HomeMy WebLinkAboutResolution 874 - CUP for Car Wash-Oil change in C4 zonePLANNING COMMISSION RESOLUTION NO. 874
A RESOLUTION OF THE PLANNING COMMISSION APPROVING A CONDITIONAL USE
PERMIT FOR A CARWASH ON LANDS WITHIN THE TOURIST AND OFFICE
PROFESSIONAL (C-4) ZONING DISTRICT.
(File No: CUP -19002)
WHEREAS, the applicant has submitted an application for approval of a Conditional Use Permit to
develop a 9 03 acre site within the C-4 zone with a 4,971 square foot automated carwash; and
WHEREAS, on September 3, 2019 the City of Central Point Planning Commission conducted a duly -
noticed public hearing on the application, at which time it reviewed the Staff Report and heard testimony
and comments on the application; and
WHEREAS, the application has been found to be consistent with the approval criteria applicable to
Conditional Use Permits in accordance with Section 17.76 of the Central Point Municipal Code; and per
conditions noted in the Staff Report dated September 3, 2019; and
NOW, THEREFORE, BE IT RESOLVED that the City of Central Point Planning Commission by
Resolution No. 874 does hereby approve the Conditional Use Permit application for a carwash
use. This approval is based on the findings and conditions of approval as set forth in Exhibit "A,"
the Planning Department Staff Report dated September 3, 2019, including attachments
incorporated by reference.
PASSED by the Planning Commission and signed by me in authentication of its passage this 3`d day of
September, 2019.
Planning Commission Chair 4
ATT
Ey Representative
Planning Commission Resolution No. 874 (09/03/2019)
126
PREMIER OIL CHANGE & CAR WASH CONDITIONAL USE PERMIT
STAFF REPORT
AX
CENTRAL
POINT
STAFF REPORT
September 3, 2019
AGENDA ITEM: VII -A (File No. CUP -19002)
Community Development
oTm Flu-6ipp rey, AICD
Community Development Director
Consideration of a Conditional Use Permit application to allow a carwash at 4245 Table Rock Road. The
9.04 acre site is within the Tourist and Office Professional (C4) commercial zoning district and is
identified on the Jackson County Assessor's Map as 37S 2W 01 C Tax Lot 700. Applicant: JB Steel,
Inc; Agent: Amy Gunter; Rogue Planning & Development Services, LLC.
SOURCE
Justin Gindlesperger, Community Planner II
BACKGROUND
The Applicant is requesting a Conditional Use Permit for the construction and operation of a carwash at
4245 Table Rock Road, near the intersection of Biddle and Table Rock Road. The property is currently
undeveloped with tentative plan (PAR -19002) approval to provide an approximately two (2) acre parcel
in the northwest corner of the property for the proposed development ("Project Site"). The Project Site is
proposed as Phase 1 of a larger commercial development. At this time, no applications have been received
for development of the remaining acreage.
Conditional uses require special consideration because of special attributes and to ensure they are
properly located with respect to the surrounding neighborhoods. A carwash is designated a conditional
use in the C-4 zoning district in accordance with section 17.44.030 of the Central Point Municipal Code.
The application for Conditional Use Permit is being reviewed concurrently with an application for Site
Plan and Architectural Review (SPAR -19002). Specific site development considerations are detailed in
that application.
Project Description:
The proposed 4,971 square foot carwash will be developed at the same time as a 2,345 square foot oil
change facility, a permitted use in the C-4 zoning district Additional site improvements for the facility
include parking and circulation areas, landscaping, payment kiosks and vacuum stations.
Access:
The Applicant proposes to construct a private retail street for primary access to the Project Site along
Biddle Road. Biddle Road is a Jackson County right-of-way and classified as a Minor Arterial. As noted
in the Jackson County Roads Department Staff Report (Attachment "E"), a full movement access is
permitted along Biddle Road. Development of the Project Site requires installation of sidewalks along
Biddle Road. Improvements will be reviewed as part of SPAR -19002 and will be required to comply with
Jackson County Roads and City of Central Point Public Works construction standards.
Traffic Impacts:
The applicant's Traffic Impact Analysis (TIA) examined trip generation calculations for the proposed
development and considered the effects on adjacent streets with current and future traffic volumes. The
findings of the TiA conclude that the proposed development will not create adverse impacts on the
transportation system. Future development, including development of future phases, wilt require
additional traffic analysis.
Site Design:
The Site Plan (Attachment "A-1") depicts the location of the structures set back from Biddle Road and the
Landscape Plan (Attachment "A-3") depicts parking lot and perimeter landscaping on the Project Site. Per
the Applicant's findings, the additional set back from Biddle Road and ample landscape areas provide a
visual buffer to the development from Biddle Road and adjacent properties. The proposed structures
feature a modern design with rounded rooflines. The proposed site design and building designs and will
be reviewed for compliance as part of SPAR -19002. Plans for on-site lighting were not included as part of
the application. Per site design standards, the lighting for the proposed use shall be directed downward to
prevent light from spilling onto adjacent properties or streets.
Neighborhood Compatibility:
The project location is adjacent to commercially zoned properties to the west. The properties to the north
and south are outside City limits, but are within the Central Point Urban Growth Boundary and are pre-
zoned for annexation into the City as commercial and industrial, respectfully. The property to the east is
within the City of Medford Urban Growth Boundary and zoned Light Industrial by Jackson County. Due
to the similarity of surrounding land uses, the proposed carwash and oil change facility is not expected to
conflict with future development on the adjacent properties.
The Central Point East subdivision is located northwest of the Project Site and the properties to the north
and east are currently developed with residential uses. There are several factors that will reduce conflicts
of the carwash with the existing residential uses:
- The Project Site is separated from the residential properties by Biddle Road to the north and
northwest and by Table Rock Road to the east. The proposed location of the carwash will be over
400 -feet and 600 -feet to the existing residences to the north and east, respectively.
- In order to reduce noise conflicts with the established residential neighborhood to the northwest,
the car wash tunnel is oriented in a northeast -southwest direction, with the entrance of the tunnel
oriented away from the neighborhood.
Proposed perimeter landscaping provides sound absorption and sound refraction that will further
mitigate noise from the use.
Hours of operation are limited to 8:00 AM to 6:00 PM Monday through Saturday and 8:00 AM to
5:00 PM on Sundays. Limited hours of operation mitigate any potential noise impacts consistent
with the City's noise regulations in CPMC 8.04.080.
- The area experiences a large amount of traffic noise along Biddle and Table Rock Road and the
nearby Medford International Airport.
Due to the existing noise impacts of the area and proposed mitigation measures,the proposed car wash is
not expected to conflict with or adversely impact the existing residential uses.
ISSUES
There are no issues relative to this application for a Conditional Use Permit for a car -wash on the subject
property.
FINDINGS OF FACT AND CONCLUSIONS OF LAW
The Premier Oil Carwash Conditional Use Permit has been evaluated for compliance with the applicable
Conditional Use Criteria set forth in CPMC 17.76 and found to comply as conditioned and as evidenced
in the Applicant's Findings (Attachment "B").
CONDITIONS OF APPROVAL
None.
ATTACHMENTS
Attachment "A-1" — Site Plan
Attachment "A-2" — Architectural Elevations
Attachment "A-3"
— Landscape Plan
Attachment "B" —
Applicant's Findings
Attachment "C" —
Traffic Impact Analysis, dated 06-27-2018
Attachment "D" —
Parks & Public Works Department Staff Report, dated 08-05-2019
Attachment "E" —
Jackson County Road Staff Report, dated 08-14-2019
Attachment "F" —
Resolution No. 874
ACTION
Consideration of Resolution No. 874, Conditional Use Permit for a carwash and 1) approve; 2) approve
with modifications; or 3) deny the application.
RECOMMENDATION
Approve Resolution No. 874 Conditional Use Permit for a carwash per the Staff Report dated September
3, 2019, including all attachments thereto.
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ATTACHMENT "A-3"
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South Salem, LLC
Site Plan and Architectural
Conditional Use Permit Application
4245 Table Rock Road: 37 2W 01 C; 700
Review and
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ROGUE PLANNING E DEVELOPMENT SERVICES, LLC
ATTACHMENT "B"
April 11, 2019
Site Plan and Architectural Review, including a Conditional Use Permit Application Request
for the development of the property located at 4245 Table Rock Road (37 2W 01C: TL#700)
Property Owner:
Applicant:
South Salem LLC
PO BOX 4460
Medford, OR 97501
J.B. Steel Inc.
Gary Caperna
PO BOX 4460
Medford, OR 97501
Agent: Rogue Planning & Development Services, LLC
Amy Gunter
33 N Central Avenue, Suite 213
Medford, OR 97501
Land Surveyor: Hoffbuhr and Associates
Darrell Huck
880 Golf View Drive, Suite 201
Medford, OR 97504
Civil Engineering:
Landscape Design:
CEC Engineering
134 W Main Street
Medford, OR 97501
Madera Design Inc.
2994 Wells Fargo Way
Central Point, OR 97502
Page 1 of 22
Request:
Request for Site Plan and Architectural Review and Conditional Use Permit approval to allow forth e first
phase of development of the phased retail center. The proposal is to allow for the construction of a
Premier Oil Change quick lube and automated car wash facility.
Property Description:
The subject property is located at 4245 Table Rock Road, Central Point Oregon, (37S 2W 01C; TL#700).
The property is part of a vacant, 9.04 -acre parcel at the southwest
corner of Table Rock Road and Biddle Road. The property is bound by
Table Rock Road along the east property line and Biddle Road along the
north property line. Hamrick Road is approximately 360 -feet to the
south of the subject property.
The 9.04 -acre parcel has received tentative approval for the partition of
Parcel 1, a 2.03 -acre lot in the northwest corner of the property
(Tentative Plan Application PAR -19002). Parcel 2 is to remain vacant.
The Partition Application and the proposed site plan provides a Master
Plan layout that generally complies with the access standards, block
length standards, parking lot layout, design, landscaping and grading,
stormwater control and utility installation. Each phase of the
development will obtain separate approvals as necessary.
The greater property area is at the edge of the city of Central Point Urban
Growth Boundary (UGB) and the city limits. The property is zoned
Commercial /Tourist (C-4). The adjacent property to the south (TL#3900)
is outside of the City limits, but is shown as Central Point, Manufacturing
(M-2) on the zoning map (see Figure 21. The property to the north and
across Biddle Road and west is zoned General Commercial and Figure 2: Central Point Zoning Map
Residential. The properties to the northwest, across Biddle Road are
zoned Residential. The properties to the east, across Table Rock Road are zoned Jackson County General
Commercial. The Rogue Valley Airport, airport related businesses, hotels and office buildings are further
east/southeast on Biddle Road.
Figure 1: Vicinity Map
There are no floodplains, wetlands or other significant natural features on Parcel 1 that would prevent
development. There is a grove of large stature pine and cedar trees on vacant Parcel 2. These trees will
be evaluated by an arborist prior to development proposals for Parcel 2 to verify if the trees are in a
condition of health that would warrant their preservation and Incorporation Into a development
proposal.
Page 2 of 22
Both frontages of the property were recently improved with curb, gutter, sidewalk and utility
installations. Table Rock Road is a County Arterial and is maintained by Jackson County. Biddle Road is
a County Minor Arterial, it is also maintained by Jackson County. There are curb, gutter, sidewalk and
utilities present along the frontages. The driveway curb cut was relocated to the western property line
as part of the frontage improvements.
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Detailed ar000sal:
Premier Oil Change, with locations in Redding, Eureka, and Grants Pass proposes to construct an Oil Lube
and Car Wash Facility as the first phase of development of the Retail Center proposed by South Salem,
LLC.
The proposal is for an approximately 7,316 square foot facility that consists of two primary structures,
Oil Lube building is proposed to have a 2,345 square feet of area and a 4,971 square foot Car Wash
Tunnel, a covered express detail covered area to the west of the car wash tunnel is also proposed.
Additional site improvements for the Car Wash facility will consist of parking areas, car cleaning
enclosures that includes a vending / vacuum structure with individual vacuum kiosks, pay stations, and
a bug station. The site improvements are intended for vehicle care and maintenance use by customers
who primarily remain in the vehicle for the duration of basic car care services. Site landscaping, irrigation,
screening, and trash / recycle enclosures are also proposed.
Page 3 of 22
The additional phases of development for Parcel 2 are currently under review and are subject to change.
South Salem, LLCforesees four phases to this retail center with the additional phases/building footprints
totaling 76,000 square feet.
Architecture:
As a highway tourism, auto -centric business, the proposed architecture harkens the lines and
architecture found on the Sonic building. The design style is reflective of a classic "butterfly" or "batwing"
style design featured on the Conoco Phillip's of the 1960s when the Interstate infrastructure was
installed throughout the Rogue Valley. Strong rooflines with articulation in the facades address the
standards from the City of Central Point Architectural review.
The structures are setback a substantial distance from the pedestrian corridor along Biddle Road, with a
52 -foot setback at the nearest point to more than 70 -feet at the Lube Facility building. The design
standards from the CPMC speak to articulation in the facade consistent with the development pattern
in the downtown area and in keeping with the 'small town character'. The proposed building and 'style'
are lranslaled on the pruposed building with more modern rnalerials and design elernents such as steel
and glass with vehicle oriented design to support the proposed vehicle oriented business.
Access:
Access to the site from Biddle Road is proposed approximately 570 -feet west of Table Rock Road and
540 -feet east of the Meadowbrook Drive (private retail street) and Biddle Road intersection. The
driveway access to the site is proposed via a full movement driveway access from Biddle Road.
As required in the Land Development ordinance, a limited Traffic Analysis is required by the City of
Central Point. Southern Oregon Transportation Engineers performed a traffic analysis and found that the
proposal complies with the standards required by the Jackson County Roads Department and by the
Oregon Department of Transportation.
Based on the results of the Traffic Impact Analysis, Jackson County Roads has indicated that the full
movement access will be allowed (See Exhibit 2). There is a Private Retail Street that terminates along
the property's eastern boundary. To provide internal circulation, the Private Retail Street is proposed to
be extended through the property. The north / south portion of the street will be installed with the Phase
1 portion of site improvements. This will connect to the interaction of the street along the east property
line. Eventually, as the other phases develop, the Private Retail Street will connect through the reminder
of the property, out to Table Rock Road.
Adequate transportation facilities are provided within the public rights-of-way and via the Private Retail
Street. Block perimeter lengths of 1,200 feet is exceeded due to the inability to provide intersections
closer to the intersections of Biddle Road and Table Rock Road. There are pedestrian and bicycle
Page 4 of 22
connections provided, but the automobile access is restricted to the proposed Private Retail Street
locations provided on the site plan.
Parking:
Proposed drive aisles and parking areas are located in a convenient location for the new structure. The
proposal requires one parking space for every employee on the major shift plus two spaces for each
service bay. There are three service bays for the oil / lube structure. The proposal seeks to reduce the
required number of parking spaces by 20 percent as allowed in CPMC 17.64.040(8). Since it can befound
that ten parking spaces are necessary (four employees on major shift), the 20 percent reduction allows
for the total proposed parking spaces to be reduced to eight.
The reason for the request is that the majority of the customers that arrive at the facility remain in their
vehicle throughout the duration of the vehicle service. The parking areas, storm water collection
facilities and construction requirements will be designed in accordance with the Rogue Valley Sanitary
Sewer Services (RVSS) Regional Stormwater Quality Design Manual.
Landscaping:
The proposed landscaping features a ten -foot wide landscape buffer around the perimeter of the project
site. Along the east property line where the vacuum stations are located, a five-foot buffer is proposed.
This is due to the future building location and setback and the future landscape needs on Parcel 2, will
likely result in more than a ten -foot landscape buffer.
Conclusion:
The project team finds that the purpose and intent of the C-4 Zoning District is to provide for the
development of concentrated tourist commercial and entertainment facilities to serve both local
residents and traveling public at locations that will maximize ease of access and visibility from the
Interstate 5 freeway and major arterial streets and to be convenient to the users of Expo Park.
The project team believes that the proposed structure complies with the city of Central Point Standards
for development of a commercially zoned property at the boundary of the City limits and UGB, separated
a substantial distance from the historic downtown and city center.
It can be found the proposed structure will provide an architecturally interesting design template that
reflects the architectural character of the Sonic Drive Thru restaurant that is to the west of the proposed
development and demonstrates compliance with the standards and that the design is consistent with
other auto -oriented design in the vicinity that serves the traveling public.
Page 5 of 22
As proposed, Phase 1 development of the site including the proposed use, the site plans, transportation
plan, architectural details, landscape plans and conceptual utility plans for the site development
promotes the orderly and harmonious development of and under developed commercial area the city.
The proposed development will not have a negative impact on the stability of land values and
investments, and the general welfare, including aesthetic considerations for the adjacent neighboring
properties. Additionally, the criteria for Conditional Use Permit for the operation of a car wash / oil lube
facility is met. The proposed building will enhance the neighborhood while providing commercial use
and creation of jobs.
Thank you for your time and consideration.
Respectfully Submitted,
Amy Gunter
Rogue Planning & Development Services, LLC
541-951-4020
Arf �y�ut t ler .c�lattr e i � ite�trr riail.curtt
www.rogueplanning.com
Attachments:
Findings of Fact: Pgs. 6 — 22 of this document
Assessor's Map Clip: Exhibit 1
Traffic Impact Analysis: Exhibit 2
Modeling and Elevations: Exhibit 3
Legal Description: Exhibit 4
Boundary Survey: Exhibit 5
Circulation Plan: Exhibit 6
Site Plan: Exhibit 7
Landscape Plan: Exhibit 8
Grading and Drainage Plan: Exhibit C1
Conceptual Utility Plan: Exhibit C2
Findings addressing the criteria from the City of Central Point Land Development ordinance can be found
on the following pages. For clarity, the Central Point Land Development Ordinance criteria are in Times
New Roman font and the findings in Calibri.
Page 6 of 22
FINDINGS OF FACT
City of Central Point Municipal Code
Chapter 17: Zoning Ordinance
C-4 Tourist and Office -Professional District
17.44.010 Purpose.
The C-4 district is intended to provide for the development of concentrated tourist commercial and
entertainment facilities to serve both local residents and traveling public, and also for the development of
compatible professional office facilities. C-4 development should occur at locations that will maximize
ease of access and visibility from the Interstate 5 freeway and major arterial streets and to be convenient
to the users of Expo Park, the airport, and downtown.
17.44.020 Permitted Uses.
B. Tourist and entertainment -related facilities, including but not limited to:
3. Automobile service station, automobile and recreational vehicle parts sales and repairs, and truck
rentals;
Finding:
The proposal is for an automobile service facility in the form of a quick lube facility and car wash. The
CPMC allows these uses with the approval of a Conditional Use.
17.44.030 Conditional Uses.
A. The following uses are permitted in the C-4 district when authorized in accordance with Chapter 17.76,
Conditional Use Permits:
Finding:
A carwash requires a Conditional Use Permit per the CPMC 17.44.030.A.11.
17.44.040 Site plan and architectural development standards.
Development within the C-4 district shall be subject to the site and architectural standards set forth in
Chapter 17.75, Design and Development Standards.
Finding:
The proposed development can be found to comply with the site and architectural standards set forth
in CPMC 17.75. See additional findings.
17.44.0.50 General use requirements.
A. Uses that are normally permitted in the C-4 district but that are referred to the planning commission
for further review, per Section 17.44.030(A)(19), Conditional uses, will be processed according to
application procedures for conditional use permits. No use shall be permitted and no process, equipment
Page 7 of 22
or materials shall be used which are found by the planning commission to be harmful to persons living or
working in the vicinity by reason of odor, fumes, dust, smoke, cinders, dirt, refuse, water -carried waste,
noise, vibration, illumination or glare, or are found to involve any hazard of fire or explosion.
Finding:
The proposal is to use the site an oil lube and car wash facility. The use, process, equipment and materials
used in conjunction with the site development are not harmful to persons working in the vicinity of the
proposed development. The proposed development is setback more than 200 -feet from the nearest
residentially zoned properties.
The proposed use is a traveler and community member -oriented business that complies with the
purpose and intent of the Commercial (C-4) zone to meet the needs of the tourist -oriented business.
There is a public, Jackson County RV park not far from the property, highway travelers that attend the
tourist oriented venues of the Family Fun Center and the Jackson County Expo have an alternative oil /
lube and car wash facility from the do -it yourself places found to the north on Table Rock or as found at
the Truck stop near the interstate.
The facility will not cause more noise, dust, odor glare, vibration, illumination or glare beyond what is
reasonably accepted in a Commercial zone along two major arterial streets.
B. All businesses, services and processes shall be conducted entirely within a completely enclosed
structure, with the exception of off-street parking and loading areas, outdoor eating areas, service stations,
outdoor recreational facilities, recreational vehicle overnight facilities, and other compatible activities, as
approved by the planning commission.
Finding:
The primary functions of the site are vehicle oil lube service and car washing. These functions will occur
within enclosed structures. There is a two -vehicle covered, exterior express detail by on the southwest
side of the Wash Tunnel. The equipment used for detailing will be stored within the car wash structure
unless in use by technicians. The service station portion of the site (pay stations, vacuum stations, bug
station, etc.) the parking and the loading areas occur outside of a structure.
C. Open storage of materials related to a permitted use shall be permitted only within an area surrounded
or screened by a solid wall or fence having a height of six feet; provided that no materials or equipment
shall be stored to a height greater than that of the wall.
Finding:
No materials are proposed to be stored outside of the structure,
17.44.060 Signage standards.
Signs in the C-4 district shall be permitted and designed according to provisions of Section 17.75,050,
Signage standards, and Chapter 15.24, Sign Code.
Page 8 of 22
Finding:
The signs for the Premier Oil Change and Car Wash will comply with the Sign Code of CPMC section 15.24
and Section 17.75.050.
A separate sign permit application demonstrating compliance will be obtained at the time of the
construction and permitting phase.
17.44.070 Off-street parking.
Off-street parking and loading spaces shall be provided as required in Chapter 17.64, Off -Street Parking
and Loading, and developed to the standards set forth in Section 17.75.039, Off-street parking design and
development standards.
Finding
The proposed off-street parking and loading spaces are proposed in accordance with CPMC 17.64, Off -
Street Parking and Loading standards.
Design and Development Standards
17.75.031 General connectivity, circulation and access standards.
The purpose of this section is to assure that the connectivity and transportation policies of the city's
Transportation System Plan are implemented. In achieving the objective of maintaining and enhancing
the city's small town environment it is the city's goal to base its development pattern on a general
circulation grid using a walkable block system. Blocks may be comprised of public/private street right-
of-way, or accessways.
Finding:
The street frontages of the property were recently improved from the Biddle Road and Table Rock Road
intersections, east towards the freeway and south along Table Rock Road. Throughout the development
there are Private Retail Streets proposed which have street -like improvements to provide connectivity
through the development.
A. Streets and Utilities. The public street and utility standards set forth in the City of Central Point
Department of Public Works Standard Specifications and Uniform Standard Details for Public Works
Construction shall apply to all development within the city.
Finding:
The public streets along the Biddle Road and Table Rock Road frontages are in the process of being
completed with curb, gutter, sidewalk, utility installations, etc. The proposed Private Retail Street is
proposed to be connected to the existing Private Retail Street that exists as an east / west connection
from Hamrick Road (where parallel to Table Rock Road). This Private Retail Street will also provide a
north / south connection though the development, accessed via the existing driveway curb cut that is
near the west property line. Landscape medians and buffering and an interconnected five-foot wide
Page 9 of 22
sidewalk system is provided through the development to provide pedestrian connectivity to the public
street system.
The proposed development will comply with all utility standards set forth in the City of Central Point
Department of Public Works Standard Specifications and Uniform Standard Details for Public Works
Construction.
B. Block Standards. The following block standards apply to all development:
1. Block perimeters shall not exceed two thousand feet measured along the public street right-of-
way, or outside edges of accessways, or other acknowledged block boundary as described in
subsection (B)(4) of this section.
Finding:
The proposed north / south Private Retail Street is approximately 540 -feet from the intersection
of Biddle Road and Table Rock Road. The Private Retail Street extends 395 -feet to the south along
the west property line. The Private Retail Street is proposed to connect to an existing east / west
retail street that extends to the east from Hamrick Road. An additionally, the retail street that
intersects with Meadowbrook Drive is approximatly 560 -feet to the west of the subject property.
Hamrick Road is approximatly 1,430 -feet further to the west. The east / west retail street is
proposed to eventually extend through the property and connect to Table Rock Road on the east
side of Parcel 2.
As proposed the block perimeter with the proposed retail streets is +/- 2,000 feet as measure
along the right-of-way. The block perimeter is not proposed to be completed until portions of
Parcel 2 develop. The 2,000 -foot block perimeter is met going to the east towards the other retail
street with an 1,977 -foot block perimeter.
2. Block lengths shall not exceed six hundred feet between through streets or pedestrian
accessways, measured along street right-of-way, or the pedestrian accessway. Block dimensions
are measured from right-of-way to right-of-way along street frontages.
Finding:
The proposed block lengths for the development of Parcel 1 do not exceed 600 -feet. The
intersection of the retail street that traverses Parcel 2, will have a more than 600 -foot block
length to Table Rock and Biddle Road. This is due to the presence of large stature trees, road and
intersection alignment issues and separation from the intersection to the street, sight -lines on
Table Rock Road and Biddle Road.
3. Accessways or private/retail streets may be used to meet the block length or perimeter standards
of this section, provided they are designed in accordance with this section and are open to the
public at all times.
Page 10 of 22
Finding:
A retail street system is used to meet the block length and perimeter standards. The retail street
has been designed in accordance with the requirements of this code.
4. The standards for block perimeters and lengths may be modified to the minimum extent
necessary based on written findings that compliance with the standards are not reasonably
practicable or appropriate due to:
Finding:
The proposed block lengths for the development of Parcel 1 do not exceed 600 -feet. The
intersection of the Private Retail Street that traverses Parcel 2, will have a more than 600 -foot
block length to Table Rock and Biddle Road. This is due to the presence of large stature trees,
road and intersection alignment issues and separation from the intersection to the street, sight-
lines on Table Rock Road and Biddle Road.
C. Driveway and Property Access Standards. Vehicular access to properties shall be located and
constructed in accordance with the standards set forth in the City of Central Point Department of Public
Works Standard Specifications and Uniform Standard Details for Public Works Construction, Section
320.10.30, Driveway and Property Access.
Finding:
The proposed civil improvements throughout the development will comply with all utility standards set
forth in the City of Central Point Department of Public Works Standard Specifications and Uniform
Standard Details for Public Works Construction.
D. Pedestrian Circulation. Attractive access routes for pedestrian travel shall be provided through the
public sidewalk system, and where necessary supplemented through the use of pedestrian accessways as
required to accomplish the following:
Finding:
There is a complete sidewalk system along both public street frontages of the property. Through the
development there are Private Retail Streets proposed. These streets are proposed to be have landscape
buffers and sidewalk systems with sidewalk and parking lot crossings that are distinguished from the
driving surface to provide pedestrian connectivity through the property.
Pedestrian scale street lights and directional signage will provide interest and safety for pedestrians.
E. Accessways, Pedestrian. Pedestrian accessways may be used to meet the block requirements of
subsection B of this section. When used pedestrian accessways shall be developed as illustrated in Figure
Page 11 of 22
17.75.01. All landscaped areas next to pedestrian accessways shall be maintained, or plant materials
chosen, to maintain a clear sight zone between three and eight feet from the ground level.
Finding:
The only area where the block length is exceeded is on Table Rock Road where the future east / west
extension of the Private Retail Street. The pedestrian accessways provided through the development in
the parking areas and along the Private Retail Street will reduce the block length as a pedestrian can
bisect the development vs. an automobile which must stay on the driving surfaces.
All landscape areas will be professionally designed, installed and maintained. The plant materials
sections provide for a clear sight zones and to provide safety and security throughout the sight. Vision
clearance triangles will be maintained at the intersections.
F. Retail Street. Retail streets may be used to meet the block requirements of subsection B of this section.
When used retail streets shall be developed as illustrated in Figure 17.75.02.
Finding:
The retail street is proposed to meet the block requirements of subsection B. The retail street is proposed
to connect to existing retail streets developed on the adjacent properties.
17.75.039 Off-street parking design and development standards.
All off-street vehicular parking spaces shall be improved to the following standards:
A. Connectivity. Parking lots for new development shall be designed to provide vehicular and pedestrian
connections to adjacent sites unless as a result of any of the following such connections are not possible:
Finding:
The parking lots throughout all phases of the development will be designed in a manner that provides
vehicular and pedestrian connections to the adjacent properties and public right-of-way.
B. Parking Stall Minimum Dimensions. Standard parking spaces shall conform to the following
standards and the dimensions in Figure 17.75.03 and Table 17.75.02; provided, that compact parking
spaces permitted in accordance with Section 17.64.040(G) shall have the following minimum dimensions:
Finding:
The proposed parking space width, length, access, drive isles and accessibility standards are met with
the proposal.
The number of spaces provided in the parking lot for the development of Parcel 1 is proposed to be eight
(8) spaces. The customers of the facilities generally will remain with their vehicle during service and the
parking area is generally reserved for employee use. The highest number of employees during a shift
Page 12 of 22
could be as high as five, resulting in ten parking spaces necessary. The CPMC allows for a reduction of 20
percent as an administrative exception. This proposal requests this exception.
C. Access. There shall be adequate provision for ingress and egress to all parking spaces.
Finding:
The driveways, driving aisles and access thorough the development provides adequate provisions for
ingress and egress to all parking spaces.
D. Driveways. Driveway width shall be measured at the driveway's narrowest point, including the curb
cut. The design and construction of driveways shall be as set forth in the Standard Specifications and
Public Works Department Standards and Specifications.
Finding:
The driveway and access point design and construction will comply with the standards and specifications
of the public works department. The driveway widths provide adequate dimensions to meet turning
movement and access standards.
E. Improvement of Parking Spaces.
Finding:
The proposed parking lots are proposed to be designed and installed to the standards of the city of
Central Point. r
All paving and parking space delineation, including curbing and directional arrows painted on the drive
aisles to facilitate on-site traffic, is proposed.
The parking area will be paved, and striped in accordance with the standards of the city of Central Point.
Per the Conceptual Grading and Drainage Plan (Exhibit Cl), there is adequate capascity through the
proposed measures of below grade detention and then release into public system along the Biddle Road
frontage is adequate for the proposed development of Phase 1, the Oil Lube and Car Wash Facility.
Additional phases will address storm water needs as required by the RVSS Standards in effect at the time
and in general accordance with Exhibit C1, the Conceptual Grading and Drainage Plan.
No parking spaces are designed with backing movements or other maneuvering within a street or other
public right-of-way.
All lighting used to illuminate the off-street parking and loading areas will be arranged to direct the light
away from the streets and adjacent properties.
Page 13 of 22
All drives, and streets will have a minimum vision clearance area met with the landscape plantings and
signage. No vision clearance problems will be created by the proposed drive isles.
Curbing is proposed for all parking spaces and drive aisles at the outer boundaries of the parking lot to
prevent motor vehicles from extending over property lines, public streets and landscape areas.
Parking, loading and vehicle maneuvering areas are not located within any portion of the street setback
area that is required to be landscaped in the commercial district.
All vehicle parking areas provide adequate vehicle turnaround and maneuvering area through the use of
drive -aisle and turnaround spaces and with an interconnected driveway system. The proposed layout
appears to be consistent with the figures from 17.75.04 and 17.75.05.
F. Limitation on Use of Parking Areas. Required parking areas shall be used exclusively for vehicle
parking in conjunction with a permitted use and shall not be reduced or encroached upon in any manner.
The parking facilities shall be so designed and maintained as not to constitute a nuisance at any time, and
shall be used in such a manner that no hazard to persons or property, or unreasonable impediment to
traffic, will result.
Finding:
The parking areas will be used exclusively for vehicle parking associated with permitted uses on the
property.
G. Parking/Loading Facility Landscaping and Screening. Parking lot landscaping shall be used to
reinforce pedestrian and vehicular circulation, including parking lot entries, pedestrian accessways, and
parking aisles. To achieve this objective the following minimum standards shall apply; however,
additional landscaping may be recommended during the site plan and architectural review process
(Chapter 12.72
). All parking lots shall be landscaped in accordance with the following standards:
Findin :
The parking lot landscaping is professionally designed. The landscaping is meant to enhance the
pedestrian environment, improve screening of vehicles from the adjacent properties and from the public
right-of-way. The proposed landscaping site plan achieves the minimum standards from the table found
in 17.75.03 with a 15 -foot buffer along Biddle Road and a 5 -foot buffer adjacent to the property line
where a five-foot buffer will be provided on the other side of the property line for a ten foot landscape
buffer at the time of future development of the adjacent property.
The interior parking islands proposed are at least six -feet in width. There is adequate room for tree and
vegetation growth.
H. Bicycle Parking. The amount of bicycle parking shall be provided in accordance with
Section 17.64.040 and constructed in accordance with the following standards:
Page 14 of 22
3. Exceptions to Bicycle Parking. The approving authority may allow exceptions to the bicycle
parking standards as part of the site plan and architectural review process in connection with the
following:
a. Temporary uses such as Christmas tree sales; or
b. Uses that do not generate the need for bicycle parking per a bicycle parking demand analysis
that demonstrates and documents justification for the proposed reduction.
Finding:
The proposed development Phase is for an auto -centric use that will not generate bicycle traffic
from the customers as the reason they are at the property is for an automobile oil change and /
or car wash. An exception to the bicycle parking standards is requested. The uses do not generate
bicycle traffic. With the development of the adjacent properties in future phases, a bicycle
parking structure will be proposed that complies with the standards.
There is adequate room within the structures to accommodate the bicycle parking for employees
of the Oil Lube and Car Wash Facility.
17.75.040 Building design standards.
The following building design standards are established to maintain and enhance the small town character
of the city.
Finding:
The small-town character of the City of Central Point is not negatively impacted by the Phase 1
development of the site as an automotive / vehicle -oriented use. The proposed building design is
reflective of 1960s, highway traveler design, but integrates current building design motifs of strong,
angular rooflines, and more modern materials of stucco like concrete panels, metal and window glazing
without a lot of stone work or similar rock work.
Substantial setbacks are proposed from the public right-of-way and the structures. This reduces the
perceived impacts to community character from a
17.75.042 Commercial building design standards.
The following design standards are applicable to development in all commercial zoning districts, and are
intended to assure pedestrian scale commercial development that supports and enhances the small town
character of the community. All publicly visible buildings shall comply with the standards set forth in this
section.
Finding:
The proposed structure is in the commercial zoning district, at the boundary of the city limits and urban
growth boundary. The proposed development of Parcel 1 is proposed as a vehicular oriented use that
has setbacks of more than 70 -feet from the front property line. The proposed development in Phase 1
Page 15 of 22
is for an auto -centric use. The small-town character of the community will not be negatively impacted
by the proposed development of the oil lube facility and the car wash.
A. Massing, Articulation, Transparency, and Entrances.
1. Building Massing. The top of the building shall emphasize a distinct profile or outline with
elements such as a projecting parapet, cornice, upper level setback, or pitched roofline.
Finding:
The proposed building has modern elements. The pitched roofline emphasizes a distinct profile
and provides architectural symmetry.
2. Facade Articulation. Facades longer than forty feet and fronts on a street, sidewalk, accessway
or residential area shall be divided into small units through the use of articulation, which may
include offsets, recesses, staggered walls, stepped walls, pitched or stepped rooflines, overhangs,
or other elements of the building's mass.
For purposes of complying with the requirements in this subsection "facade articulation" shall
consist of a combination of two of the following design features:
a. Changes in plane with a depth of at least twenty-four inches, either horizontally or
vertically, at intervals of not less than twenty feet and not more than forty feet; or
b. Changes of color, texture, or material, either horizontally or vertically, at intervals of not
less than twenty feet and not more than one hundred feet; or
c. A repeating pattern of wall recesses and projections, such as bays, offsets, reveals or
projecting ribs, that has a relief of at least eight inches.
Finding:
The proposed structures are setback between 52 -feet (Car Wash Tunnel) to more than 70 -feet
from the front property line and the Biddle Road public right of way, the is more than 60 -feet of
setback from the public sidewalk. The design standards for structures that front upon the public
right-of-way is intended to enhance the pedestrian environment. The proposed development of
the property as an Oil Lube Facility and Car Wash is not typically a pedestrian oriented business.
Additionally, there is a substantially obscuring vegetative buffer proposed between the vehicular
surfaces proposed on site and the public sidewalk.
There is a small, electronic pay station for the Car Wash that is between the Lube Facility Building
and the front property line. This structure is similar to a drive -up ATM and has a scale that is
smaller than the articulation standards.
Page 16 of 22
The proposed Lube Facility structure has a fa4ade of length of 79 -feet. There is a horizontal
articulation of more than 48 -inches on the structure at 16 -feet, 8 -inches. This portion of the
building is the waiting room, office, entry hall, and restrooms. This portion of the building is
proposed to be 25 %-feet tall, have a steeply pitched skillion style roofline, glazing, and a change
in color, material and texture at 10 -feet from grade proving required vertical articulation. The
remaining 62 -feet of structure has articulation and changes in color, and material horizontally at
each of the three auto bays. Two bays have 12 -foot wide doors, one has a 10 -foot wide door and
there is between 3 -feet, 8 -inches of bracing wall between the doors. The equipment room and
the wall to the door of the lube bay is 20 -feet. There are 5 -foot, 9 %-inch overhangs at each bay.
There are material changes on the overhangs to add both horizonal articulation and vertical
changes in mass.
3. Pedestrian Entrances. For buildings facing a street, a primary pedestrian entrance shall be
provided that is easily visible, or easily accessible, from the street right-of-way, or a pedestrian
accessway. To ensure that building entrances are clearly visible and identifiable to pedestrians the
principal entry to the building shall be made prominent with canopies or overhangs.
To achieve the objectives of this subsection the design of a primary entrance should incorporate at
least three of the following design criteria:
a. For building facades over two hundred feet in length facing a street or accessway provide
two or more public building entrances off the street;
b. Architectural details such as arches, friezes, tile work, murals, or moldings;
c. Integral planters or wing walls that incorporate landscape or seating;
d. Enhanced exterior light fixtures such as wall sconces, light coves with concealed light
sources, ground -mounted accent lights, or decorative pedestal lights;
e. Prominent three-dimensional features, such as belfries, chimneys, clock towers, domes,
spires, steeples, towers, or turrets; and
f. A repeating pattern of pilasters projecting from the facade wall by a minimum of eight
inches or architectural or decorative columns.
Finding:
The proposed building does not front upon a public street. The Lube Facility building, and the Car
Wash facility are setback between 52 -feet (Car Wash Tunnel) to more than 70 -feet (Lube Facility)
from the front property line and the Biddle Road public right of way, there is more than 60 -feet
of setback from the public sidewalk. The design standards for structures that front upon the
public right-of-way is intended to enhance the pedestrian environment. The proposed
development of the property as an Oil Lube Facility and Car Wash is not typically a pedestrian
oriented business.
Page 17 of 22
The entrance is oriented internally towards the facility as the customers arrive and depart from
vehicles.
Additionally, the proposed structures, excluding the covered vacuum and the covered pay
station, the large buildings are not spatially near the internal street system and the pedestrian
corridors that exist throughout the future phases of development.
4. Transparency. Transparency (glazing) provides interest for the pedestrian, connects the building
exterior and interior, puts eyes on the street/parking, promotes reusability, and provides a human -
scale element on building facades. The transparency standard applies to a building's principal
facade. Projects subject to this section shall meet the following glazing requirements:
Finding:
Though not physically near the pedestrian sidewalk along Biddle Road, nor spatially near the
internal street system, there is a substantial amount of glazing provided on the structure. The
building is not intended to be pedestrian oriented, human -scale as the nature of the business is
auto oriented. The proposed design is consistent with A.4.e., where there are not transparent
windows provided. Limited transparent windows due to proposed use and function of the
building.
There is a proposed belt course of metal over the concrete / stucco exterior. The eave of the
building, and the projecting canopy overhangs the recessed bay doors which does provide
articulation along the facade of the structure.
The metal framing of the structures, shown in red on the exterior elevations provides vertical
articulation along the street facing facades of the structure.
The proposed design, architectural articulation, and substantial setback from the pedestrian
corridor all provide design features that meet the intent of the section.
5. Wall Faces. As used in this section there are three types of wall faces. To ensure that buildings
do not display unembellished walls visible from a public street or residential area the following
standards are imposed:
Finding:
There is more than a 60 -foot setback from any unembellished fagade and the public right of way
and the public sidewalk. There is more than 200 -feet from the residential properties to the
northwest. Both these distances, the landscape buffer and the driving aisles all provide a
substantial distance that reduces, if not eliminates the visibility of the back wall (east wall) of the
Car Wash tunnel.
Page 18 of 22
Additionally, the Car Wash structure has horizontal articulation using an overhang with metal
bracing that has variations in material and colors that provide the require articulation, off -sets,
recesses and pitched roofs that reduce the mass and the scale of the Car Wash tunnel structure.
6. Screening of Service Areas and Rooftop Equipment. Publicly visible service areas, loading
zones, waste disposal, storage areas, and rooftop equipment (mechanical and communications)
shall be fully screened from the ground level of nearby streets and residential areas within two
hundred feet; the following standards apply:
Finding:
The service areas for the vehicles on-site getting serviced for either Oil / Lube or Carwash is within
enclosed for covered structures. The only exterior "service" area is for the detail shop on the
southeast end of the Car Wash. It is more than 200 -feet from the residential area and is nearly
200 -feet from Biddle Road. This limits visibility. No rooftop mechanical is proposed. And the trash
/ recycle enclosures are within a six-foot fenced enclosure.
Conditional Use Permit criteria:
17.76.010 Purpose.
In certain districts, conditional uses are permitted subject to the granting of a conditional use permit.
Because of their unusual characteristics or the special attributes of the area in which they are to be located,
conditional uses require special consideration so that they may be properly located with respect to the
objectives of the zoning title and their effect on surrounding properties.
17.76.040 Findings and conditions.
The planning commission in granting a conditional use permit shall find as follows:
A. That the site for the proposed use is adequate in size and shape to accommodate the use and to meet all
other development and lot requirements of the subject zoning district and all other provisions ofthis code;
Finding:
The site is adequate in size and shape to meet the development standards of the commercial zone, and
when considering the other standards of the Central Point zoning code.
B. That the site has adequate access to a public street or highway and that the street or highway is adequate
in size and condition to effectively accommodate the traffic that is expected to be generated by the
proposed use;
Findin :
The development team has consulted with the Jackson County Roads and the City of Central Point Public
Works division. A traffic impact analysis was performed and the access to the public street for the
development of all phases of the site development is adequate. In particular, the site development of
Page 19 of 22
Phase 1, as the Oil Lube and Car Wash Facility which necessitates the CUP has a generally low peak
volume of traffic when compared to uses outright permitted in the zone such as retail.
C. That the proposed use will have no significant adverse effect on abutting property or the permitted use
thereof. In making this determination, the commission shall consider the proposed location of
improvements on the site; vehicular ingress, egress and internal circulation; setbacks; height of buildings
and structures; walls and fences; landscaping; outdoor lighting; and signs;
Finding:
There are not adverse effects on the development of the adjacent properties or other properties within
the phased development of 4245 Table Rock Road created by the development of Phase 1 as an Oil Lube
and Car Wash facility. The proposed site development including setbacks, height, signage, landscaping
and the site access for ingress, egress and internal circulation all complies with the development
standards for the City of Central Point.
The proposed use is akin to other types of commercial development allowed in the zone and will not
have a negative impact on the light, noise, glare, dust, vibrations, and traffic generation, more so than
any other allowed use in the zone.
D. That the establishment, maintenance or operation of the use applied for will comply with local, state
and federal health and safety regulations and therefore will not be detrimental to the health, safety or
general welfare of persons residing or working in the surrounding neighborhoods and will not be
detrimental or injurious to the property and improvements in the neighborhood or to the general welfare
of the community based on the review of those factors listed in subsection C of this section;
Finding
All local, state and federal health and safety regulations will be complied with and the general welfare
of people living and working in the area will not be injured or harmed by the development of an Oil Lube
and Car Wash Facility.
E. That any conditions required for approval of the permit are deemed necessary to protect the public
health, safety and general welfare and may include:
1. Adjustments to lot size or yard areas as needed to best accommodate the proposed use; provided
the lots or yard areas conform to the stated minimum dimensions for the subject zoning district,
unless a variance is also granted as provided for in Chapter 17.13,
Finding:
No adjustments are sought.
2. Increasing street widths, modifications in street designs or addition of street signs or traffic signals
to accommodate the traffic generated by the proposed use,
Page 20 of 22
Finding:
The Traffic Impact Analysis and the development standards do not call for increased street widths
or designs to accommodate traffic from the proposed use.
3. Adjustments to off-street parking requirements in accordance with any unique characteristics of
the proposed use,
Findin :
No adjustments necessary to accommodate the proposed development.
4. Regulation of points of vehicular ingress and egress,
Finding:
Based on the information from the Traffic impact Analysis and in consultation with Jackson County
Roads and City of Central Point Public Works, no modifications to the points of ingress or egress
are necessary.
5. Requiring landscaping, irrigation systems, lighting and a property maintenance program,
Finding:
All landscaping and irrigation will be well maintained by a professional property maintenance crew.
6. Regulation of signs and their locations,
Finding:
All signs will comply with the City of Central Point Standards for signage location, materials, area,
height and lighting standards.
7. Requiring fences, berms, walls, landscaping or other devices of organic or artificial composition
to eliminate or reduce the effects of noise, vibrations, odors, visual incompatibility or other
undesirable effects on surrounding properties,
Finding:
The proposed development and the substantial setbacks proposed will not have an adverse impact
on the surrounding properties more than a standard commercial development.
Page 21 of 22
8. Regulation of time of operations for certain types of uses if their operations may adversely affect
privacy of sleep of persons residing nearby or otherwise conflict with other community or
neighborhood functions,
Finding:
Due to the location along a heavily trafficked arterial corridors of Biddle Road and Table Rock
Road and the substantial setback from the residentially zoned properties it cannot be found that
the proposed use would have a negative impact on privacy or sleep of persons in the vicinity.
9. Establish a time period within which the subject land use must be developed,
Finding:
The proposed development will comply with the noise and nuisance abatement ordinances of the
City of Central Point.
10. Requirement of a bond or other adequate assurance within a specified period of time,
Finding:
The proposed development and use would appear to not require a bond or other assurances of
development. Upon completion of Land Use Review, the property owner and developers of
Premier Care Oil Lube and Car Wash Facility will seek building permit.
11. Such other conditions that are found to be necessary to protect the public health, safety and
general welfare,
Finding
It is not known to the development team what other conditions would be found necessary with
the proposed development.
12. In considering an appeal of an application for a conditional use permit for a home occupation,
the planning commission shall review the criteria listed in Section 17.50.190.
Finding:
The use is not a home occupation.
Page 22 of 22
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Quick Lube / Car Wash
Conditional Use Permit
Type III Procedure
Traffic Impact Analysis
June 27, 2018
Prepared By: T-matifPOPUTIOM
-Hclllzuttic, LLC
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ATTACHMENT "C"
Quick Lube / Car Wash
Conditional Use Permit
Type III Procedure
Traffic Impact Analysis
June 27, 2018
Prepared By:
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TABLE OF CONTENTS
I. EXECUTIVE SUMMARY.......................................................................................................................5
II. INTRODUCTION....................................................................................................................................6
Background..............................................................................................................................................6
ProjectLocation.......................................................................................................................................6
ProjectDescription...................................................................................................................................6
III. EXISTING YEAR 2018 NO -BUILD CONDITIONS..........................................................................9
SiteCondition...........................................................................................................................................9
Roadway Characteristics..........................................................................................................,...............9
TrafficCounts ... .............. ................................................... ...,.... ,..,.............................. ............................9
Intersection Capacity and Level of Service............................................................................................ l 1
Year 2018 No -Build Intersection Operations................:...................................................................:....12
Year 2018 No -Build 95'h Percentile Queuing.........................................................................................12
CrashHistory ..........................................................................................................................................13
IV. SITE TRAFFIC.....................................................................................................................................15
TripGeneration......................................................................................................................................15
Trip Distribution and Assignment................................................................._........................................15
V. YEAR 2018 BUILD CONDITIONS.....................................................................................................17
Year2018 Build Description.............................................................. .................................................... 17
Year 2018 Build Intersection Operations............................................................................................... i7
Year 2018 Build 95h Percentile Queuing...............................................................................................17
Year 2018 Build Proposed Access.........................................................................................................18
SightDistance................................................................................................................. ..19
Year 2018 Build Turn Lane Criterion....................................................................................................19
VI. CONCLUSIONS..........................................................................................................................„.......21
LIST OF TABLES
Table 1: Roadway Classifications and Descriptions........................................................................................9
Table 2: HCM Level of Service Designations for Stop -Controlled Intersections.........................................11
Table 3: HCM Level of Service Designations for Signalized Intersections..................:...............................:11
Table 4: Year 2018 No -Build Intersection Operations, PM Peak Hour.........................................,..............12
Table 5: Year 2018 No -Build 951h Percentile Queue Lengths, PM Peak Hour..............................................12
Table 6: Study Area Intersection Crash Rates, 2012-2016............................................................................13
Table 7. Crash History by Type, 2012-2016.................................................................................................14
Table 8: Development Trip Generations................................................................... ...................15
Table 9: Year 2018 Build Intersection Operations, PM Peak Hour...............................................................17
Table 10: Year 2018 Build 95'h Percentile Queues, PM Peak Hour..............................................................18
FIGURF,S
FIGURE1: Vicinity Map............................................................................................................................7
FIGURE2: Site Plan...................................................................................................................................8
FIGURE 3: Year 2018 No -Build Traffic Volumes, PM Peak Hour..........................................................10
FIGURE 4: Quick Lube/Car Wash Development Trip Assignments, PM Peak Hour..............................16
FIGURE 5: Year 2018 Build Traffic Volumes, PM Peak Hour................................................................20
APPENDICES
APPENDIX A:
TRAFFIC COUNT DATA
APPENDIX B:
CRASH DATA, LOCAL TRIP GENERATIONS
APPENDIX C:
EXISTING YEAR 2018 NO -BUILD SYNCHRO AND SIM"IRAFFIC OUTPUT
APPENDIX D.
DESIGN YEAR 2018 BUILD SYNCHRO AND SIMTRAFFIC OUTPUT
APPENDIX E:
TURN LANE GRAPHS
APPENDIX F:
AGENCY REQUIREMENTS
THIS PAGE LEFT BLANK INTENTIONALLY
I. EXECUTIVE SUMMARY
Summary
Southern Oregon Transportation Engineering, LLC prepared a traffic analysis for a proposed
conditional use permit (CUP) for a quick lube and automated carwash development on the
southwest corner of Table Rock Road and Biddle Road in Central Point, Oregon. Access to the site
is proposed from Biddle Road approximately 570 feet west of Table Rock Road and 540 feet east of
Meadowbrook Drive. An east -west interior road is also provided for connectivity to Hamrick
Road.
The proposed quick lube and automated carwash development is estimated to generate 80 pm. peak
hour trips to the transportation system with 41 trips inbound and 39 trips outbound. Five study area
intersections within the local area were evaluated under year 2018 no -build and build conditions to
determine what impacts the proposed development may have on the transportation system.
Conclusions
The findings of the traffic impact analysis conclude that the proposed quick lube and automated car
wash conditional use permit can be approved without creating adverse impacts to the transportation
system. Results of the analysis are as follows:
1. All study area intersections operate acceptably under year 2018 no -build and build conditions
during the p.m. peak hour.
2. No study area intersection is shown to have an exceeded queue length under year 2018 no -build
or build conditions during the p.m. peak hour.
3. Sight distance at the proposed development access on Biddle Road is shown to be adequate in
both directions.
4. Right turn lane criterion at the proposed development access on Biddle Road is not met under
year 2018 build conditions.
The proposed conditional use permit for a quick lube and automated car wash, located on the
southwest corner of Biddle Road and Table Rock Road, is shown to be in compliance with the
Central Point Comprehensive Plan and Land Development Code. Streets that serve the subject
property will accommodate projected p.m. peak hour traffic volumes within acceptable levels of
service.
f.O. TI gtifP0,RrgTI011 ltf4iYrC.RlII4, cci I June 27, 2018 1 Quick Lube -Car Wash CUP Dev TIA 15
H. INTRODUCTION
Background
Southern Oregon Transportation Engineering, LLC prepared a traffic analysis for a proposed
conditional use permit (CUP) for a quick lube and automated car wash on the southwest corner of
Table Rock Road and Biddle Road in Central Point, Oregon.
A limited traffic analysis is required by the City of Central Point in their land development code
section 17.05.900 to address impacts for a type III procedural application. Jackson County also
requires an analysis because Table Rock Road and sections of Biddle Road within the study area
are under their jurisdiction. The scope of the analysis included evaluating impacts to the local
surrounding transportation system under existing and development build year conditions. The
study area was determined by the City and County to include all access points to the site and the
following intersections:
1. Hamrick Road / East Pine Street
2. Meadowbrook Drive / Biddle Road
3. Table Rock Road / Biddle Road
4. Hamrick Road / Table Rock Road
Access to the site is proposed from Biddle Road approximately 570 feet west of Table Rock Road
and 540 feet east of Meadowbrook Drive. An east -west interior road is also provided for
connectivity to Hamrick Road.
Project Location
The subject property is located on the southwest corner of Biddle Road and Table Rock Road on
the upper left corner of Township 37S Range 2W Section 01, tax lot 700 in Central Point,
Oregon. Refer to Figures 1 and 2 for a vicinity map and site plan.
Project Description
The subject property is zoned C-4 for tourist and office -professional commercial developments.
The quick lube and automated car wash uses are conditional in C4. Proposed development is
estimated to generate 80 trips to the transportation system during the p.m. peak hour with 41
inbound and 39 outbound.
f. 0. TrrAnrvoarAr�on �nc�nrrarnc, It( I June 27, 2018 1 Quick Lube -Car Wash CUP Dev TIA 16
Figure 1 : Vicinity Map
OLNO ro s
.ALE
SOUT4RM 0"0" Table Rock Road
TAAMSPOATATIOM MIMZAIM6, LL( Conditional Use Permit
Medford, Oregon 97504 Traffic Impact Analysis
ph 541.608.9923 fax 541.535.6673
email: kim,parducciftmail.com Central Point, Oregon
0
Quick
Lube
Figure 2: Conceptual Site Plan
PINE STREET
Elm
1
11 V
1 .. I I I J I I I I I I I I I I I f I I I J I I J I
Automated Car Wash
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Medford, Oregon 97504
ph 541.608.9923 fax 541.535.6873
emall.• klm.parducdcagmall.com
Table Rock Road
Conditional Use Permit
Traffic Impact Analysis
Central Point, Oregon
III, EXISTING YEAR 2018 NO -BUILD CONDITIONS
Site Conditions
The subject property is located on the southwest corner of Biddle Road and Table Rock Road on
Township 37S Range 2W Section 01, tax lot 700 in Central Point, Oregon. The site is currently
vacant. Access for the proposed quick lube and automated car wash is proposed on Biddle Road.
Roadway Characteristics
The project study area includes intersections and driveways on Hamrick Road, Table Rock Road
and East Pine Street. A full movement access on Biddle Road is considered in the analysis for
site circulation. Study area intersections and driveways are analyzed in accordance with City of
Central Point and Jackson County standards.
Table l provides a summary of existing roadway classifications and descriptions in the study
area.
Table 1- Roadway Classifications and Descriptions
Roadway
Jurisdiction
Functional
Classification
Lanes
operational
Standard
Posted Speed
(MPI)
East Pine Street
City of Central Point
Minor Arterial
5
LOS D
VIC 0.95
35
Biddle Road
Jackson County
Minor Arterial
5
V/C 0.95
35-45
Hamrick Road
City of Central Point
Local
2
LOS D
30-40
Meadowbrook Drive
City of Central Point
Local
2
LOS D
25
Table Rock Road
Jackson County
Minor Arterial
2-5
V/C 0.95
45
Traffic Counts
Year 2018 manual traffic counts (3-6pm) were collected at study area intersections during the
middle two weeks of January (before Airport Road was closed to through traffic) to account for
Costco traffic. Counts were seasonally adjusted and balanced to reflect peak conditions. Refer to
Figure 3 for year 2018 intersection turning movement volumes. Counts are provided in Appendix
A.
f.0. TnAnfm4rquotf LLC I June 27, 2018 1 Quick Lube - Car Wash CUP Dev TIA 19
Figure 3: Year 2018 No -Build Traffic Volumes, PM Peak Hour
.-BEEBE 10
6.
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30 33.1
545 „ f 555 8 J. 60 I R11 J f 495
r 300-
345 Ion
1
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EET
BlDDLE RD
sit
R v
_ - HAMRiCIC 11D_ . _ r
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36
SGUT41aH OIGON Table Rock Road
TUNSPOPTATION 4;N4IHZU1H4, LK Conditional Use Permit
Medford, Oregon 97504 Traffic Impact Analysis
ph 541.608.9923 fax 541.535.6873 �" Y
email: kim.parducci(?gmailcom Central Point, Oregon
Intersection Capacity and Level of Service
Intersection capacity calculations were conducted utilizing the methodologies presented in the
Year 2000 Highway Capacity Manual. Capacity and level of service calculations for signalized
and unsignalized intersections were prepared using "SYNCHRO" timing software.
Level of service quantifies the degree of comfort afforded to drivers as they travel through an
intersection or along a roadway section. The level of service methodology was developed to
quantify the quality of service of transportation facilities. Level of service is based on total delay,
defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle
departs from the stop line. Level of service ranges from "A" to "F", with "A" indicating the most
desirable condition and "F" indicating an unsatisfactory condition. The HCM LOS designations
for stop -controlled intersections are provided in Table 2. The HCM LOS designations for
signalized intersections are provided in Table 3.
Table 2 - HCM Levd of Service Desipsttons for Stop -Controlled Intersecdoae
Level of Service
Delay Rase
A
<10
B
>10- 15
C
>15-25
D
>25 - 35
E
>35 - 50
F
> 50
Table 3 - HCM Level of Service Dedpation for Sipallud Intersections
Levet of Service
Delay R211F
p
<10
B
>10-20
C
T
>20 - 35
D
>35 - 55
E
>55 - 80
F
> 80
Streets within the study area are under City of Central Point and Jackson County jurisdiction.
The City of Central Point requires all study area intersections to operate at acceptable levels of
service (LOS). The minimum acceptable level of service for signalized intersections and
unsignalized intersection movements is LOS "D". Jackson County's operational standard
considers a volume -to -capacity (V/C) ratio standard. -The acceptable performance standard for
signalized and unsignalized intersections per the Jackson County Transportation System Plan is a
We ratio no greater than 0.95 within the boundary of the Metropolitan Planning Organization
(MPO) and 0.85 outside of the MPO boundary. All intersections under Jackson County
jurisdiction are within the MPO. Mitigation is, therefore, required at study area intersections
operating below a LOS "D" and/or We ratio of 0.95.
f. 0. T agiyfPOQrar1011 Zn -w cixna, LLC I June 27, 2018 1 Quick Lube - Car Wash CUP Dev TIA 111
Year 2018 No -Build Intersection Operations
Study area intersections were evaluated under existing year 2018 no -build conditions during the
p.m. peak hour. Results are summarized in Table 4.
Table 4 - Year 2018 No -Build Intersection Operations, PM Peak Hour
Intersection Performance TMMC Year 2018 No -Build
Standard Control
Hamrick Road / East Pine Street LOS D, V/C 0.95 Signal C, 0.83
Meadowbrook Drive / Biddle Road LOS D, V/C 0.95 TWSC C, 0.07 SBL
Table Rock Road / Biddle Road V/C 0.95 Signal 0.68'
Hamrick Road / Table Rock Road V/C 0.95 TWSC 0.38 EBL
LOS=Level of Service, WC=Volume-to-Capacity, TWSC=Two-way stop controlled, EBL=eastbound lett, SBL=southbound left
1. The intersection of Table Rock Road / Biddle Road was evaluated including improvements that are currently underway
Note: Exceeded performance standards are shown in bold, italic
Results of the analysis show all study area intersections operate acceptably (within performance
standards) under existing year 2018 no -build conditions during the p.m. peak hour. Refer to
Appendix C for synchro output sheets.
Year 2018 No -Build 95th Percentile Queuing
Queuing is the stacking up of vehicles for a given lane movement and can have a significant
effect on roadway safety and the overall operation of a transportation system. Long queue
lengths in through lanes can block access to turn lanes, driveways, and minor street approaches,
as well as spill back into upstream intersections. As a result of this, the estimation of queue
lengths is an important aspect of the analysis process for determining how a transportation
corridor operates.
Queue lengths are reported as the average, maximum, or 95`h percentile queue length. The 95th
percentile queue length is used for design purposes and is the queue length reported in this
analysis. Five simulations were run and averaged in SimTraffic to determine 95`" percentile
queue lengths. Queues were evaluated at study area intersections under existing year 2018 no -
build conditions. Queue lengths were rounded up to the nearest 25 feet (single vehicle length)
and reported in Table 5 for the p.m. peak hour.
Table 5 — Year 2018 No -Build 95th Percentile ueue
hs, PM Peale Hour
Intersection /
Available Link
99th Percentile Exceeded or
Movement _
Distance (Ft) _—
2ue_ u_e Lengths Blocked Roadway
East Pine Street / Hamrick Road
Eastbound Left
400
250
Eastbound Through
675
175
Westbound Left
300
50
Westbound Through
825
250
Northbound Left/Through
450
225
Northbound Right
450
50
Southbound Left/Through
350
100
Southbound Rilthl
200
175
Note: Exceedad performance standards are shown in held. folic
f.0. Ta-nnfaoRrxion �ncinrr�inc, L L ( I June 27, 2018 1 Quick Lube - Car Wash CUP Dev TIA 112
Table 5 Continued — Year r 20.18No-Build 95"' Percentile
Queue Lengths, PM Peak Hour _
Intersection /
Available Link
95th Percentile Exceeded or
Movement
Distance (Ft)
_Queue Lenjtbs Blacked Roadway
Meadowbrook / Biddle Road
2015
1
2016
7
Eastbound Left
200
50 -
Eastbound Through
825
0
Westbound Left
200
25 -
Westbound Through
1100
0 -
Northbound Left
100
25
Northbound Through/Right
425
25 -
Southbound Left
100
50 -
Southbound Through/Right
375
50 -
Table Rock Road / Biddle Road
i 1
0
Eastbound Left
500
150 -
Eastbound Through
1100
125 -
Eastbound Right
200
50 -
Westbound Left
150
100 -
Westhound Through
1400
150 -
Westbound Right
200
150 -
Northbound Left
100
75 -
Northbound Through
1025
150 -
Southbound Left
650
150 -
Southbound Through
650
200 -
Hamrick Road ! Table Rock Road
Eastbound Left
225
125
Eastbound Right
1000
50 -
Northbound Left
300
100 -
Northbound Through
400
0 -
Southbound'lhruugh
1025
25
Note: Exceeded performance standards are shown in bold, italic
Results of the queuing analysis show no study area intersection queue lengths are exceeded under
existing year 2018 no -build conditions during the p.m. peak hour. Refer to Appendix C for a fall
queuing and blocking report.
Crash History
Crash data for the most recent 5 -year period was provided from ODOT's crash analysis unit.
Results were provided for the period of January 1, 2012 through December 31st, 2016. Crash data
was analyzed to identify crash patterns that could be attributable to geometric or operational
deficiencies, or crash trends of a specific type that would indicate the need for further
investigation at an intersection. Study area intersection crash rates were also compared to 90th
percentile rates using the HCM prediction model. Tables 6 and 7 provide a summary of results.
Crash data is provided in Appendix B.
Table 6 - Study Area Intersection Crash Rates, 2012-2016
Intersection
Hamrick / East Pine
2012
3
2013
5
2014
2
2015
1
2016
7
Total
Crashes
18
AADT
25,400
Crash
Rate
0.388
MOT
90 %
0.860
Meadowbrook / Biddle
3
1
0
0
1
5
14,250
0.192
0.408
Table Rock / Biddle
2
3
3
4
6
18
31,500
0.313
0.860
Hamrick / Table Rock
i 1
0
0
0
0
1
8,960
0.061
0.293
I.D. TQRNIGORTATION -IN61NFtAlN6, LLC I June 27, 2018 1 Quick Lube -Car Wash CUP Dev TIA 113
Table 7 - Crash History by Type, 2012-2016
Intersection Collision Type
Rear- Turning Other Pedestrian/
End /Angle Bicyclist
Hamrick / East Pine 5 11 1 1
Severity
Non- Injury Fatal
Injury
8 10 0
Meadowbrook / Biddle 0 3 2 0 3 2 0
Table Rock / Biddle 15 3 0 0 5 13 0
Hamrick / Table Rock 1 0 0 0 1 0 0
The highest crash frequency occurred at the intersections of Hamrick Road / E Pine Street and
Table Rock Road / Biddle Road. At Hamrick Road / E Pine Street, 66% of collisions were
turning or angle collisions, 28% were rear -end, and 6% were fixed -object. One turning collision
involved a cyclist. At Table Rock Road / Biddle Road, 83% of collisions were rear -end collisions
and 17% were turning or angle collisions. Of the rear -end collisions, 11 of 15 were northbound
and three were southbound, likely from congestion on Table Rock Road. Turning and angle
collisions were split from the north and south and involved permissive lett turning vehicles not
yielding right-of-way. Turning movement and angle collisions are common at signalized
intersections with protected/permissive turning movements and at unsignalized intersections with
center turn lanes. Rear -end collisions are common under congested conditions, which should
reduce when widening improvements on Table Rock Road are complete.
No study area intersection crash rate reached the 90'h percentile rate, and no study area
intersection was identified as a SPIS site. Based on this, no further investigation is shown to be
necessary.
U7. TJ?4nfpogTJ1TIOtf -En6lll.'611InG, t i ( June 27, 2018 I Quick Lube - Car Wash CUP Dev TTA 14
IV. SITE TRAFFIC
Trip Generation
Trip generation calculations for the proposed quick lube and automated car wash were prepared
utilizing local data gathered from Oil Stop. Local data was provided for an existing Oil Stop
quick lube and automated car wash facility in Redding, California, which is similar in size and
layout. No pass -by or internal trip reductions were taken. Table 8 provides a summary of trip
generations. Local trip generation data is provided in Appendix B.
Table S — Development Trip Generations
Load Use Unit . Size PM Peak PM PM Peale Hour
Rate Trips
Trip Distribution and Assignment
Development trips were distributed in accordance with traffic volumes within the study area and
engineering judgement. Roadway volumes were compared in the local project vicinity to
estimate the percentage of trips going to and coming from Hamrick Road, East Pine Street,
Biddle Road, Meadowbrook Drive, and Table Rock Road. This resulted in 15% to/from the north
on Hamrick Road, 30% to from the west on East Pine Street, 5% to/from Meadowbrook Drive,
15% to/from the north on Table Rock Road, 5% to/from the south on Table Rock Road, and 30%
to/from the east on Biddle Road. Refer to Figure 4 for development trip distributions and
assignments during the p.m. peak hour.
I.O. CCC I June 27, 2018 1 Quick Lube- Car Wash CUP Dev TIA 115
Total
% In In % Out Out
Conditional Uses
Quick Lube Stations 3 4
12
0.56 7 0.44 5
Automated Car Wash Tunnel 1 68
68
0.50 34 0.50 34
Total Prim2ry'rrips
so
41 39
Trip Distribution and Assignment
Development trips were distributed in accordance with traffic volumes within the study area and
engineering judgement. Roadway volumes were compared in the local project vicinity to
estimate the percentage of trips going to and coming from Hamrick Road, East Pine Street,
Biddle Road, Meadowbrook Drive, and Table Rock Road. This resulted in 15% to/from the north
on Hamrick Road, 30% to from the west on East Pine Street, 5% to/from Meadowbrook Drive,
15% to/from the north on Table Rock Road, 5% to/from the south on Table Rock Road, and 30%
to/from the east on Biddle Road. Refer to Figure 4 for development trip distributions and
assignments during the p.m. peak hour.
I.O. CCC I June 27, 2018 1 Quick Lube- Car Wash CUP Dev TIA 115
Figure 4: Quick Lube / Car Wash Trip Assignments, PM Peak Hour
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4 x 1
r y�
ecv, LW o0o z
7 yy oa J1�►
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1 f—
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h
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TA-IHSPO-ATATIOH 1NQU lK, uc Conditional Use Permit
Medford, Oregon 97504 Traffic Impact Analysis
ph 541.608.9923 fax 541.535.6873 P Y
email: kim.parduccicagmaif.com Central Point, Oregon
V. YEAR 2018 BUILD CONDITIONS
Year 2018 Build Description
Build conditions represent no build conditions for a study area with the addition of proposed
development trips considered. Build conditions are compared to no -build conditions to determine
what impacts and/or mitigation measures will be necessary as a result of proposed development.
Build conditions in year 2018 consider a quick lube and automated car wash.
Year 2018 Build Intersection Operations
Year 2018 build traffic volumes were evaluated at study area intersections during the p.m. peak
hour to compare impacts. Results are summarized in Table 9.
Synchro output sheets are
provided in Appendix D.
Table 9 — Year 2018 Bu M Intersection Operations, PM Peak Hour
Intersection Perf or a nce Trafllc Coad
StoHamrick
Year 2018 Build
Road / East Pine Street LOS
0.95 Signal
V/CMeadowbrook
C, 0.83
Drive / Biddle Road LOS D TWSC
V/C 0.95
C, 0.07 SBL
Table Rock Road / Biddle Road V/C 0.95 Signal
0.69'
Hamrick Road / Table Rock Road V/C 0.95 TWSC
0.38 EBL
Development DW / Biddle Road V/C 0.95 TWSC
B, 0.09 NBL
LOS = Level of Service, VIC = Volume -to -Capacity, TWSC = Two-way slop controlled
EBL = eastbound left, SBL = southbound left, NBL = northbound left
1. The intersection of Table Rock Road / Biddle Road was evaluated including imprnvcmenfs
that are currently underway
Note: Exceeded performance standards are shown in bold, italic
Results of the analysis show all study area intersections operate acceptably (within performance
standards) under year 2018 build conditions during the p.m. peak hour. Refer to Appendix D for
synchro output sheets.
Year 2018 Build 95"' Percentile Queuing
Five simulations were run and averaged in SimTraffic to determine 95`h percentile queue lengths
at study area intersections under year 2018 build conditions. Queue lengths were rounded up to
the nearest 25 feet (single vehicle length) and reported in Table 10 for the p.m. peak hour if
shown to exceed their available link distance or block a downstream intersection.
f.0. T q amrpOATJITlON,[MCIiYFFRlti6, LLC I June 27, 20181 Quick Lube- Car Wash CUP Dev TIA 117
Table 10 — Year 2018 Build W Percentile _ ueue Lengths, PM Peak Hour f
Intersection ! Available Link W Percentile Exceeded or
Movement _ - — Distance M) _ Queue Lenghs Blocked Roadway -
East Pine Street / Hamrick Road
Eastbound Left
Eastbound Left
400
275
Eastbound Through
675
150
Westbound Left
300
50
Westbound Through
625
250
Northbound Left/Through
450
275
Northbound Right
450
50
Southbound Left/Through
350
100
Southbound Right
200
200
Meadowbrook / Biddle Road
Eastbound Left
200
Eastbound Through
825
Westbound Left
200
Westbound Through
1100
Northbound Left
100
Northbound Through/Right
425
Southbound Left
100
Southbound Tbrough/Right
375
Table Rock Road / Biddle Road
Eastbound Left
500
Eastbound Through
1100
Eastbound Right
200
Westbound Left
150
Westbound Through
1400
Westbound Right
200
Northbound Left
100
Northbound Through
1025
Southbound Left
650
Southbound Through
650
50
0
25
25
25
25
50
50
175
125
50
125
175
150
75
150
150
200
Hamrick Road / Table Rock Road
Eastbound Left
225
125
Eastbound Right
1000
50
Northbound Lett
300
100
Northbound Through
400
0
Southbound Through
1025
25
Development DW / Biddle Road
Eastbound Through/Right 550 25
Westbound Left 100 25
Northbound Lefl/Righc 400 50
Note: Exceeded performance standards are shown in bold, italic
Results of the queuing analysis show no study area intersection queue lengths are exceeded under
year 2018 build conditions during the p.m. peak hour. Refer to Appendix D for a full queuing
and blocking report.
Year 2018 Build Proposed Access
One full movement access on Biddle Road is proposed for the quick lube and automated car wash
conditional uses. The proposed development is estimated to generate 80 trips during the p.m.
peak hour with 41 inbound and 39 outbound. Access is proposed approximately 570 feet west of
Table Rock Road and 540 feet east of Meadowbrook Drive, where an existing center two-way left
turn lane can be utilized for westbound left -in and northbound left -out movements. The nearest
S.O. Tnmi(paprflnON L LC I June 27, 2018 1 Quick Lube - Car Wash CUP Dev TTA 118
traffic movements that could spill back and block this proposed access are the eastbound left,
through, and right turn queues on Biddle Road at Table Rock Road, and the westbound left turn
queue on Biddle Road at Meadowbrook Drive. The westbound left turn movement at
Meadowbrook Drive was shown to have a 95h percentile queue length of 25 feet under existing
conditions. Similarly, the eastbound left, through, and right turn movements were shown to have
951" percentile queue lengths of 175 feet, 125 feet, and 50 feet, respectively. No existing queue
length from either direction is shown to get close to reaching the proposed development access on
Biddle Road during the p.m. peak hour. Based on this, a proposed full movement access is
concluded to operate acceptably with development of a proposed quick lube and automated car
wash.
Sight Distance
Access to the site is proposed from a full movement driveway on Biddle Road. Sight distance at
this location is unrestricted in both directions and shown to be adequate.
Year 2018 Build Turn Lane Criterion
Wt Turn Lane
Right tum lane criterion was evaluated on Biddle Road at the proposed development driveway
during the p.m. peak hour to determine whether deceleration lane criterion is met under year 2018
build conditions for the eastbound right turn movement. Results of the analysis show criterion is
not met. Biddle Road currently has two lanes in each direction with a center two -way -left -turn -
lane at the proposed development driveway. A lane utilization analysis revealed that
approximately 60% of eastbound vehicles use the inside lane and 40% use the outside lane. A
larger percentage of traffic in the inside lane reduces the potential for rear -end collisions for right
turning vehicles to/from the mainline outside lane. Refer to Appendix F for right turn lane
graphs.
I.D. eel I June 27, 2018 1 Quick Lube -Car Wash CUP Dev TIA 119
Figure 5: Year 2018 Build Traffic Volumes, PM Peak Hour
vis.•.' - �, � � ti � ! =�.�^' �
BEEBE RDAD - i ,_ — i �•
V + • s. ❑
]>1s �_J* 37 IS M
65 J �a ° YZS 1�, :+ 186 33s i
P1 SIDDLE RD f
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i }1'
f
. i 185 1!j
00 + r
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T-MIMSDOPTATIOM ZNOMAIK, uc Conditional Use Permit
1 Medford, Oregon 97504 Traffic Impact Analysis
ph 541.608.9923 fax 54 f .535.6873
email; kim.parducciftmaii.com Central Point, Oregon
0
VI. CONCLUSIONS
Conclusions
The findings of the traffic impact analysis conclude that the proposed quick lube and automated car
wash conditional use permit can be approved without creating adverse impacts to the transportation
system. Results of the analysis are as follows:
1. All study area intersections operate acceptably under year 2018 no -build and build conditions
during the p.m. peak hour.
2. No study area intersection is shown to have an exceeded queue length under year 2018 no -build
or build conditions during the p.m. peak hour.
3. Sight distance at the proposed development access on Biddle Road is shown to be adequate in
both directions.
4. Right turn lane criterion at the proposed development access on Biddle Road is not met under
year 2018 build conditions.
The proposed conditional use permit for a quick lube and automated car wash, located on the
southwest corner of Biddle Road and Table Rock Road, is shown to be in compliance with the
Central Point Comprehensive Plan and Land Development Code. Streets that serve the subject
property will accommodate projected p.m. peak hour traffic volumes within acceptable levels of
service.
f. 0. TltANfpogT RTION -EN4iti"R/N6, L L t I Junc27,20181 Quick Labe -Car Wash CUP Dev TIA 121
Quick Lube / Car Wash
Conditional Use Permit
Type III Procedure
APPENDICES A -F
June 27, 2018
Prepared By:
f oun um 0, t-'GOM Tioxf PaPTNIOMIYou-numc, L L C
soUru.C.RM
O,ulmf
TRAMfDO!lTATfOM
-ENGIMlz1tlMG. LLC
Appendix A
Traffic Count Data
North-South: Hamrick Rd
East-West: E Pine Street
Weather: Clear, cool
All Vehicles
File Name : Hamrick -Pine _PM_County
Site Code : 00000003
Start Date : 1/9/2018
Page No : 1
_
_
Groups Printed- Unshifted
Hamrick Rd
E Pine St
Hamrick
Rd
E Pine Street
From Korth
From East
From South
From Wrest
siari 1�
�er�
T �
I_ �. P s.l
,�
I T��
r
R %�� &O L_+
ier
T
Left i ThFlt RIgh1
Peds
I ,y�, naR
Left
j 7heu�WgM Ferfa
43:00 PM
4
7
107
0
118'
2
122
1
0 125
40
13
1
0
54
110
119
J
33
0
262
559
03:15 PM
4
6
115
0
125
4
122
9
0 135
50
12
5
0
67
96
122
34
0
252
579
03:30 PM
3
12
103
0
118
5
101
10
0 116
54
10
6
0
70
86
151
48
0
285
589
03:45 PM
3
2
115
0
12Q, ;
_4_
.136
_' �_Q
143
44
6
0
1
107
169
31
0
2
Total
14
27
440
0
481!
15
481
23
0 519
188
_11 _
46
._
18
0
252
399
561
146
0
1106
_
2358
04:00 PM
8
9
130
0
147
5
147
25
0177
43
9
9
0
81
98
141
35
0
274
659
04:15 PM
12
2
108
0
122'
2
153
7
0 162
45
12
8
0
85
91
138
40
0
269
618
04.30 PM
7
4
127
0
138
5
157
7
0 169
50
8
6
0
84
89
118
36
0
243
614
04:45 PM
_ 8
5_.105
_
0
118
2
112
10
0 �_
37
6
_ 5
S}_
1 3
147
35
0
X85
575
ft I
35
20
470
0
525
14
569
49
0 632.
175
35
28
0
238
381
544
146
0
1071
2466
05:00 PM
9
4
141
0
154
3
212
2
0 217
47
16
9
0
72
89
118
26
0
2331
676
05:15 PM
5
0
114
0
119
4
152
4
0 160,
43
9
2
0
54
114
90
18
'2221
555
05:30 PM
11
1
134
0
146
3
102
30
0 135
37
9
3
0
49
97
122
29
0
248
578
05:+1:5 PM _
5
2
76
d
83.
3..
119
11_
0 _ 133
-5,__
0
40
72
91
30
0
449.
Total
30
7
465
❑
5a2
13
585
47
0 645
152
46
17
0
_
215
372
421
_ _ _
103
0
_ _193 _
896
2258
Grand Total I
79
54
1375
0
1508 I
42
16.35
119
0 1796
515
127
63
0
705
1152
1526
395
0
3073 1IIII
7082
Apprch %
5.2
3.6
91.2
0
I
2.3
91
6.6
0 I
73
18
8.9
0
137.5
49.7
12.9
0
I
Total %
1.1
0.8
19.4
0
21.3
0.6
23.1
1.7
0 25.4
7.3
1.8
0.9
0
10
16.3
21.5
5.6
0
43.4
North-South: Hamrick Rd
East-West: E Pine Street
Weather: Clear, cool
All Vehicles
File Name : Hamrick-Pine—PM—County
Site Code : 00000003
Start Date : 1/9/2018
Page No :2
Hamrick Rd E Pine St Hrrnrkk Rd E Pine Stmt
__ From Horth _ -_ _ _ From East _ _ From South _ From West
-- Start Left 7hru wynt Pedsr �, Ta. Left Thr Rig Ped App. Left Thr Rig Ped App. Left�rT Rig Ped App Y Int.
Time ���.1 _ u ht.. s Total u ht s Total u h� s Total Total
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1
Peak Hour for Each Appmach_1 eg�ins. at: _ -_ _ _
04 16 PM 04:15 PM00:16 PM 0415 PM
+0 mins. 12 2 108 0 122 2 153 7 0 162 45 12 B 0 65 91 138 40 0 269
+15 mina. 7 4 127 0 138 5 157 7 0 169 50 8 6 0 64 89 118 36 0 243
+30 mins. 8 5 105 0 118 I 2 112 10 0 124 37 6 5 0 48 103 147 35 0 285
4-45 mins. _ _ 9 4 141 0 _ 154 3 212 2 0 211 4.7 15 9 0 72 89 118 26 0 233
Total Volume 36 15 461 0 53?. 12 634 26 0 672 179 42 28 0 249 372 521 137 0 1030
_..npp,� 90.4 0 tt1
7 1,8 94.3_ 3_9 0 _ 71.9 16.9 11.2 0 36.1 50.6 13.3_ 0
PHU,750 ? .653 ✓ i -..,$ _.748 J69 _ OF& _ -774 $� �$ .000 $fi"�.i �9� MM- �� : Q41? __Aoj
HOW* Rd
in - P60Kjt_QM&G4:t5 PM
Rl vt Tr iglt Peds
Peak Hour Data
a
s
t
t
r
cggg�
North
U
�2 ixm
LUa
ft
to yr
a
u 13
c
4 I r+
L ftw .Po$.
_ �s7 � 281. -o1
I '
In - Peak Hour: 04:15 PM
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975141 Kim.parducci@gmail.com 1 (541) 941-4148 cell
North-South: Meadowbrook Dr File Name
East-West: Biddle Rd Site Code
Weather: Light Drizzle Start Date
Veh Type: All Vehicles Page No
Meadowbrook Dr Biddle Rd- r Meadowbrook Dr
From North From East Fr m
sleet The left Tnti I Right Fede ,: Left I Thru I Posit. Peds- TL left Thru t
03:00 PM 9 0 9 0 18 0 152 7 0 159 0 0 0
03:15 PM 6 0 9 0 15 1 146 4 0 151 0 0 1
03:30 PM 6 0 5 0 11 4 152 7 0 1631 1 0 1
0:3:45 P141. _�_ R -_2— Ut 9 0 _ 48
Total 27 0 31 0 58 7 587 27 0 621 2 0 4
04:00 PM 13 0 11 0 24 4 137 10 0 151 3 0 0
04:15 PM 6 0 11 0 17 2 139 9 0 150 1 0 1
04:30 PM 4 0 11 0 15 1 164 15 0 180 0 0 1
04:45 PM _ Q_ -0 19 0 _ 101 3 153 9 0 1§1 1 0 0
Total 31 0 43 0 74 10 593 43 0 846 5 0 2
05:00 PM 8 0 3 0 11 ! 0 181 23 0 204 0 0 1
05:15 PM 12 0 6 0 18' 0 162 10 0 172 1 0 1
05:30 PM 7 0 8 0 15 0 129 20 0 149 4 0 2
05:45 PM : 4_ _--¢ - 2 _ -0 6 1 1.03 12 0
Total 31 0 19 0 50 1 575 65 0 641 5 0 4
Grand Tial f 89 0 93 0 182 ` 18 1755 135 0 1908 12 0 10
Appmh % 48.9 0 51.1 0 0.9 92 7.1 0 54.5 0 45.5
Total % 2.3 0 2.4 0 4.7 0.5 45.3 3.5 0 49.2 0.3 0 0.3
Meadowbrook-Biddle
00000001
1/24/2018
1
Biddle Rd --
0 0
13
143
1 0 157
334
0 1
8
153
1
0
162
329
0 2
10
131
0
0
141
317
0 3
^ 12
145
1
0
158
Q 6
43
572
3
0
618
1303
0 3
13
158
0
0
171
349
0 2
16
148
0
0
164
333
0 1
15
140
0
0
155
351
0 1
17
125
2
0 7
61
571
2
0
634
1361
0 1
16
124
1
0141
357
0 2
12
103
1
0
116
308
0 6
15
117
0
0
132
302
0._ Q --
1a
1LA
122
244
0 9
56
453
2
0
511
1211
0 22 j
160
1596
7
0
1763
3875
0 I
9.1
90.5
0.4
0
0 0.6
4.1
41.2
0.2
0
45.5:
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975041 Kim.parducci@gmall.com 1(541) 941-4148 cell
North-South: Meadowbrook Dr File Name : Meadowbrook-Biddle
East-West: Biddle Rd Site Code : 00000001
Weather: Light Drizzle Start Date : 1/24/2018
Veh Type: All Vehicles Page No :2
F G&K Hour Analysis rroM 174:101 M to U*:t1u
Meadowbrook Or
Biddle Rd
Meadowbrook Dr
Biddle Rd
1
.
From North —
--
_ From East
From South
From West
0
LeR Thr
Rig Ped
App.
Left
Thr Rig Ped
_
App.
Int
Start
i- _
—
Left Thru Right Peas
Len Thr Rig Ped App.
*45 mins. A 3 0 11
0
u M s Total
u
ht s
Total
B37
u ht s
I Total
Total
F G&K Hour Analysis rroM 174:101 M to U*:t1u
rM - FOU 1 of 1
Peak -flow - fir ,.Ap—p-$QginAA
04'16 PM
04:15 PM
1
.
+0 mins. 6 0 11 0 17
2
139
9
0
+15 mins. 4 0 11 0 15
1
164
15
0
+30 mins, 8 0 10 0 1s
3
153
9
0
*45 mins. A 3 0 11
0
181
23.
0-.-
8
B37
56
0
_0
ToW valams 26 0 35 0 61
A 42.B. _ fl _ 57A if _
7`ltpp. -q-11
0.9
91.1
&
0
.900
860
.809 .1100
1
--- F . 1�i95 .000 -_.847
0415PM
04:15PM
150
1
0
1
0
2
16
148
0
0
161
180
0
0
1
0
1
15
140
0
0
155
165
1
0
0
0
1
17
125
2
0
144
204
1
0
1
16
124
1
Q
141_
we
2
0
3
0
5
64
537
3
0
604
40
0
60
_
10 6 .88,9,
0�5
-. 0
In - Peak H. f5 PM
�il –
Rlgh! Thru LL Peds
Peak Hour Data
a ' ,
"'
♦
L
3
1k:
hlorlh
F-2
i 'x
a
V
i
I�
t�
In - Peak Hour: 04.15 PM
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975041 Kim.parducci@gmail.com 1 (541) 9414148 cell
North-South: Table Rock Rd File Name : Table Rock -Biddle
East-West: Biddle Rd Site Code : 00000002
Weather: Light Drizzle Start Date : 1/24/2018
Veh Type: All Vehicles Page No : 1
Table Rock Biddle Rd � J Table Rock Biddle Rd
F North t rom South From West
$tartTfine Left Thru Rt t Paas ne.rar Left Thru Ri ht Pees yrr Left ThrU Rie Peds �Am *ar Left I Thru I Right I _P_eds um �n" !
03:00 PM 54 76 41 0 171 22 - 91 52 0 165 26 88 9 0 123 34 91 28 0 153 612
03:15 PM 44 87 16 0 147 25 115 75 0 215 14 90 6 0 110 50 75 31 0 156 628
03:30 PM 61 107 31 0 199 21 114 76 0 211 17 80 3 0 100 37 74 22 0 133 643
63:45 PM _ 62 136 _ 26 0 224 18 93 69 0 180 24 _ 73 5 0 102 43 91 Z3 0 157 663
Total 221 406 114 0 741 86 413 272 6 771 81 331 23 0 4351 164 331 104 0 5991 2546
04:00 PM 56 107 29 0 192 15 100 65 0 180 18 83 6 0 107' 51 93 30 0 174 653
04:15 PM 53 121 26 0 200 27 110 75 0 212 16 98 9 0 123 50 79 21 0 150 685
04:30 PM 51 113 37 0 201 23 125 74 0 222 22 89 6 0 117 46 72 31 0 149 689
04;45_PM. 41 139. 38_ 2 220, 17 118 81 _ 0 216 18 92 11 0 121 38 O 143 700
Tatali 201 480 136 2 8131 62 453 295 6 836 74 362 32 0 4681 185 317 114 0 616 2727
05:00 PM 41 117 46 0 204 28 143 96 0 2671 19 90 8 0 117 40 62 25 1 128 716
05:15 PM 51 103 34 0 188 15 113 92 0 220? 29 109 5 0 143 29 60 29 0 118 669
05:30 PM 38 88 26 0 152 11 101 86 0 198 I23 69 10 0 102 42 54 23 0 119 571
05:45, PM 27 61 18 0 10 1 82 57 0 1�2. 13 71. _ 7 . 31 63 27 0 121_. 76
Total 157 369 124 0 650 67 438 33f 0 837 84 341 34 0 459 142 239 104 1 486 2432
Grand Total 579 1255 368 2 2204 235 1305 898 0 24381 1034 89 0 1362 491 867 322 1 1701 7705
Apprch % 26.3 56.9 16.7 0.1 + 9.6 53.5 36.6 0 ' 17.5 75.9 6.5 0 28.9 52.1 18.9 0.1
Total % 7.5 16.3 4.8 0 28.6 I 3 16.9 11.7 0 31.6 3.1 13A 1.2 0 17.7 6.4 11.5 4.2 0 22.1
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975041 Kim.pardacci@gmall.com 1(541) 9414148 cell
North-South: Table Rock Rd File Name : Table Rock -Biddle
East-West: Biddle Rd Site Code :00000002
Weather: Light Drizzle Start Date : 1/24/2018
Veh Type: All Vehicles Page No :2
Table Rock Biddle Rd T Tabie Rods Biddle Rd
_ From North _ From East From South From West _
Start Thr Rig Ped App. Thr Rig Ped App. Thr Rig Ped App. Int.
Time Left Thn� 1 Peds App Ta Left u M s Total L®ft u ht s Total Left u ht s Total Total
Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at: _
_j 04:16PM 716 PM f `� 04:16 PM 04:16 PM
+0 mins. 53 121 26 0 200 27 110 75 0 212 16 98 9 0 123 50 79 21 0 ISO
+15 mins. 51 113 37 0 201 23 125 74 0 222 22 89 6 0 117 46 72 31 0 149
+30 mins. 41 139 38 2 220 17 118 81 0 216 18 92 11 0 121 38 73 32 0 143
+4§ mine41 11 to 0 204 33 143 M 0 287 "_ 90. _ 4 0 117 40 62 25 1 1
TOWvowms 188 490 147 2 825 95 496 326 0 917 75 369 34 0 478 174 286 109 1 570
x App, Touo59A _U 0.2 10.4 54.1 35. 0 15.7 77.2 ., 7.1 0 _. 305 50.2 19.1 4$ _
PHF I . T7 1 .798 T 85 6 1 3 000972 7 ftp¢ .852 .260. _ .950
able Rock
ID - P458k�104:18 PM
[ t47T iDVF i _ 1
Rlpht 1�ds
LpR Pe
Peak Hour Data
� ?
A
NOrlh
4 2
R
m
-
_
*, ? r
S
.sD r_, F3igl�L _I
------ ri--1
In - Peak Hour: 04:15 PM
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975041 Kim.parducci@gmail.com 1 (541) 941-4148 cell
North-South: Table Rock Rd
East-West: Hamrick Rd
Weather: Clear, cool
Veh Type: All Vehicles
Table Rock
Start Tlrna
Left Thtu I Right
I Pods
per. qxw
03:00 PM
0
111
26
0
137
03:15 PM
0
131
27
0
158
03:30 PM
0
138
29
0
167
03.4 5 PMA
0
132
0
157
_ _
Total
_
0
512
_25
107
0
619
04:00 PM
0
150
20
04:15 PM
0
153
35
04:30 PM
0
142
35
04.45 PM
0
. 135
29.
Tow
0
580
119
05:00 PM 0 153 27
05:15 PM 0 122 24
05:30 PM (' 0 97 18
05:45 PMI 0 93 20
Total ) 0 465 89
Grand Total 0 1557 315
Apprch % 1 0 83.1 16.8
Total % ' 0 38.3 7.7
File Name : TableRock-Hamrick2018
Site Code : 00000002
Start Date : 1/23/2018
Page No : 1
Craul7s Printati Uns4iifted __
Table Rock Hamrick Rd
From East _ From South From West _ _ _
Left
Th. t I P.d9 _nom Cdr Left Thru R t Pods �,,_T. _Left_ ThN Rf M Peds r,W �y Taq
0 0 0 0 0 42 104 0 0 146 27 0 23 1 51 334
0 0 0 0 0 45 100 0 0 145 29 0 23 0 52 355
0 0 0 0 0 23 108 0 0 131 26 0 22 0 50 348
0 0 0 0. _._ _ 0. 25 102 0 0 127 24 0 23 D 7331
0_ 0 0 0 Oi 135 414 0 0 549 108 0 Si 1 200 1368
0 170 0 0 0 0 0 29 93 0 0 1221 24 0 21 045 337
0 188 0 0 0 0 0 33 92 0 0 1251 25 0 23 0 4B 361
0 177: 0 0 0 0 0 " 106 0 0 150 23 0 20 0 43 370
1. 165 0 0 a. Q 0 9 100 0 0 14J. 24 _ 0 _ i(� ..¢40
1 7001 0 0 4 Q 0 155 391 0 0 546 96 0 80 0 176 1422
0 180 0 0 0 0 01 30 99 0 0 129 24 0 24 0 48 357
0 146 0 0 0 0 0 41 116 0 0 157 24 0 26 0 50 353
0 115 0 0 0 0 0 34 88 0 0 120 35 0 11 0 46 281
0 113 _ 0 . 0 0 0 0 _V 80 0__. 0 1 t2 40 .._ 0 20 _ 0 285
0 554. 0 0 0 0 0 137 381 0 0 516 123 0 81 0 204 1276
1 1873 ' 0 0 0 0 0+ 427 i me 0 0 1613 327 0 252 1 580 4066
0.1 0 0 0 0 26.5 73.5 0 0 56.4 0 43.4 0.2
0 46.1 0 0 0 0 O 10.5 29.2 0 0 39.7 8 0 6.2 0 14.3 i
SOUTHERNOREGON
TRANSPORTATION ENGINEERING
Medford, Oregon 975041 Kim.parducci@gmail.com 1(541) 941-4148 cell
North-South: Table Rock Rd
East-West: Hamrick Rd
Weather: Clear, cool
Veh Type: All Vehicles
File Name : Table Rock-Hamrick2018
Site Code : 00000002
Start Date : 1/23/2018
Page No :2
Table Rock Table Rock Hamrick Rd
From North From * _ From South From West _
Start Left Thti Right Peds >o, rdr Left Thr Rig Ped App. Left Thr Rig Pqd App. Left Thr R}g Ped App. !nt
Time u ht _ s_ Total _ u ll ` s Totai a ht s _ Tout Totat
Peak Hour Analysis From 04:15 PFA to 05:00 PM - Peak. 1 of 1
Peak Hour for Each App__roach- _ 8_ @Oros al-..- - -- ,
01:16 PM 04.15P" 01.16 PM01:15 PM
+0 mins. 0 153 35 0 188 0 0 0 0 0 33 92 0 0 125 25 0 23 0 48
+15 mina. 0 142 35 0 177 0 0 0 0 0 44 106 0 0 150 23 0 20 0 43
+30 mins. 0 135 29 1 165 0 0 0 0 0 49 100 0 0 149 24 0 16 0 40
+45 mina. 0 163 _�? _0 -A& 0 0 0 0 0 30 99 0 0 129 24 0 24 a- 48
Total Vakmw 0 583 126 1 710 0 0 0 0 0` 2 56 7397 1 8 0 00 553 5 96 0 48.4 0 179
0 82.1 17.7 0.1 _ _ 0 0 0 _ 0 _ _.1129_2 71..._ _ . _ 0 �_.. _ ..-- -46A - ----- - —
In- D1:15 PM
_
1 -12BI W31 Q f
L� PO&
Peak Hour Data
CL
c
�I
4� T r+
1as8 T1>.� - Pam_
f_ STI �1
J
In • Peak Hour. 04:15 PM
iOUT-U"n
OPF4�nn
T,pRhf f Pad TAT1MY
Inrclm cmttt . L L
Appendix B
Crash Data,
Local Trip Generations
III
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PrR e.
q
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shown in the table should be flagged for further analysis.
Exhibit 4-1 Intersection Crash Rates per MEV b► Lattti Type and Traffic Control
Source: Asscsstnent OI Statewide Inmsectiitn, 0cly Pgrformanrc, FHWA-OR-RD-18, Portland State
University and Oregon State University, June 2011, Table 4. 1, p. 47.
A spreadsheet calculator has been developed that implements the critical rate calculations
for intersections. For additional infortnation see pages 4-35 through 4-39 in HSM
Volume 1. Example 4-2 illustrates the use of the Critical Rate method for urban area
intersections.
Example 4-2 HSM Critical Rate for Intersections
As part of an urban street modernization project, a safety analysis needs to be done for
Main Street. This street is a congested urban corridor with a mixture of unsignalized and
signalized intersections with varying numbers of lanes.
The project engineer has created existing year average daily traffic (ADT) volumes from
available intersection counts. The ADT counts were converted into AADT using
appropriate seasonal factors which are shown as daily total entering volumes in the figure
below. In addition, intersection crash data for the past five years are shown in the table
below.
Data Needs:
Existing Year Annual Average Daily Entering Traffic Volumes
Analysis Procedure Manual Version 2 4-5 Last Updated 12/2014
Rural
^T Urban
3SG 3ST 4SG 4ST
3SG
3ST
4SG
4ST
No. of
Intersections
7
115
20
60
55
77 106
60
Mean Crash Rate
0.226
0.196
0.324
0.434
0.275
0.131 0.477
0.198
Median Crash Rate
0.163
0.092
0.320
0.267
0.252
0.105 0.420
0.145
Standard Deviation
0.185
0.314
0.223
0.534
0.155
0.121 0.273
0.176
Coefficient of
Variation
0.819
1.602
0.688
1.230
0.564
0.924 0.572
0.889
90' Percentile
Rate
0.464
0.475
0.579
1 1.080
0.509
0.293 0.860
10.408
Source: Asscsstnent OI Statewide Inmsectiitn, 0cly Pgrformanrc, FHWA-OR-RD-18, Portland State
University and Oregon State University, June 2011, Table 4. 1, p. 47.
A spreadsheet calculator has been developed that implements the critical rate calculations
for intersections. For additional infortnation see pages 4-35 through 4-39 in HSM
Volume 1. Example 4-2 illustrates the use of the Critical Rate method for urban area
intersections.
Example 4-2 HSM Critical Rate for Intersections
As part of an urban street modernization project, a safety analysis needs to be done for
Main Street. This street is a congested urban corridor with a mixture of unsignalized and
signalized intersections with varying numbers of lanes.
The project engineer has created existing year average daily traffic (ADT) volumes from
available intersection counts. The ADT counts were converted into AADT using
appropriate seasonal factors which are shown as daily total entering volumes in the figure
below. In addition, intersection crash data for the past five years are shown in the table
below.
Data Needs:
Existing Year Annual Average Daily Entering Traffic Volumes
Analysis Procedure Manual Version 2 4-5 Last Updated 12/2014
Uu 010p Automatea tar vvasn
Unit
Local Uaia - rceaaing,
3-4 PM Tris
uamornia moire
4-5 PM Trips
5 -ii PM
Trips
April 11"'-13`'
5-6 PM�
Trips
April 11th -13`f'
—
Tues
vehicles
6
12
6
12
14
28
Wed
vehicles
20
40
13
26
16
32
Thurs
vehicles
8
16
15
30
17
34
April 18th -201h
6
12
April 180'-20tt'
Tues
vehicles
30
60
35
70
42
84
Wed
vehicles
43
86
19
38
7
14
Thurs
vehicles
54
108
43
86
48
96
April 25th -27m
4
8
April 25'"-271h
Tues
vehicles
31
62
43
86
29
58
Wed
vehicles
28
86
41
82
51
102
Thurs
vehicles
76
58
92
184
78
156
Average
10
33 veh
59 trips
34 veh
68 trips
34 veh
67 trips
Average number of trips on highest day = 68 trips (4-5 PM)
Oil Stop Quick Lube Local Data - Redding, Cal'ifomia Site
Average number of trips on any weekday = 12 trips
Unit
3-4 PM
Tris
— 4-5 PM
Tries
-
5-6 PM�
Trips
April 11th -13`f'
Tues
vehicles
2
4
4
8
3
6
Wed
vehicles
6
12
5
10
4
8
Thurs
vehicles
5
10
2
4
6
12
April 180'-20tt'
Tues
vehicles
3
6
7
14
7
14
Wed
vehicles
7
14
7
14
6
12
Thurs
vehicles
8
16
7
14
4
8
April 25'"-271h
Tues
vehicles
5
10
6
12
7
14
Wed
vehicles
9
18
7
14
7
14
Thurs
vehicles 1
7
14
11
22
10
20
Average
6 veh
12 trips
6 veh
12 trips
6 veh
12 lips
Average number of trips on any weekday = 12 trips
inurmr'an
O'n'ram
TltAMfPOJlTATIOM
.1nanrramic, LLC
Appendix C
Existing Year 2018 No -Build
Synchro & SimTraffic Output
S_y_nchro Output
HCM 2010 TWSC
8: Table Rock Rd & Hamrick Rd 0612612018
ii+ls[[4�itd�r .
rio:..
Conflicting Flow All
1220
372
Int Delay, slveh
3.6
676
-
- - -
Stage 2
544
Lane Conflguratkms
I
l'
6.8
N
4�
Critical Hdwy Stg 1
Tralk Vol, vehlh
100
85
165
395
590
130
Future Vol, vehlh
100
85
165
395
590
130
Cod drag Peds, Whr
0
0
1
0
0
1
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Chergagmd
-
None
•
None
-
Norio
Storage Length
160
0
300
-
-
-
Veh In Medien Storage, # 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
97
97
97
97
97
97
Heavy Vehicles, %
0
1
1
4
3
2
Mvmt Flow
103
88
170
407
608
134
ii+ls[[4�itd�r .
rio:..
Conflicting Flow All
1220
372
743 0 0
Stege 1
676
-
- - -
Stage 2
544
-
-
CA" Hdwy
6.8
6.92
4.12 - -
Critical Hdwy Stg 1
5.8
-
- -
CriUcal Hdrry Stg 2
5.8
-
-
FoIb -up Hdwy
3.5
3.31
2.21
Pat Capt Maneuver
175
628
867 -
Stage 1
472
-
-
Stege 2
551
-
Platoon blocked, %
Mov Cap -1 Maneuver
140
627
867
Mov Cal -2 Maneuver
272
-
-
Stage 1
472
.
Stage 2
443
-
HCM ConW Delay, a 19.5
HCM LOS C
Year 2018 Quick Lube! Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
Capacity (vehlh)
867
- 272
627
HCM Lane VIC Ratio
0.196
- 0.379
0.14 - -
HCM Control Delay (s)
10.2
• 26.1
11.7 -
HCM Lane LOS
B
D
B
HCM 95th %We 0(veh)
0.7
- 1.7
0.5
Year 2018 Quick Lube! Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
HCM Unsignalized Intersection Capacity Analysis
11: Meadowbrook & Biddle Rd 06/26/2018
'# i -"t r*-- k4� t r` 4
l�ik;remnent
.OL.
YMT
aL
Lane Configurations
T.
1+
Traffic Volume (vetch)
65
560
5
5
660
60
5
0
5
25
0
35
Future Volume (Vehm)
65
560
5
5
660
60
5
0
5
25
0
35
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
68
563
5
5
688
63
5
0
5
26
0
36
Pedestrians
Lane Width (ft)
Walking Speed (tUs)
Percent Blockage
Right bum Aare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (A)
834
1160
pX, platoon unblocked
0.91
0.91
0.91
0.91
0.91
0.91
vC, coMlic:ttng volume
751
588
1109
1480
292
1130
1422
344
vC1, stage 1 cont vot
719
719
698
698
vC2, stage 2 c:onf vol
390
761
432
724
vCu, unblocked vol
533
588
926
1333
292
949
1269
86
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
93
99
99
100
99
93
100
96
cM capacity (vehlh)
953
997�rt
339
306
711
392
333
676
AUL
Volume Total
68
292
292
5
5
344
344
63
5
5
26
36
Volume Left
68
0
0
0
5
0
0
0
5
0
26
0
Volume Right
0
0
0
5
0
0
0
63
0
5
0
36
cSH
953
1700
1700
1700
997
1700
1700
1700
339
711
392
676
Volume to Capacity
0.07
0.17
0.17
0.00
0.01
0.20
0.20
0.04
0.01
0.01
0.07
0.04
OIL" Length 95th (1t)
6
0
0
0
0
0
0
0
1
1
S
3
Control Delay (s)
9.1
0.0
0.0
0.0
8.6
0.0
0.0
0.0
15.8
10.1
14.8
9.3
Lane LOS
A
A
C
6
6
A
Approach Delay (s)
0.9
0.1
12.9
11.6
Approach LOS
B
6
Average delay
1:0
Intersection Capacity Utilization
41.9%
ICU
Level of Service
A
Analyst Period (min)
15
Year 2018 Quick Lube! Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 2
HCM Signalized Intersection Capacity Analysis
4: Hamrick Rd & E Pine St 06/2612018
1 � 1 r t 1 1 l ` j 1
c Critical Lane Group
Year 2018 Quick Lube/ Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
Lane Configurations
'i
41a
11
T1a
IT
"
4
It
Traffic Volume (vph)
385
545
145
15
655
30 185
45
30
35
15
500
Future Volume (vph)
385
545
145
15
655
30 185
45
30
35
15
500
Ideal Flow (vphpl)
1750
1750
1750
1750
1750
1750 1750
1750
1750
1750
1750
1750
Total Lost time (s)
4,0
5.0
4.0
5.0
4.5
4.5
4.5
4.0
Lane UK Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
1.00
Frpb, ped/bikes
1.00
0.99
1.00
1.00
1.00
0.99
1,00
1.00
Flpb, pedlbikes
1.00
1.00
1,00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.97
1.00
0.99
1.00
0.85
1.00
0.85
Flt Protected
0,95
1.00
0.95
1.00
0.96
1.00
0.97
1.00
Said. Flow (prot)
1539
2905
1385
3269
1465
1467
1603
1444
Flt Permitted
0.17
1.00
0.37
1.00
0.73
1.00
0.72
1.00
Said. Flow (perm)
268
2905
535
3269
1115
1467
1197
1444
Peak -hour tactor, PHF
0.92
0.92
0.92
0.92
022
_
0.92 0.92
0.92
0.92
0,92
0.92
0.92
Adj. Flow (vph)
418
592
158
16
712
33 201
49
33
38
16
543
RTOR Reduction (vph)
0
22
0
0
4
0 0
0
24
0
0
16
Lane Group Flow (vph)
418
728
0
16
741
0 0
250
9
0
54
527
Confl. Peds. (#/hr)
1
2
2
1
1
1
Confl. Bikes (#/hr)
2
HeavyVehides(°'o) _
8%
5%
3.016_
20%
1%
0% 16%
10%
0%
3%
11%
3%
Tum Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
2
6
8
8
4
4
4
AduaW Green, G (s)
55.9
50.5
27.3
25.9
23.3
23,3
23.3
49.3
Effective Green, g (s)
55.9
50.5
27.3
25.9
23.3
23.3
23.3
49.3
Actuated ,9IC Ratio
0.63
0.57
0.31
029
0.26
026
0.26
0.56
Clearance Time (s)
4.0
5.0
4.0
5.0
4.5
4.5
4.5
4.0
Vehicle Ex"sion (s)
2.5
4.3
2.5
4.0
2.5
2.5
2.5
2.5
Lane Grp Cap (vph)
541
1653
178
954
292
385
314
802
vls Rado,Prot
c0.23
0.25
0.00
0.23
0.19
vis Ratio Perm
c0.26
0.03
c0.22
0.01
0.05
0.17
v/c Ratio
0.77
0.44
0.09
0.78
0.86
0,02
0.17
0.66
Uniform Delay, dl
17,6
11.0
21.5
28.8
31.1
24.3
25.3
13.8
Pragression Factor
1.00
1.00
1.00
1:00
1.00
1:00
1.00
1.00
Incrementa Delay, d2
6,5
0.3
0.2
4.3
20.8
0.0
0.2
1.7
Delay (s)
24.1
11.3
21.7
33.0
51.9
24.3
25.4
15.5
Level of Service
C
B
C
C
D
C
C
B
APSroach Delay (s)
15.9
32.8
48.7
16A
Approach LOS
B
C
D
B
23.9
NCM 2000 Level of Service
C
HCM 2000 Control Delay
HCM 2000 Volume to Capacity ratio
0.83
Actuated Cycle Length (s)
88.7
Sum of lost time (s)
13.5
Intersection Capacity Utilization
79,4%
ICU Level of Service
D
Analysis Period (min)
15
c Critical Lane Group
Year 2018 Quick Lube/ Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
HCM Signalized Intersection Capacity Analysis
7: Table Rock Rd & Biddle Rd 06/26/2016
-♦ N 4�' ♦- 4-
1 t r l
Tum Type
pm+pt
NA
Perm
pm+pt
NA
Penn
pm+pt
NA
pm+pt
NA
Protected Phases
5
Lane Configurations
t o
r
t t
F
Vi
4 F}
Permitted Phases
2
2
Traffic Volume (vph)
180
300
110
100
495
335
80
380
35
195
510
150
Future Volume (vph)
180
300
110
100
495
335
80
380
35
195
510
150
Ideal Flow (vphpl)
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
Total Lost time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
Vehicle Extension s)
Lane Utfl. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
3.5
1.00
0.95
941
Frpb, pod/bikes
1.00
1.00
0.99
1.00
1.00
1.00
1.00
1.00
c0.07
1,00
1.00
0.02
Flpb, pe Mkes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
0.02
1,00
1.00
0.06
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
0.99
0.66
1.00
0.97
0.49
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
17.6
0.95
1.00
21.9
Satd. Flow (prot)
1511
3197
1396
1645
3228
1417
1614
3059
1.00
1614
3037
2.3
Flt Permitted
0.29
1.00
1.00
0.56
1.00
1.00
0.33
1.00
Delay (s)
0.39
1.00
19.4
Satd. Flow (perm)
468
3197
1396
976
3228
1417
567
3059
C
671
3037
C
Peak -hour factor, PHF
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
Adj. Flow (vph)
186
309
113
103
510
345
82
392
36
201
526
155
RTOR Reduction (vph)
0
0
80
0
0
263
0
8
0
0
31
0
Lane Group Flow (vph)
186
309
33
103
510
82
82
420
0
201
650
0
Confl. Pads. (W)
2
2
Confl. Bikes (#ft)
1
Heavy Vehicles (%)
10%
4%
5%
1%
3%
5%
3%
8%
0%
3%
5%
7%
Tum Type
pm+pt
NA
Perm
pm+pt
NA
Penn
pm+pt
NA
pm+pt
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
4
Actuated Green, G (s)
30.7
22.3
22.3
22.5
18.1
18.1
25.5
21.2
32.5
24.7
Effective Green, g (s)
30.7
22.3
22.3
22.5
18.1
18.1
25.5
21.2
32.5
24.7
Actuated g/C Ratio
0.41
0.29
029
0.30
0.24
0.24
0.34
0.28
0.43
0.33
Clearance Time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
4.0
6.0
Vehicle Extension s)
1.5
4.6
4.6
1.5
3.8
3.8
1.5
3.5
1.5
3.5
Lane Grp Cap (vph)
308
941
411
328
771
338
250
856
385
990
vls Ratio Prot
c0.07
0.10
0.02
0.16
0.02
0.14
c0.05
c021
vis Ratio Perm
c0.18
0.02
0.07
0.06
0.09
0.17
We Ratio
0.60
0.33
0.08
0.31
0.66
0.24
0.33
0.49
0.52
0.66
Uniform Delay, d1
15.8
20.9
19.3
19.9
26.0
23.3
17.6
22.7
14.3
21.9
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
2.3
0.4
02
0.2
2.3
0.5
0.3
0.5
0.6
1.7
Delay (s)
18.1
21:2
19.4
20.1
28.3
23.8
17,9
23.3
14.9
23.5
Level of Service
B
C
B
C
C
C
B
C
B
C
Approach Delay (s)
19.9
25.8
22.4
21.6
Approach LOS
B
C
C
C
Mn
HCM 2000 Control Delay 22.7 HCM 2000 Level of Service C
NCM 2000 Vokime to Capacity ratio 0.68
Actuated Cycle Length (s) 75.7 Sum of lost time (s) 20.0
Intersection Ctpacity Utilization 67.7% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
Year 2018 Quick Lube/ Car Wash CUP Year 2018 No -Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 2
SimTraffic Output
SimTraffic Simulation Summary
Year 2018 No -Build, PM Peak Hour 06/26/2018
Summary of All Intervals
Interval #0 Information Seedir
Start Time 4:10
End Time 4:15
Total The (min) 5
Volumes adjusted by PHF, Growth Factors.
No data recorded this interval.
Interval #1 Information Recordi
Start Time 4:15
End Time 4:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.
Start Time
4:10
4:10
4:10
4:10
4:10
4:10
End Time
5:15
5:15
5:15
5:15
5:15
5:15
Total Time (min)
65
65
65
65
65
65
Time Recorded (min)
60
60
60
60
60
60
# of Intervals
3
3
3
3
3
3
# of Recorded Intervals
2
2
2
2
2
2
Vohs Entered
7851
7882
7945
7963
8036
7927
Vehs Exited
7858
7826
8006
7916
8026
7924
Starting Vehs
344
341
395
386
363
363
ErKli Vehs
337
397
334
433
373
376
Travel Distance (mi)
9174
9219
9405
9282
9485
9313
Travel Time (hr)
372.4
367.9
379.2
372.7
383.5
375.1
Total Delay (hr)
118.4
112.5
119.4
115.3
119.8
117.1
Total Stops
11354
11084
11541
11563
11456
11396
Fuel Used (gal)
322.6
323.1
331.7
324.8
332.4
326.9
Interval #0 Information Seedir
Start Time 4:10
End Time 4:15
Total The (min) 5
Volumes adjusted by PHF, Growth Factors.
No data recorded this interval.
Interval #1 Information Recordi
Start Time 4:15
End Time 4:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.
Table Rock Commercial Development SimTrafFc Report
Southern Oregon Transportation Engineering, LLC Page 1
Vehs Entered
2129
2073
2122
2095
2137
2109
Vehs Exited
2071
2016
2102
2129
2084
2082
Starting Vehs
344
341
395
386
363
363
Ending Vehs
396
398
415
362
416
393
Travel Distance (mi)
2405
2410
2467
2515
2479
2455
Travel Time ft)
99.0
100.5
102.7
105.9
104:7
102.6
Total Delay (hr)
32.7
33.9
34.5
36.1
35.6
34.6
Total Stops
3101
3051
3134
3302
3210
3159
Fuel Used (gal)
86.0
85.5
87.5
89.0
88.2
87.3
Table Rock Commercial Development SimTrafFc Report
Southern Oregon Transportation Engineering, LLC Page 1
SimTraffic Simulation Summary
Year 2018 No -Build, PM Peak Hour 06/2612018
Interval #2 Information Recording
Start Th x;30
End Time 5:15
Total Titus ON 45
Volumes adjusted by Growth Factors, Anti PHF,
Vehs Entered
5722
5809
5823
5868
5899
5823
VIM 00d
S?M
58to
5904
5x"37
5942
6%6
Starting Vohs
396
398
415
352
416
393
Erlding'vos
337
397
334
433
973
376
Travel Distance (0)
6769
6809
6938
6768
7006
6858
Travel Time M
Mill
29A
278.5
2W$
276.7
2W
Total Delay (hr)
85.7
78.6
84.9
79.2
84.2
82.5
Tam 9"1
am
IM
HU
am
am
9242
Fuel Used (get)
236.6
237.5
244.1
235.8
244.2
239.6
Table Rock commercial Development SimTraffic Report
Southern Oregon Transportation Engineering, LLC Page 2
Queuing and Blocking Report
Year 2018 No -Build, PM Peak Hour 06/26/2018
Intersection: 4: Hamrick Rd & E Pine St
Intersection: 7: Table Rock Rd & Biddle Rd
!� av petit _
ES _
E13
EB
M:
;NB. _
Maximum Quai*Ift)
224
232
Average Queue (ft)
95
Directions Served
L
T
TR
L
T
TR
LT
R
LT
R
Maximum Queue (ft)
358
181
232
32
263
292
422
116
90
225
Average Queue (ft)
144
65
85
7
130
143
182
15
34
117
95th Queue (11)
276
149
183
27
229
246
354
37
77
199
Link Distance (ft)
49
1731
1731
155
757
757
452
452
722
Link Distance (ft)
Upstream Blk Time (%)
1076
1076
3544
3544
3
0
993
993
Queuing Penalty (veh)
Upstream Blk Time (%)
4
0
Storage Bay Dist (ft)
385
Queuing Penalty (veh)
300
200
Storage Blk Time (%)
0
0
450
105
1
Queuing Penalty (veh)
0
205
100
0
100
Storage Bik Time (%)
0
Intersection: 7: Table Rock Rd & Biddle Rd
!� av petit _
ES _
E13
EB
M:
;NB. _
Maximum Quai*Ift)
224
232
Average Queue (ft)
95
126
8
Directions Served
L
T
T
R
L
T
T
R
L
T
TR
L
Maxhnum Queue (ft)
191
115
142
104
134
160
173
165
84
167
199
170
Average Queue (ft)
88
50
62
7
50
92
102
76
40
83
97
76
95th Queue (ft)
158
100
112
49
103
149
155
132
75
144
162
135
Link Distance (ft)
1076
1076
3544
3544
993
993
Upstream Blk Time (%)
Queuing Penalty (veh)
Sbrage pay,Dist (ft)
450
105
75
205
100
100
Storage Bik Time (%)
1
2
16
0
0
4
4
QueuAk g ft"ty (veh)
1
6
16
0
0
3
11
Intersection: 7: Table Rock Rd & Biddle Rd
Table Rock Commercial Development SirnTraffic Report
Southern Oregon Transportation Engineering, LLC Page 3
Directions Served
T
TR
Maximum Quai*Ift)
224
232
Average Queue (ft)
95
126
95th Queue'Aft)
174
208
Link Distance (ft)
3713
3713
Upstream W,(°%)
Queuing Penalty (veh)
Stowage 0SY' (ft)
Storage Blk Time (°%)
5
Queuing Penalty (veh)
10
Table Rock Commercial Development SirnTraffic Report
Southern Oregon Transportation Engineering, LLC Page 3
Queuing and Blocking Report
Year 2018 No -Build, PM Peak Hour 06/26/2018
Intersection: 8: Table Rock Rd & Hamrick Rd
Directions Served
L
R
L
TR
Maximum Queue (ft)
126
62
115
47
Average Queue (ft)
60
32
48
7
95th Queue (1t)
113
50
90
29
Link Distance (ft)
956
993
Upstream Bilk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
160
300
Storage Blk Time (%)
1
Queuing Penalty (veh)
1
Intersection: 11: Meadowbrook & Biddle Rd
Directions Served
L
L
R
L
TR
L
TR
Maximum Queue (ft)
59
25
18
31
24
47
45
Average Queue (ft)
21
1
1
4
3
16
17
951h Queue -M)
49
10
9
20
15
42
37
Link Distance (ft)
414
455
Upsti+e®m Blk Time (%)
Queuing Penalty (veh)
Storage say Dist (ft)
200
200
50
100
100
Storage Blk Time (%)
Clueufig Penalty (veli)
Intersection: 30: Hamrick Rd & Backage Rd
Directions Served
LR
TR
LT
Maximum Queue (ft)
28
100
48
Average Queue (ft)
8
8
3
95th Qi—M(ft)
28
68
22
Link Distance (ft)
786
1475
452
Up`s6eeiraslktrme (%)
Queuing Penalty (veh)
Sto *i13ay'Disi (ft)
Storage Blk Time (%)
Queuing Penang (veh)
Zone Summary _
Zone wide Queuing Penalty: 54
Table Rock Commercial Development SimTrafBc Report
Southern Oregon Transportation Engineering, LLC Page 4
fnurar'an
Oa-Ccvn
T,P.nnjPoQTATIon
,IHONTUIMG, L L C
Appendix D
Design Year 2018 Build
Synchro and SimTraffic Output
Synchro Output
HCM 2010 TWSC
8: Table Rock Rd & Hamrick Rd 06/26/2018
orr ,nor
- 272
626 -
�-
-
Int Delay, s/veh 3.6
745 0 0
Stage 1
678
-
- - -
Stage 2
545
-
- - -
Critical Hdwy
6.8
Lane Configurations
r
i
ti
T1
-
Traffic Vol, veh/h 100
85
165
397
592
130
Future Vol, veh/h 100
85
165
397
592
130
Confiiding Peds, #Ihr 0
0
1
0
0
1
Sign Control Stop
Stop
Free
Free
Free
Free
RT Channefaed -
None
-
None
-
None
Storage Length 160
0
300
-
-
- - -
Veh in Median Storage, 8 0
-
-
0
0
-
Grade, % 0
-
-
0
0
-
Peak Hour Factor 97
97
97
97
97
97
Heavy Vehicles, % 0
1
1
4
3
2
Mvmt Flow 103
88
170
409
610
134
HCM Control Delay, S 19.5 3 0
HCM LOS C
- 272
626 -
Confiding Flow Ail
1223
373
745 0 0
Stage 1
678
-
- - -
Stage 2
545
-
- - -
Critical Hdwy
6.8
6.92
4.12
Critical Hdwy Stg 1
5.8
-
-
Critical Hdwy Stg 2
5.8
-
- -
Follow-up Hdwy
3.5
3.31
2.21 -
Pot Cap -1 Maneuver
175
627
865 -
Stagel
471
-
- -
Step 2
551
-
- - -
Platoon blocked, %
Mov Capt Maneuver
140
626
865
Mov Cap -2 Maneuver
272
-
- -
St* 1
471
-
- - -
Stage 2
442
-
-
HCM Control Delay, S 19.5 3 0
HCM LOS C
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
- 272
626 -
Capacity (veh/h)
865
HCM Lane V/C Ratio
0.197
- 0.379
0.14 -
HCM Control Delay (s)
10.2
- 26.1
11.7 -
HCM Lane LOS
B
D
B -
HCM 95th %tile Q(veh)
0.7
- 1.7
0.5 -
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
HCM Unsignalized Intersection Capacity Analysis
11: Meadowbrook & Biddle Rd 06/2612018
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 2
Lane Configurations
"k
1.t
°i
T S'
T.
Traffic Volume (vehlh)
65
577
5
5
679
62
5
0
5
27
0
35
Future Volume (Veh/h)
65
577
5
5
679
62
5
0
5
27
0
35
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak How Factor
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
0.96
Hourly flow rate (vph)
68
601
5
5
707
65
5
0
5
28
0
36
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right tum We (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
834
1160
pX, platoon unblocked
0.92
0.92
0.92
0.92
0.92
0.92
vC, conflicting volume
772
606
1136
1519
300
1158
1459
354
VC1, stage 1 cord Vol
737
737
717
717
vC2, stage 2 conf vol
400
782
442
742
vCu, unblocked vol
566
606
964
1382
300
988
1316
109
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
93
99
98
100
99
93
100
96
cM capacity (vehlh)
930
982
329
296
702
379
324
852
pi+i tior+,7�r►eiic _ r
1:8 is
1 32
X83
EJB4-',_Y
Volume Total
68
300
300
5
5
354
354
65
5
5
26
36
Vol" Lett
68
0
0
0
5
0
0
0
5
0
28
0
Volume Right
0
0
0
5
0
0
0
65
0
5
0
36
cSH
930
1700
1700
1700
982
1700
1700
1700
329
702
379
852
Volume to Capacity
0.07
0.18
0.18
0.00
0.01
0.21
0.21
0.04
0.02
0.01
0.07
0.04
Queue Length 95th (ft)
6
0
0
0
0
0
0
0
1
1
6
3
Control Delay (s)
9,2
0.0
0.0
0.0
8.7
0.0
0.0
0.0
16.1
102
15.2
9.4
LOe LOS
A
A
G
B
C
A
Approach Delay (s)
0.9
0.1
13.1
12.0
Approach LOS
B
B
Avr r
1.0
Intersection Capacity Utilization
42.6%
ICU Level
of Service
A
Anarysis Period (min)
15
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 2
HCM 2010 TWSC
13: Oil Stop & Biddle Rd 06/2612018
1�►.._ -_
--
`-
-_
-- - a��-=-"5����-ti L'ji� _►1T_l.'i• _--_Lilrw�z
Int Delay, s/veh
0.5
Aovement
EBT
t R'
Am
Lane Configurations
tT.
i
f t
Y
Traffic Vol, vehlh
590
19
22
725
21
18
Future Vol, veh/h
590
19
22
725
21
18
Conflicting Peds, #/hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
-
None
-
None
-
None
Storage Length
-
-
100
-
0
-
Veh in Median Storage,
# 0
-
-
0
0
-
Grade, %
0
-
-
0
0
-
Peak Hour Factor
95
95
95
95
95
100
Heavy Vehicles, %
5
0
0
3
0
0
Mvmt Flow
621
20
23
763
22
18
lMindr A-
Conflicting Flow All
0
0
641
0
1059
321
Stage 1
-
-
631
-
Stage 2
-
-
-
428
-
Critical Hdwy
4.1
6.8
6.9
Critical Hdwy Stg 1
-
-
-
5.8
-
Critical Hdwy Stg 2
-
-
5.8
-
Follow-up Hdwy
-
2.2
3.5
3.3
Pot Cap -1 Maneuver
-
953
223
661
Stage 1
-
-
498
-
Stage 2
-
631
-
Platoon blocked, %
MOV Cap -1 Maneuver
953
-
218
681
Mov Cap -2 Maneuver
-
349
-
Stage 1
-
-
498
-
Stage 2
-
616
-
4E
WS
_
HCM Control Delay, is
0
0.1
13.Q
HCM LOS
B
MlLI&—Lb0 ft0r tulvrfg -
NBA AI .
EAT-
E_B_R
W8�':�,
Capacity {vehlh)
447
-
-
953
HCM Lane V/C Ratio
0.09
-
-
0.024
HCM Control Delay (s)
13.8
-
8.9
HCM Lane LOS
B
-
-
A
HCM 95th %tile Q(veh)
0.3
-
0.1
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 3
HCM Signalized Intersection Capacity Analysis
4: Hamrick Rd & E Pine St 06/26/2018
c Critical Lane Group
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
Southern Oregon Transportation Engineering, LLC Page 1
Lane Configurations
`f
0.
'f
t T,
4
i'
4
P
Traffic Volume (vph)
385
557
145
15
667
37 185
45
30
40
15
500
Future Volume (vph)
385
557
145
15
667
37 185
45
30
40
15
500
Ideal Flow (vphpl)
1750
1750
1750
1750
1750
1750 1750
1750
1750
1750
1750
1750
Total Lost time (s)
4.0
5.0
4.0
5.0
4.5
4.5
4.5
4.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
1.00
Frpb, ped/bikes
1.00
0.99
1.00
1,00
1.00
0.99
1.00
1.00
Flpb, pedlbikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Fit
1.00
0.97
1.00
0.99
1.00
0.85
1.00
0.65
Flt Protected
0.95
1.00
0.95
1.00
0.96
1.00
0.96
1.00
Satd. Flow (prot)
1539
2909
1385
3264
1465
1467
1604
1444
Flt Permitted
0.16
1.00
0.36
1.00
0.73
1.00
0.68
1.00
Said. Flow (per►n)
260
2909
528
3264
1109
1467
1136
1444
_
Peak -hour factor, PHF
_
0.92
0.92
0.92
0.92
0.92
0.92 0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
418
605
158
16
725
40 201
49
33
43
16
543
RTOR Reduction (vph)
0
21
0
0
4
0 0
0
24
0
0
16
Lane Group Flaw (vph)
418
742
0
16
761
0 0
250
9
0
59
527
Confl. Peds. Mft)
1
2
2
1
1
1
Confl. Bikes (#Itu)
2
Heavy Vehicles (%)
8%
5%
30%
20%
1%
0% 16%
10%
0%
3%
11%
3%
Tum Type
pm+pt
NA
pm+pt
NA
Perm
NA
Perm
Perm
NA
pm+ov
Pnotecled Phases
5
2
1
6
8
4
5
Pemnitted Phases
2
6
8
8
4
4
4
Actuated Green, G (s)
57.0
51.6
28.3
26.9
23.6
23.6
23.6
49.7
Effective Green, g (s)
57.0
51.6
28.3
26.9
23.6
23.6
23.6
49.7
Actuated g1C Ratio
0.63
0.57
0.31
0.30
0.26
026
026
0.55
Clearance Time (s)
4.0
5.0
4.0
5.0
4.5
4.5
4.5
4.0
Vehide Extension (s)
2.5
4.3
-
2.5
-179
4.0
- - -
2.5
2.5
2.5
2.5
Lane Grp Cap (vph)
534
1665
974
290
384
297
796
v/s Rain Prot
c0.23
0.26
0.00
023
0.19
v/s Ratio Perm
c0.27
0.03
c0.23
0.01
0.05
0.17
v/c Ratio
0.78
0.45
0.09
0.78
0.86
0A2
0.20
0.66
Uniform Delay, d 1
18.4
11.0
21.4
28.9
31.7
24.7
25.9
14.3
Pf4gress Qn ��or
1.00
1.00
1.00
1:00
100
1.00
1100
1:00
Incremental Delay, d2
7.1
0.3
0.2
4.4
22.0
0.0
0.2
1.9
Delay (s)
25.5
11.3
21.6
33.3
53.7
24.7
26.1
16.1
Level of Service
C
B
C
C
D
C
C
B
Approach D ft (s)
16A
33.0
50.3
17.1
Approach LOS
B
C
D
B
HCM 2000 Control Delay
24.5
HCM 2000
Level of Service
C
HCM 2000 Volume to Capacity ratio
0.83
Actuated Cycle Length (s)
90.1
Sum of lost
time (s)
13.5
Intersection Grapacity UtIlWdion
80.0%
ICU Level of Sservice
D
Analysis Period (min)
15
c Critical Lane Group
Quick Lube/ Car Wash CUP Year 2018 Quick Lube/Car Wash Build, PM Peak Hour Synchro 9 Report
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HCM Signalized Intersection Capacity Analysis
7; Table Rock Rd & Biddle Rd 06/2612018
N r4*- t 4N t r" l -W
c Critical Lane Group
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FQL
~
Lane Configurations
44
'i
f 4
P
`i
tit
,
t
Trafft Volume (vph)
186
310
112
100
509
335
82
380
35
195
510
156
Future Volume (vph)
186
310
112
100
509
335
82
380
35
195
510
156
Ideal Flow (vphpl)
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
1750
Total Lost time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
4.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
0.95
Frpb, ped/bikes
1.00
1.00
0.99
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
0.99
1.00
0.96
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
0.95
1.00
Satd. Flow (prot)
1511
3197
1396
1645
3228
1417
1614
3059
1614
3033
Fa Permitted
0.29
1.00
1.00
0.56
1.00
1.00
0.33
1.00
0.39
1.00
Satd. Flow (perm)
455
3197
1396
966
3228
1417
556
3059
670
3033
Peak -hour fador, PHF
_
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
0.97
Adj. Flow (vph)
192
320
115
103
525
345
85
392
36
201
526
161
RTOR Reduction (vph)
0
0
81
0
0
261
0
8
0
0
32
0
Lane Group Flow (vph)
192
320
34
103
525
84
85
420
0
201
655
0
Corm. Peds. (
2
2
Confl. Bikes (Mir)
1
Heavy (%)
10%
4%
5%
1%
3%
5%
3%
8%
0%
3%
5%
7%
Tum Type
pm+pt
NA
Perm
pm+pt
NA
Perm
pm+pt
NA
pm+pt
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
4
Actuated Green, G (s)
31.3
22.9
22.9
23.1
18.7
18.7
25.8
21.5
32.8
25.0
Effective Green, g (s)
31.3
22.9
22.9
23.1
18.7
18.7
25.8
21.5
32.8
25.0
Actuated gIC Ratio
0.41
0.30
0.30
0.30
0.24
024
0.34
028
0.43
0.33
Clearance Time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
4.0
6.0
Vehicle Extension (s)
1,5
4.6
4.6
1.5
3.8
3.8
1.5
3.5
1.5
3.5
Lane Grp Cap (vph)
304
955
417
330
788
345
246
858
383
989
Ws Ratio Prot
c0.07
0.10
0.02
0.16
0.02
0.14
c0.05
c022
v/s Ratio Penn
d0.19
0.02
0.08
0.06
0.10
0.17
v/c Ratio
0.63
0.34
0.08
0.31
0.67
0.24
0.35
0.49
0.52
0.66
Uniform Delay, d1
16.0
20.9
19.3
19.9
26.1
23.3
17.9
23.0
14.6
22.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
3.1
0.4
0.2
0.2
2.3
0.5
0.3
0.5
0.6
1.7
Delay (3)
19.1
21.3
19.5
20.1
28.4
23.7
18.2
23.5
15.2
23.9
Level of Service
B
C
B
C
C
C
B
C
B
C
Approach Delay (s)
20.3
25.9
22.6
21.9
Approach LOS
C
C
C
C
--
HCM 2000 Control Delay
23.0
HCM 2000 Level of Service
C
HCM 2000 Volume to Capacity
ratio
0.69
Actuated Cycle Length (s)
76.6
Sum of lost time (s)
20.0
Intersection Capacity Utilization
68.8%
ICU Level of Seiv+oe
C
Analysis Period (min)
15
c Critical Lane Group
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SimTraffic Output
SimTraffic Simulation Summary
Year 2018 Quick Lube/Car Wash Build, PM Peak Hour 06/26/2018
Summary of All Intervals
Start Time
2
-3
-- L=...--
_ 1--
�g
4:10
4:10
4:10
4:10
4:10
End Time
5:15
5:15
5:15
5:15
5:15
Total Time (min)
65
65
65
65
65
Time. Recorded (min)
60
60
60
60
60
# of Intervals
3
3
3
3
3
# of Recorded Intervals
2
2
2
2
2
Vehs Entered
7898
8088
7973
8059
7998
Vehs Exited
7931
8074
8042
8066
8026
Starting Vehs
380
385
388
360
374
Ending Vehs
347
399
319
353
352
Travel Distance (mi)
9350
9513
9312
9485
9415
Travel Time (hr)
372.3
392A
376.7
384.6
381.5
Total Delay (hr)
114.4
128.7
119.0
122.9
121.2
Total Stops
11106
11956
11545
11735
11584
Fuel Used (gal)
327.2
336.2
327.4
334.6
331.4
Interval #0 Information Seed
Start Time 4:10
End Time 4:15
Total Time (min) 5
Volumes adjusted by PHF, Growth Factors.
No data recorded this interval.
Interval #1 Information Record
Start Time 4:15
End Time 4:30
Total Time (min) 15
Volumes adjusted by PHF, Growth Factors.
f Nfntxer —
2
-3
-- L=...--
_ 1--
�g
Vehs Entered
2101
2209
2120
-
2223
2162
Vehs Exited
2125
2149
2106
2169
2138
Starting Vehs
380
385
388
360
374
Ending Vehs
356
445
462
414
398
Travel Distance (mi)
2459
2513
2355
2586
2478
Travel Time (hr)
99.1
107.1
98.5
110.2
103.7
Total Delay (hr)
31.2
37.5
33.2
39.2
35.3
Total Stops
2964
3248
3107
3444
3189
Fuel Used (gal)
85.8
89.5
83.1
93.0
87.9
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SimTraffic Simulation Summary
Year 2018 Quick Lube/Car Wash Build, PM Peak Hour 06/26/2018
Interval #2 Information Recordin
$" Time _420
End Time 5:18
Total Time (min) 45
Volumes adjusted by Growth Factors, And PHF
Run Honig
_Oil
Vehs Entered
5797
5879
5853
5836
5837
Vft Bid
5606
5M
so
507
5891
Starting Vehs
356
445
402
414
398
Ending V@M
347
399
319
as
3�
Travel Distance (mi)
6891
6999
6957
6899
6937
Travel T1fns (hr)
2732
285.3
278:3
274,4
°277A
Total Delay (hr)
83.1
91.2
85.8
83.7
85.9
To" Sops
8142
8708
8438
3794
93K
Fuel Used (gel)
241.3
246.7
244.3
241.6
243.5
Quick Lube/ Car Wash CUP SimTraMc Report
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Queuing and Blocking Report
Year 2018 Quick Lube/Car Wash Build, PM Peak Hour 06/26/2018
Intersection: 4: Hamrick Rd & E Pine St
Intersection: 7: Table Rock Rd & Biddle Rd
Directions Served
L
T
TR
Maximum Queue (R)
224
240
Average Queue (ft)
110
139
Directions Served
L
T
TR
L
T
TR
LT
R
LT
R
Maximum Queue (ft)
306
172
197
65
237
261
326
42
167
217
Average Queue (ft)
148
54
71
12
126
140
148
14
39
106
95th Queue (ft)
272
127
152
43
216
238
266
38
98
183
Link Distance (ft)
159
1731
1731
73
757
757
452
452
722
548
Upstream Blk Time (%)
3544
3544
993
993
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
385
300
200
Storage Blk Time (%)
0
Storage Bay Dist (ft)
450
105
75
0
Queuing Penalty (veh)
0
100
Storage Blk Time (%)
1
0
0
Intersection: 7: Table Rock Rd & Biddle Rd
Directions Served
L
T
TR
Maximum Queue (R)
224
240
Average Queue (ft)
110
139
95th Queue (ft)
194
T
T
R
L
T
T
R
L
T
TR
L
Maximum Queue (ft)
181
119
127
98
149
203
194
201
96
160
186
166
Average Queue (ft)
91
54
62
7
60
97
104
80
41
77
93
79
95th Qum (ft)
159
100
108
47
121
159
163
144
73
136
151
140
Link Distance (ft)
548
548
3544
3544
993
993
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
450
105
75
205
100
100
Storage Blk Time (%)
1
0
5
19
0
0
0
4
5
Queuing Penalty► (veh)
1
0
12
19
0
0
0
3
12
Intersection: 7: Table Rock Rd & Biddle Rd
Directions Served
T
TR
Maximum Queue (R)
224
240
Average Queue (ft)
110
139
95th Queue (ft)
194
220
Link Distance (ft)
3713
3713
Upstnjem BlkTmie (%)
Queuing Penalty (veh)
Storhge Bay Df� (ft)
Storage Blk Time (%)
6
Queuing Penalty (veh)
11
Quick Lune/ Car Wash CUP SimTraffic Report
Southern Oregon Transportation Engineering, LLC Page 3
Queuing and Blocking Report
Year 2018 Quick Lube/Car Wash Build, PM Peak Hour
Intersection: 8: Table Rock Rd & Hamrick Rd
06/26/2018
Directions Served
L
R
L TR
Maximum Queue (ft)
148
63
105 38
Average Queue (ft)
62
34
47 7
95th Queue (ft)
123
53
89 27
Link Distance (ft)
6
956
993
Upsbum Blk Time (%)
52
11
14
Queuing Penalty (veh)
18
47
38
Storage Bay Dist (ft)
160
300
Storage Blk Time (%)
1
455
Queuing PwWty (veh)
1
Intersection: 11: Meadowbrook &
Biddle Rd
Directions Served
Ma kraim `Casae (ft)
Average Queue (ft)
95th 0" (ft)
Link Distance (ft)
UpsHift Blk-rs� (%)
Queuing Penalty (veh)
Stdtage Bey Dist (ft)
Storage Blk Time (°k)
Queum9"(h)
Intersection: 13: Oil
Directions Served
Mmdhwm Queue (ft)
Average Queue (ft)
95th'queue (ft)
Link Distance (ft)
t'itl Mk?frTi.A
Queuing Penalty (veh)
Swww,lft)
Storage Blk Time (%)
Queuing Pen*l (veh)
L
L
R
L
TR
L
TR
72
26
18
27
24
59
44
22
2
1
6
4
19
18
52
11
14
23
18
47
38
414
455
200 200 50 100
0
0
)a & Biddle Rd
TR
L
LR
5
30
48
0
5
23
3
24
47
471
100
100
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Queuing and Blocking Report
Year 2018 Quick Lube/Car Wash Build, PM Peak Hour 06/26/2018
Intersection: 30: Hamrick Rd & Backage Rd
Zone Summary
qua ud& Queft Pew 61
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Southern Oregon Transportation Engineering, LLC Page 5
Directions Served
LR
LT
mummatomm
28
42
Average Queue (ft)
8
3
gm Queue (R)
29
18
Link Distance (ft)
786
452
Queuing Penalty (veh)
ftwewpwim
Storage 8Ik Time (%)
Queuing Penalty (veh)
Zone Summary
qua ud& Queft Pew 61
Quick Lube/ Car Wash CUP SimTraffic Report
Southern Oregon Transportation Engineering, LLC Page 5
fnur�-CPn
Oman
TJlAMfpO1tTATlOM
.1NG/M,ultlMG, L L (
Appendix E
Turn Lane Graphs
are met, unless a subsequent evaluation eliminates it as an option; and
2. The Region Traffic Engineer must approve all proposed right turn lanes on state highways,
regardless of funding source; and
3. Complies with Access Management Spacing Standards; and
4. Conforms to applicable local, regional and state plans.
Criterion 1: Vehicular Volume
The vehicular volume criterion is intended for application where the volume of intersecting
traffic is the principal reason for considering installation of a right turn lane. The vehicular
volume criteria are determined using the curve in Exhibit 7-2.
Exhibit 7-2 Right Turn Lane Criterion 201$ P6. Se -
.1. �ut4U PM
Right Turn Lane Criterion
X= 19 WPI,
Y= 25S vele
h1o} MJ -
100 __;.-
Q 0 7 t
11
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Right -Turn Volume (vph)
Note: If there is no right turn lane, a shoulder needs to be provided, If this intersection is in a
rural area and is a connection to a public street, a right turn lane is needed.
Analysis Procedure Manual 156 Last Updated 5/2010
800 - sea nota
700
y
600 --
500
s •�
400
I
300
v
200 8:1.
X= 19 WPI,
Y= 25S vele
h1o} MJ -
100 __;.-
Q 0 7 t
11
0 10 20 30 40 50 60 70 80 90 100 110 120 130
Right -Turn Volume (vph)
Note: If there is no right turn lane, a shoulder needs to be provided, If this intersection is in a
rural area and is a connection to a public street, a right turn lane is needed.
Analysis Procedure Manual 156 Last Updated 5/2010
t aur�r�rn
OJJ�GOM
ToampanUTION
,fMGIMIrA/MG. L L (
Appendix F
Agency Requirements
320.00.00 — Design
320.10.01— Design Standards
3/25/14
1226 PM
The purpose of these standards is to provide a consistent policy under which certain physical
aspects of street and related design and plan preparation will be observed by the engineer.
The Engineer should be aware that certain alternate street standards for the Transit Oriented
District and Transit Oriented Corridor might apply to the design and construction streets in these
areas of the city. These alternate standards are fully described in the Central Point TOD Design
Requirements and Guidelines. They are also briefly described in lesser detail in these
Standards and Specifications.
This section contains design standards to ensure the safe and efficient operation of each
facility type for all users and the best use of public space. The requirements in this section are
established as minimum standards to follow and apply to both new construction and
reconstruction, except as otherwise specified.
Designs shall consider the needs of people with disabilities and the aged, such as visually
impaired pedestrians and mobility impaired pedestrians. Every effort should be made to locate
street hardware away from pedestrian locations and provide a surface free of bumps and
cracks, which create safety and mobility problems. Smooth access ramps shall be provided
where required. All designs shall conform to the current American Disabilities Act (ADA) or as
adopted by the Oregon Department of Transportation (ODOT), Oregon Bicycle and Pedestrian
Plan.
The determination of the pavement width and total right-of-way shall be based on the
operational needs for each street as determined by a technical analysis. The technical analysis
shall use demand volumes that reflect the maximum number of pedestrians, bicyclists, parked
vehicles and motorized vehicle traffic expected when the area using the street is fully
developed. Technical analysis shall take into consideration, transportation elements of the
Comprehensive Plan, TOD, neighborhood plans, approved tentative plans as well as existing
commercial and residential developments. All street designs shall be coordinated with the
design of other new or existing infrastructure.
These standards set forth the minimum requirements for materials and street design.
The Public Works Director shall have discretion to require a higher or different standard for
materials or design when in his judgment it is in the best interest of the public's health, safety
and welfare when considering all aspects and circumstances of the project.
The minimum geometric requirements for all street classifications are defined in Tables 300 — 1
through 300 — 7.
320.10.02 — rratiic Impact Analysis
The purpose of this section is to assist in the determination of which road authorities participate
in land use decisions, and to implement Section 660-012-0045(2)(e) of the State Transportation
37
City of Central Pant
Department of Public Works
Standards and Specifications
3/25/14
12:26 PM
Planning Rule that requires the city to adopt a process to apply conditions to development
proposals in order to minimize impacts and protect transportation facilities.
This chapter establishes the standards for when a proposal must be reviewed for potential traffic
impacts; when a traffic impact analysis must be submitted with a development application in
order to determine whether conditions are needed to minimize impacts to and protect
transportation facilities; what must be in a traffic impact analysis; and who is qualified to prepare
the study.
A traffic impact analysis shall be prepared by a traffic engineer or civil engineer licensed to
practice in the state of Oregon with special training and experience in traffic engineering. If the
road authority is the Oregon Department of Transportation (ODOT), consult ODOT's regional
development review planner and OAR 734-051-180. If the road is the authority of Jackson
County, consult Jackson County's road design requirements.
The Public Works Director may, at his/her discretion, waive the study of certain intersections
when it is concluded that the impacts are not substantial.
320.10.03 — Traffic Impact Analysis Applicability
(1) The level of detail and scope of a traffic impact analysis (TIA) will vary with the size,
complexity, and location of the proposed application. Prior to any TIA, the applicant shall submit
sufficient information to the City for the Public Works Department to issue a scoping letter. If
stipulations to reduce traffic are requested by an applicant, it must first be shown by means of
an analysis that an unconditional approval is not possible without some form of mitigation to
maintain an adequate LOS. This will determine whether a stipulation is necessary.
(2) Extent of Study Area:
The study area shall be defined by the Public Works Department in the scoping letter and shall
address at least the following areas:
a) All proposed site access points;
b) Any intersection where the proposed development can be expected to Contribute 25
or more trips during the analysis peak period. Impacts of less than 25 peak period trips
are not substantial and will not be included in the study area. This volume may be
adjusted, at the discretion of the Public Works Department, for safety or unusual
situations; and
c) Any intersections directly adjacent to the subject property.
(3) When required: TIA shall be required when a land use application involves one or more of
the following actions:
a) A change in zoning or a plan amendment designation that generates 300 average
daily trips (ADT) more than the current zoning;
b) Any proposed development or land use action that a road authority, including the city,
Jackson County or ODOT, states may have operational or safety concerns along its
facilities;
c) An increase in site traffic volume generation by 250 average daily trips (ADT) or more,
or 25 Peak Hour Trips (PHT);
38
City of Central Point
Department of Public Works
Standards and Specifications
3/25/14
12:26 PM
d) An increase in peak hour volume of a particular movement to and from the State
highway by 20 percent or more;
e) An increase in use of adjacent streets by vehicles exceeding twenty thousand pounds
gross vehicle weight by 10 vehicles or more per day;
f) The location of the access driveway does not meet minimum sight distance
requirements, as determined by the city engineer, or is located where vehicles entering
or leaving the property are restricted, or such vehicles queue or hesitate on the state
highway, creating a safety hazard at the discretion of the community development
director; or
g) A change in internal traffic patterns that, at the discretion of the Public Works Director,
may cause safety problems, such as back-up onto a street or greater potential for traffic
accidents.
(4) Submittals:
Provide two copies of the TIA for Public Works Department to review.
(5) Elements of Analysis:
A TIA shall be prepared by a Traffic Engineer or Civil Engineer licensed to practice in the State
of Oregon with special training and experience in traffic engineering. The TIA shall be a
thorough review of the effects a proposed use will have on the transportation system. The study
area shall include all streets and intersections in the analysis, as defined in subsection (2)
above. Traffic generated from a proposed site will be distributed throughout the transportation
system using existing count data or the current transportation model used by the City. Any
alternate distribution method must be based on data acceptable to the Public Works
Department. The following checklist outlines what a TIA shall contain. Incomplete reports shall
be returned to the applicant for completion without review:
a) The scoping letter as provided by the Public Works Department;
b) The Final TIA shall be signed and stamped by a Professional Civil or Traffic Engineer
registered in the State of Oregon;
c) An executive summary, discussing the development, the major findings of the
analysis, and the mitigation measures proposed;
d) A vicinity map of the proposed site and study area;
e) Project characteristics such as zoning, potential trip generations (unless stipulated to
less than potential), proposed access(s), and other pertinent factors;
f) Street characteristics within the study area including functional classification, number
of travel lanes, lane width, shoulder treatment, bicycle path corridors, and traffic control
at intersections;
g) Description of existing transportation conditions including transit accessibility, accident
history, pedestrian facilities, bicycle facilities, traffic signals, and overall traffic operations
and circulation,
h) Peak period turning movement counts of at least two-hour minimums at study area
intersections, less than 2 years old. These counts shall be adjusted to the design year of
the project and consider seasonal traffic adjustments when required by the scoping
letter;
i) A "Figure" showing existing peak period (AM, noon, or PM, whichever is largest)
turning movement volumes at study area intersections, as shown in Example 1.
Approved applications obtained from the City that have not built out but will impact study
39
City of Central Point
Department of Public Works
Standards and Specifications
3125114
12:26 PM
area intersections shall be included as pipeline traffic. An appropriate adjustment factor
shall be applied to existing count data if counts were taken during the off-peak season;
j) Potential "Project" trip generation using the most current edition of the ITE Trip
Generation, as required by the Public Works Department at the time of scoping.
Variations of trip rates will require the approval of the Public Works Department. Such
approval will require submission of adequate supporting data prior to first submittal of the
TIA;
k) A "Figure" illustrating project turning movement volumes at study area intersections
for peak periods, as shown in Example 2. Adjustments made for pass -by traffic volumes
shall follow the methodology outlined in the latest edition of the ITE Trip Generation, and
shall not exceed 25% unless approved by the Public Works Director;
1) A "Figure" illustrating the combined traffic of existing, background, and project turning
movement volumes at study area intersections for peak periods, as shown in Example 3;
m) Level of Service (LOS) analysis at study area intersections under the following
conditions:
(A) Existing plus pipeline traffic
(B) Existing plus pipeline traffic and project traffic.
A table shall be prepared which illustrates all LOS results. The table shall show LOS
conditions with corresponding vehicle delays for signalized intersections and the critical
movement at unsignalized intersections. If the proposed use is scheduled to be
completed in phases, a LOS analysis shall be prepared for each phase;
n) A mitigation plan if impacts to the study area reduce level of service (LOS) below
minimums. Mitigation measures may include stipulations and/or construction of
necessary transportation improvements. Mitigation measures shall be required to the
extent that the transportation facilities, under City jurisdiction, operate at an acceptable
level of service (LOS) with the addition of project traffic; and
o) Intersections under jurisdiction of another agency, but still within the City limits, shall
be evaluated by either the City's criteria or the other jurisdiction's criteria, or both,
whichever is considered applicable by the Public Works Department.
If the TIA is not consistent with the scoping letter (including any amendments) then the
TIA will be returned to the applicant without review.
(6) Analysis criteria:
a) All trip distributions into and out of the transportation system must reflect existing
traffic count data for consistency or follow the current transportation model used by the
City. If alternate splits are used to distribute traffic then justification must be provided and
approved by the Public Works Department prior to first submittal of the TIA.
b) If progression analysis is being evaluated or queuing between intersections is a
concern, the peak period used in the analysis must be the same for every intersection
along the street and reflect that of the most critical intersection being evaluated. If a
common peak period is not requested by the Public Works Department, then the actual
peak period of every intersection shall be used.
c) Counts performed must be a minimum of two hours and include the peak period for
analysis purposes. All documentation shall be included in the TIA.
d) All supporting count data, LOS analyses, pass -by deductions, growth rates, traffic
40
City of Central Point
Department of Public Works
Standards and Speclflcallons
3125/14
12:26 PM
distributions, or other engineering assumptions must be clearly defined and attached to
the TIA when submitted in report form to the City for review.
e) All LOS analyses shall follow operational procedures per the current Highway
Capacity Manual. Ideal saturation flow rates greater than 1800 vehicles per hour per
lane should not be used unless otherwise measured in the project vicinity. Queue
lengths shall be calculated at the 95th percentile where feasible. Actual peak hour
factors should be used for each movement or lane grouping in the analysis. Peak hour
factors over 0.90 shall not be used unless justified by specific counts at that location.
f) Signal timing used in capacity or progression analysis shall follow City timing plans
and account for pedestrian crossing times, unless otherwise noted in the scoping letter,
g) Arrival Type 3 (random arrivals) shall be used unless a coordinated plan is in place
during the peak period.
320.10.04 — Maintenance of level of Service D
Whenever level of service is determined to be below level D for arterials or collectors,
development is not permitted unless the developer makes the roadway or other improvements
necessary to maintain level of service D respectively.
41
City of Central Point
Department of Public Works
Standards and Specifications
Public Works Department
August 5, 2019
Ak
CENTRAL ------
POINT
PUBLIC WORKS STAFF REPORT
AGENDA ITEM:
PAR -19002, CUP -19002 — Oil change and Car Wash
Traffic:
Matt Samitore, Director
The applicant is proposing a 2,345 sq. ft. oil change center and a 4,971 sq. ft. automated car
wash. The City uses the Institute of Transportation Engineers (ITE) Volume 10 for scoping
Traffic Impact Analysis (TIA). The threshold is 25 PHT, on a particular intersection, or can be
required as part of a conditional use permit. A TIA was completed by Southern Oregon
Transportation for this use. There is no corresponding effect on any City related intersections.
However, Jackson County could limit access from Biddle Road in the future depending on if
queing issues with additional phases of the area.
E%istinL, Infrastructure:
Water: There is 8 inch waterline in the private drive to the west of the development
Streets: Biddle Road is a major arterial street owned and maintained by Jackson County.
The private drive to the west is a private retail street..
Storm Water: There is 24" Storm Drain line in the private drive that has capacity. Jackson
County also has a line on Biddle that may be accessible.
Issues:
There are two main issues:
1. Reciprocal Access — The application shows a portion of the north/south public access to
Biddle Road on the adjacent parcel to the west and shows access from the proposed
development to an existing private drive to the west. Permanent easements for the
development of the private retail street and the access to the west are needed for access,
circulation and vehicular movements.
2. Storm Utility Connection - The proposed development shows connection to the Jackson
County storm drain system. There is limited capacity in this system, so it will be
necessary for the applicant to coordinate with Jackson County to determine if any of the
storm run-off associated with this development can be connected to the existing system.
ATTACHMENT "D"
Conditions of Approval:
1. PW Standards and Specifications — Applicant shall comply with the public works
standards and specifications for construction within the right of way.
2. Private Retail Street, Biddle Road Access:— Applicant shall obtain a permanent easement
from tax lot 37 2W 01C, tax lot 804 for the construction of private retail street and
permanent reciprocal easements for access to Biddle Road.
3. Reciprocal Access Easement, Hamrick Road Access — Applicant shall obtain a permanent
reciprocal access to the private drive on tax lot 37 2W 01 C, tax lot 804.
4. Jackson County — Applicant shall obtain all the necessary approvals from Jackson County
Roads for the construction of a new driveway access on to Biddle Road and for any
public utility connections.
Street Tree/Landscape Plan — Applicant will need to prepare a landscaping and irrigation
plan to be reviewed and approved by the City for the landscape rows along Biddle Road
and Table Rock Road.
Storm Water Quality - The project is within the Phase 2 stormwater quality area and will
require a stormwater management plan that is in accordance with the Rogue Valley
Stormwater Quality Design Manual (RVSQDM). An operations and maintenance
agreement for all new stormwater quality features is required. Construction on site must
be sequenced so that the permanent stormwater quality features are installed and
operational when stonnwater runoff enters.
7. Erosion Control. — The proposed development will disturb more than one acre and will
require an erosion and sediment control permit (NPDES 1200-C) from the Department of
Environmental Quality (DEQ).
August 19, 2019
Attention: Justin Gindlesperger
City of Central Point Planning
140 south Third Street
Central Point, OR 97502
RE: Site Plan & Architectural Review and Conditional Use Permit for lot on
Table Rock Road at Biddle Road— County maintained roads.
Planning File: SPAR-19002/CUP-19002 & AR; 37-2W-01 C Tax Lot 700
Dear Justin
Thank you for the opportunity to comment on consideration of a Site Plan &
Architectural Review and Conditional Use Permit for the construction of 2,345 square foot oil
change facility and 4,971 square foot automated car wash, including parking and landscape
areas in the C-4 zoning district for southwest corner of Table Rock Road and Biddle Road on a
9.04 acre site at 4245 Table Rock Road. Jackson County Roads offers the following
comments:
A Traffic Impact Study that addresses impacts at the site accesses and at the
intersection of Table Rock Road and Biddle Road has been reviewed and Jackson
County's comments are as follows:
a. The TIS, which addressed only the conditions with Phase 1 build out (oil change
& car wash is acceptable.
b. Jackson County will allow the construction of the proposed full access driveway
onto Biddle Road.
c. The TIS does not address future year, future phases of this site, nor other future
development in the vicinity. Jackson County reserves the right to restrict left turn
movements at the proposed Biddle Road access in the future.
d. Future phases of this development will be required to perform a TIS for their
impacts. Such a future TIS may require left turn limitations at the proposed Biddle
Road access, or other mitigations.
2. Jackson County's General Administration Policy #1-45 sets forth the County's position
as it relates to the management of County roads located within existing or proposed city
limits or Urban Growth Boundaries (UGB). The County has no current plans for
improvements to Biddle Road, Jackson County Roads recommends that the city
request road jurisdiction.
3. If frontage improvements are required, the applicant shall obtain a minor road
improvement permit from Jackson County Roads Sidewalk placement on Biddle Road
ATTACHMENT "E"
Roads
Engineering
i�-
ACKSON
COUNTY
Chuck DeIanvier
ntoEngineer
200ConAntelope
200 Antellopp e Road
White City, OR 97503
Roads
Phone: (541) 774-6255
Fax: (541) 774-6295
dejanvca@jacksoncounty org
www.jacksoncounty.org
August 19, 2019
Attention: Justin Gindlesperger
City of Central Point Planning
140 south Third Street
Central Point, OR 97502
RE: Site Plan & Architectural Review and Conditional Use Permit for lot on
Table Rock Road at Biddle Road— County maintained roads.
Planning File: SPAR-19002/CUP-19002 & AR; 37-2W-01 C Tax Lot 700
Dear Justin
Thank you for the opportunity to comment on consideration of a Site Plan &
Architectural Review and Conditional Use Permit for the construction of 2,345 square foot oil
change facility and 4,971 square foot automated car wash, including parking and landscape
areas in the C-4 zoning district for southwest corner of Table Rock Road and Biddle Road on a
9.04 acre site at 4245 Table Rock Road. Jackson County Roads offers the following
comments:
A Traffic Impact Study that addresses impacts at the site accesses and at the
intersection of Table Rock Road and Biddle Road has been reviewed and Jackson
County's comments are as follows:
a. The TIS, which addressed only the conditions with Phase 1 build out (oil change
& car wash is acceptable.
b. Jackson County will allow the construction of the proposed full access driveway
onto Biddle Road.
c. The TIS does not address future year, future phases of this site, nor other future
development in the vicinity. Jackson County reserves the right to restrict left turn
movements at the proposed Biddle Road access in the future.
d. Future phases of this development will be required to perform a TIS for their
impacts. Such a future TIS may require left turn limitations at the proposed Biddle
Road access, or other mitigations.
2. Jackson County's General Administration Policy #1-45 sets forth the County's position
as it relates to the management of County roads located within existing or proposed city
limits or Urban Growth Boundaries (UGB). The County has no current plans for
improvements to Biddle Road, Jackson County Roads recommends that the city
request road jurisdiction.
3. If frontage improvements are required, the applicant shall obtain a minor road
improvement permit from Jackson County Roads Sidewalk placement on Biddle Road
ATTACHMENT "E"
August 14, 2019
Page 2 of 2
frontage if required should be directly behind the curb. Jackson County Roads does not
maintain planter strips.
4. Roads recommend the removal of any existing driveways not being used on Biddle
Road and replacing them with new curb, gutter and sidewalk. If curb, gutter and
sidewalk is not existing, it will be required.
5. Utility Permits are required from Roads for any utility work within the county road right-
of-way.
6. Biddle Road is a County Minor Arterial and is maintained by the County. The Average
Daily Traffic count was 9,984 for eastbound lanes 450 east of Hamrick Road on July 31,
2018 and 9,677 for westbound lanes on July 31, 2018 450 feet east of Hamrick Road.
7. Table Rock Road is a County Arterial and is maintained by the County. The Average
Daily Traffic count was 20,723 750 north of Biddle Road on July 9, 2018.
8. If county storm drain facilities are to be utilized, the applicant's registered Engineer shall
provide a hydraulic report and plans for review and approval by Jackson County Roads.
Storm drainage runoff is limited to that area currently draining to the County storm
drainage system. Upon completion of the project and prior to occupancy, the
developer's Engineer shall certify that the construction of the drainage system was
constructed per the approved plan. A copy of the certification shall be sent to Chuck
DeJanvier at Jackson County Roads.
9. The applicant shall submit construction drawings to Jackson County Roads and obtain
county permits if required.
10. We would like to be notified of future development proposals, as county permits may be
required.
11. We concur with any right-of-way dedicated.
Sincerely,
Chuck DeJanvier, PE
Construction Engineer
PLANNING COMMISSION RESOLUTION NO. 874
A RESOLUTION OF THE PLANNING COMMISSION APPROVING A CONDITIONAL USE
PERMIT FOR A CARWASH ON LANDS WITHIN" THE TOURIST AND OFFICE
PROFESSIONAL (C-4) ZONING DISTRICT.
(File No: CUP -19002)
WHEREAS, the applicant has submitted an application for approval of a Conditional Use Permit to
develop a 9.03 acre site within the C-4 zone with a 4,971 square foot automated carwash; and
WHEREAS, on September 3, 2019 the City of Central Point Planning Commission conducted a duly -
noticed public hearing on the application, at which time it reviewed the Staff Report and heard testimony
and comments on the application; and
WHEREAS, the application has been found to be consistent with the approval criteria applicable to
Conditional Use Permits in accordance with Section 17.76 of the Central Point Municipal Code; and per
conditions noted in the Staff Report dated September 3, 2019; and
NOW, THEREFORE, BE IT RESOLVED that the City of Central Point Planning Commission by
Resolution No. 874 does hereby approve the Conditional Use Permit application for a carwash
use. This approval is based on the findings and conditions of approval as set forth in Exhibit "A,"
the Planning Department Staff Report dated September 3, 2019, including attachments
incorporated by reference.
PASSED by the Planning Commission and signed by me in authentication of its passage this 3'd day of
September, 2019.
Planning Commission Chair
ATTEST:
City Representative
Planning Commission Resolution No. 874 (09/03/2019)
ATTACHMENT "F"