR ROCKSOCK FILTER, PRIOR TO m
BEGINNING CONSTRUCTION ACONITES. TOTAL LENGTH OF SILT FENCE • 32 LFU
AND TOTAL LENGTH OF ROCK SOCK FILTER MID LFx. WHERESILTFENCEIS
SHOWN OVER HARDSCAPE (SIDEWALK ASPHALT. ETCJA ROCK SOCWFILTER
SHALL BE UTBYED IN THESE AREAS DURING CONSTRUCTION, ASAPPLICABLE.
R. ALL DDEPURBEDAREAS ME TO BE SEEDED AND MULCHED
]. STOCK PILES SHALL HOT TO EXCEED 1V IN HEIGHT. y
4. ALLCFFSIIEMEMDISTURBEDDURIWCONSTRUCTIONMETOBE 6(p
RE -VEGETATED MD RETURNEDTO HISTORIC CONDRION.
S. VEHICLETRACKINGPAD(S)LOCATN)NSSW MDETERMINEDBYTHE i
CONTRACTOR AND PRICE TO CONSTRUCTION AND SHALL. BE INSTALLED
_ m A ACCCROINGLY.
I B. SEE SHEET C-0DS FOR EROSION CONTROL NOTES AND DETAILS.
LEGEND M
75 PROPOSED INDEX CONTOUR-5 FTINTERVAL E
77 PROPOSED IM MEOMTE COHTWR-1 IT INTERVAL
'I INSTALL GRAVEL
INLET FILTER \I! — -4977- — EXISTING IN ERMEDMTE CONTOUR-1 FT WTERVAL ®®®®® Q
LIMITS OF DISTURBANCE CHECKEDBY: LED
So
® I I VEHICLE TRACKING PAD DMGNMOY: ACW
a® I SF SILT FENCE OR BOCK SOCK FILTER DRAWN my: DJW
/ ® TYPE M RIPRM
NSTNL GRAVEL
I INLET FILTER L
GRAVEL fl4G LURE CHECK
v I F I + MY OR STRAW DRY MULCH 11-5%I W
I ' • GRAVEL INLET FILTER (CURB CUT)
GRAVEL INLET FILTER jryPE R IMI W
b 1 EROSION CONTROL EASED O
Z ❑ G
ICWA CONCRETE WASIpUTARFA J
I FLOW DIRECTION ARROW O O
\\\ O
I — gg ROCK SOCK FILTER U 'LlIL.•.
�I p UMRSOF N O
GSTURBANCE ' ? U
o 0 Z
i V O
I
i
�Fl M\'EL i UTILITY
Fort Collins, Colorado
UTILITY PLAN APPROVAL M..
P➢PROVED N
I � � city Engineer mte �
s N
1 CHECKED BY: 9
Water @ Wastewater Utility Dale
IxsrALLnDIP RacKsocK -
'STSALONG NORIH6 R CHECNE
EAsraO RA:
FioE smrmwat.r ulilln Dme G
1 CHECKED SY w Z
Parke @ Recreation OWe
d I INSTALLGRAVEL CHECKED 8Y. G Troffic Engineer Date
NAG CURB CHECK
CHECKED BY: Allow RfC
I En ironmental Planner Date
' I NPYnn
1 T THESE PLANS HAVE BEEN RENEWED BY THE LOCALoa'�a ','P�
I I Q I ENBIY FOR CONCEPT ONLY. THE REVIEW DOES NOT W251 VIVA
I IMPLY RESPoNSIBILIFY BY THE REVIEWING
DEPARTMENT. THE LOCAL ENTRY ENGINEER, OR THE py0A,y�
VENK;Lf TUCJONG CONRROL pAD LOCAL ENM FOR ACCURACY AND CORRECTNESS OF '*nyS/ONALEW�'
N& W CI LONG) _ THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES
SCALE'1 -10 NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PLAINS
ME THE FINAL OUANTRIES REOUIREO. THE REVIEW
i O lo, N' SHAUL NOT BE CONSTRUED IN ANY REASON AS °ENO' 100�
® I SASS,/ ACCEPTANCE OF PHI RESPONSIBILITY BY THE ISSUES7/13 1!
/ LOCAL ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING THE SHEET NO: GOD5
® CONSTRUCHON PHASE. S OF 14
LOPAWN OF ME
HE
IATNEAI Mr.
I SEYEAREET WASHOUT AREA ESTATE Ea ONTATEET '� 10 MATE �MEM �C�F YIN or
'We an
A ME WYNEX WA�l AREA STATE BE REMAINED MAD � AN � PAT A Moscow UP MAINTAIN
EMBALM and WASTIO EXABRETIF
CONCRETE WASHOUT AREA (GVAA) I
GORE INLET
O
GRAVEL FILTER
(APPROX. 3/4' CIA)
WRE SCREEN CONCRETE
A (APPROX. 1/2" MESH) BLOCK
A
20x4' WOAD STUD
n OVERROW FILTERED WATER
RUNG"
CURB INLET
WIFE SCREEN
GRAVEL FILTER
WRE SCREEN 2'x4' WOOD SD
PLAN VIEW SECTION A
GENERAL NOTES:
1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT.
REMOVE SEDIMENT NIEN ONE HALF OF THE FILTER DEPTH
HAS BEEN FILLED. REMOVED SEDIMENT SHALL BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR OTTER
FILTERING MEASURE.
2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED
FROM "RAVELED WAY OF ROADS,
EROSION CONTROT CURB INLET GRAVEL FILTER
ON E�TM
RICK SOCK PLAN
4W GW Al Is' ( MUS) BE nitFa mX AN aCECWiE
waLx seat .Ho p ben a euMORE McOm WEED % ENDS OFF Pm
TaP .wDmi'c POCNv sNTms ism cna n"SmD
adRtuiENO( p�LY 12-INCH to A 1p Sups.
RAES
ROCK SOCK JOINTING
a0.ia•11ari Ones
tN 9g
BASIS PERCFHN gAS
r
l-
u
N 100
1'
xa-Y
sxcnrarwnns FOR xo
�rcHLs
awsB ,rccmcnrz WVf%TC
PEN rodeo MAJ. NL HOcx WANL a
iRKNREO F/GF Nl 90Es
were
N�NIA� NOTED
R^1. SEE PLANI.aw FEW
-La WN(S) OF MEN Saxe.
µ. aCAUSIED WAR S AL ea EE 114' (Mus) IN SIZE Well A F URN FACE STILL aT6)
L COMPLY vet Mil saga By S SILT (b' MWS).
'I3, W NMESH SMALL rp clad OF lO ONES PWLmr WESH, OR E Nx , n A
l OPEwNO Or n'. m MONwaM ROLL ROOM Or w'
xe MS All OR RARE Tins N W C[XIFAa
ACNE ALL E"NIS um BESECURED
2- Httr S n Brad OF IDCHs. min m M
5, MAY AJATM mile UK OF MI� FANNIE AS AM
M FRS-R1.n ROCK SOCK PERIMETER CONTROL
tTN111MDHlOYOKA108lDIkpITOONIROL I
COMBTRUCIXIMPW mom
aeparow, 2Ns
(1) The wsim eased Men wmid been ix 9 Meet MmMro, DO nuns poi p wry smmudm on
this Sums
(R.) love snaY be no eanl•d[[ubirg acnv'j marine Me mass dmgnema m the accepted glens.
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dial oils straining. geMg orsH NI Mimi w Sur eroslm[mlrn measures Lltll be a9tlIM at Me
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BUT MeemMw snallnmmderdy[Mn up my construction memi nedmkMM rMWs me N
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SITE DESCRIPTION:
e. Oneita construction while consists of licensing. utility work, hardscope, building construction
grading and off —site street work.
It. The malty mtlAtles are planned in the idlowing a ence:
1. Clearing and Grubbing nec"eary for perimeter controls.
2. Instdlatlm of perimeter controls
3. DemdlNon of "IStln n concrete, structures, and Bite Items. as applicable.
4. Gaining of Site and alley.
5. Utility construction to ewve site (eanitwy seww, water, and storm se
6. Street. er s k gutter and porous pavers Construction and Building Constructian.
). Stabilization, Including seeding antl enstillotlr of Permanent mall
8. Removal of central measures.
c. The site contains appmxlmatsiy 0.45 act". The rthe site Is expected to undergo
dearing and/or grading.
d. Rational 'C' = 0.95 before construction, Radial Ai as 0.95 after construction. The
Site Iles within the Moderate Ronfoll ErWbllty Zone and Low Mind ErodkFty Zone Per
the City of Fort Colin zoo maps Nth the existing Site dope of opprOkmalely 1% to
314 %a nW mpro"ments will be subjected to both Ina and rainfall non
a The current prdpwty consists or a building with a povetl poring area and occns hives
along the north side and east side of the lot.
I. These Time no onlcpated polulon s rces Thine will be no vehicle storage or cleaning a
site. There will be no chemlcol stabge on site,
IN. The downstream dece ing water is the Cache La Pou&e River. Strom water runoff from
Ire developed Portion of the site will be conveyed off -Ste as surface flow and piped How
to existing storm saSuer nets.
SITE MM:
a. See Ermlon Conhd Plan Sheet C-005.
BMP'S FOR STMMWAUR POLLUTION PREVENTION:
a. Erman and Sed"w t Controls: See Erosion Control Notes and Se a rce Table (this
Nest).
It. Materials Honding and Spill Prevention: Mrsur" should be undertaken to control
onstruclion motwWs and waste, and disposal of excess concrete (if applicable) to
are the and other materials m not leave the site and ruler the existing storm "we
a detention pond which evrtoaly outlets to the PWNe River. Concrete, building
materials, waste. and cleanup by-products should not be discharged into the r-site w
Morin sewer system nor ehuald they rler %a m-site ram garden base. In the event
of a spill hen the site into storm sewer system or on -site ran gamy basin,
opKWIcte measures should be undertaken ImmedlalMy to remove the spilled materials
and prevrt Nlure splls hen occurring.
FINAL STABILIZATION AND LONG-TERM STMMWAMR MANAGEMENT:
a. See Ernie Control Notes this skirt for final slablizatlon m"Surn to control pollutants
In stormwater disMarges
OTHER CONTROLS
I Mea"rn should be ondwtake to remove excess waste pfotlucb from be site and
dispose of these waste materials off -site in an appropriate mmnw. In addition,
should be undertaken to limit off -site all tracking of mud and debris village
Tram rMides leaving the site. Men and debris should not be tracked dug roadways
and allowed to rlw non -protected &Dinage ways which discharge esmludly Into the
Cable Lo Poube Rives.
INSPECTION AND MAINTENANCE:
a. InWp Lion and maintenance should be undertake on a regular basis as outlined In
Swtiw 6 of ire Terms and Cmditims of Me COPS Gmerd Permit.
SEEDING CHART
Table 11.2.
Rnommeoded Species and Applcolon Rates of Seed;
for Temporary Vegetation and/or Cover Crops
Species
SMORSON 1) Drilled
Pounds/Acre
Annual Ryegmss
Cod
20
to
Cool
70
Cereed Rye
Cool
40
Meat Winter
Cod
40
'/neat Spring
Cod
60
Today
Cool
60
Millet
Warm
W
ybrid Sudan
Warm
15
icrghum
Warm
10
'YET season ian"s make their mayor growth n the spring Warm season grasses
make trek )x growth n late Spring and Summer. Table 11.4 Identifies planing
dotes for perennial and temporary/cover crop grasses.
Table 11.4. Planting Dates for Perrnel and Temporory/Cover Crop Grasses.
DAIS PERENNIAL TEMPORARY/COVER
GRASSES CROP GRASSES
Worm Cod Warm Cool
Jan 01 - Feb 28 T" Yee No No
Mar 01 - May 15 Tea Yee No Yes
May 16 - May 31 Tn No Tea No
Jun 01 - Jul 31 No No T" No
Aug 01 - Aug 31 No Yes No Yes
Sep 01 - Sep 30 No No No Yee
Best 01 - Dec 31 Yea Yes No No
Mulching shall be used to artist N estoblienment of wgetial One We mare of the
fallowing mulches shall be used with o perennial dryond grass ease mixture. or a
temporary vegela0en or cover crap.
Mulch Application Rate
Acceptable Dates of use
Straw or Hay Jon 01 Dec 31 1 1/2-2 lona/acr
Hydraulk (wood a paper) Mar 15 - May 15 1 1/2-2 tone/acre
Erosmn control (mats or blankets) Jan Ot Dec 31 Not applicable
Hay or straw mulch Retail be free or noxious *ewes and at lent SOS of the flow Shan
be 10 inches a more n length When seeding with naive Vaseee hey from o relive
grass s a suggested mulching materal, It available
If irrigation s used hydraulic mulches may be applied from March 15 through Said 30.
Hoy or Straw Mulch
1 Hay or strow mulch will be onchwed to the Sol by one of
the following method¢
(a) A crimper which will crimp the lbw four manes or
more mta the Sol At least 50%of the fiber
shall be 10 inch" or more in length.
(b) Manufactured mulch netting Installed over the nay
or straw according to manufacturers' Instructions.
(c) Tockifers Sprayed on the mulch to the
nufacturers recommendallm.
2. All straw orToymust be Real of noxiws weeds.
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
THESE PUNS HAVE BEEN REVIEWED BY THE
LOCAL Ell FOR CONCEPT ONLY. THE
MPRGVID:
REVIEW DOES NOT INKYRESPONSIBILITY 0 PL BY
City Engineer
Dale
THE REVIEWMC DEPARTMENT, THE LOLL
CAL
CHECKED W.
ENTItt ENGINEER, OR THE LOCAL ENTItt FOR
Wrier W Wastewater UIKAy
Dale
ACCURACY AND CORRECTNESS OF THE
CALCUUTIONS. FURTHERMORE, THE REVIEW
CHECKED lh:
DOES NOT IMPLY THAT QUANTITIES OF ITEMS
ON THE PUNS ARE THE FINAL QUANTITIES
Stormwotw utility pal,
CHECKED By:
REQUIRED. THE REVIEW SHALL NOT BE
Padre W Reerealon
Dale
CONSTRUED IN PNY REASON AS ACCEPTANCE
OF FINANCIAL RESPONSIBILITY By THE LOCAL
CHECKED BY:
Traffic ENiM r
Date
ENTITY FOR ADDITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING THE
CHECKED BY:
CONSTRUCTION PHASE.
Emimnmental Plonne
Pole
CHECKED BY: JFD
D"IOHED BY: ADW
D"" BY: aw
W
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30�'Atnale
u( g43251 n BE
J1j
�'Y�NAL ERG
IOOOOC
WTC T/IO/10
SHEET No: C006
6 OF 14
CALL UPPLETY NOTIFICATION
CENTER OF COLORPDO
1-800-922=198T
CALL 2 WORRIES DAYS IN ADGAI
IREFORE YW OH GRACE OR SECANTS
FOR THE MARK ING OF UNDERGROUND
MEMBER UTLINES
e ae
e
e a1
a C.
_____- 4979q
\ L .
—491 1` -
1
E. MOUNTAIN AVE. (140- ROW) \`
— / I
4977C/ I
J q
49
w -Uml
CL
+ °
_1
I
I I 1 E
____5D_
I 11 I 1
I I
1 I ll
EI 9 +
7
I an oa RD �!
i 1 1
I°
I
PROPOSED BUILDING
FINISHED FLOOR
ELEV = 4977.25
I
I
e 1
' m m m SEE sm 01
4 ° I
2 I
I I
I
ov ax I 1
I 1
I
I
2 <
RID
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I
1
1
1
66
1
081
/ B\
f Hoer (ztr eorr)
75 PROPOSED INDEX CONTOUR-5 FT INTERVPI.
76— PROPOSED IMERI.ff CONTOUR-1 FT INTERVAL
4980— EXISTING INDEX CONTOUR-5 FT INTERVAL
-4979- — EXISTING INTERMEDIATE COMMON -1FEE WTEINK
SO EXISTING STORM PIPE
PROPOSED DRAINAGE BASIN BOUNDARY LINE
PROMISED DRAINAGE BASIN ID
ACRES IC'VALUE G
Qj PROPOSED DRAINAGE DESIGN POINT pEF
OHO PROPOSED RODE GRAIN LOCATION (NOT YET AVAILABLE) U
r FLOWARROW y�
NOTE: EXISTING DMINAGE BASIN MAP IS PROVIDED IN 3
THE IXiNNAGE REPORT FOR REFERENCE. iF
a
NOTES
1) ME DRNMGE BASINS SHOWN ON THIS EXHIBIT WILL BE CONVEYED TO THE
EXISTING STORM INLETS ON MOUNTAIN AVENUE AND MATHENB STREET VIA
SURFACE FLOW AND STORM PIPE. THE PROPOSED 045 ACRE SIE IS LWAED IN
THEOLOTOKNMSERDRANAGEBASIN. THE PROPOSED DEVELOPED
CONDITION HILL RESULT IN A NET DECREASE IN THE IMPERVIOUSNESS OF THE
REQUIRESITE AND WILL NOT PLUM RS WILL PROVIDEWATER W4 ER QUALIOFT� QUALITY TREATMENT FOR RUNOFF E
FROM A PORTION OF THE IMPERVIOUS ROOF SURFACE ON SITE.
2) RIDGE DRAINS FROM THE PROPOSED BUILDING WALL BE PIPED INTERNALLY AND CHECKMOr. JRG
DISCHARGE TO UNDERGROUND STORM SEWER AT THE NORTH S1DE OF ME
BUILDINGASSHOWNCINTHECONSTRUCTIONPUNS. TWO R00FDRNNSONTHE DESIGNEDBY. Al
EAST WALL OF THE BUILDING WILL DISCHARGE THROUGH SCUPPERS TO
CONCRETE SIDEWALK CHASES, THE CONCRETE SIDEWALK CHASES WELL
CONVEY FLOW EAST TO THE FLOALINE IN MATHEWS MEET, THEN NORTH TO DRAWN M'. DJW
THE EXISTING STORM INLET.
DI RUNOFF FROM THE PUBLIC ALLEY WILL BE CONVEYED IN ME PROPOSED 44T
CONCRETE TRICKLE PAN DISCHARGING TO THE FLOWLINE OF 1MTHEAS STREET.
RUNOFF FROM THE ALLEY COMBINES WITH STREET RUNOFF AND WILL DRAIN
NORTH TO THE EXISTING COMBINATION INLET AS OCCURS HISTORICALLY.
4) SEE SHEET Ce02 FOR MASTER LEGEND.
5) SEE SHEETS C-010 FOR DETAIL OF THE CONCRETE TRICKLE PAN WITH
REINFORCING. REFER TO IANDSCME PLAINS FOR DETAIL Of THE CONCRETE 1.
SIDEWALK CHASE WITH COVER. Li
Z)
Lu
PROPOSED DRAINAGE BASIN SUMMARY TABLE: Q
DM RAGE � J Z
BASIN F O N
DESIGN DRAINAGE AREA IV weM
POINT BABINB lq ) VALUE ORION) Om(cN) L N KQR
1 1 0.19 0.0 0,51 1.BT 3 Z EBE
2 2 021 0'" On z14 O 3 W
5 a SIM 095 012 0.4A O IVF1
SIE 0.45 0.95 1.21 445 U Q
Z
031 OSt 0.0 D.0 0.A 0.0 Q
LL CS2 032 0.03 SUN a." 0.19 IB9 N
THETDTKMTERUNOFFVALUESMEWEWMMTALFROMEACH W IQL
ON SITE BASMU
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL sr
APPRovED: N
DRY Engineer Date � N
CHECKED BY: a
Water h Wastewater utility Sete OU
CHECKED BY:
Stormwater Wetly F �j
CHECKED BY: w 2
Patin IS Recreation Date
CHECKED W. O
Laflic Engineer DNe
CHECKED BY. FAAHIMCI
N Environmental Planner Dale o 0 jio II SAf
THESE FINIS HAVE BEEN RENEWED BY THE LOCAL 4vP`o
UNITY FOR CONCEPT ONLY. THE REVIEW DOES NOT t 143251 R
IMPLY RESPONSIBILITY BY TIE REVIEWING jv��
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE � F
LOCAL ENTITY FOR ACCURACY AND CORRECTNESS OF 6,oANL faG`
SCAL£ 1•.ID THE CALCULATIONS. FURTHERMORE, THE RENEW DOES
® NOT IMPLY THAT QUANTITIES OF REDS ON THE PLANS
D ID M ARE THE THAL QUANTITIES REQUIRED. ME REVIEW
SHALL NOT BE CONSTRUED IN ANY REASON AS DA 1�4
ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY WE 7/10/IB
LOCAL ENnTY FOR ADDITIONAL QUANTITIES OF ITEMS SHEET No: C'008
SHOWN THAT MAY BE REQUIRED DURING THE
CONSTRUCTION PHASE. 8 OF 14