HomeMy WebLinkAboutDrainage Reports - 05/28/2014City of Ft: Collins rovl Plans
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FINAL DRAINAGE AND EROSION
CONTROL REPORT
FEEDER SUPPLY PROJECT
DRAINAGE AND EROSION
CONTROL REPORT
FEEDER SUPPLY PROJECT
Prepared for:
Jon Prouty
Lagunitas
Fort Collins, CO 80216
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970)686-6939
April 1, 2014
Job Number 173-10
North Star
�*am., design
700 Automation Drive, Unit I
Windsor, CO 80550
Phone:970-686-6939
Fax:970-686-1188
April 1, 2014
Glen Schlueter
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522
RE: Drainage and Erosion Control Report for Feeder Supply Project
Dear Glen,
I am pleased to submit for your review and approval, this Drainage & Erosion Control Report for
the Feeder Supply project. I certify that this report for the drainage design of the Feeder supply
was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Prepared by:
31306
Patricia Kroetch P.E.
Project Manager "'�vZONA O
TABLE OF CONTENTS
TABLEOF CONTENTS............................................................................................................... iii
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location...................................................................................................................1
1.2 Description of Property ............................................................................................1
1.3 Major Basin Description..........................................................................................2
1.4 Sub Basin Description.............................................................................................2
2. DRAINAGE DESIGN CRITERIA
2.1 Regulations..............................................................................................................2
2.2 Development Criteria Reference and Constraints...................................................2
2.3 Hydrologic Criteria..................................................................................................3
2.4 Hydraulic Criteria....................................................................................................3
3. DRAINAGE FACILITY DESIGN
3.1 General Concept......................................................................................................3
3.2 Specific Flow Routing.............................................................................................3
3.3 Drainage Summary ..................................................................................................4
4. STORM WATER MANAGEMENT CONTROLS
4.1 Written Analysis.....................................................................................................4
4.2 SWMP contact information.....................................................................................5
4.3 Identification and location of all potential pollution sources..................................6
4.4 Best Management Practices (BMP's) for Stormwater Pollution Prevention ........... 6
4.5 BMP Implementation...............................................................................................9
5. CONCLUSIONS
5.1 Compliance with Standards..................................................................................12
5.2 Drainage Concept..................................................................................................12
6. REFERENCES..................................................................................................................13
APPENDICES
A Vicinity Map
B Hydrologic Computations
C Hydraulic Computations
D BMP Schedule & Cost Estimate
iii
1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
The Feeder Supply redevelopment project, hereafter referred to as the Feeder Supply, is
located at 359 Linden. The proposed project is located on a portion of Blocks 6 & 7, City
of Fort Collins Old Town in the Northeast Quarter of Section 12, Township 7 North,
Range 69 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer
County, Colorado. See the location map in Appendix A.
This project is bounded on the northeast by Willow Street, on the southeast by Linden
Street, on the northwest by Schrader Oil Company, and on the southwest by existing
office and commercial development.
1.2. Description of Property
The project consists of approximately 1.4 acres of land. There is currently one original
historic building on site that has several additions which were added after the original
building and gravel drives and parking. There is no existing vegetation on site. The
original historic building will be preserved and the additions will be removed with this
project. The original building will be expanded and an additional residential and retail
building with parking on the main floor will be located northwest of the existing structure
that will remain. Willow Street will be widened with this project and internal drives and
parking will be paved with asphalt.
All elevations given in this report and in the construction plans are based on the 1929
NGVD unadjusted datum. See the grading sheet for specific elevations on the site and
elevation of the building at each entry point.
Stormwater from the Cache La Poudre Drainage Basin is ultimately routed to the Poudre
River in the existing streets and existing storm pipes in historic flow routes. Runoff from
this site will flow to a storm pipe that will be relocated with this project. This storm
system will convey the runoff to an existing manhole at the intersection of Willow and
Linden. From this point the runoff will be routed through a Bay Saver water quality
structure and into the Cache La Poudre River. Because of this, no on site detention is
being provided.
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Currently water quality and detention measures have not been provided for the existing
development. With this project, it is proposed to construct approximately 22,000 sq.ft of
additional roof area, 16,600 sq. ft. of additional asphalt pavement area and no
additional concrete area. The original development (historic condition) had
approximately 5230 square feet of roof area, 1760 square feet of concrete and no asphalt.
The entire site (except for the building area that will remain) is expected to undergo
clearing, excavating and grading. Since there additional impervious area being
constructed, water quality and detention would normally be required for the new
impervious area. With this project the City will allow the runoff from the site to enter the
existing storm system without detention because of the proximity to the Poudre River.
Even though the runoff from the site is directed through a Bay Saver water quality
structure, additional water quality enhancement is proposed for site in the form of a water
quality enhancement (L.I.D.) swale and approximately 3500 square feet of porous
concrete.
1.3. Major Basin Description
This site is located in the Cache La Poudre Drainage Basin and all runoff from the site
will reach the Poudre River. The site is not located within the FEMA designated 100 year
floodplain or the City designated flood plain.
1.4. Sub -basin Description
The majority of the site will be collected in an onsite L.I.D. and storm system and
conveyed to the existing inlet located at the intersection of Willow and Linden. A small
portion of the entry drives will directly enter the adjacent streets and flow in the streets to
the same storm system. See Section 3 of this report for specific details.
2. DRAINAGE DESIGN CRITERIA
2.1. Regulations
Drainage for this site has been designed to meet or exceed the "City of Fort Collins
Stormwater Criteria Manual' specifications, the City of Fort Collins Cache la Poudre
Basin Master Plan and the update to Chapter 26 of the City Code. Where applicable, the
criteria established in the "Urban Storm Drainage Criteria Manual' (UDFCD), 2001 has
been used.
2
2.2. Development Criteria Reference and Constraints
Stormwater runoff from this site has been routed to conform to the requirements of the
City Stormwater Department. Detention would normally be required for this site but
because the runoff will enter the storm system and be conveyed to the Poudre River,
detention will not be provided.
Water quality facilities are required for the improvements and are being provided by an
existing off site Bay Saver water quality structure, 3500 square feet of porous concrete
and a proposed water quality swale (LID) on the site. These water quality enhancement
measures serve to meet the City criteria for new developed runoff.
2.3. Hydrologic Criteria
Runoff computations were prepared for the 2 year and 10 year minor and 100 year major
storm frequency utilizing the Rational Method. All hydrologic calculations associated
with the basins are included in Appendix B of this report.
2.4. Hydraulic Criteria
Hydraulic calculations for the onsite storm pipes are provided in the appendix and were
prepared in accordance with the City of Fort Collins Drainage Criteria and the Urban
Area Drainage Criteria Manual.
3. DRAINAGE FACILITY DESIGN
3.1. General Concept
All of the runoff from this site historically sheet flows to the adjacent streets and is
intercepted by the existing inlets located in Willow and Linden Streets. With the
construction of these proposed improvements, onsite stormwater will be collected in an
onsite storm and LID system and conveyed to the existing storm system in Willow Street.
3.2. Specific Flow Routing
Basin 1 encompasses the entire site. This basin includes a majority of the asphalt drives
on site and all of the buildings (existing and proposed) on site. Improvements proposed
in the right of way for Willow or existing improvements along Linden are not included in
this basin. Runoff from this basin will sheet flow to proposed 4' concrete pans on site
and into a proposed L.I.D. swale or into a storm inlet. Roof runoff will be collected in an
3
offite storm system and piped to the relocated storm system in Willow. Water quality is
provided for this basin by the L.I.D. swale, porous concrete and a downstream Bay Saver
structure.
3.3. Drainage Summary
Drainage for this site was designed to conform to the City of Fort Collins stormwater and
water quality requirements. Water quality is provided for a majority of the site utilizing a
water quality swale and porous concrete. Water quality for the site is also provided by
routing runoff through a Bay Saver sediment trap downstream.
4. STORMWATER MANAGEMENT CONTROLS
4.1 Written Analysis
The soils on this site are classified by the USGS Soil Survey as Altvan-Santana Loams
and are classified in the hydrologic group B. The soils are described as being well
drained and having a moderately high to high ability to transmit water (0.6 to 2.0 inches
per hour). The geotechnical report indicates that the soils on site have a porosity as high
as 108 feet per day. The rainfall and wind erodibility is deemed to be moderate.
The site is surrounded by developed sites including streets and paved areas. The
construction shall utilize silt fence around the perimeter to control sediment transport
from rainfall and from wind. The silt fence that is located in the proposed pavement areas
will be removed prior to placing new pavement. Rock socks will be utilized in the
existing curb to capture sediments that are not fully contained by the silt fence placement.
The locations of the rock socks will be in the areas of concentrated flow such as the
existing curb and on the existing concrete sidewalks.
The site may also utilize a vehicle tracking control pad to minimize sediment from being
tracked onto adjacent pavements. Sediment that is tracked will be removed and placed
within the site or permanently disposed of offsite. A concrete washout will be used on
site during the concrete placement. All hardened concrete will be disposed of offsite.
These BMP's have not been located on the site map due to the fact that the site is very
small and these BMP's will need to be placed by the contractor in locations that are most
beneficial and will minimize disruption of adjacent traffic.
4
Permanent erosion control consists of covering the soils with a building, concrete walks,
concrete drives and sod. No soil will be left exposed to erosion after the construction is
complete. Refer to the landscape plan for areas of and instructions for placement of sod
and soil amendments required prior to placement of sod.
Refer to Appendix D for the timing of the construction phases and the sequential
installation of all BMP phasing for this site.
Refer to Appendix D for the Erosion Control Surety calculations.
4.2 SWMP contact information
Permit holder:
Name:
Address:
Phone Number:
Email Address:
Appointed agent:
Name:
Address:
Phone Number:
Email Address:
5
4.3 Identification and location of all potential pollution sources
Po nt�al Polldtant Sou>ce Aehvity p —Potential
>_
PollutanEGenerated '
Applicable to=
•thisproject
Disturbed Areas
Sediment
X
Soil stockpiles
Sediment
X
Travel to adjacent public streets
Tracked sediment
X
Contaminated soils
Sediment, chemicals
Loading and unloading chemicals
Chemicals
Outdoor storage of chemicals
Chemicals
On site equipment maintenance
Oil, grease
On site equipment fueling
Diesel, gasoline
X
Dust generating activities
Particulates, sediment
X
Use of fertilizer, pesticides, herbicides
Fertilizer, pesticides
Use of detergents, solvents, oils
Detergents, solvents, oil
X
Waste dumpsters, waste piles
Chemicals
X
Concrete washout
Concrete, sediment
X
On site equipment washing
Detergents, oil
On site asphalt batch plant
Asphaltic cement, sediment
On site concrete batch plant
Cement, sediment
Portable toilets
Domestic sewage
X
4.4 Best Management Practices (BMP's) for Stormwater Pollution Prevention
Structural Practices for Erosion and Sediment Control
Structural practices for the site will consist mainly of silt fence and rock sock filters and are
described in detail in the following paragraphs. These BMP's are expected to change as the
construction progresses and it is the responsibility of the contractor to ensure appropriate BMP's
are in place and/or removed at the appropriate time in the construction sequence. All temporary
and permanent erosion and sediment control practices must be maintained and repaired as
needed to assure continued performance of their intended function.
Silt fence and rock sock filters shall be in place prior to commencement of construction
activities. During demolition, clearing and grubbing necessary for silt fence installation, all
cleared material shall be placed on the uphill side so that if erosion occurs from the cleared
6
material, the sediment will be trapped and not transported downstream. Rock socks shall be
implemented in the existing curb line of Linden Street as shown on the Drainage & Erosion
Control Plan. Inlet Protection shall be located around the existing curb inlet in Linden. Once
construction of Willow is complete, rock socks will be placed in the curb line and inlet
protection will be placed around the existing inlet.
All BMP's shall be installed per the details shown on the construction plan set.
Temporary & Permanent Structural BMP's:
Structural BIviP
Approximate location on site
Applicable fo this ' '
Protect
Silt Fence
Site perimeter, refer to site map
X
Straw bale dams
Rock Socks
At existing curb, refer to site map
X
Earthen diversion dams
Vegetated swales
Sediment trap/pond
Pipe slope drains
Geogrid
Inlet/outlet protection
Existing inlet, refer to site map
X
Culverts
Riprap
Erosion control mats
Inlet protection
At inlets, refer to site map
X
Non -Structural Practices for Erosion and Sediment Control:
Soils exposed during the earthwork phase and landscape prep phase shall be kept in a roughened
condition by ripping or disking along land contours until mulch, vegetation, or other permanent
erosion control is installed. No large amount of soils (in excess of 15 yards) will be allowed to be
stock piled on site. Overburden from the utility pipe trenching will be piled adjacent to trenches
upstream of sediment controls and will be replaced in the trenches within 72 hours.
Excess excavated materials from the demolition and grading phases of the project that cannot be
reused on site will be exported as it is excavated. This includes any asphalt pavement from the
existing site that is to be removed.
A vehicle tracking pad will be installed at a location most beneficial to the site construction as
determined by the contractor. Vehicles will not be permitted in the excavated area if soil is
7
muddy. Gravel sub base will be placed and compacted in the areas indicated for pavement
following excavation. In the current pre construction state the site enables tracking of silt onto
the adjacent streets during wet conditions. During construction activities the street will be
monitored for foreign debris tracked out of the site and mechanical sweeping and clean up will
be performed as needed.
No area shall remain exposed by land disturbing activity for more than thirty (30) days before
required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed.
Temporary & Permanent non-structural BMP's:
Non Structural BMP
Approximate location on site
Applicable to this.. -.
Project
Surface roughening
Entire site
X
Soil stockpile height limit (less
than 10')
Perimeter vegetative buffer
Minimization of site disturbance
Mulch
Seed & mulch stockpiles after 30
days
Stockpile toe protection (silt fence,
wattles or ditch)
Preservation & protection of
existing vegetation & trees
Good site housekeeping (routine
Entire Site
X
cleanup of trash & constr debris)
Heavy equip staged on site,
properly maintained & inspected
Staging area
X
daily (no onsite maintenance)
8
4.5 BMP Implementation
1) Phased BMW Implementation
BMP's are expected to change as the construction progresses and it is the responsibility of
the contractor to ensure appropriate BMP's are in place and/or removed at the appropriate
time in the construction sequence. A construction sequence schedule has been included on
the Drainage & Erosion Control Plan and included in the construction plans for this site.
All BMP's shall be inspected and repaired or replaced as required to satisfy the conditions of
the Stormwater Discharge Permit. All BMP's must be maintained and repaired as needed to
assure continued performance of their intended function.
Refer to Appendix D for BMP Implementation Schedule
Refer to Appendix D for BMP Estimated Costs
9
2) Materials Handling and Snill Preventinn-
Materials Handling & Spill
Approximate location on site
Applicable to this"
Prevention BMP.
Protect - .
Portable toilets, _anchored &
Refer to site map
X
located away from drainages
Fuel storage located in bulk tanks
with secondary containment &
spill kit
Mobile fueling performed at least
200 feet away from drainages &
Refer to site map
X
fully attended
Fertilizers, form oil, solvents,
cleaners, detergent stored in 55 gal
Refer to site map
X
or smaller containers, kept in
storage units
Dumpsters containing used
chemicals containers & liquid
Refer to site map
X
wastes kept covered
Equipment cleaning (on site) uses
no detergents & flows to onsite
retention basin
In case of a release of fuel or other
chemicals, absorbent booms or
earthen berms will be immediately
Location of spill
X
constructed to contain the spill &
prevent runoff to adjacent surface
waters
MSDS sheets for onsite chemicals
will be kept at the construction
Construction Trailer
X
trailer to facilitate spill response &
cleanup
3) Dedicated Asphalt or Concrete Batch Plant:
Not proposed with this development
4) Vehicle Tracking Pad:
Vehicle tracking control pad shall be installed wherever construction vehicle access routes
intersect paved public roads. Vehicle tracking control pads shall be installed to minimize the
transport of sediment (mud) by runoff or vehicles tracking onto the paved surface. Any mud
tracked to public roads shall be removed on a daily basis and after any significant storm that
10
causes sediment to be transported. It is unlawful to track sediment/mud onto public streets
and may be enforced by the City of Fort Collins or by the State of Colorado.
5) Waste Management and Disposal:
Portable toilets will be anchored & periodically maintained by waste management company.
Dumpsters on site will be covered & periodically emptied by waste management company.
Concrete waste will be allowed to harden and then will be removed from site.
No washing activities will occur on site.
Location of the concrete washout is shown on the site map. The washout will be sufficiently
deep to accommodate all anticipated concrete truck wash water. Waste concrete will be
allowed to harden and be removed from site periodically as the washout reaches 50% of its
capacity. Truck wash water will not be allowed to reach the curb & gutter or any other water
course.
6) Groundwater and Stonnwater Dewatering:
No groundwater was encountered during soils exploration therefore ground water is not
anticipated to be an issue. If groundwater is encountered a groundwater discharge permit
shall be obtained and a detailed report shall be completed describing the location and the
route of where pumped groundwater will be conveyed and the measures taken to prevent the
transport of any pollutants to downstream waters.
7) Inspection & Maintenance:
It is required that routine site inspections are performed to effectively address maintenance
and repair of Best Management Practices (BMP's). The site inspections are to performed by
the contractor or an inspector designated by the administrator at a minimum of once every
fourteen (14) calendar days on active construction sites and after any significant storm event
(an event causing runoff). As part of the site inspections the inspector is required to keep
documentation of
all inspections and BMP maintenance, including an updated Site Map indicating new BMP's
or the removal of BMP's since the previous inspection.
Any maintenance, repair, or necessary installation of BMP's that are noted during the
inspection must be completed within seven (7) calendar days from the date of the inspection.
11
5: CONCLUSIONS
5.1. Compliance with Standards
All computations that have been completed within this report will be in compliance with
the City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
City of Fort Collins Stormwater Criteria Manual.
5.2. Drainage Concept
The proposed drainage concepts presented in this report, in the final drainage report and
on the construction plans, will adequately provide for stormwater quality treatment for
the proposed improvements. Conveyance elements have been designed to convey
required flows to the proposed water quality Swale, on site storm system and ultimately
to the Cache la Poudre River.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
12
6. REFERENCES
1. City of Fort Collins, "Storm Drainage Criteria Manual", (SDCM), dated March
1999.
2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated June 2001, and Volume 3 dated September
2001.
13
APPENDIX A
VICINITY MAP
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APPENDIX B
HYDROLOGIC COMPUTATIONS
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APPENDIX C
HYDRAULIC COMPUTATIONS
INLET IN A SUMP OR SAG LOCATION
Project= Feeders Supply
Inlet ID = Inlet 1
r Lo (C)- f
H-Curb H-Vert
w
WP
W
Lo lG1
of Inlet
Depression (additional to continuous gutter depression 'a' from'Q-Allovv')
ier of Unit Inlets (Grate or Curb Opening)
in of a Unit Grate
h of a Unit Grate
Opening Ratio for a Grate (typical values 0.15-0.90)
ging Factor for a Single Grate (typical value 0.50 - 0.70)
r Weir Coefficient (typical value 3.00)
I Orifice Coefficient (typical value 0.67)
Opening Information
to of a Unit Curb Opening
it of Vertical Curb Opening in Inches
It of Curb Onfice Throat in Inches
I of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
ling Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 2.3D-3.00)
@ing Coefficient for Multiple Units
Sing Factor for Multiple Units
s as a Weir. The Controlling Factor Will Be. -
Depth at Local Depression without Clogging (1.5 cis grate, 0 cis curb)
Depth (Curb Opening Only) without Clogging (0 cis grate, 1.5 cis curb)
Depth at Local Depression with Clogging (1.5 cis grate, 0 cis curb)
Depth (Curb Opening Only) with Clogging (0 cis grate, 1.5 cis curb)
I as an Orifice
Depth at Local Depression without Clogging (1.5 cis grate, 0 Ms curb)
Depth at Local Depression with Clogging (1.5 cfs grate, 0 cis curb)
ling Coefficient for Multiple Units
ling Factor for Multiple Units
as a Weir, Grate as an Orifice
Depth at Local Depression without Clogging (1.05 cis grate, 0.45 cfs curb)
Depth at Local Depression with Clogging (0.85 cis grate, 0.65 cis curb)
as an Orifice, Grate as an Orifice
Depth at Local Depression without Clogging (1.5 cis grate, 0 cis curb)
Depth at Local Depression with Clogging (1.5 cis grate, 0 cfs curb)
Inlet Length
Inlet Interception Capacity (Design Discharge from 0-Peak)
Itant Gutter Flow Depth (based on sheet 0-Allow geometry)
Itant Street Flow Spread (based on sheet O-Allow geometry)
Itant Flow Depth at Street Crown
MINOR
MAJOR
Type =1
CDOT/Denver 13 Combinati11001
ae.i=
1.00
inches
No=
1
MINOR
MAJOR
L. (G) =
3.00
3.00
feel
W. =
1.73
1.73
feet
A.ro =
0.47
0.47
Dr (G) =
0.50
0.50
C. (G) =
3.00
3.00
C. (G) =
0.67
0.67
MINOR
MAJOR
L. (C) =
3.00
3.00
feet
H.n=
5.50
5.50
inches
He =
5.25
5.25
inches
Theta=
0.0
0.0
degrees
W,=
2.00
200
feet
Ci (C) =
0.10
D.10
C.(C)=
2.30
2.30
C. (C) =
0.67
0.67
MINOR
MAJOR
Coef =
1.00
1.00
clog
0.50
0.50
Curb Opening as Weir
Curb Opening As Vertical Orifice
d" =
d" =
d =
d,.ee =
d.,
3.77
5.27
2.58
4.34
5.05
7.41
2.fi5
5.70
MINOR
inches
inches
inches
inches
MINOR MAJOR
Coef= 1.001 1.00
Clog =1 0.101 0.10
MINOR MAJOR
d, = 1.16 1.96 inches
d"'= 1.60 2.69 inches
da
d.
0.
d
Irdet 1.tds, Inlet In Stapp 10712013. 2:47 PM
Worksheet for Storm 1A
.'�otecf,Descnption)
Friction Method Manning Formula
Solve For Discharge
Roughness Coefficient 0.010
Channel Slope 1.30 %
Normal Depth 11.50 in
Diameter 12 in
Results3 � _-�
Discharge
5.66
ft3/s
Flow Area
0.77
ft'
Wetted Perimeter
2.73
ft
Hydraulic Radius
3.40
in
Top Width
0.40
ft
Critical Depth
0.94
ft
Percent Full
95.8
%
Critical Slope
0.01292
ft/ft
Velocity
7.31
fits
Velocity Head
0.83
ft
Specific Energy
1.79
It
Froude Number
0.93
Maximum Discharge
5.68
ft3/s
Discharge Full
5.28
ft3/s
Slope Full
0.01494
ft/ft
Flow Type
SubCritical
�GVF Input;Data�
��
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
FVF Optggf Dafa) Y}
Upstream Depth
0.00
in
Profile Description
Profile Headloss
0.00
ft
Average End Depth Over Rise
0.00
Normal Depth Over Rise
95.83
%
Downstream Velocity
Infinity
fUs
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
10f712013 3:05:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2
Worksheet for Storm I
�O-A Q`utput.Data� =
Upstream Velocity
Infinity
ft/s
Normal Depth
11.50
in
Critical Depth
0.94
It
Channel Slope
1.30
%
Critical Slope
0.01292
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
1ON12013 3:05:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 2 of 2
Worksheet for Storm 7 B
W681 ti1k O'fon)
Friction Method Manning Formula
Solve For Normal Depth
Inp._.
ut Data? . t .....:. ..> ., s
Roughness Coefficient
0.013
Channel Slope
2.00 %
Diameter
12 in
Discharge
3.30 ft3/s
Results,
Normal Depth
7.08
in
Flow Area
0.48
f:2
Wetted Perimeter
1.75
ft
Hydraulic Radius
3.30
in
Top Width
0.98
ft
Critical Depth
0.78
ft
Percent Full
59.0
%
Critical Slope
0.00952
Wit
Velocity
6.84
ft/s
Velocity Head
0.73
ft
Specific Energy
1.32
ft
Froude Number
1.72
Maximum Discharge
5.42
W/a
Discharge Full
5.04
fN/:
Slope Full
0.00858
ft/ft
Flow Type
SuperCriticel
,G F nput'Data?
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
PGVF Qutpuf•Qata�
Upstream Depth
0.00
in
Profile Description
Profile Headloss
0.00
ft
Average End Depth Over Rise
0.00
Normal Depth Over Rise
59.02
Downstream Velocity
Infinity
ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
10r7/2013 3:07:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755.1666 Page 1 of 2
Worksheet for Storm 1 B
IG_VF',Output?Data? � -
Upstream Velocity
Infinity
ftls
Normal Depth
7.08
in
Critical Depth
0.78
ft
Channel Slope
2.00
%
Critical Slope
0.00952
ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03]
10/7/2013 3:07:58 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755.1666 Page 2 of 2
APPENDIX D
BMP SCHEDULE & COST ESTIMATE
u
CONSTRUCTION SEQUENCE
FGRADINGFEEDERS SUPPLY DATE: 1/21/14
N PHASE (MONTH)
1
2
3
4
5
6
7
8
9
10
11
12
LUDES OVERLOTN
/ WQ PONDS
DRAINAGEWAYS, STREAMS
PIPELINE INSTALLATION (INCLUDES OFFSITE
WATER
SAINITARY SEWER
STORM SEWER
CONCRETE INSTALLATION (INCLUDES OFFSITE
AREA INLETS
CURB INLETS
POND OUTLET STRUCTURES
CURB AND GUTTER
PAVEMENT INSTALLTATION
FINE GRADING BASE COURSE INSTALL
PAVEMENT
BEST MANAGEMENT PRACTICES
STRUCTURAL
SILT FENCE BARRIERS
CONTOUR FURROWS (RIPPING/DISKING)
SEDIMENT TRAP FILTER
VEHICLE TRACKING PADS
FLOW BARRIERS WATTLES, ETC)
CONCRETE WASHOUT
ROCK SOCKS
BARE SOIL PREPARATION
TERRACING
RIPRAP
VEGETATIVE
TEMPORARY SEED PLANTING
MULCHING SEALANT
SEED PLANTING
SOD INSTALLATION
LPERMANENT
NETTING/BLANKETS/MATS
SEDIMENT/EROSION CONTROL
BEST MANAGEMENT PRACTICES (BMPs)
COST OPINION SPREADSHEET
FEEDERS SUPPLY REDEVELOPMENT
Item
No.
BMP
ID
Unit
Installation
Unit Cost
Quantity
Cost
1
Check Dam
CDR
LF
$0.00
2
Check Dam (Reinforced)
CDR
LF
$0.00
3
Concrete Washout Area
CWA
EA
$1,200.00
1
$1,200.00
4
Construction Fence
CF
LF
$0.00
5
Construction Markers
CM
LF
$0.00
6
Culvert Inlet Filter
CIF
LF
$0.00
7
Dewatering
DW
EA
$0.00
8
Diversion Ditch (Unlined)
DD
LF
$0.00
9
Diversion Ditch (ECM or plastic)
DD
LF
$0.00
10
Sediment/Erosion Control Matting
ECM
SY
$0.00
11
Inlet Protection
IP
LF
$10.00
16
1 $160.00
12
Reinforced Rock Berm
RRB
LF
$0.00
13
Sediment Basin(')
SB
LF
$0.00
14
Sediment Control Log (Wattle)
SCL
LF
$0.00
15
Seeding and Mulching
SM
AC
$0.00
16
Silt Fence
SF
LF
$3.00
625
$1,875.00
17
Rock Sock
RS
LF
$10.00
35
$350.00
18
Stabilized Staging Area
SSA
SY
$0.00
19
Surface Roughening
SR I
AC
$0.00
20
Temporary Stream Crossing
TSC
EA
$0.00
21
Topsoil (6-inch Lift)
TSL
AC
$0.00
22 lVehicleTrackin
Control(2)
VTC
EA
$1,500.00
1
$1,500.00
Subtotal
Maintenance & replacements (50%)
#1 Erosion control amount
#2 Reseeding 1.2 AC @ $1,200 per acre=
Erosion control escrow (greater of #1 & #2)
$5,085
$2,543
$7,628
$1,440
$8,798