HomeMy WebLinkAbout2014-10-27 PACKET 06.1.)<,-&-8%
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Tax Parcel Number: 1902721110001, 190272113001
At a minimum attach each of the following to the EAW:
County map showing the general location of the project;
U.S. Geological Survey 7.5 minute, 1:24,000 scale map indicating project boundaries (photocopy
acceptable); and
Site plans showing all significant project and natural features. Pre-construction site plan and post-
construction site plan.- grading and drainage, land use, aerial, existing cover types?
Maps and a concept plan is included in Appendix A.
6.Project Description:
a.Provide the brief project summary to be published in the EQB Monitor, (approximately 50
words).
RIVERSTONE is a high amenity residential project consisting of 383 unattached single
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family dwelling units located at the northwest corner of 95 Street South and Hadley
Avenue South.
b.Give a complete description of the proposed project and related new construction, including
infrastructure needs. If the project is an expansion include a description of the existing facility.
Emphasize: 1) construction, operation methods and features that will cause physical
manipulation of the environment or will produce wastes, 2) modifications to existing equipment
or industrial processes, 3) significant demolition, removal or remodeling of existing structures,
and 4) timing and duration of construction activities.
RIVERSTONE consists of a 383 single family residential development. The new development will
consist of site grading, the installation of utility piping; sanitary sewer piping; watermain
piping; storm sewer piping and streets, all typical of a residential development. Site grading will
consist of excavation of onsite soils to create ponding areas, house pads and roadways. Typical
earth moving equipment will be utilized. The installation of the utility piping will consist of
trench excavation and backfill typical of a residential development. All disturbed areas will be
restored with seeding to re-establish turf. There are portions of the site which will not be
disturbed including: the existing tree area along the north edge of the project site; the existing
tree area through the central portion of the site; and a portion of the slope area along the west
side of the site.
The project will be constructed in six phases of approximately 20 acres per phase. Phase one is
proposed to be constructed in spring of 2015, with the subsequent phases each constructed on an
annual basis. The remainder of the site will continue to be farmed as it currently is. Each phase
is expected to take between five to seven weeks to construct.
c.Project magnitude:
Total Project Acreage
160 ac
Linear project length
N/A
Number and type of residential units
383single family unattached units
Commercial building area (in square feet)
N/A
Industrial building area (in square feet)
N/A
Institutional building area (in square feet)
N/A
Other uses – specify (in square feet)
N/A
Structure height(s)
25-30 feet, typical of a two-story single family home
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d.Explain the project purpose; if the project will be carried out by a governmental unit, explain the
need for the project and identify its beneficiaries.
The purpose of the project is to address and meet demand for single family residential housing
within a high quality, high amenity project. The amenities will include a linear park in the center
of the development. This linear park preserves a natural east-west greenway that that will be
saved as a dedicated park. Dedicating this greenway protects the trees by limiting development
encroachment while providing for a new public trail. The trail will be constructed within the
linear park providing access via the main north/south road and development sidewalks to a new
public park located at the westerly edge of the project. The development of the new public park
will feature an overlook of the river valley.
e.Are future stages of this development including development on any other property planned or
likely to happen? Yes XNo
If yes, briefly describe future stages, relationship to present project, timeline and plans for
environmental review.
There are no planned future phased surrounding this property at this time. The existing residential
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areas to the north and south of the property; Hadley Avenue to the east and extension of 95 Street
South along the west side of the property preclude any future development at this time.
f.Is this project a subsequent stage of an earlier project? YesNo
If yes, briefly describe the past development, timeline and any past environmental review.
7.Cover types:
Estimate the acreage of the site with each of the following cover types before and after
development:
BeforeAfterBeforeAfter
WetlandsLawn/landscaping
0.0 0.00.0109.5
Deep Impervious
0.0 0.0 0.0 34.0
water/streamssurface
Wooded/forestStormwater Pond
10.0 6.5 0.06.8
Brush/GrasslandOther (describe)
5.2 3.2 0.0 0.0
Cropland
144.8 0.0
TOTAL
160160
8.Permits and approvals required:
List all known local, state and federal permits, approvals,
certifications and financial assistance for the project. Include modifications of any existing permits,
governmental review of plans and all direct and indirect forms of public financial assistance including
bond guarantees, Tax Increment Financing and infrastructure. All of these final decisions are
prohibited until all appropriate environmental review has been completed. See Minnesota Rules,
Chapter 4410.3100.
Unit of Government Type of Application Status
CityConcept Plan Approval Concept plan submitted;
Planning Commission review
July 28, 2014 City Council
review September 17, 2014
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City Re-zoning/PDO ApprovalPending
City Preliminary Plat Approval Pending
CityFinal Plat Approval Pending
MDHWell Sealing/Abandonment To be submitted
MPCAGeneral NPDES Storm water To be submitted
permit
MPCASanitary Sewer extension To be submitted
MDHWatermain plan review To be submitted
South Washington Watershed Watershed Permit To be submitted
District
CityGrading Permit To be submitted
City Building Permit To be submitted
Cumulative potential effects may be considered and addressed in response to individual EAW Item
Nos. 9-18, or the RGU can address all cumulative potential effects in response to EAW Item No. 19.
If addressing cumulative effect under individual items, make sure to include information requested
in EAW Item No. 19
9.Land use:
a.Describe:
i.Existing land use of the site as well as areas adjacent to and near the site, including parks,
trails, prime or unique farmlands.
The existing land use of the project site is agricultural production. The site is surrounded
on the north, east and south sides by existing residential developments. Adjacent land to
the west is undeveloped and is mainly grassland. A bituminous path exists along the east
side of Hadley Avenue which borders the east side of the site. Hadley Avenue is proposed
to be upgraded with an additional trail along the west side of Hadley Avenue. This trail
will connect to the trails proposed within the subdivision as well to the existing Pine Hill
Elementary School located northeast of the site. The southwest corner of the site contains
a sloped grassland area which overlooks the Mississippi River Valley. The proposed
public park land at the westerly edge will include a public overlook into the river valley.
There are no conflicting adjacent land uses proposed within this project.
ii.Plans. Describe planned land use as identified in comprehensive plan (if available) and any
other applicable plan for land use, water, or resources management by a local, regional,
state, or federal agency.
The project site is guided in the City’s comprehensive plan by two land use designations. The
majority of the site is guided Low Density Residential and the remaining balance guided
Parks and Private Open Space. The proposed development is in conformance with the
Comprehensive Plan including the protection of open space within the existing greenway
corridor. The proposed density of 2.82 net acres conforms to the net density requirements of
the Low Density land use category of the City’s Comprehensive Plan which requires one to
four dwelling units per acre in the Low Density land uses. Additionally, the proposed
development meets Comprehensive Plan Housing goals related to construction of new
move-up single family residential; increasing and meeting market demand for new single
family housing to expand housing choice in the community.
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iii.Zoning, including special districts or overlays such as shoreland, floodplain, wild and
scenic rivers, critical area, agricultural preserves, etc.
The project site is currently zoned AG-1, Agricultural Preservation. A rezoning to R-
3, Single Family Residential and planned development overlay (PDO) will be
requested at the same time as the Preliminary Plat submittal. The R-3 and PDO
classifications are consistent with the adopted land use for the site. The proposed
development is substantially consistent with the R-3 zoning. An exception to lot width
requirements for cul-de-sac lots is requested through the PDO approval.
The subject property is not located within any other regulatory zoning districts or
overlays.
b.Discuss the project’s compatibility with nearby land uses, zoning, and plans listed in Item 9a
above, concentrating on implications for environmental effects.
Surrounding land uses are guided Low Density with existing single family residential
development located immediately to the north, east and south. The property to the west is
vacant land and guided Transition Planning area. The proposed single family residential
development is consistent with all surrounding planned and existing land uses.
c.Identify measures incorporated into the proposed project to mitigate any potential incompatibility
as discussed in Item 9b above.
There are no incompatible land uses proposed.
10.Geology, soils and topography/land forms:
a.Geology - Describe the geology underlying the project area and identify and map any susceptible
geologic features such as sinkholes, shallow limestone formations, unconfined/shallow aquifers,
or karst conditions. Discuss any limitations of these features for the project and any effects the
project could have on these features. Identify any project designs or mitigation measures to
address effects to geologic features.
Surface soils consist of loamy sand, and loamy fine sand to a depth of 60 inches. Underlying soils
consist of sands and gravel to a depth of approximately 50 feet. Shaley limestone bedrock exists at
a depth of approximately 50 feet. Sandstone and limestone layers exist at deeper depths up to 200
feet.
There are no known geologic hazards at this site.
b.Soils and topography - Describe the soils on the site, giving NRCS (SCS) classifications and
descriptions, including limitations of soils. Describe topography, any special site conditions
relating to erosion potential, soil stability or other soils limitations, such as steep slopes, highly
permeable soils. Provide estimated volume and acreage of soil excavation and/or grading.
Discuss impacts from project activities (distinguish between construction and operational
activities) related to soils and topography. Identify measures during and after project construction
to address soil limitations including stabilization, soil corrections or other measures.
Erosion/sedimentation control related to stormwater runoff should be addressed in response to
Item 11.b.ii.
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Surface soils consist of loamy sand and loamy fine sand to a depth of 60 inches. Soils are
classified as Sparta loamy sand, 0 to 2 percent slopes; a type A soil. The entire site consists of
Sparta soils. The topography is flat with an elevation difference across the site of approximately
five feet. The exception is the southwest corner where the elevation slopes down towards the west.
Sparta soil is excessively drained with high permeability rates. The sandy material is susceptible
to wind erosion and measures for turf restoration should be initiated as soon as practical after
grading operations. Topsoil shall be removed and stockpiled for re-spreading over graded soil.
It is estimated that 480,000 cubic yards of material will need to be moved to construct the
roadways, house pads and stormwater ponds on the site.
NOTE: For silica sand projects, the EAW must include a hydrogeologic investigation assessing the
potential groundwater and surface water effects and geologic conditions that could create an increased
risk of potentially significant effects on groundwater and surface water. Descriptions of water
resources and potential effects from the project in EAW Item 11 must be consistent with the geology,
soils and topography/land forms and potential effects described in EAW Item 10.
11.Water resources:
a.Describe surface water and groundwater features on or near the site in a.i. and a.ii. below.
i.Surface water - lakes, streams, wetlands, intermittent channels, and county/judicial ditches.
Include any special designations such as public waters, trout stream/lake, wildlife lakes,
migratory waterfowl feeding/resting lake, and outstanding resource value water. Include
water quality impairments or special designations listed on the current MPCA 303d Impaired
Waters List that are within 1 mile of the project. Include DNR Public Waters Inventory
number(s), if any.
There are no surface water features on the site. Currently, any surface water runoff is
captured by the flat topography and the sandy soils allowing the runoff to infiltrate. There is
minimal surface runoff from the existing site.
There are no impaired waters within one mile of the project site.
ii.Groundwater – aquifers, springs, seeps. Include: 1) depth to groundwater; 2) if project is
within a MDH wellhead protection area; 3) identification of any onsite and/or nearby wells,
including unique numbers and well logs if available. If there are no wells known on site or
nearby, explain the methodology used to determine this.
1)Based on existing well logs from adjacent well logs, the ground water is approximately 85
feet.
2)The project is not located in the City’s wellhead protection area.
3)The MDH County Well Index Online shows one well onsite- #131970. This well will be
abandoned and sealed in accordance with current Minnesota Department of Health
regulations.
b.Describe effects from project activities on water resources and measures to minimize or mitigate
the effects in Item b.i. through Item b.iv. below.
i.Wastewater - For each of the following, describe the sources, quantities and composition
of all sanitary, municipal/domestic and industrial wastewater produced or treated at the
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site.
The proposed project consists of 383 new single family residential homes. Each home
will produce wastewater typical for domestic sewage. The total amount generated is
based on 100 gallons per capita per day. The assumed number of people per household
is 3.2. Therefore, the estimated amount of sewage generated is 0.1225 MGD.
1)If the wastewater discharge is to a publicly owned treatment facility, identify any
pretreatment measures and the ability of the facility to handle the added water and waste
loadings, including any effects on, or required expansion of, municipal wastewater
infrastructure.
There will be an increase in the amount of sewage generated by the proposed development
as compared to the current agricultural use. The City’s comprehensive plan designated this
property within the future sewer district and has planned for its services.
A sanitary sewer system will be constructed to collect the sewage from the proposed
development. The southerly portion of the site will connect to the existing City sanitary
sewer system. An eight (8) inch sewer line is stubbed at the southern property line. The
northerly portion of the site will require a sewer extension from the east. An eighteen (18)
inch sanitary sewer main exists along the east side of Pine Hill Elementary School. The
City has suggested that the sewer line be extended to the west across the school property
to serve the northerly portion of the site. An easement from the School District will be
necessary for the construction of this sewer extension. The applicant will be working with
the School District to obtain this easement prior to Final Plat of this portion of the
development.
All of the sewage is collected and ultimately piped to the Eagles Point West Water
Treatment Plant where it is treated. The treatment plant has a capacity of 11.9 MGD with
a current average daily flow of 4.48 MGD. The treatment plant has adequate capacity for
the proposed development.
2)If the wastewater discharge is to a subsurface sewage treatment systems (SSTS), describe
the system used, the design flow, and suitability of site conditions for such a system.
There is no on-site treatment of sanitary sewer proposed with this project. All sanitary
sewer will be collected and treated at the Eagles Point West Water Treatment Plant.
3)If the wastewater discharge is to surface water, identify the wastewater treatment
methods and identify discharge points and proposed effluent limitations to mitigate impacts.
Discuss any effects to surface or groundwater from wastewater discharges.
No wastewater discharge to surface water is proposed for this project.
ii.Storm water - Describe the quantity and quality of storm water runoff at the site prior to and
post construction. Include the routes and receiving water bodies for runoff from the site
(major downstream water bodies as well as the immediate receiving waters). Discuss any
environmental effects from storm water discharges. Describe storm water pollution
prevention plans including temporary and permanent runoff controls and potential BMP site
locations to manage or treat storm water runoff. Identify specific erosion control,
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sedimentation control or stabilization measures to address soil limitations during and after
project construction.
There is no stormwater management or storm sewer piping on the current site. Storm water
collects within the site where it infiltrates into the ground. There is minimal storm water
runoff off-site. Along the west side of the site a natural ravine would drain the site if a flood
condition would occur.
The proposed project will include storm water management. The site is included within the
City’s Stormwater Management Plan and is part of the Southwest District Area’s 4 & 5. The
City’s plan restricts the storm water runoff from the site to 0.08 cubic feet per second (CFS)
per acre. The discharge is proposed off-site to the west where it ultimately discharges to the
backwater of the Mississippi River.
To comply with the City’s restricted runoff quantity; the development’s runoff is collected by a
storm sewer system and routed to on-site detention / infiltration basins. The basins are
designed with two cells; one for detention and one for infiltration. The infiltration basins are
designed to infiltrate the volume of 1 inch of runoff from the new impervious surfaces. The
detention ponds are designed to contain and control the storm water runoff from a 100 year
storm event and to discharge at the restricted rate of 0.08 CFS per acre. The project’s
stormwater management plan is required to be reviewed and approved by the South
Washington Watershed District.
On-site construction stormwater Best management Practices (BMP’s) will be utilized to
minimize erosion during the construction phase. BMP’s may include silt fencing for perimeter
control around the construction area and around the storm water ponding areas; rock
entrance to control vehicle tracking; inlet protection around adjacent catch basins; wood fiber
blankets to cover steep slopes prior to vegetation establishment and vegetation establishment
to all disturbed areas. A Storm Water Pollution Prevention Plan (SWPPP) will be prepared in
accordance with the MPCA’s National Pollutant Discharge Elimination System requirements.
iii.Water appropriation - Describe if the project proposes to appropriate surface or groundwater
(including dewatering). Describe the source, quantity, duration, use and purpose of the water
use and if a DNR water appropriation permit is required. Describe any well abandonment. If
connecting to an existing municipal water supply, identify the wells to be used as a water
source and any effects on, or required expansion of, municipal water infrastructure. Discuss
environmental effects from water appropriation, including an assessment of the water
resources available for appropriation. Identify any measures to avoid, minimize, or mitigate
environmental effects from the water appropriation.
The project does not propose to appropriate surface or groundwater and a DNR water
appropriation permit is not required. An existing 12 inch irrigation well is located on the site.
This well will be abandoned and sealed in accordance with MDH regulations.
Water usage will be that of a typical single family residential development. Water usage is
based upon the sanitary sewer flow and is typically about 25% more. Therefore, the estimated
water usage is 158,000 gallons per day. The project will include a water distribution system to
serve the homes. The system will be 8 inch pipes typical of a residential area. The system will
connect to the City watermains. As part of the City’s 2006 Water Supply and Distribution
Plan, it is recommended that an 18 inch watermain be installed from the Hadley Ave. to the
west property line of the project. This is to provide adequate fire flow to the Marathon tank
farm. This project will accommodate the 18 inch watermain through the property.
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There are several City wells near the site; well no.2 and no. 10. It is anticipated that these
wells will provide the majority of the water used for this project.
iv.Surface Waters
a)Wetlands - Describe any anticipated physical effects or alterations to wetland features
such as draining, filling, permanent inundation, dredging and vegetative removal. Discuss
direct and indirect environmental effects from physical modification of wetlands,
including the anticipated effects that any proposed wetland alterations may have to the
host watershed. Identify measures to avoid (e.g., available alternatives that were
considered), minimize, or mitigate environmental effects to wetlands. Discuss whether
any required compensatory wetland mitigation for unavoidable wetland impacts will
occur in the same minor or major watershed, and identify those probable locations.
There are no wetlands or floodplain on the project site.
b)Other surface waters- Describe any anticipated physical effects or alterations to surface
water features (lakes, streams, ponds, intermittent channels, county/judicial ditches)
such as draining, filling, permanent inundation, dredging, diking, stream diversion,
impoundment, aquatic plant removal and riparian alteration. Discuss direct and
indirect environmental effects from physical modification of water features. Identify
measures to avoid, minimize, or mitigate environmental effects to surface water
features, including in-water Best Management Practices that are proposed to avoid or
minimize turbidity/sedimentation while physically altering the water features. Discuss
how the project will change the number or type of watercraft on any water body,
including current and projected watercraft usage.
There are no other anticipated effects or alterations to surface water features.
12.Contamination/Hazardous Materials/Wastes:
a.Pre-project site conditions - Describe existing contamination or potential environmental
hazards on or in close proximity to the project site such as soil or ground water
contamination, abandoned dumps, closed landfills, existing or abandoned storage tanks, and
hazardous liquid or gas pipelines. Discuss any potential environmental effects from pre-
project site conditions that would be caused or exacerbated by project construction and
operation. Identify measures to avoid, minimize or mitigate adverse effects from existing
contamination or potential environmental hazards. Include development of a Contingency
Plan or Response Action Plan.
According to the MPCA ‘What’s in my Neighborhood’ data base there is no hazardous waste on or
adjacent to the property. However, it is assumed that the current agricultural use produces some
subsurface contamination from surface uses. This may include the use of fertilizers, herbicides and
pesticides typical of agricultural use. These types of chemicals are typically applied in diluted
concentrations over a large area and usually degrade over one growing season. It is assumed that
these will not adversely affect the property.
b.Project related generation/storage of solid wastes - Describe solid wastes generated/stored
during construction and/or operation of the project. Indicate method of disposal. Discuss
potential environmental effects from solid waste handling, storage and disposal. Identify
measures to avoid, minimize or mitigate adverse effects from the generation/storage of solid
waste including source reduction and recycling.
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This project will produce solid waste typical of a single family residential home. Based upon a
solid waste generation rate of 2.2 pounds per day per person the development will generate 2696
pounds of solid waste per day. All solid waste will be collected by private haulers as required by
the City. The City does have a recycling program and encourages homeowners to recycle.
During the construction phase the Contractor will be required to dispose of all solid waste
generated off-site per the requirements of the authorizing authorities.
c.Project related use/storage of hazardous materials - Describe chemicals/hazardous materials
used/stored during construction and/or operation of the project including method of storage.
Indicate the number, location and size of any above or below ground tanks to store
petroleum or other materials. Discuss potential environmental effects from accidental spill
or release of hazardous materials. Identify measures to avoid, minimize or mitigate adverse
effects from the use/storage of chemicals/hazardous materials including source reduction
and recycling. Include development of a spill prevention plan.
Currently, there are no known hazardous wastes used or stored on the site. During the
construction phases the Contractor will not be allowed to store hazardous materials on the site. A
single family residential use typically does not store or dispose of hazardous waste.
d.Project related generation/storage of hazardous wastes - Describe hazardous wastes
generated/stored during construction and/or operation of the project. Indicate method of
disposal. Discuss potential environmental effects from hazardous waste handling, storage,
and disposal. Identify measures to avoid, minimize or mitigate adverse effects from the
generation/storage of hazardous waste including source reduction and recycling.
Currently, there are no known hazardous materials generated on the site. A single family
residential use typically does not generate hazardous material.
13.Fish, wildlife, plant communities, and sensitive ecological resources (rare features):
a.Describe fish and wildlife resources as well as habitats and vegetation on or in near the site.
The project site is currently used for agricultural purposes. The existing tree rows would be the
only areas that would be suitable for wildlife habitat. Wildlife typical of wooded areas would
include birds, mice, squirrels, rabbits, deer and other small mammals native to suburban areas. As
stated earlier, there are no wetlands or other water surface features on the site, therefore, no fish or
other aquatic wildlife is present. The existing greenway corridor in the center of the project area
will be protected and dedicated at public open space. No future residential lots will be platted into
this protected area.
The southwest corner of the site slopes down to the west. This area contains grasslands with
intermittent trees. This area is not proposed to be disturbed by the proposed development and will
remain in its natural state. This area will be protected with erosion control measures to preserve
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the grassland. However, the City is planning to extend 95 Street to the west through this area.
The street extension is not proposed as part of this project but will be proposed by the City in the
future.
b.Describe rare features such as state-listed (endangered, threatened or special concern) species,
native plant communities, Minnesota County Biological Survey Sites of Biodiversity
Significance, and other sensitive ecological resources on or within close proximity to the site.
Provide the license agreement number (LA-) and/or correspondence number (ERDB # 20140358)
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from which the data were obtained and attach the Natural Heritage letter from the DNR. Indicate
if any additional habitat or species survey work has been conducted within the site and describe
the results.
A Natural Heritage Information System (NHIS) database query request was submitted to the
MNDNR. Appendix B contains the NHIS query results. The query results indicate that the North
American racer (Coluber constrictor) and the western Fox snake (Pantherophis vulpine) have
been documented in the vicinity of the proposed project side. Given the presence of the rare
snakes, the DNR recommends that the use of erosion control mesh, in any, be limited to wild-life
friendly materials.
A portion of the southwest corner of the site contains an area that the Minnesota Biological Survey
(MBS) has identified as a Site of Moderate Biodiversity Significance. This portion of the site will
have no impact by the single family development as the proposed lots are deeper in this corner to
preserve existing vegetation. However, in 2008 the City completed a Scoping Study for the
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extension of 95 Street South to the west. The preferred alignment is incorporated into the
residential development plan within this southwest corner of the site. Impact to this area may be
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caused by the City’s extension of 95 Street South.
The project site is adjacent to a Central Region Regionally significant Ecological Area that is
ranked high. The City has guided this property as a transitional land use area. The single family
development is not anticipated to impact adjacent sites.
c.Discuss how the identified fish, wildlife, plant communities, rare features and ecosystems may
be affected by the project. Include a discussion on introduction and spread of invasive species
from the project construction and operation. Separately discuss effects to known threatened and
endangered species.
Due to the historic agricultural use of the property, impacts to rare features are anticipated to
be minimal. Impacts to wildlife during the construction phase will be short term due to noise
and vehicle movement. No species relocation is anticipated. The project will not introduce the
spread of invasive species of vegetation.Development will utilize wild-life friendly erosion
control materials.
d.Identify measures that will be taken to avoid, minimize, or mitigate adverse effects to fish,
wildlife, plant communities, and sensitive ecological resources.
The project is proposed to be phased over a six year period. Each phase will provide
erosion protection to adjacent phases (wild-life friendly materials). This will minimize
impacts to wildlife. Completed residential areas usually include tree growth and some
landscaping. These features do provide some new habitat and will allow birds and some
small wildlife to dwell within the completed development.
14.Historic properties:
Describe any historic structures, archeological sites, and/or traditional cultural properties on or in
close proximity to the site. Include: 1) historic designations, 2) known artifact areas, and 3)
architectural features. Attach letter received from the State Historic Preservation Office (SHPO).
Discuss any anticipated effects to historic properties during project construction and operation.
Identify measures that will be taken to avoid, minimize, or mitigate adverse effects to historic
properties.
The Minnesota State Historic Preservation Office (SHPO) was contacted regarding known historic or
archaeological sites within the vicinity of the project area. The Minnesota Archaeological Inventory
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and Historic Structures Inventory were queried, which found no known archeological sites within the
identified in the search. Four historic properties were found in the vicinity of the site but not located
on the project area. Appendix C contains a copy of the SHPO query.
15.Visual:
Describe any scenic views or vistas on or near the project site. Describe any project related visual
effects such as vapor plumes or glare from intense lights. Discuss the potential visual effects from the
project. Identify any measures to avoid, minimize, or mitigate visual effects.
The southwest corner of the site includes a sloped area which overlooks the Mississippi River. This
sloped area is not proposed to be disturbed. Development is restricted along the top of the slope area
to preserve the grasslands. A park area is proposed in the west central portion of the site. A natural
ravine is located within this proposed park area and a bluff overlook has been incorporated as an
amenity as part of the park design. Visitors to the park will be able to view the river valley to the west.
The proposed project will not eliminate any visual effects, but will provide a park area to preserve the
view over the Mississippi River valley.
Street lighting typical of residential neighborhoods in Cottage Grove will be installed. Artificial
lighting used during the development and construction process will be used sparingly and will be
shielded from any nearby residential receptors. There are no other anticipated adverse visual
impacts anticipated related to this project.
16.Air:
a.Stationary source emissions - Describe the type, sources, quantities and compositions of any
emissions from stationary sources such as boilers or exhaust stacks. Include any hazardous air
pollutants, criteria pollutants, and any greenhouse gases. Discuss effects to air quality including
any sensitive receptors, human health or applicable regulatory criteria. Include a discussion of
any methods used assess the project’s effect on air quality and the results of that assessment.
Identify pollution control equipment and other measures that will be taken to avoid, minimize, or
mitigate adverse effects from stationary source emissions.
The proposed project is not anticipated to generate stationary source emissions.
b. Vehicle emissions - Describe the effect of the project’s traffic generation on air emissions.
Discuss the project’s vehicle-related emissions effect on air quality. Identify measures (e.g. traffic
operational improvements, diesel idling minimization plan) that will be taken to minimize or
mitigate vehicle-related emissions.
The proposed project will generate an increase in carbon monoxide levels due to an increase in
passenger vehicle trips. The project will not require an indirect source permit. There are no
measures planned to mitigate for the vehicle related emissions being considered.
c. Dust and odors - Describe sources, characteristics, duration, quantities, and intensity of dust and
odors generated during project construction and operation. (Fugitive dust may be discussed under
item 16a). Discuss the effect of dust and odors in the vicinity of the project including nearby
sensitive receptors and quality of life. Identify measures that will be taken to minimize or mitigate
the effects of dust and odors.
Fugitive dust will be generated during the construction phase on the site. Contractors will be
required to control during construction activities by providing water trucks and minimizing the
areas which are disturbed. The contractor will also be limited to hours of work by State and City
Code noise standards. Dust generation will be short term. The project is not anticipated to
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generate odors.
17.Noise
Describe sources, characteristics, duration, quantities, and intensity of noise generated during project
construction and operation. Discuss the effect of noise in the vicinity of the project including 1)
existing noise levels/sources in the area, 2) nearby sensitive receptors, 3) conformance to state noise
standards, and 4) quality of life. Identify measures that will be taken to minimize or mitigate the
effects of noise.
Noise will be generated during the construction process and will be typical of construction
equipment. The noise will be temporary and will cease upon completion of the project. The City has
established daily working house which the Contractor will be required to follow. The nearest
receptors of noise are the existing single family residents adjacent to the proposed development.
The noise levels would stay within state noise standards. Appropriate measures would be taken to
minimize noise impacts, such as maintained equipment, mufflers and work occurring allowed hours
only.
18.Transportation
a.Describe traffic-related aspects of project construction and operation. Include: 1) existing and
proposed additional parking spaces, 2) estimated total average daily traffic generated, 3)
estimated maximum peak hour traffic generated and time of occurrence, 4) indicate source of trip
generation rates used in the estimates, and 5) availability of transit and/or other alternative
transportation modes.
1) No parking spaces exist on site. Proposed parking Spaces: No parking lots are proposed for
the single family residential subdivision. Parking for residents is included within the garage
spaces (two and three stall garages are typical) and on driveways. Ample parking is available
within adjacent streets for visitors.
2) A Traffic Impact Study was prepared to determine if improvements are needed to nearby
intersections that may be impacted by traffic from the proposed development.(See Appendix
th
D). Based upon the methods and rates published in the ITE Trip Generation Manual, 9
Edition the project will generate 1,780 vehicles entering and 1,780 vehicles exiting the
subdivision per day. Traffic is anticipated to be slightly less during weekends.
3) Peak traffic hours in and around the project area are anticipated to be the morning and
evening rush hours. Morning rush hour is estimated to be from 7:30 to 8:30 AM and
generate 70 vehicles entering and 210 vehicles exiting the subdivision. The evening rush
hour is estimated to be from 4:30 to 5:30 PM and generate 236 vehicles entering and 138
vehicles exiting the subdivision.
4) Trip generation is estimated based upon the average rates in the ITE Trip Generation
th
Manual, 9 edition.
5) Metro Transit provides express bus service to downtown St. Paul and downtown
Minneapolis on weekdays. The express rout is #365. The Cottage Grove connection is at the
Cottage Grove Park & Ride station located at 7500 W. Point Douglas Road. The Park &
Ride is located approximately two miles from the project site.
b.Discuss the effect on traffic congestion on affected roads and describe any traffic improvements
necessary. The analysis must discuss the project’s impact on the regional transportation system.
If the peak hour traffic generated exceeds 250 vehicles or the total daily trips exceeds 2,500, a
traffic impact study must be prepared as part of the EAW. Use the format and procedures
described in the Minnesota Department of Transportation’s Access Management Manual, Chapter
5(available at: http://www.dot.state.mn.us/accessmanagement/resources.html) or a similar local
guidance,
13
The results of the Traffic Impact Study show the forecast traffic from the proposed
development will have little impact on the operations of the study intersections. All of the
study intersections will operate acceptably upon completion of the development.
c.Identify measures that will be taken to minimize or mitigate project related transportation effects.
th
The City prepared a Scoping Study for the extension of 95 Street west of Hadley Ave. to the
th
intersection of Grey Cloud Trail. 95 Street is proposed to be a major collector road which will
eventually be a major east-west corridor providing access from Grey Cloud Trail near the City of
th
St. Paul Park to Jamaica Ave. which connects to US Hwy10/ 61. The extension of 95 St. will
provide a desirable access to and from the development in lieu of the northerly access through the
existing residential area.
The City is also planning on improving Hadley Ave. along the east side of the development from
thth
90 St. south to 100 St. The improvements include right and left turn lanes and pedestrian trails.
As a condition of City approval, the Developer will be participating in a portion of the cost for the
improvements to Hadley Ave.
The Traffic Impact Study recommends that ‘STOP’ signs should be added where the new roads
from the development connect to existing roads.
19.Cumulative potential effects:
(Preparers can leave this item blank if cumulative potential effects are
addressed under the applicable EAW Items)
a.Describe the geographic scales and timeframes of the project related environmental effects that
could combine with other environmental effects resulting in cumulative potential effects.
The proposed project is not anticipated to cause potential cumulative effects. The City’s
Comprehensive Plan and utility plans are based upon cumulative development actions. The
impacts have been evaluated and properties have been developed consistent with the Plan. This
development is consistent with the Comprehensive Land Use Plan for single family
development in the project area.
b.Describe any reasonably foreseeable future projects (for which a basis of expectation has been
laid) that may interact with environmental effects of the proposed project within the geographic
scales and timeframes identified above.
There are no known or anticipated future projects that would potentially cause cumulative
effects in the area.
c.Discuss the nature of the cumulative potential effects and summarize any other available
information relevant to determining whether there is potential for significant environmental
effects due to these cumulative effects.
No cumulative effects are anticipated from this proposed project.
20.Other potential environmental effects:
If the project may cause any additional environmental
effects not addressed by items 1 to 19, describe the effects here, discuss the how the environment will
be affected, and identify measures that will be taken to minimize and mitigate these effects.
No other potential environmental impacts have been identified.
14
RGU CERTIFICATION.
(The Environmental Quality Board will only accept SIGNEDEnvironmental
Assessment Worksheets for public notice in the EQB Monitor.)
I hereby certify that:
The information contained in this document is accurate and complete to the best of my
knowledge.
The EAW describes the complete project; there are no other projects, stages or components other
than those described in this document, which are related to the project as connected actions or
phased actions, as defined at Minnesota Rules, parts 4410.0200, subparts 9c and 60, respectively.
Copies of this EAW are being sent to the entire EQB distribution list.
Signature Date
Title
15
AppendixA
MapsandConceptPlan
W:\2014\14147\CADD DATA\SURVEY
Plotted: 08 /21 / 2014 4:18 PM
W:\2014\14147\CADD DATA\SURVEY
Plotted: 08 /21 / 2014 4:22 PM
AppendixB
NaturalHeritageInformationSystem(NHIS)queryresults
AppendixC
MinnesotaStateHistoricPreservationOffice(SHPO)queryresults
)<,-&-8(
Traffic Impact Study
Riverstone Residential
Cottage Grove, MN
I hereby certify that this report was prepared by me
or under my direct supervision, and that I am a duly
Licensed Professional Engineer under the laws of
the State of Minnesota.
By: __________________________________
Michael P. Spack, P.E., P.T.O.E.
License No. 40936
Date: July 28, 2014
PO Box 16269St. Louis Park, MN 55426 888-232-5512 www.SpackConsulting.com
zzz
Executive Summary
Background: A 374 lot single family home subdivision named Riverstone
is proposed to be built on a 160 acre plot west of Hadley Avenue and
thth
between 90 Street and 95 Street in Cottage Grove, MN. The
development is anticipated to be built and occupied by 2019. The purpose
of this study is to determine if improvements are needed to nearby
intersections that may be impacted by traffic from the built out subdivision.
Results: The traffic impacts of the proposed subdivision on the study
intersections were analyzed in the 2019 build-out condition. The principal
findings are:
i. The forecast traffic from the proposed development will have little
impact on the operations of the study intersections.
ii. All study intersections will operate acceptably through the 2019 build-
out condition.
th
Recommendations: The capacity analyses show the Hadley Avenue/95
Street intersection will operate acceptably in the 2019 Build scenarios,
however an offset intersection like this could cause safety issues. The
intersection should be monitored to determine when it should be
th
reconstructed. When 95 Street is reconstructed west of Hadley Avenue
th
it should be built to align with 95 Street east of Hadley Avenue.
Other than constructing the roadways per the subdivision site plan, no
modifications are needed to be made by the developer to the study
intersections (such as adding turn lanes or installing traffic signals). For
the new roadways being added, stop signs should be placed on Grenadier
thndth
Avenue at 90 Street, on 92 Street at Hadley Avenue, on 94 Street at
th
Hadley Avenue and on 95 Street at Grenadier Avenue/Mississippi Dunes
Boulevard.
TABLEOFCONTENTS
1.Introduction...............................................................................1
2.ProposedDevelopment............................................................1
3.AnalysisofExistingConditions...............................................2
4.ProjectedTraffic........................................................................4
5.TrafficandImprovementAnalysisfor2019Scenarios..........5
6.ConclusionsandRecommendations.......................................7
7.Appendix....................................................................................8
LISTOFTABLES
1
Table1–ExistingPeakHourLevelofService(LOS).....................................4
1
Table2–2019LevelofService(LOS).............................................................6
Table3-DailyTrafficVolumes..........................................................................7
1.Introduction
a.PurposeofStudy
A374lotsinglefamilyhomesubdivisionnamedRiverstoneisproposedto
th
bebuiltona160acreplotwestofHadleyAvenueandbetween90Street
th
and95StreetinCottageGrove,MN.Thepurposeofthisstudyisto
determineifimprovementsareneededtonearbyintersectionsthatmaybe
impactedbytrafficfromthebuiltoutsubdivision.
b.StudyObjectives
Theobjectivesofthisstudyare:
i.Documenthowthestudyintersectionscurrentlyoperate.
ii.Forecasttheamountoftrafficexpectedtobegeneratedbythe
proposeddevelopment.
iii.Determinehowthestudyintersectionswilloperateintheyear2019
withnodevelopmenttraffic.
iv.Determinehowthestudyintersectionswilloperateintheyear2019
withdevelopmenttraffic.
v.Recommendimprovements,ifneeded.
Thestudyintersectionsare:
th
i.90Street/GrenadierAvenue
th
ii.HadleyAvenue/90Street
nd
iii.HadleyAvenue/92Street
th
iv.HadleyAvenue/94Street
th
v.HadleyAvenue/95Street
th
vi.95Street/GrenadierAvenue/MississippiDunesBoulevard
2.ProposedDevelopment
a.SiteLocation
th
ThesiteislocatedwestofHadleyAvenueandbetween90Streetand
th
95StreetinCottageGrove,Minnesota(seeFigure1intheAppendix).
b.LandUseIntensityandDevelopmentTiming
Theproposedsitewillhave374singlefamilyhomesandaparkona160
acreplot.AconceptualsiteplanisshowninFigure2intheAppendix.
Thefulldevelopmentisanticipatedtobebuiltoutby2019andwillhave
ththnd
accessesatGrenadierAvenueat90Streetand95Street,92Streetat
th
HadleyAvenueand94StreetatHadleyAvenue.
1
3.AnalysisofExistingConditions
a.TransportationNetworkCharacteristics
HadleyAvenueSouthisalsoCottageGroveMunicipalStateAidStreet
107andisaMajorCollector.Itisatwolane,undividedroadwitha35
mphspeedlimitnearthesite,transitioningtoa30mphspeedlimitnorth
thth
of90Streetanda40mphspeedlimitsouthof95Street.Thereisan
th
elementaryschoolontheeastsideofHadleyAvenuesouthof90Street,
sothespeedlimitonHadleyAvenueinthatareais20mphwhenchildren
arepresent.
thndth
GrenadierAvenue,90StreetSouth,92StreetSouth,94StreetSouth
andMississippiDunesBoulevardarealllocal,twolane,undividedroads
with30mphspeedlimitsnearthesite.
th
95StreetSoutheastofHadleyAvenueisalsoCottageGroveMunicipal
StateAidStreet111andisaMajorCollector.Itisafourlane,undivided
th
roadwitha35mphspeedlimitnearthesite.WestofHadleyAvenue,95
StreetSouthisalocal,twolane,undividedroadwitha30mphspeedlimit.
Allstudyintersectionsaretwo-waystopcontrolledwithstopsignsonthe
th
minorapproachesexceptfortheHadleyAvenue/90Streetintersection
th
whichisanall-waystopandthe95Street/GrenadierAvenue/Mississippi
DunesBoulevardintersectionwhichisuncontrolledbutonlycurrentlyhas
th
twolegs.95StreetiscurrentlyslightlyoffsetoneithersideofHadley
th
Avenue,buttheHadleyAvenue/95Streetintersectionwasmodeledasa
traditionalintersectioninthisstudy.
ExistingtrafficcontrolandtravellanesareshowninFigure3inthe
Appendixforeachstudyintersection.
b.TrafficVolumes
Intersectionvideowascollectedateachofthestudyintersectionsunder
normalweekdayconditionsonTuesday,July22,2014whentherewas
clearweather.Usingthesevideos,24hourturningmovementcounts
th
werecollectedatthe90Street/GrenadierAvenueandHadley
th
Avenue/90Streetintersections.Basedonthoseturningmovement
counts,peakperiodturningmovementcountsweredoneattheremaining
intersections.Thepeakhoursforeachintersectionwerefoundtobe:
th
x
90Street/GrenadierAvenue:9:00to10:00a.m.&6:15to7:15
p.m.
th
x
HadleyAvenue/90Street:6:30to7:30a.m.&4:45to5:45p.m.
nd
x
HadleyAvenue/92Street:6:30to7:30a.m.&5:00to6:00p.m.
th
x
HadleyAvenue/94Street:7:00to8:00a.m.&4:45to5:45p.m.
th
x
HadleyAvenue/95Street:7:00to8:00a.m.&5:00to6:00p.m.
2
th
TrafficcountsfromtheHadleyAvenue/95Streetintersectionwere
th
carriedovertothe95Street/GrenadierAvenue/MississippiDunes
Boulevardintersectionsinceitcurrentlyoperatesasatwolegintersection
withnoturnsbetweenitandHadleyAvenue.
Theturningmovementcountdatafromthecountsarecontainedinfifteen
minuteintervalsintheAppendix.
SincetheturningmovementcountsweredoneinJulywhenschoolisnot
insession,additionaltrafficwasestimatedandaddedtoaccountforthe
PineHillElementarySchoollocatedontheeastsideHadleyAvenue
thnd
between90Streetand92Street.Trafficvolumeswereestimatedfor
th
theschoolusingratespublishedintheITETripGenerationManual,9
Edition.Thesevolumeswerethenaddedtothestudyroadwaysbasedon
atripdistributionthatwasestimatedusingthePineHillElementary
attendancearea.Thesevolumeswereaddedtotheexistingtraffic
volumes and can be seen in the “Other Volume” portions of the capacity
analysissectionoftheAppendix.
c.LevelofService
Anintersectioncapacityanalysiswasconductedfor
LOSA
theexistingintersectionspertheHighwayCapacity
Manual,2010. Intersections are assigned a “Level of
Service” letter grade for the peak hour of traffic based
onthenumberoflanesattheintersection,traffic
volumes,andtrafficcontrol.LevelofServiceA(LOS
A)representslighttrafficflow(freeflowconditions)
LOSC
whileLevelofServiceF(LOSF)representsheavy
trafficflow(overcapacityconditions).LOSDat
intersectionsistypicallyconsideredacceptableinthe
TwinCitiesregion.Individualmovementsarealso
assignedLOSgrades.Oneormoreindividual
LOSD=Acceptable
movementstypicallyoperateatLOSFwhenthe
overallintersectionisoperatingacceptablyatLOSD.
ThepicturesontheleftrepresentsomeoftheLOS
grades(fromasignalcontrolledintersectioninSan
Jose,CA).TheseLOSgradesrepresenttheoverall
LOSF=Unacceptable
intersectionoperation,notindividualmovements.
TheLOSresultsfortheexistingstudyhoursare
showninTable1.Thesearebasedontheexisting
trafficcontrolandlaneconfigurationsasshownin
Source:Cityof
SanJose,CA
Figure3intheAppendix.Theexistingturning
movementvolumesfromtheAppendixwereusedintheLOScalculations.
TheLOScalculationsweredoneinaccordancewiththeHighwayCapacity
TM
Manual2010usingVISTROsoftware.ThecompleteLOScalculations,
3
whichincludegradesforindividualmovements,areincludedinthe
Appendix.ThestudyintersectionscurrentlyoperateacceptablyatLOSA
orbetterwithallmovementsoperatingatLOSCorbetter.
1
Table1–ExistingPeakHourLevelofService(LOS)
IntersectionA.M.PeakP.M.Peak
th
90St/GrenadierAveA(a)A(a)
th
HadleyAve/90StA(b)A(a)
nd
HadleyAve/92StA(b)A(b)
th
HadleyAve/94StA(b)A(b)
th
HadleyAve/95StA(b)A(c)
th
95St/GrenadierAve/MississippiDunesBlvdA(a)A(a)
1
ThefirstletteristheLevelofServicefortheintersection.Thesecondletter
(inparentheses)istheLevelofServicefortheworstoperatingmovement.
Note–TheseanalysesaccountforestimatedPineHillElementarySchooltraffic.
4.ProjectedTraffic
a.SiteTrafficForecasting
Atripgenerationanalysiswasperformedforthedevelopmentsitebased
th
onthemethodsandratespublishedintheITETripGenerationManual,9
Edition.BasedonLandUseCode210,the374singlefamilyhomeswill
generate:
x
1,780vehiclesenteringand1,780vehiclesexitingthesubdivision
perday
x
70vehiclesenteringand210vehiclesexitingthesubdivisionin
thea.m.peakhour
x
236vehiclesenteringand138vehiclesexitingthesubdivisionin
thep.m.peakhour
Atripdistributionpatternwasdevelopedforthegeneratedtrafficfromthe
site.Thispatternisbasedonexistingtrafficcountsaswellastakinginto
accountsiteaccessandaccesstotheregionaltransportationsystem.
Thetripdistributionpatternis:
x
30%to/fromthenorthonGrenadierAvenue
x
40%to/fromthenorthonHadleyAvenue
th
x
30%to/fromtheeaston95Street
ThistripdistributionpatterncanbeseeninFigure4intheAppendix.A
detailedtripdistributionpatternshowingvehicleroutingthroughthestudy
networkcanbeseeninFigure5intheAppendix.Thetrafficgeneratedby
thesitedevelopmentwasassignedtothearearoadwaysperthis
distributionpattern.
4
b.Non-siteTrafficForecasting
In2011,Mn/DOTassigneda20yeargrowthrateof1.4,ora40%
increasetoWashingtonCounty.Thisgrowthrateequatestoa1.7%
annuallycompoundedrate.Usingthisgrowthrateandincreasingyear
2014trafficcountsto2019forecastswouldrequirea9%increase.This
growthratewasappliedtotheexistingtrafficcountstodevelopthe2019
No-Buildtrafficvolumes.Theresultant2019No-Buildpeakhourforecasts
areshownintheAppendixunderthecapacityanalysissectionforeach
scenario.
c.TotalTraffic
Trafficforecastsweredevelopedfortheyear2019BuildScenariosby
addingthetrafficgeneratedbytheproposeddevelopmenttothe2019No-
Buildvolumes.Theresultant2019Buildpeakhourforecastsareshownin
theAppendixunderthecapacityanalysissectionforeachscenario.
5.TrafficandImprovementAnalysisfor2019Scenarios
a.LevelofServiceAnalysis
TheLOSresultsforthe2019ScenariostudyhoursareshowninTable2.
Thesearebasedontheexistingtrafficcontrolandlaneconfigurationsat
nd
thestudyintersectionswiththeadditionofawesternlegatboththe92
th
Streetand94StreetintersectionsonHadleyAvenueandanextensionof
thth
GrenadierAvenuefrom90Streetto95Street.Forthisanalysis,stop
ndth
signswereplacedon92Streetand95StreetatHadleyAvenue,on
thth
GrenadierAvenueat90Streetandon95StreetatGrenadier
Avenue/MississippiDunesBoulevard.Thesestopsignlocationsmirror
th
existingstopsignlocationswiththeexceptionofthethree-legged95
Street/GrenadierAvenue/MississippiDunesBoulevardintersectionin
whichcasethestopsignwasplacedonthewestboundapproach.The
intersectionlayoutscanbeseeninthecapacityanalysissectionofthe
AppendixfortheBuildscenarios.
The City of Cottage Grove’s 2030 Comprehensive Plan shows Grenadier
Avenue(akaMississippiDunesBlvd)isproposedtobeextendeddownto
thth
100Streetand95Streetisproposedtobeextendedtothewestof
th
GrenadierAvenueandcurvenorthtomeet85Street.Thesetworoad
extensionswerenotassumedtobecompletedby2019andarenot
includedintheanalysis.
Theforecastturningmovementvolumesforthe2019peakhourscenarios
asshownintheAppendixwereusedintheLOScalculations.TheLOS
calculationsweredoneinaccordancewiththe2010HighwayCapacity
TM
ManualusingVISTROsoftware.ThecompleteLOScalculations,which
5
includequeuelengthsandgradesforindividualmovements,areincluded
intheAppendix.
1
Table2–2019LevelofService(LOS)
A.M.PeakHourP.M.PeakHour
Intersection
No-No-
BuildBuild
BuildBuild
th
90St/GrenadierAveA(a)A(b)A(a)A(b)
th
HadleyAve/90StB(b)B(b)A(b)B(b)
nd
HadleyAve/92StA(b)A(c)A(c)A(c)
th
HadleyAve/94StA(b)A(b)A(b)A(c)
th
HadleyAve/95StA(c)A(c)A(c)A(c)
th
95St/GrenadierAve/MississippiDunesBlvdA(a)A(a)A(a)A(a)
1
ThefirstletteristheLevelofServicefortheintersection.Thesecondletter
(inparentheses)istheLevelofServicefortheworstoperatingmovement.
AsshowninTable2,allstudyintersectionsareforecasttooperate
acceptablyatLOSAorBwithallmovementsatLOSCorbetter.The
addedtrafficfromtheproposeddevelopmentisnotforecasttocauseany
problemsatthestudyintersections.
TheCityofCottageGroveintheirFutureVision2030Comprehensive
th
Planhasidentified95StreetwestofHadleyAvenueshouldbe
th
reconstructedtoalignwith95Street
th
Thetwolane95StreetwestofHadleyAvenueisoffsetapproximately
thth
fifteenfeetfromthefourlane95StreeteastofHadleyAvenue.95
StreetisdesignatedasamajorcollectorbytheCityofCottageGroveand
isanticipatedtobereconstructedwestofHadleyAvenueastraffic
volumeswarrant.AlthoughthecapacityanalysesshowtheHadley
th
Avenue/95Streetintersectionwilloperateacceptablyinthe2019Build
scenarios,anoffsetintersectionlikethiscouldcausesafetyissues.The
intersectionshouldbemonitoredtodeterminewhenitshouldbe
th
reconstructed.When95StreetisreconstructedwestofHadleyAvenue
th
itshouldbebuilttoalignwith95StreeteastofHadleyAvenue.
b.DailyTrafficVolumes
Existingaveragedailytrafficvolumesweretakenfromthetwo24hour
th
countsdoneatthe90StreetintersectionsatHadleyAvenueand
GrenadierAvenue.Thesevolumeswerethenforecastforthe2019No-
Buildscenariousingthegrowthratediscussedinsection4.b.The2019
BuildvolumeswerethenforecastandthevolumescanbeseeninTable
3.Table3alsoshowsestimatedcapacityvolumesbasedontheHighway
CapacityManual2010.AsshowninTable3,noroadsegmentsnearthe
siteareexpectedtoexceedcapacitythroughthe2019Buildscenario.
6
Table3-DailyTrafficVolumes
2019Volumedue2019
+
RoadNameSegmentLocationCapacityExisting*No-BuildtoProjectBuild
12,700–
th
HadleyAveNorthof90St5,1505,6001,4007,000
16,400
12,700–
th
HadleyAveSouthof90St5,9006,4501,2507,700
16,400
12,700–
th
GrenadierAveNorthof90St2002001,0501,250
16,400
12,700–
th
GrenadierAveSouthof90St001,2501,250
16,400
12,700–
th
90StWestofHadleyAve9001,0002001,200
16,400
Numbersroundedtothenearest50.
+
LOSDtoLOSERangeforUrbanStreets–From
2010HighwayCapacityManual
*July2014TurningMovementCounts-Source:SpackConsulting,seeAppendixB
ItcanbenotedthatTable3showsthevolumesonGrenadierAvenuenorthof
th
90Streetincreasingfrom200vehiclesperdaynowtoaforecast1,250vehicles
perdayinthe2019Buildscenario.TheCityofCottageGroveintheirFuture
Vision2030ComprehensivePlanhasidentifiedthesectionofGrenadierAvenue
thth
between85Streetandthefutureextensiondownto100Streetasaproposed
MinorCollector.Withthatdesignation,1,250vehiclesperdayisacceptable.
6.ConclusionsandRecommendations
Thetrafficimpactsoftheproposedsubdivisiononthestudyintersectionswere
analyzedinthe2019build-outconditions.Theprincipalfindingsare:
i.Theforecasttrafficfromtheproposeddevelopmentwillhavelittleimpact
ontheoperationsofthestudyintersections.
ii.Allstudyintersectionswilloperateacceptablythroughthe2019build-out
condition.
th
ThecapacityanalysesshowtheHadleyAvenue/95Streetintersectionwill
operateacceptablyinthe2019Buildscenarios,howeveranoffsetintersection
likethiscouldcausesafetyissues.Theintersectionshouldbemonitoredto
th
determinewhenitshouldbereconstructed.When95Streetisreconstructed
th
westofHadleyAvenueitshouldbebuilttoalignwith95StreeteastofHadley
Avenue.
Otherthanconstructingtheroadwaysperthesubdivisionsiteplan,noadditional
modificationsareneededtobemadebythedevelopertothestudyintersections
(suchasaddingturnlanesorinstallingtrafficsignals).Forthenewroadways
th
beingadded,stopsignsshouldbeplacedonGrenadierAvenueat90Street,on
ndthth
92StreetatHadleyAvenue,on94StreetatHadleyAvenueandon95Street
atGrenadierAvenue/MississippiDunesBoulevard.
7
7.Appendix
A.Figures1-5
B.TrafficCounts
C.CapacityAnalysisBackup
x
AMExisting
x
PMExisting
x
AM2019No-Build
x
PM2019No-Build
x
AM2019Build
x
PM2019Build
8
Appendix A - Figures
Figure1
LocationMaps
North
NoScale
StudyArea
ProposedSite
Traffic Impact StudyRiverstone Residential
A
1
Appendix A - Figures
Figure3
ExistingLanes&TrafficControl
2
1
90thSt
3
92ndSt
4
94thSt
5
6
95thSt
Traffic Impact StudyRiverstone Residential
A
3
Appendix A - Figures
Figure4
TripDistribution
North
NoScale
40%
30%
90thSt
92ndSt
RiverstoneSite
94thSt
30%
95thSt
LEGEND
=Entering/ExitingPercentage
XX%
=StudyIntersection
Traffic Impact StudyRiverstone Residential
A
4
Appendix A - Figures
Figure5
DetailedTripDistribution
North
NoScale
5%
90thSt
5%
RiverstoneSite
92ndSt
20%
10%
94thSt
15%
5%
15%
15%
15%
95thSt
15%
LEGEND
X%
=EnteringPercentage
X%
=ExitingPercentage
=StudyIntersection
Traffic Impact StudyRiverstone Residential
A
5
90thSt
OutInTotal
343311654
123
344313657
50257103
00002
50257105
RightThruLeftUTrnPeds
UTrnLeftThruRightPeds
01527700
01100
01427600
579292287
725
572290282
TotalInOut
St90th
90thSt
OutInTotal
187193380
17374
188266454
1919118037
002071
19191200108
RightThruLeftUTrnPeds
UTrnLeftThruRightPeds
186193455
02064
184193391
876456420
261214
850444406
TotalInOut
St90th
92ndSt
OutInTotal
83132215
448
87136223
11501016
00103
11502019
RightThruLeftUTrnPeds
UTrnLeftThruRightPeds
00000
00000
00000
000
000
000
TotalInOut
94thSt
OutInTotal
5083133
189
5191142
6505013
20006
6705019
RightThruLeftUTrnPeds
UTrnLeftThruRightPeds
00002
00002
00000
220
220
000
TotalInOut
95thSt
OutInTotal
325317642
9918
334326660
238294703
12006
239314709
RightThruLeftUTrnPeds
UTrnLeftThruRightPeds
0713510
01200
0703310
207107100
633
20110497
TotalInOut
St95th
Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 1: AM Existing
Report File: C:\...\AM Existing.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A
2Hadley Ave & 90th StAll-way stopHCM2010NBT9.9A
3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.6B
4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.1B
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05014.7B
95th St & Mississippi Dunes
6Two-way stopHCM2010NBR0.0000.0A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
Riverstone Residential
Scenario 1: 1: AM Existing
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):9.7
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00040321700133
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000003600300
Total Hourly Volume [veh/h]00040325300433
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]00010111400121
Total Analysis Volume [veh/h]00040325800473
Pedestrian Volume [ped/h]1101
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00
d_M, Delay for Movement [s/veh]9.209.668.609.229.698.587.330.000.007.340.000.00
Movement LOSAAAAAAAAAAAA
95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.120.120.120.000.000.00
95th-Percentile Queue Length [ft]0.000.000.000.570.570.573.023.023.020.000.000.00
d_A, Approach Delay [s/veh]9.158.940.240.00
Approach LOSAAAA
d_I, Intersection Delay [s/veh]0.66
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):9.9
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]102513081010022511
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]3038704500036900
Total Hourly Volume [veh/h]402891001260100581411
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]1179303403016400
Total Analysis Volume [veh/h]433141101370110631511
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]2.300.630.310.08
95th-Percentile Queue Length [ft]57.4915.677.871.94
Approach Delay [s/veh]10.758.538.128.48
Approach LOSBAAA
Intersection Delay [s/veh]9.85
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):12.6
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameHadley AveHadley Ave92nd St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave92nd St
Base Volume Input [veh/h]2272791036
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.00
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]90007500
Total Hourly Volume [veh/h]31727166036
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]861245010
Total Analysis Volume [veh/h]34528180039
Pedestrian Volume [ped/h]000
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.010.000.000.06
d_M, Delay for Movement [s/veh]0.000.008.000.0012.5710.49
Movement LOSAAAABB
95th-Percentile Queue Length [veh]0.000.000.550.550.180.18
95th-Percentile Queue Length [ft]0.000.0013.7913.794.454.45
d_A, Approach Delay [s/veh]0.000.3410.49
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.82
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):12.1
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameHadley AveHadley Ave94th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave94th St
Base Volume Input [veh/h]1950298023
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.00
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]90007500
Total Hourly Volume [veh/h]28502173023
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]77014706
Total Analysis Volume [veh/h]31002188025
Pedestrian Volume [ped/h]002
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.000.000.03
d_M, Delay for Movement [s/veh]0.000.007.910.0012.0510.15
Movement LOSAAAABB
95th-Percentile Queue Length [veh]0.000.000.540.540.110.11
95th-Percentile Queue Length [ft]0.000.0013.5113.512.682.68
d_A, Approach Delay [s/veh]0.000.0810.15
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.51
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):14.7
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.050
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]1122145342318802451
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]0720156000000018
Total Hourly Volume [veh/h]11941468102318802469
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]0534182815201119
Total Analysis Volume [veh/h]12111574111320902475
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Scenario 1: 1: AM Existing
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.060.000.000.050.020.000.000.010.09
d_M, Delay for Movement [s/veh]7.450.000.007.850.000.0014.6513.669.4912.9213.059.84
Movement LOSAAAAAABBABBA
95th-Percentile Queue Length [veh]0.550.550.550.490.490.490.220.220.220.040.040.30
95th-Percentile Queue Length [ft]13.6613.6613.6612.2312.2312.235.625.625.621.001.007.54
d_A, Approach Delay [s/veh]0.033.0914.3410.07
Approach LOSAABB
d_I, Intersection Delay [s/veh]3.47
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):0.0
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameMississippi Dunes Blvd95th St
ApproachNorthboundWestbound
Lane Configuration
Turning MovementRightLeft
Lane Width [ft]12.0012.00
No. of Lanes in Pocket00
Pocket Length [ft]100.00100.00
Speed [mph]30.0030.00
Grade [%]0.000.00
Crosswalknono
Volumes
NameMississippi Dunes Blvd95th St
Base Volume Input [veh/h]268
Base Volume Adjustment Factor1.00001.0000
Heavy Vehicles Percentage [%]3.003.00
Growth Rate1.001.00
In-Process Volume [veh/h]00
Site-Generated Trips [veh/h]00
Diverted Trips [veh/h]00
Pass-by Trips [veh/h]00
Existing Site Adjustment Volume [veh/h]00
Other Volume [veh/h]00
Total Hourly Volume [veh/h]268
Peak Hour Factor0.92000.9200
Other Adjustment Factor1.00001.0000
Total 15-Minute Volume [veh/h]72
Total Analysis Volume [veh/h]289
Pedestrian Volume [ped/h]00
Bicycle Volume [bicycles/h]00
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFree
Flared Lane
Storage Area [veh]00
Two-Stage Gap Acceptance
Number of Storage Spaces in Median00
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.00
d_M, Delay for Movement [s/veh]0.000.00
Movement LOSAA
95th-Percentile Queue Length [veh]0.000.00
95th-Percentile Queue Length [ft]0.000.00
d_A, Approach Delay [s/veh]0.000.00
Approach LOSAA
d_I, Intersection Delay [s/veh]0.00
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Lane Configuration and Traffic Control
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Base Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Other Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Future Total Volume
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Scenario 1: 1: AM Existing
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 2: PM Existing
Report File: C:\...\PM Existing.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A
2Hadley Ave & 90th StAll-way stopHCM2010SBT9.5A
3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00314.4B
4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.0B
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.04415.0C
95th St & Mississippi Dunes
6Two-way stopHCM2010WBL0.0000.0A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
Riverstone Residential
Scenario 2: 2: PM Existing
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):9.7
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.001
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00051122100236
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000001100110
Total Hourly Volume [veh/h]00051123200346
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]000100190092
Total Analysis Volume [veh/h]00051123500377
Pedestrian Volume [ped/h]02200
Bicycle Volume [bicycles/h]0000
Riverstone Residential
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00
d_M, Delay for Movement [s/veh]8.999.708.489.239.728.717.410.000.007.290.000.00
Movement LOSAAAAAAAAAAAA
95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.080.080.080.000.000.00
95th-Percentile Queue Length [ft]0.000.000.000.620.620.621.901.901.900.000.000.00
d_A, Approach Delay [s/veh]9.069.230.400.00
Approach LOSAAAA
d_I, Intersection Delay [s/veh]0.90
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):9.5
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]31150174259870261013
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]1114301300011300
Total Hourly Volume [veh/h]42164204272870371313
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]1145517422010401
Total Analysis Volume [veh/h]46178224296980401413
Pedestrian Volume [ped/h]35022
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]1.281.750.200.08
95th-Percentile Queue Length [ft]31.9843.815.052.05
Approach Delay [s/veh]9.349.978.078.46
Approach LOSAAAA
Intersection Delay [s/veh]9.53
Intersection LOSA
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Scenario 2: 2: PM Existing
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):14.4
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.003
Intersection Setup
NameHadley AveHadley Ave92nd St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave92nd St
Base Volume Input [veh/h]192236280121
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.00
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]26005600
Total Hourly Volume [veh/h]218236336121
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]591109106
Total Analysis Volume [veh/h]237239365123
Pedestrian Volume [ped/h]009
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.030.000.000.03
d_M, Delay for Movement [s/veh]0.000.007.850.0014.389.76
Movement LOSAAAABA
95th-Percentile Queue Length [veh]0.000.001.341.340.100.10
95th-Percentile Queue Length [ft]0.000.0033.3933.392.472.47
d_A, Approach Delay [s/veh]0.000.769.95
Approach LOSAAA
d_I, Intersection Delay [s/veh]0.82
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):13.0
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.007
Intersection Setup
NameHadley AveHadley Ave94th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave94th St
Base Volume Input [veh/h]171122236313
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.00
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]26005600
Total Hourly Volume [veh/h]197122292313
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]54067914
Total Analysis Volume [veh/h]214124317314
Pedestrian Volume [ped/h]005
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.020.000.010.02
d_M, Delay for Movement [s/veh]0.000.007.740.0012.969.55
Movement LOSAAAABA
95th-Percentile Queue Length [veh]0.000.001.021.020.070.07
95th-Percentile Queue Length [ft]0.000.0025.4725.471.821.82
d_A, Approach Delay [s/veh]0.000.5410.15
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.63
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):15.0
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.044
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]0902377139261671181060
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.001.001.001.001.001.001.001.001.001.001.001.00
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]02106220000005
Total Hourly Volume [veh/h]01112383161261671181065
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]0306234474205318
Total Analysis Volume [veh/h]01212590175281781201171
Pedestrian Volume [ped/h]0005
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.060.000.000.040.020.000.050.030.08
d_M, Delay for Movement [s/veh]7.640.000.007.710.000.0015.0214.119.8513.9014.159.33
Movement LOSAAAAAACBABBA
95th-Percentile Queue Length [veh]0.000.000.000.780.780.780.210.210.210.230.230.26
95th-Percentile Queue Length [ft]0.000.000.0019.4419.4419.445.145.145.145.785.786.39
d_A, Approach Delay [s/veh]0.002.3714.5410.75
Approach LOSAABB
d_I, Intersection Delay [s/veh]3.82
Intersection LOSC
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):0.0
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameMississippi Dunes Blvd95th St
ApproachNorthboundWestbound
Lane Configuration
Turning MovementRightLeft
Lane Width [ft]12.0012.00
No. of Lanes in Pocket00
Pocket Length [ft]100.00100.00
Speed [mph]30.0030.00
Grade [%]0.000.00
Crosswalknono
Volumes
NameMississippi Dunes Blvd95th St
Base Volume Input [veh/h]2436
Base Volume Adjustment Factor1.00001.0000
Heavy Vehicles Percentage [%]3.003.00
Growth Rate1.001.00
In-Process Volume [veh/h]00
Site-Generated Trips [veh/h]00
Diverted Trips [veh/h]00
Pass-by Trips [veh/h]00
Existing Site Adjustment Volume [veh/h]00
Other Volume [veh/h]00
Total Hourly Volume [veh/h]2436
Peak Hour Factor0.92000.9200
Other Adjustment Factor1.00001.0000
Total 15-Minute Volume [veh/h]710
Total Analysis Volume [veh/h]2639
Pedestrian Volume [ped/h]00
Bicycle Volume [bicycles/h]00
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFree
Flared Lane
Storage Area [veh]00
Two-Stage Gap Acceptance
Number of Storage Spaces in Median00
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.00
d_M, Delay for Movement [s/veh]0.000.00
Movement LOSAA
95th-Percentile Queue Length [veh]0.000.00
95th-Percentile Queue Length [ft]0.000.00
d_A, Approach Delay [s/veh]0.000.00
Approach LOSAA
d_I, Intersection Delay [s/veh]0.00
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Lane Configuration and Traffic Control
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Base Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Other Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Future Total Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 3: AM 2019 No-Build
Report File: C:\...\AM 2019 No-Build.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010SBT0.0009.7A
2Hadley Ave & 90th StAll-way stopHCM2010NBT10.3B
3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00012.9B
4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00012.3B
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05815.3C
95th St & Mississippi Dunes
6Two-way stopHCM2010NBR0.0000.0A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):9.7
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00040321700133
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000003600300
Total Hourly Volume [veh/h]00040325500443
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]00010111500121
Total Analysis Volume [veh/h]00040326000483
Pedestrian Volume [ped/h]1101
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.000.000.000.000.000.000.000.000.00
d_M, Delay for Movement [s/veh]9.229.688.619.239.708.587.330.000.007.350.000.00
Movement LOSAAAAAAAAAAAA
95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.130.130.130.000.000.00
95th-Percentile Queue Length [ft]0.000.000.000.580.580.583.133.133.130.000.000.00
d_A, Approach Delay [s/veh]9.178.950.240.00
Approach LOSAAAA
d_I, Intersection Delay [s/veh]0.64
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):10.3
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]102513081010022511
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]3038704500036900
Total Hourly Volume [veh/h]413121001330110601411
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]1185303603016400
Total Analysis Volume [veh/h]453391101450120651511
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]2.630.680.340.08
95th-Percentile Queue Length [ft]65.6516.978.401.97
Approach Delay [s/veh]11.308.668.258.58
Approach LOSBAAA
Intersection Delay [s/veh]10.26
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):12.9
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameHadley AveHadley Ave92nd St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave92nd St
Base Volume Input [veh/h]2272791036
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]90007500
Total Hourly Volume [veh/h]33728174039
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]921247011
Total Analysis Volume [veh/h]36629189042
Pedestrian Volume [ped/h]000
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.010.000.000.06
d_M, Delay for Movement [s/veh]0.000.008.060.0012.9410.68
Movement LOSAAAABB
95th-Percentile Queue Length [veh]0.000.000.600.600.200.20
95th-Percentile Queue Length [ft]0.000.0014.9714.974.964.96
d_A, Approach Delay [s/veh]0.000.3710.68
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.86
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):12.3
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameHadley AveHadley Ave94th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave94th St
Base Volume Input [veh/h]1950298023
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]90007500
Total Hourly Volume [veh/h]30302182025
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]82014907
Total Analysis Volume [veh/h]32902198027
Pedestrian Volume [ped/h]002
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.000.000.04
d_M, Delay for Movement [s/veh]0.000.007.950.0012.3510.29
Movement LOSAAAABB
95th-Percentile Queue Length [veh]0.000.000.590.590.120.12
95th-Percentile Queue Length [ft]0.000.0014.6314.632.972.97
d_A, Approach Delay [s/veh]0.000.0810.29
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.53
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):15.3
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.058
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]1122145342318802451
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]0720156000000018
Total Hourly Volume [veh/h]12051573106320902474
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]0564202915201120
Total Analysis Volume [veh/h]122316791153221002480
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.060.000.000.060.020.000.000.010.10
d_M, Delay for Movement [s/veh]7.460.000.007.900.000.0015.3414.159.6713.3113.389.96
Movement LOSAAAAAACBABBA
95th-Percentile Queue Length [veh]0.590.590.590.520.520.520.260.260.260.040.040.33
95th-Percentile Queue Length [ft]14.6514.6514.6513.0913.0913.096.616.616.611.041.048.24
d_A, Approach Delay [s/veh]0.033.1714.9610.20
Approach LOSAABB
d_I, Intersection Delay [s/veh]3.58
Intersection LOSC
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Generated with
Version 2.00-11
Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):0.0
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameMississippi Dunes Blvd95th St
ApproachNorthboundWestbound
Lane Configuration
Turning MovementRightLeft
Lane Width [ft]12.0012.00
No. of Lanes in Pocket00
Pocket Length [ft]100.00100.00
Speed [mph]30.0030.00
Grade [%]0.000.00
Crosswalknono
Volumes
NameMississippi Dunes Blvd95th St
Base Volume Input [veh/h]268
Base Volume Adjustment Factor1.00001.0000
Heavy Vehicles Percentage [%]3.003.00
Growth Rate1.091.09
In-Process Volume [veh/h]00
Site-Generated Trips [veh/h]00
Diverted Trips [veh/h]00
Pass-by Trips [veh/h]00
Existing Site Adjustment Volume [veh/h]00
Other Volume [veh/h]00
Total Hourly Volume [veh/h]289
Peak Hour Factor0.92000.9200
Other Adjustment Factor1.00001.0000
Total 15-Minute Volume [veh/h]82
Total Analysis Volume [veh/h]3010
Pedestrian Volume [ped/h]00
Bicycle Volume [bicycles/h]00
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFree
Flared Lane
Storage Area [veh]00
Two-Stage Gap Acceptance
Number of Storage Spaces in Median00
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.00
d_M, Delay for Movement [s/veh]0.000.00
Movement LOSAA
95th-Percentile Queue Length [veh]0.000.00
95th-Percentile Queue Length [ft]0.000.00
d_A, Approach Delay [s/veh]0.000.00
Approach LOSAA
d_I, Intersection Delay [s/veh]0.00
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Lane Configuration and Traffic Control
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Base Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Other Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Future Total Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 4: PM 2019 No-Build
Report File: C:\...\PM 2019 No-Build.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010SBT0.0019.7A
2Hadley Ave & 90th StAll-way stopHCM2010SBT9.9A
3Hadley Ave & 92nd StTwo-way stopHCM2010WBL0.00315.1C
4Hadley Ave & 94th StTwo-way stopHCM2010WBL0.00713.5B
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.05116.0C
95th St & Mississippi Dunes
6Two-way stopHCM2010WBL0.0000.0A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):9.7
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.001
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00051122100236
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000001100110
Total Hourly Volume [veh/h]00051123400367
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]0001001900102
Total Analysis Volume [veh/h]00051123700398
Pedestrian Volume [ped/h]02200
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.010.000.000.000.000.000.000.000.00
d_M, Delay for Movement [s/veh]9.029.738.499.269.748.737.410.000.007.300.000.00
Movement LOSAAAAAAAAAAAA
95th-Percentile Queue Length [veh]0.000.000.000.020.020.020.080.080.080.000.000.00
95th-Percentile Queue Length [ft]0.000.000.000.620.620.622.012.012.010.000.000.00
d_A, Approach Delay [s/veh]9.089.250.380.00
Approach LOSAAAA
d_I, Intersection Delay [s/veh]0.86
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):9.9
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]31150174259870261013
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]1114301300011300
Total Hourly Volume [veh/h]45178224295980391413
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]1248618022011401
Total Analysis Volume [veh/h]491932443211090421513
Pedestrian Volume [ped/h]35022
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
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Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]1.452.020.220.09
95th-Percentile Queue Length [ft]36.2750.465.542.22
Approach Delay [s/veh]9.6710.448.228.60
Approach LOSABAA
Intersection Delay [s/veh]9.91
Intersection LOSA
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):15.1
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.003
Intersection Setup
NameHadley AveHadley Ave92nd St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave92nd St
Base Volume Input [veh/h]192236280121
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]26005600
Total Hourly Volume [veh/h]235239361123
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]641119806
Total Analysis Volume [veh/h]255242392125
Pedestrian Volume [ped/h]009
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.030.000.000.03
d_M, Delay for Movement [s/veh]0.000.007.910.0015.109.89
Movement LOSAAAACA
95th-Percentile Queue Length [veh]0.000.001.521.520.110.11
95th-Percentile Queue Length [ft]0.000.0037.8937.892.752.75
d_A, Approach Delay [s/veh]0.000.7710.09
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.83
Intersection LOSC
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):13.5
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.007
Intersection Setup
NameHadley AveHadley Ave94th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.00
Grade [%]0.000.000.00
Crosswalknonoyes
Volumes
NameHadley AveHadley Ave94th St
Base Volume Input [veh/h]171122236313
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]000000
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]26005600
Total Hourly Volume [veh/h]212124313314
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]58078514
Total Analysis Volume [veh/h]230126340315
Pedestrian Volume [ped/h]005
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.020.000.010.02
d_M, Delay for Movement [s/veh]0.000.007.780.0013.469.65
Movement LOSAAAABA
95th-Percentile Queue Length [veh]0.000.001.141.140.080.08
95th-Percentile Queue Length [ft]0.000.0028.5328.531.981.98
d_A, Approach Delay [s/veh]0.000.5510.29
Approach LOSAAB
d_I, Intersection Delay [s/veh]0.63
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):16.0
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.051
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]0902377139261671181060
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]000000000000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]02106220000005
Total Hourly Volume [veh/h]01192590174281781201170
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]0327244785205319
Total Analysis Volume [veh/h]01292798189301891221276
Pedestrian Volume [ped/h]0005
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.070.000.000.050.020.000.050.030.09
d_M, Delay for Movement [s/veh]7.680.000.007.750.000.0015.9914.8210.0914.6914.889.41
Movement LOSAAAAAACBBBBA
95th-Percentile Queue Length [veh]0.000.000.000.870.870.870.240.240.240.270.270.28
95th-Percentile Queue Length [ft]0.000.000.0021.7121.7121.716.036.036.036.876.876.96
d_A, Approach Delay [s/veh]0.002.4015.4011.06
Approach LOSAACB
d_I, Intersection Delay [s/veh]3.94
Intersection LOSC
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):0.0
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.000
Intersection Setup
NameMississippi Dunes Blvd95th St
ApproachNorthboundWestbound
Lane Configuration
Turning MovementRightLeft
Lane Width [ft]12.0012.00
No. of Lanes in Pocket00
Pocket Length [ft]100.00100.00
Speed [mph]30.0030.00
Grade [%]0.000.00
Crosswalknono
Volumes
NameMississippi Dunes Blvd95th St
Base Volume Input [veh/h]2436
Base Volume Adjustment Factor1.00001.0000
Heavy Vehicles Percentage [%]3.003.00
Growth Rate1.091.09
In-Process Volume [veh/h]00
Site-Generated Trips [veh/h]00
Diverted Trips [veh/h]00
Pass-by Trips [veh/h]00
Existing Site Adjustment Volume [veh/h]00
Other Volume [veh/h]00
Total Hourly Volume [veh/h]2639
Peak Hour Factor0.92000.9200
Other Adjustment Factor1.00001.0000
Total 15-Minute Volume [veh/h]711
Total Analysis Volume [veh/h]2842
Pedestrian Volume [ped/h]00
Bicycle Volume [bicycles/h]00
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFree
Flared Lane
Storage Area [veh]00
Two-Stage Gap Acceptance
Number of Storage Spaces in Median00
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.00
d_M, Delay for Movement [s/veh]0.000.00
Movement LOSAA
95th-Percentile Queue Length [veh]0.000.00
95th-Percentile Queue Length [ft]0.000.00
d_A, Approach Delay [s/veh]0.000.00
Approach LOSAA
d_I, Intersection Delay [s/veh]0.00
Intersection LOSA
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Lane Configuration and Traffic Control
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Traffic Volume - Base Volume
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Traffic Volume - Other Volume
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Traffic Volume - Future Total Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 5: AM 2019 Build
Report File: C:\...\AM 2019 Build.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010NBT0.09010.3B
2Hadley Ave & 90th StAll-way stopHCM2010NBT11.9B
3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.13417.1C
4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.08714.9B
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.07018.9C
95th St & Mississippi Dunes
6Two-way stopHCM2010WBL0.0119.1A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):10.3
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.090
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00040321700133
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]063110210000400
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000003600300
Total Hourly Volume [veh/h]06311421325504443
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]017316111501121
Total Analysis Volume [veh/h]06812423326004483
Pedestrian Volume [ped/h]1101
Bicycle Volume [bicycles/h]0000
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Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.090.010.010.030.000.000.000.000.000.000.00
d_M, Delay for Movement [s/veh]9.9710.269.1210.119.928.747.330.000.007.350.000.00
Movement LOSABABAAAAAAAA
95th-Percentile Queue Length [veh]0.340.340.340.120.120.120.130.130.130.110.110.11
95th-Percentile Queue Length [ft]8.458.458.453.013.013.013.133.133.132.792.792.79
d_A, Approach Delay [s/veh]10.099.830.240.53
Approach LOSBAAA
d_I, Intersection Delay [s/veh]5.05
Intersection LOSB
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Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):11.9
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]102513081010022511
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]074002541100000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]3038704500036900
Total Hourly Volume [veh/h]413861001584220601411
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]11105304316016400
Total Analysis Volume [veh/h]454201101724240651511
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]3.930.900.430.08
95th-Percentile Queue Length [ft]98.1322.4210.732.09
Approach Delay [s/veh]13.629.188.828.91
Approach LOSBAAA
Intersection Delay [s/veh]11.92
Intersection LOSB
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Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):17.1
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.134
Intersection Setup
NameHadley AveHadley Ave92nd St92nd St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave92nd St92nd St
Base Volume Input [veh/h]0227279100000036
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]73200111442021000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]09000750000000
Total Hourly Volume [veh/h]73692818514420210039
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]21001250411060011
Total Analysis Volume [veh/h]84012920115460230042
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.010.000.000.010.000.000.130.000.030.000.000.07
d_M, Delay for Movement [s/veh]7.690.000.008.150.000.0017.1116.0310.9615.3314.8710.96
Movement LOSAAAAAACCBCBB
95th-Percentile Queue Length [veh]1.301.301.300.720.720.720.570.570.570.210.210.21
95th-Percentile Queue Length [ft]32.5432.5432.5418.1218.1218.1214.2914.2914.295.205.205.20
d_A, Approach Delay [s/veh]0.150.3315.0610.96
Approach LOSAACB
d_I, Intersection Delay [s/veh]2.19
Intersection LOSC
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):14.9
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.087
Intersection Setup
NameHadley AveHadley Ave94th St94th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave94th St94th St
Base Volume Input [veh/h]0195029800000023
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]4700211132011000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]09000750000000
Total Hourly Volume [veh/h]43100220311320110025
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]18401553903007
Total Analysis Volume [veh/h]43370222112350120027
Pedestrian Volume [ped/h]0002
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.000.000.000.090.000.010.000.000.04
d_M, Delay for Movement [s/veh]7.720.000.007.970.000.0014.8914.4210.3413.9313.8010.35
Movement LOSAAAAAABBBBBB
95th-Percentile Queue Length [veh]1.031.031.030.720.720.720.340.340.340.120.120.12
95th-Percentile Queue Length [ft]25.6825.6825.6817.9317.9317.938.498.498.493.013.013.01
d_A, Approach Delay [s/veh]0.090.0713.7210.35
Approach LOSAABB
d_I, Intersection Delay [s/veh]1.49
Intersection LOSB
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Generated with
Version 2.00-11
Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):18.9
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.070
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]1122145342318802451
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]0003200032001111
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]0720156000000018
Total Hourly Volume [veh/h]12051510510632041021585
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]05642929151101423
Total Analysis Volume [veh/h]12231611411532245021692
Pedestrian Volume [ped/h]0000
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.120.000.010.040.11
d_M, Delay for Movement [s/veh]7.460.000.007.980.000.0018.8616.7611.1915.8114.8110.04
Movement LOSAAAAAACCBCBB
95th-Percentile Queue Length [veh]0.590.590.590.640.640.640.680.680.680.150.150.39
95th-Percentile Queue Length [ft]14.6514.6514.6515.8915.8915.8917.0717.0717.073.713.719.63
d_A, Approach Delay [s/veh]0.033.9217.4510.84
Approach LOSAACB
d_I, Intersection Delay [s/veh]5.05
Intersection LOSC
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Version 2.00-11
Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):9.1
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.011
Intersection Setup
NameMississippi Dunes BlvdGrenadier Ave95th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.00
Grade [%]0.000.000.00
Crosswalknonono
Volumes
NameMississippi Dunes BlvdGrenadier Ave95th St
Base Volume Input [veh/h]0260080
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]00320011
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]000000
Total Hourly Volume [veh/h]028320911
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]089023
Total Analysis Volume [veh/h]0303501012
Pedestrian Volume [ped/h]000
Bicycle Volume [bicycles/h]000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.020.000.010.01
d_M, Delay for Movement [s/veh]0.000.007.340.009.118.48
Movement LOSAAAAAA
95th-Percentile Queue Length [veh]0.000.000.070.070.070.07
95th-Percentile Queue Length [ft]0.000.001.701.701.721.72
d_A, Approach Delay [s/veh]0.007.348.77
Approach LOSAAA
d_I, Intersection Delay [s/veh]5.17
Intersection LOSA
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Version 2.00-11
Lane Configuration and Traffic Control
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Appendix C - Capacity Analysis Backup
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Version 2.00-11
Traffic Volume - Base Volume
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Net NewSite Trips
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Traffic Volume - Other Volume
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Version 2.00-11
Traffic Volume - FutureTotal Volume
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Version 2.00-11
Riverstone Residential
Vistro File: C:\...\Riverstone Vistro.vistropdbScenario 6: PM 2019 Build
Report File: C:\...\PM 2019 Build.pdf7/25/2014
Intersection Analysis Summary
IDIntersection NameControl TypeMethodWorst MvmtV/CDelay (s/veh)LOS
190th St & Grenadier AveTwo-way stopHCM2010SBT0.10610.5B
2Hadley Ave & 90th StAll-way stopHCM2010SBT11.7B
3Hadley Ave & 92nd StTwo-way stopHCM2010EBL0.12422.0C
4Hadley Ave & 94th StTwo-way stopHCM2010EBL0.07016.9C
5Hadley Ave & 95th StTwo-way stopHCM2010EBL0.06820.6C
95th St & Mississippi Dunes
6Two-way stopHCM2010WBL0.0459.2A
Blvd
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value; for
all other control types, they are taken for the whole intersection.
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Generated with
Version 2.00-11
Intersection Level Of Service Report
#1: 90th St & Grenadier Ave
Control Type:Two-way stopDelay (sec / veh):10.5
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutesVolume to Capacity (v/c):0.106
Intersection Setup
NameGrenadier AveGrenadier Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameGrenadier AveGrenadier Ave90th St90th St
Base Volume Input [veh/h]00051122100236
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]041707100001200
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]00000001100110
Total Hourly Volume [veh/h]04175721234012367
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]011212001903102
Total Analysis Volume [veh/h]04585781237013398
Pedestrian Volume [ped/h]02200
Bicycle Volume [bicycles/h]0000
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Settings
Priority SchemeStopStopFreeFree
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.060.010.010.110.000.000.000.000.010.000.00
d_M, Delay for Movement [s/veh]10.1910.288.8410.5010.549.327.410.000.007.320.000.00
Movement LOSBBABBAAAAAAA
95th-Percentile Queue Length [veh]0.220.220.220.380.380.380.080.080.080.120.120.12
95th-Percentile Queue Length [ft]5.585.585.589.619.619.612.012.012.012.982.982.98
d_A, Approach Delay [s/veh]10.0710.520.381.59
Approach LOSBBAA
d_I, Intersection Delay [s/veh]6.47
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#2: Hadley Ave & 90th St
Control Type:All-way stopDelay (sec / veh):11.7
Analysis Method:HCM2010Level Of Service:B
Analysis Period:15 minutes
Intersection Setup
NameHadley AveHadley Ave90th St90th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0030.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalkyesyesyesyes
Volumes
NameHadley AveHadley Ave90th St90th St
Base Volume Input [veh/h]31150174259870261013
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]048008212700000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]1114301300011300
Total Hourly Volume [veh/h]4522622437721150391413
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]12616110264011401
Total Analysis Volume [veh/h]4924624441023160421513
Pedestrian Volume [ped/h]35022
Bicycle Volume [bicycles/h]0000
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Intersection Settings
Movement, Approach, & IntersectionResults
95th-Percentile Queue Length [veh]2.023.360.280.10
95th-Percentile Queue Length [ft]50.4784.056.982.38
Approach Delay [s/veh]10.8212.788.809.02
Approach LOSBBAA
Intersection Delay [s/veh]11.67
Intersection LOSB
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Appendix C - Capacity Analysis Backup
Generated with
Version 2.00-11
Intersection Level Of Service Report
#3: Hadley Ave & 92nd St
Control Type:Two-way stopDelay (sec / veh):22.0
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.124
Intersection Setup
NameHadley AveHadley Ave92nd St92nd St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave92nd St92nd St
Base Volume Input [veh/h]019223628000001021
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]242100354728014000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]02600560000000
Total Hourly Volume [veh/h]2425623939647280141023
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]77011110813804006
Total Analysis Volume [veh/h]2627824243051300151025
Pedestrian Volume [ped/h]0009
Bicycle Volume [bicycles/h]0000
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Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.020.000.000.030.000.000.120.000.020.000.000.03
d_M, Delay for Movement [s/veh]8.430.000.007.960.000.0021.9620.8613.0520.1819.4510.06
Movement LOSAAAAAACCBCCB
95th-Percentile Queue Length [veh]1.181.181.182.092.092.090.520.520.520.120.120.12
95th-Percentile Queue Length [ft]29.4329.4329.4352.3052.3052.3012.9212.9212.922.952.952.95
d_A, Approach Delay [s/veh]0.720.6418.9910.45
Approach LOSAACB
d_I, Intersection Delay [s/veh]1.87
Intersection LOSC
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Intersection Level Of Service Report
#4: Hadley Ave & 94th St
Control Type:Two-way stopDelay (sec / veh):16.9
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.070
Intersection Setup
NameHadley AveHadley Ave94th St94th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]35.0035.0030.0030.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave94th St94th St
Base Volume Input [veh/h]017112223600003013
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]12240014352107000
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]02600560000000
Total Hourly Volume [veh/h]122361243273521073014
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]364078910602104
Total Analysis Volume [veh/h]132571263553823083015
Pedestrian Volume [ped/h]0005
Bicycle Volume [bicycles/h]0000
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Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Lanenono
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.010.000.000.020.000.000.070.000.010.010.000.02
d_M, Delay for Movement [s/veh]8.140.000.007.850.000.0016.8816.4611.2316.1816.049.84
Movement LOSAAAAAACCBCCA
95th-Percentile Queue Length [veh]0.910.910.911.431.431.430.270.270.270.090.090.09
95th-Percentile Queue Length [ft]22.6722.6722.6735.6435.6435.646.696.696.692.212.212.21
d_A, Approach Delay [s/veh]0.390.4915.4210.90
Approach LOSAACB
d_I, Intersection Delay [s/veh]1.33
Intersection LOSC
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Intersection Level Of Service Report
#5: Hadley Ave & 95th St
Control Type:Two-way stopDelay (sec / veh):20.6
Analysis Method:HCM2010Level Of Service:C
Analysis Period:15 minutesVolume to Capacity (v/c):0.068
Intersection Setup
NameHadley AveHadley Ave95th St95th St
ApproachNorthboundSouthboundEastboundWestbound
Lane Configuration
Turning MovementLeftThruRightLeftThruRightLeftThruRightLeftThruRight
Lane Width [ft]12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00
Speed [mph]40.0035.0030.0035.00
Grade [%]0.000.000.000.00
Crosswalknononoyes
Volumes
NameHadley AveHadley Ave95th St95th St
Base Volume Input [veh/h]0902377139261671181060
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.003.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.091.091.091.091.091.091.09
In-Process Volume [veh/h]000000000000
Site-Generated Trips [veh/h]0002100021003636
Diverted Trips [veh/h]000000000000
Pass-by Trips [veh/h]000000000000
Existing Site Adjustment Volume [veh/h]000000000000
Other Volume [veh/h]02106220000005
Total Hourly Volume [veh/h]01192511117428172912047106
Peak Hour Factor0.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]03273047858051329
Total Analysis Volume [veh/h]01292712118930183212251115
Pedestrian Volume [ped/h]0005
Bicycle Volume [bicycles/h]0000
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Intersection Settings
Priority SchemeFreeFreeStopStop
Flared Laneno
Storage Area [veh]0000
Two-Stage Gap Acceptancenono
Number of Storage Spaces in Median0000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.000.090.000.000.070.090.000.060.140.13
d_M, Delay for Movement [s/veh]7.680.000.007.800.000.0020.5916.8311.3417.8717.349.63
Movement LOSAAAAAACCBCCA
95th-Percentile Queue Length [veh]0.000.000.000.950.950.950.550.550.550.750.750.44
95th-Percentile Queue Length [ft]0.000.000.0023.7723.7723.7713.6613.6613.6618.6418.6411.04
d_A, Approach Delay [s/veh]0.002.7818.0512.68
Approach LOSAACB
d_I, Intersection Delay [s/veh]5.78
Intersection LOSC
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Intersection Level Of Service Report
#6: 95th St & Mississippi Dunes Blvd
Control Type:Two-way stopDelay (sec / veh):9.2
Analysis Method:HCM2010Level Of Service:A
Analysis Period:15 minutesVolume to Capacity (v/c):0.045
Intersection Setup
NameMississippi Dunes BlvdGrenadier Ave95th St
ApproachNorthboundSouthboundWestbound
Lane Configuration
Turning MovementThruRightLeftThruLeftRight
Lane Width [ft]12.0012.0012.0012.0012.0012.00
No. of Lanes in Pocket000000
Pocket Length [ft]100.00100.00100.00100.00100.00100.00
Speed [mph]30.0030.0030.00
Grade [%]0.000.000.00
Crosswalknonono
Volumes
NameMississippi Dunes BlvdGrenadier Ave95th St
Base Volume Input [veh/h]02400360
Base Volume Adjustment Factor1.00001.00001.00001.00001.00001.0000
Heavy Vehicles Percentage [%]3.003.003.003.003.003.00
Growth Rate1.091.091.091.091.091.09
In-Process Volume [veh/h]000000
Site-Generated Trips [veh/h]00210036
Diverted Trips [veh/h]000000
Pass-by Trips [veh/h]000000
Existing Site Adjustment Volume [veh/h]000000
Other Volume [veh/h]000000
Total Hourly Volume [veh/h]0262103936
Peak Hour Factor0.92000.92000.92000.92000.92000.9200
Other Adjustment Factor1.00001.00001.00001.00001.00001.0000
Total 15-Minute Volume [veh/h]07601110
Total Analysis Volume [veh/h]0282304239
Pedestrian Volume [ped/h]000
Bicycle Volume [bicycles/h]000
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Version 2.00-11
Intersection Settings
Priority SchemeFreeFreeStop
Flared Laneno
Storage Area [veh]000
Two-Stage Gap Acceptanceno
Number of Storage Spaces in Median000
Movement, Approach, & IntersectionResults
V/C, Movement V/C Ratio0.000.000.010.000.050.04
d_M, Delay for Movement [s/veh]0.000.007.310.009.198.71
Movement LOSAAAAAA
95th-Percentile Queue Length [veh]0.000.000.040.040.270.27
95th-Percentile Queue Length [ft]0.000.001.111.116.676.67
d_A, Approach Delay [s/veh]0.007.318.96
Approach LOSAAA
d_I, Intersection Delay [s/veh]6.77
Intersection LOSA
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Lane Configuration and Traffic Control
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Traffic Volume - Base Volume
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Traffic Volume - Net NewSite Trips
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Traffic Volume - Other Volume
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Celebrating 60 years of community, creativity, and client relationships.
Riverstone Development - Traffic Study Review
General Comments
:
-
It would be easier to review the traffic study report if there were separate figures for the
existing, no-build, site-generated, and build conditions traffic volumes. While these volumes
could eventually be found in the 130 page appendix, there was not specific page reference
provided (other than “are shown in the Appendix under capacity analysis section for each
scenario”).
-
The traffic study analysis years were identified as existing (year 2014) and future year 2019
(assumed full build out of the proposed development). Since the future extensions of
Grenadier Avenue to the south and 95th Street to the west were not assumed to be
completed by the year 2019, they were not included in the analysis.
Specific Comments:
-
Given the size of the proposed development, the key intersections and the analysis horizons
(existing and build year) are appropriate.
-
The study’s trips generation assumptions are appropriate.
-
We agree with the overall trip distribution pattern given the existing development patterns in
the area, the adjacent roadway system, and access to the regional roadway system (i.e. –
70 percent to/from the north and 30 percent to/from the east), and further agree that more
site-related traffic to/from the north will use Hadley Avenue (40 percent) versus Grenadier
Avenue (30 percent).
-
We agree with the study’s conclusions that the proposed development will have little impact
on the traffic operations at the study intersections, and that all of the key intersections will
operate at acceptably with or without the proposed development under existing and year
2019 conditions.
-
We also agree that 95th Avenue, west of Hadley Avenue, should ultimately be realigned to
eliminate the slight offset between the 95th Avenue approaches east/west of the Hadley
Avenue intersection.
-
Finally, we also acknowledge that turn lanes may not be needed at this time based on a
review of the existing and build year 2019 traffic volumes. However, as traffic volumes along
Hadley Avenue continue to increase and when 95th Avenue is extended to the west, turn
lanes (particularly left-turn lanes) may ultimately be justified along these roadways at key
intersections more from a safety and good design practice standpoint rather than strictly a
capacity issue.
Potential Roundabout at Hadley/90th Street intersection:
While not specifically mentioned in the traffic study, City staff has asked us to comment on
whether a roundabout at the existing all-way stop-controlled Hadley/90th Street intersection.
Riverstone Development - Traffic Study Review
Stantec Comments
August 8, 2014
Page 2
John Hagen’s comments: While a roundabout will likely operate well at this location, the overall
size of a conventional single-lane roundabout might be difficult to fit at this particular intersection
given the homes located in relatively close proximity to the intersection in all four quadrants of
the intersection.
Tom Fidler’s comments: I have looked at the Report numbers and compared them to rules of
thumb volumes for single lane roundabouts. The volumes in the build year would require no
more than a single lane roundabout. Even testing with a 3.5% annual growth rate (20-yr factor
of 2.0) on top of the build year numbers, a single lane roundabout would be sufficient in 2039.
Mini roundabouts, I think, are an excellent alternative to all-way stops and normally-sized single
lane roundabouts. A ‘normal’ single lane roundabout has a diameter of 110-140 (or larger if
desired). Mini roundabouts are more in the range of 60-80. With mini roundabouts, the central
island and splitter islands are usually fully surmountable to allow large trucks to cross over them
and pass through the intersection. There is the loss of landscaping opportunity, the speeds are
a little slower, and the volumes are a little lower than normal single lane roundabouts.
With these traffic volumes in this location in Cottage Grove, I would definitely support a single
lane roundabout or a mini single lane roundabout.
Dave Sanocki, PE
Senior Project Manager
Stantec
Phone: 651-604-4905
Cell: 651-248-7079
dave.sanocki@stantec.com