HomeMy WebLinkAbout1.03 HCE Impact Analysis-Utility ReportFlying M Ranch Planned Unit Development Application Garfield County, Colorado
Exhibit C
High Country Engineering Impact Analysis and Utility Report
Flying M Ranch
PUD
IMPACT ANALYSIS/UTILITY REPORT
PREPARED FOR:
13th Floor Investments
848 Brickell Avenue
Penthouse 1
Miami, FL 33131
Prepared By:
HIGH COUNTRY ENGINEERING, INC.
1517 Blake Avenue, Suite 101
Glenwood Springs, CO 81601
(970) 945-8676
HCE Project No. 2211038.00
November 23, 2022
TABLE OF CONTENTS
FIGURES ................................................................................................................................. 2
Vicinity Map ................................................................................................................ 2
INTRODUCTION ................................................................................................................... 3
Location ......................................................................................................................... 3
Existing Land Use .......................................................................................................... 3
WASTEWATER SYSTEM .................................................................................................... 3
Sanitary Sewer System .................................................................................................. 3
Local Sanitary Sewer System ........................................................................................ 4
WATER DISTRIBUTION ...................................................................................................... 6
WATER IRRIGATION ........................................................................................................... 9
DRY UTILITIES ................................................................................................................... 10
FLOODPLAIN ANALYSIS .................................................................................................. 11
ACCESS AND ROADWAYS ............................................................................................... 12
GEOTECHNICAL REVIEW ................................................................................................ 16
DRAINAGE DESIGN ........................................................................................................... 20
CONCLUSION ...................................................................................................................... 21
APPENDICES
Appendix A Will Serve Letters
Appendix B Calculations for Water and Sewer Usage
Appendix C WaterCad Analysis
1. Fire Flows Calibrated to SGM model
2. Fire Flows for PUD with Loop through School Closed
3. Fire Flows for PUD with Loop through School Open
4. SGM provided Information
Appendix D Floodplain Maps
1. 1987 FEMA map
2. 2015 Preliminary FEMA map
3. PUD map Showing floodplains
Appendix E Geotechnical Report
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INTRODUCTION
Location
The 33.9-acre Flying M Ranch PUD is a proposed development that consists of residential
and commercial/industrial use. The site is located in Section 35 of Township 6 South,
Range 89 West of the 6th Principal Meridian, Garfield County Colorado. The project is
bounded to the north by private properties and RE-1 School District, on the south by private
property and the Roaring Fork River, on the east by County Road 154 and the RE-1 School
District, and to the west by private property. State Highway 82 is located adjacent to
County Road 154 to the east and access is approximately 800-ft on County Road 154 to
Highway 82.
Existing Land Use
The project site consists of an existing Equine Hospital, Diesel Automotive shop, an
Industrial Office and Contractor Yard on Lot 2 and undeveloped land for Lot 3. Lot 2
additionally encompasses the site access road which will serve the development and
currentl y serves the Riverview School.
The site historically was a gravel pit and concrete company. Much of the site has
experienced former excavation from the gravel pit operations and other industrial uses over
the years. Currently a portion of Lot 2 is being used by Gould construction for storage,
crushing and other material operations. A waste and recycling operation also spent a
number of years on the site. Lot 3 is undeveloped land and currently has minimal use and is
covered with native grasses and sagebrush.
WASTEWATER SYSTEM
Sanitary Sewer System
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With the construction of the Riverview School, the Roaring Fork Water and Sanitation
District extended their sewer service to include the Flying M Ranch Area. The entire site is
now within the service Area for the District. Site specific line extension agreements will
still need to be completed with new development. Commitment to serve letters are provided
with the PUD Submittal.
The work that was completed by the District is shown on the map on the following page.
These extensions were completed in anticipation of line extensions for development that
may occur in this area. Much of the infrastructure is currently located on Lot 2 including
water and sewer mains and the sewer lift station, which was installed to accommodate the
new school and the future development.
Local Sanitary Sewer System
The Roaring Fork Sanitation District extension into the proposed PUD has been anticipated
and would simply be an extension to the now existing gravity lines that are serving the
Riverview School. A map showing the existing lines completed in 2017 as well as the
anticipated extensions is shown on the following page as Figure 1. The area circled in red
are the utilities that were completed with the construction of the school. The map shows the
sewer for the school including the lift station and the force main that now ties into a gravity
sewer manhole located in the Ironbridge development. Additional Sewer and water were
shown outside of the constructed limits that were anticipated at the time and are proposed
with slightly different alignments but achieving essentially the same anticipated coverage as
shown on the plan, along the Roaring Fork River. The proposed water and sewer systems
are graphically shown in Figure 2. For sewer this includes an extension along the river and
neighborhood road to the east, and extension along the neighborhood road to the east.
Water is similar but is located in the neighborhood roadways and looped into the existing
waterlines at Flying M Ranch Road and at County Road 109 at the emergency access road
intersection. Extension corridors for water and sewer are shown with dashed lines where
the lines are intended to extend into the potential future development to the north of this
project. Easements are anticipated to achieve the extensions required by the
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Figure 1 – RFWSD – Master Plan for Expanded Service area
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District. It is anticipated that for sewer a single line extension will be able to serve to the
west from the line that serves the school. There will be a manhole and sewer line
modification near the Flying M Ranch Road intersection with the School district access that
will be necessary to work around the roadway and proposed development. This line will
extend to the end of the Flying M Ranch Road and with a couple small branches will serve
the proposed development on both sides of the road and be available for future extension to
the north of the property if necessary. The Commercial/Industrial area currently has the
sewer mains in place for expansion and inclusion into the District. The PUD plans provide
detail for the sewer extensions with placement of manholes and sizing and slopes for the
sewer. HCE has maintained a minimum 0.4% slope for the new lines and has verified that a
minimum pipe size of 8” is adequate. An 8” line can provide sewer for the entire
development and future development and will still have additional capacity. In our case the
development also splits and some flow gets to the lift station from the eastern residential
multi-family homes and Upper bench commercial. The rest comes from the west including
the school district and the rest of the single and multifamily development including the
potential Hospice facility. Calculations have been provided in the Appendix B.
Figure 2- Graphic of proposed water and Sewer additions
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WATER DISTRIBUTION
Water Distribution
With the construction of the Riverview School, the Roaring Fork water and Sanitation
District extended their water service to include the Flying M Ranch Area. The entire site is
now within the service Area for the District. Site specific line extension agreements would
still need to be completed with new development. Commitment to serve letters are provided
with the PUD Submittal.
The work that was completed by the School District, as well as the Owner of these parcels is
shown on the map on Figure 1 on a previous page. The completed waterlines are
shown in blue and within the area highlighted with a red balloon line. The primary
extension from Ironbridge was a 12” main. Much of the infrastructure is currently
located on Lot 2 including water and sewer mains and the Sewer Lift station, which
were installed to accommodate the new school and future development. The
proposed PUD design includes the addition of 8” class 52 DIP waterlines and 6” Fire
Hydrants to serve all of the proposed development. These lines are to be extended
from the mains completed with the school district improvements. The system is
looped within the development. One loop connects from the intersection of Flying
M Ranch Road and the school district entrance easterly through the lower eastern
multi-family homes and up to County Road 154, where a tee was installed to
accommodate this connection to the now existing 12” watermain. Another loop is
made to the west within the existing and proposed road system serving the remaining
multifamily units. A 460’ stub has been shown into the single family Parcel E
which would serve this parcel and any future extension. Easements are provided for
a future loop into the northern property and would also be able to loop back through
the school district property, with future development as well. This loop would be a
future loop only if additional development occurs north of this property or perhaps
on the school district property. The connection within the school district property is
an existing 8” main that was completed north and east of the school. This project
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loops the system to the main in CR 154 and only has a short stub to parcel D and E
which could be further looped with future development north or within the school
district property. This project would only extend the main to a maximum 600’ to
serve the single family residents in Parcel E. Minimum 1500 GPM fire flows have
been designed for availability for these lines. Demands were determined based on
the residential and the commercial uses within the development. The overall
average day demands for residential utilizing 140 GPD/EQR for domestic use and
211 GPD/EQR for irrigation worked out to for 74480 GPD or 77.58 GPM for a 16
hour use day. The commercial was calculated based on use of 175 gallons/1000 sf/
day and 35,000 sf of office space. This added another 6125 GPD or 6.38 GPM for a
16 hour use day. The Hospice facility was calculated based on use of 125 GPD/bed
and 12 beds for the facility. This added another 1500 GPD or 1.56 GPM for a 16
hour use day. A Community Center was also included based on 175 gal/1000sf/day
and an 1800 s.f. building. This added another 350 GPD or 0.36 GPM for a 16 hour
use day. This brought the overall average day demand for this development to 85.88
GPM. The max day was multiplied by 2 to bring the demand up to 171.78 GPM.
The peak flow was determined based on a multiplier of 2.5 to the average day flow
which yielded a peak flow of 214.7 GPM.
Fire Demand
Fire Flows were determined utilizing Haestad methods WaterCAd V8 software to develop a
water model for the proposed development. SGM provided numbers for fire flows and
demands that were prepared for the School district for us to calibrate our model to. Then we
added the proposed demands to the calibrated model to develop the onsite fire flows. Per
the SGM reference fire flows were to be a minimum of 1500 gpm for a four hour flow
duration. See numbers below from model with loop closed.
Label Fire Flow
(Available GPM)
Pressure
(Calculated
Residual )(PSI)
Node where
lower limit of 20
PSI is located
Meets Fireflow
(1500 GPM)
(Y OR N)
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H-5 1609.93 29.6 H-14 Y
H-10 1799.82 21.9 H-4 Y
H-3(PARCEL F) 1224.13 20.0 J-21 N
See numbers below from prepared model of new development.
Label Fire Flow
(Available GPM)
Pressure
(Calculated
Residual )(PSI)
Node where
lower limit of 20
PSI is located
Meets Fireflow
(1500 GPM)
(Y OR N)
H-4 1603 20.0 J-22 Y
H-6 1678 20.0 H-4 Y
H-3(PARCEL F) 1669 20.0 H-14 Y
Fire demands were determined in the design and construction of the waterline extension to
the school district by SGM with a water model developed for the Roaring Fork Water and
Sanitation District. Their model had a minimum of 1700 GPM + provided to the school for
4 hours. HCE has modeled the system with the parameters provided by the district from the
School model and have verified that the flows available throughout the development will
remain above 1500 GPM during a max-day analysis. All future proposed structures will be
required to work within these parameters for on-site fire protection. Fire Protection is
provided by Glenwood Springs Fire Protection District. Results of the fire flows are
attached in the appendix.
WATER IRRIGATION
No raw water irrigation is proposed for the PUD. All irrigation use shall be provided by
the Roaring Fork Water and Sanitation District. HCE anticipated irrigation usage of
approximately 7-8 acres which falls within the calculation from the district of 211 gallons
per day per EQR (See Appendix B).
In general terms the Glenwood Ditch that runs off-site along the northeast side of the
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properties is owned by a formal, incorporated Ditch Company. Eastbank, LLC owns shares
in that Ditch Company and has certain surface use water rights for irrigation and related
activity. On site “ditches” are historic lateral conveyances and generally subject to
relocation. This development and subdivision does not impact any active irrigation
conveyances.
DRY UTILITIES
Electric
The point of contact for electrical service is Sam Wakefield with Xcel Energy (970-625-
6028).
Currently there is an Xcel Energy three-phase power that has been extended from the
overhead electrical feeder on CR 154 and was extended down the new access to the
Riverview School. This line has been looped through the upper commercial/industrial area
and back out to CR 154. We are proposing all connections within the PUD to extend off of
the main lines near the school at the intersection of Flying M Ranch and North Access
roads. These connections will feed down Main Access, Lower Access and Flying M Ranch
roads to provide electric utility to the proposed residential developments. The developer
will be responsible for costs associated with extending the electric utility through the PUD.
Two existing poles will need to be relocated or removed that are currently feeding the Gould
yard and the Storage building within the easterly residential area.
Gas
The point of contact for gas service is Jason Cox with Black Hills Energy (970-309-2432).
Gas has also been extended to the school and is in the same access corridor as the electric.
Black Hills Energy designed and installed the existing gas main from the intersection of CR
154 and CR 109 that extends to the school. Similar to the electric utility, we are proposing
all connections within the PUD to extend off of the main lines near the school at the
intersection of Flying M Ranch and North Access roads. These connections will feed down
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Upper Access, Lower Access and Flying M Ranch roads to provide gas utility to the
proposed residential developments. Will serve letters have been provided with the
application.
Cable
The point of contact for cable service is Brett Westphall with Comcast Cable Television
(720-979-1921).
Comcast Cable has also been extended to the school and is in the same access corridor.
Existing extension lines were designed and installed from the intersection of CR 154 and the
North access into the school. Similar to the electric utility, we are proposing all connections
within the PUD to extend off of the main lines near the school at the intersection of Flying
M Ranch and North Access roads. These connections will feed down Upper Access, Lower
Access and Flying M Ranch roads to provide cable utility to the proposed residential
developments.
Telecommunications
The point of contact for telecommunications service is Jason Sharpe with Lumen (970-309-
2973).
Centurylink telephone has also been extended to the school and is in the same access
corridor. Existing extension lines were designed and installed from CR 154 and the North
access into the school. Similar to the electric utility, we are proposing all connections
within the PUD to extend off of the main lines near the school at the intersection of Flying
M Ranch and North Access roads. These connections will feed down Upper Access, Lower
Access and Flying M Ranch roads to provide telephone utility to the proposed residential
developments.
FLOODPLAIN ANALYSIS
HCE has reviewed the available floodplain information for the site and there are currently
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two available maps depicting FEMA flood information. The current map in effect is a 1986
map which shows the area generally and indicates that some portion of Parcel B near the lift
station is within the floodplain. This this mapping was completed utilizing the 1929 vertical
datum which is approximately 4’ lower than the newer mapping which utilizes the NAVD
1988 datum. This is shown on the PUD map also attached in Appendix D.
The more recent data prepared in 2015 based on updated topographical information and GIS
spatial information shows the same area utilizing the 1988 NAVD. This mapping can be
more readily overlaid to other mapping due to the GIS background photo information. This
makes the accuracy much better in determining the 100 year floodplain elevations. HCE
utilized this more recent information due to the increased accuracy and understanding that
this mapping is expected to be finalized in the very near future. Additionally with FEMA
mapping there is inaccuracy due to the localized topography and we have further verified
the actual limits of floodplain including an additional 1’ to offset the potential increase of
floodway elevations in the event that floodplain development occurs upstream of this
development. These elevations are also shown on the PUD mappin. With this information
we have determined that all of the proposed development is at least 1’ above the 100 year
floodplain elevations. See Appendix D.
ACCESS AND ROADWAYS
The proposed roadways throughout the site are all private easements, not public Right of
Way, and are in compliance with Sections 7-107 and 7-302(N) of the Garfield County Land
Use Code for their development. Road designs for the traffic anticipated for each parcel
have been taken into consideration for future phases; however, off-street parking will need
to be designed during the building permit process for each parcel. The Access to the site is
via CR 154 at two different access points. Flying M Ranch Road to the school district was
completed in 2017 and provides access to Parcels A, B and C. The access way through
Parcel A from Flying M Ranch Road to the shared ingress and egress access way easement
(Reception No. 867041) on FedEx requires a design waiver in a number of categories
assuming the rural access classification with Table 7-107; please see attached waiver
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request. Parcel D and E will be accessed from an extension of Flying M Ranch Road when
those parcels develop and will have a maximum length of 600’ from the intersection with
the Upper Access loop road intersection with Flying M Ranch road. A Temporary turn-
around will be provided on Parcel E until such time as Parcel E is developed.
Emergency access is provided through the development via an emergency access easement
through Parcel B that would allow access through a gate on east end of the Upper Access
Road. This emergency access connects back to Flying M Ranch road southeast of the
school to complete a traffic circulation loop during future phases. This intersection also
crosses to the access road demarked as Lower Access which provides access to the southeast
corner of the property along the river. The upper access road connects from CR 154 as
emergency access and goes all the way through the development providing the access to
parcels B, C, and the Teacher Parcel R1 and connects at the west end of the property to
Flying M Ranch Road and also connects to Flying M Ranch road in the middle of the
property at the intersection with the school property. The Lower Access Road has a T-
shaped turnaround at the end of the road. Lower Access Road is 600 feet in length, which is
in compliance with Section 7-107 to allow a Dead-end street. With the completion of this
loop and roads shorter than 600 feet, all roads within the subdivision meet the 600 foot
Dead-end street requirement. This is a similar layout that was reviewed with road and
bridge and determined to be acceptable with the agreement that if a future access becomes
available off of the Lower Access Road that the connection to CR 154 from Upper Access
Road would be blocked. It is the intent of this statement that if the adjacent neighbor is
willing to allow vehicles to pass through their development along their access out to CR
154, this owner of Parcel B or successors will be obligated to utilize that access and close
the Upper Access Rd connection to CR 154.
Pedestrian Access shall be provided via a proposed bike/pedestrian path within the
development that will connect the proposed parcels A-E as the project develops. The goal is
to have inter-connectibility with the school and the individual parcels. The path will be
located along the river and constructed to a width of 10’. With the addition of the path we
have proposed that there will also be a 4’ sidewalk located on the south side of the Upper
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and Lower Access Roads to benefit the parcel. This does not include the emergency access
road. Pedestrian access from ouside the development will access from the Rio Grande Trail
into the School District property and into the rest of the development through Parcel E.
Felsburg Holt and Ullevig prepared a traffic study for the development and analyzed the
turning movements at CR 154 and at State Highway 82. Per their report the access point
will not require modification mostly due to the majority of this traffic being anticipated with
the School district property and turning movements at CR 154 were installed when the main
access was installed. Maintenance of the roads will be per a joint use agreement with the
Flying M Ranch PUD, its successors, the School District and the users within the
development.
Per excerpts from the Traffic Study from Felsburg, Holt and Ullevig, the developer is
proposing to construct the Flying M Ranch PUD, which is a new mixed-use site on mostly
undeveloped land in Garfield County. The proposed development has a mix of land uses
including residential and commercial uses. The proposed development consists of 180 units
of townhomes, single family and ADU’s, a 26,000 square foot (SF) nursing home/hospice, 2
dwelling units for the nursing home, 10 dwelling units for business owners, and a business
park which is expected to contain 35,000 SF of small office and storage/warehouse space.
Full-movement vehicular access to the site would be provided to CR 154 at the east end of
the site, sharing existing access with the current Federal Express (FedEx) facility for Parcel
A and the existing Riverview School access plus an additional emergency vehicular access
further southeast on CR 154 for the remaining Parcels.
The FHU report, No. 122132-01, provides an evaluation of the potential traffic impacts
related to the Flying M Ranch development and identifies roadway and traffic control
improvements required as a result. Trip generation for the proposed land uses were
provided which provided the basis for the analysis of the site.
From FHU Report: Short Term Future- For the year 2025, the signalized intersection of CR
154 with SH 82 has been analyzed assuming a northbound “no right turn on red” per
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previous discussion on need for an acceleration lane. The intersection is projected to
operate at LOS A during the AM peak hour and also LOS A during the PM peak hour. For
the stop-controlled intersections in the project area, all movements are anticipated to
operate at LOS C or better during the AM and PM peak hours.
From FHU Report: Long Term Future- For the year 2045, the signalized intersection of CR
154 with SH 82 was again analyzed assuming a northbound “no right turn on red” per
previous discussion on need for an acceleration lane. The intersection is projected to
operate at LOS B during the AM peak hour and PM peak hour, but it should be noted that
the northbound approach of CR 154 is projected to operate at LOS E during the AM peak
hour. For the stop-controlled intersections in the project area, all movements are
anticipated to operate at LOS C or better during the AM and PM peak hours except for the
northbound left-turn movement at the intersection of CR 154 with Flying M Ranch Road
which is expected to operate at LOS E during the AM peak hour. It is not uncommon for
side-street movements to operate at LOS E or LOS F during the peak hour at un-signalized
intersections.
The potential traffic impacts due to this additional traffic were evaluated under both Short
Range Future (year 2025) and Long Range Future (year 2045) scenarios. It was determined
the adjacent roadway system and intersections would possess capacity to accommodate the
projected traffic volumes.
The Rio Grande Trail crosses CR 154 approximately 550 feet south of the intersection with
SH 82. Two potential queuing issues were analyzed related to the trail crossing: (1) queue
lengths exceeding the available lane storage lengths, and (2) excessive queues blocking the
trail crossing. SimTraffic queuing analyses were conducted to evaluate the potential for
queuing along CR 154 interfering with the trail crossing. The analyses indicated that site
generated traffic related to the school is not anticipated to routinely interfere with the Rio
Grande Trail crossing.
Per the report the current access permit for SH 82 / CR 154 is Permit No. 316048 which was
issued in relation to the Riverview School. The access permit is for 600 design hour
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vehicles (DHV) along CR 154. The estimated site generated traffic volumes are estimated
to add an additional 109 vehicles to the roadway network during the AM peak hour and 127
vehicles during the PM peak hour. Of the total estimated site generated traffic for both peak
hours, 101 vehicles are expected to need access via the intersection of CR 154 with SH 82.
This translates to an increase of 16.8% over the permitted volume of 600 DHV.
The increase in projected peak hour traffic falls below the 20 percent threshold outlined in
the CDOT SHAC and a change in access should not be required.
Based on the SHAC, speed change lanes were needed at the SH 82 / CR 154 intersection
both with and without the proposed development. Two of the lanes are currently provided
and no changes were recommended to these lanes. A third lane, a northbound to eastbound
right turn acceleration lane, would be ideal. However, due to physical constraints adding
complexity and cost to providing this lane, it was recommended that the northbound right
turn movement be converted to a protected only movement, thereby avoiding the need for
the acceleration lane. The northbound right movement is light during peak times and not
expected to create significant delays with the suggested restriction. No additional turn lanes
or extensions of existing turn lanes were recommended with this development.
Roadway sections are an extension of the section completed during the roadway
construction for the school district. This section consists of two 12’ lanes, and 24” curb and
gutter. Sidewalks are not proposed in lieu of a bike/Pedestrian path connecting the
residential portions of the developments. The bike path is proposed to be a gravel path.
The path will be constructed along the river side of the project through parcel B ,C, D, & E.
Parcel A is not included and is not anticipated to ever be included due to the long range
planning connecting the School District to surrounding communities and the Upper portion
of Flying M Ranch Road currently does not fit within those plans. This portion was
designed with the school district to have that option potentially in the future if required.
GEOTECHNICAL REVIEW
HP Kumar prepared a report titled “ Preliminary Geotechnical Study Proposed Flying M
Ranch Development, Flying M Ranch Road and County Road 154, Garfield County
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Colorado” Project no. 18-7-151 dated April 10, 2018. This report discusses geologic
conditions and provides Engineering Analysis and preliminary design recommendations.
This report is included as Appendix E.
The following is an excerpt from the report regarding the Geologic conditions.
Geologic Conditions
The project site is located in the Carbondale Collapse Center. The Carbondale Collapse
Center formed in the late Cenozoic due to evaporite tectonism. The Eagle Valley Evaporite
migrated plastically upwards and laterally toward the Colorado River and Roaring Fork
River bottoms due to a reduction in vertical stress caused by the erosion of overburden
material by the rivers. Subsidence occurred in areas of the thinned evaporite and beneath
the rivers due to dissolution (Kirkham, and Others, 2003). Much of this subsidence appears
to have occurred within the past 3 million years which also corresponds to high incision
rates of the Roaring Fork and Crystal Rivers (Kunk and Others, 2002). It is uncertain if the
regional subsidence is still an active geomorphic process or if evaporite subsidence has
stopped. If still active, present deformations may be occurring at rates similar to past long-
term rates of between 0.5 and 1.6 inches per 100 years. These slow deformation rates
should not present a potential risk to the proposed development area.
Subsidence Potential
Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the subject site. These
rocks are a sequence of gypsiferous shale, fine-grained sandstone and siltstone with some
massive beds of gypsum and limestone. There is a possibility that massive gypsum deposits
associated with the Eagle Valley Evaporite underlie portions of the property. Dissolution of
the gypsum under certain conditions can cause sinkholes to develop and can produce areas
of localized subsidence. During previous work in the area, several sinkholes were observed
scattered throughout the lower Roaring Fork River valley, generally associated with the
Eagle Valley Evaporite.
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Sinkholes were observed in the immediate area of the backfilled gravel pit at the subject
site. After further exploration, these sinkhole features were attributed to variably placed fill,
however, based on our present knowledge of the subsurface conditions at the site, it cannot
be said for certain that sinkholes associated with the underlying evaporite will not develop.
The risk of future ground subsidence at the subject site throughout the service life of the
proposed development, in our opinion, is low; however, the owner should be made aware of
the potential for sinkhole development. If further investigation of possible cavities in the
bedrock below the site is desired, we should be contacted.
Hydro-Compressive And Collapsible Soils
The variable fill soils encountered at the site tend to settle when they become wetted. A
shallow foundation placed on the variable fill soils will have a risk of settlement if the soils
become wetted and care should be taken in the surface and subsurface drainage around
structures in the proposed development to prevent the soils from becoming wet. It will be
critical to the long term performance of the structures that the recommendations for surface
grading and subsurface drainage contained in site-specific reports for the individual
buildings be followed. Settlement in the event of subsurface wetting could cause building
distress. Removal of the fill, and replacement in a moisture adjusted and compacted
condition is recommended.
Earthquake Considerations
Historic earthquakes within 150 miles of the project site have typically been moderately
strong with magnitudes less than 5.5 and maximum Modified Mercalli Intensities less than
VI. The largest historic earthquake in the project region occurred in 1882. It was located in
the northern Front Range and had an estimated magnitude of about M6.2 ± 0.3 and a
maximum intensity of VII. Historic ground shaking at the project site associated with the
1882 earthquake and the other larger historic earthquakes in the region does not appear to
have exceeded Modified Mercalli Intensity VI (Kirkham and Rogers, 1985). Modified
Mercalli Intensity VI ground shaking should be expected during a reasonable exposure time
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for the residence, but the probability of stronger ground shaking is low. Intensity VI ground
shaking is felt by most people and caused general alarm, but results in negligible damage to
structures of good design and construction.
Radiation
The project site is not located on geologic deposits that would be expected to have high
concentration of radioactive minerals. However, there is a potential that radon gas could be
present in the area. It is difficult to assess future radon gas concentrations in buildings
before the buildings are constructed. Testing for radon gas levels could be done when the
residences and other occupied structures have been completed. New buildings are often
designed with provisions for ventilation of lower enclosed areas should post construction
testing show unacceptable radon gas concentration.
Preliminary Design Recommendations - Site Grading
The on-site soils and well broken bedrock, excluding topsoil and debris, appears suitable for
roadway and building pad construction with proper processing and placement. Structural fill up
to about 10 feet deep placed for building pads, roadway embankments and below other pavement
areas, should be compacted to at least 95% of the maximum standard Proctor density (SPD) at a
moisture content within 2% of optimum. This will likely require moistening and mixing the
materials prior to use as structural fill. We estimate the onsite soils and well broken bedrock will
have long term settlements of about 1 to 2% of their fill depth when placed to 95% SPD. Higher
degree of compaction for fills greater than about 8 to 10 feet deep and use of a relatively well
graded granular material are desirable to limit fill settlement and distress to facilities constructed
on the fill. Miscellaneous fill can consist of the on-site soils and well broken bedrock and should
be compacted to at least 90% SPD. We should review the site grading plans when developed.
Prior to the fill placement, the subgrade should be carefully prepared by removing all vegetation,
topsoil and existing fill, scarifying to a depth of about 8 inches (except bedrock or dense gravel),
adjusting to near optimum moisture content and compacting to at least 95% of the maximum standard
Proctor density. Soft subgrade areas may require stabilization prior to fill placement.
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The subgrade can probably be stabilized by sub-excavating around 1to 2 feet and placing coarse
granular soils. Providing a geogrid on the subgrade, such as Tensar TX140, would help to decrease
the amount of coarse granular soils needed for stabilization. Crushed and processed (angular) base
course material, such as CDOT Class 2 road base, is more compatible with the triaxial geogrid to
reduce the depth of coarse granular soils for stabilization. We should review the field conditions
exposed during grading to determine need for sub-excavation of unsuitable soils and use of a
geogrid on the subgrade prior to fill placement for pavement section construction.
Additionally the report makes recommendations for pavement sections for Flying M Ranch Road
and Subdivision Streets. The selected sections are proposed to be 4” asphalt over 12” of base course
for Flying M Ranch Road and 4” asphalt over 8” of base course for subdivision roads.
DRAINAGE DESIGN
Although not currently designed for this submittal, prior similar design of the Flying M
Ranch PUD drainage was created to provide safe routing of offsite and onsite storm water
through the proposed development and to drywells and detention ponds. The storm water
facility design will reduce the offsite impacts from the runoff from the site by detaining
storm water from onsite basins. The amount of runoff that will flow downstream off the site
will be reduced, thus reducing potential negative impacts on the Roaring Fork River. The
detention ponds will also allow for storm water runoff cleansing, which will reduce
pollutant transport to the Roaring Fork River. Where drywells were feasible we either used
a combination of drywells and ponds or just drywells. The benefit to the drywells is that
they cleanse the stormwater by percolation through the soils and into the water table which
also avoids surface erosion. For larger pass through storm events the overflow paths will
be the historic paths over the bank of the Roaring Fork River and into the river corridor.
Flows will be spread as much as possible once they pass through wiers or pipe orifices
before being released across the bike path or onto the river bank or gently sloped bank
above lot 3 of the Eastbank, LLC subdivision. This will allow the flows to spread over the
top of slope and into the Roaring Fork River corridor as they have historically.
21
CONCLUSION
Wastewater System
This preliminary Impact Analysis/Utility report was prepared in compliance with the
Garfield County standards and specifications. The wastewater service is with the Roaring
Fork Water and Sanitation district and extension into this area has been anticipated. A can
and will serve letter has been attached. Extension is based on connecting to prior lines that
were installed to serve the School District. Line sizes were anticipated at that time to
encompass this development and some future development beyond the Flying M Ranch as
well. Line sizes are well under capacity even including the future development. A line
extension agreement will be negotiated prior to acceptance of a Final Plat.
Water Distribution
The Water Distribution service is with the Roaring Fork Water and Sanitation district and
extension into this area has been anticipated. A can and will serve letter has been attached.
Extension is based on connecting to prior lines that were installed to serve the School
District. Line sizes were anticipated at that time to encompass this development and some
future development beyond the Flying M Ranch as well. Preliminary line sizes were
proposed to provide fire flows in excess of 1500 gallon per minute. A line extension
agreement will be negotiated prior to acceptance of a Final Plat.
Dry Utilities
Dry utilities also were installed into the Flying M Ranch PUD as a result of the School
construction in 2017. Services will require extension in to the new proposed area from the
stubs at the school district property. These extensions have been anticipated and can and
will serve letters have been provided.
Floodplain Analysis
HCE has reviewed the current effective floodplain panel as well as the available 2013
preliminary panel to verify 100 year floodplain impacts to the site. Although on both maps
the shading indicates a small area of floodplain that would impact the site. HCE has
22
verified site elevations in this area and have determined that the elevations of the areas in
the floodplain are above both the 1986 effective floodplain mapping and the 2013
preliminary mapping by elevation verification. The 1986 effective floodplain elevation line
is shown with the existing topography to represent the actual floodplain location based on
survey verification. The current 1986 floodplain information was shown and utilized for
floodplain determination. Floodplain impacts only potentially affect Parcel C, and B and
Minimum finish floor elevations will be proposed within those parcels to make sure that the
elevations are not modified during building permit submittals.
Access and Roadways
The Access to the site is via CR 154 at two different access points ; Flying M Ranch Road
and the proposed Upper Access Road. Additionally the north section of the Business Park
area currently is provided access directly to CR 154 at the access shared with the Fedex
Facility. The Primary full-movement vehicular access to the site is currently and will be
provided to CR 154 at the southeast end of the site, sharing existing access with the current
Federal Express (FedEx) facility and the existing Riverview School access plus an
additional emergency access full-movement access further south on CR 154 available for
the entire development. The Emergency access is provided via a loop within the
development which connects to CR 154 at two different locations. The south east access is
proposed to be emergency access only and be gated.
Felsburg Holt and Ullevig prepared a traffic study for the proposed development. Per their
report, they have identified that the current existing Flying M Ranch road intersection and
the proposed emergency access intersection will not require any improvements to the CR
154 roadway other than the Emergency access connection point. Other key items of note
include:
The increase in projected peak hour traffic falls below the 20 percent threshold
outlined in the CDOT State Highway Access Code. With an increase of 18.83% of
traffic accessing SH82 over the current permitted level, the permit level of 20% with
CDOT would not be met.
The signal at SH82/CR154 is projected to operate at LOS B during the peak hours in
the long-term build scenario without any physical changes to the intersection
geometry (we do recommend making the NB right prohibited on red, which can be
23
done with a sign, because there are physical constraints due to grade that prevent an
EB acceleration lane along SH82. This lane is warranted in a free right turn
scenario, but not warranted under a signalized stop condition, based on CDOT State
Highway Access Code criteria).
There are not concerns about queue spillback across the Rio Grande Trail.
The NB left turn from Flying M Ranch onto CR 154 is projected to operate at LOS E
during the AM peak hour in the long-term build scenario with an average delay of 35
seconds. It is also noted “this is not uncommon or an unreasonable level of delay
and no additional mitigation is suggested”.
In general, the adjacent roadway system and intersections would possess capacity to
accommodate the projected traffic volumes. SimTraffic queuing analyses indicated that site
generated traffic related to the school is not anticipated to routinely interfere with the Rio
Grande Trail crossing. It was recommended that the northbound right turn movement be
converted to a protected only movement, thereby avoiding the need for the acceleration lane.
No additional turn lanes or extensions of existing turn lanes were recommended with this
development.
Geotechnical Information
HP Kumar prepared a geotechnical report for the Flying M Ranch development, Project No.
18-7-151 dated April 10, 2018. This report included geologic conditions, subsidence
potential, hydro-compressive and collapsible soils, earthquake considerations, radiation
anal ysis and preliminary design recommendations. The project site is located in the
Carbondale Collapse Center, which formed in the late Cenozoic due to evaporite. Although
subsidence occurred in these areas, these slow deformation rates should not present a
potential risk to the proposed development. During previous work in the area, several
sinkholes were observed scattered throughout the valley associated with the evaporite.
Sinkholes were also observed in the area of the backfilled gravel pit at the proposed site
attributed to variably placed fill, but underlying evaporite may cause additional sinkholes.
In order to avoid risk of settlement of soils, it is critical to follow the recommendations for
surface grading and subsurface drainage contained in site-specific reports for the individual
buildings. The probability of stronger ground shaking in the proposed development is low;
Intensity VI ground shaking should be expected during a reasonable exposure time for the
residence; but results in negligible damage to structures of good design and construction.
24
The project site is not located on geologic deposits that would be expected to have high
concentration of radioactive minerals, however, radon gas has a potential to be present. The
on-site soils, excluding debris and top soil, appear to be suitable for roadway and building
pad construction with proper processing and placement. Subgrade should be scarified,
adjusted to optimum moisture content and re-compacted prior to fill placement; geogrid
should be provided for softer subgrade areas to decrease the amount of coarse granular soils
needed for stabilization. See Appendix E for the full report.
Drainage
Offsite and onsite storm water drainage has not been designed for the PUD submittal but
based on the previous development submittals it was determined that we could safely route
drainage through the development to drywells and detention ponds via, curb and gutter,
swales and storm pipe network. The drywells and detention ponds will cleanse the storm
water, thus reducing pollutant transport to the Roaring Fork River. For larger pass through
storm events, the overflow will travel along historic paths over the bank and into the river
corridor. Flows will be spread as much as possible through weirs, pipe orifices and rip rap
before being released across the bike path, river bank or current Lot 3 bank.
23
Appendix A
Will Serve Letters
Version April 20, 2018
WILL SERVE LETTER
May 31, 2018
High Country Engineering
1517 Blake Ave Ste 100
Glenwood Springs CO 81601
Re: Flying M Ranch
Dear Mr. Levran,
This letter is to confirm that Xcel Energy is your utility provider for electrical service. In accordance with our tariffs, on file
with and approved by the Colorado Public Utilities Commission, electric facilities can be made available to serve the project
at Flying M Ranch in the Eastbank, LLC Minor Subdivision.
Your utility service(s) will be provided after the following steps are completed:
Application submitted to Public Service’s “Builders Call Line (BCL)” – once your application is accepted you
will be assigned a design department representative who will be your primary point of contact
Utility design is completed – you must provide your design representative with the site plan, the one line
diagrams, and panel schedules for electric and gas loads if applicable
All documents provided by design representative are signed and returned
Payment is received
Required easements are granted - you must sign and return applicable easement documents to your Right-of-
Way agent
Site is ready for utility construction
A scheduled in-service date will be provided once these requirements have been met.
It is important to keep in mind that the terms and conditions of utility service, per our tariffs, require that you provide
adequate space and an easement on your property for all gas and electric facilities required to serve your project, including but
not limited to gas and electrical lines and meters, transformers, and pedestals. General guidelines for these requirements can
be found at Site Requirements. https://www.xcelenergy.com/staticfiles/xe-responsive/Admin/Managed Documents
& PDFs/Xcel-Energy-Standard-For-Electric-Installation-and-Use.pdfEasement requirements can be found at Utility
Design and Layout.
Xcel Energy looks forward to working with you on your project and if I can be of further assistance, please contact me at the
phone number or email listed below.
Sincerely,
Sam Wakefield
Xcel Energy Planner
Mailing address: Public Service Company of Colorado
1995 Howard Ave
Rifle, CO 81650
June 4, 2018
From: Matt Raper
Black Hills Energy
0096 County Rd. 160
Glenwood Springs, CO 81601
970-928-0407
To: LeeTal Levran
High Country Engineering, Inc.
Email: llevran@hceng.com
Phone: 970-945-8676
RE: Flying M Ranch / Eastbank, LLC Minor Subdivision
Dear Leetal Levran:
The above mentioned development is within the certificated service area of Black Hills Energy.
Black Hills Energy has existing natural gas facilities located on or near the above mentioned project. At this
time it appears that these existing facilities have adequate capacity to provide natural gas service to your project,
subject to the tariffs, rules and regulations on file. Any upgrading of our facilities necessary to deliver adequate
service to and within the development will be undertaken by Black Hills Energy upon completion of appropriate
contractual agreements and subject to necessary governmental approvals.
Please contact us with any questions regarding this project, and with a timeline of when you would like to
proceed with your project.
Sincerely,
Matt Raper | Utility Construction Planner | Black Hills Energy |
Matt.raper@blackhillscorp.com | 970-928-0407 |
07/10/2018
Attn: LeeTal Levran
High Country Engineering, Inc.
1517 Blake Avenue, Suite 100
Glenwood Springs, CO 81601
Phone: 970-945-8676
RE: Flying M Ranch
To whom it may concern:
Your request for facilities to Flying M Ranch is within CenturyLink’s serving area
and will be provided in accordance with all the rates and tariffs set forth by the
Colorado Public Utilities Commission.
Connections to CenturyLink facilities are contingent upon the customer meeting
all the requirements of the Utilities tariffs that are in effect for each requested
utility service at the time the application for service is made by the customer and
formally accepted by CenturyLink. Connection requirements may include
provisions for necessary line extensions and/or other system improvements, and
payment of all applicable system development charges, recovery agreement
charges and other fees or charges applicable to the requested service.
Although CenturyLink diligently seeks to expand its facilities as necessary to
meet anticipated growth, CenturyLink services are provided to eligible customers
at the time of connection to the facilities on a “first come, first served” basis after
acceptance of the customer’s application as described above. In certain
instances, our facilities and capacities may be limited. Accordingly, no specific
allocations or amounts of CenturyLink facilities or supplies are reserved for
service to the subject property, and no commitments are made as to the
availability of CenturyLink service at future times.
Sincerely,
Jason Sharpe
Senior Field Engineer
970-328-8290
24
Appendix B
Calculations for Water and Sewer Usage
6/15/2018 HCE Job No: 2151007PUD
by: RDN
Average Day Commercial Use Estimated At 35,000 SF at 52 gallons /1000sf/day 1820 GPD
Number of single family residences including 4 in Commercial 232
Irrigation per residence based on SGM RFSD requirements 211 GPD /EQR 48952 GPD
Equivalent 1/4" of water per day for the irrigated acreage square footage 314130.4813 SF
Average Day Domestic use per Per SGM RFSD is 140 GPD/EQR 32480 GPD
Total Av erage Day use 83252 GPD
Max Day = Av erage Day x 2.0 166504 GPD
Peak Flow = Average Day x 2.5 208130 GPD
Max Day Demand 173.4416667 GPM
TOTAL Yearly VOLUME Acre-Ft 93.26 Acre-FT
Sewer
Sewer is typically 80% of the domestic day usage. Domestic Average Day use is 34300 GPD
80% of Average Day use =27440 GPD
Peak Flow times 2.5 = 68600 GPD
Peak Flow in CFS = 0.159220885 CFS
Western Peak Flow = 0.127376708 CFS
School Peak Flow=0.130347594 CFS
Additional 53 EQRs for future offsite development 0.034443702 CFS
Total of Western, School and Additional Dev elopment 0.292168004 CFS
Flying M Ranch
Water Use
Estimated Water/Sewer Requirements With Irrigation Use
The most impactive use proposed is single family development. There is a total of 228 potential single
family units that can be developed on parcel B-F. Parcel A wi ll have 4 residential units and x square
footage of commercial space. A day is considered to be 16 hou rs to be conservative.
&KDQQeO5eSRrW
+ydraflow Express Extension for Autodesk AutoCAD Civil 3D by Autodesk, Inc. Thursday, -un 7 2018
1DPe!
&LrFXODr
Diameter ft = 0.67
Invert Elev ft = 10.00
Slope % = 0.60
N-Value = 0.009
&DOFXODWLRQV
Compute by: .nown Q
.nown Q cfs = 0.29
+LJKOLJKWeG
Depth ft = 0.21
Q cfs = 0.292
Area sqft = 0.09
Velocity ft/s = 3.08
Wetted Perim ft = 0.80
Crit Depth, Yc ft = 0.25
Top Width ft = 0.62
EGL ft = 0.36
0 1
Elev ft SeFWLRQ
9.75
10.00
10.25
10.50
10.75
11.00
Reach ft
25
Appendix C
WaterCad Model Analysis
1.Fire Flows Calibrated to SGM model
2.Fire Flows for PUD with Loop through School Closed
3.Fire Flows for PUD with Loop through School Open
4.SGM provided Information
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgNetwork PlanP-18P -27P-32P-36P-38P -39P -40P-43P-58P-64
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Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/6/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD_SGM MATCH.wtgFire Flow Node FlexTable: Fire Flow Report 6*0 &loVeG /oop (EasbankWaterCAD_SGM MATCH.wtg)Current Time: 0.000 hoursIs Fire Flow Run Balanced?Junction w/Minimum Pressure (System)Pressure (Calculated System Lower Limit)(psi)Pressure (System Lower Limit)(psi)Junction w/Minimum Pressure (Zone)Pressure (Calculated Zone Lower Limit)(psi)Pressure (Zone Lower Limit)(psi)Pressure (Calculated Residual)(psi)Pressure (Residual Lower Limit)(psi)Flow (Total Available)(gpm)Flow (Total Needed)(gpm)Fire Flow (Available)(gpm)Fire Flow (Needed)(gpm)Satisfies Fire Flow Constraints?Fire Flow IterationsZoneLabelTrueH-720.0N/AH-720.020.024.520.01,807.131,500.001,807.131,500.00True6<None>H-2TrueJ-2124.2N/AJ-2124.220.020.020.01,217.281,500.001,217.281,500.00False4<None>H-3TrueH-320.0N/AH-320.020.029.620.01,574.101,500.001,574.101,500.00True7<None>H-5TrueJ-3024.7N/AJ-3024.720.020.020.01,732.691,500.001,732.691,500.00True4<None>H-7TrueH-720.0N/AH-720.020.025.620.01,793.191,500.001,793.191,500.00True7<None>H-8TrueH-720.0N/AH-720.020.022.420.01,793.111,500.001,793.111,500.00True6<None>H-9TrueH-720.0N/AH-720.020.021.620.01,793.141,500.001,793.141,500.00True6<None>H-10TrueH-720.0N/AH-720.020.043.620.01,801.251,500.001,801.251,500.00True15<None>J-16TrueH-720.0N/AH-720.020.042.620.01,806.971,500.001,806.971,500.00True15<None>J-17TrueH-720.0N/AH-720.020.027.820.01,816.451,500.001,816.451,500.00True7<None>J-18TrueH-720.0N/AH-720.020.030.020.01,807.411,500.001,807.411,500.00True7<None>J-19TrueH-320.0N/AH-320.020.034.220.01,782.091,708.001,574.091,500.00True7<None>J-20TrueH-320.0N/AH-320.020.023.720.01,224.831,500.001,224.831,500.00False6<None>J-21TrueH-320.0N/AH-320.020.037.520.01,752.041,500.001,752.041,500.00True13<None>J-24TrueH-720.0N/AH-720.020.042.020.01,792.751,500.001,792.751,500.00True15<None>J-25TrueH-720.0N/AH-720.020.038.220.01,790.741,500.001,790.741,500.00True15<None>J-27TrueH-720.0N/AH-720.020.026.920.01,787.801,500.001,787.801,500.00True7<None>J-28TrueH-720.0N/AH-720.020.023.820.01,785.891,500.001,785.891,500.00True6<None>J-29TrueH-720.0N/AH-720.020.022.720.01,788.971,500.001,788.971,500.00True6<None>J-30TrueH-720.0N/AH-720.020.026.120.01,793.191,500.001,793.191,500.00True7<None>J-32TrueH-720.0N/AH-720.020.029.820.01,792.491,500.001,792.491,500.00True11<None>J-33TrueH-720.0N/AH-720.020.032.420.01,851.141,558.501,792.641,500.00True12<None>J-34TrueH-320.0N/AH-320.020.030.020.01,498.731,500.001,498.731,500.00False7<None>J-35TrueH-320.0N/AH-320.020.024.720.01,388.831,500.001,388.831,500.00False5<None>J-36TrueH-720.0N/AH-720.020.025.720.06,779.795,978.002,301.791,500.00True5<None>J-38
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgFire Flow Node FlexTable: Fire Flow Report &loVeG /oop (EasbankWaterCAD.wtg)Current Time: 0.000 hoursIs Fire Flow Run Balanced?Junction w/Minimum Pressure (System)Pressure (Calculated System Lower Limit)(psi)Pressure (System Lower Limit)(psi)Junction w/Minimum Pressure (Zone)Pressure (Calculated Zone Lower Limit)(psi)Pressure (Zone Lower Limit)(psi)Pressure (Calculated Residual)(psi)Pressure (Residual Lower Limit)(psi)Flow (Total Available)(gpm)Flow (Total Needed)(gpm)Fire Flow (Available)(gpm)Fire Flow (Needed)(gpm)Satisfies Fire Flow Constraints?Fire Flow IterationsZoneLabelTrueH-420.0N/AH-420.020.024.220.01,819.221,500.001,819.221,500.00True6<None>H-2TrueJ-2124.2N/AJ-2124.220.020.020.01,224.131,500.001,224.131,500.00False8<None>H-3TrueJ-2224.6N/AJ-2224.620.020.020.01,605.991,500.001,605.991,500.00True3<None>H-4TrueH-1420.0N/AH-1420.020.029.620.01,609.931,500.001,609.931,500.00True7<None>H-5TrueH-422.2N/AH-422.220.020.020.01,682.201,500.001,682.201,500.00True4<None>H-6TrueH-421.9N/AH-421.920.020.020.01,747.601,500.001,747.601,500.00True4<None>H-7TrueH-420.0N/AH-420.020.025.920.01,799.871,500.001,799.871,500.00True7<None>H-8TrueH-420.0N/AH-420.020.022.720.01,799.771,500.001,799.771,500.00True6<None>H-9TrueH-420.0N/AH-420.020.021.920.01,799.821,500.001,799.821,500.00True6<None>H-10TrueH-420.0N/AH-420.020.037.220.01,818.371,500.001,818.371,500.00True13<None>H-11TrueH-420.0N/AH-420.020.038.120.01,800.931,500.001,800.931,500.00True13<None>H-12TrueH-1420.0N/AH-1420.020.025.420.01,456.551,500.001,456.551,500.00False5<None>H-13TrueH-320.7N/AH-320.720.020.020.01,298.921,500.001,298.921,500.00False4<None>H-14TrueH-420.0N/AH-420.020.043.720.01,825.891,514.581,811.311,500.00True15<None>J-16TrueH-420.0N/AH-420.020.042.620.01,825.601,506.561,819.041,500.00True15<None>J-17TrueH-420.0N/AH-420.020.027.820.01,830.721,500.001,830.721,500.00True11<None>J-18TrueH-420.0N/AH-420.020.029.620.01,839.161,519.681,819.481,500.00True8<None>J-19TrueH-1420.0N/AH-1420.020.034.320.01,624.521,514.581,609.941,500.00True7<None>J-20TrueH-320.0N/AH-320.020.023.720.01,252.881,520.421,232.461,500.00False8<None>J-21TrueH-420.0N/AH-420.020.023.920.01,653.711,529.401,624.311,500.00True6<None>J-22TrueH-1420.0N/AH-1420.020.037.520.01,793.061,514.581,778.481,500.00True13<None>J-24TrueH-420.0N/AH-420.020.042.420.01,799.391,500.001,799.391,500.00True15<None>J-25TrueH-420.0N/AH-420.020.038.620.01,796.711,500.001,796.711,500.00True15<None>J-27TrueH-420.0N/AH-420.020.027.220.01,792.781,500.001,792.781,500.00True7<None>J-28TrueH-420.0N/AH-420.020.023.820.01,801.641,500.001,801.641,500.00True6<None>J-29TrueH-420.0N/AH-420.020.022.720.01,804.651,500.001,804.651,500.00True6<None>J-30TrueH-420.0N/AH-420.020.027.620.01,740.811,500.001,740.811,500.00True8<None>J-31TrueH-420.0N/AH-420.020.026.420.01,799.871,500.001,799.871,500.00True7<None>J-32TrueH-420.0N/AH-420.020.030.120.01,799.871,500.001,799.871,500.00True7<None>J-33TrueH-420.0N/AH-420.020.032.820.01,857.791,558.501,799.291,500.00True12<None>J-34TrueH-1420.0N/AH-1420.020.030.220.01,558.781,536.461,522.321,500.00True11<None>J-35TrueH-1420.0N/AH-1420.020.024.720.01,438.981,536.461,402.521,500.00False5<None>J-36TrueH-420.0N/AH-420.020.025.720.06,795.955,978.002,317.951,500.00True5<None>J-38TrueH-420.0N/AH-420.020.042.820.01,818.551,500.001,818.551,500.00True15<None>J-39TrueH-420.0N/AH-420.020.042.220.01,801.201,500.001,801.201,500.00True15<None>J-40TrueH-1420.0N/AH-1420.020.027.320.01,456.351,500.001,456.351,500.00False5<None>J-41TrueH-1420.0N/AH-1420.020.023.920.01,308.831,500.001,308.831,500.00False5<None>J-42
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgFire Flow Node FlexTable: Fire Flow Report 2pen /oop (EasbankWaterCAD.wtg)Current Time: 0.000 hoursIs Fire Flow Run Balanced?Junction w/Minimum Pressure (System)Pressure (Calculated System Lower Limit)(psi)Pressure (System Lower Limit)(psi)Junction w/Minimum Pressure (Zone)Pressure (Calculated Zone Lower Limit)(psi)Pressure (Zone Lower Limit)(psi)Pressure (Calculated Residual)(psi)Pressure (Residual Lower Limit)(psi)Flow (Total Available)(gpm)Flow (Total Needed)(gpm)Fire Flow (Available)(gpm)Fire Flow (Needed)(gpm)Satisfies Fire Flow Constraints?Fire Flow IterationsZoneLabelTrueH-420.0N/AH-420.020.024.120.01,819.251,500.001,819.251,500.00True6<None>H-2TrueH-1422.8N/AH-1422.820.020.020.01,614.301,500.001,614.301,500.00True3<None>H-3TrueJ-2224.6N/AJ-2224.620.020.020.01,606.011,500.001,606.011,500.00True3<None>H-4TrueH-1420.0N/AH-1420.020.027.320.01,777.751,500.001,777.751,500.00True7<None>H-5TrueH-422.2N/AH-422.220.020.020.01,682.191,500.001,682.191,500.00True4<None>H-6TrueH-421.9N/AH-421.920.020.020.01,747.631,500.001,747.631,500.00True4<None>H-7TrueH-420.0N/AH-420.020.028.520.01,799.831,500.001,799.831,500.00True7<None>H-8TrueH-420.0N/AH-420.020.027.120.01,799.821,500.001,799.821,500.00True9<None>H-9TrueH-320.0N/AH-320.020.028.020.01,789.731,500.001,789.731,500.00True7<None>H-10TrueH-420.0N/AH-420.020.037.220.01,818.381,500.001,818.381,500.00True13<None>H-11TrueH-420.0N/AH-420.020.038.120.01,800.901,500.001,800.901,500.00True13<None>H-12TrueH-1420.0N/AH-1420.020.023.320.01,711.071,500.001,711.071,500.00True6<None>H-13TrueH-322.8N/AH-322.820.020.020.01,614.651,500.001,614.651,500.00True3<None>H-14TrueH-420.0N/AH-420.020.043.720.01,825.851,514.581,811.271,500.00True15<None>J-16TrueH-420.0N/AH-420.020.042.620.01,825.601,506.561,819.041,500.00True15<None>J-17TrueH-420.0N/AH-420.020.027.820.01,831.561,500.001,831.561,500.00True7<None>J-18TrueH-420.0N/AH-420.020.029.620.01,839.151,519.681,819.471,500.00True7<None>J-19TrueH-1420.0N/AH-1420.020.032.220.01,792.361,514.581,777.781,500.00True9<None>J-20TrueH-320.0N/AH-320.020.023.720.01,653.141,520.421,632.711,500.00True6<None>J-21TrueH-420.0N/AH-420.020.023.920.01,653.701,529.401,624.301,500.00True6<None>J-22TrueH-420.0N/AH-420.020.038.320.01,813.801,514.581,799.221,500.00True13<None>J-24TrueH-420.0N/AH-420.020.042.420.01,799.391,500.001,799.391,500.00True15<None>J-25TrueH-420.0N/AH-420.020.038.620.01,796.711,500.001,796.711,500.00True15<None>J-27TrueH-420.0N/AH-420.020.027.320.01,792.111,500.001,792.111,500.00True11<None>J-28TrueH-420.0N/AH-420.020.023.820.01,801.661,500.001,801.661,500.00True6<None>J-29TrueH-420.0N/AH-420.020.022.720.01,804.691,500.001,804.691,500.00True6<None>J-30TrueH-420.0N/AH-420.020.027.620.01,740.811,500.001,740.811,500.00True8<None>J-31TrueH-320.0N/AH-320.020.032.520.01,789.751,500.001,789.751,500.00True8<None>J-32TrueH-420.0N/AH-420.020.034.620.01,799.791,500.001,799.791,500.00True10<None>J-33TrueH-420.0N/AH-420.020.035.320.01,858.281,558.501,799.781,500.00True9<None>J-34TrueH-1420.0N/AH-1420.020.028.020.01,777.501,536.461,741.041,500.00True7<None>J-35TrueH-1420.0N/AH-1420.020.023.220.01,721.851,536.461,685.391,500.00True6<None>J-36TrueH-420.0N/AH-420.020.025.720.06,795.945,978.002,317.941,500.00True5<None>J-38TrueH-420.0N/AH-420.020.042.820.01,818.551,500.001,818.551,500.00True15<None>J-39TrueH-420.0N/AH-420.020.042.220.01,801.151,500.001,801.151,500.00True15<None>J-40TrueH-1420.0N/AH-1420.020.025.420.01,710.831,500.001,710.831,500.00True6<None>J-41TrueH-1420.0N/AH-1420.020.023.920.01,634.561,500.001,634.561,500.00True6<None>J-42
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Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgFlexTable: Junction Table (EasbankWaterCAD.wtg)Current Time: 0.000 hoursPressure(psi)Hydraulic Grade(ft)Demand(gpm)Demand CollectionZoneElevation(ft)LabelID98.56,120.4914.58<Collection: 1 items><None>5,892.72J-165197.16,120.516.56<Collection: 1 items><None>5,895.99J-175378.36,120.580.00<Collection: 0 items><None>5,939.55J-185595.26,120.5119.68<Collection: 1 items><None>5,900.58J-195791.06,120.3814.58<Collection: 1 items><None>5,910.14J-205980.46,120.3620.42<Collection: 1 items><None>5,934.49J-216074.46,120.5229.40<Collection: 1 items><None>5,948.50J-226694.26,120.4314.58<Collection: 1 items><None>5,902.82J-247194.76,120.470.00<Collection: 0 items><None>5,901.65J-257390.26,120.500.00<Collection: 0 items><None>5,912.05J-278377.86,120.530.00<Collection: 0 items><None>5,940.73J-288574.36,120.540.00<Collection: 0 items><None>5,948.75J-298773.26,120.550.00<Collection: 0 items><None>5,951.35J-308978.16,120.530.00<Collection: 0 items><None>5,939.96J-319291.76,120.400.00<Collection: 0 items><None>5,908.39J-3210293.46,120.400.00<Collection: 0 items><None>5,904.50J-3310392.66,120.4158.50<Collection: 1 items><None>5,906.45J-3410586.86,120.3636.46<Collection: 1 items><None>5,919.72J-3511181.46,120.3636.46<Collection: 1 items><None>5,932.11J-3611476.26,121.144,478.00<Collection: 1 items><None>5,945.00J-3813897.46,120.510.00<Collection: 0 items><None>5,895.46J-3914495.06,120.470.00<Collection: 0 items><None>5,900.96J-4014884.06,120.360.00<Collection: 0 items><None>5,926.29J-4115280.66,120.360.00<Collection: 0 items><None>5,934.11J-42157
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/19/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgFlexTable: Hydrant Table (EasbankWaterCAD.wtg)Current Time: 0.000 hoursPressure(psi)Hydraulic Grade(ft)Demand(gpm)Demand CollectionZoneElevation(ft)Lateral Length(ft)Emitter Coefficient(gpm/psi^n)Include Lateral Loss?Hydrant StatusLabelID90.96,120.510.00<Collection: 0 items><None>5,910.4620.000.000FalseClosedH-26276.86,120.360.00<Collection: 0 items><None>5,942.9320.000.000FalseClosedH-36370.56,120.520.00<Collection: 0 items><None>5,957.4820.000.000FalseClosedH-46987.66,120.380.00<Collection: 0 items><None>5,917.9520.000.000FalseClosedH-57971.06,120.530.00<Collection: 0 items><None>5,956.3420.000.000FalseClosedH-69570.66,120.540.00<Collection: 0 items><None>5,957.4820.000.000FalseClosedH-79788.76,120.410.00<Collection: 0 items><None>5,915.5020.000.000FalseClosedH-89989.36,120.400.00<Collection: 0 items><None>5,914.0620.000.000FalseClosedH-910088.26,120.400.00<Collection: 0 items><None>5,916.4320.000.000FalseClosedH-1010193.46,120.510.00<Collection: 0 items><None>5,904.7220.000.000FalseClosedH-1114192.16,120.470.00<Collection: 0 items><None>5,907.7020.000.000FalseClosedH-1214282.66,120.360.00<Collection: 0 items><None>5,929.5020.000.000FalseClosedH-1314376.76,120.360.00<Collection: 0 items><None>5,943.0620.000.000FalseClosedH-14156
Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16666/6/2018Bentley WaterCAD V8 XM Edition[08.09.400.34]Bentley Systems, Inc. Haestad Methods Solution CenterEasbankWaterCAD.wtgFlexTable: Tank Table (EasbankWaterCAD.wtg)Current Time: 0.000 hoursHydraulic Grade(ft)Net Outflow(gpm)Diameter(ft)Volume (Inactive)(MG)Elevation (Maximum)(ft)Elevation (Initial)(ft)Elevation (Minimum)(ft)Elevation (Base)(ft)ZoneLabelID6,228.004,729.2310.000.006,240.006,228.006,216.006,216.00<None>T-1121
26
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Appendix D
Floodplain Maps
1. 1987 FEMA map
2. 2015 Preliminary FEMA map
3. PUD map Showing floodplains
28
Appendix E
Geotechnical Report