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FINAL DRAINAGE AND EROSION
CONTROL REPORT
HOUSKA AUTOMOTIVE
AUTO PARTS WAREHOUSE
FINAL DRAINAGE AND EROSION
CONTROL REPORT
HOUSKA AUTOMOTIVE
AUTO PARTS WAREHOUSE
FINAL DRAINAGE AND EROSION
CONTROL REPORT
HOUSKA AUTOMOTIVE
AUTO PARTS WAREHOUSE
Prepared for:
Houska Automotive
899 Riverside
Fort Collins, CO 80216
Prepared by:
North Star Design
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970)686-6939
April 9, 2012
Job Number 329-01
North Star
design
700 Automation Drive, Unit I
Windsor, CO 80550
Phone:970-686-6939
Fax:970-686-1188
April 9, 2012
Glen Schlueter
City of Fort Collins Stotmwater
700 Wood Street
Fort Collins, CO 80522
RE: Final Drainage and Erosion Control. Report for Houska Automotive Auto Parts
Warehouse
Dear Glen.
1 am pleased to submit for your review and approval, this Final Drainage & Erosion Control
Report for the Houska Automotive Auto Parts Warehouse project. I certify that this report for
the drainage design of the Houska Warehouse 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.
Patricia YCroetch
Project Manager
TABLE OF CONTENTS
TABLE OF CONTENTS ..........................: iii
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..............................................................................................3
2. DRAINAGE DESIGN CRITERIA
2.1 Regulations..............................................................................................................3
2.2 Development Criteria Reference and Constraints....................................................3
2.3 Hydrologic Criteria..................................................................................................4
2.4 Hydraulic Criteria....................................................................................................4
J. DRAINAGE FACILITY DESIGN
3.1 General Concept.......................................................................................................4
3.2 Specific Flow Routing.............................................................................................4
3.3 Drainage Summary ...................................................................................................5
4. EROSION CONTROL
4.1 General Concept......................................................................................................6
4.2 Specific Details ............................ :........................................................................... 6
5. OTHER ITEMS................................................................................................................10
6. CONCLUSIONS
6.1 Compliance with Standards..................................................................................12
6.2 Drainage Concept...................................................................................................12
7. REFERENCES..................................................................................................................13
APPENDICES
A Vicinity Map
B Hydrologic Computations
C Hydraulic Calculations
D Existing Hydrology Model Excerpts
E Figures and Tables
F Floodplain Information
iii
1. GENERAL LOCATION AND DESCRIPTION
1.1. Location
The Houska Automotive Auto Parts Warehouse project, hereafter referred to as the
Warehouse, is located at 901 and 937 Riverside. The proposed project is located on Lot
2, Houska Minor Subdivision and Lot 1, Houska South Subdivision in the Northeast
Quarter of Section 13, 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 north by Riverside Avenue, on the east by a vacant
commercial parcel, on the south by Eastside Self Storage, and on the west by a
commercial property and residential development.
1.2. Description of Property
The project consists of approximately 2.8 acres of land. The project site consists of the
existing Houska Automotive building, storage areas, associated drives, walks and
landscaping. Access to the existing Flouska parking lot is from Riverside Avenue via two
entrances. These two entrances will remain and not be modified with this project.
• The property is currently used for automobile storage for the adjacent automotive repair
business (at 899 Riverside). The proposed development is planned to be completed in 1
• phase being a 10,000 square foot warehouse on the south end of Lot 1. The warehouse in
is not located in the Flood Fringe. No improvements are planned within the existing
Floodway.
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.
The floodplain 'and Foodway located within and adjacent to the project area are located
within the City of Fort Collins Old Town Basin and the City of Fort Collins uses Chapter
10 of the City Code to manage this floodplain. Stormwater from the Old Town Basin is
ultimately routed to the Poudre River in the existing streets in historic flow routes and via
a 108" diameter storm pipe located on this site. The location of the proposed
development is located on the Federal Emergency Management Agency (FEMA) Flood
Insurance Rate Map number 08069C0983G dated June 17, 2008. FEMA does not have a
defined floodplain within the study area.
Existing vegetation on this site consists of mature trees, established grasses and other
landscaping along Riverside Avenue and adjacent to the existing building at 899
Riverside. No landscaping exists on the proposed development sites. Stormwater runoff
currently sheet flows to the adjacent streets and is conveyed in the curb and gutter to the
existing storm inlets and ultimately conveyed to the Poudre River.: The existing slopes
onsite are approximately 1% to 2% to the adjacent streets.
Currently water quality and detention measures have not been provided for the existing
development. The City of Fort Collins Master Plan for the Old Town Basin states that
lots are allowed to construct up to 5,000 sq.ft of additional impervious area before the
City requires water quality and detention. With this project, it is proposed to construct
approximately 10,000 sq.ft of additional roof area, 30,000 sq. ft. of additional asphalt
pavement and 1,000 sq.ft of additional concrete walk. Since there is a greater than 5,000
sq.ft of 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 108" diameter storm pipe without detention if the runoff .peak
from the site will occur prior to the flow peak in the storm pipe.
The site has been divided into 5 drainage basins to define the area that will drain to each
water quality feature on site and to calculate the additional impervious area being
constructed with this project. Due to site constrains, Basin 1 will drain to the existing
storm system on site and runoff from Basins 2, 3, 4 and 5 will be conveyed to the 108"
diameter storm.
Water quality is proposed for Basins 2, 3, 4 and 5 in the form of water quality
enhancement swales. Water quality will be provided in Basin 1 by the use of a snout in
the proposed inlet. DRAINAGE BASINS AND SUB -BASINS
1.3. Major Basin Description
This site is located in the Old Town Drainage Basin but the proposed warehouse building
is not located in the City of Fort Collins flood fringe.
2
The site is not located within the FEMA designated 100 year floodplain. A portion of the
FEMA floodplain is shown on the FIRMette that is located in Appendix D of this report.
1.4. Sub -basin Description
The majority of the site will be collected in an onsite storm system and conveyed to the
existing junction box located on the 108" diameter storm system. A small portion of the
site will be routed to the existing on site storm system located in the northwest corner of
the site. See Section 4 of this report for specific details for each sub -basin.
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 Old Town Basin
Master Plan and Chapter 10 of the City of Fort Collins Code. Where applicable, the
criteria established in the "Urban Storm Drainage Criteria Manual' (UDFCD), 2001 has
been used.
This development is required by Chapter .10 of the City Code to obtain a floodplain use
permit for all structures and site development within the 100 year flood fringe.
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 prior to the peak flow in the pipe, detention
will not be provided. The Old Town Basin Hydrology Model results for the existing 108"
storm system are included in Appendix D. In this document, the Houska onsite system
will connect to Conveyance Element 909 which is shown to have a time to peak of 45
minutes.
Water quality facilities are required for the improvements and are being provided by
water quality swales and a Snout structure within one of the inlet structures. The Snout
sediment traps within the inlet structure will allow any collected sediment from the site to .
settle out prior to being released in the existing storm system.
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
All hydraulic calculations within this report have been prepared in accordance with the
City of Fort Collins Drainage Criteria, Urban Area Drainage Criteria Manual and are
included in Appendix C.
3. DRAINAGE FACILITY DESIGN
0 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 Riverside near the northeast corner of this site.
With the. construction of these proposed improvements onsite stormwater will be
collected in an onsite storm system and conveyed to the existing 108" diameter storm
system.
3.2. Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
Basin 1 is located is the northwest corner of the site. This basin includes a portion of the
north drive entrance and a portion of the, existing concrete apron for 899 Riverside.
Runoff from this basin will sheet flow to a proposed concrete pan and into proposed Inlet
1. Water quality is provided for this basin by a Snout sediment trap located in the inlet
structure. Runoff entering the sediment trap is slowed so that suspended sediment may
have a chance to settle out prior to runoff being conveyed to the existing storm sewer.
Basin 2 is located in the western portion the site. This basin includes a portion of the
existing concrete building apron, proposed gravel storage and proposed asphalt drive
area. Runoff is routed via curb and gutter to a water quality swale with a perforated pipe
bedded in cobble and washed rock. This landscape area also provides water storage
4
volume to allow. all of the water to be filtered through the system. From there, runoff is
conveyed east to the existing storm structure located on the 108" storm system.
Basin 3 is located in the center portion the site. This basin includes a portion of proposed
gravel storage, proposed asphalt drive area and associated landscaping. Runoff from this
basin primarily sheet flows north to the proposed water quality swale with a portion of the
runoff being routed to the water quality swale via curb and gutter. This landscape area
also provides water storage volume to allow all of the water to be filtered through the
system. Runoff is then conveyed north and east to the existing storm structure located on
the 108" storm system.
Basin 4 is located in the northeast portion the site. This basin encompasses the asphalt
parking and a small amount of landscaping. Runoff from this basin sheet flows to the
east and into the water quality Swale. The runoff then flows north in the swale to Inlet 4.
Runoff is then combined with runoff from Basin 5 and conveyed north and west to the
existing storm structure located on the 108" storm system.
Basin 5 is located in the southeast portion the site. This basin includes the proposed
warehouse building, a portion of the proposed asphalt pavement, proposed gravel storage
and associated landscaping. Runoff from this basin sheet flows east to the water quality
swale and then flows north in the Swale to Inlet 5. Runoff is then conveyed north in a
perforated pipe storm system to Inlet 4 and then to the existing storm structure located on
the 108" storm system.
3.3. Drainage Summary
Drainage for this site was designed to conform to the City of Fort Collins stormwater and
floodplain requirements. Water quality is provided for a majority of the site utilizing
water quality swales which includes basins 2, 3, 4 and 5. Water quality for Basin 1 is
provided by routing runoff through a Snout sediment trap in the inlet.
For this development, a floodplain use permit will be required at the time of building
permit.
During construction the inlet structure in Basin 1 that is to have s Snout shall be visually
inspected at a minimum of once a week for collected sediment and cleaned if the depth of
sediment is greater than 6 inches. After construction and once the vegetation is
considered established, then the structure shall be visually inspected once a month until a
5
maintenance schedule can be created. The maximum allowable time between visual
inspections shall be 6 months and the maximum allowable depth of sediment
accumulation is 1.0 foot.
4. EROSION CONTROL
4.1. General Concept
This site lies within the Moderate Rainfall and Wind Erodibility Zone per the City of Fort
Collins. Potential also exists for tracking of mud onto existing streets which could then
wash into existing storm systems. See drainage and erosion control plan for measures
taken control the movement of sediment off site to the public streets and existing storm
sewer system.
4.2. Specific Details
EROSION AND SEDIMENT CONTROL
Erosion and Sediment Control Measures
Erosion and sediment control BMP's are the BMP's intended to control the amount of
sediment becoming suspended and transported off -site by on -site stormwater runoff.
Additional information on the stormwater management and stormwater quality will be
included in the Stormwater Management Plan (SWMP) for this project. The Stormwater
Management Plan and State of Colorado Fugitive Dust Control Permit will be obtained
by the developer prior to commencement of construction. Drainage and
Erosion/Sediment Control Standard to be followed shall be the City of Fort Collins's
Stormwater Criteria Manual and Sediment/Erosion Control Standards at the time of
commencing construction.
Temporary BMP's
Structural Practices: Temporary structural BMP's for this project will consist of silt
fence, gravel vehicle tracking control pads and wattles. 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 BMP's shall be inspected and repaired or replaced as required
to satisfy the conditions of the Stormwater Discharge Permit. All temporary BMP's must
6
be maintained and repaired as needed to assure continued performance of their intended
function. Temporary, structural erosion and sediment control BMP's are described in
detail in the following paragraphs.
Perimeter silt fence shall be installed along the perimeter of the project as shown on the
Drainage and Sediment/Erosion Control plan. Silt fence shall be in place prior to
commencement of any construction activity. During clearing and grubbing necessary for
perimeter silt fence installation, all cleared material shall be placed on the uphill side of
the 6"x6" trench described in City of Fort Collins Silt Fence Detail, so that if erosion
occurs during the silt fence installation from the cleared material, sediment/erosion will
be trapped in the above mentioned trench and not transported downstream.
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. Vehicle tracking pads shall be located at the entrance of each lot upon its
development or whenever construction traffic accesses public roads.
Wattles shall be implemented in proposed swales and in the curb and gutter as shown on
the Drainage and Sediment/Erosion Control Plan. Wattles shall be installed upon
completion of overlot grading and/or after installation of the proposed storm sewer inlets.
Non -Structural Practices: Temporary non-structural BMP's for the site will consist of
ripping/disking, and water. trucks. 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.
Temporary, non-structural erosion and sediment control BMP's are described in detail in
the following paragraphs:-
Ripping/Disking shall be used on all exposed low sloped areas exposed during land
disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) Land
shall be kept in a roughened condition along land contours until mulch, vegetation or
other permanent erosion control is installed.
Water trucks shall apply water to the ground to wet the soil to reduce the amount of
wind erosion and dust being transported off -site. Watering will occur when
environmental conditions are conducive to causing excessive amounts of dust and wind
erosion.
Permanent BMP's
Permanent BMP's include vegetative swales, the completion of all site improvements and
permanent vegetative soil stabilization. No soils in areas outside project street rights -of -
way 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 unless otherwise approved by the City of Fort Collins Erosion Control Inspector.
Final stabilization shall be considered achieved once all proposed site improvements have
been installed, proposed grassed areas have been permanently seeded, and the vegetation
is considered established. Vegetation shall not be considered established until a ground
cover is achieved which is demonstrated.to be mature enough to control soil erosion,
typically a minimum of 70%.
Dust Abatement
During the performance of the work required by these plans, the contractor shall carry out
proper efficient measures as necessary to reduce dust nuisance and to prevent dust
nuisance that has originated from his operations from, damaging crops, orchards,
cultivated fields, and dwellings, causing nuisance to persons, or altering the downstream
water quality. The contractor will be held liable for any damage resulting from dust
originating from his operations under these plans, on right-of-way or elsewhere.
Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or public
rights -of -way. Wherever construction vehicles access paved public roads, provisions
must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking
onto the paved surface. A stabilized construction entrance is required per the detail
shown on the detail sheet with base material consisting of 6" coarse aggregate. The
contractor will be responsible for clearing mud tracked onto city streets on a daily basis
and after any rain event which causes sediment to be transported offsite.
8
Maintenance
All erosion and sediment control practices shall be maintained, repaired, and/or replaced
as needed to ensure the continued performance of their intended function. Temporary
erosion and sediment control practices shall be inspected at least once every two weeks
and after any significant storm event. Permanent erosion and sediment control practices
shall be inspected at least twice per year and after any significant storm event. A
significant storm event is a storm event that causes runoff. Maintenance is the
responsibility of the SWMP permit holder. All BMP's shall be inspected and repaired or
replaced as required to satisfy the conditions of the Stormwater Discharge Permit.
STORMWATER QUALITY
Temporary BMP's
Structural Practices: Temporary structural BMP's for the site will consist of inlet
protection placed at all proposed and existing inlets and silt fence. All BMP's shall be
inspected and repaired or replaced as required to satisfy the conditions of the Stormwater
Discharge Permit. All temporary BMP's must be maintained and repaired as needed to
assure continued performance of their intended function. Temporary, structural erosion
and sediment control BMP's are described in detail in the following paragraphs..
Inlet protection shall be installed at all proposed and existing inlets that may be affected
by the construction activities - of this development. Inlet protection shall be in place prior
to commencement of any construction activities on all existing inlets and shall be in place
after each inlet is installed. All inlet protection shall be installed as described in City of
Fort Collins Detail, minimizing sediment transported into storm sewers and drainage
ways.
Perimeter silt fence shall be installed along the perimeter of the project as shown on the
Drainage and Sediment/Erosion Control plan. Silt fence shall be in place prior to
commencement of any construction activity. During clearing and grubbing necessary for
perimeter silt fence installation, all cleared material shall be placed on the uphill side of
the 6"x6" trench described in City of Fort Collins Silt Fence Detail, so that if erosion
occurs during the silt fence installation from the cleared material, sediment/erosion will
be trapped in the above mentioned trench and not transported downstream.
E
Permanent BMP's
Non -Structural Practices: Permanent non-structural BMP's for the site will consist of
the water quality swales on site and the Snout in Inlet 1. All permanent BMP's must be
maintained and repaired as needed to assure continued performance of their intended
function. Permanent, non-structural stormwater quality BMP's are described in detail in
the following paragraphs.
Water quality swale: Once installed this water quality swale shall provide long term sediment control. Once -the captured sediment reaches a level that is unacceptable the
sediment shall be removed by the property owner. The disturbed area shall be brought to
original design grade and reseeded.
5. OTHER ITEMS
The following items are being included at the request of the City of Fort Collins. The
information provided is to be used by the contractor as a guideline and is to be modified
as needed to conform to the construction sequencing chosen by the contractor. This is in
no way intended to dictate construction means and methods.
5.1 Management of Contaminated Soils
Contaminated soils shall be removed and disposed of in conformance with State and
Local regulations.
5.2 Loading and Unloading operation
Construction equipment to be used during the construction of this site shall be loaded and
unloaded in a designated area. This area shall be located away from existing storm inlets
and have adequate controls to protect the storm system from runoff contaminated by fuel,
oil or other vehicle fluids. If soil becomes contaminated, refer to Section 5.1 of this
report.
5.3 Out door storage activates
Construction materials shall be stored on site in designated, fenced areas. No fuel, oil or
other potential contaminants shall be stored on site. All soil stockpiles shall have erosion
protection at the base of the stockpile such as silt fence or wattles.
E
5.4 Equipment maintenance and Fueling
Equipment maintenance shall not occur on site. Fuel shall not be stored on site.
5.5 Onsite waste management Practices
The contractor shall provide toilets .which shall be maintained by a qualified waste
management sub contractor.
5.6 Concrete washing .
A designated Concrete Washout shall be installed prior to commencing any concrete
activities on site. Once concrete activities are completed, waste concrete shall be removed
and disposed of off site.
5.7 Potential Pollution Sources
No known potential pollution sources will be brought on site during construction without
providing stormwater protection per State and Local regulations. Erosion Control has
been addressed with the management practices outlined in Section 4 of this report.
5.8 Seed mixes (if applicable) .
Refer to the landscape plan and Sheet 5 of the Construction Drawings for this site.
5.9 Soil amendments
Refer to the landscape plan and Sheet 5 of the Construction Drawings for this site.
5.10 Sequence of all land disturbing activity
The anticipated sequence of construction activity (in no way intended to dictate
construction schedule or contractor. means and methods) is 1) Strip and stockpile topsoil,
2) Cut and fill soil to pavement subgrade, 3) Install proposed utilities, 4) Install proposed
curb and concrete pavement edger, 5) Install base course and pavement, 6) Install
irrigation system and 7) Install landscaping.
6. CONCLUSIONS
6.1. Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Erosion Control Reference Manual for Construction Sites and the
City of Fort Collins Stormwater Criteria Manual.
This project is in compliance with the Chapter 10 of the City Code adopted by the City of
Fort Collins.
6.2. Drainage Concept
The proposed drainage concepts presented in this report, and on the construction plans,
adequately provide for stormwater quality treatment for the proposed improvement.
Conveyance elements have been designed to convey required flows to the proposed water
quality swales and to require minimal future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit will be required.
12
7. 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.
3. City of Fort Collins Floodplain maps. Supplied by the City of Fort Collins,
printed on November 30, 2011
4. Chapter 10 of the City of Fort Collins Municipal Code, published by "Colorado
Code Publishing Company", dated 1987.
Reference http://www.colocode.com/fcmuni/ftcmuni l0.pdf
13
APPENDIX A
VICINITY MAP
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WARINING! THIS AREA IS SHOWN AS BEING P
DIKE, OR OTHER STRUCTURE. OVERTOPP
DESTRUCTIVE FLOOD ELEVATIONS AND HIGH V
THAT ARE GREATER THAN THE LEVEL OF PR(
PLANS AND ENCOURAGE PROPERTY OWNEF
STRUCTURE IS CURRENTLY SHOWN AS
1% ANNUAL CHANCE FLOOD DISCHARGE
CONTAINED IN CULVERT \
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'OF�THIS'STRUCTURE IS•POSSIBLE•WHICH COULD RESULT IN
IWATERS. THERE IS A CHANCE THAT LAf^2GE FLOODS WILhOCCUR
IDED BY/THE LEVEE. COMMUNITIES SHOULD ISSUE EVACUATION
E STRUCTURES TO PURCHASE FLC(OD INSUR(NCE EVEN IF T� E
)TECTION FROM THE 1-PERCENdiANNUAL-CHI4NCE FLOOD- \
MAP SCALE V = 500'
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— -1 FEFT
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PANEL 0983G
FIRM
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FLOOD INSURANCE RATE MAP
LARIMER COUNTY,
COLORADO
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AND INCORPORATED AREAS
PANEL 983 OF 1420
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
CONTAINS
COMMUNITY NUMBER PANEL SUFFIX
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- POPOONS OF n<S PROACI ARE LC ,,, N A CITY BEa1L4TORV IAMID n
-YEAR Ra00PLAN AMID
FOR THE OLD TOM BASIN AND MUST CMRY MM CHAPTER 10 OF CITY COCE.
2 A" Mol" PROPOSED WMN ME CITY WOULATON FLOCOPLNN AID nOWNAY MUST BE PRECEDED BY AN
APPROVED ROOOPLAN USE PERMIT.
!. NO -RISE CERMICAnM IS REOUNEO FOR ALL SITE NURR WMN THE RODONAY. RE-CERDFCAnM OF
ND -RISE IS REWIRED FOR AS -BUILT CQVq BMJS.
NOTES REG C UNOSUMNG PER APPROYEO LANDSCAPE qML
IPo o 1.1 a W Im«roap< mm<,-tue♦.q ea' -, PM meGoy. anao ee InawgNr
a.. a e t k« tn.0-a. 0- (B) :rlin am ew u..<ayn<nl ta, w tnavpnlr
<Mpw.t<e sa u< MA Of Na to.d-ye - I. o YaA of a, Nast 1.♦ (R) nmN er tA,
a'n<mq w .ao, Ni 1PNN a.euee yt a •N.. n1 1a t, to,- (3) cue I, paN o1 PN an-� meA n 1
pa aAe uwame (1,Oml wPm< r«t P, Ipbaame e<P
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` It.
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♦ At oElAe e4+.era<a •srn n<aead!o W<i-2 WaYa .]li-•,(9P4rvmIf %<C
QDE9ON PONT
BAm cmrtINA
0.26 a9 5 M RLM1F cwnucw
AREA IN KRES
ELDv ONEcnDN
m oM
w qs AR as., RA51N BOUNDARY
®-SF
-SF- -1-
VCHCLE R ACYNG PAD
®
a COM REM rAs t AREA
WI
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w2
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CIP-!
IMEI FROTECTq
w!
Rsa. DUMB, ARYTECRON
r4
-miw .AmE FILTER
= = = =
= = EXISTING PRaES
PROPOSED STOP. PYE
Co
TIRED ENO YCRM
4905
EXISTING 5' CONTOUR
EXISTING i CONTOUR
-J905-
PROFCMD 5Caram
PROPOSED 1' CONTOUR!
BAY R000 ELEVATION UNE
_ • • • • • • • •
• • . nLCa'LAN CROSS SECTION LOCATION
-
CRY a Fair CALMS n1NlOWAY
ON a Fae1 CowwS FLOOD PmNFs
mPRAP
of Inc cnuueoV TAOIr
DESIGN
POWs
AREA
DES10.
AREA
ACRES
CS
C100
Tc (5)
MEN
0 (10)
Cf5)
0 (100)
Cf5
I
I
O.IL
0.50
0.66
6.8
0.25
OA
2
2
0.55
0.38
060
LIMB
0.85
2.3
3
3
0.51
O.3B
059
11.6
0.80
22
4
4
0.32
0.51
0.65
6.B
O.B7
2,1
5
5
I.00
0.54
0.68
11.9
2.05
4.9
SENOWABM:
ELEVATIONS SHOWN ON r1As SURVEY ARE BASED W ON D FORT
COLLINS VVI DAnN AND ARE REF4RENCEB 04 an DF ON M
FORT CCU.INS SENC WARR 29-9E HAVING AN OFVABaI OF 07.63 AND
CPS-07 HAVNG AN RE"POIN OF A%, 11
City of Fort Collins, COICrOdO
UTILITY PLAN APPROVAL
APPROVED:
aLT E^9"ee
CAN
CNEOEEO By.
Wou. s .unenlu wMY
pMe
CALL UTILITY NOtWICARON
CHECKED BY;
CENTER OF COLORADO
1-$00.922.1987
Y.•mealy WN1Y
DAL.
LLL 1'E"Do SS OASO ADVANCE
CE
CHECKED BY:
PSLf i Recrmlu.
WIe
BEFORE YOIJ DIG. GIIOF, a1 EVUVAIE
Fm THE MARNENG UMOERUaNJD
CHECKED BY:
n
MFIRfn UTIul1ES
T•aM< EaP.ee•
DeM
CHECKED BY:
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SHEET
5
5 OF 8
NO 329-01
APPENDIX B
HYDROLOGIC COMPUTATIONS
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10
APPENDIX C
HYDRAULIC CALCULATIONS
c
INLET;IN;'A SUMP ;QR SAG LOCATION
Project = HousKa Automotive
Inlet ID = Inlet 1 (basin 11
Warning
Warning
HLurb H-Vet
Lo(G)
of Inlet
Inlet Type
I Depression (addtional to corainu)u9 guitar deW"sion'a' fran'O-A1oW)
aaw'
tier of unit filets (Grate or Curb Opening) -
No
Depth outside of Local Depression at Ida
Flow Depth
a Infamatlon
to of a Unit Grate
La (G)
t of a UNt Grate - _
W,:
Opening Ratio for a Grate (typical values 0.15-0.90)
A...
sing Fad" for a Single Crate (typical value 0.50- 0.70)
C� (G)'
e Wdr Coefficied (local value 2.15 - 3.60)
C�. (G) �
f Dnfice Coefficient (typical value 0.60 - 0.90)
C. (G)'
Opening Information
th of a Unit Cub Opening
L. (C)
'a of Vertical Cub Opening in Inches
H-,
v of Curb Orifice Throat in Inches
Hn.a
e of Throat (see USDCM Figure ST-5)
Theta
Width for Depression Pan (typically the gutter vidth of 2 feet)
We'
Sing Factor for a Single Cub Opening (typical value 0.10)
CI (C)
Opening Weir Coefficient (typical value 2.3.3.6)
C, (C):
Opening Onfice Coefficient (typical value 0.60 - 0.70)
C. (C) :
al Inlet Interception Capacity (assumes clogged condition)
Qa r
Capacity IS GOOD for Minot anct Major Storms PO PFAKI
Ocr w-Eo D'
Wanting 1: Dimension entered is trot a typical dimension for Intel type specified
Warning 2:The area opening ratio for a grate value is out of the recomanded range.
MINOR MAJOR
CDOT/Derlver 13 Valley Grate
2.00
1
60 6.0
2.50
1 00
0.44
050
0.50
3.30
060
N/A
VA
N/A
`I::•
N/A
N"A
N/A
N."A
N/A
N/A
N/A
N/A
N.'.A
N/A
;h
MINOR MAJOR
ones
fiches
eat
eat
eat
fiches
Iches
agrees
eat
Inlet t.xls, Inlet In Sump 1222012. 4:25 PM
Design Infornnallon In to
MINOR
MAJOR
Type of Wet -
Inlet Type =
User -Defined
Comdnation
2.00
1
6.0 6.0
3.33
3.33
2.00
0.73
0.50
0.50
7.60
0.60
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
• Inlet 2.ds, Inlet In Sump 1122/2012. 4:25 PM
of We
Inlet Type
Depfession(add0onal to continuous gutter depression's'hom'O-AI W)
a.y'
oer of Unit IMets (Grate or Cub Opening)
No
Depth outside of Local Depression at Intel
Flow Depth
I Information - -
h of a Unit Grate -
Ib (G)
I of a Unit Grate
Wa °
Opening Ratio for a Grate (typical valves 0-150,90)
A„m'
prig Factor for a Single Grate (typical value 0.50 - 0.70)
C, (G)'
Weir Coefficient (typical value. 2A5-3.60)
C„ (G)=
Office Coefficient (typical value 0.60 - 0.60)
C, (G)
Opening Information
h of a Unit Curb Opening
to (C)
it of Venice] Cub Opening in Inches
li„„ =
t of Cub Onfice Throat in Inches
Hmu'
of Throat (see USDCM Figure ST-5)
Theta =
Width for Depression Pan (typically the gutter width of 2 feel)
Wu'
Ong Factor for a Single Cub Opening (typical value 0.10)
CI (C)'
Opening Weir Coefficient (typical value 2.3-3.6)
C. (C)
Opening Onfice Coefficient (typical value 0.60 - 0.70)
C. (C)
it Inlet Interception Capacity (assumes clogged condition)
Q.
]apacny IS GOOD for Mlnor aml Major Storms (,o PEAK)
O �o'
MINnp MA InP
User -Defined Combtrlation
2.00
1
6.0
6.0
3.33
2.00
0.33
0.50
0.50
3.60
0.60
mlrvury m.vul<
2.80
6.00
5.00
0.00
2.00
0.10
0.10
2.30
2.3-,
0.66
MINOR
MAJOR
Ices
ohes
am
.et
Inlet 3.tls, Inlet In Sump 1/2212012. 4:25 PM
Project = Houska Automotive
Inlet ID = - Inlet 5 (basin 5)
f— —T
HLwb H-vat
L. [G)
of Inlet
Inlet Type
I Depression (addhonal to continuous gutter depression's' from'O-Allow')
a,zr
x of Unit Wets (Grate or Curb Opening)
No
Depth outside of Local Depression at Wet
Fk 0
. Information
In of a Unit Grate
L. (G)
t of a Unil Grate
We
Opening Ratio for a Grate (typical values 0.15-0.90)
A
ping Factor for a Single Grate (typical value 0,50 - 010)
, (G)'
Weir Coefficient (typical value 2.15 - 3.60)
C„ (G)
r Onfice Coefficient (typical value 0.60. 0.80)
C. (G) :
Opening Information
In cf a Unit Ourt, Opening
L. (C) :
tt of vertical Curb Opening in Inches
H,,.e
it of Curb Onfice Throat in Inches
H.
of Throat (see USDCM Figure ST-5)
These:
With for Depression Pan (typically the gutter width of 2 fee)
Wo'
png Facia for a Single Curb Opening (typical value 0.10)
G (C)
Opening Weir Coefficient (typical value 2.3-3 6)
C. (C)
Opening Onfice coefficient (typical value 0 60 - 0.70)
C. (C)
iI Inlet Interception Capacity (assumes clogged condition)
Q.
KING: W.t Capacity foss the. 0 peak Ion INA.IOR Sturm
Ovenaa ED'
MINOR MAJOR
User -Defined Combination
2.00
1
so 66
MG.33�-.,
2,80
6.00
5.00
000
2.00
0.10
0.10
2.30
2.30
0,66
riches
itch"
eel
eel
.et
lches
aches
legrees
eet
is }1--:
�� is s � C
j n Fe srC�(J ttc�' , j, lv C 6
CCtVVI�(NeX- �D t vi 1&M
Inlet S.xls, Inlet In Sump -
1r22t2012, 4:37 PM
Project = Houska Automotive
Inlet 10= Inlet 4 (basin 4)
HCuN H-Vert
Lo (G)
m Information (Input)
Of Inlet -
Inlet Type
Depression (additional to continuous gutter depression'a' from'O-A loW)
aora
m of Unit Inlets (Grate or Curb Opening)
No
Depth outside of Local Depression at Inlet
Flow Depth:
t Information
h of a Unit Grate
L. (G)
i of a Unit Crate
Wn'
Opening Ratio for a Grate (typical vahles 0.15-0.90)
Aa'
Ong Factor for a Single Grate (hypi Wl vabe 0.50 - 0 70)
C (G)+
War Coefficient(typical value 2.15-3,60)
C„ (G)+
r Office Coefficieut (typical vale 0.60. 0.80)
Ce (G)'
Opening Information
h of a Unit Curl Operdng -
La (C)
I of Vertical Curb Opening in inches
H.m'
r of Curb Office Throat in Inches
He :
of Throat (see USDCM Figure ST-5)
Theta
Midi for Depression Pan (typically the gutter width of 2 feet)
We'
Ong Factor for a Single Cub Opening (typical value 0.10)
Cr (C)
Opening Weir Coefficient (typical value 2.3.3.6)
C„(0):
Coefficient (typical or 0.60 - 0.70)
Opening Orificevalor
Co (C)
Ill Inlet Interception Capacity (assumes clogged condition)
QM e
:apacfty 15 GOOD for tRum and Major Storms (>Q PFAKI
Oa neounr:o
MINOR MAJOR
User -Defined Combination
2.00
7
6.0 6.0
Mu unp Mee mp
3.33
2.00
2;::'•
0.33
0.50
0.50
3.60
0.80
+2's
2,80
6,00
5,00
0.00
0,10 0.10
2.30
0.66
MINOR MAJOR
ches
,ches
eat
eel
11 1 r c (UA-e.s
� , �o CAS OV�'ir-Fl avl
from � ►�
Inlet 4.)ds, Inlet In Sump l 2212O12, 4:26 PM
Bead
i F ILL.1 J
57
57
56
55
n 55-
c
0
54.
v
u
54.
53.
52.
52.
51,
cam(
1_Llx storm 2 �
Distance (Ft)
I
57.94
57.24
56.54
55.84
0 55.14
F
v
W 54 44
53.74
-------
53.04
i
i
i
52.34
S�
onh
L2
51.64
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APPENDIX E
FIGURES AND TABLES
E
No Text
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
.8.03
10.00
2.21
3.78
7.72.
11.00
2.13
3.63
7.42
12.00•
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32 1
2.25
4.60 '
30.00
1.30 1
2.21
4.52
Lid
City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes - 60 minutes)
Figure 3-1b .
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34.00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84
1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40 1
2.86
DRAINAGE CRITERIA MANUAL (V. 1)
RUNOFF
Percentage
Iperviousne
0%
5%
10%
15%
20%
25%
30%
35%
40%
45%
65%
70%
75%
80%
85%
90%
95%
100%
0%
5%
10%
15%
20%
25%
30%
35%
40%
65%
70%
75%
80%
85%
90%
95%
100%
0.04
0.08
0..11
0.14
0.17
0.20
0.22
0.25
0.28
0.31
0.34
0.37
0.41
0.45
0.49
0.54
0.60
0.66
0.73
0.80
0.89
0.02
0.04
0.06
0.08
0.12
0.15
0.18
0.20
0.23
0.26
0.29
0.33
0.37
0.41
0.45
051
0.57
0.63
0.71
0.79
0.89
TABLE RO-5
Runoff Coefficients, C
Tvoe C and D NRCS
5- r
10- r
0.15
0.25
0.18
0.28
0.21
0.30
0.24
0.32
0.26
0.34
0.28
0.36
0.30
0.38
0.33
0.40
0.35
0.42
0.44
0.40
0.46
0.43
0.48
0.46
0.51
0.49
0.54
0.53
0.57
0.58
0.62
0.63
0.66
0.68
0.71
0.75
0.77
0.82
0.84
0.90
0.92
Type B NRCS Hc
0.08
0.15
0.10
0.19
0.14
0.22
0.17
0.25
0.20
0.27
0.22
0.30
0.25
_
0.32
0.27
0.34
0.30
0.36
0.32
0.38
0.35
0.40
0.38
0.43
0.41
0.46
0.45
0.49
0.49
0.53
0.54
0.58
0.59
0.63
0.66
0.69
0.73
0.75
0.81
0.83
0.90
0.92
Soil
0.37
0.44
0.39
0.46
0.41
0.47
0.43
0.49
0.44
0.50
0.46
0.51
0.47
0.52
0.48
0.53
0.50
0.54
0.51
0.55
0.53
0.57
0.55
0.58
0.57
0.60
0.59
0.62
0.62
0.65
0.66
0.68
0.70
0.72
0.75
0.77
6 80
0.82.
0.87
0.88
0.94
0.95
) is Soils Group
0.25
0.30
0.28
0.33
0.31
0.36
0.33
0.38
0.35
0.40
0.37
0.41
0.39
0.43
0.41
0.44
0.42
0.46
0.44
0.48
0.48 0.51
0.51 0.54
0.54 0.57
0.58 0.60
0.62 0.64
0.66 0.68
0.72 0.73
0.78 0.80
0.85 0.87
0.94 0.95
0.50
0.52
0.53
0.54
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.62
0.63
0.65
0.68
0.71
0.74
0.79
0.83
0.89
0.96
0.35
0.38
0.40
0.42
0.44
0.46
0.47
0.48
0.52
0.54
0.56
0.59
0.62
0.66
0.70
0.75
0.81
0.88
0.96
06/2001
Urban Drainage and Flood Control District
RO-11
DRAINAGE CRITERIA MANUAL (V. 1)
RUNOFF
50
30
t.- 2 0
Z
W
U
W
a 10
Z
W
a
0 5
rn
W
¢ 3
0
U 2
cc
W
t~
a
0
1
5
mom
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inn
n�����
NONNI
II
.
1 .2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE RO-1
Estimate of Average Overland Flow Velocity for Use With the Rational Formula
06/2001 RO-13
Urban Drainage and Flood Control District
APPENDIX F
FLOODPLAIN INFORMATION
High Risk
City Floodway - Area of 100-year floodplain with greatest depths and
fastest velocities.
City Flood Fringe - May Include:
- Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AC, and AH)
-Areas of City 100-year floodplain including ponding areas and sheet
flow areas with average depths of 1-3 feet.
There is a 1 % annual chance that these areas will be flooded.
Moderate Risk
May include:
-Areas of FEMA 500-year floodplain (FEMA Zone X-shaded)
-Areas of FEMA or City 100-year floodplain (sheet flow) with
average depths of less than 1 foot. N
-Areas protected by levees from the 100-year flood. ee
Low Risk µ / � F
Areas outside of FEMA and City mapped 100-year and 500-year
floodplains. Local drainage problems may still exist. S
City Flood Risk Map
This information is based on the Federal Emergency Management
Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of
Fort Collins Master Dramageway Plans. This letter does not imply
that the referenced property will or will not be free from flooding or
tlamage. A property not in the Special Flood Hazard Area or in a
City Designated Floodplain may be damaged by a flood greater
than that predicted on the map or from a local drainage problem
not shown on the map This map does not create liability on the
part of the City, or any officer or employee thereof. for any damage
that results from reliance on this information.
All floodplain boundaries
are approximate. Cityof
Fort Collins
` GIS
0 50 100 zoo 300 400
Feel
E LAUREL ST
i
-E MULBERRY ST -
E MULBERRY ST -- -
nWr
'm
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City Flood Risk Map
High Risk
®City
Floodway - Area of 100-year floodplain with greatest depths and
This inforrnaaon a based on the Federal Emergency Management
fastest velocities.
Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of
City Flood Fringe - May Include
Fort Collins Master Drainageway Plans This letter does not imply
that the referenced property will or will not be free from flooding or
-Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AC, and AH)
damage. A property not in the special Flood Hazard Area or to a
Areas of City 100-year floodplain including ponding areas and sheet
City Designated Floodplaln may be damaged by a flood greater
flow areas with average depths of 1-3 feet.
than that predicted on the map or from a local drainage problem
not shown on ;he map This map does eel create btiny on the
There is a 1 % annual chance that these areas will be flooded.
part of the City or any officer or employee thereof. for any damage
Moderate Risk
that results from reliance on this mformaeon
May include:
All floodplain boundaries
-Areas of FEMA 500-year floodplain (FEMA Zone X-shaded).
are approximate. City of
- Areas of FEMA or City 100-year floodplain (sheet flow) with
Fort Collins
average depths of less than 1 foot.
-Areas protected by levees from the 100-year flood.
N GIS
Low Risk
Areas outside of FEMA and City mapped 100-year and 500-year
w E 1 inch = 200 feet
floodplains. Local drainage problems may still exist.
g Printed: 11 J21/2011