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Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
for
Lot 6, Harmony Commons
(Fairfield Inn and Suites)
Fort Collins, Colorado
Prepared for:
Willco XV, LLLP
4836 South College Avenue Ste 10
Ft. Collins, Colorado 80525
Phone: (970) 223-1494
Prepared by:
SHEAR ENGINEERING CORPORA
Project No: 1592-12-16
Date: August 2016
Revised: March 2017
4836 S. College, Suite 12 Ft. Collins, CO 80525 (970) 226-5334 Fax (970) 282-0311 www.shearengineering.com
I hereby certify that this Final Drainage Report for the design of stormwater management
facilities for "Lot 6, Harmony Commons" was prepared under my direct supervision in
accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria and
construction standards for the owners thereof.
Brian W. Shear, P.E.
Registered Professional Engineer
State of Colorado No: 20262
VICINITY MAP
TABLE OF CONTENTS
Title Page
Engineer's certification statement
Vicinity Map
Table of Contents
I.
INTRODUCTION: ........................................................................................................ I
IL
GENERAL LOCATION AND DESCRIPTION.........................................................
I
A. Property location........................................................................................................
1
B. Description of Property ..............................................................................................
1
I1I.
DRAINAGE BASINS AND SUB-BASINS..................................................................
2
A. Major Basin Description............................................................................................
2
B. Sub -Basin Description...............................................................................................
3
C. Historic Conditions....................................................................................................
3
IV.
.DRAINAGE DESIGN CRITERIA.............................................................................. 3
A. Regulations.....................................................................................3
B. Directly Connected Impervious Area (DCIA)Discussion................................3
C. Development Criteria Reference and Constraints........................................4
D. Hydrologic Criteria............................................................................5,
E. Hydraulic Criteria............................................................................5
V.
DRAINAGE FACILITY DESIGN............................................................................... 5
A. General Concept.........................................................................................................
5
B. Specific Details — Runoff...........................................................................................
5
C. Specific Details — Detention......................................................................................
7
D. Specific Details — Storm Sewer.................................................................................
7
E. Specific Details — Inlets.............................................................................................
7
F. Specific Details — Swales and Overflow Channel Sections .......................................
8
VI.
WATER QUALITY AND LID..................................................................................... 8
A. General Concept...............................................................................8
VII.
EROSION CONTROL — STORMWATER MANAGEMENT ................................. 9
A. General Concept.........................................................................................................
9
B. Specific Details — Erosion/Sediment Controls...........................................................
9
C. Potential Sources of Pollution/Materials and Site Management .... :.........................
11
D. Erosion Control Security Deposit............................................................................
13
VIII. LOW IMPACT DEVELOPMENT (LID).................................................................14
A. General Concept - Specific Details — Process..........................................................
14
IX.
CONCLUSIONS..........................................................................................................15
A. Compliance with Standards.....................................................................................
15
B. Drainage Concept.....................................................................................................
15
X.
VARIANCE REQUEST..............................................................................................15
A. Variance from City of Fort Collins Requirements...................................................
15
XI.
REFERENCES ................... :.........................................................................................
16
APPENDIX I
Hydrology
Storm Sewer
Inlets
LID Calculations
APPENDIX H
Harmony Technology Park Infrastructure Improvements Drainage Basin Exhibit — Phase 2
by Aspen Engineering
Lots 3, 4 AND 5, Harmony Commons Drainage Plan by Interwest Consulting Group
FIRM (Flood Insurance Rate Map) Community Panel number 08069CO994F (Panel 994 of 1420;
Map Revised December 19, 2006)
APPENDIX III
Erosion Control Security Deposit Estimate
APPENDIX IV
Master Drainage Plan
Sediment/Erosion Control and Stormwater Quality Plan
Page 1
Final Drainage, SedimentlErosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
I. INTRODUCTION:
1. This report presents the pertinent data, methods, assumptions, references and
calculations used in analyzing and preparing the final drainage, erosion/sediment
control and water quality design for Lot 6, Harmony Commons.
2. Lot 6, Harmony Commons is a portion Harmony Commons Subdivision which is a
replat of Lot One, Harmony Technology Park Second Filing. This site is included in
the drainage report for Harmony Commons by Interwest Consulting Group.
a. Reference "Final Drainage Report Harmony Commons Subdivision"; Interwest
Consulting Group; March 11, 2016. City plan approval date 05/16/2016.
3. On -site detention will not be provided with this site since this site was included in the
design for Harmony Technology Park infrastructure improvements including a
regional detention and water quality pond (Pond 100; combined SWMM Ponds 101,
600 & 301).
a. Reference Final Drainage and Erosion Control Report for Harmony Commons
(Pond Only Portion); Aspen Engineering; January 20, 2016.
II. GENERAL LOCATION AND DESCRIPTION
A. Property location
Lot 6, Harmony Commons is located in the northwest quarter of Section 4,
Township 6 North, Range 68 West of the 6th Principal Meridian, City of Fort
Collins, County of Larimer, State of Colorado.
2. Lot 6, Harmony Commons is located south of Harmony Road, west of Lady
Moon Drive and north of Timberwood Drive. It is bounded on the south by
Timberwood Drive.
3. Refer to the vicinity map located near the beginning of this report.
B. Description of Property
1. Lot 6, Harmony Commons is a portion of Harmony Commons consisting of
a total area of 77,260 square feet (1.774 acres).
2. A portion of Harmony Commons and Timberwood Drive are currently under
construction.
3. Lot 6, Harmony Commons will consist of a four story, 106 room Fairfield Inn
& Suites by Marriot.
Page 2
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
III. DRAINAGE BASINS AND SUB -BASINS
A. Major Basin Description
1. The entire site is located in the McClellands Basin as delineated on the City
of Fort Collins Stormwater Basin Map (Figure 2).
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11
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2. Lot 6, Harmony Commons is located in the McClellands Basin and
McClellands Creek Master Drainage Plan. The site drainage has been
previously accounted for in the Harmony Technology Park Site Master Plan
(HTPSMP) by Stantec Consulting, Inc. titled "Final Drainage and Erosion
Control Study Harmony Technology Park Site Master Plan"; report dated
May 19, 2008.
Page 3
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
3. The property is not within the limits of a FEMA designated floodplain.
Reference FIRM (Flood Insurance Rate Map) Community Panel number
08069C0994F (Panel 994 of 1420; Map Revised December 19, 2006).
B. Sub -Basin Description
This site is located within Basin I (1.73 acres) defined on the Drainage Plan
for Harmony Commons by Interwest Consulting Group. Refer to Drainage
Plan for Harmony Commons in the appendix.
C. Historic Conditions
Prior to the start of development of Harmony Commons, the existing terrain
generally sloped in an easterly direction at approximately 0.50% to 1.00%.
IV. DRAINAGE DESIGN CRITERIA
A. Regulations
Design Criteria from the City of Fort Collins Storm Drainage Design Criteria
Manual (FCSDCM) were considered.
2. All erosion control design criteria from the City of Fort Collins Erosion
Control Reference Manual were considered.
B. Directly Connected Impervious Area (DCIA) Discussion
The drainage design for this project follows the Four Step Process to
Minimize Adverse Impacts of Urbanization as outlined in the USDCM. The
USDCM software UD-BMP v. 3.05 will be utilized to select and then analyze
the benefits of the implemented LID practices and BMP's.
Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas,
implement Low Impact Development (LID) strategies, including Minimizing
Directly Connected Impervious Areas (MDCIA)
Step 2: Implement BMPs that Provide a Water Quality Capture Volume
with Slow release
Once runoff has been minimized, the remaining runoff shall be treated
through the porous pavement system. The porous pavement system allows for
settlement of sediments
Page 4
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
Step 3: Stabilize Drainageways
Natural Drainageways are subject to bed and bank erosion due to increases in
frequency, duration, rate and volume of runoff during the following
development. Because the site will drain to a master planned regional water
quality and detention pond, bank stabilization is unnecessary with this project.
Step 4: Implement Site -Specific and Other Source Control BMPs
Proactively controlling pollutants at their source by preventing pollution
rather than removing contaminants once they have entered the stormwater
system or receiving waters is important when protecting storm systems and
receiving waters. This can be accomplished by through site -specific needs
such as construction site runoff control, post -construction runoff control and
pollutant prevention / good housekeeping. It will be the responsibility of the
contractor to develop a procedural best management practice for the site.
C. Development Criteria Reference and Constraints
Generally, any additional development within the site will not redefine grades
along the property boundaries.
a. Timberwood Drive exists to the south.
b. The Harmony Commons private drive from Timberwood Drive is
designed and soon will be constructed.
c. The west property line existing grades will be matched for future Lot 7 .
development by others.
d. The proposed east -west drive north of the site is partially designed and
will match existing grade at the west end where it intersects Lot 7.
2. Two 5'x2' reinforced concrete box culverts (RCB) were installed under
Timberwood Drive with the Harmony Technology Park Infrastructure
Improvements. Both box culverts extend into Lot 6.
3. The easternmost 5'x2' reinforced concrete box culvert was used by the
Harmony Commons project. Our understanding from Interwest Consulting
Group is that the easternmost box culvert is at capacity.
4. A 34"x53" HERCP was installed in the extreme southeast corner of Lot 6,
Harmony Commons to accommodate all Harmony Commons lots except Lot
6. An easement for the 34"x53" HERCP was dedicated on the southeast
corner of Lot 6 with the Harmony Commons plat.
Page 5
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
D. Hydrologic Criteria
1. Rational Method - The Rational Method was used to determine peak runoff
rates at design points for the sizing of inlet, storm sewer and channel
capacities.
2. Excerpt from the Final Drainage and Erosion Control Report for Harmony
Commons (Pond Only Portion); Aspen Engineering; January 20, 2016:
a. "..It's important to note that the current onsite portion of the Harmony
Commons project, and future development of adjacent parcels will be
required to meet the 80% impervious ratio for the developed condition of
the parcel and associated adjacent roadways rather than match the rational
"c" values shown in the rational calculations in Appendix B of this
report..."
E. Hydraulic Criteria
Drainage street capacities will be based on Manual methods using the
USDCM UD-Inlet version 4.03 software.
2. Storm sewer hydraulic and energy gradeline (HGL\EG.L) analyses will be
conducted using Stormwater Studio by Hydrology Studio implementing the
latest HEC-22 3rd Edition junction loss methodology.
V. DRAINAGE FACILITY DESIGN
A. General Concept
The storm drainage system is designed to safely convey developed storm
flows by sheet flow, channel flow and storm sewer flow to the westernmost
5'x2' reinforced concrete box culvert and ultimately to regional detention
Pond 100 (combined volume from master plan SWMM Ponds 101, 600 &
301). 1 °
B. Specific Details — Runoff
1. The Rational Method was used to determine peak runoff rates for the 2-year
and 100-year storm events at design points for the sizing of drainage
structures .and determining street capacities. Please see the hydrology
summary table and the Rational calculations in the runoff section of Appendix
I for the peak discharges of sub -basins within the project site.
Page 6
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
2. The Harmony Commons drainage report identifies the 100-year runoff peak
at 10.4 cfs
3. The following statement was made in the June 17, 2016 PDR comments:
a. Comment Number: 3 Comment Originated: 0610612016
,06/06/2016: Recently approved stormwater infrastructure to be built
within Timberwood Drive includes 2-5'x2' RCB's coming into Lot 6, with
another 60" RCP pipe aligned within the driveway to the east of the site
and along Timberwood Drive on the north side. This pipe is planned to
connect to the 2-5'x2' RCB's. The design of this 60"pipe did not account
for stormwater tie-in from Lot 6. In addition, the master planned 100 yr
flow of 10.4 cfs should be maintained from this site. The `flow reduced to
7 cfs" remark on the approved drainage plan is in regards to the
assumed paver system at the site. The paver system is not necessarily
required nor will the runoff from the site be capped at 7 cfs.
b. Upon review of the hydrology calculations in the Harmony Commons
report it was found that:
An impervious value of only 40% (instead of 60%) was used for
pavers.
ii. . It doesn't appear that the City required 100 yr storm event frequency
factor of Cf = 1.25 was applied to the runoff coefficients.
c. Therefore, we do not believe the 10.4 cfs allowable peak flow value is
accurate.
d. The total site imperviousness ratio for the proposed project is 71%, which
is in conformance with the master planned maximum allowable ratio of
80% for Lot 6.
e. The 100 yr peak flow rate for the proposed project on Lot 6 is 10.4 cfs
and discharged into the existing 2'x5' RCB under Timberwood Drive by
the Lot 6 storm sewer system.
f. Runoff from Basin OS-1 discharges to Design Point 1 and is conveyed by
the Harmony Commons storm sewer infrastructure located within Lady
Moon Drive.
Page 7
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
C. Specific Details — Detention
Regional detention pond 100 (combined SWMM Ponds 101, 600 & 301)
south of Timberwood Drive accommodates 48.3 acres of development,
including this site. .
2. The total 100-year detention volume provided is 12.79 ac-ft according to the
Final Drainage and Erosion Control Report for Harmony Commons (Pond
Only Portion). The total volume also accommodates the entire water quality
volume requirements (WQCV) for the same 48.3 acres, including this site.
D. Specific Details — Storm Sewer
The proposed storm sewer system for Lot 6 has been designed to convey the
entire 100-year storm to a new manhole connection with the western existing
5'x2' reinforced concrete box culvert (RCB) that was installed under
Timberwood Drive with the Harmony Technology Park Infrastructure
Improvements. The RCB conveys the flow into the regional detention pond
100 (combined SWMM Ponds 101, 600 & 301).
2. This project will accommodate the south half of the common north east -west
private drive north of Lot 6. This was coordinated directly with Interwest
Consulting Group. '
3. The storm sewer in the common east -west private drive north of Lot 6
accommodates only the Harmony Commons area north of Lot 6. This storm
sewer alignment and size was coordinated with Interwest Consulting Group.
4. Roof runoff from basins 2 and 3 will be conveyed by 12" PVC laterals to the
inlet boxes located at Design Points 2 and 3.
5. The storm sewer sizing and HGL/EGL calculations are included in Appendix
I.
E. Specific Details — Inlets
The south inlet in the north east -west private drive is in a sump condition and
was sized with this project to accommodate flows from the south half of the
private drive.
Page 8
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
2. The inlet on the north side of the north east -west private drive is a 5' Type R
inlet in a sump condition and was sized by Interwest Consulting Group to
accommodate future development north of the private drive and coordinated
with this project for installation.
a. Reference Final Utility Plans for Harmony Commons Subdivision";
Interwest Consulting Group; April 25, 2016; City engineer plan approval
date 05/24/2016.
3. All inlets within the hotel site were sized based on peak 100-year storm flows
and sized accordingly. Inlets on the north side of the north parking area will
be Denver 16 Combination inlets, and the inlets at design points 2 and 5 and
will be a CDOT Type C area inlet and grate. Refer to calculations in Appendix
I.
F. Specific Details — Swales and Overflow Channel Sections
Grass swale calculations for Design Point 6 are included in Appendix I.
VI. WATER QUALITY AND LID
A. General Concept
Parking lot pavers are implemented on this site to address LID requirements
by lowering overall site imperviousness and treating surface runoff. The paver
cells will be without 12hr flow control orifices due to the fact that the entire
WQCV is provided for in the regional detention pond (Pond 100) just across
the street.
2. The paver system in the parking lot meets the minimum 25% coverage
threshold for allowing the LID criterion of 50% impervious area LID
treatment to be implemented for this site.
a. The paver system treats 48.5% of the site impervious area.
b. Grass swales located behind the building in Basin 6 provide LID
techniques to convey surface flow to the inlet at Design Point 6.
3. The entire water quality volume (WQCV) for this site has been
accommodated with regional pond 100 (combined SWMM Ponds 101, 600
& 301).
a. Reference Final Drainage and Erosion Control Report for Harmony
Commons (Pond Only Portion); Aspen Engineering; January 20, 2016.
Page 9
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
4. The LID credit tabulations are shown on the drainage plan sheet and then
again in Appendix I under the Hydrology section.
VII. EROSION CONTROL — STORMWATER MANAGEMENT
A. General Concept
1. Erosion control measures and the SWMP Administrator are identified on the
Erosion Control Plan. Standard Grading and Erosion and Sediment Control
Construction Plan Notes are included on the Project Notes Sheet.
2. An erosion control security deposit is required in accordance with City of Fort
Collins policy. In no instance shall the amount of the security be less than
$3,000.00.
3. The site has been overlot graded and subdivision dirt work operations for Lots
3, 4 and 5 Harmony Commons have started. Prior to dirt work operations, the
site vegetation consisted primarily of native and non-native grasses. The total
disturbed area will be approximately 1.90 acres. These grasses naturally grow
in clumps, which inevitably leads to some bare areas. In General, the site has
approximately 60% vegetative, cover. The site consists of a four to six inch
vegetative and top soil layer according to the subsurface exploration Report
by Soilogic, Inc. titled "Geotechnical Subsurface Exploration Report
Proposed Harmony Commons Hotel; Lot 6, Harmony Commons, 3520
Timberwood Drive"; Soilogic Project # 16-1180; report dated August 18,
2016.
4. Construction BMP's will consist of gravel filters at inlets, surface roughening
and re -vegetation, vehicle tracking pads and silt fence around downstream
construction limits.
B. Specific Details — Erosion/Sediment Controls
The following temporary BMP measures are specified on the Erosion Control
Plans:
a. Curb sock protection on and adjacent to the site. Curb sock protection
shall be installed to capture sediment, silt, debris and other runoff before
reaching adjacent existing stormwater infrastructure including existing
curb and gutter adjacent to the site. Curb sock protection shall be
installed in general compliance with the installation detail on the Detail
Sheet. Curb sock protection shall be inspected for sediment to be
removed and maintained on biweekly basis and within twenty four (24)
hours of a storm event. Curb sock protection shall remain in place until
such time all contributing drainage areas are sufficiently stabilized.
Page 10
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
b. Curb inlet gravel filter at the proposed and existing inlets. Curb inlet
gravel filter protection shall be installed to capture sediment, silt, debris
and other runoff before reaching the existing stormwater infrastructure
including existing curb and gutter in and adjacent to the site. Curb inlet
protection shall be installed in general compliance with the installation
detail on the Detail Sheet. Curb inlet protection shall be inspected for
sediment to be removed and maintained on biweekly basis and within
twenty four (24) hours of a storm event. Curb inlet protection shall
remain in place until • such time all contributing drainage areas are
sufficiently stabilized.
C. Area inlet protection at the proposed area inlets. Area inlet protection
shall be installed to capture sediment, silt, debris and other runoff before
reaching the existing stormwater infrastructure including existing curb
and gutter adjacent to the site. Area inlet protection shall be installed in
general compliance with the installation detail on the Detail Sheet. Area
inlet protection shall be inspected for sediment to be removed and
maintained on biweekly basis and within twenty four (24) hours of a
storm event. Area inlet protection shall remain in place until such time
all surrounding areas are sufficiently stabilized.
d. Silt Fence along a portion of the perimeter of the site shall be installed.
Silt Fence installation shall be installed to capture sediment, silt, debris
and other non -concentrated surface flow before reaching existing
improvements. Silt Fence shall be installed in general compliance with
the installation detail on the Detail Sheet. Silt Fence shall be inspected
and maintained on biweekly basis and within twenty four (24) hours of
a storm event. Silt Fence shall remain in place until such time all
surrounding areas are sufficiently stabilized.
e. Wattles on and adjacent to the site. Wattle installation shall be installed
to reduce erosion in channels based upon velocity reduction prior to
runoff reaching existing improvements. Wattles shall be installed in
general compliance with the installation detail on the Detail Sheet.
Wattles shall be inspected and maintained on biweekly basis and within
twenty four (24) hours of a storm event, Wattles shall remain in place
until contributing drainage areas are sufficiently stabilized.
Page 11
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
f. Vehicle Tracking Control. Vehicle Tracking Control installation shall
be installed to prevent vehicle transport of dirt off site. Vehicle Tracking
Control shall be installed in general compliance with the installation
detail on the Detail Sheet. Vehicle Tracking Control shall be inspected
and maintained on biweekly basis and within twenty four (24) hours of
a storm event. See Erosion Control General Notes with the Vehicle
Tracking Control Detail on the Detail Sheet for additional Inspection
requirements. Vehicle Tracking Control shall remain in place until such
time all surrounding areas are sufficiently stabilized.
2. The following permanent erosion control measures will be completed:
a. Timberwood Drive and Private Drive Landscaping and irrigation
installation.
b. On -site areas to be permanently landscaped or permanently vegetated are
represented on the Landscape Plan. Drought resistant sod will be installed
and seed mixes are on the Landscape Plan with additional detail.
C. Potential Sources of Pollution/Materials and Site Management
1. The following potential sources of pollution have been evaluated:
a. Disturbed and stored soils will be prevented from leaving the site by the
use of silt fence, wattles and vehicle tracking control through creating a
perimeter to keep materials from leaving the site. If those fail curb sock
protection and inlet protection is also provided to prevent disturbed and
stored soils from leaving the site through reducing the load of erosion
materials reaching the inlet.
b. Vehicle tracking control of sediments will occur at the south entrance
of the site to reduce dirt material reaching the existing streets and inlets.
Frequent sweeping, scraping and removal of materials at this location
will be required.
Page 12
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
C. Spills shall be contained and cleaned up as soon as possible and are the
Contractor's responsibility. If a spill occurs,. absorbent materials could
be used to contain spills and clean the area of residuals. Excavation of
contaminated soils could also be a method of containment. Proper
disposal of the contaminated material at an accepted waste site is the
Contractor's responsibility. Spills shall not be washed down into the
storm drain or buried anywhere. A notification procedure must be put
in place by the Contractor, by which workers would first notify the site
construction superintendent, who would notify the SWMP
Administrator. Depending on the severity of the spill, the site
construction superintendent and SWMP Administrator would possibly
notify the Colorado Department of Public Health and Environment -
Water Quality Control Division, downstream water users, or other
appropriate agencies. All spills that require cleanup, even if the spill is
minor and does not need to be reported to the state, should still be
reported to the City of Fort Collins Utilities office.
d. Loading and unloading operations shall be completed in such a way that
does not contribute pollutants to runoff. As site development and
building construction progresses access to the site will be limited to one
location. The contractor will be responsible for the proper handling and
management of pollution sources during loading and unloading.
e. Outdoor storage activities will not include fertilizers or chemicals
including foam insulation or concrete form oil. If building materials are
stored on site they must be stored in such a way that they do not
contribute pollutants to runoff. Building materials shall be stored in
weather proof containers.
f. Vehicle and equipment maintenance and fueling will be completed in a
clearly designated on -site fueling and maintenance that is clean and dry.
Provide appropriate BMP's to ensure that spills or leaks are contained.
g. Fugitive dust or particulate generating processes will be mitigated by
using a water truck.
h. On -site waste management practices shall be in compliance with the
City Ordinance and Colorado Discharge Permit System requirements.
The Developer shall at all times take whatever measures are necessary
to assure that proper containment and disposal of pollutants on the site
are in accordance with any and all local, state and federal regulations.
Page 13
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
i. Concrete truck/equipment washing, including the concrete truck chute
and associated fixtures and equipment wash out area will be provided
on site. Washout location is shown on the Sediment and Erosion Control
Plan and installation detail is shown on the Detail Sheet. This location
is a suggestion, and can be relocated at the discretion of the Contractor
while keeping it away from inlets and other drainage courses. The
concrete washout area should be inspected regularly. Confirmation that
the washout is being used should be noted to ensure that other
undesignated areas of the site are not being used incorrectly as a
concrete washout.
Dedicated asphalt and concrete batch plants are not included with this
project.
k. Non -industrial waste sources generated by construction and worker
trash shall be accommodated by an on -site dumpster. It shall be the
responsibility of the Contractor to maintain a clean job site as to prevent
dispersion of waste material and potential pollutants into adjacent
properties or waterways. Portable toilets shall be placed on dirt and
staked or otherwise secured in a way that does not allow for it to tip and
discharge materials. Locate portable toilets far from inlets and drainage
courses.
Saw cutting pollution mitigation will be accommodated by vacuuming
slurry and cuttings during operations. Slurry and cuttings will not
remain on concrete or asphalt overnight. Slurry and cuttings shall not
drain to any drainage way. Collected slurry and cuttings shall be
disposed of in a manner that does not violate groundwater or surface
water requirements.
D. Erosion Control Security Deposit
1. An erosion control security deposit is required in accordance with City of Fort
Collins policy. In no instance shall the amount of the security be less than
$3,000.00.
2. See the Erosion Control Security Deposit Requirements document located in
Appendix I.
3. The erosion control security deposit is reimbursable upon reaching final
stabilization and no security had to be used to ensure the site prevents
materials including sediment from leaving the site.
4. The erosion control security deposit is equal to $16,747.50.
Page 14
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
5. Final stabilization will be achieved and all disturbed on -site areas not paved
will be permanently landscaped or permanently vegetated. Areas not paved,
permanently landscaped or permanently vegetated will be seeded. As defined
by the Colorado Department of Public Health and Environment "Final
Stabilization is reached when all soil disturbing activities at the site have been
completed and uniform vegetative cover has been established with a density
of at least 70 percent of pre -disturbance levels or equivalent permanent
erosion reduction methods have been employed".
VIII. LOW IMPACT DEVELOPMENT (LID)
A. General Concept - Specific Details — Process
The drainage design for the project follows the Four Step Process to Minimize
Adverse Impacts of Urbanization as outlined in the USDCM. The USDCM
software UD-BMP v. 3.05 was utilized to select and then analyze the benefits
of the implemented LID practices and BMP's.
a. Step 1: Employ Runoff Reduction Practices
To reduce runoff peaks, volumes and pollutant loads from urbanizing
areas implement Low Impact Development (LID) strategies, including
Minimizing. Directly Connected Impervious Areas (MDCIA).
The area south of the Hotel and north of Timberwood Drive will
contain two grass -lined swales to convey runoff to the inlet at
Design Point 6.
ii. Pavers have been implemented on this project to address the City
requirement that 50% of the site imperviousness must be treated by
LID techniques when at least 25% of the parking area is composed
of pavers. The impervious areas tributary to the paver
implementations were tabulated and included as LID treated areas
up to the 3:1 allowed ratio as discussed with Wes Lamarque per
phone call. These LID paver calculations are included in Appendix
1, and shown on the drainage plan sheet.
b. Step 2. Implement BMPs That Provide a Water Quality Capture Volume
with Slow Release
i. Paver and grass swale systems are implemented to strain particulates
and sediment. These systems also serve to attenuate the developed
site condition peak flows.
Page 15
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
ii. The entire site WQCV is provided for across the street in the
regional detention pond. This site discharges directly into this
regional detention pond.
c. Step 3. Stabilize Streams
i. There are no streams within the Project. Water quality for site has been
accommodated with regional pond 100 (combined SWMM Ponds
101, 600 & 301). Stream stabilization is not required with this project.
d. Step 4. Implement Site Specific and Other Source Control BMPs
i. Potential sources of pollution such as construction shall be treated
prior to entering the existing storm systems. It shall be the
responsibility of the Contractor to maintain a clean job site as to
prevent dispersion of waste material and potential pollutants into
adjacent properties or waterways.
ii. All inlet covers will be stamped with NO DUMPING - DRAINS TO
POUDRE RIVER.
IX. CONCLUSIONS
A. Compliance with Standards
The grading and drainage design for Lot 6, Harmony Commons will comply
with the requirements of the City of Fort Collins Storm Drainage Design
Criteria Manual.
2. All erosion control measures will comply with the City of Fort Collins Storm
Drainage Design Standards and generally accepted erosion control practices.
3. City of Fort Collins LID requirements for surface drainage have been met.
B. Drainage Concept
The drainage design for Lot 6, Harmony Commons will be adequate to safely
convey onsite and offsite flows through the development.
X. VARIANCE REQUEST
A. Variance from City of Fort Collins Requirements
No variances will be requested for the Lot 6, Harmony Commons project.
Page 16
Final Drainage, Sediment/Erosion Control and Stormwater Quality Report
Lot 6, Harmony Commons; Fort Collins, Colorado
0=t] I0] 7B110,43W
A. City of Fort Collins Stormwater Criteria Manual; City of Fort Collins, December
2011
B. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood
Control District, Denver, Colorado, September 1969 (updated January 2016)
C. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood
Control District, Denver, Colorado, September 1969 (updated January 2016)
D. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices;
Urban Drainage and Flood. Control District, Denver, Colorado, September, 1992
(updated November 2010)
E. "Final Drainage and Erosion Control Study Harmony Technology Park Site Master
Plan"; Stantec Consulting, Inc.; May 19, 2008.
F. Final Utility Plans for Harmony Commons Subdivision"; Interwest Consulting
Group; April 25, 2016; City engineer plan approval date 05/24/2016
G. "Final Drainage Report Harmony Commons Subdivision"; Interwest Consulting
Group; March 11, 2016. City plan approval date 05/16/2016
H. Final Drainage and Erosion Control Report for Harmony Technology Park
Infrastructure Improvements; Aspen Engineering; November 4, 2015.
I. Final Drainage and Erosion Control Report for Harmony Commons (Pond Only
Portion); Aspen Engineering; January 20, 2016.
J. Flood Insurance Rate Map (FIRM) Map Number 08069C0994F; Panel 994 of
1420; map dated December 19, 2006.
APPENDIX I
Hydrology
Storm Sewer
Inlets
LID Calculations
Hydrology
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No Text
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Table
Rating
Table for Trapezoidal Channel
P Description
WWkohW DP -a
Fbw Bernard Trapistaftomisma
MO&4d MarminWs Fon"A
1 Seem For Channel Depth
l lout Dora
Cheraw map, O.Mm fut
Let Sm" slope COD H: V
Pight Side Slope 4.00 H V
Bottum Yidd, 0.00 It
Dmichimile, 1-10 ck
Attribute Mamen Ma Waialeale
Maeeltps Cowflicard 0.00 0.035
0.005
MmmW Depth Velotty Flm,
Wetted
Top
cpefka (it's) Arias
foerimvta,
Wdth
V*
m, I
(it)
0.030 O.W 2.17 0.51
2.931
2.95
O.M5 0
i
1
IM
Inlets
Project:
Inlet ID:
11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11
SI w
CFOWN
Warning
hum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
m from Curb Face to Street Crown
Width
Cross Slope (typically 2 inches over 24 inches or 0.08311M)
Longitudinal Slope - Enter 0 for sump condition
Ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor& Major Storm
Flow Depth at Street Crown (leave blank for no)
Allowable Capacity is based on Depth Criterion
Allowable Capacity is based on Depth Criterion
e.ex
fl
CT=
0.020
Mt
n°e1o` =
0.018
Hcuse =
0.82
inches
Tc. =
50.0
0
W =
2.00
ft
S. =
0.020
NB
Sw =
0.083
NII
So-
0.000
tt/8
nsmeer=
0.016
Minor Storm Major Storm
TWOil 50.0 1 50.0 It
dws -1 12.0 1 12.0 Inches
r I- check = yes
Minor Storm Major Storm
Qw SUMP SUMP cis
Copy of UD-Inlet v4.03.xlsm, DP2
31512017. 9'07 AM
Warning
INLET IN A SUMP OR SAG LOCATION
,t—La (C)-1f'
H-Curb H-Van
We
W Wp
Lo (G)
gn Information tlnputl COOT Type C Grate
of Inlet
Type =
Depression (additional to continuous gutter depression'a' from'O-Allows
a�=
oer of Unit Inlets (Grata or Curb Opening)
No =
r Depth at Flowline (outside of local depression)
Ponding Depth =
t Information
lh of a Unit Grate
L. (G) _
1 of a Unit Grate
W. =
Opening Raba for a Grate (typical values 0.15-0.90)
A., =
Bing Factor for a Single Grate (typical value 0.50- 0.70)
C,(G)_
i Weir CceRtlent (typical value 2.15 - 3.60)
C.. (G) _
Critics Coefficient (typical value 0.60 - 0.80)
C. (G) _
Opening Information
M of a Unit Cum Opening
L. (C) _
1t of Vertical Curb Opening in Inches
Ff. =
1t of Curb Orifice Throat in Inches
H, .
: of Throat (see USDCM Figure ST-5)
Theta =
Wdth for Depression Pan (typically tree gutter wkfth of 2 feel)
W. =
ling Factor for a Single Curb Opening (typical value 0.10)
C1(C) =
Opening Weir Coefficient (typical value 2.3.3.7)
C. (C) =
Opening Orifice Coefficient (typical value 0.60 - 0.70)
C. (C) =
1 for Grate Miowidth
do,e, _
1 for Curb Opening Weir Equation
dc„„ _
ninadon Inlet Pedo mans Reduction Factor for Long Inlets
RFc..:w.,„ _
Opening Performance Reduction Factor for Lang Inlets
RFo,,.
d Inlet Performance Reduction Factor for Long Inlets
RFo,,:,=
Inlet Interception Capacity (assumes clogged condition) Q.
Warning 5: The width of unit is greater than the gutter width.
CDOT Type C Grate
0.00 inches
7
12.0 12.0 Inches
MINOR MAJOR r Override Depths
2.92 feet
2.92 feet
0.70
0.56 0 50
2.41
0.67
N/A
N/A
WA
WA
N/A
NIA
NIA
N/A
N/A
MINOR MAJOR
0.878
0.879
N/A
N/A
N/A
N/A
N/A
N/A
1.00
1 00
feel
inches
inches
degrees
feet
Copy of UD-Inlet V4.03.Asm, DP2
3/512017. 9'.07 AM
Project:
Inlet ID:
11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11
mum Allowable Width for Spread Behind Curb
Slope Behind Curb Qeave blank for no conveyance credit behind curb)
ring's Roughness Behind Curb (typically been 0.012 and 0.020)
of Curb at Gutter Flow Line
a from Curb Face to Street Grown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 full)
Longitudinal Slope- Enter 0 For sump condition
tg's Roughness for Street Section (typically between 0.012 and 0.020)
k1lowable Spread for Minor & Major Slonn
Mlowable Depth at Gutter Flowiine for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
STORM Allowable Capacity is based on Depth Criterion
STORM A lovable Capacity is based on Depth Criterion
STRIM
CROae
TB�`= 10.0 fl
Sava= fVfl
n.
Harm= 6.00 inches
Tow = 30.0 fl
W. 1.00 fl
%= 0.019 Hm
Sw= 0.083 flm
So = 0.000 Nfl
n,,,m 0.016
Minor Storrs Major Storm
T. 30.0 1 30.0 fl
daa = 6.0 6.0 inches
r— r check =yes,
Minor Slone Me or Sto"
O'a°'= SUMP I SUMP cfs
Copy of UD-Inlet_v4.03.xlsm, DP3 361'2017, 9:06 AM
INLET IN A SUMP OR SAG LOCATION
,r-Lo (C)-,r
H-Curb H-Vert
Wo
p
W W
Lo (G)
on tmormao.e nnouu CDOT Type R Curb Opening
of Inlet
Depression (addifienal to continuous ginner depression'a' fram'O-AIIovv)
Der of Unit Inlets (Grate or Curb Opening)
u Depth at Rawlins (outside of local depression)
s Information
th of a Unit Grate
t of a Unit Grate
Opening Raba for a Grate (typical values 0. 15-0.90)
Sing Factor for a Single Grate (typical value 0.50 - 0.70)
t Weir Coefficient (typical value 2.15 - 3.60)
t Orifice Coefficient (typical value 0.60 - 0.60)
Opening Information
Ih of a Unit Curb Opening
it of Vertical Curb Opening in Inches
it of Cum Orifice Throat in Inches
! of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
)ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 0.70)
I for Grate Midvndth
i for Cum Opening Weir Equeuon
cination Inlet Performance Reduction Factor for Long Inlets
Opening Performance Reduction Fader for Long Inlets
�d Inlet Perfannance Reduction Factor far Long Inlets
Inlet Interception Capacity (assumes clogged condition)
ipacity IS GOOD for Minor and Major Stomis(>O PEAK)
Wain ing 5The width of unit Is greater than Vie gutter width.
Type =
a.=
No -1
Poring Do
L.(G)=
W. •
A..
Ct(G) =
C. (G) •
Cp(G)=
MINOR MAJOR
CDOT Type R Curb Opening
inches
inches
r O.emde Depths
Ifeet
feet
3.00
1
6.0
6.0
MINOR MAJOR
NIA
N/A
N/A
NIA
NIA
NIA
NIA
Lo (C) •
H„e=
Hit. •
Theta=
W. =
G(C) -
C.(C)=
Co (C) =
MINOR
5.00
Y.-J-.a
feet
inches
inches
degrees
feet
6.00
6.00
63.40
1.00
0.10
0.10
3.60
-
0.67
- -
do..t. _
dc•e =
RFc��awi,
RFo,w =
Lil
MINOR MAJOR
NIA
NIA
0.42
0.42
0.77
0.77
1.00
1.00
NIA
NIA
Copy ofUD-Inlel_v4.03.tdsm. DP3 3;al2oJ; SJUAV
Project:
Inlet to:
11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11
s
7. T_
s..n T.
STe�i
� CRawR
s /
Allowable Width for Spread Behind Curb
r Behind Curb (leave blank for no conveyance credit behind curb)
Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Guber Flow Line
ce from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 Nn)
Longitudinal Slope- Enter 0 for sump condition
ng's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for no)
STORM Allowable Capacity is based on Depth Criterion
STORM Allowable Capacity is based on Depth Criterion
Teu:x =
se.ax =
nencx=
HaaRe=
Tr.=
W =
Ss=
S..=
So=
nsmeer=
100
ft
run
inches
ft
It
fun
full
ft/n
0.620
0.020
6,00
10.0
1.00
0A20
0083
0.000
CA16
Minor Storm Major Storm
Tr =1 10.0 1 10.0 n
duns= 6o 6.2 inches
r- r check=yes
Minor Storm Meor Starm
Oea.,.= SUMP SUMP cfs
Copy of UD-Inlel_v4.G3.14sm, DP4 10/412016. 2.53 PM
INLET IN A SUMP OR SAG LOCATION
,r--Lo (C),r
H-Curb H-Vert
We
WP
W
Lo (G)
(Input)
CDOT Type R Curb Opening
of Inlet
T =
Type
YPa
Depression (additional to continuous gutter depressian'a' from'O-AIIovY)
leer of Unit Inlets (Grate or Curb Opening)
No =
r Depth at Flowllne (outside of local depression)
Podding DeptM1 =
e Information
in of a Unit Grate
L, A
1 of a Unit Grate
W. _
Opening Ratio for a Grate (typical values 0.15-0.90)
A.
ling Factor for a Single Grate (typical value 0.50 - 0.70)
C, (G)
t Weir Coefficient (typical value 2.15 - 3.60)
C• (G)
t Onfice Coefficient (typical value 0.60 - 0.80)
C. (G)
Opening lydarmsdon
Ih of a Unit Curb Opening
L, (C) -
it of Vertical Curb Opening in Inches
H.,, _
1t of Curb Onfice Throat in Inches
Hw,•
r of Threat (see USDCM Figure ST-5)
Them
WId81 for Depression Pan (typically the gutter width of 2 feet)
Wp =
ling Factor for a Single Cum Opening (typical value 0.10)
C, (C)
Opening Weir Coefficient (typical value 233.7)
C. (C) _
Opening Onfice Coefficient (typical value 0.60 - 0.70)
C, (C)
. for Grata Midwldth
do-. _
1 for Curb Opening Weir Equation
dc„n -
sination Inlet Performance Reduction Factor for Long Inlets
RFc,,,a,,,iv„
Opening Performance Reduction Factor for Long Inlets
Rl`,n=
d Inlet Performance Reduction Factor for Long Inlets
RF.. =
Inlet interception Capacity (assumes clogged condition) Q.
tpaeity IS GOOD for Minor and Major Storma(>D PEAK) D.Pen(eEWWEr
Warning 5: The width of unit is greater than the gutter width.
MINOR MAJOR
CDOT Type R Curb Opening
3.00
1
3.2 32
NIA
N/A
N/A
N/A
N/A
NIA
NIA
MINOR MAJOR
10.00
6.00
6.00
63.40
1.00
0.10
0.10
3.60
0.67
MINOR MAJOR
NIA
NIA
0.18
0.18
0.30
0.30
0.70
0.70
NIA
NIA
inches
Inches
— Override Depths
feel
feel
feel
mches
Inches
degrees
feel
Copy of UD-Inlet_v4.C3.)dsm, DP4
10/4/2016, 2:53 PM
Project:
Inlet ID:
11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11
5—
mum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
ring's Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
:e from Curb Face to Street Crown
Transverse Slope
Cress Slope (typically 2 inches over 24 inches or 0.083 ft18)
Longitudinal Slope - Enter 0 for sump condiban
Ig's Roughness for Street Section (typically between 0.012 and 0.020)
allowable Spread for Minor & Major Storm
Ulo vable Depth at Gutter Routine for Minor& Major Storm
Flow Deptn at Street Crown (leave blank for no)
STORM Allowable Capacity is based on Depth Criterion
STORM Nlo viable Capacity is based on Depth Criterion
TeRaa •
0.0 ft
S:: •
itMl
nests=
a.gzg
HcvRe=
12.00
inches
TaRoaR
27.0
ft
W =
3.00
It
Ss'
0.017
IVft
Sa'
0.083
fl/8
So •
0.000
NS
I.M.T •
0.016
Minor Storm Major Starm
T. = 27.0 27.0 h
dws • 12.0 12,0 Inches
r r check' yes
Minor Storm Major Storm
Q.. SUMP SUMP els
Copy of UD-Inlel_v4.03.1dsm. DP5
INLET IN A SUMP OR SAG LOCATION
,r—Lo (C)—ri
H-Curb M-V nn
Wo
WP
W
Lo (G)
in Inforirlatlon Onwrt) COOT Type C Crate
of Inlet
Depression (additional to continuous gutter depression'a' from'0-AIIoW)
mr of Unit Inlets (Grate or Curb Opening)
r Depth aft Flawline (outside of local depression)
i Information
h at a Unit Grate
i of a Unit Crisis
Opening Ratio for a Grace (typical values 0.15-0.90)
ling Factor fora Single Grate (typical value 0.50 - 0,70)
Weir Coefficient (typical value 2.15 - 3.60)
Orifice Coefficient (typical value 0.60 - 0.60)
In of a Unit Curb Opening
it of Vertical Curb Opening in Inches
it of Curb Orifice Throat in Inches
f 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 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60- 0.70)
for Grate Midwidth
for Curb Opening Weir Equaaan
nation Inlet Performance Reduction Factor for Long Ialets
(paring Performance Reduction Factor for Long Inlets
Inlet Performance Redudion Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
Type =
aiw,i -
No -
Ponding Depth -
L.(C)
H. '
HIMwI =
Them -
Wn'
G (C7 =
C,, (C) _
C. (C) _
CDOT Type C Grate
0.00
1
7.9
7.9
2.92
2.92
0.70
0.50
050
2.41
0.67
N/A
N/A
N/A
N/A
NIA
N/A
Nu
NIA
N/A
MINOR
MAJOR
doge. =
0.536
0,536
dc„A=
N!A
NIA
RF�=
NIA
NIA
RFc�A =
WA
NIA
RFow.=
1.00
1.00
MINOR
MAJOR
Qe -
33
Y6
inches
inches
i— Override Depths
feet
feet
feet
inches
inches
degrees
feet
Copy of UD-Inlet_v4.03.tdsm, DP5 31512017. 9:06 AM
AREA INLET IN A SWALE
TT
d
r—T— B
1S Vegetal Retardance (A, B. C, D, or E)
ning's n (Leave cell D16 blank to manually enter an n value)
nnel Inven Slope
om Wtlth
Side Slope
it Side Slope
Soil Two Max. Velocity (V—. Max Froude No. (F—)
Non -Cohesive 5.0 fps 0.60
Cohesive 7.0 fps 0.80
Allowable Top Width of Channel for Minor & Major Storm
Allowable Water Depth in Channel for Minor 8 Major Sloop
STORM Allowable Capacity is based on Top Width Criterion
STORM Allowable Capacity Is based on Top Width Criterion
i Peak Flow
Depth
Lot 6 Harmony Commons
DP6
Grass Type Limiting Mannino's n
A
0.06
8
0.04
C
0,033
D
0.03
E
0.024
A. B, C, 0 or EMftffi
nSo
=WWIB=W21
=NWZ2
=
Choose One:
f Non -Cohesive
C' Cohesive
r Paved
Minor Storm Major Ste"
Tasax • 10.00 10.00 feet
dvnx ` 1.50 1.50 feet
Q.w.
d.rn,.
Oe .1 0.1 i 0.8 cis
d-1 0.38 1 0.80 feet
storm Max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management'
Copy of UD-inlet_v4.03.xlsm, DP6 315=17, a07 AM
of Inlet I CDOTType C
AREA INLET IN A SWALE
Lot 6 Harmony Commons
DP6
Inlet Type =1 COOT Type C
of Inclined Grate (must be — 30 degrees) 0
of Grate
W2
In of Grate
L=
Area Ratio
!,
ARAM
t of Indirect Grate
_
w -
He
ing Factor
_ __
x
Ct
Discharge Coefficient
ca
f Coefficient
C.
:oefrvent
C.
_
fY/iY
Depth at Inlet (for depressed inlets. 1 fact is added for depression) d =
Inlet Interception Capacity (assumes clogged condition) Qa =
Bypassed Flow. Oe =
capture percentage = QJQO - C%
MINOR MAJOR
0.38
0.80
4.4
13.3
0.0
0.0
100
100
cle
ere
%
Copy of UD-Inlet_v4.03.xlsm, DP6 3/5/2017, 907 AM
LID Calculations
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APPENDIX II
Harmony Technology Park Infrastructure Improvements
Drainage Basin Exhibit — Phase 2 by Aspen Engineering
Lots 3, 4 AND 5, Harmony Commons Drainage Plan by Interwest Consulting Group
FIRM (Flood Insurance Rate Map) Community Panel number 08069CO994F (Panel 994 of
1420; Map Revised December 19, 2006)
v
I f
I I
—1 ' — —'
y r
PRECISION DRIVE —
1 'ATEL
iRJ
REfIWRFO
-5
WOCY
FOIU
cEx IFS
IACFTX
vzm
PTI
IAOm
'10)
1 OETDITCN PDYB I 49 25
t JL79
12T9
494F,_10
1.59
N
SPEN 1 xv
xllE,•.IM
a 1aa ear
NOTE
1) POND 100 (douBINED SNMN PON0.9 101, 800.E SBN H; =
SEEN SIZED TO PROVIDE WATER OUAUTY AND DETENTI.. _
FOR 48 X ACRES, INCLUDING THE 21.118 ACRES (BASINS
I-U FOR ONSITE AND GFFSITE BASINS SHOWN IN THE N -
ROADWAY AND UTILITY INFRASTRUCTURE PROJECT, A-
WELLAS THE REMAINING, EXISTING BASIN AREAS
CONTAINED WITHIN SWMM BASINS 401, E00, AND 601 OF THE HTP MASTERPLAN REPORT, AND THE REMAINING
EASTERN HALF -WIDTH OF OF TECHNOLOGY PARKWA'l
(TOTALOF 48.3ACRES). THEREFORE,POND100VALL
REPLACE AND PROVIDE DETENTOR AND MTER OUALIi ,
FOR WHAT Wks PREVIOUSLY SHOWM AS PONDS 101, 5ni: _
AND NI OF: THE HTP MASTERPLAN SWMM MODEL. TO
LL_
AOW FOR FUTURE DEVELOPMENT OF THE REMAINN'G
PARCEL AREAS. AT A LATER DATE. -
2) FUTURE DEVELOPMENT ALONG THE EAST SIDE OF
TECHNOLOGY PARKWAY (SOUTN OF TIMBER MOOD DRIVE)
SMALL CONVEY RUNOFF FROM THE EASTERN HALF-Yr1DTH u
OF TECHNOLOGY PARKWAY EAST AND IN TO POND I DO.
0
]) TNOOUTFAIL STRUCTURES ARE PROPOSED FOR POND
tW THE EASTERN WINTER CUAIITYI DETENTION POND a
L
'`
3.0
RELEASE RATE OF 12 CIS (PER HTP MASTERPLAN SAAAM
Ell"
"
230•
5�
•�
MODEL FOR PREVIOUS POND WI) THE WESTERN CUTLET
RELEASE
I
STRUCTURE WILL PROVIDE FOR A CONTROLLED
RATE OF 5CFS(PER HTP MASTERPLM SWUM MODEL FOR I
LTIECKED
BY
}Ooah
PREVIOUS POND 101). THE DRAINAGE BASINS SHCWVN ON
12.0' 4.0
120'
THIS EI(HISTT ACCOUNT FOR 21.Te ACRES OF TOTAL ONSITE
AND OFFSFTE BASIN AREAS ATTRIBUTABLE TO THE HTP
DEI UNE0
BY:
AWM.
SWALE A -A CROSS SECTION
a=`162}II'im
e-= ea
SIXTH FILING. THESE BASIN AREAS, ALONG KITH RATIONAL
'C VALUES SHOWN BELOW AND IN THE RATIONAL
Linn I Nr:
Awfiu�
6--ITW
CALCUTATIONS HAVE BEEN UTILIZED TO SIZE THE STORM
.. �u�omewwn:Qw
5=052%
SEWER INFRASTRUCTURE SHOWN IN THESE PLANS AND
THE HTP INFRASTRUCTURE IMPROVEMENTS PROJECT. AS
W£LL AS i0 SIZE SWALE A FOR THIS PROJECT. FUTURE
DEVELOPMENT OF BASINS I AND S SHALL MEET THE 80%
IMPERVIOUS RATIO FOR THE SAID BASINS ('C VALUES FOR
FUTURE DEVELOPMEM SHALL ADHERE TO
CORRESPONDING IMPERVIOUS "no OF 80%
IMPERVIOUSNESS, NOT ' VALUE OF 0 W). SHOULD THE
DEVELOPED CONDITION OF BASINS I AND 8 EXCEED AN
U)
SM IMPERVIOUSNESS RATO. ADDITIONAL WATER QUALITY
AND DETENTION WILL BE REQUIRED. BEYOND THAT SHOWN
r
IN THE HTP SWIM MODEL
iN
z
4) IN THE INTERIM CONDITION. 811 AND 8 WILL REMAIN
I.I
IN THEIR HISTORIC CONDITION, WHICH IS EXISTING,
PLPNTEDAGRICULTURALFIELDS. FUTUREDEVELOPMEN-
Liv
�P
'i
bid
C
L
O
N
SHALL PROVIDE FOR THE ENTIRETY OF BASINS I AND 8
IFRASTTRRUCTURE,
a.
w
IN SHOWN IN THIS PLAN AND CONTAIN Eu
O
WITHIN THIS PLAN SET, FOR EACH ATTRIBUTABLE SASI N
�.
AND THE CORRESPONDING DESIGN POINT FOR EACH
BASIN.
0
O
5) THE INTERIM COBBLE PITSIDISCHARGE POINTS (LOCAT EC
O
SOUTH OF TBSBERWOOD DINE) ME PROVIDED FOR Tr•. E
J
L6
NTERIMCONDITONONLY. UDANDBMPMEASURESFOR
BASINSITHROUGHIOSHALLBEPROIDEDBYOTHERS
WTH FUTURE DEVELOPMENT.
o
y
J
=
HYDROLOGY TABLE
mm�YY��GA^fYp�
ooY®Yl�LOm
som�■m®
YDF�00Y1D��0
som�Y�
o0Y111��Y��OII:�
Yll�O11111�Y1111�0Y/110Ym®
6) SEE RATONAL METHOD CALCULATIONS FOR COMBINEC'
W
Q
X
ATTENUATED FLOW FROM COMBINED BASINS FOR$TO,I
U
w
SEWER SWALE SIZING.
, l
Z
7)12.OF COOT CLASS' A' BEDDING MATERIAL SHALL BE
ALLRIPRMSHALL iC
V
La
PLACEOUNDERALLRIPRAPSHOWN
COVERED WITH 6'OF TOPSOIL.
L�L.
1�
E.
Q
FOR
U
m
8) SEE SHEETASP2 MASTER LEGEND.
9) FUTURE DEVELOPMENT EASTI SOUTHEAST OF TICE
7
REGIONAL DETENTION FOND SHALL BE DESIGNED TO
'L
ENSURE A POSITIVE OVERFLOW PATH TO THE EAST ANC
®
Q
INTO LADY MOON DRIVE -1
City of Fort Collins, Colorado
UTILITY PLAN APPR'qyALAPPFOVED
Ry glneer --�a' fT Ly
LEGEND - CHECKED B<: Y1v4 •L
w4/te� a wo6l 1K ueliy ./ ool� a
PRZMDRAINAGE BASINAUNAGBOUNDARY LINE CHECKED Bf: sdc
Slmm.ote Icily Dole r (j
PROPOSED DRAINAGE BASIN ID L S
ACRES IC'VALUE CHECKED BY:
Q PROPOSED DRAINAGE DESIGN _ POrb & RiNI. on Date
H,`e
POINT CHECKED B1':
Tmtfio Engineer Dale _
—� PROPOSED ORRIAAII1NAGE FLOW PATH CHECKED BY: r/'f ^—
— 105 PROPOSE
DI I CONTOUR-5FTINTERVAL EnvironWMnt01 PIwYe} Dote SpP �eREC/SA
MOR
106 — PROMISED INTERMEDIATETHESE CONTOUR-1 FT INTERVAL 3p� rfPi^6
I PLANS HAVE BEEN REVIEWED BY THE LOCAL Iu
— 4010 — EXISTINGINDEKCONTOUR �5FTINTERVAL ENNTY i0R CONCEPT ONLY. THE REVIEW DOES NOT 5 I 43251
NPLYj RESPONSIBILITY BY THE REVIEWING =P S-ID
4911 - -- FYJSTINO INTERMEDIATE CONTOUR-1 FT INTERVAL D0p1ry� THE LOCAL ENTITY ENGINEER, OR THE
LOCAL ENTITY FOR ACCURACY AND CORRECTNESS C" �";rr/ONAtE G`
-- THE CALCULATIONS. FURTHERMORE, THE REVIEW DIES
CALL UTILITY NOTIFICATION NOT IMPLY THAT OUANUIPES OF ITEMS ON THE PLANS Q
CENTER OF COLORADO ARE THE FINAL OUANTDIES REQUIRED. THE REVIEW Y'f
ATE:
1-800 922 1987 SHALL. NOT BE CONSTRUED IN ANY REASON AS DATE:
NO 1DDDBB
RADO
ACCEPTANCE OF FINANCIAL RESPONSIBIl1Y BY THE DATE:
^JIt } BIiANEss O/.!6 H f W/.NCE
3_E vN DD� AAADE VAT LOCAL EMFFY FOR ADDITIGML QUANTITIES OF ITEMS SHEET No' ASP6 K
I,4� .ILTEe SHChnN THAT MAY BE REQUIRED DURING THE
- - CONSTRUCTION PHASE. 44 OF 47,
- I. I L,-111.11N .w N.r-ee .n.
.xnsnm014—m w., Ur,m..,P.. rl
1
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• _ _ _ _ _ _ _ _ _ _ • HARMONY ROAD .+ ...
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DRAINAGE SUMMARY TABLE -- -! - - ----- -.� 1
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Lh,IWy N.A CINI CINIq Nlth tIIa0 4MM, D111aNw -- - - - -� � �.•4j�—c_-- ---_ - _ __ _ - .,,` ;
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FIN]iOSIU UHEC 11UN t)i (l',lR1NU •LCW
■ ■
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9ISX1 dNDE LINE
q
O•A•IAGE IMSN a
MINO1, 9tO RUNOFF C0I ICIE11i
OMNA<E I4RE1 ACRFS
UESGN 11O.l1
50 25 O 50 1O()
SCALE I' - 50'
CALL UbV-I I:prEICANIHI
CE313EF LN LOLORAGO
811
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PEf MI IOU p . OAACE. M !l<AVA't
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PROI. NO. ItS4O4SO0
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CHECKED 6-1
m orK (NJrl (,[1E Q
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NOTES TO USERS
mm,rm rs b � . m„Ina:..��gre wma Fina w,..,o Fnvmm , eoe
nY reu¢ss,N denary M are�¢� ed b Mcfi�9DNOYN hT bMl biFJg
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To d.Yn,me rM.'b4L ntrrahm m ms Wae Eau FbaG H.vYmrn 1%6f
ti>MS•aYsb eturtepa b,mL, Ne FCM
PmfJu btl FY¢WiY qaa en"t/F.I d$W4FIs EMvaN,eldF m,puW
xgMl eY Fkm h xe SeLr (FL5) ft eW oo—. a Sds FIRM. Ueps
gglFl L! T eal 9FE5 t u Ne FINIA rtpmn wnl[E wK4 kM
aswmia rlm eFEs .. wmM.e mr.mn n.umo rmN PmPaaw a+r em
scram not M e m nc .am "_•m a NM e4.mm Y.arwnn A dtlagy,
Mm elevaem Je®pewaeG h Dn Fl8 Papal Ywtl Ce utl&N In uryun mr vM
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G�exaP~n aeas ilaeala,e a way�wuwn mea]on YryWWu mnetlmwW�iS wM
r.9ma m ,ewJammn a me wmw F}aN InWnMa P,meT.m. Pmwwar aMw
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-Nrt� afro S map wa PrMMM. ,up a wuq :axed a(V,gizb
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tYeee refer b me xepveNy pnnlN M5D IMea by a w map d Me
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090
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NOTE: MAP AREA SHOFRI ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 6 NORTH, RANGE 6e WEST, AND TOWNSHIP I NORTH. RANGE eb WEST
LEGEND
OSPEaAL FLOOD IMTARDAREA6 (YtLtsl slellFrr TG DUNusnON
RY TIE ]%NMWLOWLE FiOOD
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cs
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E•1amYM
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pse9i Fn me IMaraval nru vpmRr faro
ILNE AN 4Nm NpPlmlfraa lM MatlnFe b'a paFabal20M prur.'i.ii.
4m. mesmaretrm: n meanmleneMl4snYM.
ROOOWAY MEl51N ZONE AF
Try eeen,.r x ev a,a.r a. a.m pM nn a W me %nrolan va.r ua mm x � o.., .,
ktlu l%arwY Juu Anl m,Ma,M •A aarO9Tkmvnr.n
ma Will
aM n
OTHER ptOUD AREAS
IDlli hr aO.n.YeW Qrku .td armdlY aerial
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O OTHER AREAS
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6SEC MhP.F pEYt .)ToT PANEL
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PANEL 0994F
FIRM
FLOOD INSURANCE RATE MAP
LARU"R COUNTY,
COLORADO
AND INCORPORATED AREAS
PANEL 994 OF 1420
ire MAPMERFORFsw PAF IAu WT)
Na®mUaer. Tre Wp N.mp vgxn Mho
N. use0 web, WaoM rraP 7tlaa. Me
L.ammMy Humnw zlNwn amve sMv,M M
ueea m nlwanv apPlr�m,9 rot ne sugea
,��'��='may�,,, MAP NUMBER
�Y�\= 08069CO994F
EFFECTIVE DATE
DECEMBER 19, 2006
FkRM EmeWnnv M.nege9veal.Agaary
APPENDIX III
Erosion Control Security Deposit Estimate
Erosion and Sediment Control Escrow/Security Calculation
for The City of Fort Collins
Project: Lot 6, Harmony Commons; Fort Collins, Colorado Disturbed Acres: 1.90
BMP Amount
71
Estimated
Unit
Total
EROSION CONTROL BMPs
Units
Quantity
Price
Price
Silt Fence (SF)
L.F.
770
$2.00
$1,540.00
Construciton Fence
L.F.
70
$9.00
$630.00
Inlet Protection (AIP)
EA.
3
$575.00
$1,725.00
Inlet Protection (CIP)
EA.
4
$575.00
$2,300.00
Concrete Washout (CW)
EA.
1
$825.00
$825.00
Vehicle Tracking Control (VTC)
EA.
1
$1,925.00
$1,925.00
Wattle (W)
EA.
6
$220.00
$1,320.00
Curb Sock (W)
EA.
6
$150.00
$900.00
Sub -Total:
$11,165.00
1.5 x Sub -Total:
$16,747.50
Amount of security:
$16,747.50
-- Reseeding
Unit Price of Seeding per acre: $980.00
Total Acres x Price/acre: 1862
Sub -Total: $1,862.00
1.5 x Sub -Total: $2,793.00
Amount to Re -seed. $2,793.00
Miniumum Escrow Amount _
Minimum escrow amount: $3,000.00
Final E-scrow Amount
Erosion Control Escrow: $16,747.50
Fields in yellow should be amended for this project.
"The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times
the cost to re -vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid,
whichever is greater. In no instance, will the amount of security be less than one thousandfive hundred dollars ($1,500) for residential development or three
thousand dollars ($3,000) for commercial development"
4/5/2017 1 0:46 AM ZAW-ClantsMillco rhmelopmen1U 592-12.16 Harmony Commons (Harmony Tech Park)10ocumenls\Drainape\Erosion Comm M-3-1] LI6 HC Escrow
APPENDIX IV
. (Stuffer Envelope)
Master Drainage Plan
Sediment/Erosion Control and Stormwater Quality Plan
LEGEND
._.-------
EXISTING 1' CONTOUR
soeG— --- — —
EXISTING S' CONTOUR
5024
PROPOSED 1' CONTOUR
5020
PROPOSED S' CONTOUR
PROPOSED STORM SEWER
EXISTING STORM SEWER
bavwrr
PLOW DIRECTION
SF —SF—
SILT FENCE
®
W1
WATTLES
CIP
CURB INLET BLOCK/GRAVEL FILTER.
bc=
CSP
CURB SOCK PROTECTION
®
CWA
CONCRETE WASHOUT AREA
IT{l�I
�31[EI
yFC
VEHICLE TRACKING CONTROL PAD
uP
AREA INLET PROTECTION
CONSTRUCTION SEQUENCE
Siw°Non Feel C
PROJECT' wi" WMNY W MS
NMO "17
medals by uH of a bar Ibe v exnFJ'e Mm a an UMV4 min xE M kM4W. WK mollRmlklle A
: n nn e e s fv avmW by us a. U~..
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e
e
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a
S
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N
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_
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has Ron'l lnpm
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Wei
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wowed Dealer
Sit Force Baalx
Curb IN WI
Ban Sol Preparation
e eer %no«
Car
Asphalt aa.
Pa.mg
Arm War `stream
PnY1pM°Wmw�.`m seed
Fill
bnl
temporary
lempwarY Bna
III
BM Nelallalbn
Weal
mi,l
NetthgeMo4MmMh
°Na
BUIWnGC SIMCMMI
S1RU°NREL IHST.WiO Ill CWIIGGiiC WJN mm Br:
K°ETATIMMULOIING OSJIRACTOI TO RF DETERMINED BY DID
DATE NUMIT .. APPROVED BY CITY d' c T CWJxS M:
R
R NSIDN3
Me W— Deruipwn
DM Bf— ^W
OT7J
I
AN �wwliiili
00
iv\
1RV19 '
W1 -
P
__--MA -FMI NmRNF °91RBETr:E y�iWase _sCI- _ -S—
c--_--�
Way, al
— -- -
1. The City tormented 0maharmt warm emtra Inmktw must be mania al lent 24
hall, prior m MY 0111 dam on uro site
2, Al real Way And W Installed Firm, to any land disWMMg MWtr (slaMplNg.
slapp rg. grading, ale), NI of Intlr mul ed worm twba msouns 00I be anti
WON
e tnthe
dul opaoneh time
plans and vosimim, sentll as wd IM A Me tpp
], Pre-aielurbmte regelallm anal be aolented ontl street" .nwww gnAble RmoM
cardbtumold, of evlslbg wgstallw snPl be 14nllad W US any 1paired for Mmtlpb
....um0w operations. and f, We enalwl FimtOoal pulse of Imo.
4. All molls Wooed d.IMg IM W W N aNNly (sbjeri gmdF4 unity mate lollma.
el land icus
n g. MY) wdi es last Ano woushm a emdlDon by dFiafn9 , eland All
mJa am Ion a ouw wm net erasion CmYd Is Im NAl No
. wg p
f YIdB temporary more e.ea b lent areal"
.ale u wen. wWle. Imlwe vinW rlylls a wr w r w
anti ed A gm dad/mmicy.MImCMiu y arcMA )) Is nstalled i approved Lr Me
slo,ln«atw Department.
s. The property must be sensed and ma WMW at of Ifil dame tmstrul aaixdes
no m o pervert Nnt-ewe" s ". N lend dislwbbe chdAllw anal be Immediately
dlatm WUW drew Al dust Wnpaolo atfnml pmpwl w Warm Cie by the Mr
Engl^eaWq OgvMenl.
B. M Umporvy (,Wdural) MWAM a W reoewm must be himmi ontl repaired or
maWelW am nettwary mile wxm Nlofl aunt and every 14 dap Adorder to Note
Continuing pN w,e at their mwdN IumIM. AEI ralmnm eeamenb. r puric y
thaw aw anpd rmasacaw,fama and by [Morse ma alyaaaa of byo me...and
o.mim as not o a. nor rallwee Into my d'alnagemar.
2. Me wn smaWPl..hot l .....d ten (10) feet W height At .an .tWonfas Mel bo
fWve g dMy a sediment o anmabtney OW wy don iml be seeded and mu:hill Nl
6 Olyerld Ian,, Indrce l� nnblecHl nby w WM e trai mMMd or MY NodwML dg tad maleMl
me it
be mmse mm.aatelr by Me am ton.
RNd Balk Overall Ill I life O XV, LLLP
1
i
w(i r . i
its a I V�
/ Ie'
-- - UDE 1 :
w_ j—�,�y,�_-•. all l� _
,vo1=
_® 'MBeRWo - — T
_1M�� DR/VE (1,0
00
CA
EWw, Gore" Plan ° " Noted
1. Enelm amnx mweurn end Me Well A Wn trotw we lMtiW on Ins Frwkn
CmW Plan. StmMM Goib3 and Le" and SMMmI Cal CmaWclbn Man
Noble ve I del In the Pri Notx 9xet.
2. M woekn ousn" x ritr dvMit IN rep In occwdww «lire CITY of Eat
Cl pYky. An no belmm Mail Me mwnt of the eetwllr be Ise Um
$3.003.00.
wbdxelw BAY «wW ✓,time Iw Latin x
2. ln. xle read bony awiol aaM we op
4 am s Hrvm„r Canmmtnof started. vnon m art e «wW es The told
Me gifts
rp ,bad r,,conAM b pbnanr m nmlw And e, In IIr. gross,,
o g
elelu,boa ant ralI be leads to
WWAO rer .In g„ecee the All, rem« b
twmpa derider meN"Ilr Iwo. le a bone mat.. m of afe ono e e
wwWUVI sox ad Iowa „w. The xle wnxa. err , fear th An Iwn
media", end ion sal lap maam.. to U. eobmrmc. ewlaatim Report H by
2W,gmv. H el L t B. lUwmml gubtuefaw Egplu,3520 Unon Repel Ali
So Hammy
Canmme Hotel Let B. t dysd myl 18. ]520 ignbesaW Orin': solajc
R,jatl / IB-IICR rw^"t d,IW Auyat IS. 2016.
4. Cme4oaNm BNP'e sY merit of gmrx NWn It Yeele, AWN" rwOmBt and
-MU aunt. All "M" pass At at Nor, Wei d,m,trawn emeweNm
iiemul
SHEAR ENGINEERING CORPORATION
036 W. COLLEGE All SUITE 12, FORE DOWNS. COLORADO 80525
PHME: (9TD1 MG-5334 (970) UG-4451 FAX: (970) 202-0311
WbBeD LLC
PeUlek PeLtbm
B
4836Fort Colle Avenlw 5 10
Fort Calluu ColGredo 80 5
City of Fort CaWw: Colorado
UMA T PLR APPROVAL
J.:p:.Lit Ii.r
.
an vcYPu
mf
CNECY.ED By
x ml MmE«gu Inner.
wn
CNCgED BY'
tmwmu 1mm
ON
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CNEO(ED Bri
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me
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ay Ube WOI�I Fort m
11yl'�Lb1Vg Md mu e°w vaommmiw �.mw.e mass ee.e m y b.
n1L[ any
SEDIMENT/EROSION C NTROL AND STORMWATER QUALITY PLAN PPOJELT X0' Bell x0. SHIA
LOT 8, MONY COMMONS 1682-12—IS FORT g 13 OLLINS. COIARA00
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